The URL can be used to link to this page

Home My WebLink AboutDrainageReport Drainage Computations Summary For Artistic Composite Pallets – Phase 2 Building Expansion 4518 West 99th Street Carmel, Indiana Prepared For: Artistic Composite Pallets 4518 West 99th Street Carmel, Indiana Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: Nathan Winslow, PE Mike Jones, PE Submitted: June 18, 2025 Table of Contents PROJECT NARRATIVE Project Description Existing Conditions Proposed Conditions 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 Appendix C Proposed Conditions - Storm Sewer • Proposed Storm Sewer Basin Map • Municipality Rainfall Data • Runoff Coefficient (c) and Curve Number (CN) Calculations • 10-year Rational Method Storm Sewer Calculations • Structure Data Table • Hydraulic Grade Line (HGL) Calculations • Casting Capacity Calculations Appendix D Existing Reports • Schafer Powder Coating Expansion Drainage Report by Kimley Horn • Drainage Computations Summary for Artistic Composite Pallets – Parking Addition by American Structurepoint DRAINAGE COMPUTATIONS SUMMARY For Artistic Composite Pallets Phase 2 Building Expansion 4518 West 99th Street Carmel, Indiana PROJECT DESCRIPTION The proposed project is located at 4518 West 99th Street in Carmel, Hamilton County, Indiana. The ±5.73 acre site currently consists of a manufacturing facility with corresponding infrastructure. The developed site will consist of a new 39,000 square foot building expansion. Refer to Appendix A for an aerial map of the site’s location. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates approximately 20.6% distribution of Urban land-Crosby silt loam (UcfA), 67.7% distribution of Urban land-Treaty complex (UmyA), and 11.7% distribution of Urban land-Patton sily clay loam (UpaA). Refer to Appendix A for the Soils Map. The site is not located within any special flood hazard zone as indicated on the Flood Insurance Rate Map (FIRM) 18057C0225GF for Hamilton County, Indiana, dated November 14, 2014. Refer to Appendix A for the FIRM. The site does not require any state or federal water quality permits. The adjacent land uses for this site are as follows: North: Industrial South: Industrial East: Industrial West: Industrial EXISTING CONDITIONS The existing property currently consists of a manufacturing building with corresponding drainage and utility infrastructure. The parking lot and building currently drain via two separate storm systems that outlet to an existing dry detention basin in the southeast corner of the site. As per the Schafer Powder Coating Expansion Drainage Report by Kimley Horn, dated August 14, 2016, the detention basin was master planned for 10.91 acres with a runoff coefficient of 0.77. This is equivalent to a runoff coefficient area (CA) value of 8.40. The ±5.73 acres that comprise our site has a CA of 3.19. Refer to Appendix D for copies of the two existing reports. PROPOSED CONDITIONS The proposed building expansion is located within the existing master planned drainage area discharging to the existing dry detention basin. Our ±5.73 acre site will have a new runoff coefficient of 0.74, bringing its CA to 4.24. This is greater than the 3.19 CA from the mater plan, however, additional detention area has been provided since the master planned development was created. STORMWATER QUALITY Water quality volumes are expected to be minimal through our site. Based on the 10-year flow volume, an Aquaswirl XC-3 has been selected. All collected stormwater will be routed through the XC-3 device prior to discharging to the pond. Existing stormwater conditions are being maintained. SUMMARY AND CONCLUSIONS The proposed storm sewer and site improvements have been designed in accordance with the The City of Carmel Stormwater Technical Standards Manual. We believe the proposed improvements will not adversely affect this site, adjacent developments, City of Carmel, or Hamilton County. APPENDIX A MAPS Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/29/2025 Page 1 of 3 44 2 0 4 9 0 44 2 0 5 2 0 44 2 0 5 5 0 44 2 0 5 8 0 44 2 0 6 1 0 44 2 0 6 4 0 44 2 0 6 7 0 44 2 0 4 9 0 44 2 0 5 2 0 44 2 0 5 5 0 44 2 0 5 8 0 44 2 0 6 1 0 44 2 0 6 4 0 44 2 0 6 7 0 564970 565000 565030 565060 565090 565120 565150 565180 565210 565240 564970 565000 565030 565060 565090 565120 565150 565180 565210 565240 39° 56' 1'' N 86 ° 1 4 ' 2 3 ' ' W 39° 56' 1'' N 86 ° 1 4 ' 1 0 ' ' W 39° 55' 55'' N 86 ° 1 4 ' 2 3 ' ' W 39° 55' 55'' N 86 ° 1 4 ' 1 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,390 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil 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 25, Aug 27, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 1, 2024—Jul 1, 2024 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. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/29/2025 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 2.1 20.6% UmyA Urban land-Treaty complex, 0 to 1 percent slopes 6.8 67.7% UpaA Urban land-Patton silty clay loam complex, 0 to 2 percent slopes 1.2 11.7% Totals for Area of Interest 10.1 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/29/2025 Page 3 of 3 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 Depth Zone 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 mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone 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 4/29/2025 at 8:56 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°14'36"W 39°56'12"N 86°13'59"W 39°55'44"N Basemap Imagery Source: USGS National Map 2023 APPENDIX B EXISTING CONDITIONS APPENDIX C PROPOSED CONDITIONS-STORM SEWER CHAPTER 200 HYDROLOGY SECTION 201 BASIC POLICIES AND REQUIREMENTS The following section provides a list of design policies which must be applied during a hydrologic analysis performed within the City of Carmel. 201.01 Introduction Following are discussions of concepts which will be important in a hydrologic analysis. These concepts will be used throughout the remainder of this chapter in dealing with different aspects of hydrologic studies. Abbreviations 201.02 Abbreviations and Definitions COE: United States Army Corps of Engineers IDEM: Indiana Department of Environmental Management IDNR: Indiana Department of Natural Resources INDOT: Indiana Department of Transportation NRCS: USDA-Natural Resources Conservation Service USDA: United States Department of Agriculture Definitions Channel: A portion of a natural or artificial watercourse which periodically or continuously contains moving water, or which forms a connecting link between two bodies of water. It has a defined bed and banks which serve to confine the water. Curve Number: The NRCS index that represents the combined hydrologic effect of soil, land use, land cover, hydrologic condition and antecedent runoff condition. Design Storm: A selected storm event, described in terms of the probability of occurring once within a given number of years, for which drainage or flood control improvements are designed and built. Drainage Area: The area draining into a stream at a given point. It may be of different sizes for surface runoff, subsurface flow and base flow, but generally the surface runoff area is considered as the drainage area. 200-1 Duration: The time period of a rainfall event. Hydrograph: For a given point on a stream, drainage basin, or a lake, a graph showing either the discharge, stage (depth), velocity, or volume of water with respect to time. Inlet: An opening into a storm drain system for the entrance of surface storm water runoff, more completely described as a storm drain inlet. Major Drainage System: Drainage system carrying runoff from an area of one or more square miles. Minor Drainage System: Drainage system carrying runoff from an area of less than one square mile. Rainfall Intensity: The rate at which rain is falling at any given instant, usually expressed in inches per hour. Runoff: That portion of precipitation that flows from a drainage area on the land surface, in open channels, or in stormwater conveyance systems. Storm Frequency: The time interval between major storms of predetermined intensity and volumes of runoff (e.g. a 5-yr., 10-yr., or 20-yr. storm). Storm Sewer: A closed conduit for conveying collected storm water, while excluding sewage and industrial wastes. Also called a storm drain. Swale: An elongated depression in the land surface that is at least seasonally wet, is usually heavily vegetated, and is normally without flowing water. Swales conduct stormwater into primary drainage channels and may provide some groundwater recharge. Time of Concentration: The travel time of a particle of water from the most hydraulically remote point in the contributing area to the point under study. This can be considered the sum of an overland flow time and times of travel in street gutters, storm sewers, drainage channels, and all other drainage ways. Watershed: The region drained by or contributing water to a specific point that could be along a stream, lake or other stormwater facilities. Watersheds are often broken down into subareas for the purpose of hydrologic modeling. Symbol Table: To provide consistency within this chapter as well as throughout this manual the following symbols will be used. These symbols were selected because of their 200-2 wide use in hydrologic publications. In some cases the same symbol is used in existing publications for more than one definition. Where this occurs in this chapter, the symbol will be defined where it occurs in the text or equations. Symbols Definition Units A Drainage Area acres C Runoff Coefficient - CN NRCS-runoff curve number - D Duration hours I Rainfall intensity in/hr n Manning roughness coefficient - Q Rate of runoff cfs qp Peak rate of discharge cfs t or T Time of concentration min c c V Velocity ft/s 201.03 Runoff rates shall be computed for the area of the parcel under development plus the area of the watershed flowing into the parcel under development. The rate of runoff which is generated as the result of a given rainfall intensity may be calculated as follows: Hydrologic Methods A. Development Sites Less than or Equal to 5 Acres in Size, With a Contributing Drainage Area Less than or Equal to 50 Acres and No Depressional Storage The Rational Method may be used. A computer model, such as TR-55 (NRCS), TR-20 (NRCS), HEC-HMS (COE), and HEC-1 (COE), that can generate hydrographs based on the NRCS TR-55 time of concentration and curve number calculation methodologies may also be used along with a 24-hour duration NRCS Type 2 storm. Note that for the purpose of determining the post- developed conditions curve numbers, due to significant disturbance to the upper soil layers during the construction activities, the initially determined hydrologic soil group for disturbed areas should be changed to the next less infiltrating capacity category (i.e., A to B, B to C, and C to D). In the Rational Method, the peak rate of runoff, Q, in cubic feet per second (cfs) is computed as: CIAQ= Where: C = Runoff coefficient, representing the characteristics of the drainage area and defined as the ratio of runoff to rainfall. I = Average intensity of rainfall in inches per hour for a duration equal to the time of concentration (t ) for a selected rainfall frequency. c A = Tributary drainage area in acres. Values for the runoff coefficient "C" are provided in Table 201-1, which shows values for different types of surfaces and local soil characteristics. The composite "C" value used for a given drainage area with various surface types shall be the weighted average value for the total area calculated from a breakdown of individual areas having different surface types. Rainfall intensity shall be determined from the rainfall frequency data shown in Table 201-2. In general, the time of concentration (tc) methodology to be used for all stormwater management projects within the City of Carmel shall be as outlined in the U.S. Department of Agriculture (USDA) - NRCS TR-55 Manual. In urban or developed areas, the methodology to be used shall be the sum of the inlet time and flow time in the stormwater facility from the most remote part of 200-3 the drainage area to the point under consideration. The flow time in the storm sewers may be estimated by the distance in feet divided by velocity of flow in feet per second. The velocity shall be determined by the Manning's Equation (see Chapter 300). Inlet time is the combined time required for the runoff to reach the inlet of the storm sewer. It includes overland flow time and flow time through established surface drainage channels such as swales, ditches, and sheet flow across such areas as lawns, fields, and other graded surfaces. B. Development Sites Greater Than 5 Acres in Size or Contributing Drainage Area Greater than 50 Acres or With Significant Depressional Storage The runoff rate for these development sites and contributing drainage areas shall be determined by a computer model that can generate hydrographs based on the NRCS TR-55 time of concentration and curve number calculation methodologies and the 24-hour NRCS Type 2 Rainfall Distribution. Note that for the purpose of determining the post-developed conditions curve numbers, due to significant disturbance to the upper soil layers during the construction activities, the initially determined hydrologic soil group for disturbed areas should be changed to the next less infiltrating capacity category (i.e., A to B, B to C, and C to D). 24-hour Rainfall depth for various frequencies shall be taken from Table 201-3. The NRCS Type 2 distribution ordinates are found in Table 201-4. Examples of computer models that can generate such hydrographs include TR-55 (NRCS), TR-20 (NRCS), HEC-HMS (COE), and HEC-1 (COE). These programs may be downloaded free of charge from the associated agencies’ web sites. The computer models ICPR and Pond Pack may also be used. However, the latter computer software are proprietary. If interconnected ponds are utilized, the use of ICPR or Pond Pack may be required to appropriately model the more complex hydrologic and hydraulic relationships associated with such system. Other models may be acceptable and should be accepted by the City of Carmel prior to their utilization. C. Development Sites with Drainage Areas Greater than or Equal to One Square Mile For the design of any major drainage system, as defined in Section 201.01, the discharge must be obtained from, or be accepted by, the IDNR. Other portions of the site must use the discharge methodology in the applicable section of this Chapter. The design storm frequency is the basis for all runoff computations and stormwater facility designs. All stormwater facilities, whether private or public, and whether constructed on private or public property, shall conform to the design standards and other requirements contained herein. 201.04 Design Storm Frequencies Stormwater facilities functioning as a major drainage system as defined in Section 201.01 must also meet IDNR design standards in addition to the City of Carmel’s standards. In case of discrepancy, the most restrictive requirements shall apply. 200-4 TABLE 201-1: Runoff Coefficients © for Use in the Rational Method TYPE OF SURFACE RUNOFF COEFFICIENT © Non-Urban Areas Bare earth 0.55 Steep grassed areas (slope 2:1) 0.60 Turf meadows 0.25 Forested areas 0.20 Cultivated fields 0.30 Urban Areas All watertight roof surfaces 0.90 Pavement 0.85 Gravel 0.85 Impervious soils (heavy) 0.55 Impervious soils (with turf) 0.45 Slightly pervious soil 0.25 Slightly pervious soil (with turf) 0.20 Moderately pervious soil 0.15 Moderately pervious soil (with turf) 0.10 Business, Commercial & Industrial 0.85 Apartments & Townhouses 0.70 Schools & Churches 0.55 Single Family Lots < 10,000 SF 0.45 Lots < 12,000 SF 0.45 Lots < 17,000 SF 0.40 Lots > ½ acre 0.35 Park, Cemetery or Unimproved Area 0.30 200-5 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 Artistic Composite Pallets City of Carmel 2025.00208 6/18/2025 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.45 70 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient (acres)(acres)(acres)(acres)(acres)C Pond 1 100 - - 0.23 - 0.23 0.85 Pond 2 101 - - 0.11 - 0.11 0.85 Pond 3 102 - - - - - - Pond 4 103 - - - - - - Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:Artistic Composite Pallets Reviewing Entity: Job #: Date: 10-yr Entity Data Match Invert - 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. (ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft) 100 101 137.1 RCP 0.85 0.23 - - 0.19 0.19 0.19 5.00 5.00 2.12 2.12 0.41 0.41 15 0.25 0.013 3.23 13% 2.63 0.30 1.81 0.87 886.70 886.69 884.87 884.53 101 102 33.1 RCP 0.85 0.11 - - 0.09 0.09 0.28 5.00 5.87 2.12 2.66 0.19 0.76 15 0.25 0.013 3.23 23% 2.63 0.41 2.15 0.21 886.69 890.63 884.53 884.45 102 103 140.8 RCP - - - - - - 0.28 5.00 6.08 2.12 2.79 - 0.79 15 0.25 0.013 3.23 25% 2.63 0.42 2.18 0.89 890.63 890.68 884.45 884.09 103 104 129.7 RCP - - - - - - 0.28 5.00 6.97 2.12 3.34 - 0.95 15 0.25 0.013 3.23 29% 2.63 0.46 2.29 0.82 890.68 - 884.09 883.77 ELEV.ELEV.FULL FLOW VELOCITY INVERTRIM TRAVEL TIME 06/18/25 (in/hr) Design Storm: TO STR. DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: FLOW STR.LENGTH Drop Amount: PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 2025.00208 ENTITY DATA i PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY DIRECT TO INLET FLOW DEPTH FLOW VELOCITY CAPACITY UTILIZATIONMANNING'S N Description:Artistic Composite Pallets Reviewing Entity:City of Carmel Job #:2025.00208 Date:6/18/2025 STR. STRUCTURE CASTING GRADE CONNECT TO REMARKS NO.TYPE TYPE L.F.SIZE TYPE T.O.R.UPSTM DNSTM (%)STRUCT. 100 TYPE ''J'' INLET R-3455-C 137 15 RCP 886.70 884.87 884.53 0.25 101 101 TYPE ''M'' INLET R-3455-C 33 15 RCP 886.69 884.53 884.45 0.25 102 102 TYPE ''C'' MANHOLE R-1772 141 15 RCP 890.63 884.45 884.09 0.25 103 103 TYPE ''C'' MANHOLE R-1772 130 15 RCP 890.68 884.09 883.77 0.25 104 *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:Artistic Composite Pallets Entity:City of Carmel Job #:2025.00208 Date:06/18/25 100-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.) 101 100 884.53 885.78 885.42 885.60 5.00 9.12 1.78 15 0.25 0.659 2.037 0.324 0.661 0.529 2.69 137 0.013 0.341 - - 1.25 2.91 - 0.141 0.482 886.08 886.70 886.12 102 101 884.45 885.70 885.39 885.51 5.87 8.89 2.53 15 0.25 0.867 2.385 0.364 0.832 0.636 2.91 33 0.013 0.082 2.69 - 0.50 2.91 - 0.009 0.092 885.60 886.69 885.78 103 102 884.09 885.34 885.04 885.16 6.08 8.83 2.51 15 0.25 0.863 2.377 0.363 0.828 0.634 2.91 141 0.013 0.350 2.91 - 0.50 2.89 - 0.000 0.350 885.51 890.63 885.70 104 103 883.77 885.02 884.71 884.71 6.97 8.59 2.44 15 0.25 0.844 2.344 0.360 0.812 0.625 2.89 130 0.013 0.322 2.91 1.00 0.50 - 0.130 0.001 0.453 885.16 890.68 885.34 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 PERIMETE 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 #:2025.00208 Date:06/18/25 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 ''J'' INLET R-3455-C 0.39 1.83 0.85 0.23 5.00 2.12 0.41 0.00 0.10 0.10 101 TYPE ''M'' INLET R-3455-C 0.72 2.16 0.85 0.11 5.00 2.12 0.19 0.00 0.06 0.06 102 TYPE ''C'' MANHOLE R-1772 4.75 6.18 - - - - - - - 0.00 103 TYPE ''C'' MANHOLE R-1772 5.15 6.59 - - - - - - - 0.00 Artistic Composite Pallets Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Design Parameters Design Storm: 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 D EXISTING REPORTS Drainage Computations Summary For Artistic Composite Pallets – Parking Addition 4518 W. 99th Street Carmel, Indiana Prepared For: Artistic Composite Pallets 4518 W. 99th Street Carmel, Indiana Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: Nathan Horgan, EI Kylie Bright Submitted: September 15, 2021 Revised: November 3, 2021 Revised: November 30, 2021 Table of Contents PROJECT NARRATIVE Project Description Existing Conditions Proposed Conditions 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 · Original Report - Existing Conditions Map · Revised Existing Conditions Map Appendix C Proposed Conditions · Proposed Conditions Map · Runoff Coefficient (c) and Curve Number (CN) Calculations · CNwq Calculation · Open Channel Calculation · Water Quality HydroCAD model Appendix D Proof of Errors and Omissions Insurance Appendix E Existing Conditions-Past Report DRAINAGE COMPUTATIONS SUMMARY For Artistic Composite Pallets – Parking Addition 4518 W. 99th Street Carmel, Indiana PROJECT DESCRIPTION The proposed project is located at 4518 W. 99th Street in Carmel, Hamilton County, Indiana. The ±5.73 acre site currently consists of a commercial facility with corresponding infrastructure. The proposed site improvements will consist of a parking addition along the west side of the existing building. Refer to Appendix A for an aerial map of the site’s location. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates approximately 75.4% distribution of Brookston complex (UbaA)), 14% distribution of Crosby silt loam (UcfA), and 10.6% distribution of Patton silty clay loam (UpaA). Refer to Appendix A for the Soils Map. The site is not located within any special flood hazard zone as indicated on the Flood Insurance Rate Map (FIRM) 18057C0225GF for Hamilton County, Indiana, dated November 14, 2014. Refer to Appendix A for the FIRM. The site does not require any state or federal water quality permits. The adjacent land uses for this site have been included below: North: Industrial South: Industrial East: Industrial West: Industrial EXISTING CONDITIONS The existing property currently consists of a commercial building with corresponding drainage and utility infrastructure. The parking lot and building currently drain via two separate storm systems that outlet to an existing dry detention basin. The detention basin was master planned for 10.91 acres using a runoff coefficient of 0.77. Refer to Appendix D for the existing Drainage Report. PROPOSED CONDITIONS The proposed development includes the construction of additonal parking located west of the existing building. The parking addition would be an addition of 0.24 acre of impervious area. According to the previous drainage report, the design area is 10.91 acres with a C of 0.77, resulting in a design CA of 8.40. The existing drainage area was revised, noting the approved improvements to the property on the west side of 99th Street. The revised drainage area is 11.26 acres and a C of 0.65 in its existing condition, or a CA of 7.32. With the proposed parking addition, the 11.26-acre area will have a C of 0.66, or a CA of 7.43. Since this is well below the designed CA of 8.40, additional detention will not be provided. Refer to Appendix C for runoff coefficient calculations and Appendix D for the existing Drainage Report. According to the existing storm sewer calculations in Appendix B, all storm basins were calculated with a runoff coefficient of 0.85. The proposed runoff coefficeients that were calculated for this parking addition do not exceed 0.75, therefore the existing storm is able to handle the additional parking area. Refer to Appendix C for runoff coefficient calculations. The north storm line, which was not included in the available recorded drainage reports, has a minor negligible increase in runoff from 8 parking spaces that were previously pervious. STORMWATER QUALITY Per the City of Carmel’s direction, water quality will be provided for the disturbed area of this project. The disturbed area was calculated to be 0.40 acres with a water quality curve number calculated to be 95. A 1- in, 24 hr storm was modelled and the required treatment rate is 0.40 cfs. Using the City of Indianapolis Stormwater Selection Guide, as adopted by the City of Carmel, an Aquaswirl AS-3 unit was selected to treat the runoff. This structure has been added to the end of the south storm line, rebuilding the pipe as it enters the pond. SUMMARY AND CONCLUSIONS The site improvements have been designed in accordance with the City of Carmel Design Standards Manual (2008). We believe the proposed improvements will not adversely affect this site, adjacent developments, Carmel, or Hamilton County. APPENDIX A MAPS Project Location Map Carmel, Indiana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²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²6HS 7KHRUWKRSKRWRRURWKHUEDVHPDSRQZKLFKWKHVRLOOLQHVZHUH FRPSLOHGDQGGLJLWL]HGSUREDEO\GLIIHUVIURPWKHEDFNJURXQG LPDJHU\GLVSOD\HGRQWKHVHPDSV$VDUHVXOWVRPHPLQRU VKLIWLQJRIPDSXQLWERXQGDULHVPD\EHHYLGHQW 6RLO0DS²+DPLOWRQ&RXQW\,QGLDQD 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI 0DS8QLW/HJHQG 0DS8QLW6\PERO 0DS8QLW1DPH $FUHVLQ$2, 3HUFHQWRI$2, 8ED$ 8UEDQODQG%URRNVWRQ FRPSOH[WRSHUFHQW VORSHV 8FI$ 8UEDQODQG&URVE\VLOWORDP FRPSOH[ILQHORDP\VXEVRLO WRSHUFHQWVORSHV 8SD$ 8UEDQODQG3DWWRQVLOW\FOD\ ORDPFRPSOH[WRSHUFHQW VORSHV 7RWDOVIRU$UHDRI,QWHUHVW 6RLO0DS²+DPLOWRQ&RXQW\,QGLDQD 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI APPENDIX B EXISTING CONDITIONS 0'100' NSCALE:1"=100' 50' PLOT DATE (17"x11"): 11/3/2021 4:22 PM DRAWING FILE: P:\2021\01816\D. Drawings\Civil\Engineer\Proposed Conditions2.dwg Site Exhibit Existing Drainage Basin 4518 W 99th StreetNovember 3, 2021 2021.01816 Carmel, Indiana APPENDIX C PROPOSED CONDITIONS 0'100' NSCALE:1"=100' 50' PLOT DATE (17"x11"): 11/3/2021 4:25 PM DRAWING FILE: P:\2021\01816\D. Drawings\Civil\Engineer\1.0 Revised Existing Basin.dwg Site Exhibit Proposed Drainage Basin 4518 W 99th StreetNovember 3, 2021 2021.01816 Carmel, Indiana Parking Addition City of Carmel 2021.01816 11/3/2021 Runoff Coefficient Runoff Curve Number Roof 0.85 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 Conditions - - 4.15 7.11 - 11.26 0.65 91 Proposed Conditions - - 3.93 7.33 - 11.26 0.66 92 Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:Parking Addition Reviewing Entity: Job #: Date:02/13/14 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.16 Impervious Area 0.24 Area 0.40 I = 60% (%) Rv = 0.59 Qa=0.59 (in.) CALCULATED CNwq CNwq =95 PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] Job Information City of Carmel 2021.01816 Description: Entity: Job #: Date:11/03/21 2021.01816 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information City of Carmel Parking Addition Side Slope (x:1):- Location of Channel:STR 100 - WQ Geometry:Circular Solve For:Depth 100-yr Diameter (ft):1 Bottom Width (ft):- Slope of Channel (ft/ft):0.0020 Manning's Roughness Coefficient:0.012 Freeboard (ft):0.0000 Flow Rate (cfs):0.40 Maximum Flow Rate (cfs): 1.86 Depth of Flow (ft):0.33 Top Width (ft):- Velocity (ft/s):1.79 Cross Sectional Area (ft2): 0.22 Wetted Perimeter (ft):1.22 Hydraulic Radius (ft):0.18 2S Disturbed Area Routing Diagram for 2021.01816.CE.WQ Prepared by American Structurepoint, LLC, Printed 11/3/2021 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"2021.01816.CE.WQ Printed 11/3/2021Prepared by American Structurepoint, LLC Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcatchment 2S: Disturbed Area Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.44 0.42 0.4 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=0.400 ac Runoff Volume=0.017 af Runoff Depth>0.52" Tc=5.0 min CN=95 0.40 cfs APPENDIX D Proof of Errors and Omissions Insurance INSR ADDL SUBR LTR INSR WVD DATE (MM/DD/YYYY) PRODUCER CONTACT NAME: FAXPHONE (A/C, No):(A/C, No, Ext): E-MAIL ADDRESS: INSURER A : INSURED INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : POLICY NUMBER POLICY EFF POLICY EXPTYPE OF INSURANCE LIMITS(MM/DD/YYYY)(MM/DD/YYYY) COMMERCIAL GENERAL LIABILITY AUTOMOBILE LIABILITY UMBRELLA LIAB EXCESS LIAB WORKERS COMPENSATION AND EMPLOYERS' LIABILITY DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) AUTHORIZED REPRESENTATIVE INSURER(S) AFFORDING COVERAGE NAIC # Y / N N / A (Mandatory in NH) ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? EACH OCCURRENCE $ DAMAGE TO RENTED $PREMISES (Ea occurrence)CLAIMS-MADE OCCUR MED EXP (Any one person)$ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ $ PRO- OTHER: LOCJECT COMBINED SINGLE LIMIT $(Ea accident) BODILY INJURY (Per person)$ANY AUTO OWNED SCHEDULED BODILY INJURY (Per accident)$AUTOS ONLY AUTOS AUTOS ONLY HIRED PROPERTY DAMAGE $AUTOS ONLY (Per accident) $ OCCUR EACH OCCURRENCE $ CLAIMS-MADE AGGREGATE $ DED RETENTION $$ PER OTH- STATUTE ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ If yes, describe under E.L. DISEASE - POLICY LIMIT $DESCRIPTION OF OPERATIONS below POLICY NON-OWNED SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer any rights to the certificate holder in lieu of such endorsement(s). COVERAGES CERTIFICATE NUMBER:REVISION NUMBER: CERTIFICATE HOLDER CANCELLATION © 1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORDACORD 25 (2016/03) ACORDTM CERTIFICATE OF LIABILITY INSURANCE National Fire Insurance Co of Hartford The Continental Insurance Company Valley Forge Insurance Company Berkley Insurance Company American Casualty Co of Reading, PA 10/14/2021 EPIC Insurance Midwest P.O. Box 80159 Indianapolis, IN 46280 Christopher Ensminger 317-706-9594 christopher.ensminger@epicbrokers.com American Structurepoint, Inc. 9025 River Road Suite #200 Indianapolis, IN 46240 20478 35289 20508 32603 20427 A X X X X X X 6050367892 11/01/2021 11/01/2022 1,000,000 1,000,000 15,000 1,000,000 2,000,000 2,000,000 E X X X X X 6050364572 11/01/2021 11/01/2022 1,000,000 B X X X 10000 X X 6050364555 11/01/2021 11/01/2022 10,000,000 10,000,000 C N X 6050364569 11/01/2021 11/01/2022 X 1,000,000 1,000,000 1,000,000 D Professional Liability AEC904450905 05/29/2021 05/29/2022 $5,000,000 Per Claim $5,000,000 Aggregate Anyone person or organization, as required by written contract or agreement requiring insurance, is included as additional insured with respect to the General Liability and Automobile Liability policies. Coverage on the General Liability and Automobile policies is primary and non-contributory where required by written contract or agreement. A waiver of subrogation in favor of any person or organization, signed prior to a loss, as required by (See Attached Descriptions) For Information Purposes Only 1 of 2 #S3264808/M3264085 AMERSTRClient#: 34734 CENSM SAGITTA 25.3 (2016/03) DESCRIPTIONS (Continued from Page 1) written contract or agreement requiring insurance, applies with respect to the General Liability, Automobile Liability and Employers Liability policies. Umbrella is follow form. 2 of 2 #S3264808/M3264085 APPENDIX E EXISTING DRAINAGE REPORT Schafer Powder Coating Expansion 4518 W 99th Street Carmel, Indiana Drainage Report Prepared For: Schafer Powder Coating, Inc. 4518 W 99th Street, Carmel, IN 46032 Prepared By: Mike Timko, P.E. Kimley-Horn and Associates, Inc. 250 East 96th Street, Suite 580 Indianapolis, Indiana 46240 August 14, 2016 Revised: September 30, 2019 Schafer Powder Coating Expansion – Carmel, Indiana Page 2 Table of Contents 1.0. Project Summary .......................................................................................... 3 2.0. Introduction .................................................................................................. 3 3.0. Existing Conditions ........................................................................................ 4 4.0. Proposed Conditions ..................................................................................... 5 Appendix A: Aerial Photograph .................................................................................................................. 6 Appendix B: FEMA Flood Insurance Rate Map ........................................................................................... 8 Appendix C: Soil Map ................................................................................................................................. 9 Appendix D: Existing Conditions Map ....................................................................................................... 10 Appendix E: Proposed Basin Map ............................................................................................................ 11 Appendix F: Runoff Coefficient Calculations ............................................................................................ 12 Appendix G: Storm Sewer Design Calculations......................................................................................... 13 Appendix H: Stormwater Quality Calculations ......................................................................................... 14 Appendix I: Previous Drainage Report .................................................................................................... 15 Appendix J: Proof of Errors and Omissions ............................................................................................. 16 Schafer Powder Coating Expansion – Carmel, Indiana Page 3 1.0. Project Summary Project Name: Schafer Powder Coating Expansion Location: 4518 W 99th St, Carmel, IN Type: Drainage Report Reviewing Agency: City of Carmel Detention Policy: Master Planned Detention Water Quality: City of Carmel – Existing and proposed stormwater treatment provided Storm Sewer Modeling: Rational Method 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Schafer Powder Coating, Inc. to prepare construction documents and provide civil engineering services for the proposed Schafer Powder Coating Expansion (Project) in Carmel, Indiana. The Project expands the existing facility located along the east side of 99th Street in the Mayflower Industrial Park. The Project includes an approximately 31,500 SF building expansion and associated parking and utilities. An existing detention pond on the project site was master planned to accommodate the future development. This Drainage Report focuses on the existing and proposed conditions onsite and provides supporting calculations for storm drain system sizing based on the City of Carmel Stormwater Technical Standards Manual. Schafer Powder Coating Expansion – Carmel, Indiana Page 4 3.0. Existing Conditions The site is the existing Schafer Powder Coating facility that was constructed in 2006. There is an approximately 47,600SF building with parking surrounding three sides of the building. The east side of the site is undeveloped, but was graded to accommodate the future building expansion. A dry detention basin was added as a part of the 2006 project. Prior to the 2006 project the site was entirely impervious and being utilized as a parking lot. The previous Drainage Report was completed by Snelling in 2005. Refer to Appendix I for the previous report. The report states the detention basin was sized based on the downstream capacity of the storm sewer network. The detention sizing considered the future development of the remainder of the Schafer Powder Coating site as well as offsite flows from 99th Street and the Langenwalter Carpet Cleaning site to the west. The 10.91-acre drainage area of the detention basin was designed with a Runoff Coefficient of 0.77. An existing drainage map can be found in Appendix D. Aerial Photograph An aerial photograph of the Project Site has been included in Appendix A for reference. FEMA The Project Site is located on the Flood Insurance Rate Map number 18057C0225G and resides within Zone “X”, indicating it lies outside of the 500-year flood limits. See Appendix B for the FEMA FIRMette. Soil Characteristics The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates Brookston silty clay loam, Crosby silt loam, and Patton silty clay loam. A soil map can be found in Appendix C. Schafer Powder Coating Expansion – Carmel, Indiana Page 5 4.0. Proposed Conditions General Storm Routing & Provided Detention The proposed project will maintain the existing drainage patterns. Refer to Appendix E for the Proposed Drainage Condition. Approximately, 1.17 acres of impervious area will be added as a part of the project. The drainage area that encompasses the project site is 6.03 acres. Based on the previous drainage report, the allowable runoff coefficient for the area is 0.78. In the proposed condition, the 6.03-acre area will have a runoff coefficient of 0.66. Since this is well below the designed value, detention improvements will not be made as a part of this project. Refer to Appendix F for the Runoff Coefficient Calculations. Proposed Hydraulics The proposed storm sewer re-routes the storm sewer run between structure EX1 and the detention basin in order to avoid the building expansion. The existing storm sewer has minimal cover and slope. As such, the proposed storm sewer has a lesser slope, due to the additional length. The last several runs of storm sewer were upsized to a 24” and 30” pipe to provide additional capacity. Due to cover constraints, the storm sewer immediately downstream of structure EX1 had to remain an 18” pipe. The existing site constraints prohibit the proposed storm network from meeting the minimum flow velocity and one-tenth of a foot drop at each manhole requirements. The proposed storm sewer design maximizes the capacity of the system given the constraints. Storm sewer capacity calculations can be found in Appendix G. Stormwater Quality Stormwater quality treatment for the project site will be accomplished by the existing dry detention basin and the proposed AquaSwirlTM structure. The AquaSwirlTM structure will be placed upstream of the detention basin to provide pre-treatment. The structure was sized to treat the flow from the additional impervious area in the 1”, 24-hour rainfall event. According to the Indianapolis Stormwater Quality Sizing Chart, an AS-5 structure is required to treat the appropriate amount of flow. Calculations for the sizing of the AquaSwirlTM structure can be found in Appendix H. Schafer Powder Coating Expansion – Carmel, Indiana Page 6 Appendix A: Aerial Photograph Schafer Powder Coating Expansion – Carmel, Indiana Page 7 Schafer Powder Coating Expansion – Carmel, Indiana Page 8 Appendix B: FEMA Flood Insurance Rate Map USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü 86°14'38.97"W 39°56'9.85"N 86°14'1.51"W 39°55'42.27"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 7/25/2019 at 1:21:01 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. Schafer Powder Coating Expansion – Carmel, Indiana Page 9 Appendix C: Soil Map Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/25/2019 Page 1 of 4 44 2 0 5 2 0 44 2 0 5 4 0 44 2 0 5 6 0 44 2 0 5 8 0 44 2 0 6 0 0 44 2 0 6 2 0 44 2 0 6 4 0 44 2 0 6 6 0 44 2 0 5 2 0 44 2 0 5 4 0 44 2 0 5 6 0 44 2 0 5 8 0 44 2 0 6 0 0 44 2 0 6 2 0 44 2 0 6 4 0 44 2 0 6 6 0 565000 565020 565040 565060 565080 565100 565120 565140 565160 565180 565200 565220 565000 565020 565040 565060 565080 565100 565120 565140 565160 565180 565200 565220 39° 56' 1'' N 86 ° 1 4 ' 2 1 ' ' W 39° 56' 1'' N 86 ° 1 4 ' 1 1 ' ' W 39° 55' 56'' N 86 ° 1 4 ' 2 1 ' ' W 39° 55' 56'' N 86 ° 1 4 ' 1 1 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,110 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 19, Sep 7, 2018 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. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/25/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 4.4 74.2% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 1.0 16.7% Pn Patton silty clay loam, 0 to 2 percent slopes B/D 0.5 9.1% Totals for Area of Interest 5.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/25/2019 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/25/2019 Page 4 of 4 Schafer Powder Coating Expansion – Carmel, Indiana Page 10 Appendix D: Existing Conditions Map Schafer Powder Coating Expansion – Carmel, Indiana Page 11 Appendix E: Proposed Drainage Condition SEA Group, Land Surveyors SEA Group, Land Surveyors PROPOSED BUILDING EXPANSION ±31,500 SF FFE = 890.60 ZONING I-1 PROPOSED LOT COVERAGE 69% EXISTING PARKING 60 PROPOSED PARKING 94 © PR O P O S E D D R A I N A G E C O N D I T I O N SC H A F E R P O W D E R C O A T I N G 45 1 8 W 9 9 T H S T , C A R M E L , I N SHEET NUMBER E1 8/14/19 NORTH SEA Group, Land Surveyors SEA Group, Land Surveyors PROPOSED BUILDING EXPANSION ±31,500 SF FFE = 890.60 ZONING I-1 PROPOSED LOT COVERAGE 69% EXISTING PARKING 60 PROPOSED PARKING 94 © PR O P O S E D B A S I N M A P SC H A F E R P O W D E R C O A T I N G 45 1 8 W 9 9 T H S T , C A R M E L , I N SHEET NUMBER E2 8/14/19 NORTH Schafer Powder Coating Expansion – Carmel, Indiana Page 12 Appendix F: Runoff Coefficient Calculations PROJECT: BY: DATE: Surface Type Runoff Coefficient Area (ft) Area (Acre) Weight Roof 0.90 47,643.36 1.09 0.18 Pavement 0.85 81,868.94 1.88 0.31 Pervious Soil with Turf 0.20 133,060.01 3.05 0.51 0.53 Weighted Average Coefficient Surface Type Runoff Coefficient Area (ft) Area (Acre) C*A Roof 0.90 47,643.36 1.09 0.98 Pavement 0.85 81,868.94 1.88 1.60 Pervious Soil with Turf 0.20 133,060.01 3.05 0.61 6.03 3.19 CA Sum Surface Type Runoff Coefficient Area (ft) Area (Acre) Weight Roof 0.90 79,100.00 1.82 0.30 Pavement 0.85 101,300.00 2.33 0.39 Pervious Soil with Turf 0.20 82,270.00 1.89 0.31 0.66 Weighted Average Coefficient Surface Type Runoff Coefficient Area (ft) Area (Acre) C*A Roof 0.90 79,100.00 1.82 1.63 Pavement 0.85 101,300.00 2.33 1.98 Pervious Soil with Turf 0.20 82,270.00 1.89 0.38 6.03 3.99 CA Sum SCHAFER POWDER COATING EXPANSION MJT 14-Aug-19 Weighted Average Existing Condition Existing Condition Proposed Condition C*A Sum Proposed Condition Weighted Average PROJECT: BY: DATE: Impervious Factor 0.85 Pervious Factor 0.2 area 0.10 area 0.10 area 0.45 Inputs pervious 0.01 pervious 0.01 pervious 0.03 Outputs impervious 0.09 impervious 0.09 impervious 0.43 coefficient 0.79 coefficient 0.79 coefficient 0.81 area 0.41 area 0.33 pervious 0.00 pervious 0.03 impervious 0.41 impervious 0.30 coefficient 0.90 coefficient 0.90 Schafer Powder Coating MJT 30-Sep-19 Catchment Area D3 Catchment Area D4 Catchment Area EX1 Catchment Area RD1 Catchment Area RD2 Schafer Powder Coating Expansion – Carmel, Indiana Page 13 Appendix G: Storm Sewer Design Calculations Worksheet for Existing 18" Project Description Manning FormulaFriction Method Full Flow CapacitySolve For Input Data 0.013Roughness Coefficient %0.170Channel Slope in18.0Normal Depth in18.0Diameter cfs4.33Discharge Results cfs4.33Discharge in18.0Normal Depth ft²1.8Flow Area ft4.7Wetted Perimeter in4.5Hydraulic Radius ft0.00Top Width in9.6Critical Depth %100.0Percent Full %0.552Critical Slope ft/s2.45Velocity ft0.09Velocity Head ft1.59Specific Energy (N/A)Froude Number cfs4.66Maximum Discharge cfs4.33Discharge Full %0.170Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in18.0Normal Depth in9.6Critical Depth %0.170Channel Slope %0.552Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/14/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterStorm Capacity.fm8 INLET CALCULATION COMPUTATION Date: Designed By: Project: Location: FISHERS, INDIANA Storm Event: 10 Year 30-Sep-19 MJT Schafer Powder Coating Q Calculated (cfs) D4 0.79 6.12 93.6 0.67 0.1 Structure No. Runoff Coefficient ( C ) Rainfall Intensity (i) Clear Opening Area (A) ( in2) Orifice Coefficient ( C ) Drainage Area (ac) 2.48 > 2.23EX1 0.81 Depth of Water over Grate (h) (in) 32.2 6 32.2 2.48 > 0.48 Gravity (g) (ft/s2) Q Allowable (cfs) 93.6 0.67 0.1 6 32.2 2.48 6.12 93.6 0.67 0.45 6 > 0.48D3 0.79 6.12 ghCAQ2= Schafer Powder Coating Expansion – Carmel, Indiana Page 14 Appendix H: Stormwater Quality Calculations Type II 24-hr 1", 24HR Rainfall=1.00"SWQ Printed 8/14/2019Prepared by Kimley-Horn and Associates Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PROPOSED AREA Runoff = 1.41 cfs @ 12.01 hrs, Volume= 0.081 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1", 24HR Rainfall=1.00" Area (ac) CN Description * 1.170 99 1.170 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 9000 7.59 N/A 30 11000 9.88 N/A 30 16000 15.59 N/A 30 PC1319 or 1319 CIP 19.04 N/A 30 PC1421 or 1421 CIP 22.92 N/A 30 1522 CIP 27.23 N/A 30 1624 CIP 32.00 N/A 30 1726 CIP 37.24 N/A 30 1827 CIP 42.96 N/A 30 1929 CIP 49.17 N/A 30 2030 CIP 55.90 N/A 30 2131 CIP 63.15 N/A 30 2233 CIP 70.94 N/A 30 2334 CIP 79.28 N/A 30 2436 CIP 88.18 N/A 30 2538 CIP 97.66 N/A 30 2639 CIP 107.72 N/A 30 2740 CIP 118.37 N/A 30 2842 CIP 129.64 N/A 30 2943 CIP 141.53 N/A 30 3045 CIP 154.05 N/A 30 3146 CIP 167.21 N/A 30 3349 CIP 195.49 N/A 30 3958 CIP 296.83 N/A 30 4060 CIP 316.23 N/A 30 Aqua-Swirl™ 2,3 AS-2 0.26 N/A 24 AS-3 0.50 N/A 32 AS-4 0.98 N/A 32 AS-5 1.47 N/A 32 AS-6 2.32 N/A 32 AS-7 3.40 N/A 32 AS-8 4.75 N/A 32 AS-9 6.38 N/A 32 AS-10 8.30 N/A 32 AS-11 10.54 N/A 32 AS-12 13.10 N/A 32 AS-13 16.00 N/A 32 Schafer Powder Coating Expansion – Carmel, Indiana Page 15 Appendix I: Previous Drainage Report Schafer Powder Coating Drainage Summary Prepared by: Gregory S. Snelling, PE Date: December 5, 2005 DRAINAGE SUMMARY Pre-Developed Conditions The existing 3.45 acre site is located at 4518 West 99th Street within Mayflower Park in Hamilton County, Indiana. At present, the site is occupied by an old concrete building foundation and asphalt pavement. Soil types under the existing pavement are the Crosby Silt Loam and Brookston Silty Clay Loam. The site drains into existing storm sewer pipes flowing through the site from the west to the east, ultimately into the Crooked Creek drain. According to the FEMA Flood Boundary and Floodway Map, Community Panel 18057C0215 F, the site lies outside of the 100-year floodplain or floodway. Post-Developed Conditions The developed conditions for this project include a 47,600 SF office/warehouse building, loading, parking, landscaping and site utilities. The existing storm sewer north of the proposed building draining property from the west will remain in its current condition with only minor casting adjustments to manholes. The storm sewer located south of the proposed building was found to be undersized and will be replaced by a 24-inch pipe. A detention/water quality pond will be constructed near the southeast corner of the site. Generally all stormwater from the developed site will drain into the pond and will be release at a rate controlled by the capacity of the existing 24-inch receiving pipe flowing to the southeast. The north side of the building includes a recessed loading area with a proposed trench drain. The trench drain will outlet to the east into a temporary swale flowing to the south around the east side of the building. The temporary swale will flow into the proposed detention pond. Since the site was previously all paved, the detention pond was not sized by the conventional method typically required by the Hamilton County Surveyor. However, although the detention was not mandated by the County Surveyor due to the site being impervious in its pre-developed conditions, it is necessary due to the downstream limitations. The pond was sized using the Modified Rational Method. Calculations can be found in the Appendix of this report. Individual storm sewer pipes were designed using the Rational Method to accommodate a 10-year design storm scenario. Calculations for runoff coefficients can be found on the Drainage Basin Map in the Appendix. Times of concentration were conservatively assumed to be 5 minutes in the developed condition. Conclusion The proposed site improvements have generally been designed partially in accordance with the Hamilton County Drainage Ordinance. In addition, other aspects of the site improvements have been designed using sound engineering practices. Therefore, no adverse impacts are anticipated from this development. APPENDIX Project Name: Schafer Powder Coating Project Location: Carmel, IN Release Rate Return Period: 10 years Watershed Area: 10.91 acres Time of Concentration 6.32 minutes Developed Runoff Coefficient [c(d)]: 0.77 Storm Rainfall Inflow Outflow Storage Required Duration Intensity Rate Rate Rate Storage (hrs) (in/hr) (cfs) (cfs) (cfs) (ac-ft) 0.08 9.69 81.40 9.62 71.78 0.48 0.17 7.77 65.27 9.62 55.65 0.79 0.25 6.53 54.86 9.62 45.24 0.94 0.50 4.50 37.80 9.62 28.18 1.17 1.00 2.88 24.19 9.62 14.57 1.21 maximum 2.00 1.75 14.70 9.62 5.08 0.85 Detention Provided: Avg Incr. Cum. Elevation Area Area Volume (CF) Volume (CF) 882.3 3688 4383 3068.1 3068.1 883 5078 6314 6314 9382.1 884 7550 9107 9107 18489.1 885 10664 11768 11768 30257.1 886 12872 14245.5 14245.5 44502.6 887 15619 18262 8217.9 52720.5 = 1.21 ac-ft (OK) 887.45 20905 STORM DRAIN FLOW TABULATION FORM PROJECT NAME PROJECT No. "050033" COMPUTED BY: GSS STORM FREQUENCY DESIGN YEAR 10 CHECKED BY: GSS DESCRIPTION DEVELOPED CONDITIONS C A L C U L A T E D D E S I G N LOCATION INLET ACRES COEFF. SUM TIME CONC. (min) INTEN. "Q" = PIPE (full) n = 0.013 PIPE Max Q Max VEL. REMARKS MH Depth FROM TO AREA SUB TOTAL "C" CA CA INLET DRAIN TOTAL "I" CIA SIZE SLOPE VEL. LGTH SLOPE full flow full flow INV. OUT INV. IN RIM/OUT FROM TO Offsite 10.73 4 0.23 0.85 0.20 5.00 5.00 6.98 1.37 RIM=887.91 4.10 4 43 0.23 0.20 5.00 0.58 5.58 6.98 12.10 24 0.28 3.85 134 0.28 12.10 3.85 883.81 883.43 43 3 0.34 0.85 0.29 5.00 5.00 6.98 2.02 RIM=887.98 4.55 3 32 0.57 0.48 5.58 0.43 6.01 6.76 14.01 24 0.38 4.46 116 0.38 14.01 4.46 883.43 882.99 32 2 0.31 0.85 0.26 5.00 5.00 6.98 1.84 RIM=888.07 5.08 2 21 0.88 0.75 6.01 0.30 6.32 6.61 15.67 24 0.48 4.99 91 0.48 15.67 4.99 882.99 882.55 21 8A 1.07 0.85 0.91 5.00 5.00 6.98 6.35 RIM=886.55 1.75 8A 8A 7 1.07 0.91 5.00 0.26 5.26 6.98 6.35 18 0.36 3.59 56 0.36 6.35 3.59 884.80 884.60 8A 7 Capacity of outlet 24 0.18 9.62 3.06 LOCATION Schafer Powder Coating 7/26/2018 3:25 PM Page 1 of 1 Storm Pipe Design.xls Schafer Powder Coating Expansion – Carmel, Indiana Page 16 Appendix J: Proof of Errors and Omissions Schafer Powder Coating Expansion 4518 W 99th Street Carmel, Indiana Drainage Report Prepared For: Schafer Powder Coating, Inc. 4518 W 99th Street, Carmel, IN 46032 Prepared By: Mike Timko, P.E. Kimley-Horn and Associates, Inc. 250 East 96th Street, Suite 580 Indianapolis, Indiana 46240 August 14, 2016 Revised: September 30, 2019 Schafer Powder Coating Expansion – Carmel, Indiana Page 2 Table of Contents 1.0. Project Summary .......................................................................................... 3 2.0. Introduction .................................................................................................. 3 3.0. Existing Conditions ........................................................................................ 4 4.0. Proposed Conditions ..................................................................................... 5 Appendix A: Aerial Photograph .................................................................................................................. 6 Appendix B: FEMA Flood Insurance Rate Map ........................................................................................... 8 Appendix C: Soil Map ................................................................................................................................. 9 Appendix D: Existing Conditions Map ....................................................................................................... 10 Appendix E: Proposed Basin Map ............................................................................................................ 11 Appendix F: Runoff Coefficient Calculations ............................................................................................ 12 Appendix G: Storm Sewer Design Calculations......................................................................................... 13 Appendix H: Stormwater Quality Calculations ......................................................................................... 14 Appendix I: Previous Drainage Report .................................................................................................... 15 Appendix J: Proof of Errors and Omissions ............................................................................................. 16 Schafer Powder Coating Expansion – Carmel, Indiana Page 3 1.0. Project Summary Project Name: Schafer Powder Coating Expansion Location: 4518 W 99th St, Carmel, IN Type: Drainage Report Reviewing Agency: City of Carmel Detention Policy: Master Planned Detention Water Quality: City of Carmel – Existing and proposed stormwater treatment provided Storm Sewer Modeling: Rational Method 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Schafer Powder Coating, Inc. to prepare construction documents and provide civil engineering services for the proposed Schafer Powder Coating Expansion (Project) in Carmel, Indiana. The Project expands the existing facility located along the east side of 99th Street in the Mayflower Industrial Park. The Project includes an approximately 31,500 SF building expansion and associated parking and utilities. An existing detention pond on the project site was master planned to accommodate the future development. This Drainage Report focuses on the existing and proposed conditions onsite and provides supporting calculations for storm drain system sizing based on the City of Carmel Stormwater Technical Standards Manual. Schafer Powder Coating Expansion – Carmel, Indiana Page 4 3.0. Existing Conditions The site is the existing Schafer Powder Coating facility that was constructed in 2006. There is an approximately 47,600SF building with parking surrounding three sides of the building. The east side of the site is undeveloped, but was graded to accommodate the future building expansion. A dry detention basin was added as a part of the 2006 project. Prior to the 2006 project the site was entirely impervious and being utilized as a parking lot. The previous Drainage Report was completed by Snelling in 2005. Refer to Appendix I for the previous report. The report states the detention basin was sized based on the downstream capacity of the storm sewer network. The detention sizing considered the future development of the remainder of the Schafer Powder Coating site as well as offsite flows from 99th Street and the Langenwalter Carpet Cleaning site to the west. The 10.91-acre drainage area of the detention basin was designed with a Runoff Coefficient of 0.77. An existing drainage map can be found in Appendix D. Aerial Photograph An aerial photograph of the Project Site has been included in Appendix A for reference. FEMA The Project Site is located on the Flood Insurance Rate Map number 18057C0225G and resides within Zone “X”, indicating it lies outside of the 500-year flood limits. See Appendix B for the FEMA FIRMette. Soil Characteristics The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates Brookston silty clay loam, Crosby silt loam, and Patton silty clay loam. A soil map can be found in Appendix C. Schafer Powder Coating Expansion – Carmel, Indiana Page 5 4.0. Proposed Conditions General Storm Routing & Provided Detention The proposed project will maintain the existing drainage patterns. Refer to Appendix E for the Proposed Drainage Condition. Approximately, 1.17 acres of impervious area will be added as a part of the project. The drainage area that encompasses the project site is 6.03 acres. Based on the previous drainage report, the allowable runoff coefficient for the area is 0.78. In the proposed condition, the 6.03-acre area will have a runoff coefficient of 0.66. Since this is well below the designed value, detention improvements will not be made as a part of this project. Refer to Appendix F for the Runoff Coefficient Calculations. Proposed Hydraulics The proposed storm sewer re-routes the storm sewer run between structure EX1 and the detention basin in order to avoid the building expansion. The existing storm sewer has minimal cover and slope. As such, the proposed storm sewer has a lesser slope, due to the additional length. The last several runs of storm sewer were upsized to a 24” and 30” pipe to provide additional capacity. Due to cover constraints, the storm sewer immediately downstream of structure EX1 had to remain an 18” pipe. The existing site constraints prohibit the proposed storm network from meeting the minimum flow velocity and one-tenth of a foot drop at each manhole requirements. The proposed storm sewer design maximizes the capacity of the system given the constraints. Storm sewer capacity calculations can be found in Appendix G. Stormwater Quality Stormwater quality treatment for the project site will be accomplished by the existing dry detention basin and the proposed AquaSwirlTM structure. The AquaSwirlTM structure will be placed upstream of the detention basin to provide pre-treatment. The structure was sized to treat the flow from the additional impervious area in the 1”, 24-hour rainfall event. According to the Indianapolis Stormwater Quality Sizing Chart, an AS-5 structure is required to treat the appropriate amount of flow. Calculations for the sizing of the AquaSwirlTM structure can be found in Appendix H. Schafer Powder Coating Expansion – Carmel, Indiana Page 6 Appendix A: Aerial Photograph Schafer Powder Coating Expansion – Carmel, Indiana Page 7 Schafer Powder Coating Expansion – Carmel, Indiana Page 8 Appendix B: FEMA Flood Insurance Rate Map USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü 86°14'38.97"W 39°56'9.85"N 86°14'1.51"W 39°55'42.27"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 7/25/2019 at 1:21:01 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. Schafer Powder Coating Expansion – Carmel, Indiana Page 9 Appendix C: Soil Map Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/25/2019 Page 1 of 4 44 2 0 5 2 0 44 2 0 5 4 0 44 2 0 5 6 0 44 2 0 5 8 0 44 2 0 6 0 0 44 2 0 6 2 0 44 2 0 6 4 0 44 2 0 6 6 0 44 2 0 5 2 0 44 2 0 5 4 0 44 2 0 5 6 0 44 2 0 5 8 0 44 2 0 6 0 0 44 2 0 6 2 0 44 2 0 6 4 0 44 2 0 6 6 0 565000 565020 565040 565060 565080 565100 565120 565140 565160 565180 565200 565220 565000 565020 565040 565060 565080 565100 565120 565140 565160 565180 565200 565220 39° 56' 1'' N 86 ° 1 4 ' 2 1 ' ' W 39° 56' 1'' N 86 ° 1 4 ' 1 1 ' ' W 39° 55' 56'' N 86 ° 1 4 ' 2 1 ' ' W 39° 55' 56'' N 86 ° 1 4 ' 1 1 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,110 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 19, Sep 7, 2018 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. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/25/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 4.4 74.2% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 1.0 16.7% Pn Patton silty clay loam, 0 to 2 percent slopes B/D 0.5 9.1% Totals for Area of Interest 5.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/25/2019 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/25/2019 Page 4 of 4 Schafer Powder Coating Expansion – Carmel, Indiana Page 10 Appendix D: Existing Conditions Map Schafer Powder Coating Expansion – Carmel, Indiana Page 11 Appendix E: Proposed Drainage Condition SEA Group, Land Surveyors SEA Group, Land Surveyors PROPOSED BUILDING EXPANSION ±31,500 SF FFE = 890.60 ZONING I-1 PROPOSED LOT COVERAGE 69% EXISTING PARKING 60 PROPOSED PARKING 94 © PR O P O S E D D R A I N A G E C O N D I T I O N SC H A F E R P O W D E R C O A T I N G 45 1 8 W 9 9 T H S T , C A R M E L , I N SHEET NUMBER E1 8/14/19 NORTH SEA Group, Land Surveyors SEA Group, Land Surveyors PROPOSED BUILDING EXPANSION ±31,500 SF FFE = 890.60 ZONING I-1 PROPOSED LOT COVERAGE 69% EXISTING PARKING 60 PROPOSED PARKING 94 © PR O P O S E D B A S I N M A P SC H A F E R P O W D E R C O A T I N G 45 1 8 W 9 9 T H S T , C A R M E L , I N SHEET NUMBER E2 8/14/19 NORTH Schafer Powder Coating Expansion – Carmel, Indiana Page 12 Appendix F: Runoff Coefficient Calculations PROJECT: BY: DATE: Surface Type Runoff Coefficient Area (ft) Area (Acre) Weight Roof 0.90 47,643.36 1.09 0.18 Pavement 0.85 81,868.94 1.88 0.31 Pervious Soil with Turf 0.20 133,060.01 3.05 0.51 0.53 Weighted Average Coefficient Surface Type Runoff Coefficient Area (ft) Area (Acre) C*A Roof 0.90 47,643.36 1.09 0.98 Pavement 0.85 81,868.94 1.88 1.60 Pervious Soil with Turf 0.20 133,060.01 3.05 0.61 6.03 3.19 CA Sum Surface Type Runoff Coefficient Area (ft) Area (Acre) Weight Roof 0.90 79,100.00 1.82 0.30 Pavement 0.85 101,300.00 2.33 0.39 Pervious Soil with Turf 0.20 82,270.00 1.89 0.31 0.66 Weighted Average Coefficient Surface Type Runoff Coefficient Area (ft) Area (Acre) C*A Roof 0.90 79,100.00 1.82 1.63 Pavement 0.85 101,300.00 2.33 1.98 Pervious Soil with Turf 0.20 82,270.00 1.89 0.38 6.03 3.99 CA Sum SCHAFER POWDER COATING EXPANSION MJT 14-Aug-19 Weighted Average Existing Condition Existing Condition Proposed Condition C*A Sum Proposed Condition Weighted Average PROJECT: BY: DATE: Impervious Factor 0.85 Pervious Factor 0.2 area 0.10 area 0.10 area 0.45 Inputs pervious 0.01 pervious 0.01 pervious 0.03 Outputs impervious 0.09 impervious 0.09 impervious 0.43 coefficient 0.79 coefficient 0.79 coefficient 0.81 area 0.41 area 0.33 pervious 0.00 pervious 0.03 impervious 0.41 impervious 0.30 coefficient 0.90 coefficient 0.90 Schafer Powder Coating MJT 30-Sep-19 Catchment Area D3 Catchment Area D4 Catchment Area EX1 Catchment Area RD1 Catchment Area RD2 Schafer Powder Coating Expansion – Carmel, Indiana Page 13 Appendix G: Storm Sewer Design Calculations Worksheet for Existing 18" Project Description Manning FormulaFriction Method Full Flow CapacitySolve For Input Data 0.013Roughness Coefficient %0.170Channel Slope in18.0Normal Depth in18.0Diameter cfs4.33Discharge Results cfs4.33Discharge in18.0Normal Depth ft²1.8Flow Area ft4.7Wetted Perimeter in4.5Hydraulic Radius ft0.00Top Width in9.6Critical Depth %100.0Percent Full %0.552Critical Slope ft/s2.45Velocity ft0.09Velocity Head ft1.59Specific Energy (N/A)Froude Number cfs4.66Maximum Discharge cfs4.33Discharge Full %0.170Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in18.0Normal Depth in9.6Critical Depth %0.170Channel Slope %0.552Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/14/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterStorm Capacity.fm8 INLET CALCULATION COMPUTATION Date: Designed By: Project: Location: FISHERS, INDIANA Storm Event: 10 Year 30-Sep-19 MJT Schafer Powder Coating Q Calculated (cfs) D4 0.79 6.12 93.6 0.67 0.1 Structure No. Runoff Coefficient ( C ) Rainfall Intensity (i) Clear Opening Area (A) ( in2) Orifice Coefficient ( C ) Drainage Area (ac) 2.48 > 2.23EX1 0.81 Depth of Water over Grate (h) (in) 32.2 6 32.2 2.48 > 0.48 Gravity (g) (ft/s2) Q Allowable (cfs) 93.6 0.67 0.1 6 32.2 2.48 6.12 93.6 0.67 0.45 6 > 0.48D3 0.79 6.12 ghCAQ2= Schafer Powder Coating Expansion – Carmel, Indiana Page 14 Appendix H: Stormwater Quality Calculations Type II 24-hr 1", 24HR Rainfall=1.00"SWQ Printed 8/14/2019Prepared by Kimley-Horn and Associates Page 1HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PROPOSED AREA Runoff = 1.41 cfs @ 12.01 hrs, Volume= 0.081 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1", 24HR Rainfall=1.00" Area (ac) CN Description * 1.170 99 1.170 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 01/02/19 Version 13.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 9000 7.59 N/A 30 11000 9.88 N/A 30 16000 15.59 N/A 30 PC1319 or 1319 CIP 19.04 N/A 30 PC1421 or 1421 CIP 22.92 N/A 30 1522 CIP 27.23 N/A 30 1624 CIP 32.00 N/A 30 1726 CIP 37.24 N/A 30 1827 CIP 42.96 N/A 30 1929 CIP 49.17 N/A 30 2030 CIP 55.90 N/A 30 2131 CIP 63.15 N/A 30 2233 CIP 70.94 N/A 30 2334 CIP 79.28 N/A 30 2436 CIP 88.18 N/A 30 2538 CIP 97.66 N/A 30 2639 CIP 107.72 N/A 30 2740 CIP 118.37 N/A 30 2842 CIP 129.64 N/A 30 2943 CIP 141.53 N/A 30 3045 CIP 154.05 N/A 30 3146 CIP 167.21 N/A 30 3349 CIP 195.49 N/A 30 3958 CIP 296.83 N/A 30 4060 CIP 316.23 N/A 30 Aqua-Swirl™ 2,3 AS-2 0.26 N/A 24 AS-3 0.50 N/A 32 AS-4 0.98 N/A 32 AS-5 1.47 N/A 32 AS-6 2.32 N/A 32 AS-7 3.40 N/A 32 AS-8 4.75 N/A 32 AS-9 6.38 N/A 32 AS-10 8.30 N/A 32 AS-11 10.54 N/A 32 AS-12 13.10 N/A 32 AS-13 16.00 N/A 32 Schafer Powder Coating Expansion – Carmel, Indiana Page 15 Appendix I: Previous Drainage Report Schafer Powder Coating Drainage Summary Prepared by: Gregory S. Snelling, PE Date: December 5, 2005 DRAINAGE SUMMARY Pre-Developed Conditions The existing 3.45 acre site is located at 4518 West 99th Street within Mayflower Park in Hamilton County, Indiana. At present, the site is occupied by an old concrete building foundation and asphalt pavement. Soil types under the existing pavement are the Crosby Silt Loam and Brookston Silty Clay Loam. The site drains into existing storm sewer pipes flowing through the site from the west to the east, ultimately into the Crooked Creek drain. According to the FEMA Flood Boundary and Floodway Map, Community Panel 18057C0215 F, the site lies outside of the 100-year floodplain or floodway. Post-Developed Conditions The developed conditions for this project include a 47,600 SF office/warehouse building, loading, parking, landscaping and site utilities. The existing storm sewer north of the proposed building draining property from the west will remain in its current condition with only minor casting adjustments to manholes. The storm sewer located south of the proposed building was found to be undersized and will be replaced by a 24-inch pipe. A detention/water quality pond will be constructed near the southeast corner of the site. Generally all stormwater from the developed site will drain into the pond and will be release at a rate controlled by the capacity of the existing 24-inch receiving pipe flowing to the southeast. The north side of the building includes a recessed loading area with a proposed trench drain. The trench drain will outlet to the east into a temporary swale flowing to the south around the east side of the building. The temporary swale will flow into the proposed detention pond. Since the site was previously all paved, the detention pond was not sized by the conventional method typically required by the Hamilton County Surveyor. However, although the detention was not mandated by the County Surveyor due to the site being impervious in its pre-developed conditions, it is necessary due to the downstream limitations. The pond was sized using the Modified Rational Method. Calculations can be found in the Appendix of this report. Individual storm sewer pipes were designed using the Rational Method to accommodate a 10-year design storm scenario. Calculations for runoff coefficients can be found on the Drainage Basin Map in the Appendix. Times of concentration were conservatively assumed to be 5 minutes in the developed condition. Conclusion The proposed site improvements have generally been designed partially in accordance with the Hamilton County Drainage Ordinance. In addition, other aspects of the site improvements have been designed using sound engineering practices. Therefore, no adverse impacts are anticipated from this development. APPENDIX Project Name: Schafer Powder Coating Project Location: Carmel, IN Release Rate Return Period: 10 years Watershed Area: 10.91 acres Time of Concentration 6.32 minutes Developed Runoff Coefficient [c(d)]: 0.77 Storm Rainfall Inflow Outflow Storage Required Duration Intensity Rate Rate Rate Storage (hrs) (in/hr) (cfs) (cfs) (cfs) (ac-ft) 0.08 9.69 81.40 9.62 71.78 0.48 0.17 7.77 65.27 9.62 55.65 0.79 0.25 6.53 54.86 9.62 45.24 0.94 0.50 4.50 37.80 9.62 28.18 1.17 1.00 2.88 24.19 9.62 14.57 1.21 maximum 2.00 1.75 14.70 9.62 5.08 0.85 Detention Provided: Avg Incr. Cum. Elevation Area Area Volume (CF) Volume (CF) 882.3 3688 4383 3068.1 3068.1 883 5078 6314 6314 9382.1 884 7550 9107 9107 18489.1 885 10664 11768 11768 30257.1 886 12872 14245.5 14245.5 44502.6 887 15619 18262 8217.9 52720.5 = 1.21 ac-ft (OK) 887.45 20905 STORM DRAIN FLOW TABULATION FORM PROJECT NAME PROJECT No. "050033" COMPUTED BY: GSS STORM FREQUENCY DESIGN YEAR 10 CHECKED BY: GSS DESCRIPTION DEVELOPED CONDITIONS C A L C U L A T E D D E S I G N LOCATION INLET ACRES COEFF. SUM TIME CONC. (min) INTEN. "Q" = PIPE (full) n = 0.013 PIPE Max Q Max VEL. REMARKS MH Depth FROM TO AREA SUB TOTAL "C" CA CA INLET DRAIN TOTAL "I" CIA SIZE SLOPE VEL. LGTH SLOPE full flow full flow INV. OUT INV. IN RIM/OUT FROM TO Offsite 10.73 4 0.23 0.85 0.20 5.00 5.00 6.98 1.37 RIM=887.91 4.10 4 43 0.23 0.20 5.00 0.58 5.58 6.98 12.10 24 0.28 3.85 134 0.28 12.10 3.85 883.81 883.43 43 3 0.34 0.85 0.29 5.00 5.00 6.98 2.02 RIM=887.98 4.55 3 32 0.57 0.48 5.58 0.43 6.01 6.76 14.01 24 0.38 4.46 116 0.38 14.01 4.46 883.43 882.99 32 2 0.31 0.85 0.26 5.00 5.00 6.98 1.84 RIM=888.07 5.08 2 21 0.88 0.75 6.01 0.30 6.32 6.61 15.67 24 0.48 4.99 91 0.48 15.67 4.99 882.99 882.55 21 8A 1.07 0.85 0.91 5.00 5.00 6.98 6.35 RIM=886.55 1.75 8A 8A 7 1.07 0.91 5.00 0.26 5.26 6.98 6.35 18 0.36 3.59 56 0.36 6.35 3.59 884.80 884.60 8A 7 Capacity of outlet 24 0.18 9.62 3.06 LOCATION Schafer Powder Coating 7/26/2018 3:25 PM Page 1 of 1 Storm Pipe Design.xls Schafer Powder Coating Expansion – Carmel, Indiana Page 16 Appendix J: Proof of Errors and Omissions