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HomeMy WebLinkAboutPZ-2024-00062-DP-ADLS EVERWISE CU - Stormwater Technical Report Indianapolis, IN | St. Louis, MO. | www.weihe.net | (317) 846-6611 | (800) 452-6408 Allan H. Weihe, P.E., L.S. – Founder STORMWATER TECHNICAL REPORT For: EVERWISE, CARMEL Hamilton County, Zionsville, Indiana Project #W24-0018STL Prepared For: The Redmond Company W228 N745 Westmound Drive Waukesha, WI 5387283506 Contact Person: Miranda Seals Email: mseals@theredmondco.com Prepared By: Michael Hoff Checked By: Brad Schoeff Certified By: Darrell A. Edwards, P.E., CFM Date: 27 June 2024 Revised: 7 August, 2024 Stormwater Technical Report Prepared For: Everwise, Carmel Zionsville, IN Project #W24-0018STL TABLE OF CONTENTS 1. Project Narrative a. Project Overview b. Pre-Developed Conditions c. Post-Developed Conditions d. Storm Sewer Design e. Water Quality Design f. Exhibits 2. Exiting Conditions Drainage Analysis a. Existing Condition Drainage Map b. Support Calculations 3. Post-Developed Conditions Drainage Analysis a. Proposed Conditions Drainage Map b. Support Calculations 4. Storm Sewer Sizing & Inlet Analysis a. Storm Sewer Basin Map b. Support Calculations & Inlet Analysis Appendix a. Previously Approved Drainage Reports b. Professional Liability Insurance c. Abbreviated NRCS Soils Report d. TR 55 CN Table 2-2 PROJECT NARRATIVE SECTION 1 EVERWISE Credit Union Scottsburg, IN Stormwater Technical Report Weihe Engineers, INC. 7/31/2024 Stormwater Technical Report Prepared For: EVERWISE, Carmel Zionsville, IN Project #W24-0018STL Project Overview: The Redmond Company is proposing to develop an Everwise Credit Union on a 1.15+ outlot from 35-FUT DEV Lot 1 of the approved Master Planned Aria Apartments. The proposed development is located on the west side of Michigan Road and on the south side of Weston Pointe Drive in Carmel, Indiana. Refer to Figure 1.1 The proposed development is on a site at a Latitude of N 39° 56' 45" and Longitude W 86° 14' 26", falling within Clay Township. The site is generally located in the Southeast Quarter of Section 1, Township 17 North, and Range 2 East, in Hamilton County, Indiana. Floodzone: Based upon a scaled interpretation of the Flood Insurance Map No.18057C2059G for City of Carmel, Indiana, effective date November 19, 2014, the entire subject tract IS located within Zone X. Refer to Figure 1.2. The Zone X shown for the site is areas determined to be outside the 0.2% annual chance floodplain. No base flood elevation (BFE) is established for this site. EVERWISE Credit Union Scottsburg, IN Stormwater Technical Report Weihe Engineers, INC. 7/31/2024 Pre-Developed Conditions: Aerial photography was used to illustrate the current land-use of the subject tract. Refer to Figure 1.3. Currently the tract is an undeveloped open field with fallow ground cover. The project site is adjoined by multi-family residential and commercial properties to the north, multi-family housing complex to the west, Michigan Road (US 421) to the east, and commercial properties to the south. Existing stormwater drains west and south to the storm sewer system in Reed Road and the KinderCare Learning Center parking lot, and then to the pipe provided by the Michigan Road Retail Project. No existing utility or building is located within the property. The tract consists of the following soil types: UtnA - Urban Land-Crosby-Treaty complex fine loamy subsoils cut and fill of previous development (under existing common shared entrance drive with KinderCare), UmyA - Urban land-Treaty complex, and YbvA – Brookston silty clay loam – Urban land complex. A soil map has been included with this report. Figure 1.4 represents the soil types and associated Hydrologic Soil Class for each soil type on the map. An abbreviated NRCS Soils Report can be found in the Appendix of this report. The project site generally drains overland flow in all directions to the site perimeter. There are two-curb inlets located on the south side of the site in the paved shared entrance drive that appear to receive some of the site runoff. The existing site area that is analyzed to determine existing peak discharge rates is approximately 1.15-acres, with 19.1% of the site being impervious, as shown in Figure 2.1. EVERWISE Credit Union Scottsburg, IN Stormwater Technical Report Weihe Engineers, INC. 7/31/2024 Post-Developed Conditions: The proposed development will be the single Everwise Credit Union site that includes the construction of the commercial building, parking, utilities for the business, and stormwater system designed in accordance with “The City of Carmel Stormwater Technical Standards Manual.” The proposed stormwater pipe network is designed to manage the stormwater discharge of a 10-year storm event. The storm sewer infrastructure will collect the stormwater runoff of the proposed pavement, concrete curbs, building, and landscaped areas and discharge to the existing catch basins located on the north edge of the shared entrance drive south of the property. The proposed site will have an overall imperviousness of 76.5%, an increase of 57.4%. The difference in imperviousness is analyzed in Section 3 of the report using the Rational Method. This proposed outlot is part of 35-FUT DEV Lot 1 of the approved Master Planned Aria Apartments. A copy of the approved report can be found in the Appendix. 35-FUT DEV was 3.33 AC that drained through a 30-inch pipe and eventually into the now existing master planned detention pond located west of the Aria Apartments. The approved Stormwater Technical Report for Aria Apartments calculated the 35-FUT DEV can be found in Table 1.1 in this narrative. The stormwater detention and restricted release will be provided by a large detention basin on the Aria Development site. This detention will store stormwater runoff for the multi-family development and the Michigan Road Retail Development which includes the KinderCare Learning Center and the proposed Everwise Credit Union Sites. KinderCare only provided a 12-inch pipe stubbed under the shared entrance driveway off of Reed Road for out letting the undeveloped lot to the north (Everwise). The 12-inch is shallow and relatively flat. The two existing curb inlets along the north edge of the shared driveway are also 12-inch pipe and very shallow. The KinderCare site didn’t consider the need to up size their pipes to allow for the undeveloped lot to the north to utilize the Master Planned 30-inch outlet pipe stubbed to their property for both sites developed stormwater runoff. The proposed designed stormwater runoff will be able to adequately handle and release through the existing pipes. However, the existing 12-inch pipe between CB1 and CB2 is flat thus will be running at maxed flow. The proposed Curve Numbers, Time of Concentration, and Composite “c” calculation are provided in Section 4 of this stormwater technical report. Per the City of Carmel’s Stormwater Technical Standards Manual, the allowable release rate for a 10-year storm event is 0.10 CFS/AC, and the 100-year is 0.30 CFS/AC. The client will be asking for a waiver of these design release rates for the site due to the originally approved 2019 master plan of the development since the Curve Number is lower than the one in the approved Master Drainage Report. EVERWISE Credit Union Scottsburg, IN Stormwater Technical Report Weihe Engineers, INC. 7/31/2024 Storm Sewer Design: The storm sewer systems for the development has been designed to convey stormwater runoff at a minimum velocity of 2.5 feet/second through storm sewer pipes while maintaining a hydraulic grade line elevation below the top of castings during a 10-year storm event. Basin maps of the storm sewer system are provided in Section 4 of the report. Water Quality Design: The proposed Everwise Credit Union will be treated off-site at the Aria Development. Water quality will be provided with three mechanical water quality units sized to serve the Aria Development and the Michigan Road Retail Site which includes the Everwise Credit Union site. Refer to the “Stormwater Technical Report for Michigan Road Site” which was approved for the Aria Development and Michigan Road Retail Development for more details on the water quality units. WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E LOCATION MAPEVERWISE, CARMEL, IN JUNE 20, 2024FIGURE 1.1 NO SCALE PROJECT LOCATION EVERWISE CREDIT UNION CARMEL, IN WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S June 20, 2024FIGURE 1.2 FIRMette MAPEVERWISE, CARMEL, IN PROJECT LOCATION 18057C02059G EFF: 11/19/2014 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E AERIAL IMAGEEVERWISE, CARMEL, IN JUNE 20, 2024FIGURE 1.3 NO SCALE PROJECT LOCATION EVERWISE CREDIT UNION CARMEL, IN WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E JUNE 20, 2024FIGURE 1.4 SOIL MAPEVERWISE, CARMEL, IN PROJECT LOCATION HAMILTON COUNTY, CARMEL, INNOT TO SCALE WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S JUNE 20, 2024FIGURE 1.5 NATIONAL WETLANDSEVERWISE, CARMEL, IN PROJECT LOCATION INVENTORY MAP EFF: 6/20/2024 EXISTING CONDTIONS DRAINAGE ANALYSIS SECTION 2 OHU OHU OHU OHU G G G G G G G G W W W W W W C C C C C C C C C C C C C C C C C C C C C C F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M E E E E E E E E W W W D D D D D D D D D D D D D D D D D DD D D D D D DD D D D D D FIGURE 2.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E July 31, 2024 EXISTING DRAINAGE AREAEVERWISE, CARMEL, IN NOT TO SCALE EXISTING LOT A (ac) = 1.15+ c = 0.78 CN = 92.8 Tc (min) = 7.0 Per Overall Master Plan Stormwater Technical Report February 21, 2019 EXISTING IMPERVIOUS = 0.22 ac Project: Date: Job No: Prepared By: Checked By: BASIN: EXISTING LOT per Approved MasterPlan 2-21-2019 Area (SF) Area (Ac.) c 145055 3.33 0.78 TOTAL =145055 3.33 0.78 Cover type 35-FUT Existing Subbasin Runoff Calculations Everwise Carmel, IN July 31, 2024 W240018 MFH SSR POST-DEVELOPED CONDTIONS DRAINAGE ANALYSIS SECTION 3 OHU OHU OHU OHU G G G G G G G G W W W W W W C C C C C C C C C C C C C C C C C C C C C C F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M E E E E E E E E W W W ST M STM STM STM FIGURE 2.2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E JULY 31, 2024 PROPOSED DRAINAGE AREAEVERWISE, CARMEL, IN NOT TO SCALE Project: Date: Job No: Prepared By: Checked By: BASIN: Developed Site Area (SF) Area (Ac.) CN 35394 0.81 98.00 3491 0.08 98.00 11209 0.26 74.00 TOTAL =50094 1.15 92.63 Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Proposed Curve Number Calculations Everwise Carmel, IN July 30, 2024 W240018 MFH SSR STORM SEWER SIZING & INLET ANALYSIS SECTION 4 OHU OHU OHU OHU G G G G G G G G W W W W W W C C C C C C C C C C C C C C C C C C C C C C F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M E E E E E E E E W W W ST M STM STM STM WES T O N P O I N T E D R . M I C H I G A N R O A D P E R I N D O T P R O J . N O . S T P - 1 3 5 - 2 ( 0 0 8 ) ( V A R I A B L E W I T H R O W ) RE E D R O A D FIGURE 3.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E AUGUST 6, 2024 PROPOSED STORM SEWER BASIN MAPEVERWISE, CARMEL, IN NOT TO SCALE Project: Date: Job No: Prepared By: Checked By: BASIN: DEVELOPED SITE Area (SF) Area (Ac.) c 28437 0.65 0.85 3485 0.08 0.90 18173 0.42 0.25 TOTAL =50094 1.15 0.64 BASIN: 102 Area (SF) Area (Ac.) c 3782 0.09 0.85 0 0.00 0.90 631 0.01 0.25 TOTAL =4414 0.10 0.76 BASIN: 101 Area (SF) Area (Ac.) c 8625 0.20 0.85 0 0.00 0.90 3493 0.08 0.25 TOTAL =12118 0.28 0.68 BASIN: 202 Area (SF) Area (Ac.) c 3347 0.08 0.85 0 0.00 0.90 131 0.00 0.25 TOTAL =3477 0.08 0.83 BASIN: 201 Area (SF) Area (Ac.) c 1881 0.04 0.85 0 0.00 0.90 178 0.00 0.25 TOTAL =2059 0.05 0.80 BASIN: RF1-RF4 Area (SF) Area (Ac.) c 0 0.00 0.85 3491 0.08 0.90 0 0.00 0.25 TOTAL =3491 0.08 0.90 Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Proposed Subbasin Runoff Calculations Everwise Carmel, IN August 7, 2024 W240018 MFH SSR Pervious, Grass Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Cover type Impervious, Pavement Impervious, Roof Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Project: Date: Job No: Prepared By: Checked By: Everwise Carmel, IN August 6, 2024 W240018 MFH SSR Proposed Subbasin Runoff Calculations BASIN: TD1 Area (SF) Area (Ac.) c 1965 0.05 0.85 0 0.00 0.90 179 0.00 0.25 TOTAL =2143 0.05 0.80 BASIN: CB1 Area (SF) Area (Ac.) c 5294 0.12 0.85 0 0.00 0.90 1542 0.04 0.25 TOTAL =6836 0.16 0.71 BASIN: CB2 Area (SF) Area (Ac.) c 3168 0.07 0.85 0 0.00 0.90 198 0.00 0.25 TOTAL =3366 0.08 0.81 BASIN: 104 Area (SF) Area (Ac.) c 0 0.00 0.85 0 0.00 0.90 4518 0.10 0.25 TOTAL =4518 0.10 0.25 BASIN: ES Area (SF) Area (Ac.) c 374 0.01 0.85 0 0.00 0.90 3532 0.08 0.25 TOTAL =3906 0.09 0.31 Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Pervious, Grass Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Cover type Impervious, Pavement Impervious, Roof Shallow Conc Flow Travel Time: Channel Flow Travel Time: Short Grass 0.15 Grass 0.03 Dense Grass 0.24 Concrete 0.015 Shallow Conc Flow (Unpaved): Pavement 0.011 Rip-Rap 0.035 Shallow Conc Flow (Paved): 2 Yr, 24 Hr Rainfall= 2.73 Overland Flow Travel Time: Tc minimum= 5 Paved Gutter & Channel Flow Tc Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t (ft)%(min)(ft)%(min)(ft)%P or U (ft/s)(min)(ft)(sf)(ft)(ft)%(ft/s)(min)(min) 102 15.75 1.00 0.15 3 0 134.92 2.08 P 2.93 1 0 5.00 101 75 0.70 0.15 13 0 95.00 2.69 P 3.33 0 0 13.30 100 0 1.00 0.15 0 0 0.00 1.00 P 2.03 0 0 5.00 203 51 2.35 0.15 6 24 2.00 0.15 3 0.00 1.00 P 2.03 0 0 9.19 202 73.15 2.67 0.011 1 0 0.00 1.00 P 2.03 0 0 5.00 201 3.5 1.00 0.15 1 0 66.71 1.92 P 2.82 0 0 5.00 RF1 34 1.00 0.014 1 0 0 1.00 P 2.03 0 0 5.00 RF2 51 1.00 0.014 1 0 0 1.00 P 2.03 0 0 5.00 RF3 36 1.00 0.014 1 0 0 1.00 P 2.03 0 0 5.00 RF4 49 1.00 0.014 1 0 0 1.00 P 2.03 0 0 5.00 TD1 39.5 2.17 0.013 1 0 0 1.00 P 2.03 0 0 5.00 ES 6.29 CB1 5.00 CB2 5.00 104 100 1.92 0.15 11 34.27 1.92 0.15 5 0 1.00 P 2.03 0 0 15.37 From KinderCare Leaning Center Approved Drainage Report From KinderCare Leaning Center Approved Drainage Report From KinderCare Leaning Center Approved Drainage Report Time of Concentration Calculations Everwise Carmel, IN 8/7/2024 W240018 MFH SSRPrepared By: Checked By: Job No.: Date: Project: Channel Flow Overland Flow Channel Flow Mannings Values (n) Overland Flow Overland Flow Shallow Conc. Flow Duration Intensity 5 6.12 10 5.22 15 4.55 20 4.02 30 3.25 40 2.71 Len Rnoff Cap Vel From To Basin Total coeff Basin Total Basin Pipe System Basin System Basin System full Size Slope Up Dn Up Dn Up Dn (ft) (ac) (ac) "c" (min) (min) (min) (in/hr) (in/hr) (cfs) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 104 101 40 0.10 0.10 0.25 0.03 0.03 15.37 0.22 15.37 4.51 4.51 0.12 0.12 3.21 4.08 12 0.80 897.20 898.95 897.20 896.88 -1.00 1.07 102 101 158 0.10 0.14 0.76 0.08 0.11 5.00 0.88 5.00 6.12 6.12 0.47 0.70 2.00 2.54 12 0.31 899.68 898.95 897.37 896.88 1.31 1.07 101 100 77 0.28 0.53 0.76 0.21 0.35 13.30 0.43 13.30 4.78 4.78 1.02 1.68 2.00 2.54 12 0.31 898.95 900.88 896.78 896.54 1.17 3.34 100 CB 3 59 0.00 0.61 0.85 0.00 0.43 5.00 0.33 13.73 6.12 4.72 0.00 2.01 2.96 3.76 12 0.68 900.88 900.19 896.44 896.04 3.44 3.15 TD 1 103 2.5 0.05 0.05 0.80 0.04 0.04 5.00 0.01 14.06 6.12 4.68 0.24 0.19 4.53 5.77 12 1.60 901.03 901.53 898.03 897.99 2.00 2.54 103 100 85 0.00 0.09 0.90 0.00 0.00 5.00 0.47 14.07 6.12 4.67 0.00 0.00 4.53 5.77 12 1.60 901.53 900.83 897.89 896.53 2.64 3.30 RF 2 WYE1 40 0.03 0.03 0.90 0.03 0.03 5.00 0.22 5.00 6.12 6.12 0.17 0.17 1.85 5.30 8 2.32 902.25 - 899.25 898.33 2.33 - RF1 WYE1 92 0.01 0.01 0.90 0.01 0.01 5.00 0.51 5.00 6.12 6.12 0.07 0.07 1.22 3.48 8 1.00 902.25 -899.25 898.33 2.33 - WYE1 102 32 0.00 0.04 0.90 0.00 0.04 5.00 0.18 5.51 6.12 6.03 0.00 0.23 1.71 4.89 8 1.97 -899.68 898.33 897.70 - 1.31 RF 3 WYE2 70 0.01 0.01 0.90 0.01 0.01 5.00 0.39 5.00 6.12 6.12 0.06 0.06 1.22 3.48 8 1.00 902.25 - 899.25 898.55 2.33 - RF4 WYE2 12 0.03 0.03 0.90 0.02 0.02 5.00 0.07 5.00 6.12 6.12 0.15 0.15 1.22 3.48 8 1.00 902.25 - 898.67 898.55 2.91 - WYE2 103 52 0.00 0.04 0.90 0.00 0.03 5.00 0.29 5.39 6.12 6.05 0.00 0.20 3.58 4.56 12 1.00 -901.53 898.55 898.03 - 2.50 CB 2 CB 3 121 0.08 0.54 0.82 0.07 0.43 5.00 0.67 7.46 6.12 5.68 0.40 2.45 2.91 3.71 12 0.66 900.41 900.19 896.84 896.04 2.57 3.15 203 201 88 0.09 0.09 0.83 0.07 0.07 9.19 0.49 9.19 5.37 5.37 0.39 0.39 3.64 4.63 12 1.03 898.22 901.18 898.22 897.31 -1.00 2.87 202 201 77 0.08 0.08 0.83 0.07 0.14 5.00 0.43 5.00 6.12 6.12 0.41 0.85 2.12 2.70 12 0.35 900.53 901.18 897.58 897.31 1.95 2.87 201 CB 1 23 0.05 0.21 0.80 0.04 0.25 5.00 0.13 5.43 6.12 6.04 0.23 1.50 2.12 2.70 12 0.35 901.18 900.42 897.21 897.13 2.97 2.29 CB 1 CB 2 100 0.16 0.46 0.74 0.12 0.37 5.00 0.56 6.90 6.12 5.78 0.72 2.12 1.52 1.94 12 0.18 900.42 900.41 897.02 896.84 2.40 2.57 ES 1 CB 1 110 0.09 0.09 0.31 0.03 0.03 6.29 0.61 6.29 5.89 5.89 0.16 0.16 3.86 4.92 12 1.16 898.29 900.42 898.29 897.02 0.00 2.40 IDF Curve ValuesProject: Date: Job No.: Checked By: Everwise Carmel, IN 8/7/2024 W240018 MFH Rational Method 10 - Year Pipe Sizing Calculations PipeAreas SSRPrepared By: Rim Elev Invert Elev CoverFlowRain (i)Stru. # Area x "c" Tc Duration Intensity 5 9.12 10 7.78 15 6.77 20 5.98 30 4.84 40 3.03 Len Rnoff Cap Vel From To Basin Total coeff Basin Total Basin Pipe System Basin System Basin System full Size Slope Up Dn Up Dn Up Dn (ft) (ac) (ac) "c" (min) (min) (min) (in/hr) (in/hr) (cfs) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 104 101 40 0.10 0.10 0.25 0.03 0.03 15.37 0.22 15.37 6.71 6.71 0.17 0.17 3.21 4.08 12 0.80 897.20 898.95 897.20 896.88 -1.00 1.07 102 101 158 0.10 0.14 0.76 0.08 0.11 5.00 0.88 5.00 9.12 9.12 0.69 1.04 2.00 2.54 12 0.31 899.68 898.95 897.37 896.88 1.31 1.07 101 100 77 0.28 0.53 0.76 0.21 0.35 13.30 0.43 13.30 7.11 7.11 1.51 2.51 2.00 2.54 12 0.31 898.95 900.88 896.78 896.54 1.17 3.34 100 CB 3 59 0.00 0.61 0.85 0.00 0.43 5.00 0.33 13.73 9.12 7.03 0.00 2.99 2.96 3.76 12 0.68 900.88 900.19 896.44 896.04 3.44 3.15 TD 1 103 2.5 0.05 0.05 0.80 0.04 0.04 5.00 0.01 14.06 9.12 6.96 0.36 0.28 4.53 5.77 12 1.60 901.03 901.53 898.03 897.99 2.00 2.54 103 100 85 0.00 0.09 0.90 0.00 0.00 5.00 0.47 14.07 9.12 6.96 0.00 0.00 4.53 5.77 12 1.60 901.53 900.83 897.89 896.53 2.64 3.30 RF 2 WYE1 40 0.03 0.03 0.90 0.03 0.03 5.00 0.22 5.00 9.12 9.12 0.25 0.25 1.85 5.30 8 2.32 902.25 - 899.25 898.33 2.33 - RF1 WYE1 92 0.01 0.01 0.90 0.01 0.01 5.00 0.51 5.00 9.12 9.12 0.10 0.10 1.22 3.48 8 1.00 902.25 -899.25 898.33 2.33 - WYE1 102 32 0.00 0.04 0.90 0.00 0.04 5.00 0.18 5.51 9.12 8.98 0.00 0.34 1.71 4.89 8 1.97 -899.68 898.33 897.70 - 1.31 RF 3 WYE2 70 0.01 0.01 0.90 0.01 0.01 5.00 0.39 5.00 9.12 9.12 0.08 0.08 1.22 3.48 8 1.00 902.25 - 899.25 898.55 2.33 - RF4 WYE2 12 0.03 0.03 0.90 0.02 0.02 5.00 0.07 5.00 9.12 9.12 0.22 0.22 1.22 3.48 8 1.00 902.25 - 898.67 898.55 2.91 - WYE2 103 52 0.00 0.04 0.90 0.00 0.03 5.00 0.29 5.39 9.12 9.02 0.00 0.30 3.58 4.56 12 1.00 -901.53 898.55 898.03 - 2.50 CB 2 CB 3 121 0.08 0.54 0.82 0.07 0.43 5.00 0.67 7.46 9.12 8.46 0.60 3.65 2.91 3.71 12 0.66 900.41 900.19 896.84 896.04 2.57 3.15 203 201 88 0.09 0.09 0.83 0.07 0.07 9.19 0.49 9.19 8.00 8.00 0.57 0.57 3.64 4.63 12 1.03 898.22 901.18 898.22 897.31 -1.00 2.87 202 201 77 0.08 0.08 0.83 0.07 0.14 5.00 0.43 5.00 9.12 9.12 0.61 1.26 2.12 2.70 12 0.35 900.53 901.18 897.58 897.31 1.95 2.87 201 CB 1 23 0.05 0.21 0.80 0.04 0.25 5.00 0.13 5.43 9.12 9.01 0.34 2.23 2.12 2.70 12 0.35 901.18 900.42 897.21 897.13 2.97 2.29 CB 1 CB 2 100 0.16 0.46 0.74 0.12 0.37 5.00 0.56 6.90 9.12 8.61 1.08 3.15 1.52 1.94 12 0.18 900.42 900.41 897.02 896.84 2.40 2.57 Invert Elev Cover Prepared By:SSR Stru. # Areas Area x "c" Tc Rain (i) Flow Pipe Rim Elev Rational Method 100 - Year Pipe Sizing Calculations Project:Everwise Carmel, IN IDF Curve Values Date:8/7/2024 Job No.:W240018 Checked By:MFH Project:Everwise Carmel, IN Date:8/7/2024 Job No.:W240018 Checked By:MFH Prepared By:SSR Pipe Min. Slope Max. Slope Diam. (Min. Velocity (Max. Velocity (in) = 2.5 ft/sec) = 10 ft/sec) (%) (%) 8 0.52 8.29 12 0.31 4.83 15 0.23 3.58 18 0.18 2.81 21 0.15 2.29 n = 0.013 (Manning Roughness Coefficient) 24 0.12 1.91 *30 0.09 1.42 *36 0.07 1.11 S = Slope of Pipe (ft/ft) *42 0.06 0.90 *48 0.05 0.76 2.5 Minimum flow velocity when pipe is flowing full *54 0.05 0.65 10 Maximum flow velocity when pipe is flowing full *60 0.04 0.56 *66 0.04 0.49 *72 0.03 0.44 * Note: Minimum Slope Set at 0.10% for Constructability Pipe Velocity Calculations Concrete or HDPE (Hydraulic Radius when pipe flowing is full) (ft) Project: Date: Job No.: Checked By: Prepared By: Area (ft2)Perimeter (ft) 2.00 6.00 Open Area, A (ft2) =2 4 Weir Condition (d<0.3') Weir Perimeter, P (ft) =6 12 Orifice Condition (d>0.4') A, 50% Clogged (ft2) =1 2 P, 50% Clogged (ft) =3 6 50% Cogged conditions is evaluated. Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 101 1.02 0.23 0.04 0.23 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK Type of Casting Bee Hive Neenah R-4342 Yard Inlet Capacity Calculations Sag Inlets - 10 Yr. Everwise Carmel, IN 8/6/2024 W240018 MFH SSR Project: Date: Job No.: Checked By: Prepared By: Area (ft2)Perimeter (ft) 2.00 6.00 Open Area, A (ft2) =1.4 2.8 Weir Condition (d<0.3') Weir Perimeter, P (ft) =7.2 14.4 Orifice Condition (d>0.4') A, 50% Clogged (ft2) =0.7 1.4 P, 50% Clogged (ft) =3.6 7.2 50% Cogged conditions is evaluated. Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 102 1.02 0.21 0.09 0.21 OK 201 0.23 0.05 0.00 0.05 OK 202 0.41 0.08 0.01 0.08 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK Type of Casting Bee Hive Neenah R-4342 Pavement Inlet Capacity Calculations Sag Inlets - 10 Yr. Everwise Carmel, IN 8/6/2024 W240018 MFH SSR Project: Date: Job No.: Checked By: Prepared By: Area (ft2)Perimeter (ft) 2.00 6.00 Open Area, A (ft2) =1.5 3 Weir Condition (d<0.3') Weir Perimeter, P (ft) =7.3 14.6 Orifice Condition (d>0.4') A, 50% Clogged (ft2) =0.75 1.5 P, 50% Clogged (ft) =3.65 7.3 50% Cogged conditions is evaluated. Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft TD1 0.24 0.05 0.00 0.05 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK This is the equivilant of a R-3406 openings Type of Casting Bee Hive Neenah R-4342 Trench Inlet Capacity Calculations Sag Inlets - 10 Yr. Everwise Carmel, IN 8/6/2024 W240018 MFH SSR Project: Date: Job No.: Checked By: Prepared By: Area (ft2)Perimeter (ft) 2.00 6.00 Open Area, A (ft2) =2.4 4.8 Weir Condition (d<0.3') Weir Perimeter, P (ft) =5.8 11.6 Orifice Condition (d>0.4') A, 50% Clogged (ft2) =1.2 2.4 P, 50% Clogged (ft) =2.9 5.8 50% Cogged conditions is evaluated. Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft CB 1 0.72 0.17 0.02 0.17 OK CB2 0.40 0.09 0.00 0.09 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK These are existing grates on the Kinder Care Shared Road Type of Casting Bee Hive Neenah R-4342 Existing Curb Inlet Capacity Calculations Sag Inlets - 10 Yr. Everwise Carmel, IN 8/7/2024 W240018 MFH SSR 17 18 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: J:\2024\W240018 STL\Engineering\design\drainage\misc modeling\Everwise, Carmel.gpwTuesday, 06 / 25 / 2024 Hyd.Origin Description Legend 17 Rational Existing Site 18 Rational Developed Site Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 17 Rational ------ ------- 1.844 ------- ------- 2.438 ------- ------- 3.632 Existing Site 18 Rational ------ ------- 3.033 ------- ------- 4.011 ------- ------- 5.978 Developed Site Proj. file: J:\2024\W240018 STL\Engineering\design\drainage\misc modeling\Everwise, Carmel.gpwTuesday, 06 / 25 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 17 Rational 1.844 1 7 774 ------ ------ ------ Existing Site 18 Rational 3.033 1 5 910 ------ ------ ------ Developed Site J:\2024\W240018 STL\Engineering\design\drainage\misc modeling\Everwise, Carmel.gpwReturn Period: 2 Year Tuesday, 06 / 25 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 25 / 2024 Hyd. No. 17 Existing Site Hydrograph type = Rational Peak discharge = 1.844 cfs Storm frequency = 2 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 774 cuft Drainage area = 1.150 ac Runoff coeff. = 0.37 Intensity = 4.333 in/hr Tc by User = 7.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Existing Site Hyd. No. 17 -- 2 Year Hyd No. 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 25 / 2024 Hyd. No. 18 Developed Site Hydrograph type = Rational Peak discharge = 3.033 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 910 cuft Drainage area = 1.150 ac Runoff coeff. = 0.57 Intensity = 4.628 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Developed Site Hyd. No. 18 -- 2 Year Hyd No. 18 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 17 Rational 2.438 1 7 1,024 ------ ------ ------ Existing Site 18 Rational 4.011 1 5 1,203 ------ ------ ------ Developed Site J:\2024\W240018 STL\Engineering\design\drainage\misc modeling\Everwise, Carmel.gpwReturn Period: 10 Year Tuesday, 06 / 25 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 25 / 2024 Hyd. No. 17 Existing Site Hydrograph type = Rational Peak discharge = 2.438 cfs Storm frequency = 10 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 1,024 cuft Drainage area = 1.150 ac Runoff coeff. = 0.37 Intensity = 5.729 in/hr Tc by User = 7.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Existing Site Hyd. No. 17 -- 10 Year Hyd No. 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 25 / 2024 Hyd. No. 18 Developed Site Hydrograph type = Rational Peak discharge = 4.011 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,203 cuft Drainage area = 1.150 ac Runoff coeff. = 0.57 Intensity = 6.118 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Developed Site Hyd. No. 18 -- 10 Year Hyd No. 18 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 17 Rational 3.632 1 7 1,526 ------ ------ ------ Existing Site 18 Rational 5.978 1 5 1,793 ------ ------ ------ Developed Site J:\2024\W240018 STL\Engineering\design\drainage\misc modeling\Everwise, Carmel.gpwReturn Period: 100 Year Tuesday, 06 / 25 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 25 / 2024 Hyd. No. 17 Existing Site Hydrograph type = Rational Peak discharge = 3.632 cfs Storm frequency = 100 yrs Time to peak = 7 min Time interval = 1 min Hyd. volume = 1,526 cuft Drainage area = 1.150 ac Runoff coeff. = 0.37 Intensity = 8.537 in/hr Tc by User = 7.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Existing Site Hyd. No. 17 -- 100 Year Hyd No. 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 25 / 2024 Hyd. No. 18 Developed Site Hydrograph type = Rational Peak discharge = 5.978 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,793 cuft Drainage area = 1.150 ac Runoff coeff. = 0.57 Intensity = 9.120 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) Developed Site Hyd. No. 18 -- 100 Year Hyd No. 18 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 06 / 25 / 2024 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1282 -------- 3 0.0000 0.0000 0.0000 -------- 5 287.3543 28.3001 1.1322 -------- 10 337.4067 28.7001 1.1400 -------- 25 398.5318 28.8001 1.1414 -------- 50 433.6311 28.4001 1.1349 -------- 100 463.3860 28.0001 1.1234 -------- File name: Carmel.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.63 3.95 3.44 3.04 2.72 2.46 2.24 2.06 1.90 1.76 1.64 1.54 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.43 4.63 4.03 3.56 3.19 2.88 2.62 2.41 2.22 2.06 1.92 1.80 10 6.12 5.23 4.55 4.02 3.60 3.25 2.96 2.72 2.51 2.33 2.17 2.03 25 7.17 6.12 5.33 4.71 4.22 3.81 3.47 3.18 2.94 2.73 2.54 2.38 50 8.09 6.90 6.01 5.31 4.75 4.29 3.91 3.59 3.31 3.07 2.86 2.68 100 9.12 7.78 6.77 5.99 5.36 4.84 4.41 4.05 3.74 3.47 3.24 3.03 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: J:\2024\W240018 STL\Engineering\design\drainage\misc modeling\Carmel, IN.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.91 0.00 0.00 4.46 0.00 0.00 7.25 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 APPENDIX SECTION 5 10505 North College Avenue | Indianapolis, IN 46280 | .www.weihe.net | (317) 846-6611 | (800) 452-6408 | Fax: (317) 843-0546 Allan H. Weihe, P.E., L.S., - Founder STORMWATER TECHNICAL REPORT For: ARIA APARTMENTS 779 Lennox Court Zionsville, Boone County Indiana Project #W17-0567 Prepared for: Aria Zionsville, LLC 8335 Keystone Crossing, Suite 220 Indianapolis, IN 46240 Telephone (317) 912-3510 Contact: Ashley Bedell E-mail: abedell@cityscaperesidential.com Prepared By: Travis P. Gaither, P.E. Checked By: Kevin Sumner Certified By: Travis P. Gaither, P.E. Date: June 29, 2018 Revised: November 13, 2018 February 13, 2019 February 21, 2019 Stormwater Technical Report Prepared For: Aria Apartments Zionsville, IN Project #W17-0567 TABLE OF CONTENTS 1.Project Narrative a.Project Overview b.Pre-Developed Conditions c.Post-Developed Conditions d.Water Quality e.Exhibits 2.Downstream Capacity Analysis a.Exhibit b.Hydraflow Analysis of Pipe System Accepting Pond Outlet c.HEC-RAS Analysis of Emergency Overflow Route 3.Detention Calculations a.Exhibits b.Allowable Release Rate Calculation c.Support Calculations d.ICPR Reports e.CPV Graph f.Overflow Weir Calculations 4.Pipe Sizing Calculations a.Exhibits b.Support Calculations c.Hydraflow Reports d.Gutter Spread Calculations e.Inlet Capacity Calculations 5.Water Quality Calculations a.Exhibits b.Water Quality Structure Treatment Flow Calculations c.Water Quality Volume/Pond Storage Volume Calculations 6. Misc. Pond Calculations and Details a.Outlet Control Structure Detail b.Emergency Overflow Spillway Detail Indianapolis, IN 46250 TM ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? INSR ADD'L LTR INSRD DATE (MM/DD/YYYY) PRODUCER INSURED POLICY EFFECTIVE POLICY EXPIRATIONPOLICY NUMBER LIMITSDATE (MM/DD/YY)DATE (MM/DD/YY)TYPE OF INSURANCE GENERAL LIABILITY AUTOMOBILE LIABILITY GARAGE LIABILITY EXCESS/UMBRELLA LIABILITY WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OTHER DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE INSURER A: INSURER B: INSURER C: INSURER D: INSURER E: EACH OCCURRENCE $ DAMAGE TO RENTED COMMERCIAL GENERAL LIABILITY $PREMISES (Ea occurence) CLAIMS MADE OCCUR MED EXP (Any one person)$ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER:PRODUCTS - COMP/OP AGG $ PRO-POLICY LOCJECT COMBINED SINGLE LIMIT $(Ea accident)ANY AUTO ALL OWNED AUTOS BODILY INJURY $(Per person)SCHEDULED AUTOS HIRED AUTOS BODILY INJURY $(Per accident)NON-OWNED AUTOS PROPERTY DAMAGE $(Per accident) AUTO ONLY - EA ACCIDENT $ ANY AUTO EA ACC $OTHER THAN AUTO ONLY:AGG $ EACH OCCURRENCE $ OCCUR CLAIMS MADE AGGREGATE $ $ DEDUCTIBLE $ RETENTION $$ WC STATU-OTH- TORY LIMITS ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ If yes, describe under E.L. DISEASE - POLICY LIMIT $SPECIAL PROVISIONS below 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. AGGREGATE 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 AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE NAIC # COVERAGES CERTIFICATE HOLDER CANCELLATION ACORD 25 (2001/08)© ACORD CORPORATION 1988 ACORD CERTIFICATE OF LIABILITY INSURANCE 7/12/17 PROFESSIONAL DESIGN INS MGMT CORP PO Box 501130 Indianapolis, IN 46250 (317)570-6945 Weihe Engineers, Inc. 10505 North College Avenue Indianapolis, IN 46280 Wesco Insurance Company A Professional Liability ARA112067802 7/3/2017 7/3/2018 $2,000,000 limit each claim $2,000,000 in the aggregate For Informational Purposes Only 30 PROJECT NARRATIVE Aria Apartments Weihe Engineers, INC. 2/21/2019 Stormwater Technical Report Prepared For: Aria Apartments Zionsville, IN Project #W17-0567 Project Overview: Aria Zionsville, LLC is proposing to build a new multi-family housing development with 3 multi-story apartment buildings, garage buildings, parking lots, sidewalks and amenities on approximately 21.25 acres located near the intersection of N. Michigan Rd and Weston Pointe Dr. Additionally, vacant land that is a part of this site will be located between Michigan Road and the multi-family development for future commercial use. The project resides in both Carmel and Zionsville jurisdictions. The multi-family portion is located in Zionsville’s jurisdiction and the future commercial portion and future Weston Pointe Drive extension is located in Carmel’s jurisdiction. Detention for both the multi-family development and the future commercial expansion will be provided for in the proposed pond on the west side of the site. The proposed construction is on a site at a Latitude of N 39° 56' 43" and Longitude W 86° 14' 29". The multi-family site is located in the Southeast Quarter of Section 1, Township 17 North, Range 2 East, situated in Eagle Township, Boone County, Indiana. Please refer to Figure 1.1. Floodzone: Based upon a scaled interpretation of the Flood Insurance Map, No.18011C 0353E for Boone County, Indiana, dated January 18, 2012, the subject tract IS NOT located within Zone AE (Special Flood Hazard Area inundated by 100-year flood-Base Flood Elevations determined) or Floodway Area in Zone AE. The subject tract DOES lie within Zone X. Refer to Figure 1.2. Aria Apartments Weihe Engineers, INC. 2/21/2019 Pre-Developed Conditions: Aerial photography was used to illustrate the current land-use of the parcel. Currently the property is undeveloped with mostly grass cover and tree lines along the perimeter. The project site is adjoined by multi-family residential and commercial properties the north, commercial properties to the west, Michigan Rd (US 421) to the east, and commercial properties to the south. Please refer to Figure 1.3. The property consists of the following soil types: Brookston silty clay; Crosby silt loam; Urban land Crosby-Treaty complex; and Urban land Treaty complex. A soil map has been included with this report. Curve numbers were assigned using existing land use in conjunction with soils mapping from the Natural Resource Conservation (NRCS). An abbreviated NRCS Soils Report has been included with this report. The existing land generally drains to the south and southwest by overland flow. There are no existing drainage facilities on the property. There is an existing open channel at the rear of the existing businesses between Deandre Drive and Andrade Drive that collects the majority of runoff under existing conditions. Existing storm sewers at the end of Andrade Drive and north of the cul-de-sac at the end of Deandra Drive collect the remaining existing runoff. Aria Apartments Weihe Engineers, INC. 2/21/2019 Post-Developed Conditions: The development will be a multi-family housing complex, future commercial development, and future road extension that will be detained in one wet detention pond. The pond has a normal pool area of 1.54 acres, an elevation of 892.00, and lies in the western portion of the site. Runoff leaving the pond will be controlled through an outlet control structure and drain through a proposed 15” RCP to the existing storm sewer system located north of the cul-de-sac at the end of Deandra Drive. There is an existing inlet approximately 15’ south of the boundary with an existing 10” stub north of the structure, which will be removed and replaced with the 15” RCP pond outlet. It also has a 12” pipe entering from the southeast and its outlet is a 24” pipe flowing to the south. This system outlets into an existing pond located northeast of the intersection of 106th Street and Deandre Drive. This pipe network has been modeled in Hydraflow to determine the effects of connecting the proposed pond outlet, see Section 2 of this report for downstream analysis. A flow of 6 cfs has been added to the existing inlet the pond outlet will connect to, as that is the peak flow through the pond outlet system during the 100-year storm. The downstream analysis shows that this system has adequate capacity to accept flow from the pond outlet as it does not surcharge during the 100-year storm event. Another component of discharge from the project site is for emergency flow from the pond. The emergency flow rate is determined to be 1.25 times the peak inflow into the pond for the 100-Year storm event. The Andrade Industrial Park has an existing drainage swale through the rear industrial lot areas for the lots that front on Andrade and Deandra Drives. This drainage swale was designed as a collection/conveyance system to route stormwater runoff from the industrial lots to the main stormwater management pond of the site. The drainage swale is evaluated for conveyance of 135 cfs as the emergency flow rate from the pond of the project site. Hec-Ras was used to perform the analysis. The Hec-Ras analysis assumes a conservative Manning’s n-value for the channel in a typical maintained ditch system. The Hec-Ras analysis analyzed only the 135 cfs flow, excluding and site runoff at time of the flow since the timing of the theoretical flow would occur after the storm event experienced by the industrial park would have passed and not coincide with the theoretical flow. The Hec-Ras results and printouts of the cross-sections of the drainage ditch are provide in Section 2 of the report. The cross-section indicates the flow is maintained away from the building structures. The routes of the emergency overflow and the discharge from the POND are represented on Figure 2.1. Stormwater from the site will be detained to meet the allowable release rates based on the Zionsville Stormwater Technical Standards Manual. Allowable release rates were calculated by multiplying the existing watershed area draining to an outlet point by 0.1 cfs/acre and 0.3 cfs/acre for the 10-year and 100-year storms, see Section 3 for Aria Apartments Weihe Engineers, INC. 2/21/2019 calculation. The existing basins draining south and southwest were all used to calculate the allowable release rate as they are a part of the same overall watershed. Since area along the southern and western boundary of the site will not be drained by the proposed detention basin, this area was subtracted from the allowable and proposed release rate calculations. See Figures 3.1- 3.2 in Section 3 for existing and proposed watershed delineations. The Town of Zionsville Stormwater Technical Standards Manual requires the detention to be designed addressing the Channel Protection Volume (CPV). This methodology requires the detention to be designed in a series of steps, which are outlined below. Step 1: The proposed detention model was executed modeling only the onsite watersheds and allowing no runoff to discharge from the pond during the 1-year, 24-hour storm event. This creates an extended detention storage volume in the detention system. In this scenario, the pond stages to 893.57. Step 2: A weir was set just above the extended detention storage volume (at elevation 893.58). The 10-year, 24-hour storm event was then executed and the weir was sized to release runoff per Zionsville Standards (a 12” wide by 6” high rectangular weir was sized for the pond). An additional 18” wide by 6” high rectangular weir was set above the 10- year storm stage at 894.30 to control the 100-year, 24-hour storm event and meet release rate standards. A table comparing allowable versus proposed release rates for this scenario is below. Storm Event Allowable Release Rate (cfs) Proposed Release Rate (cfs) 10-YR 2.00 1.66 100-YR 5.99 4.68 Step 3: The CPV weir is set at the normal pool of the pond and the 1-year, 24-hour storm is executed with the drainage model again. The CPV weir is then sized to release no more than 40% of the peak storage volume of the detention system within 12 hours of the peak time while also having no more than 10% of the peak storage volume remaining within 36 hours of the peak time. For this scenario, the weir for the pond is 8” in diameter. The calculations for this scenario are included near the end of Section 3 of this report. The weir for the detention system at the 12 hour time functions per the standards, releasing less than 40% of the peak volume at the 12 hour mark. However, at the 36 hour mark, the weir does not release 90% of the peak volume. The drainage model indicates that 75.4% of the peak volume is released 36 hours after the peak. However, this weir is also used to control the 10-year, 24-hour storm event, and if it is increased it will exceed the allowable release rate. Step 4: Typically, the weir designed in Step 2 above is then resized to work with the CPV weir during the 10-year, 24-hour and 100-year, 24-hour storms. The weir from Step Aria Apartments Weihe Engineers, INC. 2/21/2019 2 typically remains at the same invert elevation, to regulate the release rates for the larger storms. For this situation, however, the CPV weir was also used to control the 10-year, 24-hour storm. A rectangular weir was added to the outlet control structure measuring 18” wide by 12” high at elevation 894.20 to control the 100-year, 24-hour storm. A table comparing allowable versus proposed release rates for this scenario is below. Storm Event Allowable Release Rate (cfs) Proposed Release Rate (cfs) 10-YR 2.00 1.97 100-YR 5.99 4.79 Step 5: The top of the outlet control structure was then set above the 100-year elevation determined in Step 4 and the offsite drainage basins were then included in the execution of the drainage model. This scenario determines the final 100-year stages of the ponds. A summary of the detention pond elevations is shown below. Detention Basin Summary Normal Pool 10-Year Stage 100-Year Stage Spillway Elev. Top of Bank Elev. 892.00 894.20 895.24 896.80 898.00 Storm Sewers The storm sewer system is designed to meet the Town of Zionsville Standards. Pipes shall convey stormwater at a minimum velocity of 2.5 feet/second through reinforced concrete pipes while maintaining a hydraulic grade line elevation below the top of castings during a 10-year storm event. Refer to Section 4 for the pipe and inlet sizing calculations and Figure 4.1-4.4 for the Pipe Sizing Basin Maps. Aria Apartments Weihe Engineers, INC. 2/21/2019 Water Quality: The subject site will utilize four (4) Water Quality Mechanical Units and one (1) wet detention basin to service both the multi-family development and the future commercial development. The features were designed to meet the standards for Water Quality as defined in Chapter 9 of the Town of Zionsville Stormwater Technical Standards Manual. These flow through BMPs were sized using the methodology described in said Manual. The water quality curve number was determined using the imperviousness of the watershed and the graph in Figure 9-1 in the Manual. The water quality curve number is then used with the standard basin area and time of concentration to calculate the water quality flow rate in ICPR using the 1-inch, 24-hour rain event and the SCS Type II rainfall distribution. The ICPR calculations can be found in Section 5 of this report. The calculated water quality flow rates have been used to determine the size of the treatment structures. Structures 76 and 79 will work together to treat the 6.25 cfs flowrate exiting structure 26. Structure 76 has been sized as a Contech CDS-7-C and Structure 79 has been sized as a Contech CDS-8-C. Structure 43 has been sized as a Contech CDS-10-C to treat a flowrate of 5.67 cfs. Structure 62 has been sized as a Contech CDS-4-C to treat a flowrate of 0.93 cfs. All of the water quality structures will by-pass higher flows from being treated using an internal weir and all outlet directly into the pond. Aria will utilize one (1) extended Wet Detention Basin to meet the standards for Water Quality as defined in Chapter 9 of the Town of Zionsville Stormwater Technical Standards Manual. These features were designed to address the Channel Protection Volume using the methodology described in said manual. Per the Manual, the volume provided for the channel protection would also satisfy the water quality volume (WQv) requirement. The water quality volume is calculated with the following equation: WQv = (P)*(Rv)*(A) /12 WQv = Water Quality Volume P = 1 inch of rainfall Rv = Volumetric runoff coefficient (0.05 + 0.009 (I)) A = Area A value of 73% was used for the impervious percent in the Volumetric Runoff coefficient calculations. Refer to Section 5 for calculations and maps. Pond: Water Quality Volume 1.039 Acre-Feet 3x Water Quality Volume 3.118 Acre-Feet Provided Volume (Below N.P.) 8.435 Acre-Feet The pond provides adequate volume below normal pool to account for 3 times the water quality volume. LOCATION MAP Date: November 13, 2018FIGURE 1.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATION ARIA ZIONSVILLE, IN FEMA MAP Date: November 13, 2018FIGURE 1.2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATIONARIA ZIONSVILLE, IN AERIAL IMAGE Date: November 13, 2018FIGURE 1.3 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATION ARIA ZIONSVILLE, IN Hy d r o l o g i c S o i l G r o u p — B o o n e C o u n t y , I n d i a n a , a n d H a m i l t o n C o u n t y , I n d i a n a Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 3/ 2 8 / 2 0 1 8 Pa g e 1 o f 5 44217904421840442189044219404421990442204044220904422140 44217904421840442189044219404421990442204044220904422140 56 4 5 5 0 56 4 6 0 0 56 4 6 5 0 56 4 7 0 0 56 4 7 5 0 56 4 8 0 0 56 4 8 5 0 56 4 9 0 0 56 4 9 5 0 56 5 0 0 0 56 5 0 5 0 56 4 5 5 0 56 4 6 0 0 56 4 6 5 0 56 4 7 0 0 56 4 7 5 0 56 4 8 0 0 56 4 8 5 0 56 4 9 0 0 56 4 9 5 0 56 5 0 0 0 56 5 0 5 0 39 ° 5 6 ' 4 8 ' ' N 86° 14' 40'' W 39 ° 5 6 ' 4 8 ' ' N 86° 14' 17'' W 39 ° 5 6 ' 3 7 ' ' N 86° 14' 40'' W 39 ° 5 6 ' 3 7 ' ' N 86° 14' 17'' W N Ma p p r o j e c t i o n : W e b M e r c a t o r C o r n e r c o o r d i n a t e s : W G S 8 4 E d g e t i c s : U T M Z o n e 1 6 N W G S 8 4 0 1 0 0 2 0 0 4 0 0 6 0 0 Fe e t 0 3 5 7 0 1 4 0 2 1 0 Me t e r s Ma p S c a l e : 1 : 2 , 5 1 0 i f p r i n t e d o n A l a n d s c a p e ( 1 1 " x 8 . 5 " ) s h e e t . So i l M a p m a y n o t b e v a l i d a t t h i s s c a l e . MA P L E G E N D MA P I N F O R M A T I O N Ar e a o f I n t e r e s t ( A O I ) Ar e a o f I n t e r e s t ( A O I ) So i l s So i l R a t i n g P o l y g o n s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e So i l R a t i n g L i n e s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e So i l R a t i n g P o i n t s A A/ D B B/ D C C/ D D No t r a t e d o r n o t a v a i l a b l e Wa t e r F e a t u r e s St r e a m s a n d C a n a l s Tr a n s p o r t a t i o n Ra i l s In t e r s t a t e H i g h w a y s US R o u t e s Ma j o r R o a d s Lo c a l R o a d s Ba c k g r o u n d Ae r i a l P h o t o g r a p h y Th e s o i l s u r v e y s t h a t c o m p r i s e y o u r A O I w e r e m a p p e d a t s c a l e s ra n g i n g f r o m 1 : 1 2 , 0 0 0 t o 1 : 1 5 , 8 0 0 . Wa r n i n g : S o i l M a p m a y n o t b e v a l i d a t t h i s s c a l e . En l a r g e m e n t o f m a p s b e y o n d t h e s c a l e o f m a p p i n g c a n c a u s e mi s u n d e r s t a n d i n g o f t h e d e t a i l o f m a p p i n g a n d a c c u r a c y o f s o i l li n e p l a c e m e n t . T h e m a p s d o n o t s h o w t h e s m a l l a r e a s o f co n t r a s t i n g s o i l s t h a t c o u l d h a v e b e e n s h o w n a t a m o r e d e t a i l e d sc a l e . Pl e a s e r e l y o n t h e b a r s c a l e o n e a c h m a p s h e e t f o r m a p me a s u r e m e n t s . So u r c e o f M a p : Na t u r a l R e s o u r c e s C o n s e r v a t i o n S e r v i c e We b S o i l S u r v e y U R L : Co o r d i n a t e S y s t e m : We b M e r c a t o r ( E P S G : 3 8 5 7 ) Ma p s f r o m t h e W e b S o i l S u r v e y a r e b a s e d o n t h e W e b M e r c a t o r pr o j e c t i o n , w h i c h p r e s e r v e s d i r e c t i o n a n d s h a p e b u t d i s t o r t s di s t a n c e a n d a r e a . A p r o j e c t i o n t h a t p r e s e r v e s a r e a , s u c h a s t h e Al b e r s e q u a l - a r e a c o n i c p r o j e c t i o n , s h o u l d b e u s e d i f m o r e ac c u r a t e c a l c u l a t i o n s o f d i s t a n c e o r a r e a a r e r e q u i r e d . Th i s p r o d u c t i s g e n e r a t e d f r o m t h e U S D A - N R C S c e r t i f i e d d a t a a s of t h e v e r s i o n d a t e ( s ) l i s t e d b e l o w . So i l S u r v e y A r e a : Bo o n e C o u n t y , I n d i a n a Su r v e y A r e a D a t a : Ve r s i o n 2 0 , S e p 2 1 , 2 0 1 7 So i l S u r v e y A r e a : Ha m i l t o n C o u n t y , I n d i a n a Su r v e y A r e a D a t a : Ve r s i o n 1 8 , O c t 2 , 2 0 1 7 Yo u r a r e a o f i n t e r e s t ( A O I ) i n c l u d e s m o r e t h a n o n e s o i l s u r v e y ar e a . T h e s e s u r v e y a r e a s m a y h a v e b e e n m a p p e d a t d i f f e r e n t sc a l e s , w i t h a d i f f e r e n t l a n d u s e i n m i n d , a t d i f f e r e n t t i m e s , o r a t di f f e r e n t l e v e l s o f d e t a i l . T h i s m a y r e s u l t i n m a p u n i t s y m b o l s , s o i l pr o p e r t i e s , a n d i n t e r p r e t a t i o n s t h a t d o n o t c o m p l e t e l y a g r e e ac r o s s s o i l s u r v e y a r e a b o u n d a r i e s . So i l m a p u n i t s a r e l a b e l e d ( a s s p a c e a l l o w s ) f o r m a p s c a l e s 1: 5 0 , 0 0 0 o r l a r g e r . Da t e ( s ) a e r i a l i m a g e s w e r e p h o t o g r a p h e d : Ju n 2 7 , 2 0 1 4 — A u g 28 , 2 0 1 4 Hy d r o l o g i c S o i l G r o u p — B o o n e C o u n t y , I n d i a n a , a n d H a m i l t o n C o u n t y , I n d i a n a Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 3/ 2 8 / 2 0 1 8 Pa g e 2 o f 5 MA P L E G E N D MA P I N F O R M A T I O N Th e o r t h o p h o t o o r o t h e r b a s e m a p o n w h i c h t h e s o i l l i n e s w e r e co m p i l e d a n d d i g i t i z e d p r o b a b l y d i f f e r s f r o m t h e b a c k g r o u n d im a g e r y d i s p l a y e d o n t h e s e m a p s . A s a r e s u l t , s o m e m i n o r sh i f t i n g o f m a p u n i t b o u n d a r i e s m a y b e e v i d e n t . Hy d r o l o g i c S o i l G r o u p — B o o n e C o u n t y , I n d i a n a , a n d H a m i l t o n C o u n t y , I n d i a n a Na t u r a l R e s o u r c e s Co n s e r v a t i o n S e r v i c e We b S o i l S u r v e y Na t i o n a l C o o p e r a t i v e S o i l S u r v e y 3/ 2 8 / 2 0 1 8 Pa g e 3 o f 5 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UfnA Urban land-Crosby- Treaty complex, fine loamy subsoil, 0 to 2 percent slopes 7.2 31.8% UmyA Urban land-Treaty complex, 0 to 1 percent slopes 7.9 35.2% Subtotals for Soil Survey Area 15.1 67.1% Totals for Area of Interest 22.5 100.0% 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 4.1 18.1% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 3.3 14.8% Subtotals for Soil Survey Area 7.4 32.9% Totals for Area of Interest 22.5 100.0% Hydrologic Soil Group—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/28/2018 Page 4 of 5 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/28/2018 Page 5 of 5 DOWNSTREAM CAPACITY ANALYSIS AI P - 1 3. 9 4 A C . AI P - 3 3. 9 9 A C . AI P - 2 5. 6 0 A C . AI P - 4 4. 4 0 A C . UD - 1 3. 2 1 A C . FA R M - 1 1. 6 8 A C . FA R M - 2 4. 3 6 A C . FA R M - 3 15 . 3 6 A C . PF - 1 3. 9 4 A C . UD - 2 3. 2 1 A C . AI P - 5 3. 4 3 A C . AI P - 6 1. 6 8 A C . AI P - 7 2. 4 2 A C . AI P - 8 4. 7 7 A C . RS 1 0 1 0 RS 1 1 3 0 RS 8 4 4 RS 7 4 2 RS 6 1 5 RS 5 0 1 R S 3 0 0 RS 2 0 0 RS 80 R S 0 FI G U R E 2 . 1 O F F S I T E E M E R G E N C Y OV E R F L O W & S W M S OU T F A L L R O U T E M A P Da t e : M a y 1 6 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S W SN E MI C H I G A N R O A D S I T E TA B L E 2 - 3 Ru n o f f C o e f f i c i e n t s b y L a n d U s e , T y p i c a l I n l e t T i m e s , a n d S t o r m R e c u r r e n c e I n t e r v a l La n d U s e Ru n o f f C o e f f i c i e n t s " C " (b y S t o r m R e c u r r e n c e I n t e r v a l ) In l e t T i m e (M i n u t e s ) (4 ) Fl a t (1 ) Ro l l i n g (2 ) St e e p (3 ) < 2 5 ye a r 25 ye a r 50 ye a r 10 0 ye a r < 2 5 ye a r 25 ye a r 50 ye a r 10 0 ye a r < 2 5 ye a r 25 ye a r 50 ye a r 10 0 ye a r Co m m e r c i a l (C B D ) 0. 7 5 0 . 8 3 0 . 9 9 1 . 0 0 0 . 8 3 0 . 9 1 1 . 0 0 1 . 0 0 0 . 9 1 1 . 0 0 1 . 0 0 1 . 0 0 5 Co m m e r c i a l (N e i g h b o r h o o d ) 0. 5 4 0 . 5 9 0 . 7 1 0 . 8 9 0 . 6 0 0 . 6 6 0 . 7 9 0 . 9 9 0 . 6 6 0 . 7 3 0 . 8 7 1 . 0 0 5- 1 0 In d u s t r i a l 0 . 6 3 0 . 6 9 0 . 8 3 1 . 0 0 0 . 7 0 0 . 7 7 0 . 9 2 1 . 0 0 0 . 7 7 0 . 8 5 1 . 0 0 1 . 0 0 Ga r d e n A p a r t m e n t s 0 . 5 4 0 . 5 9 0 . 7 1 0 . 8 9 0 . 6 0 0 . 6 6 0 . 7 9 0 . 9 9 0 . 6 6 0 . 7 3 0 . 8 7 1 . 0 0 Ch u r c h e s 0 . 5 4 0 . 5 9 0 . 7 1 0 . 8 9 0 . 6 0 0 . 6 6 0 . 7 9 0 . 9 9 0 . 6 6 0 . 7 3 0 . 8 7 1 . 0 0 Sc h o o l s 0 . 3 1 0 . 3 4 0 . 4 1 0 . 5 1 0 . 3 5 0 . 3 9 0 . 4 6 0 . 5 8 0 . 3 9 0 . 4 3 0 . 5 1 0 . 6 4 10 - 1 5 Se m i D e t a c h e d Re s i d e n t i a l 0. 4 5 0 . 5 0 0 . 5 9 0 . 7 4 0 . 5 0 0 . 5 5 0 . 6 6 0 . 8 3 0 . 5 5 0 . 6 1 0 . 7 3 0 . 9 1 De t a c h e d Re s i d e n t i a l 0. 4 0 0 . 4 4 0 . 5 3 0 . 6 6 0 . 4 5 0 . 5 0 0 . 5 9 0 . 7 4 0 . 5 0 0 . 5 5 0 . 6 6 0 . 8 3 Qu a r t e r A c r e L o t s 0 . 3 6 0 . 4 0 0 . 4 8 0 . 5 9 0 . 4 0 0 . 4 4 0 . 5 3 0 . 6 6 0 . 4 4 0 . 4 8 0 . 5 8 0 . 7 3 Ha l f A c r e L o t s 0 . 3 1 0 . 3 4 0 . 4 1 0 . 5 1 0 . 3 5 0 . 3 9 0 . 4 6 0 . 5 8 0 . 3 9 0 . 4 3 0 . 5 1 0 . 6 4 Pa r k l a n d 0 . 1 8 0 . 2 0 0 . 2 4 0 . 3 0 0 . 2 0 0 . 2 2 0 . 2 6 0 . 3 3 0 . 2 2 0 . 2 4 0 . 2 9 0 . 3 6 To b e Co m p u t e d So u r c e : H E R P I C C S t o r m w a t e r D r a i n a g e M a n u a l , J u l y 1 9 9 5 . (1 ) Fl a t t e r r a i n i n v o l v e s s l o p e s o f 0 - 2 % . (2 ) Ro l l i n g t e r r a i n i n v o l v e s s l o p e s o f 2 - 7 % . (3 ) St e e p t e r r a i n i n v o l v e s s l o p e s g r e a t e r t h a n 7 % . (4 ) In t e r p o l a t i o n , e x t r a p o l a t i o n a n d a d j u s t m e n t f o r l o c a l c o n d i t i o n s s h a l l b e b a s e d o n e n g i n e e r i n g e x p e r i e n c e a n d j u d g m e n t . St o r m w a t e r T e c h n i c a l S t a n d a r d s - C h a p t e r 2 – P a g e 5 HE C - R A S P l a n : C l e a n O v e r f l o w R i v e r : W e s t D i t c h R e a c h : O v e r f l o w D i t c h P r o f i l e : 1 . 2 5 % 1 0 0 Y e a r Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Ov e r f l o w D i t c h 1 1 3 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 4 . 3 2 8 9 7 . 2 0 8 9 7 . 2 5 0 . 0 0 1 7 7 4 2 . 1 5 1 1 1 . 6 8 1 6 1 . 7 6 0 . 2 7 Ov e r f l o w D i t c h 1 0 1 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 4 . 5 9 8 9 6 . 8 2 8 9 6 . 9 1 0 . 0 0 5 0 6 6 2 . 8 2 7 5 . 2 5 1 5 0 . 3 3 0 . 4 3 Ov e r f l o w D i t c h 8 4 4 . 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 3 . 5 1 8 9 6 . 1 3 8 9 6 . 2 7 0 . 0 0 5 5 7 4 3 . 1 7 6 6 . 3 4 1 7 8 . 9 4 0 . 4 6 Ov e r f l o w D i t c h 7 4 2 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 2 . 8 7 8 9 5 . 5 2 8 9 5 . 6 8 0 . 0 0 5 9 0 4 3 . 3 4 4 7 . 7 1 5 9 . 4 7 0 . 4 7 Ov e r f l o w D i t c h 6 1 5 . 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 1 . 7 1 8 9 4 . 9 6 8 9 5 . 1 0 0 . 0 0 3 9 5 0 2 . 9 3 4 8 . 4 5 4 0 . 7 6 0 . 3 9 Ov e r f l o w D i t c h 5 0 1 . 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 1 . 7 0 8 9 3 . 8 3 8 9 4 . 2 3 0 . 0 2 2 4 0 1 5 . 1 0 2 6 . 4 8 2 4 . 9 1 0 . 8 7 Ov e r f l o w D i t c h 3 0 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 8 9 . 1 8 8 9 2 . 4 4 8 9 2 . 5 7 0 . 0 0 3 9 8 9 2 . 8 4 4 7 . 5 0 2 9 . 1 3 0 . 3 9 Ov e r f l o w D i t c h 2 0 0 . 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 8 8 . 7 6 8 9 1 . 5 9 8 9 1 . 9 1 0 . 0 1 2 5 7 3 4 . 5 4 2 9 . 7 1 2 1 . 0 2 0 . 6 7 Ov e r f l o w D i t c h 8 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 8 7 . 0 0 8 9 1 . 3 6 8 9 0 . 5 0 8 9 1 . 4 0 0 . 0 0 1 3 6 4 1 . 5 7 8 5 . 8 9 5 7 . 5 0 0 . 2 3 Ov e r f l o w D i t c h 3 5 C u l v e r t Ov e r f l o w D i t c h 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 8 5 . 0 0 8 8 9 . 0 5 8 8 8 . 2 9 8 9 0 . 1 3 0 . 0 0 7 8 0 3 8 . 3 4 1 6 . 2 0 4 6 . 5 3 0 . 7 3 0 10 0 20 0 30 0 40 0 50 0 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 1 1 3 0 S t a t i o n 1 1 + 3 0 u p s t r e a m b e g i n n i n g o f d i t c h St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 1 0 50 10 0 15 0 20 0 25 0 30 0 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 1 0 1 0 S t a t i o n 1 0 + 1 0 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 2 0 50 10 0 15 0 20 0 25 0 30 0 35 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 8 4 4 . S t a t i o n 8 + 4 4 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 3 0 20 40 60 80 10 0 12 0 14 0 16 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 7 4 2 S t a t i o n 7 + 4 2 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 4 0 20 40 60 80 10 0 12 0 14 0 16 0 89 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 6 1 5 . S t a t i o n 6 + 1 5 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 5 0 20 40 60 80 10 0 12 0 14 0 16 0 89 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 5 0 1 . S t a t i o n 5 + 0 1 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 6 0 20 40 60 80 10 0 12 0 14 0 16 0 18 0 88 8 89 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 3 0 0 S t a t i o n 3 + 0 0 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 7 0 20 40 60 80 10 0 12 0 14 0 16 0 88 8 89 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 2 0 0 . S t a t i o n 2 + 0 0 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 8 0 20 40 60 80 10 0 12 0 14 0 16 0 18 0 88 5 89 0 89 5 90 0 90 5 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 8 0 S t a t i o n 0 + 8 0 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d In e f f Ba n k S t a .0 5 5 .0 4 5 .0 5 5 9 0 20 40 60 80 10 0 12 0 14 0 16 0 18 0 88 5 89 0 89 5 90 0 90 5 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 3 5 C u l v C u l v e r t u n d e r D e A n d r a D r i n e t o t h e L a k e St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d In e f f Ba n k S t a .0 5 5 .0 4 5 .0 5 5 10 0 20 40 60 80 10 0 12 0 14 0 16 0 88 0 88 5 89 0 89 5 90 0 90 5 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 3 5 C u l v C u l v e r t u n d e r D e A n d r a D r i n e t o t h e L a k e St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d In e f f Ba n k S t a .0 4 5 .0 4 .0 4 5 11 0 20 40 60 80 10 0 12 0 14 0 16 0 88 5 89 0 89 5 90 0 90 5 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 0 S t a t i o n 0 + 0 0 St a t i o n ( f t ) Elevation (ft) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d In e f f Ba n k S t a .0 4 5 .0 4 .0 4 5 12 DETENTION CALCULATIONS U S 4 2 1 ( M I C H I G A N R O A D ) G G G G W O H U O H U O H U O H U O H U O H U O H U O H U OHU OHU OHU OHU OHU AN D R A D E DR I V E EX-SW 2.00 AC EX-S1 3.21 ACEX-S2 15.87 AC EX-N 0.17 AC OFF-N 0.39 AC OFF-E 0.41 AC FI G U R E 3 . 1 PR E - D E V E L O P E D B A S I N M A P Da t e : N o v e m b e r 1 3 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S AR I A ZI O N S V I L L E , I N U S 4 2 1 ( M I C H I G A N R O A D ) G G G G W O H U O H U O H U O H U O H U O H U O H U O H U OHU OHU OHU OHU OHU AN D R A D E DR I V E LOT 2 0.25 AC LOT 1 5.86 ACLOT 3 14.56 AC W W WEST O N P O I N T E D R I V E RE D D R O A D OFF-N 0.39 AC OFF-E 0.41 AC DIR-N 0.13 AC DIR-S 1.11 AC DEV 14.14 AC FUT DEV 5.86 AC FI G U R E 3 . 2 PO S T - D E V E L O P E D B A S I N M A P Da t e : F e b r u a r y 2 0 , 2 0 1 9 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S AR I A ZI O N S V I L L E , I N Basin Name Area (Ac.) 10-yr Allowable Flow (cfs) 100-yr Allowable Flow (cfs) EX-SW 2.00 10-YR 0.1 EX-S1 3.21 100-YR 0.3 EX-S2 15.87 DIR-S 1.11 TOTAL 19.97 2.00 5.99 Job No.: Allowable Release Rate Calculations Aria 2/13/2019 W17-0567 Date: Project: Allowable Release Rate Multiplier (cfs/ac) KCS TPGPrepared By: Checked By: Basin Type of Cover/ Percent Weighted Name A B C D Condition of Cover of Basin A B C D CN DEV 0% 0% 39% 61% Impervious (Pond Area) 8% 98 98 98 98 98.0 0% 0% 39% 61% Commercial 70% 89 92 94 95 94.6 0% 0% 39% 61% Open Space, Good Cond. 22% 39 61 74 80 77.7 DEV 100%91.2 FUT DEV 0% 0% 48% 52% Commercial 90% 89 92 94 95 94.5 0% 0% 48% 52% Open Space, Good Cond. 10% 39 61 74 80 77.1 FUT DEV 92.8 OFF-N 0% 80% 20% 0% Impervious 2% 98 98 98 98 98.0 0% 80% 20% 0% Open Space, Good Cond. 98% 39 61 74 80 63.6 OFF-N 64.3 OFF-E 0% 70% 30% 0% Impervious 12% 98 98 98 98 98.0 0% 70% 30% 0% Open Space, Good Cond. 88% 39 61 74 80 64.9 OFF-E 68.9 Weighted Curve Project:Aria Number Calculations Date:11/13/2018 Prepared By:TPG Soil Group % Curve Number (CN) Job No.:W17-0567 Proposed Conditions Checked By:KCS Sh a l l o w C o n c F l o w T r a v e l T i m e : Ch a n n e l F l o w T r a v e l T i m e : Fa r m F i e l d 0 . 1 7 G r a s s 0 . 0 3 De n s e G r a s s 0 . 2 4 C o n c r e t e 0 . 0 1 5 Sh a l l o w C o n c F l o w ( U n p a v e d ) : Pa v e m e n t 0 . 0 1 1 R i p - R a p 0 . 0 3 5 Sh a l l o w C o n c F l o w ( P a v e d ) : 2 Y r , 2 4 H r R a i n f a l l = 2 . 7 3 Ov e r l a n d F l o w T r a v e l T i m e : Tc m i n i m u m = 5 Pa v e d G u t t e r & C h a n n e l F l o w Tc Ba s i n L e n S n T _ t L e n S n T _ t L e n S P a v e / U n V e l T _ t L e n A P w r S n V e l T _ t (f t ) % ( m i n ) ( f t ) % ( m i n ) ( f t ) % P o r U ( f t / s ) ( m i n ) ( f t ) ( s f ) ( f t ) ( f t ) % ( f t / s ) ( m i n ) ( m i n ) DE V 1 0 0 1 . 5 0 0 . 2 4 1 7 0 2 8 1 . 0 0 U 1 . 6 1 0 1 1 2 1 3 . 0 0 6 24 FU T D E V 0 0 0 0 7 OF F - N 0 0 0 0 5 OF F - E 0 0 0 0 5 Pr e p a r e d B y : TP G Ti m e o f C o n c e n t r a t i o n C a l c u l a t i o n s Pr o j e c t : Ar i a Pr o p o s e d C o n d i t i o n s Da t e : 11 / 1 3 / 2 0 1 8 Jo b N o . : W 1 7 - 0 5 6 7 Ch e c k e d B y : KC S Ch a n n e l F l o w Ma n n i n g s V a l u e s ( n ) Ov e r l a n d F l o w C h a n n e l F l o w Ov e r l a n d F l o w O v e r l a n d F l o w S h a l l o w C o n c . F l o w Stormwater Technical Standards - Chapter 2 – Page 3 TABLE 2-4 Rainfall Intensities for Various Return Periods and Storm Durations Intensity (Inches/Hour) Duration Return Period (Years) 2 5 10 25 50 100 5 min 5.12 6.49 7.46 8.64 9.56 10.46 10 min 3.99 5.04 5.76 6.6 7.25 7.87 15 min 3.26 4.13 4.72 5.44 5.98 6.52 30 min 2.18 2.82 3.28 3.84 4.27 4.71 60 min 1.34 1.77 2.09 2.49 2.82 3.15 120 min 0.78 1.04 1.24 1.5 1.71 1.93 3 hr 0.55 0.74 0.88 1.07 1.23 1.39 6 hr 0.33 0.44 0.53 0.64 0.74 0.84 12 hr 0.19 0.25 0.3 0.36 0.41 0.47 24 hr 0.11 0.15 0.17 0.21 0.23 0.26 Source: NOAA, National Weather Service, "Precipitation-Frequency Atlas of the United States", NOAA Atlas 14, Volume 2, Version 2, 2004, for Whitestown, Indiana. (values for intermediate durations can be logarithmically interpolated.) TABLE 2-5 Rainfall Depths for Various Return Periods Depth (Inches) Duration Return Period (Years) 1 2 5 10 25 50 100 24 Hrs.2.47 2.73 3.59 4.20 5.00 5.63 6.29 Source: NOAA, National Weather Service, "Precipitation-Frequency Atlas of the United States", NOAA Atlas 14, Volume 2, Version 2, 2004, for Whitestown, Indiana. A:POND U:DEV U:FUT DEV U:OFF-N U:OFF-E T:BNDYD:POND OCS ARIA - W17-0567 PROPOSED DETENTION CALCULATIONS ICPR ROUTING SCHEMATIC ARIA - W17-0567 PROPOSED DETENTION CALCULATIONS ICPR INPUT REPORT ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DEV Node: POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 24.00 Area(ac): 14.140 Time Shift(hrs): 0.00 Curve Number: 91.20 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: FUT DEV Node: POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 7.00 Area(ac): 5.860 Time Shift(hrs): 0.10 Curve Number: 92.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: OFF-E Node: POND Status: Offsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.410 Time Shift(hrs): 0.12 Curve Number: 68.90 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: OFF-N Node: POND Status: Offsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.390 Time Shift(hrs): 0.10 Curve Number: 64.30 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDY Base Flow(cfs): 0.000 Init Stage(ft): 889.230 Group: BASE Warn Stage(ft): 889.230 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 889.230 99.00 889.230 ------------------------------------------------------------------------------------------ Name: POND Base Flow(cfs): 0.000 Init Stage(ft): 892.000 Group: BASE Warn Stage(ft): 896.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 892.000 1.5440 893.000 1.6640 893.001 1.9020 894.000 2.0410 895.000 2.1840 896.000 2.3330 ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: POND OCS From Node: POND Length(ft): 408.00 Group: BASE To Node: BNDY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 15.00 15.00 Flow: Both Rise(in): 15.00 15.00 Entrance Loss Coef: 0.500 Invert(ft): 892.000 890.980 Exit Loss Coef: 0.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 4 for Drop Structure POND OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: None Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 12.00 Invert(ft): 893.580 Rise(in): 6.00 Control Elev(ft): 893.580 *** Weir 2 of 4 for Drop Structure POND OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: None Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 18.00 Invert(ft): 894.300 Rise(in): 6.00 Control Elev(ft): 894.300 *** Weir 3 of 4 for Drop Structure POND OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 8.00 Invert(ft): 892.000 Rise(in): 8.00 Control Elev(ft): 892.000 *** Weir 4 of 4 for Drop Structure POND OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 18.00 Invert(ft): 894.200 Rise(in): 12.00 Control Elev(ft): 894.200 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 001YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Road\ICPR\001YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.47 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ------------------------------------------------------------------------------------------ ---------- Name: 010YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Road\ICPR\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 4.20 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ------------------------------------------------------------------------------------------ ---------- Name: 100YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Road\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.29 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 001YR-24HR Hydrology Sim: 001YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Road\ICPR\001YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 60.000 5.000 Group Run --------------- ----- BASE Yes ------------------------------------------------------------------------------------------ ---------- Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Road\ICPR\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 36.000 5.000 Group Run --------------- ----- BASE Yes ------------------------------------------------------------------------------------------ ---------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Road\ICPR\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 36.000 5.000 Group Run --------------- ----- BASE Yes ARIA - W17-0567 PROPOSED DETENTION CALCULATIONS ICPR BASIN REPORT Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 001YR-24HR DEV BASE 12.16 21.42 1.597 81979 010YR-24HR DEV BASE 12.11 42.29 3.225 165536 100YR-24HR DEV BASE 12.11 67.32 5.257 269828 001YR-24HR FUT DEV BASE 12.11 14.04 1.731 36825 010YR-24HR FUT DEV BASE 12.11 26.16 3.389 72087 100YR-24HR FUT DEV BASE 12.09 40.60 5.438 115679 001YR-24HR OFF-E BASE 12.13 0.25 0.403 600 010YR-24HR OFF-E BASE 12.13 0.90 1.390 2069 100YR-24HR OFF-E BASE 12.13 1.84 2.927 4357 001YR-24HR OFF-N BASE 12.12 0.14 0.267 378 010YR-24HR OFF-N BASE 12.11 0.68 1.103 1562 100YR-24HR OFF-N BASE 12.11 1.52 2.497 3534 ARIA - W17-0567 PROPOSED DETENTION CALCULATIONS (NO CPV FLOW - ONSITE BASINS ONLY) ICPR NODE REPORT Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs ------------------------------------------------------------------------------------------ BNDY 001YR-24HR 889.23 889.23 0.0000 0 0.00 0.00 BNDY 010YR-24HR 889.23 889.23 0.0000 0 1.66 0.00 BNDY 100YR-24HR 889.23 889.23 0.0000 0 4.68 0.00 POND 001YR-24HR 893.57 896.00 0.0050 86323 34.32 0.00 POND 010YR-24HR 894.31 896.00 0.0050 90808 66.66 1.66 POND 100YR-24HR 895.27 896.00 0.0050 96859 105.29 4.68 ARIA - W17-0567 PROPOSED DETENTION CALCULATIONS (CPV FLOW - ONSITE BASINS ONLY) ICPR NODE REPORT Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs ------------------------------------------------------------------------------------------ BNDY 001YR-24HR 889.23 889.23 0.0000 0 1.23 0.00 BNDY 010YR-24HR 889.23 889.23 0.0000 0 1.97 0.00 BNDY 100YR-24HR 889.23 889.23 0.0000 0 4.79 0.00 POND 001YR-24HR 893.14 896.00 0.0050 83704 34.34 1.23 POND 010YR-24HR 894.17 896.00 0.0050 89995 66.70 1.97 POND 100YR-24HR 895.19 896.00 0.0050 96345 105.28 4.79 ARIA - W17-0567 PROPOSED DETENTION CALCULATIONS (CPV FLOW - ONSITE AND OFFSITE BASINS) ICPR NODE REPORT Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs ------------------------------------------------------------------------------------------ BNDY 001YR-24HR 889.23 889.23 0.0000 0 1.23 0.00 BNDY 010YR-24HR 889.23 889.23 0.0000 0 1.99 0.00 BNDY 100YR-24HR 889.23 889.23 0.0000 0 4.88 0.00 POND 001YR-24HR 893.15 896.00 0.0050 83744 34.65 1.23 POND 010YR-24HR 894.20 896.00 0.0050 90168 68.09 1.99 POND 100YR-24HR 895.24 896.00 0.0050 96666 108.57 4.88 t=51.4hrs V = 0.461 ac-ft 10% Vp = 0.188 ac-ft t = 27.4 hrs V = 1.282 ac-ft 60% Vp = 1.126 ac-ft tp = 15.4 hrs Vp = 1.877 ac-ft We i r Lo c a t i o n De p t h , d ( f t ) Bo t t o m W i d t h , b ( f t ) n Sl o p e , S (f t / f t ) Si d e S l o p e , y ( H : V ) Ar e a , A (f t 2) W e t t e d Pe r i m e t e r , Pw ( f t ) Hy d r a u l i c Ra d i u s , R (f t ) Ve l o c i t y , V ( f t / s ) M a x . Di s c h a r g e , Q ( c f s ) 1. 2 5 * M a x Po n d I n f l o w (c f s ) Ca p a c i t y Ch e c k PO N D 1 . 2 0 3 1 . 0 0 . 0 3 0 0 . 0 2 0 0 4 4 2 . 9 6 4 0 . 9 0 1 . 0 5 7 . 2 6 1 3 7 . 2 1 1 3 5 . 6 3 O K Ch e c k e d B y : Pr e p a r e d B y : Ar i a 11 / 1 3 / 2 0 1 8 W1 7 - 0 5 6 7 KC S TP G Em e r g e n c y O v e r f l o w We i r C a l c u l a t i o n s Pr o j e c t : Da t e : Jo b N o . : PIPE SIZING CALCULATIONS LOT 3 14.56 AC 5 9 0 . 0 7 A C 58 0.14 AC 56 0.25 AC 570.17 AC 5 3 0 . 0 7 A C 52 0.14 AC 50 0.25 AC 51 0.17 AC 0.10 A C0.10 A C 72 0.50 AC73 0.35 AC 0.38 AC 4 7 0 . 4 8 A C 46 0.16 AC 60 1.18 AC61 0.33 AC 540.11 AC 55 0. 4 3 A C 22 0.46 AC23 0.25 AC24 0.20 AC 2 5 0 . 2 4 A C 26 0. 1 2 A C 43 0 . 1 1 A C 6 2 0 . 2 0 A C 37 0.28 AC 36 0.43 AC 31 0.20 AC 32 0.07 AC 33 0.45 AC 34 0.30 AC 210.12 AC FI G U R E 4 . 1 ST O R M I N L E T B A S I N M A P Da t e : F e b r u a r y 1 3 , 2 0 1 9 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S AR I A ZI O N S V I L L E , I N U S 4 2 1 ( M I C H I G A N R O A D ) O H U O H U O H U LOT 2 0.25 AC LOT 1 5.86 AC W W W WEST O N P O I N T E D R I V E RE D D R O A D 51 35-FUT 3.33 AC 19 0. 1 1 A C 18 0. 1 1 A C 170.11 AC 160.14 AC 0.14 AC 0.15 AC 14 13 28 29 0.10 A C0.10 A C 15 0.34 AC72 0.50 AC73 0.35 AC 20 0. 2 3 A C 35 0.38 AC 45 0. 1 5 A C 4 7 0 . 4 8 A C 46 0.16 AC 540.11 AC 55 0. 4 3 A C 22 0.46 AC 37 36 0.43 AC 31 0.20 AC 32 0.07 AC 33 0.45 AC 34 0.30 AC 210.12 AC FI G U R E 4 . 2 ST O R M I N L E T B A S I N M A P Da t e : F e b r u a r y 1 3 , 2 0 1 9 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S AR I A ZI O N S V I L L E , I N OH U OHU OHU OHU OHU OHU OHU OHU OHU AN D R A D E DR I V E LOT 3 14.56 AC 5 9 0 . 0 7 A C 58 0.14 AC 56 0.25 AC 570.17 AC 5 3 0 . 0 7 A C 52 0.14 AC 50 0.25 AC 51 0.17 AC 0.38 AC 4 7 0 . 4 8 A C 46 0.16 AC 60 1.18 AC61 0.33 AC 540.11 AC 55 0. 4 3 A C 0.20 AC 2 5 0 . 2 4 A C 26 0. 1 2 A C 43 0 . 1 1 A C 6 2 0 . 2 0 A C 42 0.2 6 A C 41 0.13 AC 40 0.32 AC 39 0.44 AC 38 0.15 AC 37 0.28 AC 36 0.43 AC 31 0.20 AC 32 0.07 AC 33 0.45 AC 34 0.30 AC FI G U R E 4 . 3 ST O R M I N L E T B A S I N M A P Da t e : F e b r u a r y 2 1 , 2 0 1 9 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S AR I A ZI O N S V I L L E , I N U S 4 2 1 ( M I C H I G A N R O A D ) G G G G G W W O H U O H U O H U O H U OHU OHU OHU OHU OHU OH U LOT 1 5.86 AC W 35-FUT 3.33 AC 45-FUT 2.71 AC 19 0. 1 1 A C 18 0. 1 1 A C 20 0. 2 3 A C 35 0.38 AC 45 0. 1 5 A C 4 7 0 . 4 8 A C 46 0.16 AC 540.11 AC 0. 4 3 A C 0.46 AC 39 0.44 AC 38 0.15 AC 37 0.28 AC 36 0.43 AC 31 0.20 AC 32 0.07 AC 33 0.45 AC 34 0.30 AC 0.12 AC FI G U R E 4 . 4 ST O R M I N L E T B A S I N M A P Da t e : F e b r u a r y 1 3 , 2 0 1 9 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S AR I A ZI O N S V I L L E , I N Project: Date: Job No.: Checked By: Prepared By: Str. # Total Total Impervious Total Pervious Composite Drainage Area Area "c" Value Area, At Aimp Aper (acre) (acre) (acre) Cw 26 0.12 0.08 0.04 0.65 25 0.24 0.22 0.02 0.80 24 0.20 0.15 0.04 0.70 23 0.25 0.19 0.06 0.69 22 0.46 0.38 0.08 0.73 21 0.12 0.11 0.01 0.78 20 0.23 0.02 0.21 0.25 19 0.11 0.08 0.03 0.67 18 0.11 0.08 0.03 0.66 17 0.11 0.09 0.02 0.75 16 0.14 0.10 0.04 0.67 15 0.34 0.00 0.34 0.20 14 0.14 0.12 0.02 0.75 13 0.15 0.12 0.03 0.73 29 0.10 0.08 0.01 0.78 28 0.10 0.09 0.01 0.77 34 0.30 0.27 0.03 0.79 33 0.45 0.39 0.06 0.77 32 0.07 0.04 0.03 0.56 31 0.20 0.17 0.03 0.75 35 0.38 0.04 0.34 0.27 35-FUT 3.33 0.78 55 0.43 0.22 0.22 0.52 54 0.11 0.07 0.04 0.62 73 0.35 0.03 0.32 0.25 72 0.50 0.02 0.48 0.23 57 0.17 0.17 0.00 0.84 56 0.25 0.23 0.02 0.80 58 0.14 0.14 0.00 0.85 59 0.07 0.07 0.00 0.82 62 0.20 0.15 0.05 0.67 61 0.33 0.17 0.17 0.52 60 1.18 0.67 0.51 0.57 43 0.11 0.07 0.03 0.64 42 0.26 0.24 0.02 0.79 41 0.13 0.10 0.03 0.70 40 0.32 0.26 0.06 0.73 39 0.44 0.38 0.06 0.76 38 0.15 0.13 0.03 0.74 37 0.28 0.26 0.02 0.80 Value Calculations Composite "c" KCS TPG Aria 11/13/2018 W17-0567 Project: Date: Job No.: Checked By: Prepared By: Str. # Total Total Impervious Total Pervious Composite Drainage Area Area "c" Value Area, At Aimp Aper (acre) (acre) (acre) Cw Value Calculations Composite "c" KCS TPG Aria 11/13/2018 W17-0567 36 0.43 0.38 0.06 0.77 45 0.15 0.00 0.15 0.20 45-FUT 2.71 0.78 47 0.48 0.25 0.23 0.54 46 0.16 0.12 0.04 0.69 51 0.17 0.17 0.00 0.84 50 0.25 0.24 0.02 0.80 52 0.14 0.14 0.00 0.85 53 0.07 0.07 0.00 0.82 Sh a l l o w C o n c F l o w T r a v e l T i m e : Ch a n n e l F l o w T r a v e l T i m e : Sh o r t  Gr a s s 0 . 1 5 G r a s s 0 . 0 3 De n s e  Gr a s s 0 . 2 4 C o n c r e t e 0 . 0 1 5 Sh a l l o w C o n c F l o w ( U n p a v e d ) : Pa v e m e n t 0 . 0 1 1 R i p ‐Ra p 0 . 0 3 5 Sh a l l o w C o n c F l o w ( P a v e d ) : 2 Yr ,  24  Hr  Ra i n f a l l = 2 . 7 3 Ov e r l a n d F l o w T r a v e l T i m e : Tc  mi n i m u m = 5 Pa v e d G u t t e r & C h a n n e l F l o w Tc Ba s i n L e n S n T _ t L e n S n T _ t L e n S P a v e / U n V e l T _ t L e n A P w r S n V e l T _ t (f t ) % ( m i n ) ( f t ) % ( m i n ) ( f t ) % P  or  U( f t /s) ( m i n ) ( f t ) ( s f ) ( f t ) ( f t ) % ( f t /s) ( m i n ) ( m i n ) 26 0 0 0 0 5 . 0 25 0 0 0 0 5 . 0 24 0 0 0 0 5 . 0 23 0 0 0 0 5 . 0 22 0 0 0 0 5 . 0 21 0 0 0 0 5 . 0 20 6 4 3 . 6 0 0 . 2 4 9 0 0 0 8 . 5 19 0 0 0 0 5 . 0 18 0 0 0 0 5 . 0 17 0 0 0 0 5 . 0 16 0 0 0 0 5 . 0 15 1 0 0 1 . 5 0 0 . 2 4 1 7 0 2 8 1 . 0 0 U 1 . 6 1 0 0 1 7 . 6 14 0 0 0 0 5 . 0 13 0 0 0 0 5 . 0 29 0 0 0 0 5 . 0 28 0 0 0 0 5 . 0 34 0 0 0 0 5 . 0 33 0 0 0 0 5 . 0 32 0 0 0 0 5 . 0 31 0 0 0 0 5 . 0 35 6 4 2 . 7 0 0 . 2 4 1 0 0 0 0 9 . 6 35 ‐FU T 0 0 0 0 7 . 0 55 3 4 4 . 4 0 0 . 2 4 5 0 1 1 6 1 . 0 0 U 1 . 6 1 1 0 6 . 0 54 0 0 0 0 5 . 0 73 5 3 4 . 0 0 0 . 2 4 7 0 3 2 1 . 0 0 U 1 . 6 1 0 0 7 . 4 72 7 1 1 . 3 0 0 . 2 4 1 4 0 6 1 1 . 0 0 U 1 . 6 1 1 0 1 4 . 6 57 0 0 0 0 5 . 0 56 0 0 0 0 5 . 0 Ti m e o f C o n c e n t r a t i o n Ca l c u l a t i o n s Pr e p a r e d B y : Ch e c k e d B y : Jo b N o . : Da t e : Pr o j e c t : A r i a 11 / 1 3 / 2 0 1 8 W1 7 - 0 5 6 7 KC S TP G Ch a n n e l  Fl o w Ov e r l a n d  Fl o w C h a n n e l  Fl o w Ma n n i n g s  Va l u e s  (n ) Ov e r l a n d  Fl o w O v e r l a n d  Fl o w S h a l l o w  Co n c .  Fl o w Sh a l l o w C o n c F l o w T r a v e l T i m e : Ch a n n e l F l o w T r a v e l T i m e : Sh o r t  Gr a s s 0 . 1 5 G r a s s 0 . 0 3 De n s e  Gr a s s 0 . 2 4 C o n c r e t e 0 . 0 1 5 Sh a l l o w C o n c F l o w ( U n p a v e d ) : Pa v e m e n t 0 . 0 1 1 R i p ‐Ra p 0 . 0 3 5 Sh a l l o w C o n c F l o w ( P a v e d ) : 2 Yr ,  24  Hr  Ra i n f a l l = 2 . 7 3 Ov e r l a n d F l o w T r a v e l T i m e : Tc  mi n i m u m = 5 Pa v e d G u t t e r & C h a n n e l F l o w Tc Ba s i n L e n S n T _ t L e n S n T _ t L e n S P a v e / U n V e l T _ t L e n A P w r S n V e l T _ t (f t ) % ( m i n ) ( f t ) % ( m i n ) ( f t ) % P  or  U( f t /s) ( m i n ) ( f t ) ( s f ) ( f t ) ( f t ) % ( f t /s) ( m i n ) ( m i n ) Ti m e o f C o n c e n t r a t i o n Ca l c u l a t i o n s Pr e p a r e d B y : Ch e c k e d B y : Jo b N o . : Da t e : Pr o j e c t : A r i a 11 / 1 3 / 2 0 1 8 W1 7 - 0 5 6 7 KC S TP G Ch a n n e l  Fl o w Ov e r l a n d  Fl o w C h a n n e l  Fl o w Ma n n i n g s  Va l u e s  (n ) Ov e r l a n d  Fl o w O v e r l a n d  Fl o w S h a l l o w  Co n c .  Fl o w 58 0 0 0 0 5 . 0 59 0 0 0 0 5 . 0 62 0 0 0 0 5 . 0 61 2 6 6 . 7 0 0 . 2 4 3 0 7 6 1 . 0 0 U 1 . 6 1 1 0 5 . 0 60 9 9 1 . 1 0 0 . 2 4 1 9 0 0 0 . 0 0 P 0 . 0 0 0 0 1 9 . 5 43 0 0 0 0 5 . 0 42 0 0 0 0 5 . 0 41 0 0 0 0 5 . 0 40 0 0 0 0 5 . 0 39 0 0 0 0 5 . 0 38 0 0 0 0 5 . 0 37 0 0 0 0 5 . 0 36 0 0 0 0 5 . 0 45 4 2 1 . 3 0 0 . 2 4 9 0 1 0 6 1 . 0 0 U 1 . 6 1 1 0 1 0 . 3 45 ‐FU T 0 0 0 0 7 . 0 47 3 4 4 . 4 0 0 . 2 4 5 0 1 1 6 1 . 0 0 U 1 . 6 1 1 0 6 . 0 46 0 0 0 0 5 . 0 51 0 0 0 0 5 . 0 50 0 0 0 0 5 . 0 52 0 0 0 0 5 . 0 53 0 0 0 0 5 . 0 Pr o j e c t : Da t e : Jo b N o . : Ch e c k e d B y : Pr e p a r e d B y : Mi n . T r a v e l L a n e R e q u i r e d = 1 0 f t En t r a n c e R o a d W i d t h ( F - F ) = 3 9 f t St u b R o a d W i d t h ( F - F ) = 2 7 f t * To t a l F l o w , % N e t F l o w , L o n g i t u d i n a l C r o s s S l o p e , M a n n i n g ' s D e p t h a t G u t t e r S p r e a d , M i n . C l e a r T r a v e l Q F l o w F l o w Qne t Sl o p e , S S x C o e f f i c i e n t , C a s t i n g , D G S L a n e W i d t h St r . # ( c f s ) D i r e c t i o n ( % ) ( c f s ) ( % ) ( % ) N ( f t ) ( f t ) (f t ) Le f t 4 0 0 . 3 3 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 3 0 Ri g h t 6 0 0 . 4 9 1 . 7 6 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 5 0 Le f t 6 0 0 . 4 7 1 . 7 6 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 4 2 Ri g h t 4 0 0 . 3 1 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 2 2 Le f t 6 0 0 . 4 2 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 1 0 4. 7 2 Ri g h t 4 0 0 . 2 8 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 8 4. 0 5 Le f t 4 5 0 . 2 7 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 8 4. 0 2 Ri g h t 5 5 0 . 3 4 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 3 4 Le f t 3 0 0 . 1 7 0 . 6 0 2 . 0 8 0 . 0 1 3 0 . 0 8 3. 7 1 Ri g h t 7 0 0 . 4 0 1 . 6 8 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 2 0 Le f t 6 0 0 . 3 5 1 . 6 8 2 . 0 8 0 . 0 1 3 0 . 0 8 3. 9 9 Ri g h t 4 0 0 . 2 3 0 . 6 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 1 6 Le f t 7 5 0 . 4 1 1 . 3 6 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 3 9 Ri g h t 2 5 0 . 1 4 0 . 6 0 2 . 0 8 0 . 0 1 3 0 . 0 7 3. 3 9 Le f t 2 5 0 . 1 4 0 . 6 0 2 . 0 8 0 . 0 1 3 0 . 0 7 3. 4 2 Ri g h t 7 5 0 . 4 1 1 . 3 6 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 4 2 Gu t t e r S p r e a d C a l c u l a t i o n s Ar i a 11 / 1 3 / 2 0 1 8 W1 7 - 0 5 6 7 KC S TP G 16 0 . 7 0 29 . 9 17 0 . 6 1 13 0 . 8 2 30 . 1 14 0 . 7 8 28 0 . 5 7 30 . 6 29 0 . 5 8 ** 18 0 . 5 4 18 . 2 19 0 . 5 5 Pr o j e c t : Da t e : Jo b N o . : Ch e c k e d B y : Pr e p a r e d B y : Si n g l e D o u b l e We i r F l o w ( d < 0 . 3 ' ) 2. 1 4 . 2 Or i f i c e F l o w ( d > 0 . 4 ' ) 5. 5 1 1 1. 0 5 2 . 1 Gu t t e r S p r e a d 4. 2 5 . 5 0 Mi n . T r a v e l L a n e R e q u i r e d = 1 0 f t 0. 0 0 En t r a n c e R o a d W i d t h ( F - F ) = 3 9 f t St u b R o a d W i d t h ( F - F ) = 2 7 f t * Fl o w , D e p t h D e p t h S t r e e t C r o s s G u t t e r S p r e a d , G u t t e r S p r e a d , C l e a r T r a v e l Q # o f W e i r , d O r i f i c e , d S l o p e , S x G S ( w e i r ) G S ( o r i f i c e ) L a n e W i d t h I n l e t T y p e St r . # ( c f s ) I n l e t s ( f t ) ( f t ) ( % ) ( f t ) ( f t ) ( f t ) (s i n g l e / d o u b l e ) 13 0 . 8 2 1 0 . 1 6 0 . 0 3 2 . 0 8 7 . 7 8 1 . 2 3 SI N G L E  IN L E T 14 0 . 7 8 1 0 . 1 6 0 . 0 2 2 . 0 8 7 . 5 2 1 . 1 1 SI N G L E  IN L E T 16 0 . 7 0 1 0 . 1 5 0 . 0 2 2 . 0 8 7 . 0 0 0 . 8 9 SI N G L E  IN L E T 17 0 . 6 1 1 0 . 1 3 0 . 0 1 2 . 0 8 6 . 3 9 0 . 6 8 SI N G L E  IN L E T 28 0 . 5 7 1 0 . 1 3 0 . 0 1 2 . 0 8 6 . 1 0 0 . 5 9 SI N G L E  IN L E T 29 0 . 5 8 1 0 . 1 3 0 . 0 1 2 . 0 8 6 . 1 8 0 . 6 1 SI N G L E  IN L E T * 18 0 . 5 4 1 0 . 1 2 0 . 0 1 2 . 0 8 5 . 8 9 0 . 5 3 SI N G L E  IN L E T * 19 0 . 5 5 1 0 . 1 2 0 . 0 1 2 . 0 8 5 . 9 6 0 . 5 5 SI N G L E  IN L E T Ne e n a h  R‐32 8 7 ‐10 V Ar i a W 1 7 - 0 5 6 7 KC S TP G 11 / 1 3 / 2 0 1 8 Cu r b I n l e t Ca p a c i t y C a l c u l a t i o n s Ca s t i n g  De p t h ,  Cd  (f t )  = P,  50 %  Cl o g g e d  (f t )  = A,  50 %  Cl o g g e d  (f t 2) = We i r  Pe r i m e t e r ,  P (f t )  = Op e n  Ar e a ,  A (f t 2) = 26 . 7 15 . 2 23 . 7 25 . 6 Ca s t i n g  Le n g t h ,  Cl  (f t )  = Project:Aria Date:11/13/2018 Job No.:W17-0567 Checked By:KCS Prepared By:TPG Weir Condition (d<0.3') Orifice Condition (d>0.4') Neenah R‐3405 Open Area, A (ft2) =1.5 Weir Perimeter, P (ft) =7.9 A, 50% Clogged (ft2) =0.75 P, 50% Clogged (ft) =3.95 Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 26 0.58 0.13 0.03 0.13 OK 25 1.43 0.24 0.15 0.24 OK 24 1.04 0.20 0.08 0.20 OK 23 1.28 0.23 0.12 0.23 OK 22 2.50 0.35 0.46 0.35 OK 21 0.70 0.15 0.04 0.15 OK 34 1.76 0.28 0.23 0.28 OK 33 2.58 0.36 0.49 0.36 OK 32 0.29 0.08 0.01 0.08 OK 31 1.12 0.21 0.09 0.21 OK 62 1.00 0.19 0.07 0.19 OK 43 0.52 0.12 0.02 0.12 OK 42 1.53 0.26 0.17 0.26 OK 41 0.68 0.15 0.03 0.15 OK 40 1.74 0.28 0.23 0.28 OK 39 2.49 0.35 0.46 0.35 OK 38 0.83 0.17 0.05 0.17 OK 37 1.67 0.27 0.21 0.27 OK 36 2.47 0.35 0.45 0.35 OK Neenah R‐3287‐SB10 Open Area, A (ft2) =1.5 Weir Perimeter, P (ft) =5.5 A, 50% Clogged (ft2) =0.75 P, 50% Clogged (ft) =4.2 Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 57 1.06 0.19 0.08 0.19 OK 56 1.49 0.25 0.17 0.25 OK 58 0.89 0.18 0.06 0.18 OK 59 0.43 0.11 0.01 0.11 OK 51 1.06 0.20 0.08 0.20 OK 50 1.49 0.25 0.17 0.25 OK 52 0.89 0.18 0.06 0.18 OK 53 0.43 0.11 0.01 0.11 OK Inlet Capacity Calculations WATER QUALITY CALCULATIONS U S 4 2 1 ( M I C H I G A N R O A D ) G G G G W O H U O H U O H U O H U O H U O H U O H U O H U OHU OHU OHU OHU OHU AN D R A D E DR I V E LOT 2 0.25 AC LOT 1 5.86 ACLOT 3 14.56 AC W W WEST O N P O I N T E D R I V E RE D D R O A D WQ76/79 9.67 AC WQ62 1.71 AC WQ43 6.26 AC FI G U R E 5 . 1 WA T E R Q U A L I T Y B A S I N M A P Da t e : F e b r u a r y 2 1 , 2 0 1 9 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S AR I A ZI O N S V I L L E , I N ARIA - W17-0567 PROPOSED WATER QUALITY CALCULATIONS ICPR INPUT REPORT ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: WQ43 Node: BNDY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 14.30 Area(ac): 6.260 Time Shift(hrs): 0.00 Curve Number: 97.90 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: WQ62 Node: BNDY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 20.60 Area(ac): 1.710 Time Shift(hrs): 0.00 Curve Number: 94.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: WQ76/79 Node: BNDY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 24.40 Area(ac): 9.670 Time Shift(hrs): 0.00 Curve Number: 96.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDY Base Flow(cfs): 0.000 Init Stage(ft): 889.230 Group: BASE Warn Stage(ft): 889.230 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 889.230 99.00 889.230 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 1IN-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Road\ICPR\1IN-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 1IN-24HR Hydrology Sim: 1IN-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Road\ICPR\1IN-24HR.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.000 Group Run --------------- ----- BASE Yes ARIA - W17-0567 PROPOSED WATER QUALITY CALCULATIONS ICPR BASIN REPORT Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 1IN-24HR WQ43 BASE 12.04 5.67 0.781 17742 1IN-24HR WQ62 BASE 12.13 0.93 0.526 3265 1IN-24HR WQ76/79 BASE 12.15 6.25 0.689 24170 Project: Date: Job No: Checked By: Prepared By: 73.00 1.00 0.71 19.86 1.170 51,074 3.510 153,223 cubic ft 3*WQv ac-ft cubic ft KCS TPG AriaWater Quality Calculations W17-0567 February 13, 2019 PO N D I (Percent of Impervious Area) percent P inch of rainfall Rv (0.05 + 0.009 (I)) A (Area) acres WQv = P*Rv*A/12 ac-ft Project: Date: Job No: Checked By: Prepared By: Elevation Area (sf)Area (ac)Volume (cf)Volume (ac-ft) 876.0 1,826 0.042 0 0 890.5 50,879 1.168 382,111 8.772 890.5 59,925 1.376 382,167 8.773 892.0 67,276 1.544 477,504 10.962 892.00 10.962 3.510 TPG Provided Volume at 3*WQV Stage Storage Aria February 13, 2019 W17-0567 Pond (Below Normal Pool)KCS MISC. POND CALCULATIONS AND DETAILS SECTION A-A SECTION B-B A A BB POND - OUTLET STRUCTURE #64 NOT TO SCALE DETAIL EXHIBIT WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S SPILLWAY DETAIL NOT TO SCALE WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S DETAIL EXHIBIT Crandall Engineering, Inc. Professional Engineering Architectural Structural Civil Commercial Residential 236 East Main Street Gas City, IN 46933 Phone: (765) 677-0996 Fax: (765) 677-0997 Email: LCRANDALL@crandalleng.com Website: www.crandalleng.com Stormwater Management Technical Report KinderCare Learning Center – 10940 North Michigan Road, Carmel, IN 46032 Design by Crandall Engineering 2020-03-13 1. Project Description Narrative: The project is a proposed commercial development (1.33 acres) and future development sub-parcel (1.13 acres) on approximately 2.48 acres. The construction will consist of commercial building (child daycare), asphalt parking, utility extensions, and stormwater management. 2. Existing Condition: a. The existing project site is an undeveloped open field with fallow ground cover. Existing stormwater drains west to the pipe end section provided by the Michigan Road Retail Project. No existing utility or building is located within the property boundary. 3. Post-development Design (see post-development drainage map): a. The proposed site includes the construction of the commercial building, parking, utilities for the business, and stormwater system designed in accordance with “The City of Carmel Stormwater Technical Standards Manual.” b. The proposed stormwater pipe network is designed to handle the stormwater discharge of a 10-year storm event. Stormwater will collect in catch basins and discharge to an existing catch basin by connecting to the stormwater stub provided for the site. The stations used in the stormwater calculations are as follows: c. Station #1 consists of the northwest portion of the parking lot. It flows to the catch basin CB102 at the northwest region of the lot. Then it discharges through the underground pipe network to the existing stub connection. d. Station #2 consists of the northeast portion of the lot. It flows to the catch basin CB101 at the northeast region of the lot. Then it discharges through the underground pipe network to the existing stub connection. e. Station #3 consists of the northern half of the west parking lot and the play area. It flows to the northwest corner of the parking, and to catch basin CB103 near the depressed curb at that corner. Then it discharges through the underground pipe network to the existing stub connection. f. Station #4 consists of the north region of the roof. The west side of this station discharges through roof drains and daylights at the curb face to the west parking lot. Then it flows to catch basin CB103 and into the pipe network. The remainder of the station discharges through roof drains to the north parking lot where it flows to catch basin CB 101 and into the pipe network. Then it discharges through the underground pipe network to the existing stub connection. g. Station # 5 consists of the south region of the roof. The west side of this station discharges through roof drains and daylights at the curb face to the west parking lot. Then it flows to catch basin CB103 and into the pipe network. The remainder of the station discharges through roof drains and daylights at the ditch to the south of the building. It flows through the ditch to the end section with animal guard at the southwest corner of the parcel. Then it discharges through the underground pipe network to the existing stub connection. h. Station # 6 consists of the grassy area to the east, west, and south of the lot. Stormwater from the northwest region of the station flows to catch basin CB104 then to the underground pipe network. The rest of the stormwater of this station flows through the ditch to the south and to the end section with animal guard at the southwest corner of the parcel. Then it discharges through the underground pipe network to the existing stub connection. i. Station #7 consists of the southern portion of the west parking and play area. It flows west to the southwest corner of the parking, and to CB105 near the depressed curb at that corner, then through the underground pipe network to the existing stub connection. 4. Water Quality a. Water quality for the proposed KinderCare Learning site will be treated off-site at the Aria Development. Water quality will be provided with three mechanical water quality units sized to serve the Aria development and the Michigan Road Retail Site which includes the KinderCare Learning site. Refer to the “Stormwater Technical Report for Michigan Road Site” which was approved for the Aria Development and Michigan Road Retail Development for more details on the water quality units. 5. Stormwater Detention: a. Stormwater detention and restricted release will be provided by a large detention basin on the Aria Development site. This detention will store water for the multi- family development and the Michigan Road Retail Site Development which includes the proposed KinderCare Learning Center site. The runoff curve number for the proposed KinderCare Learning Center site is 88.60. The detention sizing calculations assumed a runoff curve number of 92.5 for this commercial development. Please refer to the “Stormwater Technical Report for Michigan Road Site” which was approved for the Aria Development and Michigan Road Retail Development for more details on the detention sizing and release rate. 6. Stormwater Technical Report Index a. Document A: Narrative b. Document B: Pre-development Runoff Map c. Calculation B1: Pre-development Runoff Calculations d. Document C: Post-development Runoff Map e. Calculation C1: Post-development Runoff Calculations f. Calculation E1: Storm Sewer Pipe Discharge Calculation g. Document: NRCS Soil Report h. Document: NWI Wetland Map i. Document: National Flood Hazard Map 336 897.71CLO 117902.17BCIC 118902.26BCIC 119902.34BCIC 120901.80BCIC 129901.95BCIC 130902.44BCIC 131902.39BCIC 139902.74BCIC 238902.92BCIC 246902.93BCIC 251902.68BCIC 370902.07BCIC 371902.18BCIC 376901.31BCIC 377 901.55BCIC 368901.11BCIC-EC 369 901.29BCIC-EC 901.10BCIC-EC 115902.19COMS-BMH 113901.48COMS-ORANGE-NT 123901.65COMS-ORANGE-NT 124901.78COMS-ORANGE-NT 125901.81COMS-ORANGE-NT 126901.78COMS-ORANGE-NT 132902.26COMS-ORANGE-NT133902.20COMS-ORANGE-NT 134901.80COMS-ORANGE-NT 135902.43COMS-ORANGE-NT 237 902.59COMS-ORANGE-NT 3 902.94CRBS 109902. 34EC110902.47EC 111902.50EC 112902.40EC 114902.31EC116902.53EC 122902.05EC 127901.90EC 137902. 85EC138902.88EC 140902. 97EC141903.07EC 239903.15EC240903.19EC 241903.19EC 247 903.29EC248903.30EC 252902.92EC253903.07EC 259 260902.61EC 373 902.11EC 374 902.31EC 121901.76EC-EC 128901.89EC-EC 318897.87EG 319897.80EG 320897.55EG 321897.97EG 322897.83EG 323897.31EG 324898.08EG EG 142898.93 143897.89 144897.77 145897.74 146898.18147898.78148898.45149897.95 150897.36151896.39152896.77153897.39154898.61155899.94156899.83 157899.60 158899.63 159897.98 160896.95 161896. 13162898.79163898.87 898.86 166897.19 167896.41 168899.40 169899.91 170897.56 171897.11 184897.00 185897.06 186896.86 187896.49 188896.28 189896.96 190897.56 191896.49 192898.25 193898.79 194898.69 195 898.00 196897.41 197898.28 198898.52 199897.74 208 899.14 209 899.62 210899.65211899.12 212898.89 213899.05 214898.42 215898.08 216898.11 217898.85 218899.07 219898.88 220 899.93 221899.93 222900.79 223 900.60 232900.57 233 900.60 234899.78235899.72 242899.90 243898.60 249 899.58 250 900.75 263900.36 108902.08INLETC 136902.64INLETC 372902.15INLETC 256902.45SGN 375 901.85SMH 391902.16SMH 411901.64SMH 412901.64SMH-RIM 244 900.53SSFM 245902.47SSFM 254902.74SSFM255900.92SSFM 261902. 59SSFM262900.74SSFM 362 899.70WTR-VAULT 335898.20WTR-WV-NT Sani ta ry ForcemainSani taryForcema in903903903 903903902902901901900 900900899 899899899 899 8998 9 8 8 9 8 898 89889889 7 897 8 9 7 897897897WTRWTRWTRWTRWTR WTRWTRWTRWT R WTRWTROVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHDOVHD OVH D OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHDOVHDSTMST MSTMSTMSTMCOMCOMCOM COMSTMST M STMSTMSTMSTMSTMSTM ST M STMSTMSTMSTMSTM STM STMSTMSTMSTM STMSTMSTMSTMSTMSTM STM STMSTMSTMSTMSTM STMSTMSTMSTMSTMSTM STMSTMSTM STM STM STMSAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SANSANSANSANINDOTEASEMENTINST. #200500073534 ARIA LAND JV, LLC INST. #2019008649 APPROXIMATE 15' ELECTRIC EASEMENT LOCATION -ACUTAL CENTERLINE LOCATION TO FOLLOW ELECTRIC LINES UPONINSTALLATIONINST. #2019018084TEMPORARYAC CESSEASE M ENTINST. #201900 8 7 7 164'TOTAL AREA 291,215 Sq. Feet ± 6. 685 Acres ±S 11°46'00" E 153.65'S 13°12'49" E 233.15'S 00°23'46" W 683. 03'WEEDS WEEDS WEEDSWEST LINE OF SW 14 OF S6- T17N- R3E - HAMILTONCOUNTY LINEEAST LINE OF SE 14 OF S1-T17N-R2E - BOONE COUNTY LINEMICHIGAN ROADVARIABLE PUBLIC R/WCOMMON AREA 10, 692 Sq. Feet ±0.245 Acres ±RIGHT- OF-WAY 63,701 Sq. Feet ±1. 462 Acres ± LOT 1 108,070 Sq. Feet ± 2.481 Acres ±30' M IN IMUM BUILD ING SETBACK20' WATER L INE EASEMENT30' LANDSCAPEBUFFERYARD20' SANITARY SEWER EASEMENT15' SETBACK20' SETBACK30' SETBACK SOUTH SUB-PARCEL 58110 SF OR 1. 33 AC)NORTH SUB- PARCEL 49960 SF OR 1.15 AC)20' SE T B A C K 0' 5' 10' 15' 20' 25' 50'20' SETBACK30' SETBACK ANDGREENBELT20'-0"SAN. EASEMENT 10'-0" GAS EASEMENT 20'-0"WATER E A Date: 2019-10-25 Computed By:XC Q10 Checked By:LMC IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 385.7 1.527 0.30 0.458 Existing Unimproved Area 1.20% slope 0.000 0.85 0. 000 0.000 0.90 0.000 n=0.15 1.527 0.30 0.458 27.28 3.49 1.597 74 Total Discharge to Ex. Inlet 1.527 0.30 0.458 27.28 3. 49 1.597 74 PRE-DEVELOPMENT AREAS:SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW =TC Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100 0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5 0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10 0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15 0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30 1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60 2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120 3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180 6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360 12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720 24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3. 83 4.72 5.52 6.46 Q10 Q10 Q10 City of Carmel SW Spec. Manual) Hours Minutes Return Period - Rainfall Intensity (in) 30.00 Station #REF!IDF Linear Interpolation Time(min) Rain(in/hr)N/ A REF! #REF!N/A #N/A IDD Table for Carmel, INIDF Table for Carmel, IN Slope of Drain or Grade (ft/ft) Station Velocity (ft/ s) Invert. Elev.Manhole Invert DropTotal Runoff CIA= Q (cfs) SCS Runoff ( in)Peak Discharge (cfs)Drainage Area A ac)( AxC)Flow Time ( min)Rainfall Intensity I (in. /hr.)Length (ft) Curve Runoff Coefficient CIDF Linear Interpolation Station REF!Return Period - Rainfall Intensity ( in/hr)3.49 3.25 27.28 City of Carmel SW Spec. Manual)Hours Minutes REF!IDF Linear Interpolation Time( min) Rain(in/hr)N/A Time( min) Rain(in/hr) 4.55 Station 1 Date: 2019-10-25 Computed By:XC Q100 Checked By:LMC IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 385.7 1.527 0.30 0.458 Existing Unimproved Area 1.20% slope 0.000 0.85 0. 000 0.000 0.90 0.000 n=0.15 1.527 0.30 0.458 27.28 5.19 2.378 74 Total Discharge to Ex. Inlet 1.527 0.30 0.458 27.28 5. 19 2.378 74 PRE-DEVELOPMENT AREAS:SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW =TC Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100 0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5 0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10 0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15 0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30 1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60 2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120 3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180 6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360 12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720 24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3. 83 4.72 5.52 6.46 Q100 Q100 Q100 30.00 4.84 #N/ A #N/A #N/A #N/A 27. 28 5.19 #REF! #REF! #REF! #REF!15.00 6.77 #N/ A #N/A #N/A #N/A IDF Linear Interpolation IDF Linear Interpolation IDF Linear Interpolation Time(min) Rain(in/hr) Time(min) Rain( in/hr) Time(min) Rain(in/ hr)Station 1 Station #REF! Station #REF!Hours Minutes Return Period - Rainfall Intensity (in/hr) Hours Minutes Return Period - Rainfall Intensity (in)Manhole Invert DropSlope of Drain or Grade (ft/ft)Remarks IDF Table for Carmel, IN IDD Table for Carmel, IN City of Carmel SW Spec. Manual) City of Carmel SW Spec. Manual)Rainfall Intensity I (in. /hr.) Total Runoff CIA=Q (cfs) SCS Runoff (in)Peak Discharge ( cfs)Velocity (ft/s) Invert. Elev.PRE-DEVELOPMENT Q10 NRCS Time of Concentration Sheet Flow: Segment A Segment B 1. Surface Description (table 3-1) Short Grass TR-55, Table 3-1 Roughness coefficients (Manning’s n) - sheet flow. 2. Manning's Roughness coeff., n 0.150 #N/A (see RHS) 3. Flow Length, L (should be <= 100 ft) 100.00 ft Smooth 0.011 Begin Elevation 899.75 ft Fallow 0.050 End Elevation 899.50 ft Other 4. 2-yr, 24-hr rainfall, P2 2.66 inches 5. Land Slope, s 0.003 #DIV/0! ft/ft Soil, R 0.2 0.060 6. Tt = 0.007 * (n*L)0.8 / (P20.5 * s0.4)0.41 0.00 hr = 24.69 min Soil, R>0.2 0.170 Shallow Concentrated Flow: Segment C Segment D Short Grass 0.150 7. Surface Description (paved/unpaved) Unpaved Unpaved Dense 2 0.240 8. Flow Length, L 285.70 ft Bermuda 0.410 Begin Elevation 899.50 ft Range 0.130 End Elevation 895.79 ft 9. Watercourse slope, s 0.013 #DIV/0! ft/ft Light wood 0.400 10. Average Velocity, V 1.84 #DIV/0! ft/s Dense wood 0.800 11. Tt = L / (3600 * V)0.04 0.00 hr = 2.59 min 1 The n values are a composite of information compiled by Engman Channel Flow: Segment E Segment F (1986). Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo 12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures. 13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This 14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow. Begin Elevation ft End Elevation ft 15. Channel Slope, s #DIV/0! #DIV/0! ft/ft 16. Manning's Roughness coeff., n 17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s 18. Flow Length, L ft 19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 20. Total Watershed or subarea Tc hr = 27.28 min Notes: Curve Number Calculation Basin Area = 1.330 ac. Total Imperious Area = 0.000 ac. 98.0 Pond/Wetland Area = 0.000 ac. 100.0 Pervious Area (1) = 1.330 ac. 74.0 Pervious Area (2) = 0.000 ac. 0.0 Weighted Curve Number =74.0 TIME OF CONCENTRATION CALCULATION 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Post-development Station #1 Impervious CN = 0.45 underbrush) underbrush) Residue cover 20%) Residue cover >20%) and short grass prairie) Surface description n 1 Cultivated soils: Grass: Woods 3 Pond/Wetland CN = Pervious CN (1) = Pervious CN (2) = 2019-10-25 AW / XC Date: Computed by: Checked by: LMC concrete, asphalt, gravel, or bare soil) no residue) User defined, per city stormwater code) Urban Hydrology for Small Watersheds US Department of Agriculture, Technical Release 55, June 1986 Natural) 336897.71CLO 118902.26BCIC 119902.34BCIC 120901.80BCIC 129901.95BCIC 130902.44BCIC 131902.39BCIC 139902.74BCIC 238902.92BCIC 246902.93BCIC 251902.68BCIC 370902.07BCIC 371902.18BCIC 368901.11BCIC-EC 369901.29BCIC-EC 363897.92BHIVE364897.52BHIVE-RIM 115902. 19COMS-BMH 123901.65COMS-ORANGE-NT 124901. 78COMS-ORANGE-NT 125901. 81COMS-ORANGE-NT 126901.78COMS-ORANGE-NT 132902.26COMS-ORANGE-NT133902.20COMS-ORANGE-NT 134901.80COMS-ORANGE-NT 135902.43COMS-ORANGE-NT 237902.59COMS-ORANGE-NT 3902.94CRBS 114902.31EC 116902.53EC 122902.05EC 127901.90EC 137902.85EC 138902.88EC 140902.97EC 141903.07EC 239903.15EC 240903.19EC 241903.19EC 247903. 29EC248903.30EC 252902.92EC253903.07EC 260902.61EC 373902.11EC 374902.31EC 121901.76EC-EC 128901.89EC-EC 897.87EG 319897.80EG 320897.55EG 321897.97EG 322897.83EG 323897.31EG 136902.64INLETC 372902. 15INLETC 256902.45SGN 375901.85SMH 391902. 16SMH 244900.53SSFM 245902.47SSFM 254902.74SSFM 255900.92SSFM 261902.59SSFM 262900.74SSFM 362899.70WTR-VAULT 335898. 20WTR-WV-NTWTRWTRWTRWTR INV. W. 15" HDPE= 893.70 INV. NE. 15" HDPE= 893.84 INV. N. 12"? HDPE= 893.51 STM STM STMSTMSTMSTM STMSTM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STMSTMSTMSTM STMSTMSTMSTMSTMSTMSTMSTM WTRWTR WTRWTRWTRWTR WTRWTROVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD OVHD STMSTMSTMSTMSTMCOMCOMCOM COMSTMSTMSTMSTMSTM STMSTMSTMSTMSTM STMSTMSTMSTM STM STMSTMSTMSTMSTM STM STMSTMSTM STM STM STMSAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SANSANSAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN STM STM STM STMSTM STM STMSTMSTMSTM STMSTMSTMSTMSTMSTMSTM STMAPPROXIMATE 15' ELECTRIC EASEMENT LOCATION - ACUTAL CENTERLINE LOCATION TO FOLLOW ELECTRIC LINES UPON INSTALLATION INST. #2019018084 TEMPO RARYACCESSEASEMENT INST. #2019008771 LOT 2 120' MAX IMUM BU ILD ING SETBACK30' M INIMUM BUILD INGSETBACK20' WATERLINEEASEMENT30' LANDSCAPEBUFFERYARD20' SANITARYSEWER EASEMENT684902.86EC 683902.85EC682902. 62BCIC681902. 52BCIC680902.71EC679902. 82EC668902. 06EC 492898. 05GRVL 491897. 14GRVL 490897. 46EG489897. 63EG 488897. 87EG 487897. 66EG 486897. 92EG 90390390290290290 2 901901901900 900900900900899899 899 899899 89989989989989989989 8 8988 9 8 898 898 898 898 898898 898898897897897 89715' SETBACK20' SETBACK30' SETBACK KIDERCARE LEARNING CENTER SINGLE STORY BUILDING 12,784± SF F.F. 902.00'SOUTH SUB- PARCEL 58110SFOR 1.33 AC) NORTH SUB-PARCEL 49960 SF OR 1.15 AC)20' SE T B A CK 11 12 12 0' 5' 10' 15' 20' 25' 50'OFFSET BRELLA OFFSET BRELLA OFFSET BRELLA20' SETBACK30' SETBACK ANDGREENBELT12 EX.ST EX.ST EX.ST EX.ST EX.ST EX.STEX.ST EX. ST EX.ST 20'-0"SAN. EASEMENT 20'-0" WATER E A S E M E N T NO PLAN T I N G SUB-PARCEL LINE 20'-0" SAN. EASEMENT 10'- 0"GAS EASEMENT STSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTST STSTSTSTST STATION #2 A (ac) = 0.164 c = 0.78 CN = 95.8 Tc (min) = 5.00 STATION #1 A (ac) = 0.146 c = 0.80 CN = 96.0 Tc (min) = 5.00 STATION #3 A (ac) = 0.245 c = 0.64 CN = 91.1 Tc (min) = 9.72 STATION #4 A (ac) = 0.157 c = 0.90 CN = 98.0 Tc (min) = 5.00 STATION #5 A (ac) = 0.150 c = 0.90 CN = 98.0 Tc (min) = 5.00 STATION #6 A (ac) = 0.483 c = 0.27 CN = 76.7 Tc (min) = 6.29 TOTAL DEV.A (ac) = 1.509 c = 0.61 CN = 88. 6 10'- 0" GAS EASEMENT ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST STSTSTSTSTSTSTSTSTSTORMWATER DISCHARGE THRU PIPE EX PIPE 1 PIPE 2 PIPE 3 PIPE 5 PIPEEX PIPE4STATION # 7 A ( ac) = 0. 167 c = 0.64 CN = 90.2 Tc (min) = 9.59ST CB 101CB 102 CB 103 CB 104 CB 105 END SECT.N SCALE(11x8. 5):1" = 60'-0"1 POST SITE Date:2020-03-13 Computed By:XC Q10 Checked By:LMC IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 109 0.012 0. 20 0.002 NW parking and drive 0.134 0.85 0. 114 0.000 0.90 0.000 0.146 0.80 0.116 5. 00 6.12 0.711 96.0 2 92.83 0.017 0.20 0.003 NE parking and east of building lawn 0.147 0.85 0. 125 0.000 0.90 0.000 0.164 0.78 0.128 5. 00 6.12 0.785 95.5 3 151.00 0.077 0.20 0.015 1/ 2 of West parking and play area 0.167 0.85 0.142 and Northwest driveway 0.000 0.90 0.000 0.245 0.64 0.158 9. 72 5.27 0.831 90.4 4 49.00 0.000 0.20 0.000 North portion of building roof (6: 12)0.000 0.85 0. 000 0.157 0.90 0.142 0.157 0.90 0.142 5. 00 6.12 0.867 98.0 5 44.25 0.000 0.20 0.000 South portion of building roof (6: 12)0.000 0.85 0. 000 0.150 0.90 0.135 0.150 0.90 0.135 5. 00 6.12 0.827 98.0 6 467.00 0.429 0.20 0.086 South play area and front, side, & back yard 0.054 0.85 0. 046 0.000 0.90 0.000 0.483 0.27 0.132 6. 29 5.89 0.776 76.7 7 151.00 0.053 0.20 0.011 1/ 2 of West Parking and play area 0.111 0.85 0. 094 0.000 0.90 0.000 0.164 0.64 0.105 9. 59 5.29 0.555 90.2 Total Discharge to CB 103 1.509 0.61 0.916 9. 72 5.27 4.826 88.6 POST-DEVELOPMENT AREAS:SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW =TC Remarks POST-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Calculation #C-1 Slope of Drain or Grade (ft/ft) Station Velocity (ft/s) Date:2020-03-13 Computed By:XC Q10 Checked By:LMC POST-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Calculation #C-1 Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100 0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5 0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10 0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15 0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30 1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60 2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120 3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180 6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360 12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720 24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3.83 4.72 5.52 6.46 Q10 Q10 Q10 Q10 Q10 Q10 Q10 10.00 5.22 5.00 5.00 5.00 5.00 5.00 5.00 5.00 IDF Linear Interpolation Time(min) Rain(in/hr) 6.12 9.59 5.29 6.12 10.00 5.22 10.00 5.22 Station 7 6 IDF Linear Interpolation Time(min) Rain(in/hr) 6.12 5.00 6.12 10.00 5.22 Station 6.29 5 IDF Linear Interpolation Time(min) Rain(in/hr) 6.12 Station 4 IDF Linear Interpolation Station 5.00 Station Return Period - Rainfall Intensity (in/hr) 6.12 5.22 5.00 City of Carmel SW Spec. Manual) Hours Minutes 2 IDF Linear Interpolation Time(min) Rain(in/hr) 6.12 Time(min) Rain(in/hr) 6.12 Station 1 IDD Table for Carmel, INIDFTableforCarmel, IN City of Carmel SW Spec. Manual) Hours Minutes Return Period - Rainfall Intensity (in) IDF Linear Interpolation Time(min) 6.12 6.12 5.22 5.00 10.00 Rain(in/hr) 10.00 Station 3 IDF Linear Interpolation Time(min) Rain(in/hr) 6.12 9.72 5.27 10.00 5.22 5.89 Crandall Engineering, Inc.2 Date:2020-03-13 Computed By:XC Q100 Checked By:LMC IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 109 0.012 0. 20 0.002 NW parking and drive 0.134 0.85 0. 114 0.000 0.90 0.000 0.146 0.80 0.116 5. 00 9.12 1.060 96.0 2 92.83 0.017 0.20 0.003 NE parking and east of building lawn 0.147 0.85 0. 125 0.000 0.90 0.000 0.164 0.78 0.128 5. 00 9.12 1.171 95.5 3 151.00 0.077 0.20 0.015 1/ 2 of West parking and play area 0.167 0.85 0.142 and Northwest driveway 0.000 0.90 0.000 0.245 0.64 0.158 9. 72 7.85 1.239 90.4 4 49.00 0.000 0.20 0.000 North portion of building roof (6: 12)0.000 0.85 0. 000 0.157 0.90 0.142 0.157 0.90 0.142 5. 00 9.12 1.292 98.0 5 44.25 0.000 0.20 0.000 South portion of building roof (6: 12)0.000 0.85 0. 000 0.150 0.90 0.135 0.150 0.90 0.135 5. 00 9.12 1.233 98.0 6 467.00 0.429 0.20 0.086 South play area and front, side, & back yard 0.054 0.85 0. 046 0.000 0.90 0.000 0.483 0.27 0.132 6. 29 8.77 1.156 76.7 7 151.00 0.053 0.20 0.011 1/ 2 of West Parking and play area 0.111 0.85 0. 094 0.000 0.90 0.000 0.164 0.64 0.105 9. 59 7.89 0.827 90.2 Total Discharge to CB 103 1.509 0.61 0.916 9. 72 7.85 7.193 88.6 POST-DEVELOPMENT AREAS:SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW = TC Manhole Invert DropSlope of Drain or Grade (ft/ft)Remarks Rainfall Intensity I (in. /hr.) Total Runoff CIA=QSCS Runoff ( in) NRCS Curve NumverVelocity ( ft/ s) Invert. Elev.POST- DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL Date:2020-03-13 Computed By:XC Q100 Checked By:LMC POST-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Calculation #C-1 Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100 0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5 0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10 0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15 0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30 1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60 2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120 3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180 6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360 12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720 24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3.83 4.72 5.52 6.46 Q100 Q100 Q100 Q100 Q100 Q100 Q100 9.59 7.89 10.00 7.78 Station 7 IDF Linear Interpolation Time(min) Rain(in/hr) 5.00 9.12 10.00 7.78 10.00 7.78 10.00 7.78 5.00 9.12 5.00 9.12 6.29 8.77 5.00 9.12 5.00 9.12 5.00 9.12 IDF Linear Interpolation IDF Linear Interpolation IDF Linear Interpolation Time(min) Rain(in/hr)Time(min) Rain(in/hr)Time(min) Rain(in/hr) Station 4 Station 5 Station 6 10.00 7.78 10.00 7.78 10.00 7.78 5.00 9.12 5.00 9.12 9.72 7.85 5.00 9.12 5.00 9.12 5.00 9.12 IDF Linear Interpolation IDF Linear Interpolation IDF Linear Interpolation Time(min) Rain(in/hr)Time(min) Rain(in/hr)Time(min) Rain(in/hr) Station 1 Station 2 Station 3 Hours Minutes Return Period - Rainfall Intensity (in/hr)Hours Minutes Return Period - Rainfall Intensity (in) IDF Table for Carmel, IN IDD Table for Carmel, IN City of Carmel SW Spec. Manual)City of Carmel SW Spec. Manual) Crandall Engineering, Inc.4 Q10 NRCS Time of Concentration Sheet Flow:Segment A Segment B 1. Surface Description (table 3-1)Short Grass Smooth TR-55, Table 3-1 Roughness coefficients (Manning’s n) - sheet flow. 2. Manning's Roughness coeff., n 0.150 0.011 (see RHS) 3. Flow Length, L (should be <= 100 ft)14.0 6.0 ft Smooth 0.011 Begin Elevation 901.96 901.80 ft Fallow 0.050 End Elevation 901.80 901.68 ft Other 4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches 5. Land Slope, s 0.011 0.020 ft/ft Soil, R 0.2 0.060 6. Tt = 0.007 * (n*L)0.8 / (P20.5 * s0.4)0.05 0.00 hr = 2.79 min Soil, R>0.2 0.170 Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150 7. Surface Description (paved/unpaved)Paved Dense 2 0.240 8. Flow Length, L 89.00 ft Bermuda 0.410 Begin Elevation 901.18 ft Range 0.130 End Elevation 900.50 ft 9. Watercourse slope, s 0.008 #DIV/0! ft/ft Light wood 0.400 10. Average Velocity, V 1.78 #DIV/0! ft/s Dense wood 0.800 11. Tt = L / (3600 * V)0.01 0.00 hr = 0.83 min 1 The n values are a composite of information compiled by Engman Channel Flow:Segment E Segment F (1986). Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo 12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures. 13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This 14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow. Begin Elevation ft End Elevation ft 15. Channel Slope, s #DIV/0! #DIV/0! ft/ft 16. Manning's Roughness coeff., n 17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s 18. Flow Length, L ft 19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 20. Total Watershed or subarea Tc hr = 3.62 min Notes: Curve Number Calculation Basin Area = 0.146 ac. Total Imperious Area = 0.134 ac.98.0 Pond/Wetland Area = 0.000 ac.100.0 Pervious Area (1) = 0.012 ac.74.0 Soil Group C Pervious Area (2) = 0.000 ac.0.0 Weighted Curve Number =96.0 Pond/Wetland CN = Pervious CN (1) = Pervious CN (2) = 2020-03-13 AW / XC Date: Computed by: Checked by: LMC concrete, asphalt, gravel, or bare soil) no residue) User defined, per city stormwater code) Urban Hydrology for Small Watersheds US Department of Agriculture, Technical Release 55, June 1986 Natural) TIME OF CONCENTRATION CALCULATION 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Post-development Station #1 Impervious CN = 0.06 underbrush) underbrush) Residue cover 20%) Residue cover >20%) and short grass prairie) Surface description n 1 Cultivated soils: Grass: Woods 3 Q10 NRCS Time of Concentration Sheet Flow:Segment A Segment B 1. Surface Description (table 3-1)Short Grass Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow. 2. Manning's Roughness coeff., n 0.150 0.011 (see RHS) 3. Flow Length, L (should be <= 100 ft)12.83 6 ft Smooth 0.011 Begin El. 901.96 901.80 ft Fallow 0.050 End El. 901.80 901.68 ft Other 4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches 5. Land Slope, s 0.012 0.020 ft/ft Soil, R 0.2 0.060 6. Tt = 0.007 * (n*L)0.8 / (P20.5 * s0.4)0.04 0.00 hr = 2.51 min Soil, R>0.2 0.170 Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150 7. Surface Description (paved/unpaved)Paved Dense 2 0.240 8. Flow Length, L 74.00 ft Bermuda 0.410 Begin El. 901.18 ft Range 0.130 End El. 900.73 ft 9. Watercourse slope, s 0.006 #DIV/0! ft/ft Light wood 0.400 10. Average Velocity, V 1.59 #DIV/0! ft/s Dense wood 0.800 11. Tt = L / (3600 * V)0.01 0.00 hr = 0.78 min 1 The n values are a composite of information compiled by Engman Channel Flow:Segment E Segment F (1986). Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo 12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures. 13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This 14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow. Begin El.ft End El.ft 15. Channel Slope, s #DIV/0! #DIV/0! ft/ft 16. Manning's Roughness coeff., n 17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s 18. Flow Length, L ft 19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 20. Total Watershed or subarea Tc hr = 3.29 min Notes: Curve Number Calculation Basin Area = 0.164 ac. Total Imperious Area = 0.147 ac.98.0 Pond/Wetland Area = 0.000 ac.100.0 Pervious Area (1) = 0.017 ac.74.0 Soil Group C Pervious Area (2) = 0.000 ac.0.0 Weighted Curve Number =95.5 Surface description n 1 Cultivated soils: Urban Hydrology for Small Watersheds US Department of Agriculture, Technical Release 55, June 1986 concrete, asphalt, gravel, or bare soil) no residue) User defined, per city stormwater code) TIME OF CONCENTRATION CALCULATION 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Post-development Station #2 Date: 2020-03-13 Computed by: AW / XC Checked by: LMC 0.06 Impervious CN = Pond/Wetland CN = Pervious CN (1) = Pervious CN (2) = Residue cover 20%) underbrush) Natural) Residue cover >20%) and short grass prairie) Woods 3 underbrush) Grass: Q10 NRCS Time of Concentration Sheet Flow:Segment A Segment B 1. Surface Description (table 3-1)Short Grass Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow. 2. Manning's Roughness coeff., n 0.150 0.011 (see RHS) 3. Flow Length, L (should be <= 100 ft)57.0 5 ft Smooth 0.011 Begin El. 901.84 901.24 ft Fallow 0.050 End El. 901.24 901.14 ft Other 4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches 5. Land Slope, s 0.011 0.020 ft/ft Soil, R 0.2 0.060 6. Tt = 0.007 * (n*L)0.8 / (P20.5 * s0.4)0.15 0.00 hr = 8.86 min Soil, R>0.2 0.170 Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150 7. Surface Description (paved/unpaved)Paved Dense 2 0.240 8. Flow Length, L 89.0 ft Bermuda 0.410 Begin El. 900.64 ft Range 0.130 End El. 900.00 ft 9. Watercourse slope, s 0.007 #DIV/0! ft/ft Light wood 0.400 10. Average Velocity, V 1.72 #DIV/0! ft/s Dense wood 0.800 11. Tt = L / (3600 * V)0.01 0.00 hr = 0.86 min 1 The n values are a composite of information compiled by Engman Channel Flow:Segment E Segment F (1986). Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo 12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures. 13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This 14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow. Begin El.ft End El.ft 15. Channel Slope, s #DIV/0! #DIV/0! ft/ft 16. Manning's Roughness coeff., n 17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s 18. Flow Length, L ft 19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 20. Total Watershed or subarea Tc hr = 9.72 min Notes: Curve Number Calculation Basin Area = 0.245 ac. Total Imperious Area = 0.167 ac.98.0 Pond/Wetland Area = 0.000 ac.100.0 Pervious Area (1) = 0.077 ac.74.0 Soil Group C Pervious Area (2) = 0.000 ac.0.0 Weighted Curve Number =90.4 TIME OF CONCENTRATION CALCULATION 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Post-development Station #3 Date: 2020-03-13 Computed by: AW / XC Checked by: LMC 0.16 Impervious CN = Pond/Wetland CN = Residue cover >20%) Grass: and short grass prairie) Natural) Pervious CN (1) = Pervious CN (2) = Urban Hydrology for Small Watersheds US Department of Agriculture, Technical Release 55, June 1986 Woods 3 underbrush) underbrush) Surface description n 1 concrete, asphalt, gravel, or bare soil) no residue) User defined, per city stormwater code) Cultivated soils: Residue cover 20%) Q10 NRCS Time of Concentration Sheet Flow:Segment A Segment B 1. Surface Description (table 3-1)Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow. 2. Manning's Roughness coeff., n 0.011 #N/A (see RHS) 3. Flow Length, L (should be <= 100 ft)49.00 ft Smooth 0.011 Begin El.ft Fallow 0.050 End El.ft Other 4. 2-yr, 24-hr rainfall, P2 2.66 inches 5. Land Slope, s 0.250 #DIV/0! ft/ft (3:12 Roof)Soil, R 0.2 0.060 6. Tt = 0.007 * (n*L)0.8 / (P20.5 * s0.4)0.00 0.00 hr = 0.27 min Soil, R>0.2 0.170 Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150 7. Surface Description (paved/unpaved)Dense 2 0.240 8. Flow Length, L ft Bermuda 0.410 Begin El.ft Range 0.130 End El.ft 9. Watercourse slope, s #DIV/0! #DIV/0! ft/ft Light wood 0.400 10. Average Velocity, V #DIV/0! #DIV/0! ft/s Dense wood 0.800 11. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 1 The n values are a composite of information compiled by Engman Channel Flow:Segment E Segment F (1986). Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo 12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures. 13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This 14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow. Begin El.ft End El.ft 15. Channel Slope, s #DIV/0! #DIV/0! ft/ft 16. Manning's Roughness coeff., n 17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s 18. Flow Length, L ft 19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 20. Total Watershed or subarea Tc hr = 0.27 min Notes: Curve Number Calculation Basin Area = 0.157 ac. Total Imperious Area = 0.157 ac.98.0 Pond/Wetland Area = 0.000 ac.100.0 Pervious Area (1) = 0.000 ac.74.0 Pervious Area (2) = 0.000 ac.0.0 Weighted Curve Number =98.0 User defined, per city stormwater code) TIME OF CONCENTRATION CALCULATION 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Post-development Station #4 Date: 2020-03-13 Computed by: AW / XC Checked by: LMC Urban Hydrology for Small Watersheds US Department of Agriculture, Technical Release 55, June 1986 Surface description n 1 concrete, asphalt, gravel, or bare soil) no residue) 0.00 Cultivated soils: Residue cover 20%) Residue cover >20%) Grass: and short grass prairie) Impervious CN = Pond/Wetland CN = Pervious CN (1) = Pervious CN (2) = Natural) Woods 3 underbrush) underbrush) Q10 NRCS Time of Concentration Sheet Flow:Segment A Segment B 1. Surface Description (table 3-1)Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow. 2. Manning's Roughness coeff., n 0.011 #N/A (see RHS) 3. Flow Length, L (should be <= 100 ft)44.25 ft Smooth 0.011 Begin El.ft Fallow 0.050 End El.ft Other 4. 2-yr, 24-hr rainfall, P2 2.66 inches 5. Land Slope, s 0.333 #DIV/0! ft/ft (4:12 Roof)Soil, R 0.2 0.060 6. Tt = 0.007 * (n*L)0.8 / (P20.5 * s0.4)0.00 0.00 hr = 0.22 min Soil, R>0.2 0.170 Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150 7. Surface Description (paved/unpaved)Dense 2 0.240 8. Flow Length, L ft Bermuda 0.410 Begin El.ft Range 0.130 End El.ft 9. Watercourse slope, s #DIV/0! #DIV/0! ft/ft Light wood 0.400 10. Average Velocity, V #DIV/0! #DIV/0! ft/s Dense wood 0.800 11. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 1 The n values are a composite of information compiled by Engman Channel Flow:Segment E Segment F (1986). Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo 12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures. 13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This 14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow. Begin El.ft End El.ft 15. Channel Slope, s #DIV/0! #DIV/0! ft/ft 16. Manning's Roughness coeff., n 17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s 18. Flow Length, L ft 19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 20. Total Watershed or subarea Tc hr = 0.22 min Notes: Curve Number Calculation Basin Area = 0.150 ac. Total Imperious Area = 0.150 ac.98.0 Pond/Wetland Area = 0.000 ac.100.0 Pervious Area (1) = 0.000 ac.74.0 Pervious Area (2) = 0.000 ac.0.0 Weighted Curve Number =98.0 User defined, per city stormwater code) TIME OF CONCENTRATION CALCULATION 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Post-development Station #5 Date: 2020-03-13 Computed by: AW / XC Checked by: LMC Urban Hydrology for Small Watersheds US Department of Agriculture, Technical Release 55, June 1986 Surface description n 1 concrete, asphalt, gravel, or bare soil) no residue) 0.00 Cultivated soils: Residue cover 20%) Residue cover >20%) Grass: and short grass prairie) Impervious CN = Pond/Wetland CN = Pervious CN (1) = Pervious CN (2) = Natural) Woods 3 underbrush) underbrush) Q10 NRCS Time of Concentration Sheet Flow:Segment A Segment B 1. Surface Description (table 3-1)Short Grass Short Grass Table 3-1 Roughness coefficients (Manning’s n) - sheet flow. 2. Manning's Roughness coeff., n 0.150 0.150 (see RHS) 3. Flow Length, L (should be <= 100 ft)21.00 69.00 ft Smooth 0.011 Begin El. 901.68 900.00 ft Fallow 0.050 End El. 900.00 899.00 ft Other 4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches 5. Land Slope, s 0.080 0.014 ft/ft Soil, R 0.2 0.060 6. Tt = 0.007 * (n*L)0.8 / (P20.5 * s0.4)0.03 0.15 hr = 1.77 min Soil, R>0.2 0.170 Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150 7. Surface Description (paved/unpaved)Unpaved Dense 2 0.240 8. Flow Length, L 377.00 ft Bermuda 0.410 Begin El. 899.00 ft Range 0.130 End El. 896.20 ft 9. Watercourse slope, s 0.007 #DIV/0! ft/ft Light wood 0.400 10. Average Velocity, V 1.39 #DIV/0! ft/s Dense wood 0.800 11. Tt = L / (3600 * V)0.08 0.00 hr = 4.52 min 1 The n values are a composite of information compiled by Engman Channel Flow:Segment E Segment F (1986). Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo 12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures. 13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This 14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow. Begin El.ft End El.ft 15. Channel Slope, s #DIV/0! #DIV/0! ft/ft 16. Manning's Roughness coeff., n 17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s 18. Flow Length, L ft 19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 20. Total Watershed or subarea Tc hr = 6.29 min Notes: Curve Number Calculation Basin Area = 0.483 ac. Total Imperious Area = 0.054 ac.98.0 Pond/Wetland Area = 0.000 ac.100.0 Pervious Area (1) = 0.429 ac.74.0 Soil Group C Pervious Area (2) = 0.000 ac.0.0 Weighted Curve Number =76.7 Impervious CN = Pond/Wetland CN = Pervious CN (1) = Pervious CN (2) = Natural) Woods 3 underbrush) underbrush) 0.26 Cultivated soils: Residue cover 20%) Residue cover >20%) Grass: and short grass prairie) User defined, per city stormwater code) TIME OF CONCENTRATION CALCULATION 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Post-development Station #6 Date: 2020-03-13 Computed by: AW / XC Checked by: LMC Urban Hydrology for Small Watersheds US Department of Agriculture, Technical Release 55, June 1986 Surface description n 1 concrete, asphalt, gravel, or bare soil) no residue) Q10 NRCS Time of Concentration Sheet Flow:Segment A Segment B 1. Surface Description (table 3-1)Short Grass Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow. 2. Manning's Roughness coeff., n 0.150 0.011 (see RHS) 3. Flow Length, L (should be <= 100 ft)57.0 5 ft Smooth 0.011 Begin El. 901.84 901.24 ft Fallow 0.050 End El. 901.24 901.14 ft Other 4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches 5. Land Slope, s 0.011 0.020 ft/ft Soil, R 0.2 0.060 6. Tt = 0.007 * (n*L)0.8 / (P20.5 * s0.4)0.15 0.00 hr = 8.86 min Soil, R>0.2 0.170 Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150 7. Surface Description (paved/unpaved)Paved Dense 2 0.240 8. Flow Length, L 89.0 ft Bermuda 0.410 Begin El. 900.64 ft Range 0.130 End El. 899.75 ft 9. Watercourse slope, s 0.010 #DIV/0! ft/ft Light wood 0.400 10. Average Velocity, V 2.03 #DIV/0! ft/s Dense wood 0.800 11. Tt = L / (3600 * V)0.01 0.00 hr = 0.73 min 1 The n values are a composite of information compiled by Engman Channel Flow:Segment E Segment F (1986). Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo 12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures. 13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This 14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow. Begin El.ft End El.ft 15. Channel Slope, s #DIV/0! #DIV/0! ft/ft 16. Manning's Roughness coeff., n 17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s 18. Flow Length, L ft 19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min 20. Total Watershed or subarea Tc hr = 9.59 min Notes: Curve Number Calculation Basin Area = 0.164 ac. Total Imperious Area = 0.111 ac.98.0 Pond/Wetland Area = 0.000 ac.100.0 Pervious Area (1) = 0.053 ac.74.0 Soil Group C Pervious Area (2) = 0.000 ac.0.0 Weighted Curve Number =90.2 Impervious CN = Pond/Wetland CN = Pervious CN (1) = Pervious CN (2) = Natural) Woods 3 underbrush) underbrush) 0.16 Cultivated soils: Residue cover 20%) Residue cover >20%) Grass: and short grass prairie) User defined, per city stormwater code) TIME OF CONCENTRATION CALCULATION 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering Post-development Station #7 Date: 2020-03-13 Computed by: AW / XC Checked by: LMC Urban Hydrology for Small Watersheds US Department of Agriculture, Technical Release 55, June 1986 Surface description n 1 concrete, asphalt, gravel, or bare soil) no residue) Date: Computed By: Q10 Checked By: 1. Storm Sewer In-pipe Flow Capacity, Rate, and Velocity Summary Pipe Ident. CB# - CB# Pipe 1 Station 2, 4 0.24 0.82 6.12 1.22 12 CPP 897.23' 134.00' 896.79' 0.0033 2.82 2.22 2.47 CB 101 - CB 102 Pipe 2 Station 1, 4 0.22 0.83 6.12 2.36 12 CPP 896.69' 122.00' 896.20' 0.0040 3.12 2.45 3.25 CB 102 - CB 103 Pipe 3 Station 1, 2, 3, 4 0.25 0.64 5.27 3.19 15 CPP 896.10' 092.00' 895.86' 0.0026 2.92 3.58 2.98 CB 103 - CB 104 Pipe 4 Station 5, 6 0.63 0.42 5.89 1.57 12 CPP 896.20' 013.00' 896.07' 0.0100 4.93 3.87 3.82 End Sect - CB 105 Pipe 5 Station 5, 6, 7 0.16 0.64 5.29 2.13 12 CPP 895.97' 033.00' 895.86' 0.0033 2.84 2.23 2.96 CB 105 - CB 104 Pipe Ex Site 5.32 24 RCP 895.76' 027.00' 895.73' 0.0011 2.61 8.19 2.41 CB 104 - Ex. Curb 0.0000 0.00 0.00 0.00 Notes:a. Runoff coefficients, contributed areas, and time of concentrations can be found in the Post-development Runoff Calculations . b. Rain intensities are derived using linear interpolation base on the IDF table provided in City of Carmel Manual c. Catch basin structure numbers and basin numbers can be found in the C400 d. Per City of Carmel Stormwater Management Manual , the above calculations are targeting Q10 discharge rate. Begin Invert Length End Invert From Pipe 3 and Pipe 5 Actual Velocity Existing Stormwater Pipes/ Channels/ Swales/ Culverts Full contribution from Station 2 and 50% of Station 4 Full contribution from Station 1 and 50% of Station 4, and from Pipe 1 Full contribution from Station 7 and from Pipe 4 New Stormwater Pipes/ Channels/ Swales/ Culverts Contrib. Basins Contrib. Area Runoff Coef. Q10 Rain Int. STORM SEWER PIPE DISCHARGE CALCULATIONS 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering 2019-03-13 AW / XC LMC Calculation #E-1 Full contribution from Station 3 and from Pipe 2 Slope ft/ft Full Flow Velocity Full Flow Cap. cfs Disch. Q=CiA Diam. in Date: Computed By: Q10 Checked By: STORM SEWER PIPE DISCHARGE CALCULATIONS 2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032 Crandall Engineering 2019-11-25 AW / XC LMC Calculation #E-1 2. Full Flow Velocity & Capacity Formular 3. Conversion Chart used to Obtain Actual Flow Velocity Note:a. n=0.012 for RCP; n=0.012 for PVC, CPP (HDPE) b. Rh is the hydraulic radius c. S is slope 1. 49 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, Indiana KinderCare, Carmel, IN Natural Resources Conservation Service October 25, 2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 Hamilton County, Indiana................................................................................10 Br—Brookston silty clay loam, 0 to 2 percent slopes..................................10 CrA—Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes...............11 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 442191044219304421950442197044219904422010442203044220504422070442191044219304421950442197044219904422010442203044220504422070564880 564900 564920 564940 564960 564980 565000 564880 564900 564920 564940 564960 564980 565000 39° 56' 46'' N 86° 14' 26'' W39° 56' 46'' N86° 14' 20'' W39° 56' 40'' N 86° 14' 26'' W39° 56' 40'' N 86° 14' 20'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 40 80 160 240 Feet 0 10 20 40 60 Meters Map Scale: 1: 887 if printed on A portrait (8.5" x 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 20, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 1.5 59.9% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 1.0 40.1% Totals for Area of Interest 2.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 8 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 Hamilton County, Indiana Br—Brookston silty clay loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2t98n Elevation: 600 to 1,260 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Brookston and similar soils: 95 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brookston Setting Landform: Depressions, till plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave, linear Across-slope shape: Concave Parent material: Loess over loamy till Typical profile Ap - 0 to 16 inches: silty clay loam Btg1 - 16 to 32 inches: silty clay loam Btg2 - 32 to 44 inches: loam C - 44 to 60 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum in profile: 40 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Hydric soil rating: Yes Custom Soil Resource Report 10 Minor Components Crosby Percent of map unit: 5 percent Landform: Till plains Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Talf Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No CrA—Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2thy4 Elevation: 600 to 1,000 feet Mean annual precipitation: 36 to 44 inches Mean annual air temperature: 49 to 54 degrees F Frost-free period: 145 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Crosby and similar soils: 93 percent Minor components: 7 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform: Recessionial moraines, water-lain moraines, ground moraines Landform position (two-dimensional): Summit, backslope, footslope Landform position (three-dimensional): Interfluve, rise Down-slope shape: Linear, convex Across-slope shape: Convex, linear Parent material: Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 24 to 40 inches to densic material Natural drainage class: Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high (0.01 to 0.20 in/hr) Custom Soil Resource Report 11 Depth to water table: About 6 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 55 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Hydric soil rating: No Minor Components Williamstown, eroded Percent of map unit: 5 percent Landform: Recessionial moraines, water-lain moraines, ground moraines Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Head slope, nose slope, side slope, crest, rise Down-slope shape: Convex, linear Across-slope shape: Linear, convex Hydric soil rating: No Treaty, drained Percent of map unit: 2 percent Landform: Depressions, swales, water-lain moraines Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Base slope, dip Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Custom Soil Resource Report 12 Indiana Wetlands - NWI (2014) Indiana Wetlands from the National Wetland Inventory, 2014 - Shows the extent, approximate location, and type of wetlands and deepwater habitats in Indiana Opacity: 1 Wetlands - NWI (2014) Wetlands NWI (USFWS) Wetlands Project Metadata NWI (USFS) Wetlands NWI (2014)https://maps.indiana.edu/previewMaps/Hydrology/Wetlands_NWI.html 1 of 1 10/25/2019, 9:00 AM USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü86° 14'42.59"W 39° 56'56.31"N 86° 14'5.14"W 39°56'28.72"N SEE FIS REPORT FOR DETAILEDLEGENDANDINDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREASWithoutBaseFlood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, ARRegulatoryFloodway0.2% AnnualChanceFloodHazard, Areasof 1% annual chancefloodwithaveragedepthlessthanonefootorwith drainageareas of lessthanonesquaremileZoneXFutureConditions1% AnnualChanceFloodHazardZoneXAreawith 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 UndeterminedFloodHazardZoneD Channel, Culver t, or StormSewerLevee, Dike, or FloodwallCrossSections with 1% AnnualChance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic FeatureBaseFlood 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 accuracystandardsThefloodhazardinformationisderiveddirectlyfromtheauthoritativeNFHLwebservicesprovidedbyFEMA. This mapwas exported on 10/25/2019 at 8:47:05 AM anddoesnotreflectchangesoramendmentssubsequenttothisdateandtime. The NFHL and effective information may change orbecome superseded by new data over time.This map image isvoidiftheoneormoreofthefollowing mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRMpanelnumber, and FIRM effective date. Mapimages forunmapped and unmodernizedareascannot 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 07/01/2023 Dimond Bros. 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CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, Indiana 10920 N. Michigan Road - EVERWISE Natural Resources Conservation Service June 19, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Hamilton County, Indiana................................................................................13 UfnA—Urban land-Crosby-Treaty complex, fine loamy subsoil, 0 to 2 percent slopes.......................................................................................13 UmyA—Urban land-Treaty complex, 0 to 1 percent slopes........................15 YbvA—Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes....................................................................................................16 References............................................................................................................18 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44 2 1 9 9 0 44 2 2 0 0 0 44 2 2 0 1 0 44 2 2 0 2 0 44 2 2 0 3 0 44 2 2 0 4 0 44 2 2 0 5 0 44 2 2 0 6 0 44 2 2 0 7 0 44 2 1 9 9 0 44 2 2 0 0 0 44 2 2 0 1 0 44 2 2 0 2 0 44 2 2 0 3 0 44 2 2 0 4 0 44 2 2 0 5 0 44 2 2 0 6 0 44 2 2 0 7 0 564870 564880 564890 564900 564910 564920 564930 564940 564950 564960 564970 564980 564990 565000 565010 564870 564880 564890 564900 564910 564920 564930 564940 564950 564960 564970 564980 564990 565000 565010 39° 56' 46'' N 86 ° 1 4 ' 2 6 ' ' W 39° 56' 46'' N 86 ° 1 4 ' 2 0 ' ' W 39° 56' 43'' N 86 ° 1 4 ' 2 6 ' ' W 39° 56' 43'' N 86 ° 1 4 ' 2 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 30 60 120 180 Feet 0 10 20 40 60 Meters Map Scale: 1:685 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 24, Sep 1, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UfnA Urban land-Crosby-Treaty complex, fine loamy subsoil, 0 to 2 percent slopes 0.0 2.4% UmyA Urban land-Treaty complex, 0 to 1 percent slopes 1.4 90.9% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes 0.1 6.7% Totals for Area of Interest 1.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate Custom Soil Resource Report 11 pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Hamilton County, Indiana UfnA—Urban land-Crosby-Treaty complex, fine loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w0tn Elevation: 700 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Crosby and similar soils:25 percent Treaty, drained, and similar soils:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: Unranked Description of Crosby Setting Landform:Ground moraines, water-lain moraines, recessionial moraines Landform position (two-dimensional):Backslope, footslope, summit Landform position (three-dimensional):Rise Down-slope shape:Convex Across-slope shape:Linear Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:55 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Custom Soil Resource Report 13 Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111XA008IN - Wet Till Ridge Hydric soil rating: No Description of Treaty, Drained Setting Landform:Depressions, water-lain moraines, swales Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Concave Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silty clay loam A - 10 to 14 inches: silty clay loam Btg1 - 14 to 36 inches: silty clay loam 2Btg2 - 36 to 59 inches: loam 2C - 59 to 79 inches: loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111XA007IN - Till Depression Flatwood Hydric soil rating: Yes Custom Soil Resource Report 14 UmyA—Urban land-Treaty complex, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2y473 Elevation: 600 to 1,000 feet Mean annual precipitation: 36 to 44 inches Mean annual air temperature: 49 to 54 degrees F Frost-free period: 150 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Treaty, drained, and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Landform:Till plains Interpretive groups Land capability classification (irrigated): None specified Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: Unranked Description of Treaty, Drained Setting Landform:Swales on till plains, flats on till plains, depressions on till plains Landform position (two-dimensional):Toeslope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 14 inches: silty clay loam Bt - 14 to 36 inches: silty clay loam 2Bt - 36 to 59 inches: loam 2C - 59 to 70 inches: loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Custom Soil Resource Report 15 Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Available water supply, 0 to 60 inches: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111XA007IN - Till Depression Flatwood Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes YbvA—Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57n Elevation: 600 to 1,260 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Brookston and similar soils:65 percent Urban land:30 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brookston Setting Landform:Till plains, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Linear, concave Across-slope shape:Concave Parent material:Loess over loamy till Typical profile Ap - 0 to 16 inches: silty clay loam Btg1 - 16 to 32 inches: silty clay loam Btg2 - 32 to 44 inches: loam C - 44 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Custom Soil Resource Report 16 Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111XA007IN - Till Depression Flatwood Hydric soil rating: Yes Minor Components Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Linear Ecological site:F111XA008IN - Wet Till Ridge Hydric soil rating: No Custom Soil Resource Report 17 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 18 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 19