Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutDrainage Report STORMWATER TECHNICAL REPORT For: Culver’s – Carmel Address: 431 East Carmel Drive, Carmel, IN 46032 Project #W220058 Prepared For: Meyer Foods Management Company 1448 Conner Street Noblesville, IN 46060 Phone: (317) 770-4656 Contact: Bob Goins Prepared By: Daric E. Gordon, E.I.T. Checked By: Steven S. Rucker, P.E. Certified By: Steven S. Rucker, P.E. Date: February 25, 2022 Revised: April 29, 2022 August 12, 2022 October 19, 2022 Culver’s – Carmel Weihe Engineers, Inc. Stormwater Technical Report October 19, 2022 Culver’s - Carmel 431 East Carmel Drive Carmel, IN 46032 Hamilton County HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION ___________________________ Steven Scott Rucker, P.E. Indiana Registration No. PE11300279 The following report and accompanying computations have been developed by me or under my direct supervision. Culver’s – Carmel Weihe Engineers, Inc. Stormwater Technical Report August 12, 2022 TABLE OF CONTENTS 1. Project Narrative a. Site Background b. Existing Conditions c. Proposed Conditions d. Storm Sewers e. Water Quality f. Project Location Map g. Site Aerial 2. Existing Drainage Calculations a. Basin Map b. Runoff Coefficient & Curve Number c. Hydraflow Hydrographs Analysis 3. Proposed Drainage Calculations a. Basin Map b. Runoff Coefficient & Curve Number c. Hydraflow Hydrographs Analysis d. Proposed Drainage Details 4. Storm Sewer Calculations a. Subbasin Map b. Subbasin Runoff Coefficients c. Hydraflow Storm Sewer Analysis 5. Water Quality Calculations a. Location Map b. Stormwater Quality Calculations c. Stormwater Quality Unit Selection d. Stormwater Quality Unit Detail e. Diversion Structure Detail f. Dandy Bag Detail & Specifications 6. Appendix a. FEMA FIRM Map b. SCS Soil Data for Site Area c. Carmel STSM Hydrology Standards d. Proof of Errors and Omissions Insurance SECTION 1: PROJECT NARRATIVE Culver’s – Carmel Weihe Engineers, Inc. Stormwater Technical Report August 12, 2022 Stormwater Technical Report Culver’s 431 East Carmel Drive Carmel, IN 46032 Project W22.0058 Site Background: Meyer Foods Management Company is proposing to construct a new Culver’s restaurant on approximately 1.16 acres, located at 431 East Carmel Drive, Carmel, IN 46032, Indiana. Currently the site is a vacant carwash with, existing structures, pavement, depressional storage, storm sewers, and utility lines. The proposed construction is on a site at a Latitude of 39° 57’ 42” N and Longitude of 86° 07’ 08” W, falling within Clay Township. The site is part of the Southwest Quarter of Section 31, Township 18 North, Range 4 East, Hamilton County, Indiana. Please refer to Figure 1 as a project location map and Figure 1.1 as a site aerial. Floodzone: Based upon a scaled interpretation of the Federal Emergency Management Agency (FEMA), Flood Insurance Rate Map, Map No. 18057C0228G for Hamilton County, Indiana, effective date November 19, 2014, the subject tract (commercial development) is located within Zone X. Zone X refers to minimal risk areas outside the 1-percent and 0.2 percent-annual-chance floodplains. The nearest flood system is Carmel Creek located approximately 2550-feet to the southwest of the project site. Please refer to the National Flood Hazard Layer FIRMette attached. Existing Drainage: Currently, the project site is a vacant carwash that uses pavement grading and storm sewers to capture and release storm runoff at a controlled rate using a dry detention pond as depressional storage. Figure 2 highlights the site’s drainage pattern as four catch basins capturing an area of 1.03-acres with a curve number of 88.1, leaving a direct discharge area of 0.13-acres with a curve number of 84.0 The 1.03-acres is routed into a pond at the north of the site and restricts outlet by a 12” reinforced concrete pipe (RCP) at an invert of 827.68 with slope equal to 2.36% into the storm manhole northwest of the site. The upstream invert of the manhole outfall at an invert of 826.41 will be the vertical control for the drainage design of the project site. An evaluation of the pre-developed site runoff volume and peak discharge rate was performed for the 2- and 10-year storm events to gain an understanding of existing depressional storage system. The peak flows were determined for the 24-hour storms using the SCS type II distribution. The minimum time Culver’s – Carmel Weihe Engineers, Inc. Stormwater Technical Report August 12, 2022 of concentration of 5-minutes were used due to the size and cover of the site. Please refer to Section 2: Existing Drainage Calculations for details of the analysis. The subject tract consists entirely of the soil type Urban Land – Miami Silt Loam Complex (UkbB2), a C hydrologic soil. An abbreviated NRCS Soil Resource Report can be found in the Appendix of this report. Proposed Drainage: The proposed Culver’s, on approximately 1.16 acres, located at 431 East Carmel Drive in Carmel, Indiana will have an onsite stormwater management system to regulate the stormwater that discharges the site. Per the City of Carmel Stormwater Technical Standards Manual (SWTSM), Section 302.03, “Site- specific release rates for sites with depressional storage” must be restricted such that the proposed 10-year peak runoff rate matches that of the existing 2-year peak runoff rate and that the proposed 100-year peak runoff rate matches that of the existing 10-year peak runoff rate. Allowable Release Rates: Q10post ≤ Q2pre = 2.90 cfs Q100post ≤ Q2pre = 4.35 cfs An outlet control structure with an orifice plate will be used to restrict flow from the site to desired discharge rates, while an underground detention system will provide storage caused by the flow restriction. The underground detention system was designed in assistance by Contech Engineered Solutions using a combination of 40% porosity stone and their ChamberMaxx chambers to provide a total of 5,457 cuft of storage, providing a factor of safety of 1.10 in case of silt build up in the system. A 6” perforated subsurface drain (SSD) will be laid along the perimeter of the system at an invert equal to 826.60 to capture water that sinks into the stone base from the chambers. The chambers and SSD will connect to an outlet control structure with 12” outfall RCP laid at 0.41% to the existing outfall manhole. An orifice plate with an opening of 3.5” by 24” at an invert of 826.60 will be mounted to the manhole in order to restrict flow to allowable rates. The top of the orifice plate shall be at an elevation of 830.25 to act as an overflow spillway to allow higher order storms to bypass the restriction. The stormwater management design and analysis utilized Autodesk’s Hydraflow Hydrographs extension of Autocad Civil 3d, version 2021. See printouts of the model input and results under Section 3: Proposed Drainage Calculations. The Hydraflow model analyzed the 2, 10 and 100-year return interval storms to determine the peak flows for the 24-hour storms using the SCS type II distribution. The minimum time of concentration of 5-minutes were used due to the size and cover of the site. The peak storage volume for the 100-year event, was used for sizing of the underground detention system. Summary of the design results are provided on the next page. Culver’s – Carmel Weihe Engineers, Inc. Stormwater Technical Report August 12, 2022 Proposed Drainage Basin Peak Release Rates (cfs): 2-Year 10-Year 100-Year Detention Discharge 1.70 2.62 3.72 Direct Discharge 0.28 0.50 1.03 Total Release 1.72 2.45 4.35 Underground Detention Peak Stage and Storage: 2-Year 10-Year 100-Year Peak Stage (elev.) 827.96 828.70 830.00 Peak Storage (cuft) 1,950 3,275 4,909 *Storage capacity increased 10% from 4,980 to 5,482 cuft to account for sediment Storm Sewers: The storm sewer system is designed to convey stormwater runoff at a minimum velocity of 2.5 feet/second through RCP while maintaining a hydraulic grade line elevation below the top of castings during a 10-year storm event. For sizing of the storm sewer network, the control basin was broken down further into three (3) contributing sub-basins, based on proposed grading plans and structure locations. The southwest subbasin (106) drains 0.27-acres with a runoff coefficient of 0.65, the southeast subbasin (105) drains 0.26-acres with a runoff coefficient of 0.67, and the north subbasin (104) drains 0.49-acres with a runoff coefficient of 0.74. Structure 106 connects to Structure 105 by a 12” reinforced concrete pipe (RCP) at 0.32% and Structure 105 connects to Structure 104 by a 15” RCP at 0.32%. All structures are 30”x30” Type “E” area inlets. The runoff is then routed to a diversion structure that directs main flow to a water quality system, ending in the underground detention system. Figure 4 highlights the site’s subbasins and storm sewer network through the site. Along with sizing the storm sewer network for the 10-year storm, analysis was also performed for the 100-year storm to check for ponding conditions. According to the city of Carmel’s (SWTSM), the maximum ponding depth is 6”, but as both inlets are designed as sag inlets and the 100- year storm remains below top of casting, ponding is not expected to occur. If inlets become clogged, ponding will occur at a maximum of 6” before topping over towards the next catch basin or discharging from the site. Figure 4.1 shows that emergency flood routing will include structure 106 spilling into structure 105, structure 105 spilling into the east adjoiner’s, Fazoli’s, west parking area, spiling into structure 104, which will spill into the city’s right-of-way. Lidar data was collected from OpenTopography, an open- source platform by the National Science Foundation, to provide contour elevations Culver’s – Carmel Weihe Engineers, Inc. Stormwater Technical Report August 12, 2022 through the Fazoli site. Please refer to Section 4: Storm Sewer Calculations for further details of the pipe sizing calculations. Water Quality: Site runoff from the captured drainage area of the proposed Culver’s will be treated to follow Chapter 700 of the City of Carmel’s (SWTSM). With the site being a redevelopment of over 1-acre, pre-treatment best management practices (BMP’s) are required before releasing runoff from the site. The Curve Number Method was used to determine the runoff volume expected for the water quality unit, which when combined with the unit peak discharge rate from the NRCS type II rainfall distribution led to a treatment flowrate of 1.12cfs. Runoff will be directed through an Aqua-Swirl XCelerator- 3, which can serve a maximum flowrate of 1.13cfs. Along with the XCelerator, all catch basins will be mounted by an Aqua-Swirl Aqua-Guardian inlet insert filter to act as the first bmp in the treatment train. Refer to Section 5: Water Quality Calculations for further details. © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS © 2022 TomTom © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS © 2022 TomTom PROJECT LOCATION October 19, 2022FIGURE 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 ECulver's Carmel, IN PROJECT LOCATION SITE AERIAL October 19, 2022FIGURE 1.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N ECulver's Carmel, IN PROJECT LOCATION SECTION 2: EXISTING DRAINAGE CALCULATIONS CCCCCCCCCCCCC6" STORM -PREFERREDLOCATION4" FOODWASTE4" SANWASTEGAS SERVICECT CABSTORM DROP FROM ROOF -PREFERRED LOCATIONTHIS AREA IS FOR MENU BOARDS AND OCB ONLY.NO UNDERGROUND GREASE TRAPS OR ABOVEGROUND ELECTRICAL TRANSFORMERS; SEE SITEPLAN FROM CFS.VERIFY ALL UNDERGROUND WORK THIS AREA w/SIGN CONTRACTOR.FIRE PROTECTION2" WATER SERVICEFDCDIRECT CONNECTIONSFOR VENDORSPICKUP WINDOWFIGURE 2EXISTING DRAINAGEBASIN MAPOctober 19, 2022WEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611E N G I N E E R SCULVER'SCARMEL, INWSNECAPTURED DETENTIONAREA: 1.03 ACRESCN: 88.6DIRECT DISCHARGEAREA: 0.13 ACRESCN: 84.0EX. 12" RCP22FT @ 2.36% Project: Date: Job No: Prepared By: Checked By: BASIN: Total Site Cover type Area (SF) Area (Ac.) CN C Pavement 18218 0.42 98 0.85 Roof 4470 0.10 98 0.90 Grass 27778 0.64 80 0.35 TOTAL =1.16 88.1 0.58 BASIN: Cover type Area (SF) Area (Ac.) CN C Pavement 16921 0.39 98 0.85 Roof 4470 0.10 98 0.90 Grass 23266 0.53 80 0.25 TOTAL =1.03 88.6 0.54 BASIN: Cover type Area (SF) Area (Ac.) CN C Pavement 1297 0.03 98 0 Roof 0 0.00 98 0.90 Grass 4512 0.10 80 0.25 TOTAL =0.13 84.0 0.19 Existing Runoff Calculations Carmel, IN Culver's April 29, 2022 W220058 DEG SSR Captured Detention Direct Discharge HYDROGRAPH NO.1: CAPTURED DETENTION AREA: 1.03 CN: 88.6 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Project: Existing.gpw Wednesday, 02 / 23 / 2022 Hyd.Origin Description Legend 1 SCS Runoff Captured Detention 2 SCS Runoff Direct Discharge 3 Reservoir Detention Outlet 4 Combine Total Site Discharge HYDROGRAPH NO.2: DIRECT DISCHARGE AREA: 0.13 CN: 84.0 HYDROGRAPH NO.3: DETENTION OUTLET HYDROGRAPH NO.4: TOTAL SITE DISCHARGE 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 1 SCS Runoff ------ ------- 2.707 ------- ------- 4.768 ------- ------- ------- Captured Detention 2 SCS Runoff ------ ------- 0.274 ------- ------- 0.526 ------- ------- ------- Direct Discharge 3 Reservoir 1 ------- 2.624 ------- ------- 3.883 ------- ------- ------- Detention Outlet 4 Combine 2, 3 ------- 2.898 ------- ------- 4.346 ------- ------- ------- Total Site Discharge Proj. file: Existing.gpw Wednesday, 02 / 23 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 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) 1 SCS Runoff 2.707 2 716 5,515 ------ ------ ------ Captured Detention 2 SCS Runoff 0.274 2 718 553 ------ ------ ------ Direct Discharge 3 Reservoir 2.624 2 718 5,515 1 828.66 181 Detention Outlet 4 Combine 2.898 2 718 6,068 2, 3 ------ ------ Total Site Discharge Existing.gpw Return Period: 2 Year Wednesday, 02 / 23 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Hyd. No. 1 Captured Detention Hydrograph type = SCS Runoff Peak discharge = 2.707 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 5,515 cuft Drainage area = 1.030 ac Curve number = 88.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 2 4 6 8 10 12 14 16 18 20 22 24 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) Captured Detention Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Hyd. No. 2 Direct Discharge Hydrograph type = SCS Runoff Peak discharge = 0.274 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 553 cuft Drainage area = 0.130 ac Curve number = 84 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) Direct Discharge Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Hyd. No. 3 Detention Outlet Hydrograph type = Reservoir Peak discharge = 2.624 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 5,515 cuft Inflow hyd. No. = 1 - Captured Detention Max. Elevation = 828.66 ft Reservoir name = Dry Detention Pond Max. Storage = 181 cuft Storage Indication method used. 0 2 4 6 8 10 12 14 16 18 20 22 24 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) Detention Outlet Hyd. No. 3 -- 2 Year Hyd No. 3 Hyd No. 1 Total storage used = 181 cuft Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Pond No. 1 - Dry Detention Pond Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 827.68 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 827.68 00 0 0 0.32 828.00 06 1 1 1.32 829.00 746 274 274 2.32 830.00 1,612 1,151 1,426 3.32 831.00 2,366 1,977 3,402 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 12.00 0.00 0.00 0.00 Span (in)= 12.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft)= 827.68 0.00 0.00 0.00 Length (ft)= 22.00 0.00 0.00 0.00 Slope (%)= 2.36 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 827.68 0.00 --- --- --- --- --- --- --- --- --- 0.000 0.32 1 828.00 0.42 ic --- --- --- --- --- --- --- --- --- 0.418 1.32 274 829.00 3.42 ic --- --- --- --- --- --- --- --- --- 3.424 2.32 1,426 830.00 5.10 ic --- --- --- --- --- --- --- --- --- 5.101 3.32 3,402 831.00 6.35 ic --- --- --- --- --- --- --- --- --- 6.350 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Hyd. No. 4 Total Site Discharge Hydrograph type = Combine Peak discharge = 2.898 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 6,068 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.130 ac 0 2 4 6 8 10 12 14 16 18 20 22 24 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) Total Site Discharge Hyd. No. 4 -- 2 Year Hyd No. 4 Hyd No. 2 Hyd No. 3 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) 1 SCS Runoff 4.768 2 716 9,959 ------ ------ ------ Captured Detention 2 SCS Runoff 0.526 2 716 1,072 ------ ------ ------ Direct Discharge 3 Reservoir 3.883 2 720 9,959 1 829.24 545 Detention Outlet 4 Combine 4.346 2 718 11,032 2, 3 ------ ------ Total Site Discharge Existing.gpw Return Period: 10 Year Wednesday, 02 / 23 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Hyd. No. 1 Captured Detention Hydrograph type = SCS Runoff Peak discharge = 4.768 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 9,959 cuft Drainage area = 1.030 ac Curve number = 88.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.06 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 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 (hrs) Captured Detention Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Hyd. No. 2 Direct Discharge Hydrograph type = SCS Runoff Peak discharge = 0.526 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 1,072 cuft Drainage area = 0.130 ac Curve number = 84 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.06 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 2 4 6 8 10 12 14 16 18 20 22 24 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (hrs) Direct Discharge Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Hyd. No. 3 Detention Outlet Hydrograph type = Reservoir Peak discharge = 3.883 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 9,959 cuft Inflow hyd. No. = 1 - Captured Detention Max. Elevation = 829.24 ft Reservoir name = Dry Detention Pond Max. Storage = 545 cuft Storage Indication method used. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Detention Outlet Hyd. No. 3 -- 10 Year Hyd No. 3 Hyd No. 1 Total storage used = 545 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 02 / 23 / 2022 Hyd. No. 4 Total Site Discharge Hydrograph type = Combine Peak discharge = 4.346 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 11,032 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.130 ac 0 2 4 6 8 10 12 14 16 18 20 22 24 26 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 (hrs) Total Site Discharge Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 2 Hyd No. 3 SECTION 3: PROPOSED DRAINAGE CALCULATIONS 1-STY BRICK AND FRAME COMMERCIAL BUILDING C C C C C C C C C C C CC 6" STORM -PREFERREDLOCATION4" FOODWASTE4" SANWASTEGAS SERVICECT CABSTORM DROP FROM ROOF -PREFERRED LOCATIONTHIS AREA IS FOR MENU BOARDS AND OCB ONLY.NO UNDERGROUND GREASE TRAPS OR ABOVEGROUND ELECTRICAL TRANSFORMERS; SEE SITEPLAN FROM CFS.VERIFY ALL UNDERGROUND WORK THIS AREA w/SIGN CONTRACTOR.FIRE PROTECTION 2" WATER SERVICEFDC DIRECT CONNECTIONSFOR VENDORSPICKUP WINDOWSTMSTMFFE = 834.00 STM STM ST ST PATIO ST PROPOSED BMP EASEMENT PROPOSED BMPEASEMENTPROPOSED BMPEASEMENTFIGURE 3 PROPOSED DRAINAGE BASIN MAP October 19, 2022 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S CULVER'S CARMEL, IN W S N E CAPTURED DETENTION AREA: 1.02 ACRES CN: 92.5 DIRECT DISCHARGE AREA: 0.14 ACRES CN: 82.8 OUTLET CONTROL STRUCTURE UNDERGROUND DETENTION AQUA-SWIRL XCELERATOR XC-3 DIVERSION STRUCTURE STRUCTURE TO BE MOUNTED WITH CATCH BASIN INSERT BMP STRUCTURE TO BE MOUNTED WITH CATCH BASIN INSERT BMP STRUCTURE TO BE MOUNTED WITH CATCH BASIN INSERT BMP Project: Date: Job No: Prepared By: Checked By: BASIN: Cover type Area (SF) Area (Ac.) CN C Pavement 28917 0.66 98 0.85 Roof 5558 0.13 98 0.90 Grass 15991 0.37 77 0.25 TOTAL =1.16 91.3 0.67 BASIN: Cover type Area (SF) Area (Ac.) CN C Pavement 27230 0.63 98 0.85 Roof 5558 0.13 98 0.90 Grass 11602 0.27 77 0.25 TOTAL =1.02 92.5 0.70 BASIN: Cover type Area (SF) Area (Ac.) CN C Pavement 1687 0.04 98 0.85 Roof 0 0.00 98 0.90 Grass 4389 0.10 77 0.25 TOTAL =0.14 82.8 0.42 Captured Detention Direct Discharge Total Site Proposed Runoff Calculations Carmel, IN Culver's February 24, 2022 W220058 DEG SSR Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Project: Proposed.gpw Thursday, 02 / 24 / 2022 Hyd.Origin Description Legend 1 SCS Runoff Captured Detention 2 SCS Runoff Direct Discharge 3 Reservoir Underground Detention 4 Combine Total Site Discharge HYDROGRAPH NO. 1: CAPTURED DETENTION AREA: 1.02 CN: 92.5 HYDROGRAPH NO. 2: DIRECT DISCHARGE AREA: 0.14 CN: 82.8 HYDROGARPH NO. 3: UNDERGROUND DETENTION OUTLET HYDROGARPH NO. 4: TOTAL SITE DISCHARGE 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 1 SCS Runoff ------ ------- 3.125 ------- ------- 4.841 ------- ------- 8.640 Captured Detention 2 SCS Runoff ------ ------- 0.276 ------- ------- 0.499 ------- ------- 1.027 Direct Discharge 3 Reservoir 1 ------- 1.522 ------- ------- 2.129 ------- ------- 3.724 Detention Discharge 4 Combine 2, 3 ------- 1.717 ------- ------- 2.446 ------- ------- 4.346 Total Site Discharge Proj. file: Proposed Carmel Standards.gpw Friday, 04 / 29 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 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) 1 SCS Runoff 3.125 2 716 6,546 ------ ------ ------ Captured Detention 2 SCS Runoff 0.276 2 718 555 ------------ ------ Direct Discharge 3 Reservoir 1.522 2 722 6,541 1 827.71 1,474 Detention Discharge 4 Combine 1.717 2 720 7,097 2, 3 ------ ------ Total Site Discharge Proposed Carmel Standards.gpw Return Period: 2 Year Friday, 04 / 29 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 1 Captured Detention Hydrograph type = SCS Runoff Peak discharge = 3.125 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 6,546 cuft Drainage area = 1.020 ac Curve number = 92.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.66 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 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) Captured Detention Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 2 Direct Discharge Hydrograph type = SCS Runoff Peak discharge = 0.276 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 555 cuft Drainage area = 0.140 ac Curve number = 82.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.66 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Direct Discharge Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 3 Detention Discharge Hydrograph type = Reservoir Peak discharge = 1.522 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 6,541 cuft Inflow hyd. No. = 1 - Captured Detention Max. Elevation = 827.71 ft Reservoir name = Underground Detention Max. Storage = 1,474 cuft Storage Indication method used. 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Detention Discharge Hyd. No. 3 -- 2 Year Hyd No. 3 Hyd No. 1 Total storage used = 1,474 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 4 Total Site Discharge Hydrograph type = Combine Peak discharge = 1.717 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 7,097 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.140 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Total Site Discharge Hyd. No. 4 -- 2 Year Hyd No. 4 Hyd No. 2 Hyd No. 3 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) 1 SCS Runoff 4.841 2 716 10,427 ------ ------ ------ Captured Detention 2 SCS Runoff 0.499 2 716 1,011 ------ ------ ------ Direct Discharge 3 Reservoir 2.129 2 722 10,422 1 828.28 2,530 Detention Discharge 4 Combine 2.446 2 720 11,434 2, 3 ------ ------ Total Site Discharge Proposed Carmel Standards.gpw Return Period: 10 Year Friday, 04 / 29 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 1 Captured Detention Hydrograph type = SCS Runoff Peak discharge = 4.841 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 10,427 cuft Drainage area = 1.020 ac Curve number = 92.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 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) Captured Detention Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 2 Direct Discharge Hydrograph type = SCS Runoff Peak discharge = 0.499 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,011 cuft Drainage area = 0.140 ac Curve number = 82.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Direct Discharge Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 3 Detention Discharge Hydrograph type = Reservoir Peak discharge = 2.129 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 10,422 cuft Inflow hyd. No. = 1 - Captured Detention Max. Elevation = 828.28 ft Reservoir name = Underground Detention Max. Storage = 2,530 cuft Storage Indication method used. 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Detention Discharge Hyd. No. 3 -- 10 Year Hyd No. 3 Hyd No. 1 Total storage used = 2,530 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 4 Total Site Discharge Hydrograph type = Combine Peak discharge = 2.446 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 11,434 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.140 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Total Site Discharge Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 2 Hyd No. 3 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) 1 SCS Runoff 8.640 2 716 19,368 ------ ------ ------ Captured Detention 2 SCS Runoff 1.027 2 716 2,143 ------ ------ ------ Direct Discharge 3 Reservoir 3.724 2 722 19,363 1 830.00 4,909 Detention Discharge 4 Combine 4.346 2 720 21,506 2, 3 ------ ------ Total Site Discharge Proposed Carmel Standards.gpw Return Period: 100 Year Friday, 04 / 29 / 2022 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 1 Captured Detention Hydrograph type = SCS Runoff Peak discharge = 8.640 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 19,368 cuft Drainage area = 1.020 ac Curve number = 92.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Captured Detention Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 2 Direct Discharge Hydrograph type = SCS Runoff Peak discharge = 1.027 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,143 cuft Drainage area = 0.140 ac Curve number = 82.8 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Direct Discharge Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 3 Detention Discharge Hydrograph type = Reservoir Peak discharge = 3.724 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 19,363 cuft Inflow hyd. No. = 1 - Captured Detention Max. Elevation = 830.00 ft Reservoir name = Underground Detention Max. Storage = 4,909 cuft Storage Indication method used. 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Detention Discharge Hyd. No. 3 -- 100 Year Hyd No. 3 Hyd No. 1 Total storage used = 4,909 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 4 Total Site Discharge Hydrograph type = Combine Peak discharge = 4.346 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 21,506 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 0.140 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 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) Total Site Discharge Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 2 Hyd No. 3 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Pond No. 1 - Underground Detention Pond Data UG Chambers -Invert elev. = 827.10 ft, Rise x Span = 2.50 x 4.28 ft, Barrel Len = 98.10 ft, No. Barrels = 4, Slope = 0.10%, Headers = Yes Encasement -Invert elev. = 826.60 ft, Width = 4.75 ft, Height = 4.00 ft, Voids = 40.00% Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft) 0.00 826.60 n/a 0 0 0.41 827.01 n/a 295 295 0.82 827.42 n/a 634 929 1.23 827.83 n/a 779 1,708 1.64 828.24 n/a 758 2,466 2.05 828.65 n/a 722 3,188 2.46 829.06 n/a 665 3,853 2.87 829.47 n/a 573 4,426 3.28 829.88 n/a 386 4,812 3.69 830.29 n/a 335 5,147 4.10 830.70 n/a 335 5,482 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 12.00 3.50 Inactive 0.00 Span (in)= 12.00 24.00 0.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 826.60 826.60 0.00 0.00 Length (ft)= 25.50 0.00 0.00 0.00 Slope (%)= 0.63 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No NoNoNo Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 826.60 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.41 295 827.01 0.54 oc 0.54 ic --- --- --- --- --- --- --- --- 0.544 0.82 929 827.42 1.18 oc 1.18 ic --- --- --- --- --- --- --- --- 1.178 1.23 1,708 827.83 1.64 oc 1.64 ic --- --- --- --- --- --- --- --- 1.636 1.64 2,466 828.24 2.08 oc 2.08 ic --- --- --- --- --- --- --- --- 2.082 2.05 3,188 828.65 2.56 oc 2.56 ic --- --- --- --- --- --- --- --- 2.561 2.46 3,853 829.06 2.96 oc 2.96 ic --- --- --- --- --- --- --- --- 2.963 2.87 4,426 829.47 3.32 oc 3.32 ic --- --- --- --- --- --- --- --- 3.317 3.28 4,812 829.88 3.64 oc 3.64 ic --- --- --- --- --- --- --- --- 3.637 3.69 5,147 830.29 3.93 oc 3.93 ic --- --- --- --- --- --- --- --- 3.930 4.10 5,482 830.70 4.20 oc 4.20 ic --- --- --- --- --- --- --- --- 4.204 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Friday, 04 / 29 / 2022 Hyd. No. 3 Detention Discharge Hydrograph type = Reservoir Peak discharge = 3.724 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 19,363 cuft Inflow hyd. No. = 1 - Captured DetentionReservoir name = Underground Deten Max. Elevation = 830.00 ft Max. Storage = 4,909 cuft Storage Indication method used. Hydrograph Discharge Table ( Printed values >= 1.00% of Qp. Print interval = 10) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 320 0.045 826.70 0.043 0.041 ----- ----- ----- ----- ----- ----- ----- 0.041 340 0.051 826.70 0.049 0.047 ----- ----- ----- ----- ----- ----- ----- 0.047 360 0.057 826.71 0.055 0.053 ----- ----- ----- ----- ----- ----- ----- 0.053 380 0.063 826.72 0.061 0.059 ----- ----- ----- ----- ----- ----- ----- 0.059 400 0.068 826.72 0.067 0.064 ----- ----- ----- ----- ----- ----- ----- 0.064 420 0.074 826.73 0.073 0.071 ----- ----- ----- ----- ----- ----- ----- 0.071 440 0.080 826.73 0.079 0.077 ----- ----- ----- ----- ----- ----- ----- 0.077 460 0.086 826.74 0.084 0.083 ----- ----- ----- ----- ----- ----- ----- 0.083 480 0.092 826.74 0.090 0.089 ----- ----- ----- ----- ----- ----- ----- 0.089 500 0.107 826.75 0.100 0.099 ----- ----- ----- ----- ----- ----- ----- 0.099 520 0.125 826.77 0.117 0.116 ----- ----- ----- ----- ----- ----- ----- 0.116 540 0.144 826.78 0.136 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136 560 0.151 826.79 0.149 0.148 ----- ----- ----- ----- ----- ----- ----- 0.148 580 0.163 826.80 0.157 0.156 ----- ----- ----- ----- ----- ----- ----- 0.156 600 0.194 826.81 0.184 0.183 ----- ----- ----- ----- ----- ----- ----- 0.183 620 0.237 826.84 0.222 0.221 ----- ----- ----- ----- ----- ----- ----- 0.221 640 0.293 826.86 0.274 0.273 ----- ----- ----- ----- ----- ----- ----- 0.273 660 0.371 826.90 0.345 0.345 ----- ----- ----- ----- ----- ----- ----- 0.345 680 0.536 826.97 0.484 0.484 ----- ----- ----- ----- ----- ----- ----- 0.484 700 2.091 827.21 0.884 0.876 ----- ----- ----- ----- ----- ----- ----- 0.876 Continues on next page... Detention Discharge Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 720 6.449 829.78 3.561 3.561 ----- ----- ----- ----- ----- ----- ----- 3.561 740 0.845 828.55 2.459 2.459 ----- ----- ----- ----- ----- ----- ----- 2.459 760 0.496 827.71 1.530 1.528 ----- ----- ----- ----- ----- ----- ----- 1.528 780 0.391 827.20 0.865 0.860 ----- ----- ----- ----- ----- ----- ----- 0.860 800 0.326 826.95 0.435 0.435 ----- ----- ----- ----- ----- ----- ----- 0.435 820 0.274 826.87 0.293 0.293 ----- ----- ----- ----- ----- ----- ----- 0.293 840 0.234 826.85 0.247 0.246 ----- ----- ----- ----- ----- ----- ----- 0.246 860 0.215 826.84 0.221 0.220 ----- ----- ----- ----- ----- ----- ----- 0.220 880 0.200 826.83 0.206 0.205 ----- ----- ----- ----- ----- ----- ----- 0.206 900 0.186 826.82 0.192 0.191 ----- ----- ----- ----- ----- ----- ----- 0.191 920 0.172 826.81 0.178 0.177 ----- ----- ----- ----- ----- ----- ----- 0.177 940 0.158 826.80 0.165 0.164 ----- ----- ----- ----- ----- ----- ----- 0.164 960 0.144 826.79 0.151 0.150 ----- ----- ----- ----- ----- ----- ----- 0.150 980 0.137 826.78 0.140 0.140 ----- ----- ----- ----- ----- ----- ----- 0.140 1000 0.132 826.78 0.135 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134 1020 0.127 826.78 0.129 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129 1040 0.122 826.77 0.124 0.124 ----- ----- ----- ----- ----- ----- ----- 0.124 1060 0.116 826.77 0.119 0.119 ----- ----- ----- ----- ----- ----- ----- 0.119 1080 0.111 826.76 0.114 0.114 ----- ----- ----- ----- ----- ----- ----- 0.114 1100 0.106 826.76 0.109 0.109 ----- ----- ----- ----- ----- ----- ----- 0.109 1120 0.101 826.76 0.104 0.104 ----- ----- ----- ----- ----- ----- ----- 0.104 1140 0.096 826.75 0.100 0.099 ----- ----- ----- ----- ----- ----- ----- 0.099 1160 0.091 826.75 0.095 0.093 ----- ----- ----- ----- ----- ----- ----- 0.094 1180 0.086 826.74 0.090 0.088 ----- ----- ----- ----- ----- ----- ----- 0.088 1200 0.081 826.74 0.085 0.083 ----- ----- ----- ----- ----- ----- ----- 0.083 1220 0.079 826.74 0.082 0.080 ----- ----- ----- ----- ----- ----- ----- 0.080 1240 0.078 826.73 0.080 0.079 ----- ----- ----- ----- ----- ----- ----- 0.079 1260 0.077 826.73 0.079 0.077 ----- ----- ----- ----- ----- ----- ----- 0.077 Continues on next page... Detention Discharge Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1280 0.076 826.73 0.078 0.076 ----- ----- ----- ----- ----- ----- ----- 0.076 1300 0.075 826.73 0.077 0.075 ----- ----- ----- ----- ----- ----- ----- 0.075 1320 0.074 826.73 0.076 0.074 ----- ----- ----- ----- ----- ----- ----- 0.074 1340 0.073 826.73 0.076 0.073 ----- ----- ----- ----- ----- ----- ----- 0.073 1360 0.072 826.73 0.075 0.072 ----- ----- ----- ----- ----- ----- ----- 0.072 1380 0.071 826.73 0.074 0.071 ----- ----- ----- ----- ----- ----- ----- 0.071 1400 0.070 826.73 0.073 0.070 ----- ----- ----- ----- ----- ----- ----- 0.070 1420 0.069 826.73 0.072 0.069 ----- ----- ----- ----- ----- ----- ----- 0.069 1440 0.068 826.73 0.071 0.068 ----- ----- ----- ----- ----- ----- ----- 0.068 ...End WEIR PLATE INSTALLATION DETAIL OUTLET CONTROL STRUCTURE "101" April 28, 2022FIGURE 5 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S BB SECTION A-A SECTION B-B A A PLAN VIEW SECTION 4: STORM SEWER CALCULATIONS 1-STY BRICK AND FRAMECOMMERCIAL BUILDINGCCCCCCCCCCCCC6" STORM -PREFERREDLOCATION4" FOODWASTE4" SANWASTEGAS SERVICECT CABSTORM DROP FROM ROOF -PREFERRED LOCATIONTHIS AREA IS FOR MENU BOARDS AND OCB ONLY.NO UNDERGROUND GREASE TRAPS OR ABOVEGROUND ELECTRICAL TRANSFORMERS; SEE SITEPLAN FROM CFS.VERIFY ALL UNDERGROUND WORK THIS AREA w/SIGN CONTRACTOR.FIRE PROTECTION2" WATER SERVICEFDCDIRECT CONNECTIONSFOR VENDORSPICKUP WINDOWS T M S T M GGG G G G G G GFFE = 834.00STMSTMSTSTPATIOSTPROPOSED BMPEASEMENTPROPOSED BMP EASEMENT PROPOSED BMP EASEMENT FIGURE 4WEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611E N G I N E E R SPROPOSED PIPE SIZINGBASIN MAPOctober 19, 2022CULVER'SCARMEL, INSEWNSTR 105TOC = 831.85INV (N) = 828.40INV (W) = 828.50202' OF 15" RCP @ 0.32%39' OF 18" RCP @ 0.32%STR 104TOC = 831.00INV (NW) = 827.75INV (S) = 827.65STR 103TOC = 831.39INV (SE) = 827.57INV (NE) = 827.47INV (N) = 828.52STR WQTOC = 831.39INV IN = 827.37INV OUT = 827.37STR 102TOC = 831.65INV (S) = 827.27INV (SE) =827.27INV (W) =827.17STR 101TOC = 832.78INV = 826.60Catchment -104Area = 0.49 Ac.C = 0.74Catchment - 105Area = 0.26 Ac.C = 0.67Catchment - 106Area = 0.27 Ac.C = 0.65STR 106TOC = 832.00INV = 828.80PROPOSED DRAINAGE EASEMENT93' OF 12" RCP @ 0.32% BASIN: 104 Area (SF) Area (Ac.) C 12497 0.29 0.85 4612 0.11 0.90 4096 0.09 0.25 TOTAL =21205 0.49 0.74 BASIN: 105 Area (SF) Area (Ac.) C 6981 0.16 0.85 946 0.02 0.90 3517 0.08 0.25 TOTAL =11444 0.26 0.67 BASIN: 106 Area (SF) Area (Ac.) C 7856 0.18 0.85 0 0.00 0.90 3885 0.09 0.25 TOTAL =11741 0.27 0.65 BASIN: Direct Discharge Area (SF) Area (Ac.) C 1687 0.04 0.85 0 0.00 0.90 4389 0.10 0.25 TOTAL =6076 0.14 0.42 Proposed Subbasin Runoff Calculations Project:Carmel, IN Culver's Date:April 28, 2022 Job No:W220058 Prepared By:DEG Checked By:SSR Pervious, Grass Cover type Impervious, Pavement Cover type Impervious, Pavement Impervious, Roof Impervious, Pavement Impervious, Roof Pervious, Grass Impervious, Roof Pervious, Grass Cover type Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Project: Date: Job No: Prepared By: Checked By: Area (ft2)Perimeter (ft)Weir Condition (d<0.3') 1.50 7.90 Orifice Condition (d>0.4') 2.00 8.70 Inlet 102 0.74 0.49 Inlet 103 0.67 0.26 Inlet 104 0.65 0.27 Q Weir Orifice Controlling Depth Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 104 2.64 0.48 0.29 0.29 OK Neenah R-3357-A 105 1.27 0.24 0.12 0.24 OK Neenah R-3405 106 1.28 0.25 0.12 0.25 OK Neenah R-3405 *Rainfall intensities obtained from NOAA Atlas 14, Volume 2, Version 3 for Indianapolis, IN 10-year 7.27 2.64 1.27 1.28 Proposed Inlet Capacity Calculations Carmel, IN Culver's October 19, 2022 W220058 DEG SSR Catch Basin Neenah R-3357-A 50% Cogged Condition Inlet Evaluation Runoff Coefficient Area (Ac) Rainfall Intensity 10-Year Storm Peak Discharge Rates Type of Casting Catch Basin Neenah R-3405 © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS © 2022 TomTom 1-STY BRICK AND FRAMECOMMERCIAL BUILDINGCCCC6" STORM -PREFERREDLOCATION4" FOODWASTE4" SANWASTEGAS SERVICECT CABSTORM DROP FROM ROOF -PREFERRED LOCATIONTHIS AREA IS FOR MENU BOARDS AND OCB ONLY.NO UNDERGROUND GREASE TRAPS OR ABOVEGROUND ELECTRICAL TRANSFORMERS; SEE SITEPLAN FROM CFS.VERIFY ALL UNDERGROUND WORK THIS AREA w/SIGN CONTRACTOR.FIRE PROTECTION2" WATER SERVICEFDCDIRECT CONNECTIONSFOR VENDORSPICKUP WINDOWGG G G GFFE = 834.00STMSTSTPATIOSTS T M FIGURE 4.1WEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611E N G I N E E R SEMERGENCY FLOODROUTING PLANOctober 24, 2022CULVER'SCARMEL, INSEWNEX. INLETTC = 833.96STR. 106TC = 831.83STR. 105TC = 831.68STR. 104TC = 831.00STR. 103TC = 831.32STR. WQTC = 831.36STR. 102TC = 831.58STR. 101TC = 833.30EX. INLETTC = 833.31DEPTH = 0.47'ELEV = 832.30DEPTH = 0.60'ELEV = 832.30DEPTH = 0.22'ELEV = 831.22LIDAR TOPOGRAPHY SHOULD NOT BECHANGING THROUGHOUT THE BUILDINGFOUNDATION. ASSUMED FFE = 832.5EX. CITY INLETTC = 825.6EX. CITY INLETTC= 829.4EX. CITY INLETTC = 828.8EX. CITY INLETTC= 830.4 SECTION 5: WATER QUALITY CALCULATIONS Project: Date: Job No: Prepared By: Checked By: WQv = water quality volume ( acre-feet) Formulas: P = 1-inch of rainfall Rv = volumetric runoff coeffient A = total site area I = percent of impervious cover Qv = Runoff Depth (in) WQv = A*Qv CN = Water Quality Curve Number Fig. 9-1 Qwq = A*Qv*qu qu = Unit Peak Discharge (cfs/mi^2/in) from TR-55 Exhibit 4-II Total Area SF Imp. Area SF "I" Rv CN S Qv (in)WQv (ac-ft)Ia qu (csm/in)Qwq (cfs) 44390 32892 74% 0.72 97 0.31 0.71 0.060 0.062 1000 1.12 From Chart From Chart From Chart Stormwater Quality Calculations Carmel, IN Culver's October 24, 2022 W220058 DEG SSR From Site Data I = Total / Impervious Areas Rv = 0.05 + 0.009 (I) S = (1000/CN) - 10 Qv = (P - 0.2S)^2/(P + 0.8S) Curve Number Method City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 OFF-LINE WATER QUALITY & DIVERSION STRUCTURE DETAIL April 28, 2022FIGURE 6 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S OUTLET INVERT FROM STR 103 TO STR 102 HAS BEEN RAISED FROM ANALYSIS COMPUTATIONS TO ACT AS A WEIR, ENSURING PRIMARY FLOW IS DIRECTED TO AQUA-SWIRL ~39 L.F 18" RCP ~10 L.F 12" HDPE STR 103 48" DIA MANHOLE DIVERSION STR. TOC = 831.39 INV = 828.52 INV = 827.47 INV = 827.37 INV = 827.27 INV = 827.27 INV = 827.17 INV = 827.57 INV = 827.37 ~10 L.F 12" HDPE ~15 L.F 12" HDPE STR 102 48" DIA MANHOLE TOC = 831.65 AQUA-SWIRL XCELERATOR XC-3 TOC = 831.39 Plan View SCALE 1:40 Elevation View SCALE 1:40 Projected View SCALE 1:70 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores 6/26/2019 Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-Swirl XCelerator Aqua-Swirl Stormwater Treatment System Standard Detail As Shown el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-3 CCW STD XC-3 STD Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 4 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-Swirl specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 1500 lbs [700 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-3 inlet/outlet pipe size ranges up to 21 in [533 mm]. XC-3 chamber height may vary up to 80 in [2032 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90 to a maximum of 180. Clockwise or counterclockwise orientation as needed. 2 3 3 2 54 in [1372 mm] 54 in [1372 mm] P21 in [P533 mm] P21 in [P533 mm] 2 Octagonal Base Plate P42 in [P1070 mm] 47 in [1194 mm] 80 in [2032 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed) Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 180P42 in [P1067 mm] Optional inlet orientations available (See note 4) Elevation View SCALE 1:12 Plan View SCALE 1:12 Projected View SCALE 1:40 Mounting Rails SCALE 1:12 QTY - 4 DETAIL A SCALE 1:6 "T" Handle Center Piece Detail SCALE 1:12 A 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores 5/5/2020 Rvwed Rvw. Date U.S. Patent Pending Aqua-Guardian Standard Detail As Shown Rev Date Description of RevisionAqua-Guardian Catch Basin Insert GENERAL NOTES: 1. Insert shall be constructed from High-Density Polyethlene (HDPE) PE 3408 ASTM F714 and stainless/powder coated steel. 2. HDPE support flange can be field cut by contractor to fit. 3. Prior to fabrication, purchaser is responsible for indicating all obstructions in catch basin which might inhibit proper installation. 4. Optimum installation requires that the bottom of the insert be above or level with the crown of discharge pipe elevation (1/2 discharge pipe minimum). SIGNED APPROVED DRAWING REQUIRED BEFORE START OF MANUFACTURING DATE:________ ( ) APPROVED _____________________________ ( ) APPROVED AS NOTED ____________________ ( ) REVISE & RESUBMIT _____________________ AG-18 STD AG-18 24" 24" Contractor to Drill 3/8" holes in HDPE Support Flange to match Mounting Rails Stainless Steel Mounting Ralls to be installed by contractor using stainless steel bolts, fender washers/flat bar and lock nuts (provided by manufacturer). Filter Housing Locking Centerpiece Filter Screen Outlet Flow Filtered Standpipe Perforated Base PlateFilter Media Sediment Collection Chamber HDPE Support Flange can be field cut by contractor to fit. Internal High Flow Bypass "T" Handle 21 1/2" 1" HDPE Support Flange (can be field cut by contractor to fit) 24 1/2" 24" 2" 1"14"2" 2"5 3/4"7/8"1" HDPE Suppot Flange Fender Washer or Flat Bar Lock Nut Washer 5/16" BoltMounting Rail P13 1/4" Performance Evaluation Using a Perlite Filter1 Aqua-Tech Report 7.3 AquaShield™, Inc. ● 2733 Kanasita Dr., Suite B ● Chattanooga, TN 37343 Phone: 423.870.8888 ● Fax: 423.826.2112 ● Toll-Free: 888.344.9044 ● www.aquashieldinc.com Background Information AquaShieldTM utilizes various filter media for the treatment of stormwater and industrial runoff in the Aqua-FilterTM Stormwater Filtration System, the Go- FilterTM Mobile Treatment System, and the Aqua- GuardianTM Catch Basin Insert. The media is packaged in flexible cartridges that are fixed within the different patented technology devices. While each of these systems are custom-engineered facilities, the Aqua-FilterTM and Go-FilterTM systems utilize a two stage treatment train configuration. Treatment begins with the removal of gross pollutants and free-floating oil by the swirl concentrator (Aqua-SwirlTM), followed by the removal of fine sediments and other waterborne pollutants by the filtration chamber. The Aqua- GuardianTM does not rely on a treatment train approach. Perlite is the most common filter media used in the AquaShieldTM stormwater treatment systems. Perlite (CAS: 93763-70-3) is an amorphous, hydrated glassy volcanic rock of rhyolitic composition, consisting primarily of fused sodium potassium aluminum silicate. Perlite has long been recognized as an effective filter medium for the removal of sediment and hydrocarbons contained in stormwater runoff. Purpose of Performance Evaluation In order to evaluate the performance level of a perlite filter medium, a laboratory simulation was performed using known concentrations of common contaminants associated with stormwater runoff. Laboratory Methods Independent laboratory testing was performed on behalf of AquaShieldTM by Analytical Industrial Research Laboratories, Inc. (AIRL) of Cleveland, Tennessee.2 AIRL is accredited with the National Environmental Laboratory Accreditation Program (NELAP). A 50 gallon stock solution of laboratory reagent water containing known concentrations of total suspended solids (TSS) aluminum, copper, zinc and phosphorus was gravity fed from a 50-gallon sterile polypropylene holding tank. The container was gently stirred with an electric motor turning a paddle at approximately 25°C (77°F). The container was fitted at the base with a manually operated PVC flow discharge nozzle. An open ended, tube shaped, PVC filtration cartridge was held in place below the discharge nozzle by the use of standard laboratory clamp devices. A three inch (7.62 cm) head space was maintained between the discharge nozzle and the top of the filtration cartridge. The filtration cartridge dimensions were six inches (15.24 cm) in diameter and eight inches (20.32 cm) in length, and occupied a volume of 226 cubic inches (3,705 cubic cm). The cartridge contained 370 grams of consolidated (not packed) perlite. Both ends of the cartridge were covered with a thin flexible nylon screen having one millimeter (0.0394 inch) square openings to retain the perlite filter media. Target influent concentrations were based on the maximum concentration from two years of sampling a commercial parking lot (Table 1). Table 1: Target Influent Concentrations Contaminant Maximum Concentration TSS 44 mg/L Aluminum 786 g/L Copper 21.9 g/L Zinc 118 g/L Phosphorus 50 mg/L All test constituents were insoluble forms. The simulation used sediment (TSS) particle sizes of 19, 45 and 75 microns, ranging from silt to very fine- grained sand. Particle sizes for the aluminum, phosphorus and zinc were <10 microns, while the copper particle size was <5 microns. Water passed through the filtration cartridge at an assigned flow, or loading rate of approximately 17.8 gpm/ft2 and at five gallon increments. One gallon effluent (filtered) water samples were collected in new, sterile polypropylene containers at the terminus of the filtration cartridge at pre-determined discharge volume intervals between the 4th and 5th, 24th and 25th gallon, and 49th and 50th gallon. Each effluent water sample was analyzed for the contaminant constituents and within their Performance Evaluation Using a Perlite Filter1 Aqua-Tech Report 7.3 AquaShield™, Inc. ● 2733 Kanasita Dr., Suite B ● Chattanooga, TN 37343 Phone: 423.870.8888 ● Fax: 423.826.2112 ● Toll-Free: 888.344.9044 ● www.aquashieldinc.com established holding times. Prior to testing, the filtration cartridge was rinsed with five gallons of reagent water to establish background levels for each constituent. The sampling for the “blanks” occurred between the 4th and 5th gallon. Laboratory analytical methods for influent and effluent water samples followed EPA Method 160.2 for TSS and EPA Method 200.7 for the other contaminants. Simulated Test Parameters The use of simulated test parameters allows for the laboratory test parameters to be extrapolated in order to evaluate removal efficiency for a larger scale filtration cartridge. By using the laboratory test parameters of test gallons (50 gallons), test cartridge volume (226 in3) and loading rate (17.8 gpm/ft2), the extrapolated flow rate over a 24 hour period using a larger simulated filtration cartridge can be calculated. Based on the laboratory test parameters cited above and a simulated filtration cartridge measuring 2 feet x 2 feet x 1 foot thick (4 ft3, or 6,912 in3), the laboratory test simulated approximately 102,400 gallons of contaminated water continuously passing through a 4 ft3 filtration cartridge over a 24 hour period. Analytical Results Table 2 summarizes the average influent and effluent concentrations of the contaminants, and the calculated removal efficiencies that were achieved during the performance test. Removal efficiency (RE, %) is calculated as follows: RE = 100 x Influent Concentration – Effluent Concentration Influent Concentration A removal efficiency of 100% is not calculated for a recorded concentration that is below the method detection limit (MDL). While it is possible that a very small fraction of the contaminant could be contained in the effluent water below the MDL, the use of a reported effluent value of zero is not realistic. If the concentration is reported as less than the MDL, then one-half the MDL value is the reported concentration Table 2: Perlite Filter Performance Summary Contaminant* Average Influent Average Effluent Removal Efficiency (%) TSS 50 2** 96.0 Aluminum 800 33 95.9 Copper 25 2.5** 90.0 Zinc 120 2.5** 97.9 Phosphorus 50 2 96.0 * TSS, P in mg/L; Al, Cu and Zn in g/L ** Listed value = ½ MDL It should be kept in mind that the average effluent concentrations for TSS, copper and zinc were recorded below their respective MDLs. The following graph illustrates the high removal efficiencies achieved by the perlite filter medium during the performance evaluation: Perlite Filter Media Performance 96.0 95.9 90.0 97.9 96.0 80.0 85.0 90.0 95.0 100.0 TSS Aluminum Copper Zinc Phosphorus Constituent ContaminantsRemoval Efficiency (%)Conclusion Laboratory performance testing using approximately 100,000 gallons of simulated stormwater passing through a 4 ft3 filtration cartridge in a 24 hour period demonstrates that the perlite filter medium provides outstanding water quality treatment against the tested contaminants. The TSS removal efficiency is calculated to be 96%, while excellent treatment was also achieved against aluminum, copper, zinc and phosphorus with removal efficiencies ranging from 90 to 97.9%. 1 Jan. 2003, Updated Nov. 2007 2 AIRL, 1550 37th Street, NE, Cleveland, TN 37312, (423) 476-7766. SECTION 6: APPENDIX National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 2/1/2022 at 4:18 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°7'27"W 39°57'55"N 86°6'50"W 39°57'27"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, IndianaNatural Resources Conservation Service February 1, 2022 6 Custom Soil Resource Report Soil Map 442378044237904423800442381044238204423830442384044238504423860442387044238804423890442390044239104423790442380044238104423820442383044238404423850442386044238704423880442389044239004423910575190 575200 575210 575220 575230 575240 575250 575260 575270 575280 575290 575190 575200 575210 575220 575230 575240 575250 575260 575270 575280 575290 39° 57' 43'' N 86° 7' 10'' W39° 57' 43'' N86° 7' 6'' W39° 57' 38'' N 86° 7' 10'' W39° 57' 38'' N 86° 7' 6'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 30 60 120 180 Feet 0 5 10 20 30 Meters Map Scale: 1:674 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 22, Sep 9, 2021 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 UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 1.3 100.0% Totals for Area of Interest 1.3 100.0% 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 UkbB2—Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2y47f Elevation: 180 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Miami, eroded, and similar soils:30 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):Backslope, footslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge Custom Soil Resource Report 10 Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Convex Ecological site:F111AY008IN - Wet Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Treaty Percent of map unit:3 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Williamstown Percent of map unit:2 percent Landform:Till plains Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY009IN - Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 11 07/09/2021 Dimond Bros. Insurance, LLC 11708 North College Avenue Carmel IN 46032 Laurie Kay (317) 853-3572 (317) 853-3501 laurie.kay@dimondbros.com Weihe Engineers, Inc. 10505 North College Avenue Indianapolis IN 46280 Continental Casualty Company 20443 21-22 Prof/Poll Master A Professional Liability Pollution Incident Liability AEH591931393 07/03/2021 07/03/2022 Limit of Liability $2,000,000 Aggregate Limit $2,000,000 Deductible $25,000 Sample SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME: CONTACT (A/C, No): FAX E-MAIL ADDRESS: PRODUCER (A/C, No, Ext): PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS below If yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT ER OTH- STATUTE PER LIMITS(MM/DD/YYYY) POLICY EXP (MM/DD/YYYY) POLICY EFF POLICY NUMBERTYPE OF INSURANCELTR INSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO- JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY Weihe Engineers, Inc.Insured Multiple Names Additional Named Insureds Other Named Insureds OFAPPINF (02/2007)COPYRIGHT 2007, AMS SERVICES INC