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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 COURTYARD BY MARRIOTT SAAMRAJYA, LLC North of Main Street between Illinois Street and US Highway 31 Carmel, IN Project #W220592 Prepared For: Jim Jacob 6809 West St. Andrews Avenue Yorktown, IN 47396 (574) 386-4463 Jim.jacob68@gmail.com Certified By: Steven Scott Rucker, P.E. Reviewed By: Russell Webster II, P.E. Date: March 19, 2024 Revised: May 15, 2024 1 of 54 COURTYARD BY MARRIOTT, CARMEL IN 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. 03-15-202405-15-2024 2 of 54 Project #W220592 TABLE OF CONTENTS 1. Project Narrative Existing Conditions Proposed Conditions BMP Location Maps Soil Map 2. Development Plan Existing Basin Map Proposed Basin Map Supporting Calculations ICPR Model 3. Existing Storm Sewer Analysis Sub-basin Map Supporting Calculations Storm Sewer Profile with Hydraulic Grade Lines 4. Water Quality Location Map Detail Sheet 5. 2001 Master Plan Drainage Report 3 of 54 PROJECT NARRATIVE 4 of 54 Courtyard by Marriott, Carmel Weihe Engineers, INC. 5/15/2024 Stormwater Technical Report Courtyard by Marriott, Saamrajya LLC Carmel, IN Project W220592 Project Narrative Saamrajya, LLC is proposing to construct a four story, 104 room hotel with expanded parking at the northwest corner of Main Street and US 31, south of Illinois Street in Carmel. The proposed site sits on 3.37 acres and has been designed to conform to the aesthetic that Carmel is seeking for this corridor. The proposed development is on a site at a Latitude of N 39° 58' 43" and Longitude W 86° 09' 32". The site is generally part of the NW/4 of Section 26, Township 18 North, Range 3 East, Clay Township, Hamilton County, Indiana. Flood Zone: The site does not lie in a Special Flood Hazard Area as established by the Federal Emergency Management Agency - National Flood Insurance Program, when plotted by scale on Flood Insurance Rate Map 18057C0206G, effective on11/19/2014. Stormwater Design: The proposed development does not involve any new detention, as detention is provided by the existing onsite pond, which is contained within the J.R. Collins legal drain. This pond was permitted in 2001 and constructed around 2002, as a part of the CMC Properties Business Park. Originally, the pond was intended to serve 3 office buildings with a central shared parking, but only 1 office building was constructed. Utilities and storm sewers were also installed including in the areas where pavement and buildings were planned but not built. The proposed design will utilize some existing storm sewers but removal and reconstruction of several storm sewers will be necessary to accommodate the proposed building footprint. After discussions with the Carmel Engineering staff, it was recommended the proposed design utilize a hydrodynamic separator installed in an “on-line” configuration to serve as a BMP, which has been included in this design. Refer to Sections 2, 3 and 4 of this report for proposed design information, and Section 5 for the 2001 Master Drainage report. Pre-Developed Conditions: The site is currently vacant and clear of most vegetation. There are two entrances off the private entry drive from Illinois Street. The site is served by an existing wet pond and storm sewer. The existing infrastructure has been modeled in the proposed condition to demonstrate that these facilities are adequate. Aerial photography was used to illustrate the current land-use of the subject tract. Currently the 3.37 acres of development are vacant and contain no buildings. The site runoff generally sheet drains 5 of 54 Courtyard by Marriott, Carmel Weihe Engineers, INC. 5/15/2024 to the south. The existing site outlet is an 18” RCP which discharges from the pond into the Main Street ROW storm sewer system. The subject tract consists of the following soil types: Brookston, Crosby, and Miami. 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 can be found in Section 1. Post-Developed Conditions: In the proposed condition, the site will be drained by existing concrete inlets into existing concrete pipe. The storm sewers discharge into the existing pond. In 2001, this pond served approximately 30.97 acres, according to the existing drainage report by The Schneider Corporation, dated 10-03-2001. However, redevelopment in the area has drastically changed the drainage patterns of the area. The Goodman Campbell Medical Office Building was permitted in 2017 and was designed with an onsite detention pond to slow down flows from that area, which eliminated almost 10 acres from directly discharging into the existing pond. The proposed outlet release rate from the Goodman Campbell pond (1.81 cfs) was used as a base flow into the proposed model of the existing pond. Further changes to the 31 ROW, redesign of Main Street, and development along Illinois Street have further reduced the direct discharge into the pond to 8.22 acres, plus approximately 1.2 acres of US 31 ROW. This acreage was modeled as an offsite release into the onsite existing pond. Also, the Indiana Spinal Hospital, which is due east across US 31, has on-site detention that now outflows into the US 31 trunk line, which was designed in 2013 and installed during the reconstruction of US 31. In Section 2 of this report, we have modelled the pond and demonstrated that the changes in the surrounding developments have both reduced the staging in the pond and the 10- and 100-year outlet release rates. The resulting 10- and 100-year release rates are much lower than the originally designed rates from the 2001 drainage report. The 2001 report did not analyze the 2-year storm event and attempts to re-create the 2001 drainage model were unsuccessful. Alternatively, good engineering judgement can be exercised by considering the differences from the 2001 calculations and the current situation – specifically the reduction in area draining to the pond and the the percentage of reduction seen in the release rates from the 10- and 100-year events. Based on these factors, it is clear that the proposed 2- year release rate is also less than the original master plan from 2001. The proposed condition of the existing pond cannot conform to the current Allowable Release Rate requirements (10-year storm 0.1 CFS/acre, 100-year storm 0.3 CFS/acre). This is due to the pond being part of a master plan designed to serve approximately 30.97 acres. The design requirements in place when the master plan was approved allowed for higher release rates than the current standards. As discussed above, the pond now serves approximately 9.4 acres with other ponds routing their release through it. Refer to the table below for a summary of the release rates. 6 of 54 Courtyard by Marriott, Carmel Weihe Engineers, INC. 5/15/2024 Discharge and Stage Summary – Existing Pond in Proposed Conditions: Event Proposed Stage (ft) Proposed Release Rate (CFS) Approved Release Rate From 2001 (CFS) Current Allowable Release Rate (CFS) 2-yr 865.20 4.74 --- --- 10-yr 865.63 6.12 18.58 0.942 100-yr 866.50 8.51 30.59 2.826 Spillway 869.00 Storm Sewers: The storm sewer system is existing for this site. A portion of the existing system will be utilized after the parking lot is adjusted to grade. Part of the existing storm sewer system will be removed and re-built around the proposed building. The existing and proposed storm sewer system was modeled for 10-year storm event. One run of the existing links that will remain was installed flatter than what it appears it could have been (the existing drainage report does not contain a sub-basin map, so it is difficult to determine which pipe is which.) We feel though that since this storm sewer is private and has very little other storm sewer upstream, that it should perform without surcharging, as demonstrated by the hydraulic grade line being below grade for the 10-year condition. Refer to Section 3 for further pipe evaluation information. Water Quality: As mentioned above, a hydrodynamic separator (HDS) will be installed on the re-constructed portion of the storm sewer system to serve as a BMP for the development. The HDS unit will be installed in an “on-line” configuration and has therefore been sized for the “Max 10-yr On-Line Flow Rate” as approved by the City of Indianapolis. Based on this criteria, a Hydro International First Defense Optimum, 5-ft diameter unit has been selected. Refer to Section 4 of this report for the fact sheets and exhibit. 7 of 54 LOCATION MAP – NO SCALE DENOTES PROJECT LOCATION 8 of 54 PRE-DEVELOPED BASIN 1 14.97 AC PROPOSED 8.22 ACRES APPROXIMATELY 10 ACRES REMOVED PER CAMPBELL MEDICAL OFFICE BUILDING APPROXIMATELY 1.2 ACRES FROM US-31 R/W AREA REMOVED PER DEVELOPMENT ALONG ILLINOIS STREET ILLINO U S S T R E E T U.S. 31W MAIN STREET AREA REMOVED PER ILLINOIS STREET IMPROVEMENTS PRE-DEVELOPED BASIN 2 14.60 AC PRE-DEVELOPED BASIN 3 1.40 AC W S N EWEIHEweihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S POST-DEVELOPED CONDITIONS DATE: MAY 13, 2024 COURTYARD BY MARRIOTT 9 of 54 6 Custom Soil Resource Report Soil Map 4425620442565044256804425710442574044257704425800442583044256204425650442568044257104425740442577044258004425830571650 571680 571710 571740 571770 571800 571830 571860 571890 571920 571950 571980 571650 571680 571710 571740 571770 571800 571830 571860 571890 571920 571950 571980 39° 58' 46'' N 86° 9' 39'' W39° 58' 46'' N86° 9' 24'' W39° 58' 39'' N 86° 9' 39'' W39° 58' 39'' N 86° 9' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,610 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale.10 of 54 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 19, Sep 7, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 11 of 54 15 Custom Soil Resource Report Map—Hydrologic Soil Group 4425620442565044256804425710442574044257704425800442583044256204425650442568044257104425740442577044258004425830571650 571680 571710 571740 571770 571800 571830 571860 571890 571920 571950 571980 571650 571680 571710 571740 571770 571800 571830 571860 571890 571920 571950 571980 39° 58' 46'' N 86° 9' 39'' W39° 58' 46'' N86° 9' 24'' W39° 58' 39'' N 86° 9' 39'' W39° 58' 39'' N 86° 9' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,610 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale.12 of 54 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 19, Sep 7, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 16 13 of 54 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 2.8 40.6% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 4.1 59.4% Totals for Area of Interest 6.8 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie-break" rule determines which value should be returned. The "tie-break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Custom Soil Resource Report 17 14 of 54 Tie-break Rule: Higher The tie-break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. Custom Soil Resource Report 18 15 of 54 FIRM MAP CLIPPING – NO SCALE DENOTES PROJECT LOCATION 16 of 54 DEVELOPMENT PLAN 17 of 54 EX-1 2.40 ACRES Tc=6.5 min CN=95 PR-1 5.82 ACRES Tc=10 min CN=93.4 KNOWN Q=1.81 CFS FROM GOODMAN CAMPBELL MEDICAL OFFICE BUILDING DATED NOVEMBER 2, 2017 - PROVIDED BY ALEX JORDAN G G G E E 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 BASIN MAP 03-15-2024 COURTYARD BY MARRIOTT 18 of 54 31 ROW1.20 ACRESTc=5 minCN=98EX. PONDWEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611E N G I N E E R SWSNER.O.W. BASIN MAP3-15-2024COURTYARD BY MARRIOTT19 of 54 Project: Date: Job No: Prepared By:SSR BASIN: Proposed Conditions - Entire Site Area (SF) Area (Ac.) CN 90854 2.09 98 55992 1.29 86 TOTA L =146846 3.37 93.42 % Impervious 61.9 BASIN: Proposed Conditions - Water Quality Area Only Area (SF) Area (Ac.) CN 39297 0.90 98 3635 0.08 86 TOTA L =42932 0.99 96.98 % Impervious 91.5 CNWQ = 99 Carmel Mariot March 11, 2024 W220592 Proposed Conditions Runoff Calculations Cover type Impervious Pervious Cover type Impervious Pervious 20 of 54 Project: Date: Source: 210-VI-TR-55 Second Ed, June 1986 Job No: Checked By:SSR Prepared By:RLW BASIN: Sheet Flow (Applicable to Tc only)Segment ID 1. Surface Description ………………… Grass 2. Manning's roughness coeff., n ………..0.13 3. Flow length, L (total L < 300 ft) ……….ft 45 4. Two-yr 24-hr rainfall, P2 ……………..in 2.64 5. Land slope, s ………………………ft/ft 0.005 6. Tt = 0.007 (nL)0.8 Compute Tt …hr 0.1474 = 0.1474 P2 0.5 s0.4 Shallow Concentrated Flow Segment ID Gutter 7. Surface Description (paved or unpaved) …Paved 8. Flow length, L ……………………….ft 50 9. Watercourse slope, s ………………..ft/ft 0.01 10. Average velocity, V ………………….ft/s 2.03 11. Tt = L Compute Tt …hr 0.0068 = 0.0068 3600 V Channel Flow Segment ID 18" RCP 12. Cross sectional flow area, a …………..ft2 1.767 13. Wetted Perimeter, pw …………………ft 4.712 14. Hydraulic radius, r = a/pw Compute r … ft 0.375 15. Channel slope, s …………………….ft/ft 0.01 16. Manning's roughness coeff., n …………0.012 17. V = (1.49 r2/3 s1/2) / n Compute V … ft/s 6.46 18. Flow length, L ……………………….ft 233 19. Tt = L Compute Tt …hr 0.0100 = 0.0100 3600 V 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ………………………hr 0.1642 min 9.85 Time of Concentration Courtyard by Marriott March 15, 2024 W220592 PR-1 21 of 54 w220592 node max Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow hrs ft ft ft ft2 hrs cfs hrs Main St. Bndry BASE 100Y-24H 0.00 862.810 870.000 0.0000 2 12.63 8.506 0.00 Main St. Bndry BASE 10Y-24H 0.00 862.810 870.000 0.0000 2 12.67 6.122 0.00 Main St. Bndry BASE 2Y-24H 0.00 862.810 870.000 0.0000 2 12.68 4.744 0.00 North Pond BASE 100Y-24H 12.10 867.152 870.000 0.0050 7962 12.00 19.294 11.98 North Pond BASE 10Y-24H 12.07 866.534 870.000 0.0050 7755 12.00 11.905 12.07 North Pond BASE 2Y-24H 12.07 866.272 870.000 0.0050 7551 12.00 8.577 12.07 South Pond BASE 100Y-24H 12.62 866.500 870.000 -0.1800 50107 12.00 60.088 12.62 South Pond BASE 10Y-24H 12.67 865.633 870.000 -0.1800 45533 12.00 35.281 12.66 South Pond BASE 2Y-24H 12.67 865.196 870.000 -0.1800 43073 12.00 23.750 12.66 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 22 of 54 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. w220592 node layout Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:South Pond U:PR-1 U:US 31 ROW A:ROW Manhole A:North Pond U:EX-1 T:Main St. Bndry P:18" RCP 1 P:24" RCP ROW P:24" RCP 23 of 54 w220592 link max Max Time Max Max Max Time Max Max Time Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS St hrs cfs cfs hrs ft hrs 18" RCP 1 BASE 100Y-24H 12.62 8.506 -0.041 12.62 866.500 12.63 865. 24" RCP BASE 100Y-24H 11.98 11.483 0.045 12.10 867.152 12.62 866. 24" RCP ROW BASE 100Y-24H 12.63 8.506 0.021 12.63 865.360 12.63 864. 18" RCP 1 BASE 10Y-24H 12.66 6.122 -0.038 12.67 865.633 12.67 865. 24" RCP BASE 10Y-24H 12.07 8.100 0.041 12.07 866.534 12.07 864. 24" RCP ROW BASE 10Y-24H 12.67 6.122 -0.021 12.67 865.042 12.67 864. 18" RCP 1 BASE 2Y-24H 12.66 4.744 -0.050 12.67 865.196 12.68 864. 24" RCP BASE 2Y-24H 12.07 5.882 0.037 12.07 866.272 12.07 864. 24" RCP ROW BASE 2Y-24H 12.68 4.744 -0.025 12.68 864.842 12.68 864. Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 24 of 54 w220592 all inputs ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX-1 Node: North 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): 6.50 Area(ac): 2.400 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: PR-1 Node: South 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): 10.00 Area(ac): 5.820 Time Shift(hrs): 0.00 Curve Number: 93.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: US 31 ROW Node: South 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): 5.00 Area(ac): 1.200 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Main St. Bndry Base Flow(cfs): 0.000 Init Stage(ft): 862.810 Group: BASE Warn Stage(ft): 870.000 Type: Time/Stage 42" PIPE STOPPING POINT Time(hrs) Stage(ft) --------------- --------------- 0.00 862.810 48.00 862.810 ------------------------------------------------------------------------------------------ Name: North Pond Base Flow(cfs): 1.810 Init Stage(ft): 865.060 Group: BASE Warn Stage(ft): 870.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 865.060 0.1400 870.000 0.2400 ------------------------------------------------------------------------------------------ Name: ROW Manhole Base Flow(cfs): 0.000 Init Stage(ft): 863.200 Group: BASE Warn Stage(ft): 870.000 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 5 25 of 54 w220592 all inputs Stage(ft) Area(ac) --------------- --------------- 863.200 0.0050 870.000 0.0050 ------------------------------------------------------------------------------------------ Name: South Pond Base Flow(cfs): 0.000 Init Stage(ft): 863.030 Group: BASE Warn Stage(ft): 870.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 863.430 0.7150 864.000 0.8230 865.000 0.9550 866.000 1.0840 867.000 1.2120 868.000 1.3430 869.000 1.4890 870.000 1.6050 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 18" RCP 1 From Node: South Pond Length(ft): 119.00 Group: BASE To Node: ROW Manhole Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 863.430 863.230 Bend Loss Coef: 0.00 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 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 24" RCP From Node: North Pond Length(ft): 392.00 Group: BASE To Node: South Pond Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 865.060 863.210 Bend Loss Coef: 0.00 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 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 5 26 of 54 w220592 all inputs Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 24" RCP ROW From Node: ROW Manhole Length(ft): 40.00 Group: BASE To Node: Main St. Bndry Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 863.230 863.520 Bend Loss Coef: 0.00 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 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Rating Curves ======================================================================= ========================================================================================== Name: From Node: Count: 1 Group: BASE To Node: Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100Y-24H Filename: S:\Water Resources\ICPR\Hamilton County\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Filename: S:\Water Resources\ICPR\Hamilton County\10Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 5 27 of 54 w220592 all inputs Filename: S:\Water Resources\ICPR\Hamilton County\2Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: S:\Water Resources\ICPR\Hamilton County\100Y-24H.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): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: S:\Water Resources\ICPR\Hamilton County\10Y-24H.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): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: S:\Water Resources\ICPR\Hamilton County\2Y-24H.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): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 5 28 of 54 w220592 all inputs Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 5 29 of 54 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. w220592 south pond node graph 100 yr 24 hr Node South Pond Volume Difference(af)Time(hrs) 0 5 10 15 20 25 30 35 0 1 2 3 4 100Y-24H 30 of 54 w220592 basin max Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 100Y-24H EX-1 BASE 12.00 17.498 5.860 51056.090 100Y-24H PR-1 BASE 12.02 40.013 5.676119904.622 10Y-24H EX-1 BASE 12.00 10.112 3.259 28392.272 10Y-24H PR-1 BASE 12.02 22.690 3.092 65313.086 2Y-24H EX-1 BASE 12.00 6.777 2.115 18428.786 2Y-24H PR-1 BASE 12.02 14.857 1.964 41497.435 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 31 of 54 Project: Date: Job No: Checked By: Prepared By: Elevation Area (sf)Area (ac)Volume (cf)Volume (ac-ft) 863.4 31,157 0.715 0 0.00 864.0 35,850 0.823 19,097 0.44 865.0 41,588 0.955 57,816 1.33 866.0 47,212 1.084 102,216 2.35 867.0 52,800 1.212 152,222 3.49 868.0 58,488 1.343 207,866 4.77 869.0 64,860 1.489 269,540 6.19 870.0 69,900 1.605 336,920 7.73 Stage Storage Courtyard by Marriot March 15, 2024 W220592 SSR RLW 32 of 54 Emergency Overflow Calculations Project:Courtyard by Marriot Date:March 15, 2024 Job No:W220592 Checked By:SSR Prepared By:RLW Peak Inflow 60.00 cfs Peak Inflow (125%) 75.00 cfs Cw (Coefficient of Weir) 3.33 h (Flow depth over Weir)1 ft Width of Weir 22.52 ft L = Q/ (Cs * H ^ (3/2))Free Discharge SuppressedPOND 1 A-A33 of 54 STORM SEWER ANALYSIS 34 of 54 W S N EWEIHEweihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S STORM SEWER ANALYSIS MARCH 14, 2024 COURTYARD BY MARRIOTT 5258 0.06 AC C=0.85 5024 0.03 AC C=0.85 5255 0.46 AC C=0.80 5254 0.23 AC C=0.77 5250 0.21 AC C=0.80 35 of 54 Project: Date: Job No: Prepared By:SSR BASIN: 5256 Area (SF) Area (Ac.) C 2428 0.06 0.85 0 0.00 0.90 0 0.00 0.25 TOTAL =2428 0.06 0.85 BASIN: 5024 Area (SF) Area (Ac.) C 1500 0.03 0.85 0 0.00 0.90 0 0.00 0.25 TOTAL =1500 0.03 0.85 BASIN: 5255 Area (SF) Area (Ac.) C 18499 0.42 0.85 0 0.00 0.90 1651 0.04 0.25 TOTAL =20150 0.46 0.80 BASIN: 5254 Area (SF) Area (Ac.) C 8588 0.20 0.85 0 0.00 0.90 1268 0.03 0.25 TOTAL =9856 0.23 0.77 BASIN: 5250 Area (SF) Area (Ac.) C 8282 0.19 0.85 0 0.00 0.90 716 0.02 0.25 TOTAL =8998 0.21 0.80 BASIN: 100 Area (SF) Area (Ac.) C 0 0.00 0.85 22178 0.51 0.90 0 0.00 0.25 TOTAL =22178 0.51 0.90 Pervious, Grass Courtyard by Marriott, Carmel March 13, 2024 W220592 Cover type Proposed Sub-Basin "C" Calculations Pervious, Grass Impervious, Pavement Impervious, Roof 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 Cover type Impervious, Pavement Impervious, Roof Pervious, Grass 36 of 54 37 of 54 38 of 54 39 of 54 40 of 54 41 of 54 Project: Date: Job No.: Checked By: Prepared By: Area (ft2)Perimeter (ft) 1.60 7.80 Open Area, A (ft2) =1.50 3 Weir Condition (d<0.3') Weir Perimeter, P (ft) =7.90 15.8 Orifice Condition (d>0.4') A, 50% Clogged (ft2) =0.75 1.5 P, 50% Clogged (ft) =3.95 7.9 50% Cogged conditions is evaluated. Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 5255 2.27 0.44 0.38 0.38 OK 5254 1.07 0.21 0.09 0.21 OK 5250 1.01 0.20 0.08 0.20 OK Type of Casting Catch Basin Neenah R-3405 Street Inlet Capacity Calculations Sag Inlets - 10 Yr. Marriott - Carmel 3/14/2023 W220592 TAS SSR 42 of 54 WATER QUALITY CALCULATIONS 43 of 54 131ST STREET WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S BMP LOCATION MARCH 14, 2024 COURTYARD BY MARRIOTT W S N E HYDRO INTERNATIONAL FIRST DEFENSE UNIT EXISTING WET POND 44 of 54 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: H:\2022\W220592\Engineering\design\drainage\pond modeling\HH\WQ Treatment Rate.gpwThursday, 03 / 14 / 2024 45 of 54 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 ------ 1.315 ------- ------- ------- ------- ------- ------- ------- Marriott - WQ Proj. file: H:\2022\W220592\Engineering\design\drainage\pond modeling\HH\WQ Treatment Rate.gpwThursday, 03 / 14 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 46 of 54 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 1.315 2 716 2,993 ------ ------ ------ Marriott - WQ H:\2022\W220592\Engineering\design\drainage\pond modeling\HH\WQ Treatment Rate.gpwReturn Period: 1 Year Thursday, 03 / 14 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 47 of 54 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 03 / 14 / 2024 Hyd. No. 1 Marriott - WQ Hydrograph type = SCS Runoff Peak discharge = 1.315 cfs Storm frequency = 1 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 2,993 cuft Drainage area = 0.990 ac Curve number = 99 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 1.00 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 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (hrs) Marriott - WQ Hyd. No. 1 -- 1 Year Hyd No. 1 48 of 54 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 03 / 14 / 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 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 287.3543 28.3001 1.1322 -------- 10 337.4067 28.7001 1.1400 -------- 25 0.0000 0.0000 0.0000 -------- 50 0.0000 0.0000 0.0000 -------- 100 463.3860 28.0001 1.1234 -------- File name: Hamilton County.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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 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: H:\2022\W220592\Engineering\design\drainage\pond modeling\HH\Carmel.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 1.00 2.66 0.00 3.27 3.83 4.72 5.52 6.46 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 49 of 54 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide For current Selection Guide, check: https://www.indy.gov/activity/public-works-specifications-and-manuals Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) XC-2 0.57 1.16 6 XC-3 1.13 2.3 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.9 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 29.2 6 XC-13 15.53 31.6 6 SCX-4 1.82 3.68 12 SCX-6 4.09 8.26 12 SCX-8 7.27 14.69 12 SCX-10 11.36 22.95 12 SCX-12 16.35 33.03 12 3-ft 1.02 2.3 9 4-ft 1.81 4.07 9 5-ft 2.83 6.37 9 6-ft 4.07 9.16 9 7-ft 5.53 12.44 9 8-ft 7.23 16.27 9 10-ft 11.33 25.49 9 CS-3 1.02 2.27 9 CS-4 1.8 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.2 16.1 9 CS-10 11.3 25.3 9 CS-12 16.2 36.3 9 Performance Matrix for manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual. Only current NJDEP certified units listed below are considered "Approved". If NJDEP Certification lapses for an approved manufactured SQU, it will no longer be considered an approved SQU for the City of Indianapolis regardless of being shown on the list below. Table 1. Approved Rate Based SQUs AquaShield Aqua-Swirl Xcelerator Contech Cascade Separator Bio Clean SciCloneX Hydro International First Defense Optimum Page 1 out of 8 Version 24 11/27/2023 50 of 54 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.7 1.53 6 2.5-5 1.1 2.4 6 3-6 1.59 3.47 6 4-6 2.11 4.6 6 4-8 2.82 6.15 6 5-10 4.4 9.6 6 6-12 6.34 13.83 6 7-14 8.63 18.83 6 8-14 9.86 21.51 6 8-16 11.27 24.59 6 9-18 14.27 31.13 6 10-18 15.85 34.58 6 10-20 17.61 38.42 6 10-22 19.37 42.26 6 11-22 21.31 46.49 6 11-24 23.25 50.73 6 12-24 25.36 55.33 6 STSS-1 1.08 2.33 6 STSS-2 2.16 4.67 6 STSS-3 3.24 7 6 STSS-4 4.32 9.33 6 STSS-5 5.4 11.66 6 STSS-6 6.48 14 6 STSS-7 7.56 16.33 6 STSS-8 8.64 18.66 6 STSS-9 9.72 21 6 STSS-10 10.8 23.33 6 STSS-11 11.88 25.66 6 STSS-12 12.96 27.99 6 STSS-13 14.04 30.33 6 STSS-14 15.12 32.66 6 STSS-15 16.2 34.99 6 STSS-16 17.28 37.32 6 STSS-17 18.36 39.66 6 STSS-18 19.44 41.99 6 StormTrap SiteSaver BioClean Debris Separating Baffle Box (DSBB) Page 2 out of 8 Version 24 11/27/2023 51 of 54 PLAN VIEW SECTION A-A PARTS LIST DESCRIPTIONSIZE (mm)SIZE (in)QTYITEM I.D. PRECAST MANHOLE15006011 INTERNAL COMPONENTS (PRE-INSTALLED) 12 FRAME AND COVER (ROUND)7503013 OUTLET PIPE (BY OTHERS)600 (MAX)24 (MAX)14 INLET PIPE (BY OTHERS)600 (MAX)24 (MAX)15 A A WEIGHT: SHEET SIZE: B SHEET : 1 OF 1 DRAWING NO.: FD GA-5 STOCK NUMBER: hydro-int.com HYDRO INTERNATIONAL Rev: - Title 5-ft DIAMETER FIRST DEFENSE DRAWN BY: ER CHECKED BY: MRJ APPROVED BY DATE: 11/2/2021 SCALE: 1:30 PROJECTION MATERIAL: GENERAL ARRANGEMENT IF IN DOUBT ASK 5 1. MANHOLE WAL L AND SLAB THICKNESSES ARE NOT TO SCALE. 2. CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING FIRST DEFENSE MANHOLE. 3. CONTRACTOR TO CONFIRM RIM, PIPE INVERTS, PIPE DIA. AND PIPE ORIENTATION PRIOR TO RELEASE OF UNIT TO FABRICATION. PRODUCT SPECIFICATION: 1. Peak Hydraulic Flow: 20.0 cfs (566 l/s) 2. Min Sediment Storage Capacity: 1.1 cu. yd. (0.8 cu. m.) 3. Maximum Inlet/Outlet Pipe Diameters: 24 in. (600 mm) 4. The treatment system shall use an induced vortex to separate pollutants from stormwater runoff. 5. For more product information including regulatory acceptances, please visit https://hydro-int.com/en/products/first-defense GENERAL NOTES: 1. General Arrangement drawings only. Contact Hydro International for site specific drawings. 2. The diameter of the inlet and outlet pipes may be no more than 24". 3. Multiple inlet pipes possible (refer to project plan). 4. Inlet/outlet pipe angle can vary to align with drainage network (refer to project plans). 5. Peak flow rate and minimum height limited by available cover and pipe diameter. 6. Larger sediment storage capacity may be provided with a deeper sump depth. 4 1 1 3 4 2.40 ft [.730 m]BOTTOM OF INTERNALS: 3.90 ft [1.187 m]PREASSEMBLY REFERENCE: 5.83 ft [1.777 m]PIPE INVERTS: (MINIMUM) 9.33 ft [2.844 m]T.O.S: (MINIMUM) RIM: VARIES .00 ft [.000 m]SUMP: 5 2 NOTE: ADDITIONAL HEIGHT MAY BE REQUIRED DEPENDING ON PIPE SIZE HYDRO FRAME AND COVER (INCLUDED) GRADE RINGS BY OTHERS AS REQUIRED 52 of 54 APPENDIX 53 of 54 07/01/2023 Dimond Bros. Insurance, LLC 11708 North College Avenue Carmel IN 46032 Laurie Sirene (317) 853-3500 (317) 853-3501 laurie.sirene@dimondbros.com Weihe Engineers, Inc. 10505 North College Avenue Indianapolis IN 46280 Continental Casualty Company 20443 23-24 Master Prof/Poll A Professional Liability/Pollution Incident Liability - Claims Made Basis AEH591931393 07/03/2023 07/03/2024 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-MAILADDRESS: 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 EROTH-STATUTEPER LIMITS(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)POLICY EFFPOLICY NUMBERTYPE OF INSURANCELTRINSR 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 54 of 54 2001 MASTER PLAN DRAINAGE REPORT GOODMAN CAMPBELL MEDICAL OFFICE BUILDING DRAINAGE REPORT