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Home My WebLink AboutDrainage Report Drainage Computations Summary For Driven Neuro Recovery Center 1300 E 96th Street Indianapolis, IN 46240 Prepared For: Compass Commercial Construction Group 250 E 96th Street Indianapolis, IN 46240 Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: Joshua M. Rodgers, PE David B. Welch, PE Submitted: August 16, 2023 Revised: November 30, 2023 Revised: December 29, 2023 Revised: February 20, 2024 Table of Contents PROJECT NARRATIVE Project Description Existing Conditions Proposed Conditions Stormwater Quality Summary and Conclusions APPENDICES Appendix A Maps · Project Location Map · Soils Map and Data · Flood Insurance Rate Map (FIRM) Appendix B Existing Conditions · Existing Conditions Map · Existing Drainage Model ICPR Report · Existing Basin Curve Number (CN) Calculations · Existing Basin Time of Concentration (Tc) Calculations Appendix C Proposed Conditions-Storm Sewer · Proposed Storm Sewer Basins Map · Municipality Rainfall Data · Runoff Coefficient (c) and Curve Number (CN) Calculations · 10-Year Rational Method Storm Sewer Calculations · Structure Data Table · Hydraulic Grade Line (HGL) Calculations · Casting Capacity Calculations Appendix D Proposed Conditions-Detention Design · Proposed Onsite Basin Map · Proposed Onsite Drainage ICPR Model · Proposed Overall Basin Map · Proposed Overall Drainage ICPR Model · Proposed Basin Curve Number (CN) Calculations · Proposed Basin Time of Concentration (Tc) Calculations · Emergency Spillway Calculations Appendix E Proposed Conditions-Water Quality · Water Quality Curve Number (CN) Calculation · Water Quality ICPR Model · Water Quality Unit Selection Table Appendix F Existing Conditions-Past Report (Weihe 1994) DRAINAGE COMPUTATIONS SUMMARY For Driven Neuro Recovery Center 1300 E. 96th Street Indianapolis, IN 46240 PROJECT DESCRIPTION The proposed project is located at 1300 E. 96th Street in Carmel, Hamilton County, Indiana. The ±14.67 acre site currently consists of an approx. 90,000 square foot building formerly used as an athletic club, with associated exterior site infrastructure, and various outdoor recreational facilities. The developed site will consist of the existing 90,000 building refurbished and repurposed as a neurological therapy center with associated exterior improvements to meet the needs of the repurposed facility. Refer to Appendix A for an aerial map of the site’s location. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates approximately 42.7% distribution of Brookstone Silty Clay (YbvA), 20.8% distribution of Miami Silt Loam – Urban Land Complex (YmsB2), 18.2% distribution of Urban Land Miami Silt Loam Complex (UkbB2), 11.6% distribution of Orthents (Or), 5.4% distribution of Urban Land – Crosby Silt Loam Complex (UcfA), 1.0% distribution of Crosby Silt Loam (YclA), and 0.3% distribution of Miami Silt Loam (MmC2). Refer to Appendix A for the Soils Map. The site is not located within any special flood hazard zones as indicated on the Flood Insurance Rate Map (FIRM) 18057C0217G for Hamilton County, Indiana, dated November 19, 2014. Refer to Appendix A for the FIRM. No Federal permits are required and only the Notice of Intent (NOI) under the Construction Stormwater General Permit (CSGP) is required at the state level. A Stormwater Permit from the City of Carmel will be required for full approval. The adjacent land uses for this site have been included below: North: Interstate Highway 465 South: Residential East: Commercial West: Commercial EXISTING CONDITIONS The existing property currently consists of an approx. 90,000 square foot building formerly used as an athletic club, with associated exterior site infrastructure, and various outdoor recreational facilities. Drainage from the existing site directs stormwater discharge from multiple sources to a junction structure located at the center of the site’s south property line along 96th Street. The sources of stormwater flows that combine at this junction structure consist of the following: Controlled discharge from a dry pond servicing drainage from the western side of the property, a wet pond servicing the eastern side of the property, a series of inlets servicing drainage on the south side of the property adjacent to 96th Street and flows from with the 96th Street Right of Way, as well as a connection point for a 48” storm trunkline that bypasses through the property from an existing basin(s) north of the property. All flows that meet at the junction structure are then directed downstream through a 36” concrete pipe that crosses the 96th Street right-of way from north to south outlets to Fishback Creek. It is important to note that all calculations in this report consider the through drainage of the 48” trunkline and the +/- 60 acres associated with it. The existing East Wet Detention Pond was modeled in its existing condition. It was determined through modeling that the pond in its current state does not have the capacity to fully detain a 100-year storm event using current rainfall data. As modeled in a previously approved drainage analysis – Refer to Appendix F for Existing Drainage Report (Weihe 1994) – the wet pond should stack to a maximum stage of 812.06’ in during a 100-year storm event, and discharge stormwater from the pond at a rate of 5.16 cfs. What was observed in modeling existing conditions was that the pond begins to overtop a low point in the existing top of bank at elevation 809.97’ and spills stormwater runoff over the top of bank and into the 96th Street right-of -way, resulting in a total stormwater discharge rate from the existing pond of 16.92 cfs. To address this issue, we propose work to refurbish the existing wet pond by raising the top of bank to an elevation of 811.50. In making this proposed change to the existing wet pond, modeled results show that the 100-year storm event does not result in the overtopping of the raised pond bank. See Table 1 summarizing results from modeling both the existing and revised wet pond. Reference Appendix B for detailed modeling information regarding the Existing Wet Pond, and reference Appendix D for detailed modeling information regarding the Revised Wet Pond. 10-Year 100-Year Stage Release Rate Stage Release Rate Approved Report (1994 Weihe) 811.70 4.97 cfs 812.06 5.16 cfs Modeled As-Built Condition 809.66 6.45 cfs 811.30 Over Tops Existing Bank Rehabilitated Pond Bank 809.66 6.45 cfs 811.30 9.60 Table 1. Existing East Wet Detention Pond Summary Through Drainage With the corrected conditions of the existing Wet Pond we could then analyze the hydraulics of the ultimate discharge point for the site as it daylights into Fishback Creek. The following table, Table 1A, summarizes the Hydraulic Grade Line (HGL) of the most downstream junction structure mentioned previously. 2-Year 10-Year 100-Year *Peak flow Rate (cfs) 52.75 72.75 120.47 Stage (ft) 805.90 807.97 811.35 Table 1A. HGL at Ex. Drainage Manhole on north side of 96th Street *Peak flow rate is summation of site flows plus through drainage of 48” trunkline (this space left intentionally blank) Allowable Release Rates To meet redevelopment drainage requirements for the overall site, the existing 2-year discharge rate from the existing dry basin plus existing wet pond will be the allowable 10-year redeveloped release rate and the existing 10-year discharge will be the redeveloped 100-year release rate. See Appendix B for Existing Drainage ICPR Model. Tables 2A & 2B below summarize existing release rates from the site. Ex. West Dry Basin Basin Ex. West Basin Ex. West Onsite Area (acres) 5.13 2.92 Curve Number (CN) 87 93 Tc (min.) 24.10 20.67 Ex. East Pond Basin Ex. East Area (acres) 6.31 Curve Number (CN) 93 Tc (min.) 17.44 2-Year Release Rate (cfs) 10-Year Release Rate (cfs) 100-Year Release Rate (cfs) Ex. West Dry Basin 6.59 7.46 11.16 Ex. East Pond (Rehabbed) 3.03 6.45 9.60 Table 2A. Site Existing Peak Flow Rates 2-Year Allowable Release Rate (cfs) 10-Year Allowable Release Rate (cfs) 100-Year Allowable Release Rate (cfs) Existing Site Conditions 9.62 13.91 - Redevelopment Allowable Release Rates N/A 9.62 13.91 Table 2B. Site Allowable Release Rates Refer to Appendix B for Existing Drainage Conditions. PROPOSED CONDITIONS The proposed development includes the repurposing of an existing building as a healthcare facility and new exterior improvements that cater to the repurposed facilities needs. Those exterior imporvements include new site and building entrances as well as parking facilities. To serve the drainage needs of the site, the existing West Dry Pond will remain as is and will service the Proposed West Basin (5.32± acres) which is a reduced area from the existing conditions (8.05± acres) going to the existing West Dry Pond, see Appendix D. The existing West Dry Pond will continue to outlet via its existing 18” dia reinforced concrete pipe to the existing junction structure. For the Proposed Central Basin, which will service the bulk of the site improvements as well as the majority of the existing building’s footprint, new stormwater infrustructure is included in the plans for the redeveloped site in addition to a Proposed Dry Pond with Underground Detention. The proposed Dry Pond/Underground Detention will outlet via an Outlet Control Structure and an 18” dia. reinforced concrete pipe to the existing junction structure. The existing East Wet Pond will be rehabillitated with bank reconstruction to ensure the pond can handle a 100-year event with the proposed modeled staging evelations as well as the addition of a doghoused manhole with an outlet control device to throttle the release rate of the pond. The East Wet Pond will continue to release through its existing connection to the existing junction structure. In the proposed conditions, the combined release rates of the exising West Dry Pond, the proposed Dry Pond/Underground Detetnion, and the rehabilitated East Wet Pond will meet the City of Carmel’s redevelopment release rate standards for the overall site. The above storm sewer systems that tie into the existing junction structure where all stormwater on the property is currently, and will continue in proposed conditions, directed across 96th Street and discharged to Haverstick Creek. The following sub basins account for the redeveloped ‘Existing West Basin’. Refer to Appendix D for calculations associated with modeling of proposed drainage conditions. Refer to Appendix C for storm sewer calculations. ‘Proposed Basin Central’ is approximately 3.17± acres and comprises of all of the new parking on the proposed site as well as the areas of the existing building roof that currently drain to the existing West Dry Pond, but will now be going to the proposed DryPond/Underground Detention. This basin has a calculated weighted curve number of 96 and a time of concentration of 7.61 minutes based on flow times through the new proposed storm sewer system which drains this basin. The proposed pond will be controlled by a weir.orifice plate set internal to a new manhole. Details on the outlet control structure can be found at the end of this report and in the construction documents. ‘Proposed Basin West’ is approximately 5.32± acres and at this time to remain undeveloped and flow to the existing West Dry Pond. This basin has been given a curve number of 86 and approximated time of concentration of 24.1 minutes based on existing site conditions. No additional control measuers are propseod for this dry pond. In addition to the redeveloped ‘Existing West Basin’ and contributing basins. The other basins on the existing site are also modeled. These basins and the ways they are modified in the proposed condition are listed below: ‘Proposed Basin East’ is a 5.63± acre area that drains to the existing East Wet Detention Pond. This pond has been modeled in the proposed condition which, as previously described in the existing condition section of this report, accounts for reconstructing the top of bank to detain a 100-year storm event without spilling over the ponds top of bank as well as adding a doghouse outlet control structure to throttle the pond to meet the overall required release rates. Stormwater from this basin is routed to the existing junction structure that acts as a discharge point for the entire property’s stormwater infrastructure. This basin has a calculated weighted curve number of 93 and time of concentration of 14.13 minutes based on overland flow and storm sewer flow paths that convey stormwater within this basin to the East Wet Pond. A new outlet control structure with internal weir/orifice plat is proposed to reduce outflow rates from the pond. Refer to details at the end of the report or construction documents for further information. ‘Proposed Basin South’ is a 0.98± acre area that is largely unchanged in size outside of a marginal amount of area (0.03± acres) that has been accounted for in the Proposed ‘96th Street ROW Basin’. This basin drains directly to a series of inlets within the properties frontage facing 96th street and is conveyed to the storm junction structure. A weighted curve number of 87 was calculated for this basin, and the time of concentration flow path was unchanged from exiting conditions where Tc was calculated at 9.62 minutes. This basin does not contribute to the overall site release rates of the site and is only included for accurate modeling of the existing junction structure. ‘Basin Ex. 96th Street Inlets’ is a 0.19± acre area that drains a portion of the 96th Street right-of-way via a pair of inlets on either side of the existing road. The runoff captured by these inlets is then conveyed downstream to the stormwater junction structure via storm sewer piping. This basin remains unchanged from its existing condition in which we have calculated a weighted curve number of 94 and a time of concentration of 6.13 minutes based on flow time through existing storm sewer. This basin does not contribute to the overall site release rates of the site and is only included for accurate modeling of the existing junction structure. ‘Basin 96th Street ROW’ is a 0.48± acre area that drains a portion of the 96th Street right-of-way via existing road side ditch inlets on 96th Street. The runoff captured by these inlets is then conveyed downstream to the stormwater junction structure via storm sewer piping. This basin has a calculated weighted curve number of 97 and a time of concentration of 8.00 minutes based on flow time through existing storm sewer. This basin does not contribute to the overall site release rates of the site and is only included for accurate modeling of the existing junction structure. ‘Basin I-465’ is a 11.50± acre area that drains I-465, located north of the site, that bypasses through the site via a 48” reinforced concrete pipe to the junction structure. This basin has an estimated curve number of 98 and a calculated time of concentration of 28.22 minutes. This basin does not contribute to the overall site release rates of the site and is only included for accurate modeling of the existing junction structure and tailwater conditions. ‘Basin N of I-465’ is a 52.81± acre area that drains a residential neighborhood, located north of I-465, that bypasses through the site via a 48” reinforced concrete pipe to the junction structure. This basin has an estimated curve number of 87 and a calculated time of concentration of 86.84 minutes. This basin does not contribute to the overall site release rates of the site and is only included for accurate modeling of the existing junction structure and tailwater conditions. Table 3 on the following page summarizes the release rates from onsite flow of the property in the fully developed condition. See Appendix D for ICPR model of the onsite proposed conditions. Please note, it is expected that the western basin will be developed in the future and therefore must provide updated detention designs at that time. It is not the intent of this development or report to masterplan detention for the entirety of both parcels. We are only providing flows for the current as-built condition of the dry pond and its contributing areas within the context of the Driven project. Pond Ex. West Dry Pond Central Dry Pond Rehabilitated East Wet Pond Area (acres) 5.32 3.17 5.63 Curve Number (CN) 86 96 93 Tc (min.) 24.10 7.61 14.13 Proposed drainage basin conditions for all three ponds in fully developed condition. Normal Pool 10-Year 100-Year Stage Allowable Release Rate Proposed Release Rate Stage Allowable Release Rate Proposed Release Rate EX West Dry Pond 804.39 807.79 - 5.09 cfs 811.44 - 9.85 cfs Central Dry Pond 803.47 808.17 - 1.93 cfs 811.20 - 2.78 cfs Rehabilitated East Wet Pond 808.64 809.92 - 0.90 cfs 811.10 - 1.34 cfs Overall Site - - 9.62 cfs 7.92 cfs - 13.91 cfs 13.97 cfs Table 3. Onsite Only Release Rate Summary It is noted that the proposed release rate for the 100-Year event is above the allowable release rate for said event. This is due to the minimum orifice size required per the City of Carmel Stormwater Technical Standards Manual, Chapter 300, Section 302.B.7. stating “…such orifice shall be no less than 6 inches in diameter, even if the 6-inch diameter orifice results in a discharge that exceeds the predetermined maximum authorized peak flow release rates”. Both the Central Dry Pond and the Rehabilitated East Wet Pond are restricted via Outlet Control Structures with the minimum allowable size for an orifice (6”) in each structure. The Existing West Dry Pond remains unrestricted as it is outside the scope of redevelopment. As designed the pond provides 0.87 ac-ft of detention volume with a 90% drawdown time of 21 hours in the 100-year event. In the Overall Proposed conditions, the site will receive additional flow from the existing facilities that will remain in the Proposed Basin West area until that area is potentially redeveloped in the future. Once said area is redeveloped, all flow from Proposed Basin West will be directed to the Existing West Dry Pond as shown in our Onsite Only Model (see above Table 3). Until that time, our proposed Dry Pond/Underground Detention will accept the offsite flow and will bypass it through our Outlet Control Structure. Table 4 on the following page summarizes the pond staging caused by accepting the offsite flow in the overall proposed condition. See Appendix D for ICPR model of the overall proposed conditions. Pond Ex. West Dry Pond Central Dry Pond Rehabilitated East Wet Pond Area (acres) 4.72 3.76 5.63 Curve Number (CN) 86 96 93 Tc (min.) 24.10 7.61 14.13 Proposed drainage basin conditions for all three ponds in proposed condition Normal Pool 10-Year 100-Year Stage Allowable Release Rate Proposed Release Rate Stage Allowable Release Rate Proposed Release Rate EX West Dry Pond 804.39 807.64 - 4.54 cfs 811.34 - 9.64 cfs Central Dry Pond 803.47 808.67 - 2.12 cfs 811.64 - 2.93 cfs Rehabilitated East Wet Pond 808.64 809.92 - 0.90 cfs 811.10 - 1.34 cfs Overall Site - - N/A 7.56 cfs - N/A 13.91 cfs Table 4. Overall Pond Staging Summary Through Drainage With the new dry pond designed and existing wet pond rehabilitated to meet the allowable release rates we can now look at the downstream impacts to the ultimate junction structure. As shown below, the project has a net positive benefit on the downstream condition. 2-Year 10-Year 100-Year *Peak flow Rate (cfs) 52.75 68.83 119.56 Stage (ft) 805.90 807.23 811.25 Table 5. HGL at Ex. Drainage Manhole on north side of 96th Street *Peak flow rate is summation of site flows plus through drainage of 48” trunkline STORMWATER QUALITY The proposed stormwater management infrastructure contains two BMP measures. The first, an Aqua Swirl XC-9 hydrodynamic separator water quality unit that is part of the proposed storm system, will provide 80% TSS and heavy metal removal. The proposed Dry Pond/Underground Detention will provide secondary treatment via extended settling times and native vegetation through bio-filtering. The AquaSwirl XC-9, is a mechanical BMP that is sized based on a water quality curve number that was calculated based on the ratio of pervious vs impervious areas that drain to the redeveloped basins proposed storm sewer. This water quality CN was calculated as 99 and a water quality treatment peak flow was determined based on the modeling of the water quality treatment area during a 1” depth 24-hour NRCS Type II storm event. Based on this modeling a peak water quality treatment flow rate of 3.51 cfs. Due to the On-Line configuration of the AquaSwirl, XC-9 unit was selected based on a maximum 10-yr On-Line Flow Rate of 14.66 cfs to the proposed Dry Pond/Underground Detention. Reference Appendix E for Stormwater Quality modeling information and calculations. SUMMARY AND CONCLUSIONS The proposed storm sewer and site improvements have been designed in accordance with the City of Carmel Stormwater Technical Standards Manual. We believe the proposed improvements will not adversely affect this site, adjacent developments, the City of Carmel, or Hamilton County. APPENDIX A MAPS PROJECT LOCATION MAP Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/19/2023 Page 1 of 444200104420060442011044201604420210442026044203104420010442006044201104420160442021044202604420310573290573340573390573440573490573540573590573640573690573740 573290 573340 573390 573440 573490 573540 573590 573640 573690 573740 39° 55' 47'' N 86° 8' 33'' W39° 55' 47'' N86° 8' 12'' W39° 55' 36'' N 86° 8' 33'' W39° 55' 36'' N 86° 8' 12'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,270 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 23, Sep 3, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/19/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MmC2 Miami silt loam, 6 to 12 percent slopes, eroded C 0.0 0.3% Or Orthents 1.9 11.6% UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 0.9 5.4% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 3.0 18.2% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 7.0 42.7% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 0.2 1.0% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded C 3.4 20.8% Totals for Area of Interest 16.5 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/19/2023 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/19/2023 Page 4 of 4 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 7/19/2023 at 9:38 AM 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°8'42"W 39°55'55"N 86°8'5"W 39°55'28"N Basemap Imagery Source: USGS National Map 2023 APPENDIX B EXISTING CONDITIONS Owner: Sam Schmidt Foundation dba Conquer Paralysis Now Owner: Five Seasons Sports Country Club of Indianapolis, LLC PLOT DATE (36"x24"): 11/30/2023 10:28 AM DRAWING FILE: P:\2023\01607\C. Calcs_Data\Civil\Drainage\DRAINAGE MAPS\2023.01607.CE.EXISTING_DRAINAGE.dwg Existing Drainage Basin Map Driven Neuro Recovery Center 1300 E 96th StreetNovember 29, 2023 2023.01607 0'50' NSCALE:1"=50' Indianapolis, IN 46240 Existing Conditions Schematic 1 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Simple Basin: EX 96th St Inlets Scenario:EX DownStream Conditions Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX East Pond Scenario:EX DownStream Conditions Node:EX East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:17.4400 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.3100 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX West Scenario:EX DownStream Conditions Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs 2 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.1300 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX West Onsite Scenario:EX DownStream Conditions Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:20.6700 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.9200 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: I-465 Scenario:EX DownStream Conditions Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:28.2200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:11.5000 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 3 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: N of I-465 Scenario:EX DownStream Conditions Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:86.8400 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:52.8100 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Onsite EX Scenario:EX DownStream Conditions Node:Onsite Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.2900 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: 4 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Simple Basin: South Basin Scenario:EX DownStream Conditions Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:9.6200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.0100 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX East Pond Scenario:Scenario1 Node:EX East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:17.4400 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.3100 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX West Scenario:Scenario1 Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs 5 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.1300 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX West Onsite Scenario:Scenario1 Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:20.6700 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.9200 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Node: EX Connection Scenario:EX DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: 6 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Node: EX East Pond Scenario:EX DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.64 ft Warning Stage:810.42 ft Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 810.42 0.8260 35981 Comment: Node: EX Jct Str Scenario:EX DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 Comment: Node: EX W Dry Basin Scenario:EX DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 Comment: Node: Onsite Scenario:EX DownStream Conditions Type:Time/Stage 7 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: Overall Outlet Scenario:EX DownStream Conditions Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: EX Connection Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: Node: EX East Pond Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs 8 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Initial Stage:808.64 ft Warning Stage:810.42 ft Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 810.42 0.8260 35981 Comment: Node: EX Jct Str Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 Comment: Node: EX W Dry Basin Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 Comment: Node: Overall Outlet Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: 9 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Pipe Link: EX Pipe 1 Scenario:EX DownStream Conditions From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 2 Scenario:EX DownStream Conditions From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 3 Upstream Downstream 10 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Scenario:EX DownStream Conditions From Node:EX East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Overall Outlet Pipe Scenario:EX DownStream Conditions From Node:EX Connection To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 1 Scenario:Scenario1 From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft 11 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Bend Location:0.00 dec Energy Switch:Energy Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 2 Scenario:Scenario1 From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 3 Scenario:Scenario1 From Node:EX East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Overall Outlet Pipe Scenario:Scenario1 From Node:EX Connection Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 12 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Simulation: 002YR-024HR Scenario:EX DownStream Conditions Run Date/Time:12/13/2023 10:37:27 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 13 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:2.64 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 010YR-024HR Scenario:EX DownStream Conditions Run Date/Time:12/13/2023 10:41:42 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal 14 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False 15 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.84 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100YR-024HR Scenario:EX DownStream Conditions Run Date/Time:12/13/2023 10:47:07 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 72.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Groundwater 16 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:52 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.48 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 1 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Existing Conditions\12/13/2023 10:53 Node Max Conditions [EX DownStream Conditions] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] EX East Pond 002YR-024HR 810.42 809.34 -0.0004 13.22 3.03 32171 EX East Pond 010YR-024HR 810.42 809.66 -0.0004 20.66 6.45 33375 EX East Pond 100YR-024HR 810.42 811.30 -0.0010 36.82 9.60 35983 EX W Dry Basin 002YR-024HR 812.00 807.04 -0.0010 12.59 6.59 5465 EX W Dry Basin 010YR-024HR 812.00 808.92 -0.0010 20.90 7.46 7995 EX W Dry Basin 100YR-024HR 812.00 812.49 0.0010 39.31 11.16 12114 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) YmsB2 C Fully Developed Good Condition (grass cover >75%)80 1.10 YbvA B Fully Developed Good Condition (grass cover >75%)74 0.11 Or D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.66 Pavement D Fully Developed Paved/Rooftop 98 3.11 Building D Fully Developed Paved/Rooftop 98 0.64 Water D Water Good Condition (grass cover >75%)100 0.69 Totals = 6.31 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Existing Basin East CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Impervious 304.78 Cover Condition CN Area Product of CN x area Open Space 88 Open Space 8.14 Open Space 55.44 588.08 93.2 93 Impervious 62.72 Open Space 69 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) YbvA B Fully Developed Good Condition (grass cover >75%)74 1.10 UcfA D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.50 UkbB2 D Fully Developed Fair Condition (grass cover 50% to 75%)84 1.65 Pavement D Fully Developed Paved/Rooftop 98 1.88 Water D Water Water 100 0.00 Totals = 5.13 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Existing Basin West CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Impervious 184.24 Cover Condition CN Area Product of CN x area Open Space 81.4 Open Space 42 Open Space 138.6 446.24 87.0 87 Water 0 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) YbvA B Fully Developed Good Condition (grass cover >75%)74 0.55 UcfA D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.06 UkbB2 D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.05 Pavement D Fully Developed Paved/Rooftop 98 0.76 Building D Fully Developed Paved/Rooftop 98 1.50 Water D Water Water 100 0.00 Totals = 2.92 CN (weighted) =total product =Use CN = total area Impervious 74.48 Impervious 147 271.42 93.0 93 0Water Open Space 40.7 Open Space 5.04 Open Space 4.2 Cover Condition CN Area Product of CN x area CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Existing Basin West Onsite Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) UkbB2 D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.05 Pavement D Fully Developed Paved/Rooftop 98 0.14 Totals = 0.19 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Existing Basin 96th Inlets CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 17.92 94.3 94 Open Space 4.2 Impervious 13.72 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) YbvA B Fully Developed Good Condition (grass cover >75%)74 0.14 MmC2 D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.10 Or D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.48 Pavement D Fully Developed Paved/Rooftop 98 0.29 Totals = 1.01 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Existing Basin South CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area Open Space 10.36 Open Space 8.4 Open Space 40.32 Impervious 28.42 87.5 86.6 87 Project:By:David Welch Date:7/25/2023 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Paved Manning's roughness coeff., n 0.11 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.008 Tt = .007 (nL)0.8 hr 0.21 + + = 0.21 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved - - Flow length, L ft 407 - - Watercourse slope, s ft/ft 0.006 - - Average velocity, V ft/s 1.57 - - Tt =L hr 0.07 + - + - = 0.07 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.28 min 16.64 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)16.64 (ft)241.16 (ft/s)5 Tc (min.) = 17.44 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Existing East Estimation Time to Inlet Project:By:David Welch Date:7/25/2023 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.016 Tt = .007 (nL)0.8 hr 0.28 + + = 0.28 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 881.8 - - Watercourse slope, s ft/ft 0.017 - - Average velocity, V ft/s 2.09 - - Tt =L hr 0.12 + - + - = 0.12 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.40 min 24.10 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)5 (ft)24.1 (ft/s)5 Tc (min.) = 5.08 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Existing West Estimation Time to Inlet Project:By:Date:7/29/2023 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.016 Tt = .007 (nL)0.8 hr 0.28 + + = 0.28 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 471 - - Watercourse slope, s ft/ft 0.018 - - Average velocity, V ft/s 2.17 - - Tt =L hr 0.06 + - + - = 0.06 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.34 min 20.67 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)5 (ft)20.82 (ft/s)5 Tc (min.) = 5.07 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Existing West Onsite Estimation Time to Inlet Project:By:-Date:7/25/2023 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Paved Manning's roughness coeff., n 0.11 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.025 Tt = .007 (nL)0.8 hr 0.13 + + = 0.13 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved - - Flow length, L ft 63.53 - - Watercourse slope, s ft/ft 0.030 - - Average velocity, V ft/s 3.50 - - Tt =L hr 0.01 + - + - = 0.01 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.13 min 7.98 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)7.98 (ft)491.59 (ft/s)5 Tc (min.) = 9.62 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Existing South Estimation Time to Inlet Project:By:-Date:- Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Paved Manning's roughness coeff., n 0.11 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.025 Tt = .007 (nL)0.8 hr 0.13 + + = 0.13 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved - - Flow length, L ft 63.53 - - Watercourse slope, s ft/ft 0.030 - - Average velocity, V ft/s 3.50 - - Tt =L hr 0.01 + - + - = 0.01 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.13 min 7.98 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)5 (ft)338 (ft/s)5 Tc (min.) = 6.13 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Existing 96th Street Inlets Estimation Time to Inlet Project:By:David Welch Date:12/11/2023 Location:Checked:Date: Basin: Present -Developed X Tc X Tt -through subarea Sheet Flow Segment ID Surface description Paved Manning's roughness coeff., n 0.11 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.020 Tt = .007 (nL)0.8 hr 0.14 + + = 0.14 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 1715 -- Watercourse slope, s ft/ft 0.008 -- Average velocity, V ft/s 1.44 -- Tt =L hr 0.33 + - + - = 0.33 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- Diameter (ft)--- Bottom Width (ft)--- Side Slope (x:1) (ft)--- Slope of Channel (ft)--- Manning's Roughness Coefficient --- Depth (ft)--- Cross Sectional Area (ft2)--- Wetted Perimeter (ft)--- Hydraulic Radius (ft)--- Velocity (ft/s)--- Flow length, L ft --- Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.47 min 28.22 *A velocity of 5 ft/s was assumed for pipe travel time. (min.) (ft) (ft/s) Tc (min.) =- Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel I-465 Estimation Time to Inlet Project:By:David Welch Date:12/11/2023 Location:Checked:Date: Basin: Present -Developed X Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.001 Tt = .007 (nL)0.8 hr 0.87 + + = 0.87 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved Unpaved - Flow length, L ft 1264 1552 - Watercourse slope, s ft/ft 0.007 0.007 - Average velocity, V ft/s 1.35 1.35 - Tt =L hr 0.26 + 0.32 + - = 0.58 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- Diameter (ft)--- Bottom Width (ft)--- Side Slope (x:1) (ft)--- Slope of Channel (ft)--- Manning's Roughness Coefficient --- Depth (ft)--- Cross Sectional Area (ft2)--- Wetted Perimeter (ft)--- Hydraulic Radius (ft)--- Velocity (ft/s)--- Flow length, L ft --- Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 1.45 min 86.84 *A velocity of 5 ft/s was assumed for pipe travel time. (min.) (ft) (ft/s) Tc (min.) =- Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel I-465 Estimation Time to Inlet APPENDIX C PROPOSED CONDITIONS-STORM SEWER Owner: Sam Schmidt Foundation dba Conquer Paralysis Now Owner: Five Seasons Sports Country Club of Indianapolis, LLC Owner: Parkwood 9, LLC PLOT DATE (36"x24"): 12/13/2023 1:34 PM DRAWING FILE: P:\2023\01607\C. Calcs_Data\Civil\Drainage\DRAINAGE MAPS\2023.01607.CE.PROPOSED_STORMBASINS.dwg Proposed Storm Sewer Basin Map Driven Neuro Recovery Center 1300 E 96th StreetDecember 11, 2023 2023.01607 0'50' NSCALE:1"=50' Indianapolis, IN 46240 Description:Driven Neuro Recovery Center Reviewing Entity:City of Carmel Job #:2023.01607 Date:11/22/23 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 0.83 0.95 1.11 1.37 1.60 1.87 180 3 0.59 0.72 0.84 1.04 1.22 1.42 360 6 0.35 0.43 0.50 0.62 0.72 0.85 720 12 0.20 0.24 0.29 0.35 0.41 0.48 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 Rainfall Intensity (in/hr) City of Carmel Data Job Information RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Driven Neuro Recovery Center City of Carmel 2023.01607 11/22/2023 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.20 84 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)(acres)C CN Pond 1 101 - 0.02 0.64 -0.66 0.83 98 Pond 1 102 - 0.01 0.05 -0.06 0.74 96 Pond 1 103 - 0.11 0.34 -0.45 0.70 95 Pond 1 104 - - - -- - - Pond 1 104A - - - -- - - Pond 1 105 - 0.02 0.19 -0.21 0.79 97 Pond 1 106 - 0.03 0.11 -0.14 0.71 95 Pond 1 107 - 0.01 0.11 -0.13 0.79 97 Pond 1 108 - 0.04 - -0.04 0.20 84 Pond 1 109 - 0.03 - -0.03 0.20 84 Pond 1 110 - 0.03 - -0.03 0.20 84 Pond 1 111 - 0.01 0.13 -0.14 0.80 97 Pond 1 201 - 0.01 0.05 -0.06 0.75 96 Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:Driven Neuro Recovery Center Reviewing Entity: Job #: Date: 10-yr Entity Data Invert Drop 0.1 INLET CASTING TO INLET CASTING INLET c AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET CASTING INLET Q CUM. Q U.S. D.S. U.S. D.S. U.S. D.S (ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft)(ft)(ft) 101 102 79.0 RCP 0.83 0.66 - -0.55 0.55 0.55 5 5.00 - - 6.12 6.12 3.35 3.35 12 1.35 0.013 4.14 81% 5.27 0.68 5.87 0.25 814.99 814.24 811.24 810.17 2.59 2.90 102 103 107.3 RCP 0.74 0.06 - -0.04 0.04 0.59 5 5.25 - - 6.12 6.08 0.27 3.60 12 1.50 0.013 4.36 82% 5.56 0.69 6.21 0.32 814.24 812.72 810.07 808.46 3.00 3.09 103 105 104.8 RCP 0.70 0.45 - -0.31 0.31 0.91 5 5.57 - - 6.12 6.02 1.92 5.45 15 0.75 0.013 5.59 97% 4.56 1.00 5.20 0.38 812.72 812.88 808.36 807.57 2.92 3.87 104A 104 58.2 RCP - -0.90 0.07 0.07 - 0.07 5 5.00 - - 6.12 6.12 - 0.40 12 0.35 0.013 2.11 19% 2.68 0.30 2.07 0.36 813.73 813.71 809.21 809.01 3.35 3.54 104 105 55.3 RCP - -- -- - 0.07 5 5.36 - - 6.12 6.05 - 0.40 12 0.35 0.013 2.11 19% 2.68 0.29 2.06 0.34 813.71 812.88 809.01 808.81 3.54 2.90 105 106 70.3 RCP 0.79 0.21 - -0.17 0.17 1.14 5 5.95 - - 6.12 5.95 1.03 6.78 24 0.30 0.013 12.39 55% 3.94 1.06 4.03 0.30 812.88 812.92 807.47 807.26 3.16 3.41 106 107 53.5 RCP 0.71 0.14 - -0.10 0.10 1.24 5 6.25 - - 6.12 5.89 0.61 7.30 24 0.37 0.013 13.76 53% 4.38 1.04 4.44 0.20 812.92 812.91 807.16 806.96 3.51 3.70 107 111 67.0 RCP 0.79 0.13 - -0.10 0.10 1.34 5 6.46 - - 6.12 5.86 0.61 7.84 24 0.28 0.013 11.97 65% 3.81 1.18 4.06 0.29 812.91 812.90 806.86 806.68 3.80 3.97 108 109 38.4 RCP 0.20 0.04 0.90 0.78 0.71 0.01 0.71 5 5.00 - - 6.12 6.12 0.05 4.34 12 2.00 0.013 5.04 86% 6.42 0.72 7.22 0.10 812.85 812.80 810.20 809.43 1.49 2.20 109 110 55.8 RCP 0.20 0.03 - -0.01 0.01 0.72 5 5.10 - - 6.12 6.10 0.04 4.37 12 2.00 0.013 5.04 87% 6.42 0.72 7.22 0.14 812.80 812.80 809.33 808.21 2.30 3.42 110 111 52.4 RCP 0.20 0.03 - -0.01 0.01 0.72 5 5.24 - - 6.12 6.08 0.03 4.38 12 2.00 0.013 5.04 87% 6.42 0.72 7.23 0.14 812.80 812.90 808.11 807.07 3.52 4.67 111 112 14.3 RCP 0.80 0.14 - -0.11 0.11 2.17 5 6.75 - - 6.12 5.81 0.69 12.61 30 0.25 0.013 20.51 61% 4.18 1.42 4.39 0.06 812.90 813.05 806.57 806.53 3.54 3.73 112 113 12.2 RCP - -- -- - 2.17 5 6.81 - - 6.12 5.79 - 12.59 30 0.25 0.013 20.51 61% 4.18 1.42 4.39 0.05 813.05 - 806.53 806.50 3.73 - 201 202 52.9 RCP 0.75 0.06 - -0.05 0.05 0.05 5 5.00 - - 6.12 6.12 0.29 0.29 12 2.00 0.013 5.04 6% 6.42 0.16 3.50 0.14 811.87 - 806.81 805.75 3.90 - DIRECT TO INLET i FLOW DEPTH FLOW VELOCITY CAPACITY UTILIZATIONMANNING'S N ENTITY DATA i PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 2023.01607 02/20/24 (in/hr) CHEN'S METHOD Design Storm: TO STR. DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: FLOW (in/hr) STR.LENGTH Drop Amount: ELEV.ELEV.FULL FLOW VELOCITY COVER INVERTRIM TRAVEL TIME Description:Driven Neuro Recovery Center Entity:City of Carmel Job #:2023.01607 Date:11/22/23 10-yr Entity Data (dc+D)/2 Structure Coefficient (ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.) 102 101 810.17 811.17 811.06 811.97 5.00 6.12 3.35 12 1.35 0.572 1.946 0.294 0.683 0.784 5.87 79 0.013 1.060 --1.25 6.21 -0.668 1.729 813.69 814.99 812.24 103 102 808.46 809.46 809.36 810.33 5.25 6.08 3.60 12 1.50 0.580 1.965 0.295 0.692 0.810 6.21 107 0.013 1.601 5.87 -0.50 5.20 -0.032 1.633 811.97 814.24 811.07 105 103 807.57 808.82 808.67 809.46 5.57 6.02 5.45 15 0.75 1.049 2.760 0.380 0.997 0.946 5.20 105 0.013 0.782 6.21 -0.50 4.03 -0.089 0.871 810.33 812.72 809.61 104 104A 809.01 810.01 809.64 809.65 5.00 6.12 0.40 12 0.35 0.195 1.151 0.169 0.296 0.262 2.07 58 0.013 0.203 --1.25 2.06 -0.083 0.286 809.94 813.73 810.21 105 104 808.81 809.81 809.44 809.46 5.36 6.05 0.40 12 0.35 0.193 1.147 0.168 0.294 0.261 2.06 55 0.013 0.192 2.07 -0.50 4.03 -0.000 0.192 809.65 813.71 810.01 106 105 807.26 809.26 808.72 809.17 5.95 5.95 6.78 24 0.30 1.681 3.252 0.517 1.055 0.923 4.03 70 0.013 0.210 5.20 -0.50 4.44 -0.083 0.293 809.46 812.88 809.47 107 106 806.96 808.96 808.44 808.94 6.25 5.89 7.30 24 0.37 1.643 3.214 0.511 1.036 0.960 4.44 54 0.013 0.197 4.03 -0.50 4.06 -0.027 0.224 809.17 812.92 809.16 111 107 806.68 808.68 808.17 808.73 6.46 5.86 7.84 24 0.28 1.930 3.504 0.551 1.180 0.996 4.06 67 0.013 0.187 4.44 -0.50 4.39 -0.025 0.212 808.94 812.91 808.86 109 108 809.43 810.43 810.37 810.88 5.00 6.12 4.34 12 2.00 0.602 2.018 0.298 0.716 0.875 7.22 38 0.013 0.764 --1.25 7.22 -1.011 1.775 812.66 812.85 811.20 110 109 808.21 809.21 809.15 809.77 5.10 6.10 4.37 12 2.00 0.605 2.026 0.299 0.720 0.877 7.22 56 0.013 1.109 7.22 -0.50 7.23 -0.001 1.110 810.88 812.80 810.33 111 110 807.07 808.07 808.01 808.73 5.24 6.08 4.38 12 2.00 0.607 2.030 0.299 0.721 0.878 7.23 52 0.013 1.041 7.22 -0.50 4.39 -0.000 1.042 809.77 812.80 809.11 112 111 806.53 809.03 808.38 808.68 6.75 5.81 12.61 30 0.25 2.872 4.263 0.674 1.417 1.192 4.39 14 0.013 0.036 4.06 -0.50 4.39 -0.022 0.057 808.73 812.90 809.07 113 112 806.50 809.00 808.35 808.35 6.81 5.79 12.59 30 0.25 2.868 4.260 0.673 1.416 1.191 4.39 12 0.013 0.030 4.39 1.00 0.50 -0.299 0.000 0.330 808.68 813.05 809.03 202 201 805.75 806.75 806.36 806.36 5.00 6.12 0.29 12 2.00 0.084 0.833 0.101 0.164 0.223 3.50 53 0.013 1.052 -1.00 1.25 -0.190 0.237 1.479 807.84 811.87 807.81 Intensity Calculation Method: Starting Elevation: Calculation Method: INTENSITY Job Information Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE (HGL) CALCULATIONS D.S. STR. U.S. STR. D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATA UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREA WETTED PERIMETE HYDRAULI C RADIUS FLOW DEPTH VELOCITY LENGTH MANNING'S N FRICTION LOSS TOTAL LOSS U.S. HGL ELEV. U.S. STR. CROWN OUTLET STRUCTURE COEFFICIENT UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY OUTLET STRUCTURE UPSTREAM STRUCTURE LOSS U.S. STR. T.R. Job Information Description: Reviewing Entity:City of Carmel Job #:2023.01607 Date:11/22/23 10-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR.STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO.TYPE TYPE (ft)(ft)(acres)(min)(in/hr)(cfs)(ft)(ft)(ft) 101 TYPE "J" INLET R-3455-C 3.06 4.23 0.83 0.66 5.00 6.12 3.35 0.29 0.37 0.37 102 TYPE "M" INLET R-3455-C 3.09 4.26 0.74 0.06 5.00 6.12 0.27 0.00 0.08 0.08 103 TYPE "M" INLET R-3455-C 2.70 4.14 0.70 0.45 5.00 6.12 1.92 0.09 0.26 0.26 104A TYPE ''C'' MANHOLE R-4342 3.35 4.52 -------0.00 104 TYPE ''C'' MANHOLE R-4342 3.50 4.66 -------0.00 105 TYPE "J" MANHOLE R-3472 3.01 5.26 0.79 0.21 5.00 6.12 1.03 0.11 0.21 0.21 106 TYPE "C" MANHOLE R-3472 3.01 5.26 0.71 0.14 5.00 6.12 0.61 0.04 0.15 0.15 107 TYPE "C" MANHOLE R-3472 3.49 5.74 0.79 0.13 5.00 6.12 0.61 0.04 0.16 0.16 108 TYPE "F" INLET R-4215-C 2.94 4.11 0.20 0.04 5.00 6.12 0.05 0.00 0.02 0.02 109 TYPE "C" MANHOLE R-4342 3.26 4.42 0.20 0.03 5.00 6.12 0.04 0.00 0.03 0.03 110 TYPE ''C'' MANHOLE R-4342 4.27 5.44 0.20 0.03 5.00 6.12 0.03 0.00 0.03 0.03 111 TYPE "J" MANHOLE R-3472 3.15 5.95 0.80 0.14 5.00 6.12 0.69 0.05 0.17 0.17 201 TYPE "C" MANHOLE R-3455-C 3.07 4.23 0.75 0.06 5.00 6.12 0.29 0.00 0.08 0.08 Driven Neuro Recovery Center Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Design Parameters Design Storm: APPENDIX D PROPOSED CONDITIONS-DETENTION DESIGN Owner: Sam Schmidt Foundation dba Conquer Paralysis Now Owner: Five Seasons Sports Country Club of Indianapolis, LLC Owner: Parkwood 9, LLC PLOT DATE (36"x24"): 2/15/2024 2:23 PM DRAWING FILE: P:\2023\01607\C. Calcs_Data\Civil\Drainage\DRAINAGE MAPS\2023.01607.CE.PROPOSED_DRAINAGE_ONSITE.dwg Proposed Onsite Drainage Basin Map Driven Neuro Recovery Center 1300 E 96th StreetFebruary 15, 2024 2023.01607 0'50' NSCALE:1"=50' Indianapolis, IN 46240 Owner: Sam Schmidt Foundation dba Conquer Paralysis Now Owner: Five Seasons Sports Country Club of Indianapolis, LLC Owner: Parkwood 9, LLC PLOT DATE (36"x24"): 2/15/2024 2:23 PM DRAWING FILE: P:\2023\01607\C. Calcs_Data\Civil\Drainage\DRAINAGE MAPS\2023.01607.CE.PROPOSED_DRAINAGE.dwg Proposed Overall Drainage Basin Map Driven Neuro Recovery Center 1300 E 96th StreetFebruary 15, 2024 2023.01607 0'50' NSCALE:1"=50' Indianapolis, IN 46240 PLOT DATE (24"x36"): 12/27/2023 3:47 PMDRAWING FILE: P:\2023\01607\D. Drawings\Civil\Construction Documents\_Details-Images\Lidar - 2023-11-29\2023.01607 LIDAR - 2023-11-29.dwgOverall Watershed MapDriven Neuro Recovery Center1300 E. 96th StreetDecember 27, 20232023.01607NSCALE:Not to ScaleIndianapolis, IN 46240 Proposed Conditions Schematic 1 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Simple Basin: 96th St RW Scenario:Offsite 2024-02-16 Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Central Scenario:Offsite 2024-02-16 Node:Box STR Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8600 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX 96th Inlets Scenario:Offsite 2024-02-16 Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.1300 min Max Allowable Q:0.00 cfs 2 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: I-465 Scenario:Offsite 2024-02-16 Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:28.2200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:11.5000 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: N of I-465 Scenario:Offsite 2024-02-16 Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:86.8400 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:52.8100 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 3 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO East Pond Scenario:Offsite 2024-02-16 Node:PRO East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.6300 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO West Scenario:Offsite 2024-02-16 Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.7200 ac Curve Number:86.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: 4 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Simple Basin: South Basin Scenario:Offsite 2024-02-16 Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:9.6200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.9200 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: 96th St RW Scenario:Onsite 2024-02-16 Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Central Scenario:Onsite 2024-02-16 Node:Box STR Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs 5 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.2600 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX 96th Inlets Scenario:Onsite 2024-02-16 Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: I-465 Scenario:Onsite 2024-02-16 Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:28.2200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:11.5000 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 6 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: N of I-465 Scenario:Onsite 2024-02-16 Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:86.8400 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:52.8100 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO East Pond Scenario:Onsite 2024-02-16 Node:PRO East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.6300 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: 7 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Simple Basin: PRO West Scenario:Onsite 2024-02-16 Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.3200 ac Curve Number:86.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: South Basin Scenario:Onsite 2024-02-16 Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:9.6200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.9200 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Node: Box STR Scenario:Offsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.75 ft Warning Stage:812.00 ft 8 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Stage [ft]Area [ac]Area [ft2] 804.75 0.0005 22 812.36 0.0005 22 Comment: Node: DryBasin Scenario:Offsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:811.75 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0198 862 812.00 0.2120 9235 Comment: Node: EX Connection Scenario:Offsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: Node: EX Jct Str Scenario:Offsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 9 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Comment: Node: EX W Dry Basin Scenario:Offsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 Comment: Node: Overall Outlet Scenario:Offsite 2024-02-16 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: PRO East Pond Scenario:Offsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.64 ft Warning Stage:811.50 ft Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 811.50 0.9600 41818 Comment: 10 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Node: Storage Outlet Scenario:Offsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.97 ft Warning Stage:811.30 ft Stage [ft]Area [ac]Area [ft2] 803.97 0.0010 44 811.30 0.0010 44 Comment: Node: Box STR Scenario:Onsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.75 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.75 0.0005 22 812.36 0.0005 22 Comment: Node: DryBasin Scenario:Onsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:811.75 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0198 862 812.00 0.2120 9235 Comment: Node: EX Connection Scenario:Onsite 2024-02-16 Type:Stage/Area 11 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: Node: EX Jct Str Scenario:Onsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 Comment: Node: EX W Dry Basin Scenario:Onsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 Comment: Node: Overall Outlet Scenario:Onsite 2024-02-16 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft 12 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: PRO East Pond Scenario:Onsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.64 ft Warning Stage:811.50 ft Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 811.50 0.9600 41818 Comment: Node: Storage Outlet Scenario:Onsite 2024-02-16 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.97 ft Warning Stage:811.30 ft Stage [ft]Area [ac]Area [ft2] 803.97 0.0010 44 811.30 0.0010 44 Comment: Pipe Link: EX Pipe 1 Scenario:Offsite 2024-02-16 From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: 13 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 2 Scenario:Offsite 2024-02-16 From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Overall Outlet Pipe Scenario:Offsite 2024-02-16 From Node:EX Connection To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: 14 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Pipe Link: Storage Pipes Scenario:Offsite 2024-02-16 From Node:Box STR To Node:Storage Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:95.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.97 ft Invert:803.97 ft Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Storage to Dry Pond Scenario:Offsite 2024-02-16 From Node:Storage Outlet To Node:DryBasin Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:30.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.97 ft Invert:803.97 ft Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 1 Scenario:Onsite 2024-02-16 From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip 15 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 2 Scenario:Onsite 2024-02-16 From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Overall Outlet Pipe Scenario:Onsite 2024-02-16 From Node:EX Connection To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Storage Pipes Scenario:Onsite 2024-02-16 Upstream Downstream Invert:803.97 ft Invert:803.97 ft 16 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 From Node:Box STR To Node:Storage Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:95.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Storage to Dry Pond Scenario:Onsite 2024-02-16 From Node:Storage Outlet To Node:DryBasin Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:30.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.97 ft Invert:803.97 ft Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: East OCS Scenario:Offsite 2024-02-16 From Node:PRO East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Upstream Pipe Downstream Pipe Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: 17 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.64 ft Control Elevation:808.64 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS (On) Scenario:Offsite 2024-02-16 From Node:DryBasin To Node:EX Connection Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:28.33 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:803.47 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Bottom Clip Default:0.00 ft Op Table: 18 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:803.47 ft Control Elevation:803.47 ft Max Depth:0.58 ft Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: East OCS Scenario:Onsite 2024-02-16 From Node:PRO East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.64 ft Control Elevation:808.64 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 19 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS (On) Scenario:Onsite 2024-02-16 From Node:DryBasin To Node:EX Connection Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:28.33 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:803.47 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:803.47 ft Control Elevation:803.47 ft Max Depth:0.58 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Simulation: 002YR-024HR Scenario:Offsite 2024-02-16 20 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Run Date/Time:2/16/2024 10:29:41 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: 21 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:2.64 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 010YR-024HR Scenario:Offsite 2024-02-16 Run Date/Time:2/16/2024 10:33:09 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics 22 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.84 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 23 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Simulation: 100YR-024HR Scenario:Offsite 2024-02-16 Run Date/Time:2/16/2024 10:37:35 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 72.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: 24 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.48 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 002YR-024HR Scenario:Onsite 2024-02-16 Run Date/Time:2/16/2024 10:40:01 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 25 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:2.64 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 26 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Simulation: 010YR-024HR Scenario:Onsite 2024-02-16 Run Date/Time:2/16/2024 10:44:18 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: 27 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.84 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100YR-024HR Scenario:Onsite 2024-02-16 Run Date/Time:2/16/2024 10:48:16 AM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 72.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 28 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:33 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.48 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 1 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:46 Node Max Conditions [Onsite 2024-02-16] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] DryBasin 002YR-024HR 811.75 806.91 0.0010 8.04 1.47 4287 EX W Dry Basin 002YR-024HR 812.00 806.21 0.0008 6.93 4.24 4365 PRO East Pond 002YR-024HR 811.50 809.44 -0.0003 12.75 0.66 33009 DryBasin 010YR-024HR 811.75 808.17 0.0010 12.25 1.93 5475 EX W Dry Basin 010YR-024HR 812.00 807.79 0.0008 12.21 5.09 6477 PRO East Pond 010YR-024HR 811.50 809.92 -0.0006 19.90 0.90 35071 DryBasin 100YR-024HR 811.75 811.20 0.0010 22.23 2.78 8453 EX W Dry Basin 100YR-024HR 812.00 811.44 0.0009 26.07 9.85 11365 PRO East Pond 100YR-024HR 811.50 811.10 -0.0009 35.38 1.34 40098 1 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\2/20/2024 10:45 Node Max Conditions [Offsite 2024-02-16] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] DryBasin 002YR-024HR 811.75 807.29 0.0010 9.58 1.66 4652 EX W Dry Basin 002YR-024HR 812.00 806.11 0.0007 6.15 3.79 4229 PRO East Pond 002YR-024HR 811.50 809.44 -0.0003 12.75 0.66 33009 DryBasin 010YR-024HR 811.75 808.67 0.0010 14.74 2.12 5966 EX W Dry Basin 010YR-024HR 812.00 807.64 0.0006 10.83 4.54 6271 PRO East Pond 010YR-024HR 811.50 809.92 -0.0006 19.90 0.90 35071 DryBasin 100YR-024HR 811.75 811.64 0.0010 27.41 2.93 8885 EX W Dry Basin 100YR-024HR 812.00 811.34 0.0008 24.38 9.64 11235 PRO East Pond 100YR-024HR 811.50 811.10 -0.0009 35.38 1.34 40090 1 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/28/2023 14:27 Node Max Conditions [Reduced Underground Offsite] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] DryBasin 010YR-024HR 811.75 808.93 0.0010 15.24 2.09 6415 EX W Dry Basin 010YR-024HR 812.00 807.63 0.0010 10.83 4.53 6255 PRO East Pond 010YR-024HR 811.50 809.92 -0.0006 19.90 0.90 35071 DryBasin 100YR-024HR 811.75 811.55 0.0010 27.00 2.78 8794 EX W Dry Basin 100YR-024HR 812.00 811.41 0.0009 24.34 9.80 11320 PRO East Pond 100YR-024HR 811.50 811.10 -0.0009 35.38 1.34 40104 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) YmsB2 C Fully Developed Good Condition (grass cover >75%)80 1.10 YbvA B Fully Developed Good Condition (grass cover >75%)74 0.09 Or D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.66 Pavement D Fully Developed Paved/Rooftop 98 3.11 Building D Fully Developed Paved/Rooftop 98 0.64 Water D Water Water 100 0.69 Totals = 6.29 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Proposed Basin East CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area Open Space 88 Open Space 6.66 Open Space 55.44 Impervious 304.78 586.6 93.3 93 Impervious 62.72 Water 69 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) YbvA B Fully Developed Good Condition (grass cover >75%)74 1.10 UcfA D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.50 UkbB2 D Fully Developed Fair Condition (grass cover 50% to 75%)84 1.65 Pavement D Fully Developed Paved/Rooftop 98 1.47 Totals = 4.72 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Proposed Basin West CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area Open Space 81.4 Open Space 42 Open Space 138.6 Impervious 144.06 406.06 86.0 86 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) Pervious Soil C Fully Developed Good Condition (grass cover >75%)80 0.40 Pavement D Fully Developed Paved/Rooftop 98 1.22 Roof D Fully Developed Paved/Rooftop 98 1.50 Totals = 3.11 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Proposed Basin Central CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 297.67 95.7 96 Open Space 31.6 Impervious 119.07 Impervious 147 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) UkbB2 D Fully Developed Fair Condition (grass cover 50% to 75%)84 0.05 Pavement D Fully Developed Paved/Rooftop 98 0.14 Totals = 0.19 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Existing Basin 96th Inlets CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 17.92 94.3 94 Open Space 4.2 Impervious 13.72 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) Pervious Soil C Fully Developed Good Condition (grass cover >75%)80 0.60 Pavement D Fully Developed Paved/Rooftop 98 0.38 Totals = 0.98 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Proposed Basin South CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 85.24 87.0 87 Open Space 48 Impervious 37.24 Description:Driven Neuro Recovery Center Entity: Job #: Date:11/28/2023 (Acres) Pervious Soil C Fully Developed Good Condition (grass cover >75%)80 0.04 Pavement D Fully Developed Paved/Rooftop 98 0.44 Totals = 0.48 CN (weighted) =total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2023.01607 Basin:Proposed Basin 96th Street Right-of-Way CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 46.32 96.5 97 Open Space 3.2 Impervious 43.12 Project:By:David Welch Date:7/25/2023 Location:Checked:Date: Basin: Present -Developed X Tc X Tt -through subarea Sheet Flow Segment ID Surface description Paved Manning's roughness coeff., n 0.11 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.011 Tt = .007 (nL)0.8 hr 0.18 + + = 0.18 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved - - Flow length, L ft 249.51 - - Watercourse slope, s ft/ft 0.006 - - Average velocity, V ft/s 1.57 - - Tt =L hr 0.04 + - + - = 0.04 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.22 min 13.33 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)13.33 (ft)241.16 (ft/s)5 Tc (min.) = 14.13 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Proposed East Estimation Time to Inlet Project:By:David Welch Date:7/25/2023 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.016 Tt = .007 (nL)0.8 hr 0.28 + + = 0.28 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 881.8 - - Watercourse slope, s ft/ft 0.017 - - Average velocity, V ft/s 2.09 - - Tt =L hr 0.12 + - + - = 0.12 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.40 min 24.10 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)5 (ft)750 (ft/s)5 Tc (min.) = 7.50 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Proposed West Estimation Time to Inlet Project:By:-Date:7/25/2023 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Paved Manning's roughness coeff., n 0.11 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.025 Tt = .007 (nL)0.8 hr 0.13 + + = 0.13 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved - - Flow length, L ft 63.53 - - Watercourse slope, s ft/ft 0.030 - - Average velocity, V ft/s 3.50 - - Tt =L hr 0.01 + - + - = 0.01 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.13 min 7.98 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)7.98 (ft)491.59 (ft/s)5 Tc (min.) = 9.62 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Existing South Estimation Time to Inlet Project:By:-Date:- Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description Paved Manning's roughness coeff., n 0.11 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.025 Tt = .007 (nL)0.8 hr 0.13 + + = 0.13 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Paved - - Flow length, L ft 63.53 - - Watercourse slope, s ft/ft 0.030 - - Average velocity, V ft/s 3.50 - - Tt =L hr 0.01 + - + - = 0.01 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.13 min 7.98 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)5 (ft)338 (ft/s)5 Tc (min.) = 6.13 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) Driven Neuro Recovery Center City of Carmel Existing 96th Street Inlets Estimation Time to Inlet Description:Driven Neuro Recovery Center Reviewing Entity: Job #: Date:12/22/23 *Emergency spillway must carry peak 100 yr flow rate of the pond 27.00 33.75 3.00 33.75 40.00 0.43 100 yr Flood Elev. =811.55 811.55 811.98 812.00 Cweir = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF 40 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE Job Information City of Carmel Q = L = H = Spillway Elev. = Overflow Elev. = 2023.01607 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 APPENDIX E STORMWATER QUALITY Description:Driven Neuro Recovery Center Reviewing Entity: Job #: Date:08/14/23 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.31 Impervious Area 2.64 Area 2.95 I = 89% (%) Rv = 0.85542373 Qa=0.86 (in.) CALCULATED CNwq CNwq =99 PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] Job Information City of Carmel 2023.01607 1 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Simple Basin: 100 Series Scenario:2023-12-01 Submittal Node:STR 112 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.1100 ac Curve Number:99.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: 96th St RW Scenario:2023-12-01 Submittal Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Central Scenario:2023-12-01 Submittal Node:Box STR Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs 2 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.1100 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX 96th St Inlets Scenario:2023-12-01 Submittal Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Onsite EX Scenario:2023-12-01 Submittal Node:Onsite Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.2900 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 3 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO East Pond Scenario:2023-12-01 Submittal Node:PRO East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.2900 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO West Scenario:2023-12-01 Submittal Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.7200 ac Curve Number:86.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: 4 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Simple Basin: South Basin Scenario:2023-12-01 Submittal Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:9.6200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.9800 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: 100 Series Scenario:PRO DownStream Conditions Node:STR 112 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.1100 ac Curve Number:99.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: 96th St RW Scenario:PRO DownStream Conditions Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.0000 min Max Allowable Q:0.00 cfs 5 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Central Scenario:PRO DownStream Conditions Node:Box STR Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.7600 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX 96th St Inlets Scenario:PRO DownStream Conditions Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 6 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: I-465 Scenario:PRO DownStream Conditions Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:28.2200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:11.5000 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: N of I-465 Scenario:PRO DownStream Conditions Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:86.8400 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:52.8100 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: 7 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Simple Basin: PRO East Pond Scenario:PRO DownStream Conditions Node:PRO East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.6300 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO West Scenario:PRO DownStream Conditions Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.7200 ac Curve Number:86.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: South Basin Scenario:PRO DownStream Conditions Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:9.6200 min Max Allowable Q:0.00 cfs 8 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.9800 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: 100 Series Scenario:PRO DownStream Onsite Only Node:STR 112 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.1700 ac Curve Number:99.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: 96th St RW Scenario:PRO DownStream Onsite Only Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4800 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 9 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Central Scenario:PRO DownStream Onsite Only Node:Box STR Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.1700 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: EX 96th St Inlets Scenario:PRO DownStream Onsite Only Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: 10 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Simple Basin: I-465 Scenario:PRO DownStream Onsite Only Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:28.2200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:11.5000 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: N of I-465 Scenario:PRO DownStream Onsite Only Node:EX Jct Str Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:86.8400 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:52.8100 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO East Pond Scenario:PRO DownStream Onsite Only Node:PRO East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.1300 min Max Allowable Q:0.00 cfs 11 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.6300 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO West Scenario:PRO DownStream Onsite Only Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.3200 ac Curve Number:86.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: South Basin Scenario:PRO DownStream Onsite Only Node:EX Connection Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:9.6200 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.9800 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 12 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: 100 Series Scenario:PRO Vacuum Conditions Node:STR 112 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.1100 ac Curve Number:99.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Central Scenario:PRO Vacuum Conditions Node:Box STR Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.7600 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: 13 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Simple Basin: PRO East Pond Scenario:PRO Vacuum Conditions Node:PRO East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.6300 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO West Scenario:PRO Vacuum Conditions Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.7200 ac Curve Number:86.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: 100 Series Scenario:Scenario1 Node:STR 112 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs 14 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.1100 ac Curve Number:99.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Central Scenario:Scenario1 Node:Box STR Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.6100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.7600 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO East Pond Scenario:Scenario1 Node:PRO East Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.1300 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.6300 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 15 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: PRO West Scenario:Scenario1 Node:EX W Dry Basin Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:24.1000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.7200 ac Curve Number:86.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Node: Box STR Scenario:2023-12-01 Submittal Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.75 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.75 0.0005 22 812.36 0.0005 22 Comment: Node: DryBasin Scenario:2023-12-01 Submittal Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.75 ft 16 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 803.75 0.0198 862 812.00 0.1740 7579 Comment: Node: EX Connection Scenario:2023-12-01 Submittal Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: Node: EX Jct Str Scenario:2023-12-01 Submittal Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 Comment: Node: EX W Dry Basin Scenario:2023-12-01 Submittal Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft 17 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 Comment: Node: Onsite Scenario:2023-12-01 Submittal Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: Overall Outlet Scenario:2023-12-01 Submittal Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: PRO East Pond Scenario:2023-12-01 Submittal Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.64 ft Warning Stage:811.50 ft 18 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 811.50 0.9600 41818 Comment: Node: STR 112 Scenario:2023-12-01 Submittal Type:Time/Stage Base Flow:0.00 cfs Initial Stage:803.75 ft Warning Stage:804.75 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 803.75 0 0 0 48.0000 803.75 Comment: Node: Box STR Scenario:PRO DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.75 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.75 0.0005 22 812.36 0.0005 22 Comment: Node: DryBasin Scenario:PRO DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:811.50 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0198 862 19 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Stage [ft]Area [ac]Area [ft2] 812.00 0.2120 9235 Comment: Node: EX Connection Scenario:PRO DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: Node: EX Jct Str Scenario:PRO DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 Comment: Node: EX W Dry Basin Scenario:PRO DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 20 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Comment: Node: Overall Outlet Scenario:PRO DownStream Conditions Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: PRO East Pond Scenario:PRO DownStream Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.64 ft Warning Stage:811.50 ft Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 811.50 0.9600 41818 Comment: Node: STR 112 Scenario:PRO DownStream Conditions Type:Time/Stage Base Flow:0.00 cfs Initial Stage:803.75 ft Warning Stage:804.75 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 803.75 0 0 0 48.0000 803.75 Comment: 21 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Node: Box STR Scenario:PRO DownStream Onsite Only Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.75 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.75 0.0005 22 812.36 0.0005 22 Comment: Node: DryBasin Scenario:PRO DownStream Onsite Only Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:811.50 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0198 862 812.00 0.2120 9235 Comment: Node: EX Connection Scenario:PRO DownStream Onsite Only Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: Node: EX Jct Str Scenario:PRO DownStream Onsite Only Type:Stage/Area 22 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 Comment: Node: EX W Dry Basin Scenario:PRO DownStream Onsite Only Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 Comment: Node: Overall Outlet Scenario:PRO DownStream Onsite Only Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: PRO East Pond Scenario:PRO DownStream Onsite Only Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.64 ft 23 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Warning Stage:811.50 ft Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 811.50 0.9600 41818 Comment: Node: STR 112 Scenario:PRO DownStream Onsite Only Type:Time/Stage Base Flow:0.00 cfs Initial Stage:803.75 ft Warning Stage:804.75 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 803.75 0 0 0 48.0000 803.75 Comment: Node: Box STR Scenario:PRO Vacuum Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.75 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.75 0.0005 22 812.36 0.0005 22 Comment: Node: DryBasin Scenario:PRO Vacuum Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:811.30 ft 24 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Stage [ft]Area [ac]Area [ft2] 803.47 0.0198 862 812.00 0.2120 9235 Comment: Node: EX Connection Scenario:PRO Vacuum Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: Node: EX Jct Str Scenario:PRO Vacuum Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 Comment: Node: EX W Dry Basin Scenario:PRO Vacuum Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 25 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Comment: Node: Overall Outlet Scenario:PRO Vacuum Conditions Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: PRO East Pond Scenario:PRO Vacuum Conditions Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.64 ft Warning Stage:811.50 ft Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 811.50 0.9600 41818 Comment: Node: STR 112 Scenario:PRO Vacuum Conditions Type:Time/Stage Base Flow:0.00 cfs Initial Stage:803.75 ft Warning Stage:804.75 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 803.75 0 0 0 48.0000 803.75 26 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Comment: Node: Box STR Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.75 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.75 0.0005 22 812.36 0.0005 22 Comment: Node: DryBasin Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:811.30 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0198 862 812.00 0.2120 9235 Comment: Node: EX Connection Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.47 ft Warning Stage:809.07 ft Stage [ft]Area [ac]Area [ft2] 803.47 0.0007 28 809.07 0.0007 28 Comment: 27 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Node: EX Jct Str Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:803.94 ft Warning Stage:809.54 ft Stage [ft]Area [ac]Area [ft2] 803.94 0.0012 50 809.54 0.0012 50 Comment: Node: EX W Dry Basin Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:804.39 ft Warning Stage:812.00 ft Stage [ft]Area [ac]Area [ft2] 804.39 0.0440 1917 812.00 0.2780 12110 Comment: Node: Overall Outlet Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:0.00 ft Warning Stage:0.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 0 0 0 99.0000 0.00 Comment: Node: PRO East Pond Scenario:Scenario1 28 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:808.64 ft Warning Stage:811.50 ft Stage [ft]Area [ac]Area [ft2] 808.64 0.6790 29577 811.50 0.9600 41818 Comment: Node: STR 112 Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:803.75 ft Warning Stage:804.75 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 803.75 0 0 0 48.0000 803.75 Comment: Pipe Link: EX Pipe 1 Scenario:2023-12-01 Submittal From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: 29 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Pipe Link: EX Pipe 2 Scenario:2023-12-01 Submittal From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: East OCS Scenario:2023-12-01 Submittal From Node:PRO East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.64 ft Control Elevation:808.64 ft Max Depth:0.58 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients 30 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:810.00 ft Control Elevation:810.00 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS (On) Scenario:2023-12-01 Submittal From Node:DryBasin To Node:EX Connection Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:28.33 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:803.75 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Bottom Clip 31 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:803.75 ft Control Elevation:803.75 ft Max Depth:0.50 ft Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: Overall Outlet Pipe Scenario:2023-12-01 Submittal From Node:EX Connection To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Storage Pipe 1 Scenario:2023-12-01 Submittal From Node:Box STR To Node:DryBasin Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:80.00 ft FHWA Code:0 Entr Loss Coef:0.00 Upstream Downstream Invert:804.75 ft Invert:804.75 ft Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip 32 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: Dry Basin OCS Scenario:PRO DownStream Conditions From Node:DryBasin To Node:EX Connection Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:28.33 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:803.47 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:803.47 ft Control Elevation:803.47 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: 33 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:811.20 ft Control Elevation:811.20 ft Max Depth:0.80 ft Max Width:4.00 ft Fillet:0.00 ft Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: EX Pipe 1 Scenario:PRO DownStream Conditions From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 2 Scenario:PRO DownStream Conditions From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: 34 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Energy Switch:Energy Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: East OCS Scenario:PRO DownStream Conditions From Node:PRO East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.64 ft Control Elevation:808.64 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: Overall Outlet Pipe Scenario:PRO DownStream Conditions From Node:EX Connection Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 Geometry: Circular Geometry: Circular 35 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Storage Pipes Scenario:PRO DownStream Conditions From Node:Box STR To Node:DryBasin Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:170.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.97 ft Invert:803.97 ft Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 1 Scenario:PRO DownStream Onsite Only From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 36 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Comment: Pipe Link: EX Pipe 2 Scenario:PRO DownStream Onsite Only From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: East OCS Scenario:PRO DownStream Onsite Only From Node:PRO East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip 37 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Geometry Type:Circular Invert:808.64 ft Control Elevation:808.64 ft Max Depth:0.50 ft Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS (On) Scenario:PRO DownStream Onsite Only From Node:DryBasin To Node:EX Connection Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:28.33 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:803.47 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:803.47 ft Control Elevation:803.47 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: 38 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:811.20 ft Control Elevation:811.20 ft Max Depth:0.80 ft Max Width:4.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: Overall Outlet Pipe Scenario:PRO DownStream Onsite Only From Node:EX Connection To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Storage Pipes Scenario:PRO DownStream Onsite Only From Node:Box STR To Node:DryBasin Link Count:1 Flow Direction:Both Damping:0.0000 ft Upstream Downstream Invert:803.97 ft Invert:803.97 ft Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: 39 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Length:170.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 1 Scenario:PRO Vacuum Conditions From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 2 Scenario:PRO Vacuum Conditions From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: 40 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Drop Structure Link: East OCS Scenario:PRO Vacuum Conditions From Node:PRO East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.64 ft Control Elevation:808.64 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS (On) Scenario:PRO Vacuum Conditions From Node:DryBasin To Node:EX Connection Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Upstream Pipe Downstream Pipe Invert:803.47 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: 41 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Pipe Count:1 Damping:0.0000 ft Length:28.33 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:803.47 ft Control Elevation:803.47 ft Max Depth:0.58 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: Overall Outlet Pipe Scenario:PRO Vacuum Conditions From Node:EX Connection To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: 42 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Pipe Link: Storage Pipes Scenario:PRO Vacuum Conditions From Node:Box STR To Node:DryBasin Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:255.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.97 ft Invert:803.97 ft Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 1 Scenario:Scenario1 From Node:EX W Dry Basin To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:287.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:804.39 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: EX Pipe 2 Scenario:Scenario1 From Node:EX Jct Str To Node:EX Connection Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:98.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Downstream Invert:803.94 ft Invert:803.47 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip 43 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: East OCS Scenario:Scenario1 From Node:PRO East Pond To Node:EX Jct Str Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:218.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:808.64 ft Invert:803.94 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:808.64 ft Control Elevation:808.64 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS (On) Scenario:Scenario1 Upstream Pipe Downstream Pipe Invert:803.47 ft Invert:803.47 ft 44 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 From Node:DryBasin To Node:EX Connection Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:28.33 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:803.47 ft Control Elevation:803.47 ft Max Depth:0.58 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: Overall Outlet Pipe Scenario:Scenario1 From Node:EX Connection To Node:Overall Outlet Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:66.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Upstream Downstream Invert:803.47 ft Invert:802.60 ft Manning's N:0.0220 Manning's N:0.0220 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft 45 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Bend Location:0.00 dec Energy Switch:Energy Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: Storage Pipes Scenario:Scenario1 From Node:Box STR To Node:DryBasin Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:255.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:803.97 ft Invert:803.97 ft Manning's N:0.0250 Manning's N:0.0250 Geometry: Circular Geometry: Circular Max Depth:6.00 ft Max Depth:6.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Simulation: 1"-24hr Scenario:PRO DownStream Onsite Only Run Date/Time:12/13/2023 12:12:14 PM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 46 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:20 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:1.00 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 1 P:\2023\01607\C. Calcs_Data\Civil\Drainage\ICPR Models\Proposed Conditions\12/13/2023 12:18 Node Max Conditions [PRO DownStream Onsite Only] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] STR 112 1"-24hr 804.75 803.75 0.0000 3.51 0.00 0 APPENDIX F EXISTING DRAINAGE REPORT