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HomeMy WebLinkAboutDrainage Report170051006 – Hamilton Crossing HQ Hamilton Crossing HQ Street Address TBD Carmel, IN 46032 Drainage Report October 17, 2023 Revised December 07, 2023 Prepared For: Kite Realty Group 30 South Meridian Street, Suite 1100 Indianapolis, IN 46204 Prepared By: Kimley-Horn and Associates, Inc. Connor Strege, PE 500 East 96th Street, Suite 300 Indianapolis, IN 46240 Phone: (317) 218-9560 170051006 – Hamilton Crossing HQ TABLE OF CONTENTS 1.0.PROJECT SUMMARY 2.0.INTRODUCTION 3.0.EXISTING CONDITIONS 4.0.PROPOSED CONDITIONS Appendix A: Project Site Maps Appendix B: Existing Drainage Conditions Appendix C: Proposed Basin Conditions Appendix D: Proposed Storm Sewer Design Appendix E: Stormwater Quality Design Appendix F: Excerpts from Previous Drainage Report 170051006 – Hamilton Crossing HQ 1.0 Project Summary Project Name:Hamilton Crossing HQ Location:Street Address TBD, Carmel, IN 46032 Report Type:Drainage Report Reviewing Agency:City of Carmel Storm Sewer Sizing:Rational Method Basin Runoff Calculations: USDA NRCS TR-55 Stormwater Quality:Master Planned Stormwater Quantity:Master Planned Design Standards:City of Carmel Stormwater Technical Manual 2.0.Introduction Kimley-Horn and Associates, Inc. has been retained by Kite Realty Group to provide civil engineering services for the Hamilton Crossing HQ Construction Plans located within the Hamilton Crossing East development in Carmel, Indiana. The project consists of the construction of a ±122,000 GSF office building as well as associated utility infrastructure and hardscape improvements. The proposed office building addition and associated improvements was master planned, as documented within previous drainage reports. The water quality treatment shall be provided by a hydrodynamic separator originally designed and installed as part of “Phase 1” of the development, in addition to an existing wet pond. The master planned stormwater quality measures were designed to meet the requirements of the current City of Carmel Stormwater Technical Manual. The stormwater quantity/detention shall be provided by an underground vault as designed and installed as part of “Phase 2” of the development. The previously provided, master planned stormwater detention was designed to meet the City of Carmel Drainage Ordinance requirements that were in place in 1998 when the original overall commercial development was approved. The ultimate discharge point from the site is at the north end of the property and ties into the storm infrastructure along Carmel Drive. The discharge is conveyed eastward to the WR Fertig Legal Drain. 3.0.Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0206G, 18057C0207G, 18057C0208G, 18057C0209G dated November 19, 2014 provided in Appendix A, the site resides within “Zone X” which corresponds to areas determined to be outside of the 0.2% annual chance floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists of Urban land-Brookston Complex (UbaA), Urban land-Crosby silt loam (UcfA), and Urban land-Miami silt loam (UkbB2). Refer to Appendix A for the NRCS Web Soil Survey information. 170051006 – Hamilton Crossing HQ Existing Site Features The total existing site consists of approximately 14.29 acres. The site is under active construction in accordance with the Hamilton Crossing Phase 1 and Phase 2 construction documents and drainage report. The site currently features 2 temporary dry detention basins and an underground detention vault to accommodate the cumulative increase in impervious coverage and reduction of the previously existing wet pond resulting from the Phase 1 and 2 developments. As noted previously, the ultimate outfall point for the site detention is to the storm sewer in Carmel Drive at the north end of the site. A 42” storm sewer conveys the detained runoff to the east and ultimately to the WR Fertig Legal Drain. The existing site currently receives offsite flow from the south and west. The south offsite flow is from the Sunrise Senior Living site. The Sunrise Senior Living runoff is detained on Sunrise’s property prior to being routed through a Hamilton Crossing Phase 1 dry pond, ultimately discharging to the south end of the west wet pond. The west offsite runoff is from the US 31 right of way and the commercial development on the west side of US 31. The commercial development to the west is detained offsite prior to discharging towards the existing Hamilton Crossing wet pond. The existing conditions prior to Phase 1 and Phase 2 development were modeled based on the surveyed drainage conditions and the offsite analysis included in the Penn Circle project. The model was updated to use the current rainfall data per the Carmel Stormwater Technical Manual. The table below indicates the existing runoff from the site for the 10-, and 100-year storm events using ICPR 4 Stormwater Modeling (Refer to Appendix B for existing drainage calculations). 10-year 100-year Peak Direct Discharge 2.82 cfs 5.01 cfs Peak Detained Release 33.89 cfs 65.89 cfs Peak Total Existing Runoff 34.16 cfs 66.38 cfs 4.0.Proposed Conditions The proposed office building and associated hardscape improvements will drain via storm sewer to a master planned storm sewer structure with outlet restrictions, allowing stormwater runoff to be detained within the connected underground concrete vault as installed as part of Phase 2 of development. This stormwater runoff will ultimately enter the existing wet pond. The proposed storm sewer has been designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual (Refer to Appendix D for proposed storm sewer calculations). The storm sewer was designed to ensure no adverse impact on adjacent landowners. As part of the proposed scope for the Hamilton Crossing HQ development, a temporary dry pond will be filled to allow for the proposed improvements. The previously prepared, Phase 2 drainage report included calculations indicating the functionality of the development is maintained in the fully built out conditions, including the removal of this temporary dry pond. The outlet control and emergency spillway of the existing wet pond will not be modified as a part of the project. Per the agreement between the City of Carmel staff and the Hamilton County Surveyor, the allowable release rates, 100-year water surface 170051006 – Hamilton Crossing HQ elevations, and allowable freeboard for the detention system will be grandfathered from the existing condition that was modeled. The proposed building and hardscape is contained with Basin “Proposed South” of the Proposed Conditions Full Build Out model as documented within the Phase 1 Drainage Report. This basin utilized a curve number of 96. With the proposed development of the headquarters building and hardscape improvements, the Proposed South basin is documented with a CN of 95, which is compliant with the original drainage model. Refer to Appendix C and Appendix F for additional details and calculations. The tables below summarize the proposed, full build runoff from the site using the SCS Curve Number method and ICPR4 Stormwater Modeling under the existing (prior to Phase 1 & Phase 2 development) and proposed conditions (Hamilton Crossing HQ). Additional tables have been provided to provide summary of key values relating to the proposed underground detention vault and modified wet pond (Refer to Appendix C for calculations). Proposed Release Rates 10-YEAR 100-YEAR Peak Direct Discharge 2.91 cfs 5.07 cfs Peak Detained Release 33.77 cfs 65.21 cfs PEAK TOTAL DISCHARGE 34.08 cfs 65.77 cfs PEAK EXISTING DISCHARGE 34.16 cfs 66.38 cfs Wet Pond Existing 100-YR HWEL 855.96 Proposed 100-YR HWEL 855.94 Proposed UG South (Master Planned Concrete Vault) Maximum Inflow Rate (100-YR)54.82 cfs Maximum Outflow Rate (100-YR)1.28 cfs Bottom 853.31 HWEL (100-YR)859.54 Top of Storage (Bottom of Slab)860.50 Volume Detained (100-YR)3.99 ac-ft 170051006 – Hamilton Crossing HQ The tables below summarize the proposed interim runoff from the site using the SCS Curve Number method and ICPR4 Stormwater Modeling. Additional tables have been provided to provide summary of key values relating to the proposed underground detention vault and modified wet pond (Refer to Appendix C for calculations). Interim Release Rates 10-YEAR 100-YEAR Peak Direct Discharge 2.91 cfs 5.07 cfs Peak Detained Release 33.71 cfs 64.79 cfs PEAK TOTAL DISCHARGE 34.00 cfs 65.36 cfs PEAK EXISTING DISCHARGE 34.16 cfs 66.38 cfs Wet Pond Existing 100-YR HWEL 855.96 Interim 100-YR HWEL 855.92 Interim UG South (Master Planned Concrete Vault) Maximum Inflow Rate (100-YR)53.57 cfs Maximum Outflow Rate (100-YR)1.29 cfs Bottom 853.31 HWEL (100-YR)859.37 Top of Storage (Bottom of Slab)860.50 Volume Detained (100-YR)3.88 ac-ft An additional ICPR report was created to model emergency conditions, defined as an additional 100-YR 24 Hour storm event occurring 48 hours after the initial 100-YR 24 Hour event (Refer to Appendix C for calculations). Stormwater Quality Per the City of Carmel’s Stormwater Technical Standards, two Water Quality BMPs are required in series to treat the 1” rainfall event. The first BMP in series is the existing Aqua-Shield Aqua-Swirl™ XCelerator unit that has been sized to treat the fully redeveloped condition. An XC-3 has the capacity to treat the 1” rainfall event, offline, but the max 10-yr on-line flow rate is insufficient resulting in an XC-4. The original master planned calculations for the XC-4 assumed 0.63 acres @ CNwq = 92 of direct, undetained runoff from the area located to the west of the HQ expansion. The proposed design features an area of 0.25 acres @ CNwq = 77. This treatment includes the 100-year release from the outlet control structure upstream of the Aqua-Swirl. The second BMP in series is the existing wet pond. Refer to Appendix D for calculations that document the master planned XC-4 is still adequately sized for the proposed redevelopment. Conclusions The proposed drainage design for this project has been designed to meet or improve the existing detention conditions. No adverse impacts are anticipated to affect any adjacent or downstream properties. 170051006 – Hamilton Crossing HQ Appendix A: Project Site Maps PROJECT SITE 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 8/11/2021 at 1:16 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°9'41"W 39°58'24"N 86°9'4"W 39°57'57"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 1 of 3442452044245704424620442467044247204424770442482044248704424920442452044245704424620442467044247204424770442482044248704424920571890571940571990572040572090572140572190 571890 571940 571990 572040 572090 572140 572190 39° 58' 17'' N 86° 9' 30'' W39° 58' 17'' N86° 9' 15'' W39° 58' 3'' N 86° 9' 30'' W39° 58' 3'' N 86° 9' 15'' 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: 1:2,160 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 4.9 29.2% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 10.5 63.0% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 1.3 7.8% Totals for Area of Interest 16.7 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 3 of 3 Hamilton County, Indiana UbaA—Urban land-Brookston complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y48h Elevation: 640 to 930 feet Mean annual precipitation: 36 to 42 inches Mean annual air temperature: 49 to 53 degrees F Frost-free period: 175 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Brookston, drained, and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Landform:Till plains Interpretive groups Land capability classification (irrigated): None specified Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: Unranked Description of Brookston, Drained Setting Landform:Depressions on till plains Landform position (two-dimensional):Footslope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loess over loamy till Typical profile H1 - 0 to 14 inches: silty clay loam H2 - 14 to 54 inches: clay loam H3 - 54 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Map Unit Description: Urban land-Brookston complex, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 1 of 2 Calcium carbonate, maximum content:40 percent Available water supply, 0 to 60 inches: High (about 9.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY007IN - Till Depression Flatwood Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Map Unit Description: Urban land-Brookston complex, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 2 of 2 Hamilton County, Indiana UcfA—Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y47p Elevation: 600 to 1,260 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Crosby and similar soils:35 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform:Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional):Footslope, summit, backslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex Across-slope shape:Linear Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam BE - 8 to 11 inches: silt loam Bt - 11 to 14 inches: silt loam 2Bt - 14 to 28 inches: silty clay 2BCt - 28 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:50 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Map Unit Description: Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 1 of 2 Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111AY008IN - Wet Till Ridge Hydric soil rating: No Minor Components Treaty, drained Percent of map unit:5 percent Landform:Depressions, water-lain moraines, swales Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Base slope, dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Map Unit Description: Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 2 of 2 Hamilton County, Indiana UkbB2—Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2y47f Elevation: 180 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Miami, eroded, and similar soils:30 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):Backslope, shoulder, footslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Map Unit Description: Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 1 of 2 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Convex Ecological site:F111AY008IN - Wet Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Treaty Percent of map unit:3 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Williamstown Percent of map unit:2 percent Landform:Till plains Landform position (two-dimensional):Backslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY009IN - Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Map Unit Description: Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 2 of 2 170051006 – Hamilton Crossing HQ Appendix B: Existing Basin Conditions U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVE EXISTING WEST AREA = 10.10 ACRES CN = 92 EXISTING EAST AREA = 3.35 ACRES CN = 93 OFFSITE WEST MPP (PER EXISTING DRAINAGE REPORT) AREA = 5.81 ACRES CN = 90 OFFSITE SOUTH (PER EXISTING DRAINAGE REPORT)SUNRISE SENIOR LIVINGAREA = 3.82 ACRESCN = 90EXISTING DIRECT RELEASE AREA = 0.69 ACRES CN = 92 OFFSITE WEST US31 (PER EXISTING DRAINAGE REPORT) AREA = 15.8 ACRES CN = 91 OFFSITE NORTH AREA = 0.43 ACRES CN = 94 APRIL 07, 2022 0'160'80'40'20'NORTHEXISTING DRAINAGE EXHIBITHAMILTON CROSSING PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 29.2% C 70.8% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 66 75 Fully Developed Open Space Good Condition (>75% Cover)0.30 70 78 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 74 81 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group OFFSITE NORTH 0.00 0.07 0.36 0.00 0.00 0.00 0.43 0.76 94 95 EXISTING WEST 0.00 2.27 5.88 0.00 0.90 1.05 10.10 0.75 92 94 EXISTING EAST 0.00 0.64 1.04 0.00 1.45 0.23 3.35 0.78 93 94 EXISTING DIRECT RELEASE 0.00 0.15 0.54 0.00 0.00 0.00 0.69 0.73 92 94 Weighted C Cover Type Condition Soil Group Weighted CN Basin Area (ac) EXISTING CONDITIONS Hamilton Crossing Phase 2 CVS 20-May-22 Site Soil NODE DIAGRAM - EXISTING CONDITIONS Existing Conditions ICPR Report Page 1 of 18 1 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:4/7/2022 11:28:21 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 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 60.0000 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: Existing Conditions ICPR Report Page 2 of 18 2 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 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:3.83 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: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:4/7/2022 11:28:51 AM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 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 Existing Conditions ICPR Report Page 3 of 18 3 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 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 60.0000 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:6.46 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: Existing Conditions ICPR Report Page 4 of 18 4 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Simple Basin: EXISTING EAST Scenario:Scenario1 Node:EAST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.3500 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA EXISTING EAST 010 YR - 24 HR 13.56 12.0000 3.83 3.06 3.3500 93.0 0.00 0.00 EXISTING EAST 100 YR - 24 HR 23.95 12.0000 6.46 5.65 3.3500 93.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage EXISTING EAST [in] 010 YR - 24 HR 3.83 0.00 3.06 0.00 0.00 0.00 0.77 EXISTING EAST [ft3] 010 YR - 24 HR 46575 0 37201 0 0 0 9374 EXISTING EAST [ac-ft] 010 YR - 24 HR 1.07 0.00 0.85 0.00 0.00 0.00 0.22 EXISTING EAST [in] 100 YR - 24 HR 6.46 0.00 5.65 0.00 0.00 0.00 0.81 EXISTING EAST [ft3] 100 YR - 24 HR 78557 0 68651 0 0 0 9906 EXISTING EAST [ac-ft] 100 YR - 24 HR 1.80 0.00 1.58 0.00 0.00 0.00 0.23 Existing Conditions ICPR Report Page 5 of 18 5 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Simple Basin: EXISTING WEST Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:10.1000 ac Curve Number:92.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA EXISTING WEST 010 YR - 24 HR 40.03 12.0000 3.83 2.96 10.1000 92.0 0.00 0.00 EXISTING WEST 100 YR - 24 HR 71.54 12.0000 6.46 5.53 10.1000 92.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage EXISTING WEST [in] 010 YR - 24 HR 3.83 0.00 2.96 0.00 0.00 0.00 0.87 EXISTING WEST [ft3] 010 YR - 24 HR 140419 0 108449 0 0 0 31970 EXISTING WEST [ac-ft] 010 YR - 24 HR 3.22 0.00 2.49 0.00 0.00 0.00 0.73 EXISTING WEST [in] 100 YR - 24 HR 6.46 0.00 5.53 0.00 0.00 0.00 0.93 EXISTING WEST [ft3] 100 YR - 24 HR 236843 0 202762 0 0 0 34081 EXISTING WEST [ac-ft] 100 YR - 24 HR 5.44 0.00 4.65 0.00 0.00 0.00 0.78 Existing Conditions ICPR Report Page 6 of 18 6 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 Existing Conditions ICPR Report Page 7 of 18 7 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Simple Basin: OFFSITE NORTH Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4300 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA OFFSITE NORTH 010 YR - 24 HR 1.79 12.0000 3.83 3.16 0.4300 94.0 0.00 0.00 OFFSITE NORTH 100 YR - 24 HR 3.13 12.0000 6.46 5.75 0.4300 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage OFFSITE NORTH [in] 010 YR - 24 HR 3.83 0.00 3.16 0.00 0.00 0.00 0.67 OFFSITE NORTH [ft3] 010 YR - 24 HR 5978 0 4930 0 0 0 1049 OFFSITE NORTH [ac-ft] 010 YR - 24 HR 0.14 0.00 0.11 0.00 0.00 0.00 0.02 OFFSITE NORTH [in] 100 YR - 24 HR 6.46 0.00 5.75 0.00 0.00 0.00 0.71 OFFSITE NORTH [ft3] 100 YR - 24 HR 10083 0 8980 0 0 0 1104 OFFSITE 100 YR - 24 0.23 0.00 0.21 0.00 0.00 0.00 0.03 Existing Conditions ICPR Report Page 8 of 18 8 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage NORTH [ac-ft] HR Simple Basin: ONSITE DIRECT RELEASE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6938 ac Curve Number:92.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA ONSITE DIRECT RELEASE 010 YR - 24 HR 2.82 12.0000 3.83 2.97 0.6938 92.0 0.00 0.00 ONSITE DIRECT RELEASE 100 YR - 24 HR 5.01 12.0000 6.46 5.54 0.6938 92.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage ONSITE DIRECT RELEASE [in] 010 YR - 24 HR 3.83 0.00 2.97 0.00 0.00 0.00 0.86 Existing Conditions ICPR Report Page 9 of 18 9 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage ONSITE DIRECT RELEASE [ft3] 010 YR - 24 HR 9646 0 7467 0 0 0 2178 ONSITE DIRECT RELEASE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.17 0.00 0.00 0.00 0.05 ONSITE DIRECT RELEASE [in] 100 YR - 24 HR 6.46 0.00 5.54 0.00 0.00 0.00 0.92 ONSITE DIRECT RELEASE [ft3] 100 YR - 24 HR 16269 0 13961 0 0 0 2308 ONSITE DIRECT RELEASE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.32 0.00 0.00 0.00 0.05 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:UG STORAGE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow Total Rainfall Total Runoff [in] Area [ac]Equivalent Curve % Imperv % DCIA Existing Conditions ICPR Report Page 10 of 18 10 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE SENIOR LIVING [in] 100 YR - 24 HR 6.46 0.00 5.30 0.00 0.00 0.00 1.16 SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Existing Conditions ICPR Report Page 11 of 18 11 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR - 24 HR 80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: EAST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:854.44 ft Warning Stage:900.00 ft Existing Conditions ICPR Report Page 12 of 18 12 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Stage [ft]Area [ac]Area [ft2] 854.44 0.2300 10019 855.00 0.2500 10890 856.00 0.3000 13068 857.00 0.3507 15276 858.00 0.4050 17642 858.61 0.4394 19140 Comment: Node Max Conditions [Scenario1] 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] EAST POND 010 YR - 24 HR 900.00 856.17 -0.0010 14.61 2.55 13440 EAST POND 100 YR - 24 HR 900.00 857.56 -0.0010 25.37 3.22 16614 Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] 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] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 34.16 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 66.38 0.00 0 Existing Conditions ICPR Report Page 13 of 18 13 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Node: UG STORAGE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.60 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 864.50 0.12 5097 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: Node Max Conditions [Scenario1] 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] UG STORAGE 010 YR - 24 HR 868.00 865.78 -0.0010 14.35 1.23 12362 UG STORAGE 100 YR - 24 HR 868.00 867.59 0.0010 26.32 1.74 12676 Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.40 ft Warning Stage:900.00 ft Stage [ft]Area [ac]Area [ft2] 852.40 1.0497 45725 854.00 1.2502 54459 855.00 1.4401 62731 856.00 1.6356 71247 856.54 1.7684 77032 990.00 1.7684 77032 Comment: Existing Conditions ICPR Report Page 14 of 18 14 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Node Max Conditions [Scenario1] 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] WEST POND 010 YR - 24 HR 900.00 854.73 -0.0010 81.68 33.89 61322 WEST POND 100 YR - 24 HR 900.00 855.96 -0.0010 147.17 65.89 71589 Pipe Link: PIPE 1 Scenario:Scenario1 From Node:EAST POND To Node:WEST POND Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:401.73 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:854.44 ft Invert:852.27 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] PIPE 1 010 YR - 24 HR 2.55 0.00 0.08 3.77 3.24 3.24 PIPE 1 100 YR - 24 HR 3.22 0.00 0.08 4.10 4.10 4.10 Pipe Link: PIPE 2 Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Upstream Downstream Invert:852.40 ft Invert:851.95 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 Existing Conditions ICPR Report Page 15 of 18 15 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Length:200.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 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 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] PIPE 2 010 YR - 24 HR 33.89 0.00 -0.04 4.45 6.50 5.48 PIPE 2 100 YR - 24 HR 65.89 0.00 -0.04 5.58 8.17 6.87 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:UG STORAGE To Node:EAST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 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:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 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 Existing Conditions ICPR Report Page 16 of 18 16 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Geometry Type:Circular Invert:863.60 ft Control Elevation:863.60 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] UG STORAGE OUTLET - Pipe 010 YR - 24 HR 1.23 0.00 0.00 0.00 0.00 0.00 UG STORAGE OUTLET - Weir: 1 010 YR - 24 HR 1.23 0.00 0.00 6.29 6.29 6.29 UG STORAGE OUTLET - Pipe 100 YR - 24 HR 1.74 0.00 0.00 0.00 0.00 0.00 UG STORAGE OUTLET - Weir: 1 100 YR - 24 HR 1.74 0.00 0.00 8.88 8.88 8.88 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:UG STORAGE To Node:EAST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 Existing Conditions ICPR Report Page 17 of 18 17 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_ExistingModel_2022-04-06_NoUS31Decrease\4/7/2022 11:29 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy 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:863.60 ft Control Elevation:863.60 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: Existing Conditions ICPR Report Page 18 of 18 170051006 – Hamilton Crossing HQ Appendix C: Proposed Basin Conditions PROPOSEDHEADQUARTERSFFE = 862.40EXISTING HOTEL±13,812 SFFFE: 862.39PROPOSED HOTELEXPANSION±15,150 SFFFE: 862.39PROPOSED BUILDING 1± 51,827 SFFFE = 862.40FUTUREBUILDINGFUTUREBUILDINGFUTURE BUILDING1014 SFSTORAGE104235 SFSTORAGE106272 SFSTORAGE107215 SFSTORAGE1084408 SFINCOMINGSERVICES109GARAGEBUILDING±35,050 SFFFE: 862.00U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVE PROPOSED NORTH A AREA = 4.67 ACRES CN = 93 PROPOSED SOUTH B AREA = 0.75 ACRES CN = 98 PROPOSED NORTH B AREA = 1.42 ACRES CN = 98 PROPOSED SOUTH AREA = 6.35 ACRES CN = 95 UG SOUTH D4 AREA = 0.06 ACRES CN = 89 D3A NODE EX. PARKING LOT STORAGE BASIN D5 AREA = 0.20 ACRES CN = 96 DIRECT TO D5 AREA = 0.11 ACRES CN = 98 D3A AREA = 0.11 ACRES CN = 98 REDUCED WEST POND OFFSITE WEST MPP (PER EXISTING DRAINAGE REPORT) AREA = 5.81 ACRES CN = 90 OFFSITE WEST US31 (PER EXISTING DRAINAGE REPORT) AREA = 15.8 ACRES CN = 91 OFFSITE SOUTH (PER EXISTING DRAINAGE REPORT)SUNRISE SENIOR LIVINGAREA = 3.82 ACRESCN = 90OFFSITE NORTH AREA = 0.43 ACRES CN = 94 DIRECT RELEASE (M.E.) AREA = 0.69 ACRES CN = 94 APPROX. LIMITS UG NORTH (FUTURE DETENTION) DECEMBER 08, 2023 0'160'80'40'20'NORTHPROPOSED BASIN MAPHAMILTON CROSSING HQ PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 29.2% C 70.8% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 66 75 Fully Developed Open Space Good Condition (>75% Cover)0.30 70 78 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 74 81 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group PROPOSED NORTH A 0.00 1.19 2.83 0.00 0.00 0.65 4.67 0.73 91 93 PROPOSED NORTH B 0.00 0.00 1.42 0.00 0.00 0.00 1.42 0.85 98 98 PROPOSED SOUTH 0.00 0.80 1.99 0.00 3.56 0.00 6.35 0.81 94 95 PROPOSED SOUTH B 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.85 98 98 D5 0.00 0.02 0.08 0.00 0.11 0.00 0.20 0.83 96 96 D4 0.00 0.03 0.03 0.00 0.00 0.00 0.06 0.60 85 89 D3A 0.00 0.00 0.00 0.00 0.11 0.00 0.11 0.90 98 98 PROPOSED DIRECT RELEASE 0.00 0.15 0.54 0.00 0.00 0.00 0.69 0.73 92 94 PROPOSED CONDITIONS Hamilton Crossing HQ CVS 7-Dec-23 Site Soil Weighted C Cover Type Condition Soil Group Weighted CN Basin Area (ac) Proposed Conditions ICPR Report Page 1 of 33 ICPR NODE DIAGRAM PROPOSED CONDITIONS Proposed Conditions ICPR Report Page 1 of 33 1 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:12/7/2023 5:05:44 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 180.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 60.0000 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: Proposed Conditions ICPR Report Page 2 of 33 2 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 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:3.83 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: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:12/7/2023 5:08:48 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 180.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 Proposed Conditions ICPR Report Page 3 of 33 3 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 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 60.0000 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:6.46 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: Proposed Conditions ICPR Report Page 4 of 33 4 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Simple Basin: D3A Scenario:Scenario1 Node:D3A Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA D3A 010 YR - 24 HR 0.49 12.0000 3.83 3.61 0.1100 98.0 0.00 0.00 D3A 100 YR - 24 HR 0.82 12.0000 6.46 6.25 0.1100 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage D3A [in]010 YR - 24 HR 3.83 0.00 3.61 0.00 0.00 0.00 0.22 D3A [ft3]010 YR - 24 HR 1529 0 1441 0 0 0 88 D3A [ac-ft]010 YR - 24 HR 0.04 0.00 0.03 0.00 0.00 0.00 0.00 D3A [in]100 YR - 24 HR 6.46 0.00 6.25 0.00 0.00 0.00 0.21 D3A [ft3]100 YR - 24 HR 2579 0 2494 0 0 0 86 D3A [ac-ft]100 YR - 24 HR 0.06 0.00 0.06 0.00 0.00 0.00 0.00 Proposed Conditions ICPR Report Page 5 of 33 5 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Simple Basin: DIRECT DISCHARGE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA DIRECT DISCHARG E 010 YR - 24 HR 2.91 12.0000 3.83 3.17 0.6900 94.0 0.00 0.00 DIRECT DISCHARG E 100 YR - 24 HR 5.07 12.0000 6.46 5.77 0.6900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 DIRECT DISCHARGE [ft3] 010 YR - 24 HR 9593 0 7940 0 0 0 1653 DIRECT DISCHARGE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.18 0.00 0.00 0.00 0.04 DIRECT DISCHARGE [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 Proposed Conditions ICPR Report Page 6 of 33 6 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [ft3] 100 YR - 24 HR 16180 0 14464 0 0 0 1716 DIRECT DISCHARGE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.33 0.00 0.00 0.00 0.04 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 Proposed Conditions ICPR Report Page 7 of 33 7 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 Simple Basin: OFFSITE NORTH Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4300 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA OFFSITE NORTH 010 YR - 24 HR 1.79 12.0000 3.83 3.16 0.4300 94.0 0.00 0.00 OFFSITE NORTH 100 YR - 24 HR 3.13 12.0000 6.46 5.75 0.4300 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Proposed Conditions ICPR Report Page 8 of 33 8 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage OFFSITE NORTH [in] 010 YR - 24 HR 3.83 0.00 3.16 0.00 0.00 0.00 0.67 OFFSITE NORTH [ft3] 010 YR - 24 HR 5978 0 4930 0 0 0 1049 OFFSITE NORTH [ac-ft] 010 YR - 24 HR 0.14 0.00 0.11 0.00 0.00 0.00 0.02 OFFSITE NORTH [in] 100 YR - 24 HR 6.46 0.00 5.75 0.00 0.00 0.00 0.71 OFFSITE NORTH [ft3] 100 YR - 24 HR 10083 0 8980 0 0 0 1104 OFFSITE NORTH [ac-ft] 100 YR - 24 HR 0.23 0.00 0.21 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED NORTH A Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.6700 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH A 010 YR - 24 HR 18.90 12.0000 3.83 3.06 4.6700 93.0 0.00 0.00 Proposed Conditions ICPR Report Page 9 of 33 9 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH A 100 YR - 24 HR 33.39 12.0000 6.46 5.65 4.6700 93.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED NORTH A [in] 010 YR - 24 HR 3.83 0.00 3.06 0.00 0.00 0.00 0.77 PROPOSED NORTH A [ft3] 010 YR - 24 HR 64927 0 51859 0 0 0 13067 PROPOSED NORTH A [ac-ft] 010 YR - 24 HR 1.49 0.00 1.19 0.00 0.00 0.00 0.30 PROPOSED NORTH A [in] 100 YR - 24 HR 6.46 0.00 5.65 0.00 0.00 0.00 0.81 PROPOSED NORTH A [ft3] 100 YR - 24 HR 109511 0 95701 0 0 0 13809 PROPOSED NORTH A [ac-ft] 100 YR - 24 HR 2.51 0.00 2.20 0.00 0.00 0.00 0.32 Simple Basin: PROPOSED NORTH B Scenario:Scenario1 Node:UG NORTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.4200 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Proposed Conditions ICPR Report Page 10 of 33 10 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH B 010 YR - 24 HR 6.22 12.0000 3.83 3.60 1.4200 98.0 0.00 0.00 PROPOSE D NORTH B 100 YR - 24 HR 10.54 12.0000 6.46 6.22 1.4200 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED NORTH B [in] 010 YR - 24 HR 3.83 0.00 3.60 0.00 0.00 0.00 0.23 PROPOSED NORTH B [ft3] 010 YR - 24 HR 19742 0 18535 0 0 0 1207 PROPOSED NORTH B [ac-ft] 010 YR - 24 HR 0.45 0.00 0.43 0.00 0.00 0.00 0.03 PROPOSED NORTH B [in] 100 YR - 24 HR 6.46 0.00 6.22 0.00 0.00 0.00 0.24 PROPOSED NORTH B [ft3] 100 YR - 24 HR 33299 0 32071 0 0 0 1227 PROPOSED NORTH B [ac-ft] 100 YR - 24 HR 0.76 0.00 0.74 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED SOUTH Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Proposed Conditions ICPR Report Page 11 of 33 11 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.3500 ac Curve Number:95.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH 010 YR - 24 HR 26.63 12.0000 3.83 3.27 6.3500 95.0 0.00 0.00 PROPOSE D SOUTH 100 YR - 24 HR 46.11 12.0000 6.46 5.88 6.3500 95.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH [in] 010 YR - 24 HR 3.83 0.00 3.27 0.00 0.00 0.00 0.56 PROPOSED SOUTH [ft3] 010 YR - 24 HR 88283 0 75339 0 0 0 12944 PROPOSED SOUTH [ac-ft] 010 YR - 24 HR 2.03 0.00 1.73 0.00 0.00 0.00 0.30 PROPOSED SOUTH [in] 100 YR - 24 HR 6.46 0.00 5.88 0.00 0.00 0.00 0.58 PROPOSED SOUTH [ft3] 100 YR - 24 HR 148906 0 135478 0 0 0 13429 PROPOSED SOUTH [ac-ft] 100 YR - 24 HR 3.42 0.00 3.11 0.00 0.00 0.00 0.31 Proposed Conditions ICPR Report Page 12 of 33 12 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Simple Basin: PROPOSED SOUTH B Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.7500 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH B 010 YR - 24 HR 3.28 12.0000 3.83 3.60 0.7500 98.0 0.00 0.00 PROPOSE D SOUTH B 100 YR - 24 HR 5.57 12.0000 6.46 6.22 0.7500 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH B [in] 010 YR - 24 HR 3.83 0.00 3.60 0.00 0.00 0.00 0.23 PROPOSED SOUTH B [ft3] 010 YR - 24 HR 10427 0 9790 0 0 0 638 PROPOSED SOUTH B [ac-ft] 010 YR - 24 HR 0.24 0.00 0.22 0.00 0.00 0.00 0.01 PROPOSED SOUTH B [in] 100 YR - 24 HR 6.46 0.00 6.22 0.00 0.00 0.00 0.24 Proposed Conditions ICPR Report Page 13 of 33 13 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH B [ft3] 100 YR - 24 HR 17587 0 16939 0 0 0 648 PROPOSED SOUTH B [ac-ft] 100 YR - 24 HR 0.40 0.00 0.39 0.00 0.00 0.00 0.01 Simple Basin: STRUCTURE A Scenario:Scenario1 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2000 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE A 010 YR - 24 HR 0.87 12.0000 3.83 3.38 0.2000 96.0 0.00 0.00 STRUCTU RE A 100 YR - 24 HR 1.49 12.0000 6.46 6.01 0.2000 96.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [in] 010 YR - 24 HR 3.83 0.00 3.38 0.00 0.00 0.00 0.45 Proposed Conditions ICPR Report Page 14 of 33 14 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [ft3] 010 YR - 24 HR 2781 0 2457 0 0 0 323 STRUCTUR E A [ac-ft] 010 YR - 24 HR 0.06 0.00 0.06 0.00 0.00 0.00 0.01 STRUCTUR E A [in] 100 YR - 24 HR 6.46 0.00 6.01 0.00 0.00 0.00 0.45 STRUCTUR E A [ft3] 100 YR - 24 HR 4690 0 4362 0 0 0 328 STRUCTUR E A [ac-ft] 100 YR - 24 HR 0.11 0.00 0.10 0.00 0.00 0.00 0.01 Simple Basin: STRUCTURE B Scenario:Scenario1 Node:D4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE B 010 YR - 24 HR 0.23 12.0000 3.83 2.67 0.0600 89.0 0.00 0.00 STRUCTU RE B 100 YR - 24 HR 0.42 12.0000 6.46 5.20 0.0600 89.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Proposed Conditions ICPR Report Page 15 of 33 15 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E B [in] 010 YR - 24 HR 3.83 0.00 2.67 0.00 0.00 0.00 1.16 STRUCTUR E B [ft3] 010 YR - 24 HR 834 0 582 0 0 0 252 STRUCTUR E B [ac-ft] 010 YR - 24 HR 0.02 0.00 0.01 0.00 0.00 0.00 0.01 STRUCTUR E B [in] 100 YR - 24 HR 6.46 0.00 5.20 0.00 0.00 0.00 1.26 STRUCTUR E B [ft3] 100 YR - 24 HR 1407 0 1133 0 0 0 274 STRUCTUR E B [ac-ft] 100 YR - 24 HR 0.03 0.00 0.03 0.00 0.00 0.00 0.01 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:EXIST UG OFFSITE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 Proposed Conditions ICPR Report Page 16 of 33 16 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE SENIOR LIVING [in] 100 YR - 24 HR 6.46 0.00 5.30 0.00 0.00 0.00 1.16 SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Proposed Conditions ICPR Report Page 17 of 33 17 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR - 24 HR 80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: D3A Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.56 ft Warning Stage:859.97 ft Stage [ft]Area [ac]Area [ft2] 852.56 0.0003 13 859.97 0.0003 13 Comment: Node Max Conditions [Scenario1] Proposed Conditions ICPR Report Page 18 of 33 18 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 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] D3A 010 YR - 24 HR 859.97 856.54 -0.0046 1.26 0.79 161 D3A 100 YR - 24 HR 859.97 859.53 -0.0038 1.34 1.06 161 Stage [ Node: D3A ] Node: D4 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.86 ft Warning Stage:859.97 ft Stage [ft]Area [ac]Area [ft2] 852.86 0.0003 13 100-Yr Stage @ t = 48 hours: 856.88 Proposed Conditions ICPR Report Page 19 of 33 19 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Stage [ft]Area [ac]Area [ft2] 859.97 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D4 010 YR - 24 HR 859.97 856.55 0.0046 1.31 1.26 245 D4 100 YR - 24 HR 859.97 859.53 0.0059 1.65 1.34 245 Stage [ Node: D4 ] 100-Yr Stage @ t = 48 hours: 856.89 Proposed Conditions ICPR Report Page 20 of 33 20 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Node: D5 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.03 ft Warning Stage:860.98 ft Stage [ft]Area [ac]Area [ft2] 853.03 0.0003 13 860.98 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D5 010 YR - 24 HR 860.98 856.55 0.0048 1.11 1.30 235 D5 100 YR - 24 HR 860.98 859.54 0.0052 2.44 1.78 235 Proposed Conditions ICPR Report Page 21 of 33 21 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Stage [ Node: D5 ] Node: EXIST UG OFFSITE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.60 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 864.50 0.12 5097 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: 100-Yr Stage @ t = 48 hours: 856.89 Proposed Conditions ICPR Report Page 22 of 33 22 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Node Max Conditions [Scenario1] 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] EXIST UG OFFSITE 010 YR - 24 HR 868.00 865.80 0.0011 14.35 1.20 12396 EXIST UG OFFSITE 100 YR - 24 HR 868.00 867.65 0.0021 26.31 1.72 12676 Stage [ Node: EXIST UG OFFSITE ] Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: 100-Yr Stage @ t = 48 hours: 863.62 Proposed Conditions ICPR Report Page 23 of 33 23 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] 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] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 34.08 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 65.77 0.00 0 Stage [ Node: OUTFALL ] Proposed Conditions ICPR Report Page 24 of 33 24 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Node: UG NORTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.31 ft Warning Stage:862.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.3000 13068 862.00 0.3000 13068 Comment: Node Max Conditions [Scenario1] 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] UG NORTH 010 YR - 24 HR 862.00 854.45 0.0005 6.47 1.33 13068 UG NORTH 100 YR - 24 HR 862.00 855.31 0.0009 11.89 2.07 13068 Proposed Conditions ICPR Report Page 25 of 33 25 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Stage [ Node: UG NORTH ] Node: UG SOUTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.31 ft Warning Stage:860.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.6402 27887 860.50 0.6402 27887 Comment: Node Max Conditions [Scenario1] 100-Yr Stage @ t = 48 hours: 853.36 Proposed Conditions ICPR Report Page 26 of 33 26 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 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] UG SOUTH 010 YR - 24 HR 860.00 856.55 0.0011 31.74 1.09 28024 UG SOUTH 100 YR - 24 HR 860.00 859.54 0.0020 54.82 1.28 28024 Stage [ Node: UG SOUTH ] Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.40 ft Warning Stage:856.39 ft Stage [ft]Area [ac]Area [ft2] 852.40 0.6724 29290 100-Yr Stage @ t = 48 hours: 856.90 Proposed Conditions ICPR Report Page 27 of 33 27 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Stage [ft]Area [ac]Area [ft2] 854.00 0.7919 34495 855.00 0.8867 38625 856.00 0.9813 42745 856.54 1.0355 45106 857.00 1.0355 45106 Comment: Node Max Conditions [Scenario1] 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] WEST POND 010 YR - 24 HR 856.39 854.73 0.0011 59.81 35.19 38299 WEST POND 100 YR - 24 HR 856.39 855.94 0.0016 109.47 67.27 43152 Stage [ Node: WEST POND ] 100-Yr Stage @ t = 48 hours: 852.75 Proposed Conditions ICPR Report Page 28 of 33 28 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Pipe Link: D4 TO D3A Scenario:Scenario1 From Node:D4 To Node:D3A Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:148.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:852.86 ft Invert:852.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D4 TO D3A 010 YR - 24 HR 1.26 0.00 1.16 1.10 0.43 0.76 D4 TO D3A 100 YR - 24 HR 1.34 -0.39 1.07 1.10 0.43 0.76 Pipe Link: D5 TO D4 Scenario:Scenario1 From Node:D5 To Node:D4 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:85.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:853.03 ft Invert:852.86 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Proposed Conditions ICPR Report Page 29 of 33 29 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D5 TO D4 010 YR - 24 HR 1.30 -0.24 1.12 1.28 1.09 1.16 D5 TO D4 100 YR - 24 HR 1.64 -0.98 1.26 1.28 1.10 1.16 Pipe Link: D7 TO D5 Scenario:Scenario1 From Node:UG SOUTH To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:137.60 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:853.31 ft Invert:853.03 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D7 TO D5 010 YR - 24 HR 1.09 -0.92 -0.74 1.47 1.22 1.29 D7 TO D5 100 YR - 24 HR 1.28 -1.78 0.70 1.47 1.22 1.29 Pipe Link: OUTLET PIPE Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Upstream Downstream Invert:852.40 ft Invert:851.95 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 Proposed Conditions ICPR Report Page 30 of 33 30 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Length:200.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 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 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] OUTLET PIPE 010 YR - 24 HR 33.77 0.00 0.03 4.45 6.49 5.47 OUTLET PIPE 100 YR - 24 HR 65.21 0.00 0.05 5.55 8.16 6.85 Drop Structure Link: OCS 1 Scenario:Scenario1 From Node:D3A To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:52.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:852.56 ft Invert:852.40 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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 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 Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Proposed Conditions ICPR Report Page 31 of 33 31 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Invert:852.56 ft Control Elevation:852.56 ft Max Depth:0.33 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 2 Scenario:Scenario1 From Node:UG NORTH To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:260.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.31 ft Invert:852.40 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:853.31 ft Control Elevation:853.31 ft Max Depth:0.83 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: Proposed Conditions ICPR Report Page 32 of 33 32 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed_2023-12-07 Expanded Area\12/7/2023 17:15 Drop Structure Comment: Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:EXIST UG OFFSITE To Node:UG SOUTH Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 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:863.60 ft Control Elevation:863.60 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: Proposed Conditions ICPR Report Page 33 of 33 Emergency Conditions ICPR Report Page 1 of 37 ICPR NODE DIAGRAM EMERGENCY CONDITIONS (SECOND 100-YEAR EVENT AT T = 48 HOURS) Emergency Conditions ICPR Report Page 1 of 37 1 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:12/7/2023 6:09:22 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 60.0000 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: Emergency Conditions ICPR Report Page 2 of 37 2 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 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:3.83 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: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:12/7/2023 6:10:44 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 Emergency Conditions ICPR Report Page 3 of 37 3 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 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 60.0000 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:6.46 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: Emergency Conditions ICPR Report Page 4 of 37 4 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Simple Basin: D3A Scenario:Scenario1 Node:D3A Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA D3A 010 YR - 24 HR 0.49 12.0000 3.83 3.61 0.1100 98.0 0.00 0.00 D3A 100 YR - 24 HR 0.82 12.0000 6.46 6.25 0.1100 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage D3A [in]010 YR - 24 HR 3.83 0.00 3.61 0.00 0.00 0.00 0.22 D3A [ft3]010 YR - 24 HR 1529 0 1441 0 0 0 88 D3A [ac-ft]010 YR - 24 HR 0.04 0.00 0.03 0.00 0.00 0.00 0.00 D3A [in]100 YR - 24 HR 6.46 0.00 6.25 0.00 0.00 0.00 0.21 D3A [ft3]100 YR - 24 HR 2579 0 2494 0 0 0 86 D3A [ac-ft]100 YR - 24 HR 0.06 0.00 0.06 0.00 0.00 0.00 0.00 Emergency Conditions ICPR Report Page 5 of 37 5 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Simple Basin: DIRECT DISCHARGE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA DIRECT DISCHARG E 010 YR - 24 HR 2.91 12.0000 3.83 3.17 0.6900 94.0 0.00 0.00 DIRECT DISCHARG E 100 YR - 24 HR 5.07 12.0000 6.46 5.77 0.6900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 DIRECT DISCHARGE [ft3] 010 YR - 24 HR 9593 0 7940 0 0 0 1653 DIRECT DISCHARGE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.18 0.00 0.00 0.00 0.04 DIRECT DISCHARGE [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 Emergency Conditions ICPR Report Page 6 of 37 6 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [ft3] 100 YR - 24 HR 16180 0 14464 0 0 0 1716 DIRECT DISCHARGE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.33 0.00 0.00 0.00 0.04 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 Emergency Conditions ICPR Report Page 7 of 37 7 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 Simple Basin: OFFSITE NORTH Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4300 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA OFFSITE NORTH 010 YR - 24 HR 1.79 12.0000 3.83 3.16 0.4300 94.0 0.00 0.00 OFFSITE NORTH 100 YR - 24 HR 3.13 12.0000 6.46 5.75 0.4300 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Emergency Conditions ICPR Report Page 8 of 37 8 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage OFFSITE NORTH [in] 010 YR - 24 HR 3.83 0.00 3.16 0.00 0.00 0.00 0.67 OFFSITE NORTH [ft3] 010 YR - 24 HR 5978 0 4930 0 0 0 1049 OFFSITE NORTH [ac-ft] 010 YR - 24 HR 0.14 0.00 0.11 0.00 0.00 0.00 0.02 OFFSITE NORTH [in] 100 YR - 24 HR 6.46 0.00 5.75 0.00 0.00 0.00 0.71 OFFSITE NORTH [ft3] 100 YR - 24 HR 10083 0 8980 0 0 0 1104 OFFSITE NORTH [ac-ft] 100 YR - 24 HR 0.23 0.00 0.21 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED NORTH A Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.6700 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH A 010 YR - 24 HR 18.90 12.0000 3.83 3.06 4.6700 93.0 0.00 0.00 Emergency Conditions ICPR Report Page 9 of 37 9 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH A 100 YR - 24 HR 33.39 12.0000 6.46 5.65 4.6700 93.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED NORTH A [in] 010 YR - 24 HR 3.83 0.00 3.06 0.00 0.00 0.00 0.77 PROPOSED NORTH A [ft3] 010 YR - 24 HR 64927 0 51859 0 0 0 13067 PROPOSED NORTH A [ac-ft] 010 YR - 24 HR 1.49 0.00 1.19 0.00 0.00 0.00 0.30 PROPOSED NORTH A [in] 100 YR - 24 HR 6.46 0.00 5.65 0.00 0.00 0.00 0.81 PROPOSED NORTH A [ft3] 100 YR - 24 HR 109511 0 95701 0 0 0 13809 PROPOSED NORTH A [ac-ft] 100 YR - 24 HR 2.51 0.00 2.20 0.00 0.00 0.00 0.32 Simple Basin: PROPOSED NORTH B Scenario:Scenario1 Node:UG NORTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.4200 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Emergency Conditions ICPR Report Page 10 of 37 10 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH B 010 YR - 24 HR 6.22 12.0000 3.83 3.60 1.4200 98.0 0.00 0.00 PROPOSE D NORTH B 100 YR - 24 HR 10.54 12.0000 6.46 6.22 1.4200 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED NORTH B [in] 010 YR - 24 HR 3.83 0.00 3.60 0.00 0.00 0.00 0.23 PROPOSED NORTH B [ft3] 010 YR - 24 HR 19742 0 18535 0 0 0 1207 PROPOSED NORTH B [ac-ft] 010 YR - 24 HR 0.45 0.00 0.43 0.00 0.00 0.00 0.03 PROPOSED NORTH B [in] 100 YR - 24 HR 6.46 0.00 6.22 0.00 0.00 0.00 0.24 PROPOSED NORTH B [ft3] 100 YR - 24 HR 33299 0 32071 0 0 0 1227 PROPOSED NORTH B [ac-ft] 100 YR - 24 HR 0.76 0.00 0.74 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED SOUTH Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Emergency Conditions ICPR Report Page 11 of 37 11 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.3500 ac Curve Number:95.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH 010 YR - 24 HR 26.63 12.0000 3.83 3.27 6.3500 95.0 0.00 0.00 PROPOSE D SOUTH 100 YR - 24 HR 46.11 12.0000 6.46 5.88 6.3500 95.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH [in] 010 YR - 24 HR 3.83 0.00 3.27 0.00 0.00 0.00 0.56 PROPOSED SOUTH [ft3] 010 YR - 24 HR 88283 0 75339 0 0 0 12944 PROPOSED SOUTH [ac-ft] 010 YR - 24 HR 2.03 0.00 1.73 0.00 0.00 0.00 0.30 PROPOSED SOUTH [in] 100 YR - 24 HR 6.46 0.00 5.88 0.00 0.00 0.00 0.58 PROPOSED SOUTH [ft3] 100 YR - 24 HR 148906 0 135478 0 0 0 13429 PROPOSED SOUTH [ac-ft] 100 YR - 24 HR 3.42 0.00 3.11 0.00 0.00 0.00 0.31 Emergency Conditions ICPR Report Page 12 of 37 12 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Simple Basin: PROPOSED SOUTH B Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.7500 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH B 010 YR - 24 HR 3.28 12.0000 3.83 3.60 0.7500 98.0 0.00 0.00 PROPOSE D SOUTH B 100 YR - 24 HR 5.57 12.0000 6.46 6.22 0.7500 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH B [in] 010 YR - 24 HR 3.83 0.00 3.60 0.00 0.00 0.00 0.23 PROPOSED SOUTH B [ft3] 010 YR - 24 HR 10427 0 9790 0 0 0 638 PROPOSED SOUTH B [ac-ft] 010 YR - 24 HR 0.24 0.00 0.22 0.00 0.00 0.00 0.01 PROPOSED SOUTH B [in] 100 YR - 24 HR 6.46 0.00 6.22 0.00 0.00 0.00 0.24 Emergency Conditions ICPR Report Page 13 of 37 13 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH B [ft3] 100 YR - 24 HR 17587 0 16939 0 0 0 648 PROPOSED SOUTH B [ac-ft] 100 YR - 24 HR 0.40 0.00 0.39 0.00 0.00 0.00 0.01 Simple Basin: STRUCTURE A Scenario:Scenario1 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2000 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE A 010 YR - 24 HR 0.87 12.0000 3.83 3.38 0.2000 96.0 0.00 0.00 STRUCTU RE A 100 YR - 24 HR 1.49 12.0000 6.46 6.01 0.2000 96.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [in] 010 YR - 24 HR 3.83 0.00 3.38 0.00 0.00 0.00 0.45 Emergency Conditions ICPR Report Page 14 of 37 14 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [ft3] 010 YR - 24 HR 2781 0 2457 0 0 0 323 STRUCTUR E A [ac-ft] 010 YR - 24 HR 0.06 0.00 0.06 0.00 0.00 0.00 0.01 STRUCTUR E A [in] 100 YR - 24 HR 6.46 0.00 6.01 0.00 0.00 0.00 0.45 STRUCTUR E A [ft3] 100 YR - 24 HR 4690 0 4362 0 0 0 328 STRUCTUR E A [ac-ft] 100 YR - 24 HR 0.11 0.00 0.10 0.00 0.00 0.00 0.01 Simple Basin: STRUCTURE B Scenario:Scenario1 Node:D4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE B 010 YR - 24 HR 0.23 12.0000 3.83 2.67 0.0600 89.0 0.00 0.00 STRUCTU RE B 100 YR - 24 HR 0.42 12.0000 6.46 5.20 0.0600 89.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Emergency Conditions ICPR Report Page 15 of 37 15 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E B [in] 010 YR - 24 HR 3.83 0.00 2.67 0.00 0.00 0.00 1.16 STRUCTUR E B [ft3] 010 YR - 24 HR 834 0 582 0 0 0 252 STRUCTUR E B [ac-ft] 010 YR - 24 HR 0.02 0.00 0.01 0.00 0.00 0.00 0.01 STRUCTUR E B [in] 100 YR - 24 HR 6.46 0.00 5.20 0.00 0.00 0.00 1.26 STRUCTUR E B [ft3] 100 YR - 24 HR 1407 0 1133 0 0 0 274 STRUCTUR E B [ac-ft] 100 YR - 24 HR 0.03 0.00 0.03 0.00 0.00 0.00 0.01 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:EXIST UG OFFSITE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 Emergency Conditions ICPR Report Page 16 of 37 16 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE SENIOR LIVING [in] 100 YR - 24 HR 6.46 0.00 5.30 0.00 0.00 0.00 1.16 SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Emergency Conditions ICPR Report Page 17 of 37 17 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR - 24 HR 80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: D3A Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.88 ft Warning Stage:859.66 ft Stage [ft]Area [ac]Area [ft2] 852.56 0.0003 13 859.66 0.0003 13 Comment: Node Max Conditions [Scenario1] Emergency Conditions ICPR Report Page 18 of 37 18 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 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] D3A 010 YR - 24 HR 859.66 858.84 0.0033 1.66 1.01 100 D3A 100 YR - 24 HR 859.66 859.91 0.0038 1.93 1.53 100 Stage [ Node: D3A ] Node: D4 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.89 ft Warning Stage:859.66 ft Stage [ft]Area [ac]Area [ft2] 852.86 0.0003 13 Emergency Conditions ICPR Report Page 19 of 37 19 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Stage [ft]Area [ac]Area [ft2] 859.66 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D4 010 YR - 24 HR 859.66 858.84 0.0054 1.57 1.29 100 D4 100 YR - 24 HR 859.66 859.92 0.0063 4.64 4.98 100 Stage [ Node: D4 ] Emergency Conditions ICPR Report Page 20 of 37 20 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Node: D5 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.89 ft Warning Stage:860.98 ft Stage [ft]Area [ac]Area [ft2] 853.03 0.0003 13 860.98 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D5 010 YR - 24 HR 860.98 858.85 0.0029 1.25 1.57 100 D5 100 YR - 24 HR 860.98 859.98 0.0045 4.56 4.62 100 Emergency Conditions ICPR Report Page 21 of 37 21 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Stage [ Node: D5 ] Node: EX. PARKING LOT Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.99 ft Warning Stage:857.88 ft Stage [ft]Area [ac]Area [ft2] 856.99 0.0002 9 857.49 0.0271 1180 857.88 0.1103 4805 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Emergency Conditions ICPR Report Page 22 of 37 22 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 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. PARKING LOT 010 YR - 24 HR 857.88 856.99 0.0000 0.00 0.00 100 EX. PARKING LOT 100 YR - 24 HR 857.88 857.69 0.0014 3.69 3.66 3009 Stage [ Node: EX. PARKING LOT ] Node: EXIST UG OFFSITE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.62 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 Emergency Conditions ICPR Report Page 23 of 37 23 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Stage [ft]Volume [ac-ft]Volume [ft3] 864.50 0.12 5097 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: Node Max Conditions [Scenario1] 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] EXIST UG OFFSITE 010 YR - 24 HR 868.00 865.80 0.0011 14.35 1.20 12396 EXIST UG OFFSITE 100 YR - 24 HR 868.00 867.65 0.0021 26.32 1.72 12676 Emergency Conditions ICPR Report Page 24 of 37 24 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Stage [ Node: EXIST UG OFFSITE ] Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Emergency Conditions ICPR Report Page 25 of 37 25 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 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] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 34.72 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 66.18 0.00 0 Stage [ Node: OUTFALL ] Node: UG NORTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.36 ft Warning Stage:862.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.3000 13068 Emergency Conditions ICPR Report Page 26 of 37 26 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Stage [ft]Area [ac]Area [ft2] 862.00 0.3000 13068 Comment: Node Max Conditions [Scenario1] 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] UG NORTH 010 YR - 24 HR 862.00 854.47 0.0005 6.56 1.35 13068 UG NORTH 100 YR - 24 HR 862.00 855.34 0.0009 11.90 1.99 13068 Stage [ Node: UG NORTH ] Emergency Conditions ICPR Report Page 27 of 37 27 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Node: UG SOUTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.90 ft Warning Stage:860.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.6402 27887 860.50 0.6402 27887 Comment: Node Max Conditions [Scenario1] 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] UG SOUTH 010 YR - 24 HR 860.00 858.85 0.0011 31.68 1.25 27967 UG SOUTH 100 YR - 24 HR 860.00 860.07 0.0019 54.38 4.49 27890 STAGE IN VAULT IN EMERGENCY CONDITIONS Emergency Conditions ICPR Report Page 28 of 37 28 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Stage [ Node: UG SOUTH ] Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.75 ft Warning Stage:856.39 ft Stage [ft]Area [ac]Area [ft2] 852.40 0.6724 29290 854.00 0.7919 34495 855.00 0.8867 38625 856.00 0.9813 42745 856.54 1.0355 45106 857.00 1.0355 45106 Comment: Emergency Conditions ICPR Report Page 29 of 37 29 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Node Max Conditions [Scenario1] 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] WEST POND 010 YR - 24 HR 856.39 854.75 0.0011 60.20 35.85 38404 WEST POND 100 YR - 24 HR 856.39 855.95 0.0016 109.82 67.69 43214 Stage [ Node: WEST POND ] Pipe Link: D4 TO D3A Scenario:Scenario1 From Node:D4 To Node:D3A Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:148.00 ft Upstream Downstream Invert:852.86 ft Invert:852.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Emergency Conditions ICPR Report Page 30 of 37 30 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 FHWA Code:0 Entr Loss Coef:1.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D4 TO D3A 010 YR - 24 HR 1.29 0.00 -1.18 0.41 0.41 0.41 D4 TO D3A 100 YR - 24 HR 1.90 0.00 1.06 0.60 0.60 0.60 Pipe Link: D5 TO D4 Scenario:Scenario1 From Node:D5 To Node:D4 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:85.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:853.03 ft Invert:852.86 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D5 TO D4 010 YR - 24 HR 1.57 0.00 1.22 0.50 0.50 0.50 D5 TO D4 100 YR - 24 4.62 -0.06 -1.34 1.47 1.47 1.47 Emergency Conditions ICPR Report Page 31 of 37 31 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] HR Pipe Link: D7 TO D5 Scenario:Scenario1 From Node:UG SOUTH To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:137.60 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:853.31 ft Invert:853.03 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D7 TO D5 010 YR - 24 HR 1.25 -1.03 0.86 0.40 0.40 0.40 D7 TO D5 100 YR - 24 HR 4.49 -1.32 0.75 1.43 1.43 1.43 Pipe Link: OUTLET PIPE Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:200.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Upstream Downstream Invert:852.40 ft Invert:851.95 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 Emergency Conditions ICPR Report Page 32 of 37 32 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] OUTLET PIPE 010 YR - 24 HR 34.41 0.00 0.03 4.47 6.52 5.50 OUTLET PIPE 100 YR - 24 HR 65.63 0.00 -0.05 5.57 8.17 6.87 Drop Structure Link: OCS 1 Scenario:Scenario1 From Node:D3A To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:52.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:852.56 ft Invert:852.40 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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 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:852.56 ft Control Elevation:852.56 ft Max Depth:0.33 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 Emergency Conditions ICPR Report Page 33 of 37 33 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS 2 Scenario:Scenario1 From Node:UG NORTH To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:260.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.31 ft Invert:852.40 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:853.31 ft Control Elevation:853.31 ft Max Depth:0.83 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: Emergency Conditions ICPR Report Page 34 of 37 34 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:EXIST UG OFFSITE To Node:UG SOUTH Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 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:863.60 ft Control Elevation:863.60 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: Weir Link: D3A - OPEN CASTING Scenario:Scenario1 From Node:D3A To Node:EX. PARKING LOT Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Broad Crested Vertical Geometry Type:Rectangular Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Emergency Conditions ICPR Report Page 35 of 37 35 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Invert:859.66 ft Control Elevation:859.66 ft Max Depth:1.67 ft Max Width:1.67 ft Fillet:0.00 ft Discharge Coefficients Weir Default:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Weir Link: D4 - OPEN CASTING Scenario:Scenario1 From Node:D4 To Node:EX. PARKING LOT Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:859.66 ft Control Elevation:859.66 ft Max Depth:1.33 ft Max Width:2.92 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:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Weir Link: PARKING LOT OVERFLOW Scenario:Scenario1 From Node:EX. PARKING LOT To Node:WEST POND Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Broad Crested Vertical Geometry Type:Irregular Invert:857.49 ft Control Elevation:857.49 ft Cross Section:EX. PARKING LOT Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Weir Cross Section: EX. PARKING LOT Scenario:Scenario1 Emergency Conditions ICPR Report Page 36 of 37 36 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Proposed-BackToBackVRII_2023-12-07\12/7/2023 18:12 Lid:No Bottom Point Table Order Station [ft]Elevation [ft] 0 0.00 0.50 1 42.60 0.00 2 97.70 0.50 Comment: Emergency Conditions ICPR Report Page 37 of 37 PROPOSEDHEADQUARTERSFFE = 862.40EXISTING HOTEL±13,812 SFFFE: 862.39PROPOSED HOTELEXPANSION±15,150 SFFFE: 862.39PROPOSED BUILDING 1± 51,827 SFFFE = 862.40FUTUREBUILDINGFUTUREBUILDINGFUTURE BUILDING1014 SFSTORAGE104235 SFSTORAGE106272 SFSTORAGE107215 SFSTORAGE1084408 SFINCOMINGSERVICES109GARAGEBUILDING±35,050 SFFFE: 862.00U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVE INTERIM NORTH A AREA = 4.67 ACRES CN = 91 INTERIM SOUTH B AREA = 0.75 ACRES CN = 78 INTERIM NORTH B AREA = 1.42 ACRES CN = 78 PROPOSED SOUTH AREA = 6.35 ACRES CN = 95 UG SOUTH TEMP DRY POND D4 AREA = 0.06 ACRES CN = 89 D3A NODE D5 AREA = 0.20 ACRES CN = 96 DIRECT TO D5 AREA = 0.11 ACRES CN = 98 D3A AREA = 0.11 ACRES CN = 98 REDUCED WEST POND OFFSITE WEST MPP (PER EXISTING DRAINAGE REPORT) AREA = 5.81 ACRES CN = 90 OFFSITE WEST US31 (PER EXISTING DRAINAGE REPORT) AREA = 15.8 ACRES CN = 91 OFFSITE SOUTH (PER EXISTING DRAINAGE REPORT)SUNRISE SENIOR LIVINGAREA = 3.82 ACRESCN = 90OFFSITE NORTH AREA = 0.43 ACRES CN = 94 DIRECT RELEASE (M.E.) AREA = 0.69 ACRES CN = 94 DECEMBER 07, 2023 0'160'80'40'20'NORTHINTERIM CONDITIONS BASIN MAPHAMILTON CROSSING HQ PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 29.2% C 70.8% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 66 75 Fully Developed Open Space Good Condition (>75% Cover)0.30 70 78 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 74 81 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group INTERIM NORTH A 0.00 1.64 2.37 0.00 0.00 0.65 4.67 0.68 88 91 INTERIM NORTH B 0.00 1.42 0.00 0.00 0.00 0.00 1.42 0.30 70 78 PROPOSED SOUTH 0.00 0.80 1.99 0.00 3.56 0.00 6.35 0.81 94 95 INTERIM SOUTH B 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.30 70 78 D5 0.00 0.02 0.08 0.00 0.11 0.00 0.20 0.83 96 96 D4 0.00 0.03 0.03 0.00 0.00 0.00 0.06 0.60 85 89 D3A 0.00 0.00 0.00 0.00 0.11 0.00 0.11 0.90 98 98 PROPOSED DIRECT RELEASE 0.00 0.15 0.54 0.00 0.00 0.00 0.69 0.73 92 94 Hamilton Crossing HQ CVS 7-Dec-23 Site Soil INTERIM CONDITIONS Weighted C Cover Type Condition Soil Group Weighted CN Basin Area (ac) Interim Conditions ICPR Report Page 1 of 33 ICPR NODE DIAGRAM INTERIM CONDITIONS Interim Conditions ICPR Report Page 1 of 33 1 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:12/7/2023 6:03:16 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 90.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 60.0000 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: Interim Conditions ICPR Report Page 2 of 33 2 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 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:3.83 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: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:12/7/2023 6:04:36 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 180.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 Interim Conditions ICPR Report Page 3 of 33 3 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 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 60.0000 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:6.46 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: Interim Conditions ICPR Report Page 4 of 33 4 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Simple Basin: D3A Scenario:Scenario1 Node:D3A Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.1100 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA D3A 010 YR - 24 HR 0.49 12.0000 3.83 3.61 0.1100 98.0 0.00 0.00 D3A 100 YR - 24 HR 0.82 12.0000 6.46 6.25 0.1100 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage D3A [in]010 YR - 24 HR 3.83 0.00 3.61 0.00 0.00 0.00 0.22 D3A [ft3]010 YR - 24 HR 1529 0 1441 0 0 0 88 D3A [ac-ft]010 YR - 24 HR 0.04 0.00 0.03 0.00 0.00 0.00 0.00 D3A [in]100 YR - 24 HR 6.46 0.00 6.25 0.00 0.00 0.00 0.21 D3A [ft3]100 YR - 24 HR 2579 0 2494 0 0 0 86 D3A [ac-ft]100 YR - 24 HR 0.06 0.00 0.06 0.00 0.00 0.00 0.00 Interim Conditions ICPR Report Page 5 of 33 5 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Simple Basin: DIRECT DISCHARGE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA DIRECT DISCHARG E 010 YR - 24 HR 2.91 12.0000 3.83 3.17 0.6900 94.0 0.00 0.00 DIRECT DISCHARG E 100 YR - 24 HR 5.07 12.0000 6.46 5.77 0.6900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 DIRECT DISCHARGE [ft3] 010 YR - 24 HR 9593 0 7940 0 0 0 1653 DIRECT DISCHARGE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.18 0.00 0.00 0.00 0.04 DIRECT DISCHARGE [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 Interim Conditions ICPR Report Page 6 of 33 6 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [ft3] 100 YR - 24 HR 16180 0 14464 0 0 0 1716 DIRECT DISCHARGE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.33 0.00 0.00 0.00 0.04 Simple Basin: INTERIM NORTH A Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.6700 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA INTERIM NORTH A 010 YR - 24 HR 18.10 12.0000 3.83 2.86 4.6700 91.0 0.00 0.00 INTERIM NORTH A 100 YR - 24 HR 32.74 12.0000 6.46 5.42 4.6700 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage INTERIM NORTH A 010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 Interim Conditions ICPR Report Page 7 of 33 7 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage [in] INTERIM NORTH A [ft3] 010 YR - 24 HR 64927 0 48468 0 0 0 16459 INTERIM NORTH A [ac-ft] 010 YR - 24 HR 1.49 0.00 1.11 0.00 0.00 0.00 0.38 INTERIM NORTH A [in] 100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 INTERIM NORTH A [ft3] 100 YR - 24 HR 109511 0 91815 0 0 0 17696 INTERIM NORTH A [ac-ft] 100 YR - 24 HR 2.51 0.00 2.11 0.00 0.00 0.00 0.41 Simple Basin: INTERIM NORTH B Scenario:Scenario1 Node:TEMP DRY POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.4200 ac Curve Number:78.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA INTERIM NORTH B 010 YR - 24 HR 3.85 12.0000 3.83 1.76 1.4200 78.0 0.00 0.00 INTERIM 100 YR -8.34 12.0000 6.46 4.00 1.4200 78.0 0.00 0.00 Interim Conditions ICPR Report Page 8 of 33 8 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA NORTH B 24 HR Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage INTERIM NORTH B [in] 010 YR - 24 HR 3.83 0.00 1.76 0.00 0.00 0.00 2.07 INTERIM NORTH B [ft3] 010 YR - 24 HR 19742 0 9068 0 0 0 10674 INTERIM NORTH B [ac-ft] 010 YR - 24 HR 0.45 0.00 0.21 0.00 0.00 0.00 0.25 INTERIM NORTH B [in] 100 YR - 24 HR 6.46 0.00 4.00 0.00 0.00 0.00 2.46 INTERIM NORTH B [ft3] 100 YR - 24 HR 33299 0 20636 0 0 0 12662 INTERIM NORTH B [ac-ft] 100 YR - 24 HR 0.76 0.00 0.47 0.00 0.00 0.00 0.29 Simple Basin: INTERIM SOUTH B Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.7500 ac Curve Number:78.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Interim Conditions ICPR Report Page 9 of 33 9 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA INTERIM SOUTH B 010 YR - 24 HR 1.98 12.0000 3.83 1.75 0.7500 78.0 0.00 0.00 INTERIM SOUTH B 100 YR - 24 HR 4.32 12.0000 6.46 3.99 0.7500 78.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage INTERIM SOUTH B [in] 010 YR - 24 HR 3.83 0.00 1.75 0.00 0.00 0.00 2.08 INTERIM SOUTH B [ft3] 010 YR - 24 HR 10427 0 4771 0 0 0 5656 INTERIM SOUTH B [ac-ft] 010 YR - 24 HR 0.24 0.00 0.11 0.00 0.00 0.00 0.13 INTERIM SOUTH B [in] 100 YR - 24 HR 6.46 0.00 3.99 0.00 0.00 0.00 2.47 INTERIM SOUTH B [ft3] 100 YR - 24 HR 17587 0 10858 0 0 0 6729 INTERIM SOUTH B [ac-ft] 100 YR - 24 HR 0.40 0.00 0.25 0.00 0.00 0.00 0.15 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 Interim Conditions ICPR Report Page 10 of 33 10 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 Simple Basin: OFFSITE NORTH Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4300 ac Curve Number:94.0 Interim Conditions ICPR Report Page 11 of 33 11 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA OFFSITE NORTH 010 YR - 24 HR 1.79 12.0000 3.83 3.16 0.4300 94.0 0.00 0.00 OFFSITE NORTH 100 YR - 24 HR 3.13 12.0000 6.46 5.75 0.4300 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage OFFSITE NORTH [in] 010 YR - 24 HR 3.83 0.00 3.16 0.00 0.00 0.00 0.67 OFFSITE NORTH [ft3] 010 YR - 24 HR 5978 0 4930 0 0 0 1049 OFFSITE NORTH [ac-ft] 010 YR - 24 HR 0.14 0.00 0.11 0.00 0.00 0.00 0.02 OFFSITE NORTH [in] 100 YR - 24 HR 6.46 0.00 5.75 0.00 0.00 0.00 0.71 OFFSITE NORTH [ft3] 100 YR - 24 HR 10083 0 8980 0 0 0 1104 OFFSITE NORTH [ac-ft] 100 YR - 24 HR 0.23 0.00 0.21 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED SOUTH Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Interim Conditions ICPR Report Page 12 of 33 12 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.3500 ac Curve Number:95.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH 010 YR - 24 HR 26.63 12.0000 3.83 3.27 6.3500 95.0 0.00 0.00 PROPOSE D SOUTH 100 YR - 24 HR 46.11 12.0000 6.46 5.88 6.3500 95.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH [in] 010 YR - 24 HR 3.83 0.00 3.27 0.00 0.00 0.00 0.56 PROPOSED SOUTH [ft3] 010 YR - 24 HR 88283 0 75339 0 0 0 12944 PROPOSED SOUTH [ac-ft] 010 YR - 24 HR 2.03 0.00 1.73 0.00 0.00 0.00 0.30 PROPOSED SOUTH [in] 100 YR - 24 HR 6.46 0.00 5.88 0.00 0.00 0.00 0.58 PROPOSED SOUTH [ft3] 100 YR - 24 HR 148906 0 135478 0 0 0 13429 PROPOSED SOUTH [ac-ft] 100 YR - 24 HR 3.42 0.00 3.11 0.00 0.00 0.00 0.31 Interim Conditions ICPR Report Page 13 of 33 13 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Simple Basin: STRUCTURE A Scenario:Scenario1 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.2000 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE A 010 YR - 24 HR 0.87 12.0000 3.83 3.38 0.2000 96.0 0.00 0.00 STRUCTU RE A 100 YR - 24 HR 1.49 12.0000 6.46 6.01 0.2000 96.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [in] 010 YR - 24 HR 3.83 0.00 3.38 0.00 0.00 0.00 0.45 STRUCTUR E A [ft3] 010 YR - 24 HR 2781 0 2457 0 0 0 323 STRUCTUR E A [ac-ft] 010 YR - 24 HR 0.06 0.00 0.06 0.00 0.00 0.00 0.01 STRUCTUR E A [in] 100 YR - 24 HR 6.46 0.00 6.01 0.00 0.00 0.00 0.45 STRUCTUR E A [ft3] 100 YR - 24 HR 4690 0 4362 0 0 0 328 STRUCTUR E A [ac-ft] 100 YR - 24 HR 0.11 0.00 0.10 0.00 0.00 0.00 0.01 Interim Conditions ICPR Report Page 14 of 33 14 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Simple Basin: STRUCTURE B Scenario:Scenario1 Node:D4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE B 010 YR - 24 HR 0.23 12.0000 3.83 2.67 0.0600 89.0 0.00 0.00 STRUCTU RE B 100 YR - 24 HR 0.42 12.0000 6.46 5.20 0.0600 89.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E B [in] 010 YR - 24 HR 3.83 0.00 2.67 0.00 0.00 0.00 1.16 STRUCTUR E B [ft3] 010 YR - 24 HR 834 0 582 0 0 0 252 STRUCTUR E B [ac-ft] 010 YR - 24 HR 0.02 0.00 0.01 0.00 0.00 0.00 0.01 STRUCTUR E B [in] 100 YR - 24 HR 6.46 0.00 5.20 0.00 0.00 0.00 1.26 STRUCTUR E B [ft3] 100 YR - 24 HR 1407 0 1133 0 0 0 274 STRUCTUR E B [ac-ft] 100 YR - 24 HR 0.03 0.00 0.03 0.00 0.00 0.00 0.01 Interim Conditions ICPR Report Page 15 of 33 15 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:EXIST UG OFFSITE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE 100 YR - 24 6.46 0.00 5.30 0.00 0.00 0.00 1.16 Interim Conditions ICPR Report Page 16 of 33 16 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SENIOR LIVING [in] HR SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR - 24 HR 80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Interim Conditions ICPR Report Page 17 of 33 17 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: D3A Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.56 ft Warning Stage:859.97 ft Stage [ft]Area [ac]Area [ft2] 852.56 0.0003 13 859.97 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D3A 010 YR - 24 HR 859.97 856.41 -0.0043 1.26 0.77 161 D3A 100 YR - 24 HR 859.97 859.36 -0.0052 1.33 1.05 161 Interim Conditions ICPR Report Page 18 of 33 18 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Stage [ Node: D3A ] Node: D4 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.86 ft Warning Stage:859.97 ft Stage [ft]Area [ac]Area [ft2] 852.86 0.0003 13 859.97 0.0003 13 Comment: Node Max Conditions [Scenario1] Interim Conditions ICPR Report Page 19 of 33 19 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 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] D4 010 YR - 24 HR 859.97 856.41 0.0046 1.29 1.24 245 D4 100 YR - 24 HR 859.97 859.36 0.0068 1.64 1.33 245 Stage [ Node: D4 ] Node: D5 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.03 ft Warning Stage:860.98 ft Stage [ft]Area [ac]Area [ft2] 853.03 0.0003 13 Interim Conditions ICPR Report Page 20 of 33 20 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Stage [ft]Area [ac]Area [ft2] 860.98 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D5 010 YR - 24 HR 860.98 856.41 0.0049 1.13 1.29 235 D5 100 YR - 24 HR 860.98 859.37 0.0050 2.53 1.83 235 Stage [ Node: D5 ] Interim Conditions ICPR Report Page 21 of 33 21 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Node: EXIST UG OFFSITE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.60 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 864.50 0.12 5097 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: Node Max Conditions [Scenario1] 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] EXIST UG OFFSITE 010 YR - 24 HR 868.00 865.80 0.0011 14.35 1.20 12396 EXIST UG OFFSITE 100 YR - 24 HR 868.00 867.65 0.0021 26.32 1.72 12676 Interim Conditions ICPR Report Page 22 of 33 22 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Stage [ Node: EXIST UG OFFSITE ] Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Interim Conditions ICPR Report Page 23 of 33 23 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 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] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 34.00 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 65.36 0.00 0 Stage [ Node: OUTFALL ] Node: TEMP DRY POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.90 ft Warning Stage:856.90 ft Stage [ft]Area [ac]Area [ft2] 853.90 0.0001 4 Interim Conditions ICPR Report Page 24 of 33 24 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Stage [ft]Area [ac]Area [ft2] 854.90 0.6762 29455 856.90 0.7709 33580 Comment: Node Max Conditions [Scenario1] 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] TEMP DRY POND 010 YR - 24 HR 856.90 854.53 0.0003 3.85 0.82 18630 TEMP DRY POND 100 YR - 24 HR 856.90 855.04 0.0004 9.39 2.07 29747 Stage [ Node: TEMP DRY POND ] Interim Conditions ICPR Report Page 25 of 33 25 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Node: UG SOUTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.31 ft Warning Stage:860.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.6402 27887 860.50 0.6402 27887 Comment: Node Max Conditions [Scenario1] 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] UG SOUTH 010 YR - 24 HR 860.00 856.42 0.0011 30.43 1.11 28024 UG SOUTH 100 YR - 24 HR 860.00 859.37 0.0019 53.57 1.29 28024 Interim Conditions ICPR Report Page 26 of 33 26 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Stage [ Node: UG SOUTH ] Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.40 ft Warning Stage:856.39 ft Stage [ft]Area [ac]Area [ft2] 852.40 0.6724 29290 854.00 0.7919 34495 855.00 0.8867 38625 856.00 0.9813 42745 856.54 1.0355 45106 857.00 1.0355 45106 Comment: Interim Conditions ICPR Report Page 27 of 33 27 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Node Max Conditions [Scenario1] 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] WEST POND 010 YR - 24 HR 856.39 854.73 0.0011 59.62 34.58 38287 WEST POND 100 YR - 24 HR 856.39 855.92 0.0016 108.95 67.41 43090 Stage [ Node: WEST POND ] Pipe Link: D4 TO D3A Scenario:Scenario1 From Node:D4 To Node:D3A Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:148.00 ft Upstream Downstream Invert:852.86 ft Invert:852.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Interim Conditions ICPR Report Page 28 of 33 28 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 FHWA Code:0 Entr Loss Coef:1.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D4 TO D3A 010 YR - 24 HR 1.24 -0.01 1.23 1.10 0.43 0.76 D4 TO D3A 100 YR - 24 HR 1.33 -0.52 1.23 1.10 0.43 0.76 Pipe Link: D5 TO D4 Scenario:Scenario1 From Node:D5 To Node:D4 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:85.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:853.03 ft Invert:852.86 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D5 TO D4 010 YR - 24 HR 1.29 -0.13 1.18 1.28 1.09 1.15 D5 TO D4 100 YR - 24 1.64 -1.06 1.25 1.27 1.09 1.15 Interim Conditions ICPR Report Page 29 of 33 29 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] HR Pipe Link: D7 TO D5 Scenario:Scenario1 From Node:UG SOUTH To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:137.60 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:853.31 ft Invert:853.03 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D7 TO D5 010 YR - 24 HR 1.11 -0.81 0.82 1.46 1.22 1.28 D7 TO D5 100 YR - 24 HR 1.29 -1.83 0.77 1.46 1.22 1.28 Pipe Link: OUTLET PIPE Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:200.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Upstream Downstream Invert:852.40 ft Invert:851.95 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 Interim Conditions ICPR Report Page 30 of 33 30 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] OUTLET PIPE 010 YR - 24 HR 33.71 0.00 0.03 4.45 6.49 5.47 OUTLET PIPE 100 YR - 24 HR 64.79 0.00 0.05 5.53 8.15 6.84 Drop Structure Link: OCS 1 Scenario:Scenario1 From Node:D3A To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:52.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:852.56 ft Invert:852.40 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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 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:852.56 ft Control Elevation:852.56 ft Max Depth:0.33 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 Interim Conditions ICPR Report Page 31 of 33 31 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS 2 Scenario:Scenario1 From Node:TEMP DRY POND To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:409.00 ft FHWA Code:0 Entr Loss Coef:0.20 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.90 ft Invert:852.22 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:853.90 ft Control Elevation:853.90 ft Max Depth:1.25 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: Interim Conditions ICPR Report Page 32 of 33 32 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\3. HQ\Interim_2023-12-07\12/7/2023 18:06 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:EXIST UG OFFSITE To Node:UG SOUTH Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 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:863.60 ft Control Elevation:863.60 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: Interim Conditions ICPR Report Page 33 of 33 170051006 – Hamilton Crossing HQ Appendix D: Proposed Storm Sewer Design U.S. 31FUTURE BUILDING FUTURE BUILDING GARAGE BUILDING ±35,050 SF FFE: 862.00 PROPOSED HEADQUARTERS FFE = 862.40 December 7, 2023 HAMILTON CROSSING HQ STORM BASINS MAP 0'40'20' SCALE: 1" = 40' NORTH 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods PROJECT: BY: DATE: Entity: 10-Year 10-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% FLOW CASTING SEWER HGL CASTING SEWER HGL ADDIT'L AREA AREA 10-Year 10-Year 10-Year 10-Year 10-Year 10-Year U.S.D.S.U.S.D.S. (ft)(acres)(acres)(min)(min)(in/hr)(in/hr)(in/hr)(cfs)(cfs)(cfs)(cfs)(in)(%)(cfs)(ft/sec)(ft/sec)(ft/sec)(ft)(ft)(ft)(ft)(ft.)(ft.) ---#VALUE!0.00 - D10 D9 17.10 HDPE --0.68 0.12 5.00 -0.08 0.08 5.00 6.12 6.12 6.12 -0.52 0.52 -12 0.35 0.012 2.28 2.91 2.35 2.35 860.48 860.75 855.895 855.835 -NYLOPLAST BASIN 857.38 856.90 D9 D7 90.93 HDPE ----5.00 --0.08 5.10 6.12 6.10 6.10 -0.52 0.52 -12 0.35 0.012 2.28 2.91 2.35 2.35 860.75 861.00 855.735 855.417 -NYLOPLAST BASIN 857.22 856.74 D8 D7 68.10 HDPE --0.52 0.14 5.00 -0.07 0.07 5.00 6.12 6.12 6.12 -0.44 0.44 -12 0.35 0.012 2.28 2.91 2.25 2.25 862.10 861.00 857.655 857.417 -NYLOPLAST BASIN 858.39 858.66 D7 D5 110.81 HDPE 0.77 0.05 --5.00 0.04 0.04 0.20 5.62 6.12 6.01 6.01 0.25 1.19 1.19 -12 0.35 0.012 2.28 2.91 2.94 2.94 861.00 861.80 855.417 855.029 -NYLOPLAST BASIN 856.90 856.42 D6 D5 55.53 HDPE 0.46 0.19 --5.00 0.09 0.09 0.09 5.00 6.12 6.12 6.12 0.54 0.54 0.54 -12 0.35 0.012 2.28 2.91 2.38 2.38 860.00 861.80 856.542 856.348 -NYLOPLAST BASIN 857.30 857.54 D5 D3 33.24 HDPE ----5.00 --0.29 6.25 6.12 5.89 5.89 -1.69 1.69 -12 2.28 0.012 5.83 7.42 6.42 6.42 861.80 861.80 854.929 854.171 -NYLOPLAST BASIN 856.49 855.93 D3 D2 45.06 HDPE --0.90 0.11 5.00 -0.10 0.38 6.33 6.12 5.88 5.88 -2.26 2.26 -12 2.00 0.012 5.46 6.95 6.62 6.62 861.80 860.00 854.170 853.269 -NYLOPLAST BASIN 855.48 855.17 D2 D1 11.91 HDPE ----5.00 --0.38 6.44 6.12 5.86 5.86 -2.26 2.26 -12 2.00 0.012 5.46 6.95 6.62 6.62 860.00 860.00 853.169 852.930 -NYLOPLAST BASIN 854.57 854.17 D1 EX1 5.02 HDPE ----5.00 --0.38 6.47 6.12 5.86 5.86 -2.25 2.25 -12 2.00 0.012 5.46 6.95 6.62 6.62 860.00 -852.830 852.730 -NYLOPLAST BASIN 854.33 853.83 RATIONAL METHOD STORM SEWER DESIGN (10-YR HGL'S) HGL CALCULATIONS VELOCITY HGL FLOW VELOCITY U.S. HGL ELEV. U.S. STR. CROWN INTENSITYc*A CASTING INLET CUMULATIVE STRUCTURE TYPE FULL PIPE CAPACITY FLOW VELOCITY PIPE SIZE PIPE SLOPE MANNING'S N FLOWCUMULATIVE Tc STORM SEWER FREQUENCY CASTING Hamiilton Crossing HQ CVS 8-Dec-23 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY c MAX INLET DEPTH STORM CASTING DESIGN REQUIREMENTS CASTING CAPACITY FREQUENCY MAXIMUM HEAD (ft) CLOGGING (%) INVERT DROP DRAINAGE AREAUPSTREAM STRUCTURE DOWNSTREAM STRUCTURE PIPE LENGTH c Tc HGL STARTING ELEVATION DIRECT TO INLET PIPE MATERIAL RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP STRUCTURE DATA PROJECT: BY: DATE: Entity: 10-Year 100-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% FLOW CASTING SEWER HGL CASTING SEWER HGL ADDIT'L AREA AREA 10-Year 10-Year 100-Year 10-Year 10-Year 100-Year U.S.D.S.U.S.D.S. (ft)(acres)(acres)(min)(min)(in/hr)(in/hr)(in/hr)(cfs)(cfs)(cfs)(cfs)(in)(%)(cfs)(ft/sec)(ft/sec)(ft/sec)(ft)(ft)(ft)(ft)(ft.)(ft.) ---#VALUE!0.00 - D10 D9 17.10 HDPE --0.68 0.12 5.00 -0.08 0.08 5.00 6.12 6.12 9.12 -0.52 0.77 -12 0.35 0.012 2.28 2.91 2.35 2.63 860.48 860.75 855.895 855.835 -NYLOPLAST BASIN 857.70 856.90 D9 D7 90.93 HDPE ----5.00 --0.08 5.10 6.12 6.10 9.09 -0.52 0.77 -12 0.35 0.012 2.28 2.91 2.35 2.62 860.75 861.00 855.735 855.417 -NYLOPLAST BASIN 857.50 856.74 D8 D7 68.10 HDPE --0.52 0.14 5.00 -0.07 0.07 5.00 6.12 6.12 9.12 -0.44 0.66 -12 0.35 0.012 2.28 2.91 2.25 2.51 862.10 861.00 857.655 857.417 -NYLOPLAST BASIN 858.45 858.66 D7 D5 110.81 HDPE 0.77 0.05 --5.00 0.04 0.04 0.20 5.62 6.12 6.01 8.95 0.25 1.19 1.77 -12 0.35 0.012 2.28 2.91 2.94 3.21 861.00 861.80 855.417 855.029 -NYLOPLAST BASIN 857.19 856.42 D6 D5 55.53 HDPE 0.46 0.19 --5.00 0.09 0.09 0.09 5.00 6.12 6.12 9.12 0.54 0.54 0.80 -12 0.35 0.012 2.28 2.91 2.38 2.65 860.00 861.80 856.542 856.348 -NYLOPLAST BASIN 857.37 857.54 D5 D3 33.24 HDPE ----5.00 --0.29 6.25 6.12 5.89 8.78 -1.69 2.51 -12 2.28 0.012 5.83 7.42 6.42 7.14 861.80 861.80 854.929 854.171 -NYLOPLAST BASIN 856.77 855.93 D3 D2 45.06 HDPE --0.90 0.11 5.00 -0.10 0.38 6.33 6.12 5.88 8.76 -2.26 3.37 -12 2.00 0.012 5.46 6.95 6.62 7.31 861.80 860.00 854.170 853.269 -NYLOPLAST BASIN 855.70 855.17 D2 D1 11.91 HDPE ----5.00 --0.38 6.44 6.12 5.86 8.73 -2.26 3.36 -12 2.00 0.012 5.46 6.95 6.62 7.31 860.00 860.00 853.169 852.930 -NYLOPLAST BASIN 854.79 854.17 D1 EX1 5.02 HDPE ----5.00 --0.38 6.47 6.12 5.86 8.73 -2.25 3.36 -12 2.00 0.012 5.46 6.95 6.62 7.31 860.00 -852.830 852.730 -NYLOPLAST BASIN 854.55 853.83 RATIONAL METHOD STORM SEWER DESIGN (100-YR HGL'S) HGL CALCULATIONS VELOCITY HGL FLOW VELOCITY U.S. HGL ELEV. U.S. STR. CROWN INTENSITYc*A CASTING INLET CUMULATIVE STRUCTURE TYPE FULL PIPE CAPACITY FLOW VELOCITY PIPE SIZE PIPE SLOPE MANNING'S N FLOWCUMULATIVE Tc STORM SEWER FREQUENCY CASTING Hamiilton Crossing HQ CVS 8-Dec-23 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY c MAX INLET DEPTH STORM CASTING DESIGN REQUIREMENTS CASTING CAPACITY FREQUENCY MAXIMUM HEAD (ft) CLOGGING (%) INVERT DROP DRAINAGE AREAUPSTREAM STRUCTURE DOWNSTREAM STRUCTURE PIPE LENGTH c Tc HGL STARTING ELEVATION DIRECT TO INLET PIPE MATERIAL RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP STRUCTURE DATA D4 Roof Drain Sizing Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.012Roughness Coefficient %1.000Channel Slope in6.0Diameter cfs0.61Discharge Results in4.9Normal Depth ft²0.2Flow Area ft1.1Wetted Perimeter in1.8Hydraulic Radius ft0.38Top Width in4.8Critical Depth %82.3Percent Full %1.070Critical Slope ft/s3.53Velocity ft0.19Velocity Head ft0.60Specific Energy 0.924Froude Number cfs0.65Maximum Discharge cfs0.61Discharge Full %1.007Slope Full SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %26.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in4.9Normal Depth in4.8Critical Depth %1.000Channel Slope %1.070Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/13/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Q = CIA = 0.90 * 6.12 in/hr * 0.11 acres = 0.61 cfs Roof Drain 1 Sizing Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.012Roughness Coefficient %2.000Channel Slope in10.0Diameter cfs0.61Discharge Results in2.9Normal Depth ft²0.1Flow Area ft0.9Wetted Perimeter in1.7Hydraulic Radius ft0.76Top Width in4.1Critical Depth %28.9Percent Full %0.524Critical Slope ft/s4.67Velocity ft0.34Velocity Head ft0.58Specific Energy 1.981Froude Number cfs3.61Maximum Discharge cfs3.36Discharge Full %0.066Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %28.9Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in2.9Normal Depth in4.1Critical Depth %2.000Channel Slope %0.524Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/13/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Q = CIA = 0.90 * 6.12 in/hr * 0.11 acres = 0.61 cfs Roof Drain Line 2 Sizing Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.012Roughness Coefficient %2.000Channel Slope in10.0Diameter cfs1.82Discharge Results in5.2Normal Depth ft²0.3Flow Area ft1.4Wetted Perimeter in2.6Hydraulic Radius ft0.83Top Width in7.3Critical Depth %52.5Percent Full %0.763Critical Slope ft/s6.28Velocity ft0.61Velocity Head ft1.05Specific Energy 1.876Froude Number cfs3.61Maximum Discharge cfs3.36Discharge Full %0.588Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %52.5Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in5.2Normal Depth in7.3Critical Depth %2.000Channel Slope %0.763Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/13/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Q = CIA = 0.90 * 6.12 in/hr * 0.33 acres = 1.82 cfs 11/30/23, 10:53 AM Nyloplast Inlet Configurator | Advanced Drainage Systems, Inc. https://nyloinletcalculator.adspipe.com/?_gl=1*1u8ryha*_ga*MTE3NzE4MTEuMTY4NzUyMjA2MA..*_ga_1TPLC9D3R7*MTcwMTM1ODUzNy40LjEuMTcwMTM1ODYwNS41NS4wLjA.*_gcl_au*NjYxNzAzODkzLjE3M…1/2 Grate Inlet Calculator Nyloplast Grate Inlet Size & Type Calculator Based on Peak Flow of Site Design Drainage Area Design Parameters Area Conversion Tool  Peak Runoff Flow Parameters Peak Flow Output Area #1 (ac.)ac.0.19 Area #1 Type Bare Sand Area #2 (ac.)ac.enter unit Area #2 Type Area #3 (ac.)ac.enter unit Area #3 Type U.S Region (use map)3 Runoff Coefficient 0.50 Storm Event Frequency (yrs)10 Storm Duration 5 min. Rainfall Intensity in/hr in/hr6.07 Peak Surface Runoff (cfs)0.57665 Peak Surface Runoff (gpm)258.81930 Grate Inlet Capacity Input Minimum Recommended Grate Inlet Type & Size Grate Style 10" Standard Grate Inlet Capacity (cfs)0.74665 Inlet Capacity (gpm)335.12 Allowable Ponding Depth Above Grate (in)in6 Grate Requirements ADA Compliant STR D6 Casting with greatest contributing watershed Chosen to to give coefficient closest to design Conservative compared to design value of 0.46 170051006 – Hamilton Crossing HQ Appendix E: Stormwater Quality Design U.S. 31 EXISTING HOTEL±13,812 SFFFE: 862.39PROPOSED HOTELEXPANSION±15,150 SFFFE: 862.39PROPOSED BUILDING 1± 51,827 SFFFE = 862.40FUTUREBUILDINGFUTUREBUILDINGFUTURE BUILDINGGARAGEBUILDING±35,050 SFFFE: 862.00PROPOSEDHEADQUARTERSFFE = 862.40REDUCED WEST POND UNDERGROUND DETENTION VAULT FUTURE DEVELOPMENT WEST AREA AREA = 0.25 ACRES CNwq = 77 October 13, 2023 HAMILTON CROSSING HQ STORM WATER QUALITY EXHIBIT 0'30'15'NORTH Description:Hamilton Crossing HQ Reviewing Entity: Job #: Date:10/17/23 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.25 Impervious Area 0.00 Area 0.25 I = 0% (%) Rv = 0.05 Qa=0.05 (in.) CALCULATED CNwq CNwq =77 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER - WEST AREA Job Information City of Carmel 170051006 Type II 24-hr 1 Inch-24 Hour Rainfall=1.00"170051006 Printed 10/13/2023Prepared by Kimley-Horn & Associates HydroCAD® 10.20-3c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: WQv Runoff = 0.00 cfs @ 12.03 hrs, Volume= 0.001 af, Depth> 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Type II 24-hr 1 Inch-24 Hour Rainfall=1.00" Area (ac) CN Description * 0.250 77 Matches Value from Spreadsheet 0.250 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/01/2019 Version 14.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.30 4.68 6 XC-6 3.31 6.74 6 XC-7 4.50 9.16 6 XC-8 5.88 11.97 6 XC-9 7.44 15.14 6 XC-10 9.19 18.70 6 XC-11 11.12 22.63 6 XC-12 13.23 26.92 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 1 Installed in the configuration as reviewed by NJCAT only 1.86 cfs > 1.07 cfs + 0.00 cfs 3.79 cfs > 1.07 cfs + 1.91 cfs 10-YR FLOW D310-D305 REFER TO PH1 DRAINAGE REPORT 170051006 – Hamilton Crossing HQ Appendix F: Excerpts from Previous Drainage Report 170051006 – Hamilton Crossing Phase 2 Hamilton Crossing Phase 2 Street Address TBD Carmel, IN 46032 Drainage Report May 20, 2022 Revised June 27, 2022 Prepared For: Kite Realty Group 30 South Meridian Street, Suite 1100 Indianapolis, IN 46204 Prepared By: Kimley-Horn and Associates, Inc. Mike Timko, PE Connor Strege, EI 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 218-9560 170051006 – Hamilton Crossing Phase 2 TABLE OF CONTENTS 1.0. PROJECT SUMMARY 2.0. INTRODUCTION 3.0. EXISTING CONDITIONS 4.0. PROPOSED CONDITIONS Appendix A: Project Site Maps Appendix B: Existing Drainage Conditions Appendix C: Proposed Basin Conditions Appendix D: Proposed Storm Sewer Design Appendix E: Stormwater Quality Design Appendix F: Excerpts from Previous Drainage Report 170051006 – Hamilton Crossing Phase 2 1.0 Project Summary Project Name: Hamilton Crossing Phase 2 Location: Street Address TBD, Carmel, IN 46032 Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Basin Runoff Calculations: USDA NRCS TR-55 Stormwater Quality: Aqua-Swirl Separator, Wet Detention Pond Stormwater Quantity: Wet Detention Pond / Underground Concrete Vault Design Standards: City of Carmel Stormwater Technical Manual 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Kite Realty Group to provide civil engineering services for the Hamilton Crossing Phase 2 Construction Plans located within the Hamilton Crossing East development in Carmel, Indiana. The project consists of the construction of a ±35,080 SF parking garage as well as associated utility infrastructure. This report includes calculations that model the fully built out condition for the Hamilton Crossing East development. Two underground detention systems will be required to accommodate the anticipated increase in impervious coverage and the loss of the temporary dry ponds previously documented under the Hamilton Crossing Phase 1 drainage report. The ultimate discharge point from the site is at the north end of the property and ties into the storm infrastructure along Carmel Drive. The discharge is conveyed eastward to the WR Fertig Legal Drain. Water quality for the project will be provided by a combination of the existing wet pond and the existing, master planned hydrodynamic separator. The proposed stormwater detention was designed to meet the City of Carmel Drainage Ordinance requirements that were in place in 1998 when the original overall commercial development was approved. The proposed stormwater quality measures were designed to meet the requirements of the current City of Carmel Stormwater Technical Manual. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0206G, 18057C0207G, 18057C0208G, 18057C0209G dated November 19, 2014 provided in Appendix A, the site resides within “Zone X” which corresponds to areas determined to be outside of the 0.2% annual chance floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists of Urban land-Brookston Complex (UbaA), Urban land-Crosby silt loam (UcfA), and Urban land-Miami silt loam (UkbB2). Refer to Appendix A for the NRCS Web Soil Survey information. Existing Site Features The total existing site consists of approximately 14.29 acres. The site is under active construction in accordance with the Hamilton Crossing Phase 1 construction documents and drainage report. The site 170051006 – Hamilton Crossing Phase 2 currently features 3 temporary dry detention basins to accommodate Phase 1 impervious coverage and reduction of the previously existing wet pond. As noted previously, the ultimate outfall point for the site detention is to the storm sewer in Carmel Drive at the north end of the site. A 42” storm sewer conveys the detained runoff to the east and ultimately to the WR Fertig Legal Drain. The existing site currently receives offsite flow from the south and west. The south offsite flow is from the Sunrise Senior Living site. The Sunrise Senior Living runoff is detained on Sunrise’s property prior to being routed through a Hamilton Crossing Phase 1 dry pond, ultimately discharging to the south end of the west wet pond. The west offsite runoff is from the US 31 right of way and the commercial development on the west side of US 31. The commercial development to the west is detained offsite prior to discharging towards the existing Hamilton Crossing wet pond. The existing conditions were modeled based on the surveyed drainage conditions and the offsite analysis included in the Penn Circle project. The model was updated to use the current rainfall data per the Carmel Stormwater Technical Manual. The table below indicates the existing runoff from the site for the 10-, and 100-year storm events using ICPR 4 Stormwater Modeling (Refer to Appendix B for existing drainage calculations). 10-year 100-year Peak Direct Discharge 2.82 cfs 5.01 cfs Peak Detained Release 33.89 cfs 65.89 cfs Peak Total Existing Runoff 34.16 cfs 66.38 cfs 4.0. Proposed Conditions The proposed parking garage will drain via internal roof drains to convey stormwater runoff from the roof to the underground detention vault. Proposed storm sewer will convey the discharge from the underground detention vault to the existing Phase 1 storm sewer infrastructure before ultimately entering the existing wet pond. The proposed storm sewer has been designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual (Refer to Appendix D for proposed storm sewer calculations). The storm sewer was designed to ensure no adverse impact on adjacent landowners. Phase 2 shall include construction of a parking garage structure that will require the demolition of a previously designed temporary dry pond as documented within the Hamilton Crossing Phase 1 construction drawings and drainage report. This Phase 2 drainage report includes calculations to ensure that the specified underground detention vault provides sufficient storage to preserve the functionality of the full development is maintained in the fully built out conditions. The outlet control and emergency spillway of the existing wet pond will not be modified as a part of the project. Per the agreement between the City of Carmel staff and the Hamilton County Surveyor, the allowable release rates, 100-year water surface elevations, and allowable freeboard for the detention system will be grandfathered from the existing condition that was modeled. The tables below summarize the proposed runoff from the site using the SCS Curve Number method and ICPR4 Stormwater Modeling under the full build out and interim conditions. Additional tables have been 170051006 – Hamilton Crossing Phase 2 provided to provide summary of key values relating to the proposed underground detention vault and modified wet pond (Refer to Appendix C for calculations). Proposed Release Rates (Full Build Out) 10-YEAR 100-YEAR Peak Direct Discharge 2.91 cfs 5.07 cfs Peak Detained Release 33.85 cfs 65.15 cfs PEAK TOTAL DISCHARGE 34.15 cfs 65.71 cfs PEAK EXISTING DISCHARGE 34.16 cfs 66.38 cfs Proposed Release Rates (Interim) 10-YEAR 100-YEAR Peak Direct Discharge 2.76 cfs 4.97 cfs Peak Detained Release 33.26 cfs 64.44 cfs PEAK TOTAL DISCHARGE 33.54 cfs 65.02 cfs PEAK EXISTING DISCHARGE 34.16 cfs 66.38 cfs Wet Pond Existing 100-YR HWEL 855.96 Proposed 100-YR HWEL (Full Build Out) 855.93 Interim 100-YR HWEL 855.91 Proposed UG South (Concrete Vault) Maximum Inflow Rate (100-YR) 55.54 cfs Maximum Outflow Rate (100-YR) 1.30 cfs Bottom 853.31 HWEL (100-YR) 859.66 Top of Storage (Bottom of Slab) 860.50 Volume Detained (100-YR) 4.07 ac-ft Interim UG South (Concrete Vault) Maximum Inflow Rate (100-YR) 39.92 cfs Maximum Outflow Rate (100-YR) 1.25 cfs Bottom 853.31 HWEL (100-YR) 858.17 Top of Storage (Bottom of Slab) 860.50 Volume Detained (100-YR) 4.24 ac-ft An additional ICPR report was created to model emergency conditions, defined as an additional 100-YR 24 Hour storm event occurring 48 hours after the initial 100-YR 24 Hour event (Refer to Appendix C for calculations). 170051006 – Hamilton Crossing Phase 2 Stormwater Quality Per the City of Carmel’s Stormwater Technical Standards, two Water Quality BMPs are required in series to treat the 1” rainfall event. The first BMP in series is the existing Aqua-Shield Aqua-Swirl™ XCelerator unit that has been sized to treat the fully redeveloped condition. An XC-3 has the capacity to treat the 1” rainfall event, offline, but the max 10-yr on-line flow rate is insufficient resulting in an XC-4. This treatment includes the 100-year release from the outlet control structure upstream of the Aqua-Swirl. The second BMP in series is the existing wet pond. Refer to Appendix D for Stormwater Quality Calculations. Conclusions The proposed drainage design for this project has been designed to meet or improve the existing detention conditions. No adverse impacts are anticipated to affect any adjacent or downstream properties. 170051006 – Hamilton Crossing Phase 2 Appendix C: Proposed Basin Conditions EXISTING HOTEL±13,812 SFFFE: 862.39EXISTING HOTELEXPANSION±15,150 SFFFE: 862.39EXISTING BUILDING± 51,827 SFFFE = 862.401014 SFSTORAGE104215 SFSTORAGE1084408 SFINCOMINGSERVICES109FUTUREBUILDINGFUTUREBUILDINGFUTURE BUILDINGFUTURE HQBUILDINGGARAGEBUILDING±35,050 SFFFE: 862.00U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVE APPROX. LIMITS UG NORTH (FUTURE DETENTION) REDUCED WEST POND OFFSITE WEST MPP (PER EXISTING DRAINAGE REPORT) AREA = 5.81 ACRES CN = 90 OFFSITE WEST US31 (PER EXISTING DRAINAGE REPORT) AREA = 15.8 ACRES CN = 91 OFFSITE SOUTH (PER EXISTING DRAINAGE REPORT)SUNRISE SENIOR LIVINGAREA = 3.82 ACRESCN = 90OFFSITE NORTH AREA = 0.43 ACRES CN = 94 DIRECT RELEASE (M.E.) AREA = 0.69 ACRES CN = 94 D4 AREA = 0.06 ACRES CN = 89 D5 AREA = 0.09 ACRES CN = 94 PROPOSED NORTH A AREA = 4.59 ACRES CN = 94 PROPOSED SOUTH B AREA = 0.75 ACRES CN = 98 PROPOSED NORTH B AREA = 1.42 ACRES CN = 98 PROPOSED SOUTH AREA = 6.65 ACRES CN = 96 UG SOUTH D3A NODE EX. PARKING LOT STORAGE BASIN JUNE 27, 2022 0'160'80'40'20'NORTHPROPOSED BASIN MAP (FULL BUILD OUT)HAMILTON CROSSING PHASE II PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 29.2% C 70.8% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 66 75 Fully Developed Open Space Good Condition (>75% Cover)0.30 70 78 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 74 81 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group PROPOSED NORTH A 0.00 1.08 2.85 0.00 0.00 0.65 4.59 0.74 92 94 PROPOSED NORTH B 0.00 0.00 1.42 0.00 0.00 0.00 1.42 0.85 98 98 PROPOSED SOUTH 0.00 0.55 2.12 0.00 3.99 0.00 6.65 0.83 96 96 PROPOSED SOUTH B 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.85 98 98 D5 0.00 0.02 0.07 0.00 0.00 0.00 0.09 0.74 92 94 D4 0.00 0.03 0.03 0.00 0.00 0.00 0.06 0.60 85 89 PROPOSED DIRECT RELEASE 0.00 0.15 0.54 0.00 0.00 0.00 0.69 0.73 92 94 Hamilton Crossing Phase 2 CVS 17-Jun-22 Site Soil PROPOSED CONDITIONS (FULL BUILD OUT) Weighted C Cover Type Condition Soil Group Weighted CN Basin Area (ac) Proposed Conditions ICPR Report Page 1 of 32 NODE DIAGRAM - PROPOSED CONDITIONS (FULL BUILD OUT) 1 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:6/27/2022 8:29:38 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 60.0000 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: Proposed Conditions ICPR Report Page 2 of 32 2 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 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:3.83 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: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:6/27/2022 8:30:47 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 Proposed Conditions ICPR Report Page 3 of 32 3 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 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 60.0000 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:6.46 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: Proposed Conditions ICPR Report Page 4 of 32 4 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Simple Basin: DIRECT DISCHARGE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA DIRECT DISCHARG E 010 YR - 24 HR 2.91 12.0000 3.83 3.17 0.6900 94.0 0.00 0.00 DIRECT DISCHARG E 100 YR - 24 HR 5.07 12.0000 6.46 5.77 0.6900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 DIRECT DISCHARGE [ft3] 010 YR - 24 HR 9593 0 7940 0 0 0 1653 DIRECT DISCHARGE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.18 0.00 0.00 0.00 0.04 DIRECT DISCHARGE [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 Proposed Conditions ICPR Report Page 5 of 32 5 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [ft3] 100 YR - 24 HR 16180 0 14464 0 0 0 1716 DIRECT DISCHARGE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.33 0.00 0.00 0.00 0.04 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 Proposed Conditions ICPR Report Page 6 of 32 6 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 Simple Basin: OFFSITE NORTH Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4300 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA OFFSITE NORTH 010 YR - 24 HR 1.79 12.0000 3.83 3.16 0.4300 94.0 0.00 0.00 OFFSITE NORTH 100 YR - 24 HR 3.13 12.0000 6.46 5.75 0.4300 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Proposed Conditions ICPR Report Page 7 of 32 7 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage OFFSITE NORTH [in] 010 YR - 24 HR 3.83 0.00 3.16 0.00 0.00 0.00 0.67 OFFSITE NORTH [ft3] 010 YR - 24 HR 5978 0 4930 0 0 0 1049 OFFSITE NORTH [ac-ft] 010 YR - 24 HR 0.14 0.00 0.11 0.00 0.00 0.00 0.02 OFFSITE NORTH [in] 100 YR - 24 HR 6.46 0.00 5.75 0.00 0.00 0.00 0.71 OFFSITE NORTH [ft3] 100 YR - 24 HR 10083 0 8980 0 0 0 1104 OFFSITE NORTH [ac-ft] 100 YR - 24 HR 0.23 0.00 0.21 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED NORTH A Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.5900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH A 010 YR - 24 HR 18.93 12.0000 3.83 3.16 4.5900 94.0 0.00 0.00 Proposed Conditions ICPR Report Page 8 of 32 8 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH A 100 YR - 24 HR 33.09 12.0000 6.46 5.76 4.5900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED NORTH A [in] 010 YR - 24 HR 3.83 0.00 3.16 0.00 0.00 0.00 0.67 PROPOSED NORTH A [ft3] 010 YR - 24 HR 63814 0 52695 0 0 0 11120 PROPOSED NORTH A [ac-ft] 010 YR - 24 HR 1.46 0.00 1.21 0.00 0.00 0.00 0.26 PROPOSED NORTH A [in] 100 YR - 24 HR 6.46 0.00 5.76 0.00 0.00 0.00 0.70 PROPOSED NORTH A [ft3] 100 YR - 24 HR 107635 0 95989 0 0 0 11645 PROPOSED NORTH A [ac-ft] 100 YR - 24 HR 2.47 0.00 2.20 0.00 0.00 0.00 0.27 Simple Basin: PROPOSED NORTH B Scenario:Scenario1 Node:UG NORTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.4200 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Proposed Conditions ICPR Report Page 9 of 32 9 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH B 010 YR - 24 HR 6.22 12.0000 3.83 3.60 1.4200 98.0 0.00 0.00 PROPOSE D NORTH B 100 YR - 24 HR 10.54 12.0000 6.46 6.22 1.4200 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED NORTH B [in] 010 YR - 24 HR 3.83 0.00 3.60 0.00 0.00 0.00 0.23 PROPOSED NORTH B [ft3] 010 YR - 24 HR 19742 0 18535 0 0 0 1207 PROPOSED NORTH B [ac-ft] 010 YR - 24 HR 0.45 0.00 0.43 0.00 0.00 0.00 0.03 PROPOSED NORTH B [in] 100 YR - 24 HR 6.46 0.00 6.22 0.00 0.00 0.00 0.24 PROPOSED NORTH B [ft3] 100 YR - 24 HR 33299 0 32071 0 0 0 1227 PROPOSED NORTH B [ac-ft] 100 YR - 24 HR 0.76 0.00 0.74 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED SOUTH Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Proposed Conditions ICPR Report Page 10 of 32 10 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.6500 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH 010 YR - 24 HR 28.29 12.0000 3.83 3.38 6.6500 96.0 0.00 0.00 PROPOSE D SOUTH 100 YR - 24 HR 48.58 12.0000 6.46 5.99 6.6500 96.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH [in] 010 YR - 24 HR 3.83 0.00 3.38 0.00 0.00 0.00 0.45 PROPOSED SOUTH [ft3] 010 YR - 24 HR 92454 0 81513 0 0 0 10942 PROPOSED SOUTH [ac-ft] 010 YR - 24 HR 2.12 0.00 1.87 0.00 0.00 0.00 0.25 PROPOSED SOUTH [in] 100 YR - 24 HR 6.46 0.00 5.99 0.00 0.00 0.00 0.47 PROPOSED SOUTH [ft3] 100 YR - 24 HR 155941 0 144704 0 0 0 11237 PROPOSED SOUTH [ac-ft] 100 YR - 24 HR 3.58 0.00 3.32 0.00 0.00 0.00 0.26 Proposed Conditions ICPR Report Page 11 of 32 11 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Simple Basin: PROPOSED SOUTH B Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.7500 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH B 010 YR - 24 HR 3.28 12.0000 3.83 3.60 0.7500 98.0 0.00 0.00 PROPOSE D SOUTH B 100 YR - 24 HR 5.57 12.0000 6.46 6.22 0.7500 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH B [in] 010 YR - 24 HR 3.83 0.00 3.60 0.00 0.00 0.00 0.23 PROPOSED SOUTH B [ft3] 010 YR - 24 HR 10427 0 9790 0 0 0 638 PROPOSED SOUTH B [ac-ft] 010 YR - 24 HR 0.24 0.00 0.22 0.00 0.00 0.00 0.01 PROPOSED SOUTH B [in] 100 YR - 24 HR 6.46 0.00 6.22 0.00 0.00 0.00 0.24 Proposed Conditions ICPR Report Page 12 of 32 12 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH B [ft3] 100 YR - 24 HR 17587 0 16939 0 0 0 648 PROPOSED SOUTH B [ac-ft] 100 YR - 24 HR 0.40 0.00 0.39 0.00 0.00 0.00 0.01 Simple Basin: STRUCTURE A Scenario:Scenario1 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE A 010 YR - 24 HR 0.38 12.0000 3.83 3.17 0.0900 94.0 0.00 0.00 STRUCTU RE A 100 YR - 24 HR 0.66 12.0000 6.46 5.77 0.0900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 Proposed Conditions ICPR Report Page 13 of 32 13 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [ft3] 010 YR - 24 HR 1251 0 1036 0 0 0 216 STRUCTUR E A [ac-ft] 010 YR - 24 HR 0.03 0.00 0.02 0.00 0.00 0.00 0.00 STRUCTUR E A [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 STRUCTUR E A [ft3] 100 YR - 24 HR 2110 0 1887 0 0 0 224 STRUCTUR E A [ac-ft] 100 YR - 24 HR 0.05 0.00 0.04 0.00 0.00 0.00 0.01 Simple Basin: STRUCTURE B Scenario:Scenario1 Node:D4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE B 010 YR - 24 HR 0.23 12.0000 3.83 2.67 0.0600 89.0 0.00 0.00 STRUCTU RE B 100 YR - 24 HR 0.42 12.0000 6.46 5.20 0.0600 89.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Proposed Conditions ICPR Report Page 14 of 32 14 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E B [in] 010 YR - 24 HR 3.83 0.00 2.67 0.00 0.00 0.00 1.16 STRUCTUR E B [ft3] 010 YR - 24 HR 834 0 582 0 0 0 252 STRUCTUR E B [ac-ft] 010 YR - 24 HR 0.02 0.00 0.01 0.00 0.00 0.00 0.01 STRUCTUR E B [in] 100 YR - 24 HR 6.46 0.00 5.20 0.00 0.00 0.00 1.26 STRUCTUR E B [ft3] 100 YR - 24 HR 1407 0 1133 0 0 0 274 STRUCTUR E B [ac-ft] 100 YR - 24 HR 0.03 0.00 0.03 0.00 0.00 0.00 0.01 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:EXIST UG OFFSITE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 Proposed Conditions ICPR Report Page 15 of 32 15 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE SENIOR LIVING [in] 100 YR - 24 HR 6.46 0.00 5.30 0.00 0.00 0.00 1.16 SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Proposed Conditions ICPR Report Page 16 of 32 16 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR - 24 HR 80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: D3A Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.56 ft Warning Stage:859.97 ft Stage [ft]Area [ac]Area [ft2] 852.56 0.0003 13 859.97 0.0003 13 Comment: Node Max Conditions [Scenario1] Proposed Conditions ICPR Report Page 17 of 32 17 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 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] D3A 010 YR - 24 HR 859.97 856.64 -0.0055 1.29 0.80 161 D3A 100 YR - 24 HR 859.97 859.65 0.0027 1.35 1.07 161 Stage [ Node: D3A ] Node: D4 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.86 ft Warning Stage:859.97 ft Stage [ft]Area [ac]Area [ft2] 852.86 0.0003 13 Proposed Conditions ICPR Report Page 18 of 32 Stage = 856.98 VALUE USED WITHIN STORMWATER QUALITY CALCULATIONS. 18 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Stage [ft]Area [ac]Area [ft2] 859.97 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D4 010 YR - 24 HR 859.97 856.64 0.0047 1.41 1.29 245 D4 100 YR - 24 HR 859.97 859.65 0.0032 1.65 1.35 245 Stage [ Node: D4 ] Proposed Conditions ICPR Report Page 19 of 32 Stage = 856.98 19 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Node: D5 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.03 ft Warning Stage:860.98 ft Stage [ft]Area [ac]Area [ft2] 853.03 0.0003 13 860.98 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D5 010 YR - 24 HR 860.98 856.64 -0.0039 1.13 1.40 235 D5 100 YR - 24 HR 860.98 859.66 0.0029 1.30 1.65 235 Proposed Conditions ICPR Report Page 20 of 32 20 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Stage [ Node: D5 ] Node: EXIST UG OFFSITE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.60 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 864.50 0.12 5097 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: Proposed Conditions ICPR Report Page 21 of 32 Stage = 856.98 21 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Node Max Conditions [Scenario1] 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] EXIST UG OFFSITE 010 YR - 24 HR 868.00 865.80 0.0011 14.35 1.20 12396 EXIST UG OFFSITE 100 YR - 24 HR 868.00 867.65 0.0021 26.32 1.72 12676 Stage [ Node: EXIST UG OFFSITE ] Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: Proposed Conditions ICPR Report Page 22 of 32 Stage = 863.62 22 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] 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] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 34.15 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 65.71 0.00 0 Stage [ Node: OUTFALL ] Proposed Conditions ICPR Report Page 23 of 32 SITE RELEASE RATES 23 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Node: UG NORTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.31 ft Warning Stage:862.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.3000 13068 862.00 0.3000 13068 Comment: Node Max Conditions [Scenario1] 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] UG NORTH 010 YR - 24 HR 862.00 854.45 0.0005 6.49 1.34 13068 UG NORTH 100 YR - 24 HR 862.00 855.31 0.0009 11.89 2.07 13068 Proposed Conditions ICPR Report Page 24 of 32 24 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Stage [ Node: UG NORTH ] Node: UG SOUTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.31 ft Warning Stage:860.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.6402 27887 860.50 0.6402 27887 Comment: Node Max Conditions [Scenario1] Proposed Conditions ICPR Report Page 25 of 32 Stage = 853.36 25 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 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] UG SOUTH 010 YR - 24 HR 860.00 856.65 0.0012 32.60 1.12 28024 UG SOUTH 100 YR - 24 HR 860.00 859.66 0.0020 55.54 1.30 28024 Stage [ Node: UG SOUTH ] Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.40 ft Warning Stage:856.39 ft Stage [ft]Area [ac]Area [ft2] 852.40 0.6724 29290 Proposed Conditions ICPR Report Page 26 of 32 Stage = 856.99 VAULT STAGING 26 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Stage [ft]Area [ac]Area [ft2] 854.00 0.7919 34495 855.00 0.8867 38625 856.00 0.9813 42745 856.54 1.0355 45106 857.00 1.0355 45106 Comment: Node Max Conditions [Scenario1] 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] WEST POND 010 YR - 24 HR 856.39 854.73 0.0011 59.82 35.27 38311 WEST POND 100 YR - 24 HR 856.39 855.93 0.0016 109.20 67.21 43143 Stage [ Node: WEST POND ] Proposed Conditions ICPR Report Page 27 of 32 Stage = 852.75 27 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Pipe Link: D4 TO D3A Scenario:Scenario1 From Node:D4 To Node:D3A Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:148.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:852.86 ft Invert:852.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D4 TO D3A 010 YR - 24 HR 1.29 0.00 1.29 1.12 0.45 0.78 D4 TO D3A 100 YR - 24 HR 1.35 0.00 1.04 1.12 0.45 0.79 Pipe Link: D5 TO D4 Scenario:Scenario1 From Node:D5 To Node:D4 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:85.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:853.03 ft Invert:852.86 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Proposed Conditions ICPR Report Page 28 of 32 28 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D5 TO D4 010 YR - 24 HR 1.40 0.00 1.21 1.30 1.13 1.19 D5 TO D4 100 YR - 24 HR 1.65 0.00 1.25 1.31 1.13 1.19 Pipe Link: D7 TO D5 Scenario:Scenario1 From Node:UG SOUTH To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:137.60 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:853.31 ft Invert:853.03 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D7 TO D5 010 YR - 24 HR 1.12 0.00 0.83 1.51 1.29 1.35 D7 TO D5 100 YR - 24 HR 1.30 -0.05 0.69 1.52 1.30 1.35 Pipe Link: OUTLET PIPE Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Upstream Downstream Invert:852.40 ft Invert:851.95 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 Proposed Conditions ICPR Report Page 29 of 32 29 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Length:200.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 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 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] OUTLET PIPE 010 YR - 24 HR 33.85 0.00 0.03 4.45 6.50 5.47 OUTLET PIPE 100 YR - 24 HR 65.15 0.00 0.05 5.55 8.16 6.85 Drop Structure Link: OCS 1 Scenario:Scenario1 From Node:D3A To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:52.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:852.56 ft Invert:852.40 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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 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 Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Proposed Conditions ICPR Report Page 30 of 32 30 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Invert:852.56 ft Control Elevation:852.56 ft Max Depth:0.33 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 2 Scenario:Scenario1 From Node:UG NORTH To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:260.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.31 ft Invert:852.40 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:853.31 ft Control Elevation:853.31 ft Max Depth:0.83 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: Proposed Conditions ICPR Report Page 31 of 32 31 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed_2022-06-27\6/27/2022 20:32 Drop Structure Comment: Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:EXIST UG OFFSITE To Node:UG SOUTH Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 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:863.60 ft Control Elevation:863.60 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: Proposed Conditions ICPR Report Page 32 of 32 Emergency Conditions ICPR Report Page 1 of 36 NODE DIAGRAM - EMERGENCY CONDITIONS (ADDITIONAL 100-YR 24 HR RAIN EVENT AT T = 48 HOURS) 1 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:6/27/2022 8:43:17 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 60.0000 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: Emergency Conditions ICPR Report Page 2 of 36 2 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 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:3.83 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: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:6/27/2022 8:45:25 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 60.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 1.0000 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 Emergency Conditions ICPR Report Page 3 of 36 3 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 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 60.0000 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:6.46 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: Emergency Conditions ICPR Report Page 4 of 36 4 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Simple Basin: DIRECT DISCHARGE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA DIRECT DISCHARG E 010 YR - 24 HR 2.91 12.0000 3.83 3.17 0.6900 94.0 0.00 0.00 DIRECT DISCHARG E 100 YR - 24 HR 5.07 12.0000 6.46 5.77 0.6900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 DIRECT DISCHARGE [ft3] 010 YR - 24 HR 9593 0 7940 0 0 0 1653 DIRECT DISCHARGE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.18 0.00 0.00 0.00 0.04 DIRECT DISCHARGE [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 Emergency Conditions ICPR Report Page 5 of 36 5 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage DIRECT DISCHARGE [ft3] 100 YR - 24 HR 16180 0 14464 0 0 0 1716 DIRECT DISCHARGE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.33 0.00 0.00 0.00 0.04 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 Emergency Conditions ICPR Report Page 6 of 36 6 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 Simple Basin: OFFSITE NORTH Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.4300 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA OFFSITE NORTH 010 YR - 24 HR 1.79 12.0000 3.83 3.16 0.4300 94.0 0.00 0.00 OFFSITE NORTH 100 YR - 24 HR 3.13 12.0000 6.46 5.75 0.4300 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Emergency Conditions ICPR Report Page 7 of 36 7 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage OFFSITE NORTH [in] 010 YR - 24 HR 3.83 0.00 3.16 0.00 0.00 0.00 0.67 OFFSITE NORTH [ft3] 010 YR - 24 HR 5978 0 4930 0 0 0 1049 OFFSITE NORTH [ac-ft] 010 YR - 24 HR 0.14 0.00 0.11 0.00 0.00 0.00 0.02 OFFSITE NORTH [in] 100 YR - 24 HR 6.46 0.00 5.75 0.00 0.00 0.00 0.71 OFFSITE NORTH [ft3] 100 YR - 24 HR 10083 0 8980 0 0 0 1104 OFFSITE NORTH [ac-ft] 100 YR - 24 HR 0.23 0.00 0.21 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED NORTH A Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.5900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH A 010 YR - 24 HR 18.93 12.0000 3.83 3.16 4.5900 94.0 0.00 0.00 Emergency Conditions ICPR Report Page 8 of 36 8 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH A 100 YR - 24 HR 33.09 12.0000 6.46 5.76 4.5900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED NORTH A [in] 010 YR - 24 HR 3.83 0.00 3.16 0.00 0.00 0.00 0.67 PROPOSED NORTH A [ft3] 010 YR - 24 HR 63814 0 52695 0 0 0 11120 PROPOSED NORTH A [ac-ft] 010 YR - 24 HR 1.46 0.00 1.21 0.00 0.00 0.00 0.26 PROPOSED NORTH A [in] 100 YR - 24 HR 6.46 0.00 5.76 0.00 0.00 0.00 0.70 PROPOSED NORTH A [ft3] 100 YR - 24 HR 107635 0 95989 0 0 0 11645 PROPOSED NORTH A [ac-ft] 100 YR - 24 HR 2.47 0.00 2.20 0.00 0.00 0.00 0.27 Simple Basin: PROPOSED NORTH B Scenario:Scenario1 Node:UG NORTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.4200 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Emergency Conditions ICPR Report Page 9 of 36 9 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D NORTH B 010 YR - 24 HR 6.22 12.0000 3.83 3.60 1.4200 98.0 0.00 0.00 PROPOSE D NORTH B 100 YR - 24 HR 10.54 12.0000 6.46 6.22 1.4200 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED NORTH B [in] 010 YR - 24 HR 3.83 0.00 3.60 0.00 0.00 0.00 0.23 PROPOSED NORTH B [ft3] 010 YR - 24 HR 19742 0 18535 0 0 0 1207 PROPOSED NORTH B [ac-ft] 010 YR - 24 HR 0.45 0.00 0.43 0.00 0.00 0.00 0.03 PROPOSED NORTH B [in] 100 YR - 24 HR 6.46 0.00 6.22 0.00 0.00 0.00 0.24 PROPOSED NORTH B [ft3] 100 YR - 24 HR 33299 0 32071 0 0 0 1227 PROPOSED NORTH B [ac-ft] 100 YR - 24 HR 0.76 0.00 0.74 0.00 0.00 0.00 0.03 Simple Basin: PROPOSED SOUTH Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Emergency Conditions ICPR Report Page 10 of 36 10 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.6500 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH 010 YR - 24 HR 28.29 12.0000 3.83 3.38 6.6500 96.0 0.00 0.00 PROPOSE D SOUTH 100 YR - 24 HR 48.58 12.0000 6.46 5.99 6.6500 96.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH [in] 010 YR - 24 HR 3.83 0.00 3.38 0.00 0.00 0.00 0.45 PROPOSED SOUTH [ft3] 010 YR - 24 HR 92454 0 81513 0 0 0 10942 PROPOSED SOUTH [ac-ft] 010 YR - 24 HR 2.12 0.00 1.87 0.00 0.00 0.00 0.25 PROPOSED SOUTH [in] 100 YR - 24 HR 6.46 0.00 5.99 0.00 0.00 0.00 0.47 PROPOSED SOUTH [ft3] 100 YR - 24 HR 155941 0 144704 0 0 0 11237 PROPOSED SOUTH [ac-ft] 100 YR - 24 HR 3.58 0.00 3.32 0.00 0.00 0.00 0.26 Emergency Conditions ICPR Report Page 11 of 36 11 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Simple Basin: PROPOSED SOUTH B Scenario:Scenario1 Node:UG SOUTH Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.7500 ac Curve Number:98.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA PROPOSE D SOUTH B 010 YR - 24 HR 3.28 12.0000 3.83 3.60 0.7500 98.0 0.00 0.00 PROPOSE D SOUTH B 100 YR - 24 HR 5.57 12.0000 6.46 6.22 0.7500 98.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH B [in] 010 YR - 24 HR 3.83 0.00 3.60 0.00 0.00 0.00 0.23 PROPOSED SOUTH B [ft3] 010 YR - 24 HR 10427 0 9790 0 0 0 638 PROPOSED SOUTH B [ac-ft] 010 YR - 24 HR 0.24 0.00 0.22 0.00 0.00 0.00 0.01 PROPOSED SOUTH B [in] 100 YR - 24 HR 6.46 0.00 6.22 0.00 0.00 0.00 0.24 Emergency Conditions ICPR Report Page 12 of 36 12 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage PROPOSED SOUTH B [ft3] 100 YR - 24 HR 17587 0 16939 0 0 0 648 PROPOSED SOUTH B [ac-ft] 100 YR - 24 HR 0.40 0.00 0.39 0.00 0.00 0.00 0.01 Simple Basin: STRUCTURE A Scenario:Scenario1 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE A 010 YR - 24 HR 0.38 12.0000 3.83 3.17 0.0900 94.0 0.00 0.00 STRUCTU RE A 100 YR - 24 HR 0.66 12.0000 6.46 5.77 0.0900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 Emergency Conditions ICPR Report Page 13 of 36 13 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [ft3] 010 YR - 24 HR 1251 0 1036 0 0 0 216 STRUCTUR E A [ac-ft] 010 YR - 24 HR 0.03 0.00 0.02 0.00 0.00 0.00 0.00 STRUCTUR E A [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 STRUCTUR E A [ft3] 100 YR - 24 HR 2110 0 1887 0 0 0 224 STRUCTUR E A [ac-ft] 100 YR - 24 HR 0.05 0.00 0.04 0.00 0.00 0.00 0.01 Simple Basin: STRUCTURE B Scenario:Scenario1 Node:D4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE B 010 YR - 24 HR 0.23 12.0000 3.83 2.67 0.0600 89.0 0.00 0.00 STRUCTU RE B 100 YR - 24 HR 0.42 12.0000 6.46 5.20 0.0600 89.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Emergency Conditions ICPR Report Page 14 of 36 14 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E B [in] 010 YR - 24 HR 3.83 0.00 2.67 0.00 0.00 0.00 1.16 STRUCTUR E B [ft3] 010 YR - 24 HR 834 0 582 0 0 0 252 STRUCTUR E B [ac-ft] 010 YR - 24 HR 0.02 0.00 0.01 0.00 0.00 0.00 0.01 STRUCTUR E B [in] 100 YR - 24 HR 6.46 0.00 5.20 0.00 0.00 0.00 1.26 STRUCTUR E B [ft3] 100 YR - 24 HR 1407 0 1133 0 0 0 274 STRUCTUR E B [ac-ft] 100 YR - 24 HR 0.03 0.00 0.03 0.00 0.00 0.00 0.01 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:EXIST UG OFFSITE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 Emergency Conditions ICPR Report Page 15 of 36 15 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE SENIOR LIVING [in] 100 YR - 24 HR 6.46 0.00 5.30 0.00 0.00 0.00 1.16 SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Emergency Conditions ICPR Report Page 16 of 36 16 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR - 24 HR 80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: D3A Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.98 ft Warning Stage:859.66 ft Stage [ft]Area [ac]Area [ft2] 852.56 0.0003 13 859.66 0.0003 13 Comment: Node Max Conditions [Scenario1] Emergency Conditions ICPR Report Page 17 of 36 17 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 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] D3A 010 YR - 24 HR 859.66 859.01 0.0018 1.29 1.02 100 D3A 100 YR - 24 HR 859.66 859.93 0.0027 1.89 1.60 100 Stage [ Node: D3A ] Node: D4 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.98 ft Warning Stage:859.66 ft Stage [ft]Area [ac]Area [ft2] 852.86 0.0003 13 Emergency Conditions ICPR Report Page 18 of 36 18 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Stage [ft]Area [ac]Area [ft2] 859.66 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D4 010 YR - 24 HR 859.66 859.02 0.0025 1.61 1.29 100 D4 100 YR - 24 HR 859.66 859.94 0.0036 5.21 5.47 100 Stage [ Node: D4 ] Emergency Conditions ICPR Report Page 19 of 36 19 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Node: D5 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.98 ft Warning Stage:860.98 ft Stage [ft]Area [ac]Area [ft2] 853.03 0.0003 13 860.98 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D5 010 YR - 24 HR 860.98 859.02 0.0030 1.24 1.60 100 D5 100 YR - 24 HR 860.98 860.03 0.0030 5.14 5.19 100 Emergency Conditions ICPR Report Page 20 of 36 20 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Stage [ Node: D5 ] Node: EX. PARKING LOT Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.99 ft Warning Stage:857.88 ft Stage [ft]Area [ac]Area [ft2] 856.99 0.0002 9 857.49 0.0271 1180 857.88 0.1103 4805 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Emergency Conditions ICPR Report Page 21 of 36 21 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 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. PARKING LOT 010 YR - 24 HR 857.88 856.99 0.0000 0.00 0.00 100 EX. PARKING LOT 100 YR - 24 HR 857.88 857.70 0.0021 4.26 4.25 3127 Stage [ Node: EX. PARKING LOT ] Node: EXIST UG OFFSITE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.62 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 Emergency Conditions ICPR Report Page 22 of 36 22 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Stage [ft]Volume [ac-ft]Volume [ft3] 864.50 0.12 5097 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: Node Max Conditions [Scenario1] 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] EXIST UG OFFSITE 010 YR - 24 HR 868.00 865.80 0.0011 14.35 1.20 12396 EXIST UG OFFSITE 100 YR - 24 HR 868.00 867.65 0.0021 26.31 1.72 12676 Emergency Conditions ICPR Report Page 23 of 36 23 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Stage [ Node: EXIST UG OFFSITE ] Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Emergency Conditions ICPR Report Page 24 of 36 24 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 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] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 34.79 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 66.64 0.00 0 Stage [ Node: OUTFALL ] Node: UG NORTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.36 ft Warning Stage:862.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.3000 13068 Emergency Conditions ICPR Report Page 25 of 36 25 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Stage [ft]Area [ac]Area [ft2] 862.00 0.3000 13068 Comment: Node Max Conditions [Scenario1] 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] UG NORTH 010 YR - 24 HR 862.00 854.47 0.0005 6.58 1.36 13068 UG NORTH 100 YR - 24 HR 862.00 855.35 -0.0010 11.90 2.00 13068 Stage [ Node: UG NORTH ] Emergency Conditions ICPR Report Page 26 of 36 26 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Node: UG SOUTH Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:856.99 ft Warning Stage:860.00 ft Stage [ft]Area [ac]Area [ft2] 853.31 0.6402 27887 860.50 0.6402 27887 Comment: Node Max Conditions [Scenario1] 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] UG SOUTH 010 YR - 24 HR 860.00 859.02 0.0012 32.60 1.23 27909 UG SOUTH 100 YR - 24 HR 860.00 860.14 0.0020 55.54 5.10 27890 Emergency Conditions ICPR Report Page 27 of 36 STAGE IN VAULT IN EMERGENCY CONDITIONS 27 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Stage [ Node: UG SOUTH ] Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.75 ft Warning Stage:856.39 ft Stage [ft]Area [ac]Area [ft2] 852.40 0.6724 29290 854.00 0.7919 34495 855.00 0.8867 38625 856.00 0.9813 42745 856.54 1.0355 45106 857.00 1.0355 45106 Comment: Emergency Conditions ICPR Report Page 28 of 36 28 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Node Max Conditions [Scenario1] 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] WEST POND 010 YR - 24 HR 856.39 854.76 0.0011 60.21 35.92 38416 WEST POND 100 YR - 24 HR 856.39 855.97 0.0016 109.56 68.18 43285 Stage [ Node: WEST POND ] Pipe Link: D4 TO D3A Scenario:Scenario1 From Node:D4 To Node:D3A Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:148.00 ft Upstream Downstream Invert:852.86 ft Invert:852.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Emergency Conditions ICPR Report Page 29 of 36 29 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 FHWA Code:0 Entr Loss Coef:1.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D4 TO D3A 010 YR - 24 HR 1.29 0.00 1.02 0.41 0.41 0.41 D4 TO D3A 100 YR - 24 HR 1.89 0.00 1.07 0.60 0.60 0.60 Pipe Link: D5 TO D4 Scenario:Scenario1 From Node:D5 To Node:D4 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:85.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:853.03 ft Invert:852.86 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D5 TO D4 010 YR - 24 HR 1.60 0.00 1.26 0.51 0.51 0.51 D5 TO D4 100 YR - 24 5.19 0.00 -1.35 1.65 1.65 1.65 Emergency Conditions ICPR Report Page 30 of 36 30 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] HR Pipe Link: D7 TO D5 Scenario:Scenario1 From Node:UG SOUTH To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:137.60 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:853.31 ft Invert:853.03 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] D7 TO D5 010 YR - 24 HR 1.23 0.00 0.71 0.39 0.39 0.39 D7 TO D5 100 YR - 24 HR 5.10 0.00 0.66 1.62 1.62 1.62 Pipe Link: OUTLET PIPE Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:200.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Upstream Downstream Invert:852.40 ft Invert:851.95 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 Emergency Conditions ICPR Report Page 31 of 36 31 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] OUTLET PIPE 010 YR - 24 HR 34.48 0.00 0.03 4.48 6.53 5.50 OUTLET PIPE 100 YR - 24 HR 66.10 0.00 0.04 5.58 8.17 6.88 Drop Structure Link: OCS 1 Scenario:Scenario1 From Node:D3A To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:52.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:852.56 ft Invert:852.40 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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 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:852.56 ft Control Elevation:852.56 ft Max Depth:0.33 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 Emergency Conditions ICPR Report Page 32 of 36 32 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS 2 Scenario:Scenario1 From Node:UG NORTH To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:260.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.31 ft Invert:852.40 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:853.31 ft Control Elevation:853.31 ft Max Depth:0.83 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: Emergency Conditions ICPR Report Page 33 of 36 33 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:EXIST UG OFFSITE To Node:UG SOUTH Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 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:863.60 ft Control Elevation:863.60 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: Weir Link: D3A - OPEN CASTING Scenario:Scenario1 From Node:D3A To Node:EX. PARKING LOT Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Broad Crested Vertical Geometry Type:Rectangular Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Emergency Conditions ICPR Report Page 34 of 36 34 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Invert:859.66 ft Control Elevation:859.66 ft Max Depth:1.67 ft Max Width:1.67 ft Fillet:0.00 ft Discharge Coefficients Weir Default:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Weir Link: D4 - OPEN CASTING Scenario:Scenario1 From Node:D4 To Node:EX. PARKING LOT Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Horizontal Geometry Type:Rectangular Invert:859.66 ft Control Elevation:859.66 ft Max Depth:1.33 ft Max Width:2.92 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:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Weir Link: PARKING LOT OVERFLOW Scenario:Scenario1 From Node:EX. PARKING LOT To Node:WEST POND Link Count:1 Flow Direction:Both Damping:0.0000 ft Weir Type:Broad Crested Vertical Geometry Type:Irregular Invert:857.49 ft Control Elevation:857.49 ft Cross Section:EX. PARKING LOT Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:2.800 Weir Table: Orifice Default:0.600 Orifice Table: Comment: Weir Cross Section: EX. PARKING LOT Scenario:Scenario1 Emergency Conditions ICPR Report Page 35 of 36 35 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\Proposed-BackToBack_2022-06-27\6/27/2022 20:56 Lid:No Bottom Point Table Order Station [ft]Elevation [ft] 0 0.00 0.50 1 42.60 0.00 2 97.70 0.50 Comment: Emergency Conditions ICPR Report Page 36 of 36 170051006 – Hamilton Crossing Phase 2 Appendix E: Stormwater Quality Design EXISTING HOTEL±13,812 SFFFE: 862.39EXISTING HOTELEXPANSION±15,150 SFFFE: 862.39EXISTING BUILDING± 51,827 SFFFE = 862.40U.S. 31 REDUCED WEST POND WEST AREA AREA = 0.20 ACRES CNwq = 77 UNDERGROUND DETENTION VAULT FUTURE DEVELOPMENT FUTURE DEVELOPMENT June 27, 2022 HAMILTON CROSSING PHASE 2 STORM WATER QUALITY EXHIBIT 0'30'15'NORTH Description:Hamilton Crossing Phase 2 Reviewing Entity: Job #: Date:05/20/22 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.20 Impervious Area 0.00 Area 0.20 I = 0% (%) Rv = 0.05 Qa=0.05 (in.) CALCULATED CNwq CNwq =77 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER - WEST AREA Job Information City of Carmel 170051006 Type II 24-hr 1 Inch-24 Hour Rainfall=1.00"170051006 Printed 5/18/2022Prepared by Kimley-Horn HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: WQv Runoff = 0.00 cfs @ 12.03 hrs, Volume= 0.001 af, Depth> 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Type II 24-hr 1 Inch-24 Hour Rainfall=1.00" Area (ac) CN Description * 0.200 77 Matches Value from Spreadsheet 0.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Value City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/01/2019 Version 14.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.30 4.68 6 XC-6 3.31 6.74 6 XC-7 4.50 9.16 6 XC-8 5.88 11.97 6 XC-9 7.44 15.14 6 XC-10 9.19 18.70 6 XC-11 11.12 22.63 6 XC-12 13.23 26.92 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 1 Installed in the configuration as reviewed by NJCAT only 1.86 cfs > 1.07 cfs + 0.00 cfs 3.79 cfs > 1.07 cfs + 1.91 cfs 10-YR FLOW D310-D305 REFER TO APPENDIX F 170051006 – Hamilton Crossing Phase 2 Appendix F: Excerpts from Previous Drainage Report 170051006 – Hamilton Crossing Phase 1 Hamilton Crossing Phase 1 12201 North Meridian Street Carmel, IN 46032 Drainage Report Original: September 28, 2021 Revised: October 14, 2021 Prepared For: Kite Realty Group 30 South Meridian Street, Suite 1100 Indianapolis, IN 46204 Prepared By: Kimley-Horn and Associates, Inc. Mike Timko, PE Connor Strege, EI 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 218-9560 170051006 – Hamilton Crossing Phase 1 TABLE OF CONTENTS 1.0. PROJECT SUMMARY 2.0. INTRODUCTION 3.0. EXISTING CONDITIONS 4.0. PROPOSED CONDITIONS Appendix A: Project Site Maps Appendix B: Existing Drainage Conditions Appendix C: Proposed Basin Conditions Appendix D: Proposed Storm Sewer Design Appendix E: Stormwater Quality Design Appendix F: Excerpts From Previous Drainage Report 170051006 – Hamilton Crossing Phase 1 1.0 Project Summary Project Name: Hamilton Crossing Phase 1 Location: 12201 North Meridian Street, Carmel, IN 46032 Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Basin Runoff Calculations: USDA NRCS TR-55 Stormwater Quality: Dry Detention Basin, Aqua-Swirl Separator, Wet Detention Pond Stormwater Quantity: Wet Detention / Dry Detention Basins Design Standards: City of Carmel Stormwater Technical Manual 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Kite Realty Group to provide civil engineering services for the Hamilton Crossing Phase 1 Secondary Plat and Construction Plans located at 12201 North Meridian Street in Carmel, Indiana. The project consists of the redevelopment of approximately 14.29 acres into a mixed-use subdivision as well as road and utility infrastructure. This phase of the project focuses on the south half of the site. A portion of the existing detention pond will be filled as a part of the project and three new temporary dry detention basins will be created to offset the lost detention. The ultimate discharge point from the site is at the north end of the property and ties into the storm infrastructure along Carmel Drive. The discharge is conveyed eastward to the WR Fertig Legal Drain. Water quality for the project will be provided by a combination of dry detention basins, the existing wet pond, as well as mechanical separators. The proposed stormwater detention was designed to meet the City of Carmel Drainage Ordinance requirements that were in place in 1998 when the original overall commercial development was approved. The proposed stormwater quality measures were designed to meet the requirements of the current City of Carmel Stormwater Technical Manual. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0206G, 18057C0207G, 18057C0208G, 18057C0209G dated November 19, 2014 provided in Appendix A, the site resides within “Zone X” which corresponds to areas determined to be outside of the 0.2% annual chance floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists of Urban land-Brookston Complex (UbaA), Urban land-Crosby silt loam (UcfA), and Urban land-Miami silt loam (UkbB2). Refer to Appendix A for the NRCS Web Soil Survey information. Existing Site Features The total existing site consists of approximately 14.29 acres. The site is fully developed and primarily consists of retail and hospitality uses. An existing wet pond extends along the west property line and a portion of the north property line. A second wet pond is located in the southeast corner of the property. 170051006 – Hamilton Crossing Phase 1 The east wet pond discharges into the west wet pond. The majority of the site, approximately 10.1 acres, sheet flows to storm infrastructure that conveys runoff to the wet pond. Approximately 3.4 acres is conveyed to the east pond. A small portion of the site, approximately 0.7 acres, discharges directly to the storm infrastructure in Carmel Drive. As noted previously, the ultimate outfall point for the detention ponds is to the storm sewer in Carmel Drive at the north end of the site. A 42” storm sewer conveys the detained runoff to the east and ultimately to the WR Fertig Legal Drain. Offsite flow from the south and west is being directed towards the west wet pond. The south offsite flow is from the Sunrise Senior Living site. The runoff is detained in underground detention prior to discharging to the south end of the west wet pond. The west offsite runoff is from the US 31 right of way and the commercial development on the west side of US 31. The existing conditions were modeled based on the surveyed drainage conditions and the offsite analysis included in the Penn Circle project. The model was updated to use the current rainfall data per the Carmel Stormwater Technical Manual. The table below indicates the existing runoff from the site for the 10-, and 100-year storm events using ICPR 4 Stormwater Modeling (Refer to Appendix B for existing drainage calculations). 10-year 100-year Peak Direct Discharge 2.82 cfs 5.01 cfs Peak Detained Release 33.99 cfs 65.81 cfs Peak Total Existing Runoff 34.26 cfs 66.29 cfs 4.0. Proposed Conditions The proposed site will drain via sheet and shallow concentrated flow to proposed storm sewer on site. The proposed development utilizes reinforced concrete piping to convey the runoff from the site to four interconnected detention basins, three of which are temporary and the fourth is the modified existing west wet pond. The proposed storm sewer has been designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual (Refer to Appendix D for proposed storm sewer calculations). The storm sewer was designed to ensure no adverse impact on adjacent landowners. As a part of a separate construction plan set, four of the five existing buildings of the property will be demolished prior to the start of this project. The locations of two of the former buildings will be utilized as dry detention basins in the post Phase 1 condition. All three dry detention basins will connect to the existing wet pond. The outlet control and emergency spillway of the existing wet pond will not be modified as a part of the project. Per the agreement between the City of Carmel staff and the Hamilton County Surveyor, the allowable release rates, 100-year water surface elevations, and allowable freeboard for the detention system will be grandfathered from the existing condition that was modeled. The improvements for this phase of the project will occur on the south half of the site. The runoff from the disturbed area will be directed to one of the proposed dry detention basins prior to discharging to the modified existing wet pond. The detained runoff will be directed to an Aqua-Swirl™ unit prior to discharging into the existing wet pond. The offsite flow from the west will not be impacted by the scope 170051006 – Hamilton Crossing Phase 1 of work of the project. The offsite flow from the south, senior living facility, will be re-routed as a part of this project. The existing outfall will be intercepted, and flow will be routed to the east wet pond. The downstream storm sewers and east detention pond have been modeled to handle this flow. The Table below summarizes the proposed runoff from the site using the SCS Curve Number method and ICPR4 Stormwater Modeling (Refer to Appendix C for calculations). Proposed Release Rates 10-YEAR 100-YEAR Peak Direct Discharge 2.76 cfs 4.97 cfs Peak Detained Release 33.25 cfs 64.53 cfs PEAK TOTAL DISCHARGE 33.53 cfs 64.97 cfs PEAK EXISTING DISCHARGE 34.26 cfs 66.29 cfs 100-Year Water Surface Elevations Existing Wet Pond 855.96 Modified Wet Pond 855.90 Stormwater Quality Per the City of Carmel’s Stormwater Technical Standards, two Water Quality BMPs are required in series to treat the 1” rainfall event. The first BMP in series are the dry detention basins. The second BMP in series is a downstream Aqua-Shield Aqua-Swirl™ XCelerator unit that has been sized to treat the fully redeveloped condition. An XC-3 has the capacity to treat the 1” rainfall event, offline, but the max 10-yr on-line flow rate is insufficient resulting in an XC-4. This treatment include the 100-year release from the outlet control structure upstream of the Aqua-Swirl. Refer to Appendix D for Stormwater Quality Calculations. Conclusions The proposed drainage design for this project has been designed to meet or improve the existing detention conditions. No adverse impacts are anticipated to affect any adjacent or downstream properties. 170051006 – Hamilton Crossing Phase 1 Appendix B: Existing Basin Conditions U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVE EXISTING WEST AREA = 10.10 ACRES CN = 92 EXISTING EAST AREA = 3.35 ACRES CN = 93 OFFSITE WEST MPP (PER EXISTING DRAINAGE REPORT) AREA = 5.81 ACRES CN = 90 OFFSITE WEST US31 (PER EXISTING DRAINAGE REPORT) AREA = 15.8 ACRES CN = 91 OFFSITE SOUTH (PER EXISTING DRAINAGE REPORT)SUNRISE SENIOR LIVINGAREA = 3.82 ACRESCN = 90EXISTING DIRECT RELEASE AREA = 0.69 ACRES CN = 92 SEPTEMBER 13, 2021 0'160'80'40'20'NORTHEXISTING DRAINAGE EXHIBITHAMILTON CROSSING PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 29.2% C 70.8% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 66 75 Fully Developed Open Space Good Condition (>75% Cover)0.30 70 78 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 74 81 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group EXISTING WEST 0.00 2.27 5.88 0.00 0.90 1.05 10.10 0.75 92 94 EXISTING EAST 0.00 0.64 1.04 0.00 1.45 0.23 3.35 0.78 93 94 EXISTING DIRECT RELEASE 0.00 0.15 0.54 0.00 0.00 0.00 0.69 0.73 92 94 TEMPORARY NORTH A 0.00 1.53 2.40 0.00 0.00 0.65 4.59 0.69 89 92 TEMPORARY NORTH B 0.00 2.17 0.00 0.00 0.00 0.00 2.17 0.30 70 78 TEMPORARY SOUTH A 0.00 0.73 0.63 0.00 0.00 0.00 1.37 0.56 83 87 TEMPORARY SOUTH B 0.00 1.76 1.46 0.00 1.84 0.23 5.29 0.69 89 91 D5 0.00 0.02 0.07 0.00 0.00 0.00 0.09 0.74 92 94 D4 0.00 0.03 0.03 0.00 0.00 0.00 0.06 0.60 85 89 TEMPORARY DIRECT DISCHARGE 0.00 0.23 0.46 0.00 0.00 0.00 0.69 0.66 89 91 Hamilton Crossing CVS 13-Sep-21 Site Soil Soil Group Weighted CN Basin Area (ac) EXISTING CONDITIONS TEMPORARY PROPOSED CONDITIONS (PARKING LOT) Weighted C Cover Type Condition Existing ICPR Model – Node Diagram 1 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:10/11/2021 4:25:18 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 96.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 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 60.0000 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: 2 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 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:3.83 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: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:10/11/2021 4:25:43 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 96.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 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 3 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 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 60.0000 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:6.46 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: 4 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin: EXISTING EAST Scenario:Scenario1 Node:EAST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.3500 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA EXISTING EAST 010 YR - 24 HR 13.56 12.0000 3.83 3.06 3.3500 93.0 0.00 0.00 EXISTING EAST 100 YR - 24 HR 23.95 12.0000 6.46 5.65 3.3500 93.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage EXISTING EAST [in] 010 YR - 24 HR 3.83 0.00 3.06 0.00 0.00 0.00 0.77 EXISTING EAST [ft3] 010 YR - 24 HR 46575 0 37201 0 0 0 9374 EXISTING EAST [ac-ft] 010 YR - 24 HR 1.07 0.00 0.85 0.00 0.00 0.00 0.22 EXISTING EAST [in] 100 YR - 24 HR 6.46 0.00 5.65 0.00 0.00 0.00 0.81 EXISTING EAST [ft3] 100 YR - 24 HR 78557 0 68651 0 0 0 9906 EXISTING EAST [ac-ft] 100 YR - 24 HR 1.80 0.00 1.58 0.00 0.00 0.00 0.23 5 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin: EXISTING WEST Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:10.1000 ac Curve Number:92.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA EXISTING WEST 010 YR - 24 HR 40.03 12.0000 3.83 2.96 10.1000 92.0 0.00 0.00 EXISTING WEST 100 YR - 24 HR 71.54 12.0000 6.46 5.53 10.1000 92.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage EXISTING WEST [in] 010 YR - 24 HR 3.83 0.00 2.96 0.00 0.00 0.00 0.87 EXISTING WEST [ft3] 010 YR - 24 HR 140419 0 108449 0 0 0 31970 EXISTING WEST [ac-ft] 010 YR - 24 HR 3.22 0.00 2.49 0.00 0.00 0.00 0.73 EXISTING WEST [in] 100 YR - 24 HR 6.46 0.00 5.53 0.00 0.00 0.00 0.93 EXISTING WEST [ft3] 100 YR - 24 HR 236843 0 202762 0 0 0 34081 EXISTING WEST [ac-ft] 100 YR - 24 HR 5.44 0.00 4.65 0.00 0.00 0.00 0.78 6 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 7 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin: ONSITE DIRECT RELEASE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6938 ac Curve Number:92.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA ONSITE DIRECT RELEASE 010 YR - 24 HR 2.82 12.0000 3.83 2.97 0.6938 92.0 0.00 0.00 ONSITE DIRECT RELEASE 100 YR - 24 HR 5.01 12.0000 6.46 5.54 0.6938 92.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage ONSITE DIRECT RELEASE [in] 010 YR - 24 HR 3.83 0.00 2.97 0.00 0.00 0.00 0.86 ONSITE DIRECT RELEASE [ft3] 010 YR - 24 HR 9646 0 7467 0 0 0 2178 ONSITE DIRECT RELEASE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.17 0.00 0.00 0.00 0.05 8 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage ONSITE DIRECT RELEASE [in] 100 YR - 24 HR 6.46 0.00 5.54 0.00 0.00 0.00 0.92 ONSITE DIRECT RELEASE [ft3] 100 YR - 24 HR 16269 0 13961 0 0 0 2308 ONSITE DIRECT RELEASE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.32 0.00 0.00 0.00 0.05 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:UG STORAGE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 9 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE SENIOR LIVING [in] 100 YR - 24 HR 6.46 0.00 5.30 0.00 0.00 0.00 1.16 SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: 10 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR - 24 HR 80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: EAST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:854.44 ft Warning Stage:900.00 ft Stage [ft]Area [ac]Area [ft2] 854.44 0.2300 10019 855.00 0.2500 10890 856.00 0.3000 13068 857.00 0.3507 15276 858.00 0.4050 17642 858.61 0.4394 19140 Comment: 11 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Node Max Conditions [Scenario1] 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] EAST POND 010 YR - 24 HR 900.00 855.89 -0.0010 13.55 2.22 12832 EAST POND 100 YR - 24 HR 900.00 857.04 -0.0010 23.95 2.64 15385 Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] 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] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 34.26 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 66.29 0.00 0 Node: UG STORAGE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.60 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 864.50 0.12 5097 12 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Stage [ft]Volume [ac-ft]Volume [ft3] 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: Node Max Conditions [Scenario1] 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] UG STORAGE 010 YR - 24 HR 868.00 865.78 0.0010 14.35 1.23 12362 UG STORAGE 100 YR - 24 HR 868.00 867.59 -0.0010 26.32 1.74 12676 Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.40 ft Warning Stage:900.00 ft Stage [ft]Area [ac]Area [ft2] 852.40 1.0497 45725 854.00 1.2502 54459 855.00 1.4401 62731 856.00 1.6356 71247 856.54 1.7684 77032 990.00 1.7684 77032 Comment: Node Max Conditions [Scenario1] 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] WEST POND 010 YR - 24 900.00 854.74 0.0010 81.08 33.99 61355 13 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 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] HR WEST POND 100 YR - 24 HR 900.00 855.96 -0.0010 145.69 65.81 71562 Pipe Link: PIPE 1 Scenario:Scenario1 From Node:EAST POND To Node:WEST POND Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:401.73 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:854.44 ft Invert:852.27 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] PIPE 1 010 YR - 24 HR 2.22 0.00 0.07 3.61 2.83 2.95 PIPE 1 100 YR - 24 HR 2.64 0.00 0.07 3.44 3.37 3.37 Pipe Link: PIPE 2 Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:200.00 ft FHWA Code:0 Upstream Downstream Invert:852.40 ft Invert:851.95 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: 14 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Entr Loss Coef:1.00 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 Comment: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] PIPE 2 010 YR - 24 HR 33.99 0.00 -0.03 4.46 6.50 5.48 PIPE 2 100 YR - 24 HR 65.81 0.00 -0.04 5.57 8.17 6.87 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:UG STORAGE To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 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:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 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:863.60 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: 15 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Control Elevation:863.60 ft Max Depth:0.50 ft Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] UG STORAGE OUTLET - Pipe 010 YR - 24 HR 1.23 0.00 0.00 0.00 0.00 0.00 UG STORAGE OUTLET - Weir: 1 010 YR - 24 HR 1.23 0.00 0.00 6.29 6.29 6.29 UG STORAGE OUTLET - Pipe 100 YR - 24 HR 1.74 0.00 0.00 0.00 0.00 0.00 UG STORAGE OUTLET - Weir: 1 100 YR - 24 HR 1.74 0.00 0.00 8.88 8.88 8.88 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:UG STORAGE To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 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 Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 16 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Energy Switch:Energy 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:863.60 ft Control Elevation:863.60 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: 170051006 – Hamilton Crossing Phase 1 Appendix C: Proposed Basin Conditions U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVEGenerator10' x 32' x 2' padTrans.8' x9'EXISTING HOTEL±13,812 SFFFE: 862.39PROPOSED HOTELEXPANSION±14,503 SFFFE: 862.39PROPOSED BUILDING 1± 51,792 SFT/F = 862.40FUTURE BUILDING±38,993 SFFFE: 862.40EXPANDED EAST POND REDUCED WEST POND TEMPORARY DETENTION 2 OFFSITE WEST MPP (PER EXISTING DRAINAGE REPORT) AREA = 5.81 ACRES CN = 90 OFFSITE WEST US31 (PER EXISTING DRAINAGE REPORT) AREA = 15.8 ACRES CN = 91 OFFSITE SOUTH (PER EXISTING DRAINAGE REPORT)SUNRISE SENIOR LIVINGAREA = 3.82 ACRESCN = 90D4 AREA = 0.06 ACRES CN = 89 TEMPORARY NORTH A AREA = 4.59 ACRES CN = 92 TEMPORARY DIRECT RELEASE AREA = 0.69 ACRES CN = 91 TEMPORARY NORTH B AREA = 2.17 ACRES CN = 78 TEMPORARY SOUTH B AREA = 5.29 ACRES CN = 91 TEMPORARY SOUTH A AREA = 1.37 ACRES CN = 87 D5 AREA = 0.09 ACRES CN = 94 TEMPORARY DETENTION 1 SEPTEMBER 08, 2021 0'160'80'40'20'NORTHPROPOSED TEMPORARY DRAINAGE EXHIBITHAMILTON CROSSING PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 29.2% C 70.8% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 66 75 Fully Developed Open Space Good Condition (>75% Cover)0.30 70 78 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 74 81 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group EXISTING WEST 0.00 2.27 5.88 0.00 0.90 1.05 10.10 0.75 92 94 EXISTING EAST 0.00 0.64 1.04 0.00 1.45 0.23 3.35 0.78 93 94 EXISTING DIRECT RELEASE 0.00 0.15 0.54 0.00 0.00 0.00 0.69 0.73 92 94 TEMPORARY NORTH A 0.00 1.53 2.40 0.00 0.00 0.65 4.59 0.69 89 92 TEMPORARY NORTH B 0.00 2.17 0.00 0.00 0.00 0.00 2.17 0.30 70 78 TEMPORARY SOUTH A 0.00 0.73 0.63 0.00 0.00 0.00 1.37 0.56 83 87 TEMPORARY SOUTH B 0.00 1.76 1.46 0.00 1.84 0.23 5.29 0.69 89 91 D5 0.00 0.02 0.07 0.00 0.00 0.00 0.09 0.74 92 94 D4 0.00 0.03 0.03 0.00 0.00 0.00 0.06 0.60 85 89 TEMPORARY DIRECT DISCHARGE 0.00 0.23 0.46 0.00 0.00 0.00 0.69 0.66 89 91 Hamilton Crossing CVS 13-Sep-21 Site Soil Soil Group Weighted CN Basin Area (ac) EXISTING CONDITIONS TEMPORARY PROPOSED CONDITIONS (PARKING LOT) Weighted C Cover Type Condition Proposed ICPR Model – Node Diagram 1 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:9/10/2021 2:51:39 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 96.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 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 60.0000 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: 2 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 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:3.83 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: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:9/10/2021 2:53:39 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 96.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 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 3 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 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 60.0000 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:6.46 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: 4 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 5 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin: STRUCTURE A Scenario:Scenario1 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE A 010 YR - 24 HR 0.38 12.0000 3.83 3.17 0.0900 94.0 0.00 0.00 STRUCTU RE A 100 YR - 24 HR 0.66 12.0000 6.46 5.77 0.0900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 STRUCTUR E A [ft3] 010 YR - 24 HR 1251 0 1036 0 0 0 216 STRUCTUR E A [ac-ft] 010 YR - 24 HR 0.03 0.00 0.02 0.00 0.00 0.00 0.00 STRUCTUR E A [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 STRUCTUR E A [ft3] 100 YR - 24 HR 2110 0 1887 0 0 0 224 STRUCTUR E A [ac-ft] 100 YR - 24 HR 0.05 0.00 0.04 0.00 0.00 0.00 0.01 6 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin: STRUCTURE B Scenario:Scenario1 Node:D4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE B 010 YR - 24 HR 0.23 12.0000 3.83 2.67 0.0600 89.0 0.00 0.00 STRUCTU RE B 100 YR - 24 HR 0.42 12.0000 6.46 5.20 0.0600 89.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E B [in] 010 YR - 24 HR 3.83 0.00 2.67 0.00 0.00 0.00 1.16 STRUCTUR E B [ft3] 010 YR - 24 HR 834 0 582 0 0 0 252 STRUCTUR E B [ac-ft] 010 YR - 24 HR 0.02 0.00 0.01 0.00 0.00 0.00 0.01 STRUCTUR E B [in] 100 YR - 24 HR 6.46 0.00 5.20 0.00 0.00 0.00 1.26 STRUCTUR E B [ft3] 100 YR - 24 HR 1407 0 1133 0 0 0 274 STRUCTUR E B [ac-ft] 100 YR - 24 HR 0.03 0.00 0.03 0.00 0.00 0.00 0.01 7 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:UG STORAGE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE 100 YR - 24 6.46 0.00 5.30 0.00 0.00 0.00 1.16 8 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SENIOR LIVING [in] HR SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: TEMPORARY DIRECT RELEASE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6938 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY DIRECT RELEASE 010 YR - 24 HR 2.76 12.0000 3.83 2.87 0.6938 91.0 0.00 0.00 TEMPORA RY DIRECT RELEASE 100 YR - 24 HR 4.97 12.0000 6.46 5.43 0.6938 91.0 0.00 0.00 9 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y DIRECT RELEASE [in] 010 YR - 24 HR 3.83 0.00 2.87 0.00 0.00 0.00 0.96 TEMPORAR Y DIRECT RELEASE [ft3] 010 YR - 24 HR 9646 0 7218 0 0 0 2428 TEMPORAR Y DIRECT RELEASE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.17 0.00 0.00 0.00 0.06 TEMPORAR Y DIRECT RELEASE [in] 100 YR - 24 HR 6.46 0.00 5.43 0.00 0.00 0.00 1.03 TEMPORAR Y DIRECT RELEASE [ft3] 100 YR - 24 HR 16269 0 13673 0 0 0 2597 TEMPORAR Y DIRECT RELEASE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.31 0.00 0.00 0.00 0.06 Simple Basin: TEMPORARY NORTH A Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.5900 ac Curve Number:92.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: 10 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY NORTH A 010 YR - 24 HR 18.40 12.0000 3.83 2.95 4.5900 92.0 0.00 0.00 TEMPORA RY NORTH A 100 YR - 24 HR 32.81 12.0000 6.46 5.52 4.5900 92.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y NORTH A [in] 010 YR - 24 HR 3.83 0.00 2.95 0.00 0.00 0.00 0.88 TEMPORAR Y NORTH A [ft3] 010 YR - 24 HR 63814 0 49216 0 0 0 14598 TEMPORAR Y NORTH A [ac-ft] 010 YR - 24 HR 1.46 0.00 1.13 0.00 0.00 0.00 0.34 TEMPORAR Y NORTH A [in] 100 YR - 24 HR 6.46 0.00 5.52 0.00 0.00 0.00 0.94 TEMPORAR Y NORTH A [ft3] 100 YR - 24 HR 107635 0 92016 0 0 0 15618 TEMPORAR Y NORTH A [ac-ft] 100 YR - 24 HR 2.47 0.00 2.11 0.00 0.00 0.00 0.36 Simple Basin: TEMPORARY NORTH B Scenario:Scenario1 Node:TEMPORARY POND 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.1700 ac Curve Number:78.0 11 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY NORTH B 010 YR - 24 HR 5.63 12.0167 3.83 1.76 2.1700 78.0 0.00 0.00 TEMPORA RY NORTH B 100 YR - 24 HR 12.30 12.0167 6.46 3.99 2.1700 78.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y NORTH B [in] 010 YR - 24 HR 3.83 0.00 1.76 0.00 0.00 0.00 2.07 TEMPORAR Y NORTH B [ft3] 010 YR - 24 HR 30169 0 13825 0 0 0 16345 TEMPORAR Y NORTH B [ac-ft] 010 YR - 24 HR 0.69 0.00 0.32 0.00 0.00 0.00 0.38 TEMPORAR Y NORTH B [in] 100 YR - 24 HR 6.46 0.00 3.99 0.00 0.00 0.00 2.47 TEMPORAR Y NORTH B [ft3] 100 YR - 24 HR 50886 0 31461 0 0 0 19425 TEMPORAR Y NORTH B [ac-ft] 100 YR - 24 HR 1.17 0.00 0.72 0.00 0.00 0.00 0.45 Simple Basin: TEMPORARY SOUTH A Scenario:Scenario1 12 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node:TEMPORARY POND 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.3700 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY SOUTH A 010 YR - 24 HR 4.79 12.0000 3.83 2.48 1.3700 87.0 0.00 0.00 TEMPORA RY SOUTH A 100 YR - 24 HR 9.13 12.0000 6.46 4.97 1.3700 87.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y SOUTH A [in] 010 YR - 24 HR 3.83 0.00 2.48 0.00 0.00 0.00 1.35 TEMPORAR Y SOUTH A [ft3] 010 YR - 24 HR 19047 0 12358 0 0 0 6689 TEMPORAR Y SOUTH A [ac-ft] 010 YR - 24 HR 0.44 0.00 0.28 0.00 0.00 0.00 0.15 TEMPORAR Y SOUTH A [in] 100 YR - 24 HR 6.46 0.00 4.97 0.00 0.00 0.00 1.49 TEMPORAR Y SOUTH A 100 YR - 24 HR 32126 0 24696 0 0 0 7430 13 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage [ft3] TEMPORAR Y SOUTH A [ac-ft] 100 YR - 24 HR 0.74 0.00 0.57 0.00 0.00 0.00 0.17 Simple Basin: TEMPORARY SOUTH B Scenario:Scenario1 Node:EAST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.2900 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY SOUTH B 010 YR - 24 HR 20.51 12.0000 3.83 2.86 5.2900 91.0 0.00 0.00 TEMPORA RY SOUTH B 100 YR - 24 HR 37.09 12.0000 6.46 5.42 5.2900 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y SOUTH B 010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 14 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage [in] TEMPORAR Y SOUTH B [ft3] 010 YR - 24 HR 73546 0 54903 0 0 0 18644 TEMPORAR Y SOUTH B [ac-ft] 010 YR - 24 HR 1.69 0.00 1.26 0.00 0.00 0.00 0.43 TEMPORAR Y SOUTH B [in] 100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 TEMPORAR Y SOUTH B [ft3] 100 YR - 24 HR 124049 0 104005 0 0 0 20045 TEMPORAR Y SOUTH B [ac-ft] 100 YR - 24 HR 2.85 0.00 2.39 0.00 0.00 0.00 0.46 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR -80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 15 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA 24 HR Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: D3A Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.56 ft Warning Stage:857.58 ft Stage [ft]Area [ac]Area [ft2] 852.56 0.0003 13 857.58 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D3A 010 YR - 24 HR 857.58 855.89 0.0010 0.91 0.41 161 D3A 100 YR - 24 HR 857.58 857.31 0.0010 1.00 0.50 161 16 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node: D4 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.86 ft Warning Stage:859.03 ft Stage [ft]Area [ac]Area [ft2] 852.86 0.0003 13 859.03 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D4 010 YR - 24 HR 859.03 855.89 0.0010 1.05 0.91 245 D4 100 YR - 24 HR 859.03 857.31 0.0010 1.13 1.00 245 Node: D5 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.03 ft Warning Stage:860.47 ft Stage [ft]Area [ac]Area [ft2] 853.03 0.0003 13 860.47 0.0003 13 Comment: Node Max Conditions [Scenario1] 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] D5 010 YR - 24 HR 860.47 855.90 0.0010 0.87 1.05 200 D5 100 YR - 24 860.47 857.31 -0.0010 0.94 1.13 200 17 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 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] HR Node: EAST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.24 ft Warning Stage:857.56 ft Stage [ft]Area [ac]Area [ft2] 853.24 0.0001 4 854.00 0.2246 9784 854.05 0.2509 10929 854.07 0.4746 20674 855.00 0.8942 38951 856.00 1.1802 51410 857.00 1.2481 54367 858.00 1.3165 57347 858.60 1.3600 59242 Comment: Node Max Conditions [Scenario1] 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] EAST POND 010 YR - 24 HR 857.56 855.90 0.0009 21.72 0.87 50132 EAST POND 100 YR - 24 HR 857.56 857.31 0.0010 39.11 0.93 55302 Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: 18 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] 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] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 33.53 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 64.97 0.00 0 Node: TEMPORARY POND 1 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:854.16 ft Warning Stage:856.75 ft Stage [ft]Area [ac]Area [ft2] 853.28 0.0001 4 854.00 0.0351 1529 855.00 0.1620 7057 856.00 0.2793 12166 856.75 0.3939 17158 Comment: Node Max Conditions [Scenario1] 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] TEMPORARY POND 1 010 YR - 24 HR 856.75 855.22 -0.0010 4.79 0.30 8205 TEMPORARY POND 1 100 YR - 24 HR 856.75 856.05 -0.0010 9.13 0.37 12507 19 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node: TEMPORARY POND 2 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.90 ft Warning Stage:856.90 ft Stage [ft]Area [ac]Area [ft2] 853.90 0.0001 4 854.90 0.2866 12484 855.90 0.7338 31964 856.90 0.8153 35514 900.00 0.8153 35514 Comment: Node Max Conditions [Scenario1] 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] TEMPORARY POND 2 010 YR - 24 HR 856.90 855.13 0.0005 5.63 0.11 16863 TEMPORARY POND 2 100 YR - 24 HR 856.90 855.80 0.0004 12.30 0.14 30008 Node: UG STORAGE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.60 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 864.50 0.12 5097 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: 20 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node Max Conditions [Scenario1] 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] UG STORAGE 010 YR - 24 HR 868.00 865.80 0.0009 14.35 1.20 12396 UG STORAGE 100 YR - 24 HR 868.00 867.65 0.0010 26.32 1.72 12676 Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.40 ft Warning Stage:856.39 ft Stage [ft]Area [ac]Area [ft2] 852.40 0.6724 29290 854.00 0.7919 34495 855.00 0.8867 38625 856.00 0.9813 42745 856.54 1.0355 45106 857.00 1.0355 45106 Comment: Node Max Conditions [Scenario1] 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] WEST POND 010 YR - 24 HR 856.39 854.71 0.0008 57.08 33.25 38211 WEST POND 100 YR - 24 HR 856.39 855.90 0.0010 104.66 64.53 43019 Pipe Link: D4 TO D3A Scenario:Scenario1 From Node:D4 To Node:D3A Link Count:1 Flow Direction:Both Damping:0.0000 ft Upstream Downstream Invert:852.86 ft Invert:852.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft 21 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Length:148.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 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 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: D5 TO D4 Scenario:Scenario1 From Node:D5 To Node:D4 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:85.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:853.03 ft Invert:852.86 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: D7 TO D5 Scenario:Scenario1 From Node:EAST POND To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:102.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:853.24 ft Invert:853.03 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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: 22 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Pipe Link: OUTLET PIPE Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:200.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:852.40 ft Invert:851.95 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: OCS 1 Scenario:Scenario1 From Node:D3A To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:52.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:852.56 ft Invert:852.40 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 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 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:852.56 ft Control Elevation:852.56 ft Max Depth:0.25 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 23 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS 2 Scenario:Scenario1 From Node:TEMPORARY POND 2 To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:83.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.90 ft Invert:853.63 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:853.90 ft Control Elevation:853.90 ft Max Depth:0.17 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: 24 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Drop Structure Link: OCS 3 Scenario:Scenario1 From Node:TEMPORARY POND 1 To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:9.30 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.28 ft Invert:853.23 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 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 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:853.28 ft Control Elevation:853.28 ft Max Depth:0.25 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: UG STORAGE OUTLET Scenario:Scenario1 From Node:UG STORAGE To Node:EAST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: 25 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:1.00 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:863.60 ft Control Elevation:863.60 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: 170051006 – Hamilton Crossing Phase 1 Appendix D: Proposed Storm Sewer Design U.S. 31FUTURE BUILDING FUTURE BUILDING GARAGE BUILDING ±35,050 SF FFE: 862.00 PROPOSED HEADQUARTERS FFE = 862.40 October 12, 2023 HAMILTON CROSSING HQ STORM BASINS MAP 0'40'20' SCALE: 1" = 40' NORTH CHAPTER 200 HYDROLOGY SECTION 201 BASIC POLICIES AND REQUIREMENTS The following section provides a list of design policies which must be applied during a hydrologic analysis performed within the City of Carmel. 201.01 Introduction Following are discussions of concepts which will be important in a hydrologic analysis. These concepts will be used throughout the remainder of this chapter in dealing with different aspects of hydrologic studies. Abbreviations 201.02 Abbreviations and Definitions COE: United States Army Corps of Engineers IDEM: Indiana Department of Environmental Management IDNR: Indiana Department of Natural Resources INDOT: Indiana Department of Transportation NRCS: USDA-Natural Resources Conservation Service USDA: United States Department of Agriculture Definitions Channel: A portion of a natural or artificial watercourse which periodically or continuously contains moving water, or which forms a connecting link between two bodies of water. It has a defined bed and banks which serve to confine the water. Curve Number: The NRCS index that represents the combined hydrologic effect of soil, land use, land cover, hydrologic condition and antecedent runoff condition. Design Storm: A selected storm event, described in terms of the probability of occurring once within a given number of years, for which drainage or flood control improvements are designed and built. Drainage Area: The area draining into a stream at a given point. It may be of different sizes for surface runoff, subsurface flow and base flow, but generally the surface runoff area is considered as the drainage area. 200-1 Duration: The time period of a rainfall event. Hydrograph: For a given point on a stream, drainage basin, or a lake, a graph showing either the discharge, stage (depth), velocity, or volume of water with respect to time. Inlet: An opening into a storm drain system for the entrance of surface storm water runoff, more completely described as a storm drain inlet. Major Drainage System: Drainage system carrying runoff from an area of one or more square miles. Minor Drainage System: Drainage system carrying runoff from an area of less than one square mile. Rainfall Intensity: The rate at which rain is falling at any given instant, usually expressed in inches per hour. Runoff: That portion of precipitation that flows from a drainage area on the land surface, in open channels, or in stormwater conveyance systems. Storm Frequency: The time interval between major storms of predetermined intensity and volumes of runoff (e.g. a 5-yr., 10-yr., or 20-yr. storm). Storm Sewer: A closed conduit for conveying collected storm water, while excluding sewage and industrial wastes. Also called a storm drain. Swale: An elongated depression in the land surface that is at least seasonally wet, is usually heavily vegetated, and is normally without flowing water. Swales conduct stormwater into primary drainage channels and may provide some groundwater recharge. Time of Concentration: The travel time of a particle of water from the most hydraulically remote point in the contributing area to the point under study. This can be considered the sum of an overland flow time and times of travel in street gutters, storm sewers, drainage channels, and all other drainage ways. Watershed: The region drained by or contributing water to a specific point that could be along a stream, lake or other stormwater facilities. Watersheds are often broken down into subareas for the purpose of hydrologic modeling. Symbol Table: To provide consistency within this chapter as well as throughout this manual the following symbols will be used. These symbols were selected because of their 200-2 wide use in hydrologic publications. In some cases the same symbol is used in existing publications for more than one definition. Where this occurs in this chapter, the symbol will be defined where it occurs in the text or equations. Symbols Definition Units A Drainage Area acres C Runoff Coefficient - CN NRCS-runoff curve number - D Duration hours I Rainfall intensity in/hr n Manning roughness coefficient - Q Rate of runoff cfs qp Peak rate of discharge cfs t or T Time of concentration min c c V Velocity ft/s 201.03 Runoff rates shall be computed for the area of the parcel under development plus the area of the watershed flowing into the parcel under development. The rate of runoff which is generated as the result of a given rainfall intensity may be calculated as follows: Hydrologic Methods A. Development Sites Less than or Equal to 5 Acres in Size, With a Contributing Drainage Area Less than or Equal to 50 Acres and No Depressional Storage The Rational Method may be used. A computer model, such as TR-55 (NRCS), TR-20 (NRCS), HEC-HMS (COE), and HEC-1 (COE), that can generate hydrographs based on the NRCS TR-55 time of concentration and curve number calculation methodologies may also be used along with a 24-hour duration NRCS Type 2 storm. Note that for the purpose of determining the post- developed conditions curve numbers, due to significant disturbance to the upper soil layers during the construction activities, the initially determined hydrologic soil group for disturbed areas should be changed to the next less infiltrating capacity category (i.e., A to B, B to C, and C to D). In the Rational Method, the peak rate of runoff, Q, in cubic feet per second (cfs) is computed as: CIAQ= Where: C = Runoff coefficient, representing the characteristics of the drainage area and defined as the ratio of runoff to rainfall. I = Average intensity of rainfall in inches per hour for a duration equal to the time of concentration (t ) for a selected rainfall frequency. c A = Tributary drainage area in acres. Values for the runoff coefficient "C" are provided in Table 201-1, which shows values for different types of surfaces and local soil characteristics. The composite "C" value used for a given drainage area with various surface types shall be the weighted average value for the total area calculated from a breakdown of individual areas having different surface types. Rainfall intensity shall be determined from the rainfall frequency data shown in Table 201-2. In general, the time of concentration (tc) methodology to be used for all stormwater management projects within the City of Carmel shall be as outlined in the U.S. Department of Agriculture (USDA) - NRCS TR-55 Manual. In urban or developed areas, the methodology to be used shall be the sum of the inlet time and flow time in the stormwater facility from the most remote part of 200-3 the drainage area to the point under consideration. The flow time in the storm sewers may be estimated by the distance in feet divided by velocity of flow in feet per second. The velocity shall be determined by the Manning's Equation (see Chapter 300). Inlet time is the combined time required for the runoff to reach the inlet of the storm sewer. It includes overland flow time and flow time through established surface drainage channels such as swales, ditches, and sheet flow across such areas as lawns, fields, and other graded surfaces. B. Development Sites Greater Than 5 Acres in Size or Contributing Drainage Area Greater than 50 Acres or With Significant Depressional Storage The runoff rate for these development sites and contributing drainage areas shall be determined by a computer model that can generate hydrographs based on the NRCS TR-55 time of concentration and curve number calculation methodologies and the 24-hour NRCS Type 2 Rainfall Distribution. Note that for the purpose of determining the post-developed conditions curve numbers, due to significant disturbance to the upper soil layers during the construction activities, the initially determined hydrologic soil group for disturbed areas should be changed to the next less infiltrating capacity category (i.e., A to B, B to C, and C to D). 24-hour Rainfall depth for various frequencies shall be taken from Table 201-3. The NRCS Type 2 distribution ordinates are found in Table 201-4. Examples of computer models that can generate such hydrographs include TR-55 (NRCS), TR-20 (NRCS), HEC-HMS (COE), and HEC-1 (COE). These programs may be downloaded free of charge from the associated agencies’ web sites. The computer models ICPR and Pond Pack may also be used. However, the latter computer software are proprietary. If interconnected ponds are utilized, the use of ICPR or Pond Pack may be required to appropriately model the more complex hydrologic and hydraulic relationships associated with such system. Other models may be acceptable and should be accepted by the City of Carmel prior to their utilization. C. Development Sites with Drainage Areas Greater than or Equal to One Square Mile For the design of any major drainage system, as defined in Section 201.01, the discharge must be obtained from, or be accepted by, the IDNR. Other portions of the site must use the discharge methodology in the applicable section of this Chapter. The design storm frequency is the basis for all runoff computations and stormwater facility designs. All stormwater facilities, whether private or public, and whether constructed on private or public property, shall conform to the design standards and other requirements contained herein. 201.04 Design Storm Frequencies Stormwater facilities functioning as a major drainage system as defined in Section 201.01 must also meet IDNR design standards in addition to the City of Carmel’s standards. In case of discrepancy, the most restrictive requirements shall apply. 200-4 TABLE 201-1: Runoff Coefficients © for Use in the Rational Method TYPE OF SURFACE RUNOFF COEFFICIENT © Non-Urban Areas Bare earth 0.55 Steep grassed areas (slope 2:1) 0.60 Turf meadows 0.25 Forested areas 0.20 Cultivated fields 0.30 Urban Areas All watertight roof surfaces 0.90 Pavement 0.85 Gravel 0.85 Impervious soils (heavy) 0.55 Impervious soils (with turf) 0.45 Slightly pervious soil 0.25 Slightly pervious soil (with turf) 0.20 Moderately pervious soil 0.15 Moderately pervious soil (with turf) 0.10 Business, Commercial & Industrial 0.85 Apartments & Townhouses 0.70 Schools & Churches 0.55 Single Family Lots < 10,000 SF 0.45 Lots < 12,000 SF 0.45 Lots < 17,000 SF 0.40 Lots > ½ acre 0.35 Park, Cemetery or Unimproved Area 0.30 200-5 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 PROJECT: BY: DATE: Entity: 10-Year 10-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% FLOW CASTING SEWER HGL CASTING SEWER HGL ADDIT'L AREA AREA 10-Year 10-Year 10-Year 10-Year 10-Year 10-Year U.S.D.S.U.S.D.S. (ft)(acres)(acres)(min)(min)(in/hr)(in/hr)(in/hr)(cfs)(cfs)(cfs)(cfs)(in)(%)(cfs)(ft/sec)(ft/sec)(ft/sec)(ft)(ft)(ft)(ft)(ft.) (ft.) - - - #VALUE! 0.00 - D10 D9 16.75 HDPE - - 0.68 0.12 5.00 - 0.08 0.08 5.00 6.12 6.12 6.12 - 0.52 0.52 -10 0.35 0.012 1.40 2.57 2.38 2.38 860.48 860.75 855.725 855.667 - NYLOPLAST BASIN 856.85 856.56 D9 D7 89.23 HDPE - - - - 5.00 - - 0.08 5.11 6.12 6.10 6.10 - 0.52 0.52 -10 0.35 0.012 1.40 2.57 2.38 2.38 860.75 861.00 855.567 855.254 - NYLOPLAST BASIN 856.68 856.40 D8 D7 68.10 HDPE - - 0.52 0.14 5.00 - 0.07 0.07 5.00 6.12 6.12 6.12 - 0.44 0.44 -10 0.35 0.012 1.40 2.57 2.28 2.28 862.10 861.00 857.743 857.504 2.25 NYLOPLAST BASIN 858.40 858.58 D7 D5 101.46 HDPE 0.77 0.05 - - 5.00 0.04 0.04 0.20 5.69 6.12 6.00 6.00 0.25 1.19 1.19 -10 0.35 0.012 1.40 2.57 2.89 2.89 861.00 861.80 855.154 854.799 - NYLOPLAST BASIN 856.37 855.99 D6 D5 35.10 HDPE 0.46 0.19 - - 5.00 0.09 0.09 0.09 5.00 6.12 6.12 6.12 0.54 0.54 0.54 -10 0.35 0.012 1.40 2.57 2.41 2.41 860.00 861.80 856.472 856.349 1.55 NYLOPLAST BASIN 857.16 857.31 D5 D4 23.89 HDPE - - - - 5.00 - - 0.29 6.34 6.12 5.88 5.88 - 1.68 1.68 -10 1.00 0.012 2.37 4.35 4.72 4.72 861.80 861.90 854.699 854.460 - NYLOPLAST BASIN 855.99 855.53 D4 D3 10.62 HDPE - - 0.90 0.11 5.00 - 0.10 0.39 6.43 6.12 5.86 5.86 - 2.27 2.27 -10 1.50 0.012 2.91 5.33 5.90 5.90 861.90 861.80 854.360 854.201 - NYLOPLAST BASIN 855.65 855.19 D3 D2 45.06 HDPE - - - - 5.00 - - 0.39 6.47 6.12 5.86 5.86 - 2.27 2.27 -10 2.00 0.012 3.36 6.15 6.61 6.61 861.80 860.00 854.101 853.200 - NYLOPLAST BASIN 855.39 854.93 D2 D1 11.91 HDPE - - - - 5.00 - - 0.39 6.59 6.12 5.83 5.83 - 2.26 2.26 -10 2.00 0.012 3.36 6.15 6.60 6.60 860.00 860.00 853.100 852.862 - NYLOPLAST BASIN 854.43 853.93 D1 EX1 4.98 HDPE - - - - 5.00 - - 0.39 6.62 6.12 5.83 5.83 - 2.26 2.26 -10 2.00 0.012 3.36 6.15 6.60 6.60 860.00 - 852.762 852.662 - NYLOPLAST BASIN 854.19 853.59 RATIONAL METHOD STORM SEWER DESIGN (10-YR HGL'S) HGL CALCULATIONS VELOCITY HGL FLOW VELOCITY U.S. HGL ELEV. U.S. STR. CROWN INTENSITYc*A CASTING INLET CUMULATIVE STRUCTURE TYPE FULL PIPE CAPACITY FLOW VELOCITY PIPE SIZE PIPE SLOPE MANNING'S N FLOWCUMULATIVE Tc STORM SEWER FREQUENCY CASTING Hamiilton Crossing HQ CVS 13-Oct-23 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY c MAX INLET DEPTH STORM CASTING DESIGN REQUIREMENTS CASTING CAPACITY FREQUENCY MAXIMUM HEAD (ft) CLOGGING (%) INVERT DROP DRAINAGE AREAUPSTREAM STRUCTURE DOWNSTREAM STRUCTURE PIPE LENGTH c Tc HGL STARTING ELEVATION DIRECT TO INLET PIPE MATERIAL RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP STRUCTURE DATA PROJECT: BY: DATE: Entity: 10-Year 100-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% FLOW CASTING SEWER HGL CASTING SEWER HGL ADDIT'L AREA AREA 10-Year 10-Year 100-Year 10-Year 10-Year 100-Year U.S.D.S.U.S.D.S. (ft)(acres)(acres)(min)(min)(in/hr)(in/hr)(in/hr)(cfs)(cfs)(cfs)(cfs)(in)(%)(cfs)(ft/sec)(ft/sec)(ft/sec)(ft)(ft)(ft)(ft)(ft.) (ft.) - - - #VALUE! 0.00 - D10 D9 16.75 HDPE - - 0.68 0.12 5.00 - 0.08 0.08 5.00 6.12 6.12 9.12 - 0.52 0.77 -10 0.35 0.012 1.40 2.57 2.38 2.64 860.48 860.75 855.725 855.667 - NYLOPLAST BASIN 857.10 856.56 D9 D7 89.23 HDPE - - - - 5.00 - - 0.08 5.11 6.12 6.10 9.09 - 0.52 0.77 -10 0.35 0.012 1.40 2.57 2.38 2.63 860.75 861.00 855.567 855.254 - NYLOPLAST BASIN 856.90 856.40 D8 D7 68.10 HDPE - - 0.52 0.14 5.00 - 0.07 0.07 5.00 6.12 6.12 9.12 - 0.44 0.66 -10 0.35 0.012 1.40 2.57 2.28 2.53 862.10 861.00 857.743 857.504 2.25 NYLOPLAST BASIN 858.46 858.58 D7 D5 101.46 HDPE 0.77 0.05 - - 5.00 0.04 0.04 0.20 5.69 6.12 6.00 8.94 0.25 1.19 1.77 -10 0.35 0.012 1.40 2.57 2.89 3.24 861.00 861.80 855.154 854.799 - NYLOPLAST BASIN 856.59 855.99 D6 D5 35.10 HDPE 0.46 0.19 - - 5.00 0.09 0.09 0.09 5.00 6.12 6.12 9.12 0.54 0.54 0.80 -10 0.35 0.012 1.40 2.57 2.41 2.66 860.00 861.80 856.472 856.349 1.55 NYLOPLAST BASIN 857.22 857.31 D5 D4 23.89 HDPE - - - - 5.00 - - 0.29 6.34 6.12 5.88 8.76 - 1.68 2.51 -10 1.00 0.012 2.37 4.35 4.72 4.59 861.80 861.90 854.699 854.460 - NYLOPLAST BASIN 856.01 855.53 D4 D3 10.62 HDPE - - 0.90 0.11 5.00 - 0.10 0.39 6.43 6.12 5.86 8.74 - 2.27 3.38 -10 1.50 0.012 2.91 5.33 5.90 6.21 861.90 861.80 854.360 854.201 - NYLOPLAST BASIN 855.66 855.19 D3 D2 45.06 HDPE - - - - 5.00 - - 0.39 6.47 6.12 5.86 8.73 - 2.27 3.38 -10 2.00 0.012 3.36 6.15 6.61 6.20 861.80 860.00 854.101 853.200 - NYLOPLAST BASIN 855.31 854.93 D2 D1 11.91 HDPE - - - - 5.00 - - 0.39 6.59 6.12 5.83 8.69 - 2.26 3.37 -10 2.00 0.012 3.36 6.15 6.60 6.18 860.00 860.00 853.100 852.862 - NYLOPLAST BASIN 854.40 853.93 D1 EX1 4.98 HDPE - - - - 5.00 - - 0.39 6.62 6.12 5.83 8.69 - 2.26 3.37 -10 2.00 0.012 3.36 6.15 6.60 6.17 860.00 - 852.762 852.662 - NYLOPLAST BASIN 854.16 853.59 RATIONAL METHOD STORM SEWER DESIGN (100-YR HGL'S) HGL CALCULATIONS VELOCITY HGL FLOW VELOCITY U.S. HGL ELEV. U.S. STR. CROWN INTENSITYc*A CASTING INLET CUMULATIVE STRUCTURE TYPE FULL PIPE CAPACITY FLOW VELOCITY PIPE SIZE PIPE SLOPE MANNING'S N FLOWCUMULATIVE Tc STORM SEWER FREQUENCY CASTING Hamiilton Crossing HQ CVS 13-Oct-23 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY c MAX INLET DEPTH STORM CASTING DESIGN REQUIREMENTS CASTING CAPACITY FREQUENCY MAXIMUM HEAD (ft) CLOGGING (%) INVERT DROP DRAINAGE AREAUPSTREAM STRUCTURE DOWNSTREAM STRUCTURE PIPE LENGTH c Tc HGL STARTING ELEVATION DIRECT TO INLET PIPE MATERIAL RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP STRUCTURE DATA D4 Roof Drain Sizing Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.012Roughness Coefficient %1.000Channel Slope in6.0Diameter cfs0.61Discharge Results in4.9Normal Depth ft²0.2Flow Area ft1.1Wetted Perimeter in1.8Hydraulic Radius ft0.38Top Width in4.8Critical Depth %82.3Percent Full %1.070Critical Slope ft/s3.53Velocity ft0.19Velocity Head ft0.60Specific Energy 0.924Froude Number cfs0.65Maximum Discharge cfs0.61Discharge Full %1.007Slope Full SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %26.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in4.9Normal Depth in4.8Critical Depth %1.000Channel Slope %1.070Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/13/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Q = CIA = 0.90 * 6.12 in/hr * 0.11 acres = 0.61 cfs D21 Pipe Sizing Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.012Roughness Coefficient %1.000Channel Slope in6.0Diameter cfs0.09Discharge Results in1.6Normal Depth ft²0.0Flow Area ft0.5Wetted Perimeter in0.9Hydraulic Radius ft0.44Top Width in1.8Critical Depth %26.0Percent Full %0.602Critical Slope ft/s2.22Velocity ft0.08Velocity Head ft0.21Specific Energy 1.285Froude Number cfs0.65Maximum Discharge cfs0.61Discharge Full %0.022Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %26.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in1.6Normal Depth in1.8Critical Depth %1.000Channel Slope %0.602Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/13/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Q = CIA = 0.70 * 6.12 in/hr * 0.02 acres = 0.09 cfs Roof Drain 1 Sizing Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.012Roughness Coefficient %2.000Channel Slope in10.0Diameter cfs0.61Discharge Results in2.9Normal Depth ft²0.1Flow Area ft0.9Wetted Perimeter in1.7Hydraulic Radius ft0.76Top Width in4.1Critical Depth %28.9Percent Full %0.524Critical Slope ft/s4.67Velocity ft0.34Velocity Head ft0.58Specific Energy 1.981Froude Number cfs3.61Maximum Discharge cfs3.36Discharge Full %0.066Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %28.9Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in2.9Normal Depth in4.1Critical Depth %2.000Channel Slope %0.524Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/13/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Q = CIA = 0.90 * 6.12 in/hr * 0.11 acres = 0.61 cfs Roof Drain Line 2 Sizing Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.012Roughness Coefficient %2.000Channel Slope in10.0Diameter cfs1.82Discharge Results in5.2Normal Depth ft²0.3Flow Area ft1.4Wetted Perimeter in2.6Hydraulic Radius ft0.83Top Width in7.3Critical Depth %52.5Percent Full %0.763Critical Slope ft/s6.28Velocity ft0.61Velocity Head ft1.05Specific Energy 1.876Froude Number cfs3.61Maximum Discharge cfs3.36Discharge Full %0.588Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %52.5Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in5.2Normal Depth in7.3Critical Depth %2.000Channel Slope %0.763Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/13/2023 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 Q = CIA = 0.90 * 6.12 in/hr * 0.33 acres = 1.82 cfs 11/30/23, 10:53 AM Nyloplast Inlet Configurator | Advanced Drainage Systems, Inc. https://nyloinletcalculator.adspipe.com/?_gl=1*1u8ryha*_ga*MTE3NzE4MTEuMTY4NzUyMjA2MA..*_ga_1TPLC9D3R7*MTcwMTM1ODUzNy40LjEuMTcwMTM1ODYwNS41NS4wLjA.*_gcl_au*NjYxNzAzODkzLjE3M…1/2 Grate Inlet Calculator Nyloplast Grate Inlet Size & Type Calculator Based on Peak Flow of Site Design Drainage Area Design Parameters Area Conversion Tool  Peak Runoff Flow Parameters Peak Flow Output Area #1 (ac.)ac.0.19 Area #1 Type Bare Sand Area #2 (ac.)ac.enter unit Area #2 Type Area #3 (ac.)ac.enter unit Area #3 Type U.S Region (use map)3 Runoff Coefficient 0.50 Storm Event Frequency (yrs)10 Storm Duration 5 min. Rainfall Intensity in/hr in/hr6.07 Peak Surface Runoff (cfs)0.57665 Peak Surface Runoff (gpm)258.81930 Grate Inlet Capacity Input Minimum Recommended Grate Inlet Type & Size Grate Style 10" Standard Grate Inlet Capacity (cfs)0.74665 Inlet Capacity (gpm)335.12 Allowable Ponding Depth Above Grate (in)in6 Grate Requirements ADA Compliant STR D6 Casting with greatest contributing watershed Chosen to to give coefficient closest to design Conservative compared to design value of 0.46