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HomeMy WebLinkAboutDrainage ReportSPRING MILL SHOPS DRAINAGE REPORT PREPARED FOR: Republic Development LLC Contact Person: Douglas B. Wagner 13578 E. 131st Street, Suite 200 Fishers, IN 46037 Contact Phone Number: (317) 770-1818 Contact Email: dwagner@republicdev.com PREPARED BY: Stoeppelwerth & Associates, Inc. Contact Person: Nicole Stambro, E.I. 7965 East 106th Street Fishers, Indiana 46038 Contact Phone Number: (317) 570-4773 Contact Email Address: nstambro@stoeppelwerth.com DATE PREPARED: June 14, 2024 DRAINAGE REPORT SPRING MILL SHOPS JOB # 60160JGV TABLE OF CONTENTS ENGINEERING CERTIFICATION CERTIFICATE OF INSURANCE DRAINAGE NARRATIVE EXHIBITS LOCATION MAP FLOODPLAIN MAP SOILS MAP RAINFALL DATA APPENDIX A - PIPE SIZING CALCULATIONS APPENDIX B - JACKSONS GRANT VILLAGE MASTER PLAN DRAINAGE REPORT APPENDIX C - BASIN MAPS 06/14/2024 1 ENGINEERING CERTIFICATION SPRING MILL SHOPS DRAINAGE REPORT AND ANALYSIS Brian M. Brown, PE, CFM Indiana Registration No. 11200386 I, Brian M Brown, certify that this drainage report and supporting calculations are in compliance with the requirements set forth by the Hamilton County Drainage Board and/or Hamilton County Surveyor in the Hamilton County, Indiana Stormwater Management Ordinance. 06/14/2024 2 DRAINAGE NARRATIVE SPRING MILL SHOPS JOB #60160JGV INTRODUCTION Republic Development LLC is proposing the development of a mixed-use subdivision in Hamilton County to be known as Jacksons Grant Village. Spring Mill Shops is a commercial development and is the last section in the Jacksons Grant Village Master Plan. The site is located northwest of the intersection of 116th St and Spring Mill Rd. The site is more specifically located in a part of the Southeast Quarter of Section 34, Township 18 North, Range 3 East of Clay Township, Hamilton County, Indiana. EXISTING SITE CONDITIONS Jackson’s Grant Village will be located south of the Jackson’s Grant Development. The existing site is split into three drainage basins, with one draining to the north and west into William’s Creek, and the two southerly basins draining south through existing culverts into a developed area that then drain into Williams Creek. Based on existing topography, it appears that there will be no offsite drainage onto the site. According to FEMA FIRM panel 18057C0208G the site lies within Zone X, Area of Minimal Flood Hazard. The site is made up of type B, Brookston soils, as well as type C, Crosby and Miami soils. Surrounding land uses are large single family homes to the west, residential to the north and residential to the south. PROPOSED SITE CONDITIONS In order to determine the pre-developed allowable release rates the entire site has been delineated minus any areas that drain offsite. In early discussions with the Hamilton County Surveyors Office (HCSO), it was requested that the whole development be allowed to drain to the northern portion of the site that drains into Williams Creek as the southern outlets appear to be too shallow to take the onsite water. Since that initial discussion, the property to the south has developed and provided an outlet. Therefore, the whole site acreage was then applied to the 0.1 cfs per acre and the 0.3 cfs per acre to obtain the allowable release rates. The entire site acreage is 24.18 but 2 basins, that account for 3.28 acres, continue to drain directly offsite and are not accounted for in the detention calculations. There is 7.05 acres, that in the existing condition drains Southeast towards the roundabout at Springmill and 116th Street. This area is not factored into the allowable release rate since the area drains to a separate outlet. There will be two outlets. One to the north that drains the majority of the site through Lake 1. The second outlet will be to the southwest of the site and will drain the detention basin, this outlet drains the remainder of the site . The release rate will not be limited to the specific outlet but an overall release rate. Additional discussions with the HCSO, they requested that we provided detention for the existing residential property when it develops in the future. 06/14/2024 3 Table 1: Proposed Site Conditions – Onsite Release Rates Storm Event 10-Year 100-Year Unit Allowable Release Rate 0.1 cfs/acre 0.3 cfs/acre Onsite Acreage 17.13 = acres 17.13 = acres Calculation 0.1 cfs/acre x acres 0.3 cfs/acre x acres Onsite Allowable Release Rates 1.71 cfs 5.14 cfs Dry Basin Discharge 1.17 cfs 1.55 cfs NorthWest Pond Discharge 1.58 cfs 3.59 cfs Total Release Rate for the Site 2.75 cfs 5.14 cfs Jacksons Grant Village will develop in two sections. Section 1 will be the residential and major streets. Section 2 will be the Townhomes and commercial portions. The detention system is designed such that the existing residence when it develops will be covered by the detention system and will drain north. This report assumes Section 1 has already been built, which is Scenario 1. Scenario 2 build outs most of the remainder of the site except the 436A basin. The full build out scenario is Scenario 2 and the 436A basin being fully developed. A final analysis is included that was made to show what size orifice it would take to meet the 10- year release rate. This scenario is provided after the Scenario 3 tables. The second scenario would be the full build out of Section 2. This would include any of the commercial buildings towards the right hand of the sit and anything else that wasn’t built during Section 1. For this scenario, the 463A basin will continue draining to the 457A structure. The proposed peak discharges are based on TR-55 methodology. A detention analysis was performed using the 2, 10 and 100-year storm events and their corresponding 24-hour rainfall depths. The NRCS Type II rainfall distribution was used to generate the hydrographs. The minimum orifice size for the Carmel Stormwater Technical Standards is 6 inches. When a 6” orifice is placed on both outlet control structures, the 10-year allowable release rate is not met, this mainly affects the Northwest basin. Another scenario was completed to see what orifice it would take to hit the 10-year allowable release rate and it was a 4.5” orifice. With this minimum orifice size and a different weir at the 100- year elevation, the pond is staying in the top of bank. Table 8: Proposed Site Conditions – Proposed Conditions – Scenario 3 (Full Build Out – Small Orifice) Storm Event 2-Year 10-Year 100-Year Proposed Overall Release Rates - SW 0.34 cfs 0.43 cfs 1.59 cfs Proposed Overall Release Rates – NW 0.54 cfs 0.75 cfs 2.39 cfs Total for the Site 0.88 cfs 1.18 cfs 3.98 cfs Table 9: Proposed Site Conditions – Lake Elevations (Full Build Out – Small Orifice) Lake 2-Year 10-Year 100-Year Lake 1 849.40 ft 850.94 ft 853.42 ft Top Of Bank 855.5 ft Normal Pool 847 ft 06/14/2024 4 STORM SEWER DESIGN The use of Manning’s equation was used for determination of storm drain pipe sizes for non-submerged conditions. The storm drain system is capable of passing the 10-year storm event with free water surface elevations below the crown of pipe. Minimum storm drain flowing velocity for full pipe flow shall be 2.5 fps and maximum storm drain flowing velocity for full pipe flow is 10 fps. The inlet grate castings are designed such that the 10-year storm event shall be sufficiently conveyed into the storm sewer system at 50% efficiency. The inlets are spaced to allow one lane of traffic to remain open during the 10-year storm event. Appendix C provides the detailed calculations. WATER QUALITY Water quality for the site will be handled via wet detention pond, Lake 1. Lake 1 will have an outlet control structure with orifices that have been sized to meet the allowable release rates while ensuring the sediment settles to the bottom before being released. EMERGENCY SPILLWAY The emergency spillway for Lake 1 was sized for the runoff from all the upstream contributing watersheds. In lieu of providing a spillway for the day basin, a back-to-back 100 year storm was ran. The results from this analysis showed that the back to back flow in the pond stayed within the top of bank. Those calculations can be found in Appendix E. Emergency flood routes can be seen on sheet C201 in the plans. CULVERT SIZING Towards the southwestern portion of the site, there is a culvert that goes under the walking path that ultimately drains to Outlet 2. Per the Carmel Stormwater Technical Standards Manual, culverts need to be sized to not overtop for the 100-year storm. The design flow for the culvert was grabbed from the ICPR4 report then placed in HY-8. The culvert 460/461 was sized to be a 24” RCP. All culvert calculations can be found in Appendix G. REFERENCES Design and data methods are based on the following references: 1. Hamilton County Stormwater Technical Standards Manual 2. City of Carmel Stormwater Technical Standards 3. HERPICC Stormwater Drainage Manual Table 10: Proposed Site Conditions – Dry Basin Elevations (Full Build Out– Small Orifice) Lake 2-Year 10-Year 100-Year Dry Basin 849.47 ft 850.10 ft 851.25 ft Top Of Bank 852.5 ft 06/14/2024 5 4. USDA – Urban Hydrology for Small Watersheds 5. USDA – Soil Conservation Service 06/14/2024 6 EXHIBITS 1 LOCATION MAP 2 FLOODPLAIN MAP 3 SOILS MAP AND REPORT 4 HAMLTON COUNTY RAINFALL DATA 06/14/2024 7 Imagery ©2020 IndianaMap Framework Data, Maxar Technologies, USDA Farm Service Agency, Map data ©2020 100 ft Jackson's Grant Village Location Map This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice.06/14/2024 8 USGS The National Map: Orthoimagery. Data refreshed April 2020 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 9/14/2020 at 10:18 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°10'19"W 39°57'42"N 86°9'41"W 39°57'14"N06/14/2024 9 Hydrologic Soil Group—Hamilton County, Indiana (Overall Existing_line) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/14/2020 Page 1 of 4442321044232704423330442339044234504423510442321044232704423330442339044234504423510570920570980571040571100571160571220571280571340571400571460 570920 570980 571040 571100 571160 571220 571280 571340 571400 571460 39° 57' 32'' N 86° 10' 11'' W39° 57' 32'' N86° 9' 47'' W39° 57' 20'' N 86° 10' 11'' W39° 57' 20'' N 86° 9' 47'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,550 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale.06/14/2024 10 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 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. Hydrologic Soil Group—Hamilton County, Indiana (Overall Existing_line) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/14/2020 Page 2 of 406/14/2024 11 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 6.5 26.8% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 13.2 54.5% MmD2 Miami silt loam, 12 to 18 percent slopes, eroded C 0.4 1.4% UbaA Urban land-Brookston complex, 0 to 2 percent slopes 0.2 0.7% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 0.1 0.4% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 3.9 16.1% Totals for Area of Interest 24.2 100.0% Hydrologic Soil Group—Hamilton County, Indiana Overall Existing_line Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/14/2020 Page 3 of 4 06/14/2024 12 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Overall Existing_line Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/14/2020 Page 4 of 4 06/14/2024 13 06/14/2024 14 06/14/2024 15 APPENDIX A PIPE SIZING CALCULATIONS 06/14/2024 16 Jackson's Grant VillageRunoff Coefficients &Job #60160JGVWeighted Curve NumbersTotal Drainage AreaTotal Impervious Area AimpTotal Impervious Area AimpTotal Pervious Area AperTotal Agricultural Area AagSub-Basin Weighted C-FactorSub-Basin Weighted CN(ac)(sq. ft.)(ac)(ac)(ac)CwCNw4030.18 1185 0.03 0.16 0.00 0.26 82.74050.9226060 0.60 0.32 0.00 0.61 91.74060.1522200.05 0.10 0.00 0.39 86.04070.1722200.05 0.12 0.00 0.37 85.54080.3722200.05 0.32 0.00 0.26 82.54090.3644400.10 0.26 0.00 0.35 85.04110.4166600.15 0.26 0.00 0.41 86.64130.2512550.03 0.22 0.00 0.24 82.14140.4167040.15 0.26 0.00 0.42 86.74150.4914723 0.34 0.15 0.00 0.64 92.54170.5912267 0.28 0.31 0.00 0.49 88.64180.2883600.19 0.09 0.00 0.63 92.34210.1936600.08 0.11 0.00 0.47 88.04220.1650000.11 0.05 0.00 0.64 92.54230.4913880 0.32 0.17 0.00 0.61 91.74240.6066600.15 0.45 0.00 0.33 84.64280.0500.00 0.05 0.00 0.16 80.04290.1845800.11 0.08 0.00 0.56 90.44300.5189570.21 0.31 0.00 0.44 87.24320.1315600.04 0.10 0.00 0.35 84.94340.2550600.12 0.14 0.00 0.48 88.34350.4111752 0.27 0.14 0.00 0.62 91.94360.3010420 0.24 0.06 0.00 0.71 94.34380.4611940 0.27 0.18 0.00 0.58 90.84390.4213533 0.31 0.11 0.00 0.66 93.24400.2459990.14 0.10 0.00 0.55 90.24410.4116775 0.39 0.02 0.00 0.81 97.14420.4513165 0.30 0.14 0.00 0.63 92.24430.2879160.18 0.10 0.00 0.61 91.7Post Developed SiteCw = 0.85Aimp+ 0.16Aper+ 0.5AagTotal Drainage AreaStructure #06/14/2024 17 Total Drainage AreaTotal Impervious Area AimpTotal Impervious Area AimpTotal Pervious Area AperTotal Agricultural Area AagSub-Basin Weighted C-FactorSub-Basin Weighted CN(ac)(sq. ft.)(ac)(ac)(ac)CwCNwStructure #4440.75 22294 0.51 0.24 0.00 0.63 92.34450.6324173 0.55 0.07 0.00 0.77 95.94460.4812669 0.29 0.19 0.00 0.58 91.04470.3474590.17 0.17 0.00 0.51 89.0447A0.2142990.10 0.11 0.00 0.49 88.54480.4215255 0.35 0.07 0.00 0.74 95.14500.3189760.21 0.10 0.00 0.62 92.04510.2585610.20 0.06 0.00 0.69 93.9451A0.4014314 0.33 0.07 0.00 0.73 95.04520.114130.01 0.10 0.00 0.22 81.64700.0715590.04 0.03 0.00 0.52 0.04710.0713530.03 0.04 0.00 0.47 0.04720.1210920.03 0.09 0.00 0.31 83.94730.3172670.17 0.14 0.00 0.54 0.04740.0700.00 0.07 0.00 0.16 0.04750.1537520.09 0.06 0.00 0.56 0.04540.3074050.17 0.13 0.00 0.55 90.14560.1634400.08 0.08 0.00 0.49 88.74570.4617500.04 0.42 0.00 0.22 81.64580.2125770.06 0.15 0.00 0.36 85.24620.1434290.08 0.06 0.00 0.55 90.24630.2056650.13 0.07 0.00 0.60 91.64640.1227870.06 0.06 0.00 0.52 89.3DRY BASIN1.2746800.11 1.17 0.00 0.22 81.5Lake11.9162400.14 1.77 0.00 0.21 81.3436A1.8544138 1.01 0.84 0.00 0.54 89.9436A Right0.9366750.79 0.14 0.00 0.75 95.3436A Left0.9267150.15 0.77 0.00 0.28 83.0Full Build Out of Pond 20.36387186 8.89 11.47 0.00 0.46 87.86457A Combined Basin 3.2952360 1.20 2.09 0.00 0.41 86.58Interim Pond S217.46339911 7.80 9.66 0.00 0.47 89.50Basin Onsite S23.7452360 1.20 2.53 0.00 0.38 85.79Basin Offsite S20.9267150.15 0.77 0.00 0.28 83.02Calculated Values NOT Runoff Coefficients for an individual structuresInterim Conditions- Scenario 2Full Build Out - Scenario 306/14/2024 18 Total Drainage AreaTotal Impervious Area AimpTotal Impervious Area AimpTotal Pervious Area AperTotal Agricultural Area AagSub-Basin Weighted C-FactorSub-Basin Weighted CN(ac)(sq. ft.)(ac)(ac)(ac)CwCNwStructure #OFFSITE TO THE WEST - SOUTH3.13 22216 0.51 2.62 0.00 0.27 82.9OFFSITE TO THE EAST - WEST ( Culvert )0.5291750.21 0.31 0.00 0.44 87.3ROAD OFFSITE TO THE EAST0.9423887 0.55 0.39 0.00 0.56 90.5DS10.174829.80 0.11 0.06 0.00 0.60 0.0DS20.205655.92 0.13 0.07 0.00 0.60 0.0DS30.05459.71 0.01 0.04 0.00 0.31 0.0436 new1.8569546.17 1.60 0.25 0.00 0.76 0.04470.3869546.17 1.60 -1.22 0.00 3.06 0.0447a0.2169546.17 1.60 -1.39 0.00 5.41 0.04450.5969546.17 1.60 -1.01 0.00 2.03 0.04460.5769546.17 1.60 -1.03 0.00 2.09 0.0Inlets that drain to the dry basin06/14/2024 19 Time of ConcentrationsJob #60160JGVStormCADPost-Developed SiteDescriptionn = L =P2 =s =Tt = .007(nL)0.8/(P20.5s0.4)Description s= V = L = Tt = L/VTc (total)Tc (total)(ft) (in) (ft/ft)(hrs)Paved/Unpaved (ft/ft) (ft/s) (ft) (hrs) (hrs)(min)403Dense Grasses 0.24 100 2.66 0.004 0.4966Unpaved 0.004892 1.13 20.44 0.0050 0.501630.1405Pavement 0.011 100 2.66 0.006 0.0359Paved 0.006858 1.683422 160.4 0.0265 0.06235.0406Dense Grasses 0.24 100 2.66 0.010.3442Paved 0.004621 1.38188 21.6 0.0043 0.348620.9407Dense Grasses 0.24 100 2.66 0.012 0.3200Unpaved 1 16.1345 0 0.0000 0.320019.2408Dense Grasses 0.24 100 2.66 0.012 0.3200Paved 1 20.3282 0 0.0000 0.320019.2409Dense Grasses 0.24 100 2.66 0.015 0.2927Unpaved 0.011142 1.703093 770 0.1256 0.418325.1411Dense Grasses 0.24 100 2.66 0.010.3442Paved 0.016194 2.586905 25 0.0027 0.346920.8413Pavement 0.011 100 2.66 0.012 0.0272Paved 0.004894 1.422097 61.3 0.0120 0.03915.0414Pavement 0.011 100 2.66 0.012 0.0272Paved 0.004894 1.422097 61.3 0.0120 0.03915.0415Dense Grasses 0.24 78 2.66 0.011538 0.2665Paved 0.009461 1.977249 105.7 0.0148 0.281316.9417Dense Grasses 0.24 100 2.66 0.019 0.2663Paved 0.025918 3.272646 46.3 0.0039 0.270216.2418Dense Grasses 0.24 86 2.66 0.001157 0.7228Paved 1 20.3282 0 0.0000 0.722843.4421Dense Grasses 0.24 96.5 2.66 0.020725 0.2499Paved 1 20.3282 0 0.0000 0.249915.0422Dense Grasses 0.24 24.3 2.66 0.065844 0.0522Paved 0.005348 1.486545 74.8 0.0140 0.06625.0423Dense Grasses 0.24 36.4 2.66 0.021978 0.1119Paved 0.00565 1.527961 178 0.0324 0.14438.7424Dense Grasses 0.24 100 2.66 0.014 0.3009Unpaved 0.007112 1.360701 140.6 0.0287 0.329619.8428Dense Grasses 0.24 72.97 2.66 0.028779 0.1753Unpaved 1 16.1345 0 0.0000 0.175310.5429Dense Grasses 0.24 92 2.66 0.017708 0.2562Unpaved 0.00597 1.24666 67 0.0149 0.271116.3430Dense Grasses 0.24 100 2.66 0.013 0.3099Unpaved 0.008162 1.457623 257.3 0.0490 0.359021.5432Dense Grasses 0.24 100 2.66 0.010.3442Unpaved 0.014085 1.914813 21.3 0.0031 0.347320.8434Pavement 0.011 100 2.66 0.013 0.0263Paved 0.005333 1.484562 37.5 0.0070 0.03335.0435Dense Grasses 0.24 100 2.66 0.011 0.3313Paved 0.006036 1.579361 99.4 0.0175 0.348820.9436Pavement 0.011 100 2.66 0.022 0.0213Unpaved 1 16.1345 0 0.0000 0.02135.0438Dense Grasses 0.24 100 2.66 0.017 0.2784Paved 0.004716 1.395949 106.03 0.0211 0.299518.0439Pavement 0.011 100 2.66 0.004 0.0422Paved 0.004292 1.331745 23.3 0.0049 0.04705.0440Pavement 0.011 100 2.66 0.019 0.0226Paved 0.00289 1.092851 118.6 0.0301 0.05285.0441Pavement 0.011 100 2.66 0.017 0.0236Paved 0.004739 1.399451 42.2 0.0084 0.03205.0442Dense Grasses 0.24 100 2.66 0.020997 0.2558Paved 0.012821 2.301715 118.6 0.0143 0.270116.2443Pavement 0.011 100 2.66 0.017 0.0236Paved 0.003968 1.280556 75.6 0.0164 0.04005.0444Dense Grasses 0.24 100 2.66 0.004 0.4966Paved 0.005425 1.497242 147.47 0.0274 0.524031.4445Pavement 0.011 100 2.66 0.015 0.0249Paved 0.004753 1.401445 105.2 0.0209 0.04575.0446Dense Grasses 0.24 100 2.66 0.008 0.3763Unpaved 0.026263 2.614716 49.5 0.0053 0.381622.9447Dense Grasses 0.24 105 2.66 0.014286 0.3103Unpaved 1 16.1345 0 0.0000 0.310318.6447APavement 0.011 100 2.66 0.010.0292Paved 0.008929 1.920834 22.4 0.0032 0.03255.0448Dense Grasses 0.24 100 2.66 0.004 0.4966Paved 0.008432 1.866623 118.60.01760.514230.9450Dense Grasses 0.24 67 2.66 0.037313 0.1476Unpaved 1 16.1345 0 0.0000 0.14768.9451Pavement 0.011 100 2.66 0.005 0.0386Paved 0.017857 2.71647 162.6 0.0166 0.05525.0451APavement 0.011 100 2.66 0.005 0.0386Paved 0.017857 2.71647 163.6 0.0167 0.05535.0452Dense Grasses 0.24 83.9 2.66 0.034565 0.1821Unpaved 1 16.1345 0 0.0000 0.182110.9470Dense Grasses 0.24 62.07 2.66 0.030611 0.1502Unpaved 0 1 0 0.0000 0.15029.0471Dense Grasses 0.24 51.61 2.66 0.013563 0.1795Unpaved 0 1 0 0.0000 0.179510.8472Dense Grasses 0.24 100 2.66 0.008 0.3763Unpaved 0 1 0 0.0000 0.376322.6473Dense Grasses 0.24 100 2.66 0.005 0.4542Unpaved 0.007242 1.373025 110.47 0.0223 0.476528.6474Dense Grasses 0.24 62.53 2.66 0.012794 0.2142Unpaved 0 1 0 0.0000 0.214212.9475Dense Grasses 0.24 65.63 2.66 0.009142 0.2547Unpaved 0 1 0 0.0000 0.254715.3Jackson's Grant VillageSheet FlowManual (L/V)Basin06/14/2024 20 Descriptionn = L =P2 =s =Tt = .007(nL)0.8/(P20.5s0.4)Description s= V = L = Tt = L/VTc (total)Tc (total)(ft) (in) (ft/ft)(hrs)Paved/Unpaved (ft/ft) (ft/s) (ft) (hrs) (hrs)(min)Sheet FlowManual (L/V)BasinEX-2Dense Grasses 0.24 83.9 2.66 0.034565 0.1821Unpaved 8 45.63526 7 0.0000 0.182210.9454Pavement 0.011 100 2.66 0.002206 0.0535Paved 0.002203 0.95405 136.2 0.0397 0.09325.6456Dense Grasses 0.24 100 2.66 0.018 0.2721Paved 0.007491 1.759374 26.7 0.0042 0.276316.6457Dense Grasses 0.24 100 2.66 0.019 0.2663Unpaved 0.004891 1.128385 224.9 0.0554 0.321619.3458Dense Grasses 0.24 100 2.66 0.050.1808Unpaved 0.009615 1.582118 26 0.0046 0.185411.1462Pavement 0.011 100 2.66 0.050.01545.0463Pavement 0.011 100 2.66 0.050.01545.0464DRY BASINDense Grasses 0.24 100 2.66 0.018 0.2721Unpaved 0.004673 1.102932 65.2 0.0164 0.288517.3436ADense Grasses 0.24 100 2.66 0.018 0.2721Unpaved 0.004673 1.102932 67.2 0.0169 0.289010.0436A LeftDense Grasses 0.24 100 2.66 0.017 0.2784Unpaved 0.005421 1.187933 313.6 0.0733 0.351721.1Full Build Out of Pond Dense Grasses 0.24 100 2.66 0.018 0.2721Unpaved 0.004673 1.102932 66.2 0.0167 0.288817.3457A Combined Basin Dense Grasses 0.24 100 2.66 0.019 0.2663Paved 0.025918 3.272646 46.3 0.0039 0.270216.2Interim Pond S2Dense Grasses 0.24 100 2.66 0.018 0.2721Unpaved 0.004673 1.102932 66.2 0.0167 0.288817.3Basin Onsite S2Dense Grasses 0.24 100 2.66 0.019 0.2663Paved 0.025918 3.272646 46.3 0.0039 0.270216.2Basin Offsite S2Dense Grasses 0.24 100 2.66 0.017 0.2784Unpaved 0.005421 1.187933 313.6 0.0733 0.351721.1INTERIM POND - S1Dense Grasses 0.24 100 2.66 0.007 0.3970Unpaved 0.007163 1.365535 208.42 0.0424 0.467728.1415 - INTERIMDense Grasses 0.24 100 2.66 0.007 0.3970Unpaved 0.007163 1.365501 209.42 0.0426 0.439626.4Basin Onsite S1Dense Grasses 0.24 100 2.66 0.019 0.2663Paved 0.025918 3.272646 46.3 0.0039 0.270216.2Basin Offsite S1Dense Grasses 0.24 100 2.66 0.017 0.2784Unpaved 0.005421 1.187933 313.6 0.0733 0.351721.1OFFSITE TO THE EAST - NORTH ( Culvert )Dense Grasses 0.24 100 2.66 0.030.2218Unpaved 0.011278 1.713465 266 0.0431 0.264915.9OFFSITE TO THE EAST - SOUTHDense Grasses 0.24 100 2.66 0.017 0.2784Unpaved 0.01035 1.641444 425 0.0719 0.350321.0Road to the EastPavement 0.011 100 2.66 0.030.0188Unpaved 0.003896 1.007096 385 0.1062 0.12507.5Interim Conditions- Scenario 1Interim Conditions- Scenario 2Full Build Out - Scenario 3Inlets that drain to the dry basin06/14/2024 21 Project Description Jacksons Grant Village 02-02-2024.SPF Project Options CFS Elevation Rational User-Defined Steady Flow YES NO Analysis Options Apr 19, 2021 00:00:00 Apr 20, 2021 00:00:00 Apr 19, 2021 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 57 69 63 2 0 0 4 70 1 64 0 5 0 0 0 0 Rainfall Details 10 year(s) Outlets .......................................................................... Pollutants .............................................................................. Land Uses ............................................................................ Return Period........................................................................ Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................ Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes ............................................................. Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................ Rain Gages ........................................................................... Subbasins.............................................................................. Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................ Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ File Name ............................................................................. Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. 06/14/2024 22 Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac)(in) (in) (ac-in) (cfs) (days hh:mm:ss) 1 Sub-403 0.18 0.2600 1.63 0.42 0.08 0.15 0 00:30:06 2 Sub-405 0.92 0.6100 1.14 0.69 0.64 2.55 0 00:15:00 3 Sub-406 0.15 0.3900 1.36 0.53 0.08 0.23 0 00:20:54 4 Sub-407 0.17 0.3700 1.31 0.48 0.08 0.26 0 00:19:12 5 Sub-408 0.37 0.2600 1.31 0.34 0.13 0.39 0 00:19:12 6 Sub-409 0.36 0.3500 1.50 0.52 0.19 0.45 0 00:25:06 7 Sub-411 0.41 0.4100 1.37 0.56 0.23 0.66 0 00:20:48 8 Sub-413 0.25 0.2400 1.05 0.25 0.06 0.28 0 00:13:18 9 Sub-414 0.41 0.4200 1.04 0.44 0.18 0.82 0 00:13:00 10 Sub-415 0.49 0.6400 1.21 0.78 0.38 1.36 0 00:16:53 11 Sub-417 0.59 0.4900 1.19 0.58 0.34 1.27 0 00:16:12 12 Sub-417A 0.09 0.1600 0.51 0.08 0.01 0.09 0 00:05:00 13 Sub-418 0.28 0.6300 1.16 0.73 0.20 0.79 0 00:15:30 14 Sub-421 0.19 0.4700 1.14 0.54 0.10 0.41 0 00:15:00 15 Sub-422 0.16 0.6400 0.51 0.33 0.05 0.63 0 00:05:00 16 Sub-423 0.49 0.6100 0.78 0.48 0.23 1.61 0 00:08:42 17 Sub-424 0.60 0.3300 1.34 0.44 0.26 0.80 0 00:19:48 18 Sub-428 0.05 0.1600 0.90 0.14 0.01 0.04 0 00:10:30 19 Sub-429 0.18 0.5600 1.20 0.67 0.12 0.44 0 00:16:18 20 Sub-430 0.51 0.5900 1.39 0.82 0.42 1.17 0 00:21:30 21 Sub-432 0.13 0.3500 1.37 0.48 0.06 0.18 0 00:20:48 22 Sub-434 0.25 0.4800 0.51 0.25 0.06 0.73 0 00:05:00 23 Sub-435 0.41 0.6200 1.36 0.85 0.35 1.00 0 00:20:54 24 Sub-436 0.30 0.6000 0.51 0.31 0.09 1.10 0 00:05:00 25 Sub-436A 1.77 0.7500 0.87 0.65 1.15 6.93 0 00:10:00 26 Sub-436A( Interim)1.38 0.5300 1.37 0.73 1.00 2.87 0 00:21:00 27 Sub-438 0.46 0.5800 1.26 0.73 0.34 1.12 0 00:18:00 28 Sub-439 0.42 0.6600 0.51 0.34 0.14 1.70 0 00:05:00 29 Sub-440 0.24 0.5500 0.51 0.28 0.07 0.81 0 00:05:00 30 Sub-441 0.41 0.8100 0.51 0.41 0.17 2.03 0 00:05:00 31 Sub-442 0.45 0.6300 1.19 0.75 0.34 1.25 0 00:16:12 32 Sub-443 0.28 0.6100 0.51 0.31 0.09 1.05 0 00:05:00 33 Sub-444 0.75 0.6300 1.65 1.04 0.78 1.49 0 00:31:24 34 Sub-445 0.63 0.7700 0.51 0.39 0.25 2.97 0 00:05:00 35 Sub-446 0.48 0.5800 1.43 0.83 0.40 1.04 0 00:22:54 36 Sub-447 0.34 0.5100 1.29 0.66 0.22 0.72 0 00:18:36 37 Sub-447A 0.21 0.4900 0.51 0.25 0.05 0.63 0 00:05:00 38 Sub-448 0.42 0.7400 1.64 1.21 0.51 0.99 0 00:30:54 39 Sub-450 0.31 0.6200 0.79 0.49 0.15 1.03 0 00:08:54 40 Sub-451 0.25 0.6900 0.51 0.35 0.09 1.06 0 00:05:00 41 Sub-451a 0.40 0.7300 0.51 0.37 0.15 1.79 0 00:05:00 42 Sub-452 0.11 0.2200 0.92 0.20 0.02 0.12 0 00:10:54 43 Sub-454 0.30 0.4300 1.21 0.52 0.16 0.56 0 00:16:36 44 Sub-456 0.16 0.4900 1.32 0.65 0.10 0.32 0 00:19:18 45 Sub-457 0.37 0.2300 1.24 0.28 0.11 0.36 0 00:17:18 46 Sub-458 0.21 0.3600 0.94 0.34 0.07 0.38 0 00:11:06 47 Sub-458EW 0.52 0.4400 1.37 0.60 0.31 0.90 0 00:21:00 48 Sub-458offWS 3.13 0.2700 1.17 0.32 0.99 3.75 0 00:15:54 49 Sub-462 0.05 0.3100 0.51 0.16 0.01 0.10 0 00:05:00 50 Sub-463 0.20 0.6000 0.51 0.31 0.06 0.73 0 00:05:00 51 Sub-464 0.17 0.6000 0.51 0.31 0.05 0.62 0 00:05:00 52 Sub-470 0.07 0.3200 0.80 0.26 0.02 0.12 0 00:09:00 53 Sub-471 0.07 0.4700 0.92 0.43 0.03 0.17 0 00:10:48 54 Sub-472 0.12 0.4200 1.42 0.60 0.07 0.19 0 00:22:36 55 Sub-473 0.31 0.5300 1.59 0.84 0.26 0.55 0 00:28:36 56 Sub-474 0.07 0.1600 1.02 0.16 0.01 0.05 0 00:12:54 57 Sub-475 0.15 0.5600 1.15 0.65 0.10 0.38 0 00:15:18 06/14/2024 23 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 401 Junction 847.00 848.17 847.00 848.17 0.00 0.98 847.38 0.00 3.60 0 00:00 0.00 0.00 2 403 Junction 847.15 853.80 847.15 853.80 0.00 3.57 848.01 0.00 5.79 0 00:00 0.00 0.00 3 404 Junction 850.44 854.37 850.44 854.37 0.00 2.55 851.32 0.00 3.05 0 00:00 0.00 0.00 4 405 Junction 850.58 854.20 850.58 854.20 0.00 2.55 851.37 0.00 2.83 0 00:00 0.00 0.00 5 406 Junction 848.84 853.80 848.84 853.80 0.00 1.20 849.44 0.00 4.36 0 00:00 0.00 0.00 6 407 Junction 849.38 853.80 849.38 853.80 0.00 0.99 849.90 0.00 3.90 0 00:00 0.00 0.00 7 408 Junction 849.89 853.80 849.89 853.80 0.00 0.74 850.32 0.00 3.48 0 00:00 0.00 0.00 8 409 Junction 850.40 853.60 850.40 853.60 0.00 0.45 850.73 0.00 2.87 0 00:00 0.00 0.00 9 411 Junction 847.19 853.80 847.19 853.80 0.00 4.24 848.18 0.00 5.61 0 00:00 0.00 0.00 10 412 Junction 847.53 854.61 847.53 854.61 0.00 3.83 848.52 0.00 6.08 0 00:00 0.00 0.00 11 413 Junction 847.68 854.39 847.68 854.39 0.00 3.83 848.75 0.00 5.64 0 00:00 0.00 0.00 12 414 Junction 847.85 854.39 847.85 854.39 0.00 3.61 849.57 0.00 4.82 0 00:00 0.00 0.00 13 415 Junction 848.88 854.38 848.88 854.38 0.00 3.06 849.96 0.00 4.42 0 00:00 0.00 0.00 14 417 Junction 849.77 853.67 849.77 853.67 0.00 1.27 850.29 0.00 3.38 0 00:00 0.00 0.00 15 417A Junction 851.49 855.68 851.49 855.68 0.00 0.09 851.58 0.00 4.10 0 00:00 0.00 0.00 16 418 Junction 849.58 853.67 849.58 853.67 0.00 2.03 850.20 0.00 3.47 0 00:00 0.00 0.00 17 421 Junction 849.36 854.06 849.36 854.38 0.00 2.36 850.24 0.00 3.82 0 00:00 0.00 0.00 18 422 Junction 849.54 854.79 849.54 854.79 0.00 2.13 850.57 0.00 4.22 0 00:00 0.00 0.00 19 423 Junction 849.89 854.76 849.89 854.76 0.00 1.96 850.67 0.00 4.09 0 00:00 0.00 0.00 20 424 Junction 850.41 853.51 850.41 853.51 0.00 0.80 850.86 0.00 2.66 0 00:00 0.00 0.00 21 428 Junction 849.03 853.80 849.03 853.80 0.00 1.88 849.72 0.00 4.08 0 00:00 0.00 0.00 22 428A Junction 849.87 854.48 849.87 854.48 0.00 1.86 850.56 0.00 3.92 0 00:00 0.00 0.00 23 429 Junction 850.07 854.22 850.07 854.22 0.00 1.86 850.90 0.00 3.32 0 00:00 0.00 0.00 24 430 Junction 850.26 854.22 850.26 854.22 0.00 1.72 850.99 0.00 3.23 0 00:00 0.00 0.00 25 432 Junction 847.15 853.60 847.15 853.60 0.00 20.19 849.02 0.00 4.58 0 00:00 0.00 0.00 26 433 Junction 847.90 854.64 847.90 854.64 0.00 7.41 849.35 0.00 5.29 0 00:00 0.00 0.00 27 434 Junction 848.20 854.37 848.20 854.37 0.00 7.41 849.57 0.00 4.80 0 00:00 0.00 0.00 28 435 Junction 848.38 854.08 848.38 854.08 0.00 7.41 849.68 0.00 4.40 0 00:00 0.00 0.00 29 436 Junction 848.87 854.08 848.87 854.08 0.00 6.93 850.07 0.00 4.01 0 00:00 0.00 0.00 30 437 Junction 847.45 854.18 847.45 854.18 0.00 14.61 849.27 0.00 4.91 0 00:00 0.00 0.00 31 438 Junction 847.60 854.04 847.60 854.04 0.00 14.61 849.36 0.00 4.68 0 00:00 0.00 0.00 32 439 Junction 847.75 854.04 847.75 854.04 0.00 14.29 849.58 0.00 4.46 0 00:00 0.00 0.00 33 440 Junction 848.03 853.77 848.03 853.77 0.00 12.60 849.81 0.00 3.96 0 00:00 0.00 0.00 34 441 Junction 848.35 853.98 848.35 853.98 0.00 8.89 851.08 0.00 2.90 0 00:00 0.00 0.00 35 442 Junction 848.88 854.10 848.88 854.10 0.00 6.28 849.99 0.00 4.11 0 00:00 0.00 0.00 36 443 Junction 849.07 854.10 849.07 854.10 0.00 5.89 850.12 0.00 3.98 0 00:00 0.00 0.00 37 444 Junction 849.51 853.90 849.51 853.90 0.00 4.84 850.70 0.00 3.21 0 00:00 0.00 0.00 38 445 Junction 849.88 853.99 849.88 853.99 0.00 4.46 850.97 0.00 3.02 0 00:00 0.00 0.00 39 446 Junction 850.53 854.19 850.53 854.19 0.00 1.23 851.02 0.00 3.17 0 00:00 0.00 0.00 40 447 Junction 850.46 854.22 850.46 854.22 0.00 0.82 850.95 0.00 3.27 0 00:00 0.00 0.00 41 447A Junction 851.05 854.75 851.05 854.75 0.00 0.63 851.44 0.00 3.31 0 00:00 0.00 0.00 42 448 Junction 850.38 854.19 850.38 854.19 0.00 1.50 850.89 0.00 3.29 0 00:00 0.00 0.00 43 450 Junction 851.08 854.77 851.08 854.77 0.00 1.03 851.60 0.00 3.17 0 00:00 0.00 0.00 44 451 Junction 849.82 853.62 849.82 853.62 0.00 2.90 850.63 0.00 2.99 0 00:00 0.00 0.00 45 451A Junction 850.35 854.20 850.35 854.20 0.00 1.84 850.92 0.00 3.28 0 00:00 0.00 0.00 46 452 Junction 851.07 854.61 851.07 854.77 0.00 0.12 851.21 0.00 3.40 0 00:00 0.00 0.00 47 453 Junction 847.93 851.92 847.93 851.92 0.00 2.27 848.72 0.00 3.21 0 00:00 0.00 0.00 48 454 Junction 847.98 851.37 847.98 851.37 0.00 1.35 848.55 0.00 2.83 0 00:00 0.00 0.00 49 455B Junction 848.42 851.89 848.42 851.89 0.00 4.90 849.62 0.00 2.27 0 00:00 0.00 0.00 50 456 Junction 848.68 852.14 848.68 852.14 0.00 3.45 849.79 0.00 2.36 0 00:00 0.00 0.00 51 457 Junction 848.90 852.16 848.90 852.16 0.00 3.15 850.10 0.00 2.05 0 00:00 0.00 0.00 52 457A Junction 850.48 850.48 850.48 850.48 0.00 2.87 850.92 0.00 0.56 0 00:00 0.00 0.00 53 462 Junction 850.85 854.50 850.85 854.50 0.00 1.45 851.50 0.00 3.00 0 00:00 0.00 0.00 54 463 Junction 851.42 855.10 851.42 855.10 0.00 1.36 851.97 0.00 3.13 0 00:00 0.00 0.00 55 464 Junction 851.95 855.50 851.95 855.50 0.00 0.62 852.29 0.00 3.21 0 00:00 0.00 0.00 56 470 Junction 850.99 854.23 850.99 854.23 0.00 0.55 851.38 0.00 2.84 0 00:00 0.00 0.00 57 471 Junction 851.30 855.00 851.30 855.00 0.00 0.17 851.49 0.00 3.51 0 00:00 0.00 0.00 58 472 Junction 851.44 855.41 851.44 855.41 0.00 0.19 851.60 0.00 3.81 0 00:00 0.00 0.00 59 473 Junction 851.52 854.95 851.52 854.95 0.00 0.55 851.81 0.00 3.14 0 00:00 0.00 0.00 60 474 Junction 851.02 855.41 851.02 855.41 0.00 0.05 851.10 0.00 4.31 0 00:00 0.00 0.00 61 475 Junction 851.12 855.10 851.12 855.10 0.00 0.38 851.36 0.00 3.74 0 00:00 0.00 0.00 62 476 Junction 850.03 855.58 850.03 855.58 0.00 0.42 850.77 0.00 4.80 0 00:00 0.00 0.00 63 Jun-04 Junction 851.03 852.50 851.03 852.50 0.00 0.17 851.34 0.00 1.16 0 00:00 0.00 0.00 64 Out-1400-401 Outfall 846.60 0.98 846.98 65 Out-1EX-453 Outfall 847.86 2.27 848.62 66 458 Storage Node 848.95 851.00 848.95 0.00 1.01 849.24 0.00 0.00 67 DryBasin Storage Node 848.04 851.00 848.04 0.00 4.90 849.38 0.00 0.00 68 Jun-03 Storage Node 851.32 854.00 851.32 0.00 3.75 851.78 0.00 0.00 69 Lake1 Storage Node 847.00 853.00 847.00 0.00 26.14 848.27 0.00 0.00 06/14/2024 24 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) (%) (in)(cfs) (cfs)(ft/sec) (ft)(min) 1 17 Pipe 472 446 88.49 851.44 850.73 0.8000 12.000 0.0120 0.19 3.45 0.06 2.36 0.16 0.16 0.00 Calculated 2 19 Pipe 474 476 88.74 851.02 850.13 1.0000 12.000 0.0120 0.05 3.86 0.01 1.74 0.08 0.08 0.00 Calculated 3 22 Pipe 475 476 98.06 851.12 850.53 0.6000 12.000 0.0120 0.38 2.99 0.13 2.61 0.24 0.24 0.00 Calculated 4 23 Pipe 476 444 41.55 850.03 849.61 1.0000 12.000 0.0120 0.42 3.86 0.11 3.22 0.22 0.22 0.00 Calculated 5 400-401 Pipe 401 Out-1400-401 111.10 847.00 846.60 0.3600 18.000 0.0120 0.98 6.83 0.14 2.74 0.38 0.26 0.00 Calculated 6 402-403 Pipe 403 Lake1 51.54 847.15 847.00 0.2900 18.000 0.0130 3.57 5.75 0.62 3.43 0.86 0.57 0.00 Calculated 7 403-404 Pipe 404 403 115.43 850.44 847.40 2.6300 15.000 0.0130 2.55 10.48 0.24 7.04 0.42 0.34 0.00 Calculated 8 403-406 Pipe 406 403 68.44 848.84 847.65 1.7400 12.000 0.0130 1.20 4.70 0.26 5.01 0.35 0.35 0.00 Calculated 9 404-405 Pipe 405 404 15.00 850.58 850.54 0.3000 15.000 0.0130 2.55 3.54 0.72 3.14 0.79 0.63 0.00 Calculated 10 406-407 Pipe 407 406 146.97 849.38 848.94 0.3000 12.000 0.0130 0.99 1.95 0.51 2.50 0.51 0.51 0.00 Calculated 11 407-408 Pipe 408 407 137.70 849.89 849.48 0.3000 12.000 0.0130 0.74 1.95 0.38 2.31 0.43 0.43 0.00 Calculated 12 408-409 Pipe 409 408 137.18 850.40 849.99 0.3000 12.000 0.0130 0.45 1.95 0.23 2.02 0.33 0.33 0.00 Calculated 13 410-411 Pipe 411 Lake1 61.96 847.19 847.00 0.3000 18.000 0.0130 4.24 5.75 0.74 3.56 0.96 0.64 0.00 Calculated 14 411-412 Pipe 412 411 80.83 847.53 847.29 0.3000 18.000 0.0130 3.83 5.75 0.67 3.48 0.89 0.60 0.00 Calculated 15 412-413 Pipe 413 412 15.00 847.68 847.63 0.3000 18.000 0.0130 3.83 5.75 0.67 3.48 0.89 0.60 0.00 Calculated 16 413-414 Pipe 414 413 33.01 847.85 847.78 0.2100 18.000 0.0130 3.61 4.84 0.75 3.00 0.97 0.64 0.00 Calculated 17 414-415 Pipe 415 414 119.95 848.88 848.66 0.1800 18.000 0.0130 3.06 4.50 0.68 2.74 0.91 0.61 0.00 Calculated 18 415-421 Pipe 421 415 104.69 849.36 849.13 0.2200 15.000 0.0130 2.36 3.03 0.78 2.73 0.83 0.66 0.00 Calculated 19 417-417A Pipe 417A 417 117.69 851.49 849.87 1.3800 15.000 0.0130 0.09 7.58 0.01 2.07 0.09 0.08 0.00 Calculated 20 417-418 Pipe 417 418 30.41 849.77 849.68 0.3000 15.000 0.0130 1.27 3.51 0.36 2.63 0.52 0.42 0.00 Calculated 21 418-455B Pipe 418 455B 136.11 849.58 848.52 0.7800 15.000 0.0130 2.03 5.70 0.36 4.25 0.52 0.41 0.00 Calculated 22 421-422 Pipe 422 421 37.02 849.54 849.46 0.2200 15.000 0.0130 2.13 3.00 0.71 2.65 0.78 0.62 0.00 Calculated 23 422-423 Pipe 423 422 30.00 849.89 849.79 0.3300 12.000 0.0130 1.96 2.06 0.95 2.98 0.78 0.78 0.00 Calculated 24 423-424 Pipe 424 423 140.05 850.41 849.99 0.3000 12.000 0.0130 0.80 1.95 0.41 2.36 0.45 0.45 0.00 Calculated 25 427-428 Pipe 428 Lake1 67.82 849.03 847.00 3.0000 12.000 0.0130 1.88 6.17 0.30 6.89 0.38 0.38 0.00 Calculated 26 428-428A Pipe 428A 428 115.00 849.87 849.13 0.6400 12.000 0.0130 1.86 2.85 0.65 3.86 0.59 0.59 0.00 Calculated 27 428-429 Pipe 429 428A 15.00 850.07 849.97 0.6400 12.000 0.0130 1.86 2.85 0.65 3.86 0.59 0.59 0.00 Calculated 28 429-430 Pipe 430 429 30.00 850.26 850.17 0.3000 12.000 0.0130 1.72 1.95 0.88 2.80 0.73 0.73 0.00 Calculated 29 431-432 Pipe 432 Lake1 49.00 847.16 847.00 0.3300 30.000 0.0130 20.19 23.44 0.86 5.37 1.79 0.72 0.00 Calculated 30 432-433 Pipe 433 432 136.91 847.90 847.65 0.1800 24.000 0.0130 7.41 9.72 0.76 3.41 1.31 0.65 0.00 Calculated 31 432-437 Pipe 437 432 106.00 847.45 847.26 0.1800 30.000 0.0130 14.61 17.37 0.84 3.96 1.76 0.70 0.00 Calculated 32 433-434 Pipe 434 433 15.00 848.20 848.15 0.3300 21.000 0.0130 7.41 9.15 0.81 4.23 1.20 0.68 0.00 Calculated 33 434-435 Pipe 435 434 28.00 848.38 848.30 0.2900 21.000 0.0130 7.41 8.47 0.87 3.97 1.27 0.72 0.00 Calculated 34 435-436 Pipe 436 435 135.74 848.87 848.48 0.2900 21.000 0.0130 6.93 8.49 0.82 3.94 1.20 0.69 0.00 Calculated 35 437-438 Pipe 438 437 26.52 847.60 847.55 0.1900 30.000 0.0130 14.61 17.81 0.82 4.05 1.72 0.69 0.00 Calculated 36 438-439 Pipe 439 438 30.00 847.76 847.70 0.2000 30.000 0.0130 14.29 18.34 0.78 4.13 1.66 0.66 0.00 Calculated 37 439-440 Pipe 440 439 120.65 848.03 847.86 0.1400 30.000 0.0130 12.60 15.40 0.82 3.50 1.72 0.69 0.00 Calculated 38 440-441 Pipe 441 440 34.00 848.35 848.24 0.3200 24.000 0.0130 8.89 12.87 0.69 4.42 1.22 0.61 0.00 Calculated 39 440-451 Pipe 451 440 122.00 849.82 849.00 0.6700 12.000 0.0130 2.90 2.92 0.99 4.24 0.81 0.81 0.00 Calculated 40 441-442 Pipe 442 441 121.00 848.88 848.45 0.3600 21.000 0.0130 6.28 9.45 0.66 4.20 1.04 0.60 0.00 Calculated 41 441-450 Pipe 450 441 173.00 851.08 850.56 0.3000 12.000 0.0130 1.03 1.95 0.53 2.52 0.52 0.52 0.00 Calculated 42 442-443 Pipe 443 442 26.14 849.07 848.98 0.3400 21.000 0.0130 5.89 9.30 0.63 4.09 1.01 0.58 0.00 Calculated 43 443-444 Pipe 444 443 119.06 849.48 849.17 0.2600 21.000 0.0130 4.84 8.46 0.57 3.63 0.95 0.54 0.00 Calculated 44 444-445 Pipe 445 444 134.76 849.88 849.61 0.2000 18.000 0.0120 4.46 5.09 0.88 3.25 1.09 0.73 0.00 Calculated 45 445 STUB W Pipe 448 445 70.45 850.38 849.98 0.5700 12.000 0.0120 1.50 2.92 0.51 3.74 0.51 0.51 0.00 Calculated 46 445-446 Pipe 446 445 123.81 850.53 849.98 0.4400 12.000 0.0120 1.23 2.57 0.48 3.24 0.49 0.49 0.00 Calculated 47 445-447 Pipe 447 445 165.00 850.46 849.98 0.2900 12.000 0.0130 0.82 1.93 0.43 2.36 0.46 0.46 0.00 Calculated 48 447-447A Pipe 447A 447 162.00 851.05 850.56 0.3000 12.000 0.0130 0.63 1.95 0.32 2.21 0.39 0.39 0.00 Calculated 49 448-470 Pipe 470 448 113.87 850.99 850.48 0.4500 12.000 0.0120 0.55 2.58 0.21 2.61 0.31 0.31 0.00 Calculated 50 451-452 Pipe 452 451A 108.00 851.07 850.45 0.5700 12.000 0.0130 0.12 2.70 0.05 1.75 0.14 0.14 0.00 Calculated 51 453-454 Pipe 454 453 29.35 847.98 847.93 0.1800 18.000 0.0130 1.35 4.46 0.30 2.21 0.57 0.38 0.00 Calculated 52 453-458 Pipe 458 453 23.00 848.95 848.43 2.2600 12.000 0.0130 0.96 5.36 0.18 5.15 0.29 0.29 0.00 Calculated 53 455A-455B Pipe 455B DryBasin 69.73 848.42 848.26 0.2300 18.000 0.0130 4.90 5.03 0.97 3.24 1.20 0.80 0.00 Calculated 54 455B-456 Pipe 456 455B 84.13 848.68 848.52 0.1900 18.000 0.0130 3.45 4.58 0.75 2.85 0.97 0.65 0.00 Calculated 55 456-457 Pipe 457 456 68.80 848.95 848.78 0.2500 15.000 0.0130 3.15 3.21 0.98 2.98 1.01 0.80 0.00 Calculated 56 457-457A Pipe 457A 457 21.00 850.48 849.66 3.9000 12.000 0.0130 2.87 7.04 0.41 8.50 0.44 0.44 0.00 Calculated 57 470-471 Pipe 471 470 71.54 851.30 851.09 0.3000 12.000 0.0120 0.17 2.11 0.08 1.61 0.19 0.19 0.00 Calculated 58 470-472 Pipe 473 470 71.31 851.52 851.09 0.6000 12.000 0.0120 0.55 2.99 0.18 2.89 0.29 0.29 0.00 Calculated06/14/2024 25 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) (%) (in)(cfs) (cfs)(ft/sec) (ft)(min) 59 6inch Pipe Jun-03 Jun-04 18.00 851.64 851.03 3.3900 6.000 0.0130 0.17 1.03 0.17 3.89 0.14 0.28 0.00 Calculated 60 EX-453 Pipe 453 Out-1EX-453 37.64 847.93 847.86 0.1800 18.000 0.0130 2.27 4.46 0.51 2.53 0.76 0.51 0.00 Calculated 61 Link-07 Pipe 451A 451 62.30 850.35 849.92 0.6900 12.000 0.0130 1.84 2.96 0.62 3.97 0.57 0.57 0.00 Calculated 62 Link-09 Pipe 464 463 85.04 851.95 851.52 0.5100 12.000 0.0130 0.62 2.53 0.25 2.67 0.34 0.34 0.00 Calculated 63 Link-10 Pipe 463 462 108.60 851.42 850.95 0.4300 12.000 0.0130 1.36 2.34 0.58 3.09 0.55 0.55 0.00 Calculated 64 Link-11 Pipe 462 430 103.12 850.85 850.36 0.4800 12.000 0.0130 1.45 2.46 0.59 3.26 0.55 0.55 0.00 Calculated 65 swale Channel Jun-04 458 196.00 851.03 848.95 1.0600 12.000 0.0320 0.17 4.00 0.04 1.21 0.31 0.31 0.00 66 Lake1OCS2 Orifice Lake1 401 847.00 847.00 6.000 0.00 67 Lake1OCSTC Orifice Lake1 401 847.00 847.00 36.000 0.00 68 Lake1OCSWQ Orifice Lake1 401 847.00 847.00 6.000 0.98 69 Orifice-04 Orifice DryBasin 454 848.04 847.98 6.000 1.01 70 Orifice-05 Orifice DryBasin 454 848.04 847.98 36.000 0.00 06/14/2024 26 Subbasin Hydrology Subbasin : Sub-403 Input Data Area (ac) ....................................................... 0.18 Weighted Runoff Coefficient ........................ 0.2600 Runoff Coefficient Area Soil Runoff Soil/Surface Description (acres) Group Coeff. -0.18 - 0.26 Composite Area & Weighted Runoff Coeff. 0.18 0.26 Subbasin Runoff Results Total Rainfall (in) .......................................... 1.63 Total Runoff (in) ............................................ 0.42 Peak Runoff (cfs) ......................................... 0.15 Rainfall Intensity ........................................... 3.243 Weighted Runoff Coefficient ........................ 0.2600 Time of Concentration (days hh:mm:ss) ...... 0 00:30:06 06/14/2024 27 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 401 847.00 848.17 1.17 847.00 0.00 848.17 0.00 0.00 0.00 2 403 847.15 853.80 6.64 847.15 0.00 853.80 0.00 0.00 0.00 3 404 850.44 854.37 3.93 850.44 0.00 854.37 0.00 0.00 0.00 4 405 850.58 854.20 3.62 850.58 0.00 854.20 0.00 0.00 0.00 5 406 848.84 853.80 4.96 848.84 0.00 853.80 0.00 0.00 0.00 6 407 849.38 853.80 4.42 849.38 0.00 853.80 0.00 0.00 0.00 7 408 849.89 853.80 3.91 849.89 0.00 853.80 0.00 0.00 0.00 8 409 850.40 853.60 3.20 850.40 0.00 853.60 0.00 0.00 0.00 9 411 847.19 853.80 6.61 847.19 0.00 853.80 0.00 0.00 0.00 10 412 847.53 854.61 7.07 847.53 0.00 854.61 0.00 0.00 0.00 11 413 847.68 854.39 6.71 847.68 0.00 854.39 0.00 0.00 0.00 12 414 847.85 854.39 6.54 847.85 0.00 854.39 0.00 0.00 0.00 13 415 848.88 854.38 5.50 848.88 0.00 854.38 0.00 0.00 0.00 14 417 849.77 853.67 3.90 849.77 0.00 853.67 0.00 0.00 0.00 15 417A 851.49 855.68 4.19 851.49 0.00 855.68 0.00 0.00 0.00 16 418 849.58 853.67 4.09 849.58 0.00 853.67 0.00 0.00 0.00 17 421 849.36 854.06 4.70 849.36 0.00 854.38 0.32 0.00 0.00 18 422 849.54 854.79 5.25 849.54 0.00 854.79 0.00 0.00 0.00 19 423 849.89 854.76 4.87 849.89 0.00 854.76 0.00 0.00 0.00 20 424 850.41 853.51 3.10 850.41 0.00 853.51 0.00 0.00 0.00 21 428 849.03 853.80 4.77 849.03 0.00 853.80 0.00 0.00 0.00 22 428A 849.87 854.48 4.61 849.87 0.00 854.48 0.00 0.00 0.00 23 429 850.07 854.22 4.15 850.07 0.00 854.22 0.00 0.00 0.00 24 430 850.26 854.22 3.96 850.26 0.00 854.22 0.00 0.00 0.00 25 432 847.15 853.60 6.45 847.15 0.00 853.60 0.00 0.00 0.00 26 433 847.90 854.64 6.74 847.90 0.00 854.64 0.00 0.00 0.00 27 434 848.20 854.37 6.17 848.20 0.00 854.37 0.00 0.00 0.00 28 435 848.38 854.08 5.70 848.38 0.00 854.08 0.00 0.00 0.00 29 436 848.87 854.08 5.21 848.87 0.00 854.08 0.00 0.00 0.00 30 437 847.45 854.18 6.73 847.45 0.00 854.18 0.00 0.00 0.00 31 438 847.60 854.04 6.44 847.60 0.00 854.04 0.00 0.00 0.00 32 439 847.75 854.04 6.29 847.75 0.00 854.04 0.00 0.00 0.00 33 440 848.03 853.77 5.74 848.03 0.00 853.77 0.00 0.00 0.00 34 441 848.35 853.98 5.63 848.35 0.00 853.98 0.00 0.00 0.00 35 442 848.88 854.10 5.22 848.88 0.00 854.10 0.00 0.00 0.00 36 443 849.07 854.10 5.03 849.07 0.00 854.10 0.00 0.00 0.00 37 444 849.51 853.90 4.39 849.51 0.00 853.90 0.00 0.00 0.00 38 445 849.88 853.99 4.11 849.88 0.00 853.99 0.00 0.00 0.00 39 446 850.53 854.19 3.66 850.53 0.00 854.19 0.00 0.00 0.00 40 447 850.46 854.22 3.76 850.46 0.00 854.22 0.00 0.00 0.00 41 447A 851.05 854.75 3.70 851.05 0.00 854.75 0.00 0.00 0.00 42 448 850.38 854.19 3.80 850.38 0.00 854.19 0.00 0.00 0.00 43 450 851.08 854.77 3.69 851.08 0.00 854.77 0.00 0.00 0.00 44 451 849.82 853.62 3.80 849.82 0.00 853.62 0.00 0.00 0.00 45 451A 850.35 854.20 3.85 850.35 0.00 854.20 0.00 0.00 0.00 46 452 851.07 854.61 3.54 851.07 0.00 854.77 0.16 0.00 0.00 47 453 847.93 851.92 4.00 847.93 0.00 851.92 0.00 0.00 0.00 48 454 847.98 851.37 3.39 847.98 0.00 851.37 0.00 0.00 0.00 49 455B 848.42 851.89 3.47 848.42 0.00 851.89 0.00 0.00 0.00 50 456 848.68 852.14 3.46 848.68 0.00 852.14 0.00 0.00 0.00 51 457 848.90 852.16 3.26 848.90 0.00 852.16 0.00 0.00 0.00 52 457A 850.48 850.48 0.00 850.48 0.00 850.48 0.00 0.00 0.00 53 462 850.85 854.50 3.65 850.85 0.00 854.50 0.00 0.00 0.00 54 463 851.42 855.10 3.68 851.42 0.00 855.10 0.00 0.00 0.00 55 464 851.95 855.50 3.55 851.95 0.00 855.50 0.00 0.00 0.00 56 470 850.99 854.23 3.24 850.99 0.00 854.23 0.00 0.00 0.00 57 471 851.30 855.00 3.70 851.30 0.00 855.00 0.00 0.00 0.00 58 472 851.44 855.41 3.97 851.44 0.00 855.41 0.00 0.00 0.00 59 473 851.52 854.95 3.43 851.52 0.00 854.95 0.00 0.00 0.00 60 474 851.02 855.41 4.39 851.02 0.00 855.41 0.00 0.00 0.00 61 475 851.12 855.10 3.98 851.12 0.00 855.10 0.00 0.00 0.00 62 476 850.03 855.58 5.55 850.03 0.00 855.58 0.00 0.00 0.00 63 Jun-04 851.03 852.50 1.47 851.03 0.00 852.50 0.00 0.00 0.00 06/14/2024 28 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft)(ft)(ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 401 0.98 0.00 847.38 0.38 0.00 3.60 847.21 0.21 0 00:52 0 00:00 0.00 0.00 2 403 3.57 0.15 848.01 0.86 0.00 5.79 847.66 0.51 0 00:15 0 00:00 0.00 0.00 3 404 2.55 0.00 851.32 0.88 0.00 3.05 850.55 0.11 0 00:15 0 00:00 0.00 0.00 4 405 2.55 2.55 851.37 0.79 0.00 2.83 850.59 0.01 0 00:15 0 00:00 0.00 0.00 5 406 1.20 0.23 849.44 0.60 0.00 4.36 848.95 0.11 0 00:19 0 00:00 0.00 0.00 6 407 0.99 0.26 849.90 0.52 0.00 3.90 849.49 0.11 0 00:19 0 00:00 0.00 0.00 7 408 0.74 0.39 850.32 0.43 0.00 3.48 850.00 0.11 0 00:19 0 00:00 0.00 0.00 8 409 0.45 0.45 850.73 0.33 0.00 2.87 850.41 0.01 0 00:25 0 00:00 0.00 0.00 9 411 4.24 0.66 848.18 0.99 0.00 5.61 847.31 0.12 0 00:13 0 00:00 0.00 0.00 10 412 3.83 0.00 848.52 0.99 0.00 6.08 847.65 0.12 0 00:13 0 00:00 0.00 0.00 11 413 3.83 0.28 848.75 1.08 0.00 5.64 847.80 0.13 0 00:08 0 00:00 0.00 0.00 12 414 3.61 0.82 849.57 1.72 0.00 4.82 848.68 0.83 0 00:08 0 00:00 0.00 0.00 13 415 3.06 1.36 849.96 1.08 0.00 4.42 849.14 0.26 0 00:08 0 00:00 0.00 0.00 14 417 1.27 1.27 850.29 0.52 0.00 3.38 849.88 0.11 0 00:16 0 00:00 0.00 0.00 15 417A 0.09 0.09 851.58 0.09 0.00 4.10 851.49 0.00 0 00:05 0 00:00 0.00 0.00 16 418 2.03 0.79 850.20 0.62 0.00 3.47 849.69 0.11 0 00:16 0 00:00 0.00 0.00 17 421 2.36 0.41 850.24 0.88 0.00 3.82 849.47 0.11 0 00:08 0 00:00 0.00 0.00 18 422 2.13 0.63 850.57 1.03 0.00 4.22 849.80 0.26 0 00:08 0 00:00 0.00 0.00 19 423 1.96 1.61 850.67 0.78 0.00 4.09 850.00 0.11 0 00:08 0 00:00 0.00 0.00 20 424 0.80 0.80 850.86 0.45 0.00 2.66 850.42 0.01 0 00:20 0 00:00 0.00 0.00 21 428 1.88 0.04 849.72 0.69 0.00 4.08 849.15 0.12 0 00:05 0 00:00 0.00 0.00 22 428A 1.86 0.00 850.56 0.69 0.00 3.92 849.99 0.12 0 00:05 0 00:00 0.00 0.00 23 429 1.86 0.44 850.90 0.83 0.00 3.32 850.18 0.11 0 00:05 0 00:00 0.00 0.00 24 430 1.72 1.16 850.99 0.73 0.00 3.23 850.37 0.11 0 00:05 0 00:00 0.00 0.00 25 432 20.19 0.18 849.02 1.87 0.00 4.58 847.67 0.52 0 00:05 0 00:00 0.00 0.00 26 433 7.41 0.00 849.35 1.45 0.00 5.29 848.17 0.27 0 00:10 0 00:00 0.00 0.00 27 434 7.41 0.73 849.57 1.37 0.00 4.80 848.32 0.12 0 00:10 0 00:00 0.00 0.00 28 435 7.41 1.00 849.68 1.30 0.00 4.40 848.49 0.11 0 00:10 0 00:00 0.00 0.00 29 436 6.93 6.93 850.07 1.20 0.00 4.01 848.88 0.01 0 00:10 0 00:00 0.00 0.00 30 437 14.61 0.00 849.27 1.82 0.00 4.91 847.58 0.13 0 00:05 0 00:00 0.00 0.00 31 438 14.61 1.12 849.36 1.76 0.00 4.68 847.73 0.13 0 00:05 0 00:00 0.00 0.00 32 439 14.29 1.70 849.58 1.83 0.00 4.46 847.89 0.14 0 00:05 0 00:00 0.00 0.00 33 440 12.60 0.81 849.81 1.78 0.00 3.96 849.00 0.97 0 00:05 0 00:00 0.00 0.00 34 441 8.89 2.03 851.08 2.73 0.00 2.90 850.56 2.21 0 00:09 0 00:00 0.00 0.00 35 442 6.28 1.25 849.99 1.11 0.00 4.11 849.01 0.13 0 00:05 0 00:00 0.00 0.00 36 443 5.89 1.05 850.12 1.05 0.00 3.98 849.20 0.13 0 00:05 0 00:00 0.00 0.00 37 444 4.84 1.49 850.70 1.19 0.00 3.21 849.63 0.12 0 00:05 0 00:00 0.00 0.00 38 445 4.46 2.97 850.97 1.09 0.00 3.02 850.00 0.12 0 00:05 0 00:00 0.00 0.00 39 446 1.23 1.04 851.02 0.49 0.00 3.17 850.73 0.20 0 00:23 0 00:00 0.00 0.00 40 447 0.82 0.72 850.95 0.49 0.00 3.27 850.57 0.11 0 00:05 0 00:00 0.00 0.00 41 447A 0.63 0.63 851.44 0.39 0.00 3.31 851.05 0.00 0 00:05 0 00:00 0.00 0.00 42 448 1.50 0.99 850.89 0.51 0.00 3.29 850.49 0.11 0 00:31 0 00:00 0.00 0.00 43 450 1.03 1.03 851.60 0.52 0.00 3.17 851.08 0.00 0 00:09 0 00:00 0.00 0.00 44 451 2.90 1.06 850.63 0.81 0.00 2.99 849.92 0.10 0 00:05 0 00:00 0.00 0.00 45 451A 1.84 1.79 850.92 0.57 0.00 3.28 850.45 0.10 0 00:05 0 00:00 0.00 0.00 46 452 0.12 0.12 851.21 0.14 0.00 3.40 851.07 0.00 0 00:11 0 00:00 0.00 0.00 47 453 2.27 0.00 848.72 0.79 0.00 3.21 848.47 0.54 0 00:21 0 00:00 0.00 0.00 48 454 1.35 0.56 848.55 0.57 0.00 2.83 848.03 0.05 0 00:16 0 00:00 0.00 0.00 49 455B 4.90 0.00 849.62 1.20 0.00 2.27 848.54 0.12 0 00:19 0 00:00 0.00 0.00 50 456 3.45 0.32 849.79 1.11 0.00 2.36 848.80 0.12 0 00:21 0 00:00 0.00 0.00 51 457 3.15 0.36 850.10 1.20 0.00 2.05 849.67 0.77 0 00:21 0 00:00 0.00 0.00 52 457A 2.87 2.87 850.92 0.44 0.00 0.56 850.49 0.01 0 00:21 0 00:00 0.00 0.00 53 462 1.45 0.09 851.50 0.65 0.00 3.00 850.95 0.10 0 00:05 0 00:00 0.00 0.00 54 463 1.36 0.73 851.97 0.55 0.00 3.13 851.52 0.10 0 00:05 0 00:00 0.00 0.00 55 464 0.62 0.62 852.29 0.34 0.00 3.21 851.95 0.00 0 00:05 0 00:00 0.00 0.00 56 470 0.55 0.12 851.38 0.39 0.00 2.84 851.10 0.11 0 00:28 0 00:00 0.00 0.00 57 471 0.17 0.17 851.49 0.19 0.00 3.51 851.31 0.01 0 00:11 0 00:00 0.00 0.00 58 472 0.19 0.19 851.60 0.16 0.00 3.81 851.44 0.00 0 00:22 0 00:00 0.00 0.00 59 473 0.55 0.55 851.81 0.29 0.00 3.14 851.53 0.01 0 00:28 0 00:00 0.00 0.00 60 474 0.05 0.05 851.10 0.08 0.00 4.31 851.02 0.00 0 00:13 0 00:00 0.00 0.00 61 475 0.38 0.38 851.36 0.24 0.00 3.74 851.12 0.00 0 00:15 0 00:00 0.00 0.00 62 476 0.42 0.00 850.77 0.74 0.00 4.80 850.53 0.50 0 00:15 0 00:00 0.00 0.00 63 Jun-04 0.17 0.00 851.34 0.31 0.00 1.16 851.14 0.11 0 00:31 0 00:00 0.00 0.00 06/14/2024 29 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset (ft) (ft) (ft) (ft) (ft) (ft) (%)(ft) (ft)(cfs) 1 swale 196.00 851.03 0.00 848.95 0.00 2.08 1.0600 Triangular 1.000 3.000 0.0320 0.5000 0.5000 0.0000 0.00 No 06/14/2024 30 Channel Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs)(ft/sec) (min) (ft)(min) 1 swale 0.17 0 00:31 4.00 0.04 1.21 2.70 0.31 0.31 0.00 06/14/2024 31 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%)(in) (in)(cfs) 1 17 88.49 851.44 0.00 850.73 0.20 0.71 0.8000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 19 88.74 851.02 0.00 850.13 0.10 0.89 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 22 98.06 851.12 0.00 850.53 0.50 0.59 0.6000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 23 41.55 850.03 0.00 849.61 0.10 0.42 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 400-401 111.10 847.00 0.00 846.60 0.00 0.40 0.3600 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 6 402-403 51.54 847.15 0.00 847.00 0.00 0.15 0.2900 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 7 403-404 115.43 850.44 0.00 847.40 0.25 3.04 2.6300 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 8 403-406 68.44 848.84 0.00 847.65 0.50 1.19 1.7400 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 9 404-405 15.00 850.58 0.00 850.54 0.09 0.05 0.3000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 10 406-407 146.97 849.38 0.00 848.94 0.10 0.44 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 11 407-408 137.70 849.89 0.00 849.48 0.10 0.41 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 12 408-409 137.18 850.40 0.00 849.99 0.10 0.41 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 13 410-411 61.96 847.19 0.00 847.00 0.00 0.19 0.3000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 14 411-412 80.83 847.53 0.00 847.29 0.10 0.24 0.3000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 15 412-413 15.00 847.68 0.00 847.63 0.10 0.04 0.3000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 16 413-414 33.01 847.85 0.00 847.78 0.11 0.07 0.2100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 17 414-415 119.95 848.88 0.00 848.66 0.81 0.22 0.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 18 415-421 104.69 849.36 0.00 849.13 0.25 0.23 0.2200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 19 417-417A 117.69 851.49 0.00 849.87 0.10 1.62 1.3800 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 20 417-418 30.41 849.77 0.00 849.68 0.10 0.09 0.3000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 21 418-455B 136.11 849.58 0.00 848.52 0.10 1.06 0.7800 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 22 421-422 37.02 849.54 0.00 849.46 0.10 0.08 0.2200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 23 422-423 30.00 849.89 0.00 849.79 0.25 0.10 0.3300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 24 423-424 140.05 850.41 0.00 849.99 0.10 0.42 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 25 427-428 67.82 849.03 0.00 847.00 0.00 2.03 3.0000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 26 428-428A 115.00 849.87 0.00 849.13 0.10 0.74 0.6400 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 27 428-429 15.00 850.07 0.00 849.97 0.10 0.10 0.6400 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 28 429-430 30.00 850.26 0.00 850.17 0.10 0.09 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 29 431-432 49.00 847.16 0.01 847.00 0.00 0.16 0.3300 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 30 432-433 136.91 847.90 0.00 847.65 0.50 0.25 0.1800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 31 432-437 106.00 847.45 0.00 847.26 0.11 0.19 0.1800 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 32 433-434 15.00 848.20 0.00 848.15 0.25 0.05 0.3300 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 33 434-435 28.00 848.38 0.00 848.30 0.10 0.08 0.2900 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 34 435-436 135.74 848.87 0.00 848.48 0.10 0.39 0.2900 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 35 437-438 26.52 847.60 0.00 847.55 0.10 0.05 0.1900 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 36 438-439 30.00 847.76 0.01 847.70 0.10 0.06 0.2000 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 37 439-440 120.65 848.03 0.00 847.86 0.11 0.17 0.1400 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 38 440-441 34.00 848.35 0.00 848.24 0.21 0.11 0.3200 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 39 440-451 122.00 849.82 0.00 849.00 0.97 0.82 0.6700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 40 441-442 121.00 848.88 0.00 848.45 0.10 0.43 0.3600 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 41 441-450 173.00 851.08 0.00 850.56 2.21 0.52 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 42 442-443 26.14 849.07 0.00 848.98 0.10 0.09 0.3400 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 43 443-444 119.06 849.48 -0.03 849.17 0.10 0.31 0.2600 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 44 444-445 134.76 849.88 0.00 849.61 0.10 0.27 0.2000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 45 445 STUB W 70.45 850.38 0.00 849.98 0.10 0.40 0.5700 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 46 445-446 123.81 850.53 0.00 849.98 0.10 0.55 0.4400 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 47 445-447 165.00 850.46 0.00 849.98 0.10 0.49 0.2900 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 48 447-447A 162.00 851.05 0.00 850.56 0.10 0.49 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 49 448-470 113.87 850.99 0.00 850.48 0.10 0.51 0.4500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 50 451-452 108.00 851.07 0.00 850.45 0.10 0.62 0.5700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 51 453-454 29.35 847.98 0.00 847.93 0.00 0.05 0.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 52 453-458 23.00 848.95 0.00 848.43 0.50 0.52 2.2600 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 53 455A-455B 69.73 848.42 0.00 848.26 0.22 0.16 0.2300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 54 455B-456 84.13 848.68 0.00 848.52 0.10 0.16 0.1900 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 55 456-457 68.80 848.95 0.05 848.78 0.10 0.17 0.2500 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 56 457-457A 21.00 850.48 0.00 849.66 0.76 0.82 3.9000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 57 470-471 71.54 851.30 0.00 851.09 0.10 0.21 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 58 470-472 71.31 851.52 0.00 851.09 0.10 0.43 0.6000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 59 6inch 18.00 851.64 0.32 851.03 0.00 0.61 3.3900 CIRCULAR 6.000 6.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 60 EX-453 37.64 847.93 0.00 847.86 0.00 0.07 0.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 61 Link-07 62.30 850.35 0.00 849.92 0.10 0.43 0.6900 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 62 Link-09 85.04 851.95 0.00 851.52 0.10 0.43 0.5100 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 63 Link-10 108.60 851.42 0.00 850.95 0.10 0.47 0.4300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 64 Link-11 103.12 850.85 0.00 850.36 0.10 0.49 0.4800 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 06/14/2024 32 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs)(ft/sec) (min) (ft)(min) 1 17 0.19 0 00:22 3.45 0.06 2.36 0.62 0.16 0.16 0.00 Calculated 2 19 0.05 0 00:13 3.86 0.01 1.74 0.85 0.08 0.08 0.00 Calculated 3 22 0.38 0 00:15 2.99 0.13 2.61 0.63 0.24 0.24 0.00 Calculated 4 23 0.42 0 00:15 3.86 0.11 3.22 0.22 0.22 0.22 0.00 Calculated 5 400-401 0.98 0 00:52 6.83 0.14 2.74 0.68 0.38 0.26 0.00 Calculated 6 402-403 3.57 0 00:15 5.75 0.62 3.43 0.25 0.86 0.57 0.00 Calculated 7 403-404 2.55 0 00:15 10.48 0.24 7.04 0.27 0.42 0.34 0.00 Calculated 8 403-406 1.20 0 00:19 4.70 0.26 5.01 0.23 0.35 0.35 0.00 Calculated 9 404-405 2.55 0 00:15 3.54 0.72 3.14 0.08 0.79 0.63 0.00 Calculated 10 406-407 0.99 0 00:19 1.95 0.51 2.50 0.98 0.51 0.51 0.00 Calculated 11 407-408 0.74 0 00:19 1.95 0.38 2.31 0.99 0.43 0.43 0.00 Calculated 12 408-409 0.45 0 00:25 1.95 0.23 2.02 1.13 0.33 0.33 0.00 Calculated 13 410-411 4.24 0 00:13 5.75 0.74 3.56 0.29 0.96 0.64 0.00 Calculated 14 411-412 3.83 0 00:13 5.75 0.67 3.48 0.39 0.89 0.60 0.00 Calculated 15 412-413 3.83 0 00:13 5.75 0.67 3.48 0.07 0.89 0.60 0.00 Calculated 16 413-414 3.61 0 00:08 4.84 0.75 3.00 0.18 0.97 0.64 0.00 Calculated 17 414-415 3.06 0 00:08 4.50 0.68 2.74 0.73 0.91 0.61 0.00 Calculated 18 415-421 2.36 0 00:08 3.03 0.78 2.73 0.64 0.83 0.66 0.00 Calculated 19 417-417A 0.09 0 00:05 7.58 0.01 2.07 0.95 0.09 0.08 0.00 Calculated 20 417-418 1.27 0 00:16 3.51 0.36 2.63 0.19 0.52 0.42 0.00 Calculated 21 418-455B 2.03 0 00:16 5.70 0.36 4.25 0.53 0.52 0.41 0.00 Calculated 22 421-422 2.13 0 00:08 3.00 0.71 2.65 0.23 0.78 0.62 0.00 Calculated 23 422-423 1.96 0 00:08 2.06 0.95 2.98 0.17 0.78 0.78 0.00 Calculated 24 423-424 0.80 0 00:20 1.95 0.41 2.36 0.99 0.45 0.45 0.00 Calculated 25 427-428 1.88 0 00:05 6.17 0.30 6.89 0.16 0.38 0.38 0.00 Calculated 26 428-428A 1.86 0 00:05 2.85 0.65 3.86 0.50 0.59 0.59 0.00 Calculated 27 428-429 1.86 0 00:05 2.85 0.65 3.86 0.06 0.59 0.59 0.00 Calculated 28 429-430 1.72 0 00:05 1.95 0.88 2.80 0.18 0.73 0.73 0.00 Calculated 29 431-432 20.19 0 00:05 23.44 0.86 5.37 0.15 1.79 0.72 0.00 Calculated 30 432-433 7.41 0 00:10 9.72 0.76 3.41 0.67 1.31 0.65 0.00 Calculated 31 432-437 14.61 0 00:05 17.37 0.84 3.96 0.45 1.76 0.70 0.00 Calculated 32 433-434 7.41 0 00:10 9.15 0.81 4.23 0.06 1.20 0.68 0.00 Calculated 33 434-435 7.41 0 00:10 8.47 0.87 3.97 0.12 1.27 0.72 0.00 Calculated 34 435-436 6.93 0 00:10 8.49 0.82 3.94 0.57 1.20 0.69 0.00 Calculated 35 437-438 14.61 0 00:05 17.81 0.82 4.05 0.11 1.72 0.69 0.00 Calculated 36 438-439 14.29 0 00:05 18.34 0.78 4.13 0.12 1.66 0.66 0.00 Calculated 37 439-440 12.60 0 00:05 15.40 0.82 3.50 0.57 1.72 0.69 0.00 Calculated 38 440-441 8.89 0 00:05 12.87 0.69 4.42 0.13 1.22 0.61 0.00 Calculated 39 440-451 2.90 0 00:05 2.92 0.99 4.24 0.48 0.81 0.81 0.00 Calculated 40 441-442 6.28 0 00:05 9.45 0.66 4.20 0.48 1.04 0.60 0.00 Calculated 41 441-450 1.03 0 00:09 1.95 0.53 2.52 1.14 0.52 0.52 0.00 Calculated 42 442-443 5.89 0 00:05 9.30 0.63 4.09 0.11 1.01 0.58 0.00 Calculated 43 443-444 4.84 0 00:05 8.46 0.57 3.63 0.55 0.95 0.54 0.00 Calculated 44 444-445 4.46 0 00:05 5.09 0.88 3.25 0.69 1.09 0.73 0.00 Calculated 45 445 STUB W 1.50 0 00:31 2.92 0.51 3.74 0.31 0.51 0.51 0.00 Calculated 46 445-446 1.23 0 00:23 2.57 0.48 3.24 0.64 0.49 0.49 0.00 Calculated 47 445-447 0.82 0 00:05 1.93 0.43 2.36 1.17 0.46 0.46 0.00 Calculated 48 447-447A 0.63 0 00:05 1.95 0.32 2.21 1.22 0.39 0.39 0.00 Calculated 49 448-470 0.55 0 00:28 2.58 0.21 2.61 0.73 0.31 0.31 0.00 Calculated 50 451-452 0.12 0 00:11 2.70 0.05 1.75 1.03 0.14 0.14 0.00 Calculated 51 453-454 1.35 0 00:16 4.46 0.30 2.21 0.22 0.57 0.38 0.00 Calculated 52 453-458 0.96 0 00:21 5.36 0.18 5.15 0.07 0.29 0.29 0.00 Calculated 53 455A-455B 4.90 0 00:19 5.03 0.97 3.24 0.36 1.20 0.80 0.00 Calculated 54 455B-456 3.45 0 00:21 4.58 0.75 2.85 0.49 0.97 0.65 0.00 Calculated 55 456-457 3.15 0 00:21 3.21 0.98 2.98 0.38 1.01 0.80 0.00 Calculated 56 457-457A 2.87 0 00:21 7.04 0.41 8.50 0.04 0.44 0.44 0.00 Calculated 57 470-471 0.17 0 00:11 2.11 0.08 1.61 0.74 0.19 0.19 0.00 Calculated 58 470-472 0.55 0 00:28 2.99 0.18 2.89 0.41 0.29 0.29 0.00 Calculated 59 6inch 0.17 0 00:31 1.03 0.17 3.89 0.08 0.14 0.28 0.00 Calculated 60 EX-453 2.27 0 00:21 4.46 0.51 2.53 0.25 0.76 0.51 0.00 Calculated 61 Link-07 1.84 0 00:05 2.96 0.62 3.97 0.26 0.57 0.57 0.00 Calculated 62 Link-09 0.62 0 00:05 2.53 0.25 2.67 0.53 0.34 0.34 0.00 Calculated 63 Link-10 1.36 0 00:05 2.34 0.58 3.09 0.59 0.55 0.55 0.00 Calculated 64 Link-11 1.45 0 00:05 2.46 0.59 3.26 0.53 0.55 0.55 0.00 Calculated 06/14/2024 33 Storage Nodes Storage Node : 458 Input Data 848.95 851.00 2.05 848.95 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : 458 storage Stage Storage Storage Area Volume (ft)(ft²) (ft³) 0 0 0.000 1.05 3500 1837.50 2.05 5200 6187.50 Evaporation Loss ..................................................................... Invert Elevation (ft) ................................................................... Max (Rim) Elevation (ft) ........................................................... Max (Rim) Offset (ft) ................................................................ Initial Water Elevation (ft) ......................................................... Initial Water Depth (ft) .............................................................. Ponded Area (ft²) ..................................................................... 06/14/2024 34 06/14/2024 35 Storage Node : 458 (continued) Output Summary Results 1.01 0.94 0.96 0.00 849.24 0.29 848.99 0.04 0 00:21 0.000 0 0 0.00 Total Time Flooded (min) ........................................................ Total Retention Time (sec) ...................................................... Max HGL Depth Attained (ft) ................................................... Average HGL Elevation Attained (ft) ........................................ Average HGL Depth Attained (ft) ............................................. Time of Max HGL Occurrence (days hh:mm) .......................... Total Exfiltration Volume (1000-ft³) .......................................... Total Flooded Volume (ac-in) .................................................. Peak Inflow (cfs) ...................................................................... Peak Lateral Inflow (cfs) .......................................................... Peak Outflow (cfs) ................................................................... Peak Exfiltration Flow Rate (cfm) ............................................ Max HGL Elevation Attained (ft) .............................................. 06/14/2024 36 Storage Node : DryBasin Input Data 848.04 851.00 2.96 848.04 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : Storage-02 (DB) Stage Storage Storage Area Volume (ft)(ft²) (ft³) 0 0 0.000 0.96 4993.92 2397.08 1.96 10199.03 9993.56 2.96 11623.25 20904.70 Initial Water Depth (ft) .............................................................. Ponded Area (ft²) ..................................................................... Evaporation Loss ..................................................................... Invert Elevation (ft) ................................................................... Max (Rim) Elevation (ft) ........................................................... Max (Rim) Offset (ft) ................................................................ Initial Water Elevation (ft) ......................................................... 06/14/2024 37 06/14/2024 38 Storage Node : DryBasin (continued) Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 Orifice-04 Side CIRCULAR No 6.00 848.04 0.61 2 Orifice-05 Bottom Rectangular No 36.00 36.00 851.16 0.63 Output Summary Results 4.90 0.00 1.01 0.00 849.38 1.34 848.13 0.09 0 00:35 0.000 0 0 0.00 Total Exfiltration Volume (1000-ft³) .......................................... Total Flooded Volume (ac-in) .................................................. Total Time Flooded (min) ........................................................ Total Retention Time (sec) ...................................................... Peak Exfiltration Flow Rate (cfm) ............................................ Max HGL Elevation Attained (ft) .............................................. Max HGL Depth Attained (ft) ................................................... Average HGL Elevation Attained (ft) ........................................ Average HGL Depth Attained (ft) ............................................. Time of Max HGL Occurrence (days hh:mm) .......................... Peak Inflow (cfs) ...................................................................... Peak Lateral Inflow (cfs) .......................................................... Peak Outflow (cfs) ................................................................... 06/14/2024 39 Storage Node : Jun-03 Input Data 851.32 854.00 2.68 851.32 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : 6inch Stage Storage Storage Area Volume (ft)(ft²) (ft³) 0 0 0.000 0.68 22518.21 7656.19 1.68 49019.08 43424.84 Max (Rim) Offset (ft) ................................................................ Initial Water Elevation (ft) ......................................................... Initial Water Depth (ft) .............................................................. Ponded Area (ft²) ..................................................................... Evaporation Loss ..................................................................... Invert Elevation (ft) ................................................................... Max (Rim) Elevation (ft) ........................................................... 06/14/2024 40 06/14/2024 41 Storage Node : Jun-03 (continued) Output Summary Results 3.75 3.75 0.17 0.00 851.78 0.46 851.68 0.36 0 00:31 0.000 0 0 0.00 Average HGL Depth Attained (ft) ............................................. Time of Max HGL Occurrence (days hh:mm) .......................... Total Exfiltration Volume (1000-ft³) .......................................... Total Flooded Volume (ac-in) .................................................. Total Time Flooded (min) ........................................................ Total Retention Time (sec) ...................................................... Peak Lateral Inflow (cfs) .......................................................... Peak Outflow (cfs) ................................................................... Peak Exfiltration Flow Rate (cfm) ............................................ Max HGL Elevation Attained (ft) .............................................. Max HGL Depth Attained (ft) ................................................... Average HGL Elevation Attained (ft) ........................................ Peak Inflow (cfs) ...................................................................... 06/14/2024 42 Storage Node : Lake1 Input Data 847.00 853.00 6.00 847.00 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : Storage-01 Stage Storage Storage Area Volume (ft)(ft²) (ft³) 0 22512.18 0.000 1 25490.48 24001.33 2 28569.17 51031.16 3 31748.08 81189.79 4 35027.2 114577.43 5 38406.58 151294.32 6 41886.61 191440.92 7 46467.5 235617.98 Evaporation Loss ..................................................................... Invert Elevation (ft) ................................................................... Max (Rim) Elevation (ft) ........................................................... Max (Rim) Offset (ft) ................................................................ Initial Water Elevation (ft) ......................................................... Initial Water Depth (ft) .............................................................. Ponded Area (ft²) ..................................................................... 06/14/2024 43 06/14/2024 44 Storage Node : Lake1 (continued) Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 Lake1OCS2 Side Rectangular No 6.00 9.00 850.48 0.63 2 Lake1OCSTC Bottom Rectangular No 36.00 36.00 853.50 0.63 3 Lake1OCSWQ Side CIRCULAR No 6.00 847.00 0.61 Output Summary Results 26.14 0.00 0.98 0.00 848.27 1.27 847.45 0.45 0 00:52 0.000 0 0 0.00 Total Time Flooded (min) ........................................................ Total Retention Time (sec) ...................................................... Max HGL Depth Attained (ft) ................................................... Average HGL Elevation Attained (ft) ........................................ Average HGL Depth Attained (ft) ............................................. Time of Max HGL Occurrence (days hh:mm) .......................... Total Exfiltration Volume (1000-ft³) .......................................... Total Flooded Volume (ac-in) .................................................. Peak Inflow (cfs) ...................................................................... Peak Lateral Inflow (cfs) .......................................................... Peak Outflow (cfs) ................................................................... Peak Exfiltration Flow Rate (cfm) ............................................ Max HGL Elevation Attained (ft) .............................................. 06/14/2024 45 Type: R-4342 Perimeter Area For yard inlets located in rear yards Clogged 6.00 2.00 50% 4.50 1.00 0.6A(2gh)0.5 Inlet Rational Flow Grate Perimeter Grate Area Depth at Casting (Weir) Depth at Casting (Orifice) (#) (cfs) (ft)(ft2)(ft) (ft) 403 0.15 4.50 1.00 0.05 0.00 406 0.23 4.50 1.00 0.07 0.00 407 0.26 4.50 1.00 0.07 0.00 408 0.39 4.50 1.00 0.09 0.01 409 0.45 4.50 1.00 0.10 0.01 411 0.66 4.50 1.00 0.13 0.02 416 1.36 4.50 1.00 0.22 0.08 424 0.80 4.50 1.00 0.15 0.03 428 0.04 4.50 1.00 0.02 0.00 432 0.18 4.50 1.00 0.06 0.00 458 0.36 4.50 1.00 0.09 0.01 462 0.47 4.50 1.00 0.11 0.01 463 0.73 4.50 1.00 0.14 0.02 464 0.38 4.50 1.00 0.09 0.01 470 0.12 4.50 1.00 0.04 0.00 471 0.17 4.50 1.00 0.05 0.00 472 0.19 4.50 1.00 0.06 0.00 473 0.55 4.50 1.00 0.12 0.01 474 0.05 4.50 1.00 0.02 0.00 475 0.38 4.50 1.00 0.09 0.01 Ponding depth at casting can be no greater than 9 inches or 0.75 feet Jackson's Grant Village Yard Inlet Capacities Job #60160JGV 06/14/2024 46 Type: R-3402-E Perimeter Area For yard inlets located in rear yards Unclogged 8.00 2.10 50% Clogged 6.00 1.05 0.6A(2gh)0.5 Inlet Rational Flow Grate Perimeter Grate Area Depth at Casting (Weir) Depth at Casting (Orifice) (#) (cfs) (ft)(ft2)(ft) (ft) 415 1.36 6.00 1.05 0.18 0.07 421 0.41 6.00 1.05 0.08 0.01 436 6.93 6.00 1.05 0.53 1.82 440 0.81 6.00 1.05 0.13 0.02 441 2.03 6.00 1.05 0.23 0.16 444 1.49 6.00 1.05 0.19 0.08 445 2.60 6.00 1.05 0.28 0.26 446 1.30 6.00 1.05 0.17 0.06 447 1.02 6.00 1.05 0.15 0.04 447A 0.85 6.00 1.05 0.13 0.03 448 1.61 6.00 1.05 0.20 0.10 450 1.03 6.00 1.05 0.15 0.04 451 2.26 6.00 1.05 0.25 0.19 452 0.77 6.00 1.05 0.12 0.02 Jackson's Grant Village Street Inlet Capacities Job #60160JGV Ponding depth at casting can be no greater than 9 inches or 0.75 feet 06/14/2024 47 APPENDIX B JACKSONS GRANT VILLAGE MASTER PLAN DRAINAGE REPORT 06/14/2024 48 JACKSON’S GRANT VILLAGE DRAINAGE REPORT – SECTION 1 PREPARED FOR: Republic Development LLC Contact Person: Douglas B. Wagner 13578 E. 131st Street, Suite 200 Fishers, IN 46037 Contact Phone Number: (317) 770-1818 Contact Email: dwagner@republicdev.com PREPARED BY: Stoeppelwerth & Associates, Inc. Contact Person: Brian M. Brown, P.E., CFM 7965 East 106th Street Fishers, Indiana 46038 Contact Phone Number: (317) 570-4704 Contact Email Address: bbrown@stoeppelwerth.com DATE PREPARED: September 16, 2021 DATE REVISED: March 18, 2022  06/14/2024 49 Summary of Revisions Below is a summary of revisions pertaining to this drainage report as altered from the previously approved analysis. This is not intended to be an exhaustive summary but a generalized list of the major changes. 1)A spillway was added to the Dry Basin, located in the SW corner. 2)Structure 451A was also added to the pipe network. This was reflected in SSA. 03/18/2022 Page 2 of 209 06/14/2024 50 DRAINAGE REPORT JACKSONS GRANT VILLAGE,OVERALL JOB # 60160JGV TABLE OF CONTENTS ENGINEERING CERTIFICATION CERTIFICATE OF INSURANCE DRAINAGE NARRATIVE EXHIBITS LOCATION MAP FLOODPLAIN MAP SOILS MAP RAINFALL DATA APPENDIX A - EXISTING CONDITONS CALCULATIONS APPENDIX B - *PROPOSED SITE CONDITIONS CALCULATIONS *Includes Interim Conditions and Full Build Out Conditions APPENDIX C - STORM SEWER DESIGN CALCULATIONS APPENDIX D - WATER QUALITY CALCULATIONS APPENDIX E - EMERGENCY SPILLWAY CALCULATIONS APPENDIX F - SWALE CALCULATIONS APPENDIX G - CULVERT CALCULATIONS APPENDIX H - BASIN MAPS 03/18/2022 Page 3 of 209 06/14/2024 51 ENGINEERING CERTIFICATION JACKSON’S GRANT VILLAGE DRAINAGE REPORT AND ANALYSIS Brian M. Brown, PE, CFM Indiana Registration No. 11200386 I, Brian M Brown, certify that this drainage report and supporting calculations are in compliance with the requirements set forth by the Hamilton County Drainage Board and/or Hamilton County Surveyor in the Hamilton County, Indiana Stormwater Management Ordinance. 03/18/2022 Page 4 of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‹$&25'&25325$7,21$OOULJKWVUHVHUYHG$&25'  &(57,),&$7(2)/,$%,/,7<,1685$1&('$7( 00''<<<<      7KH$&25'QDPHDQGORJRDUHUHJLVWHUHGPDUNVRI$&25'     6WRHSSHOZHUWKDQG$VVRFLDWHV,QFDQG6DQG.H\3URSHUWLHV (DVWWK6WUHHW )LVKHUV,1  $        % %8$  $ &8(   $ :& 1   $&RPPHUFLDO3URSHUW\%XLOGLQJV  $3URI/LDE$(+ DJJ  72:+20,70$<&21&(51 672($1'.($'$06 &RQQHU,QVXUDQFH,QF.H\VWRQH&URVVLQJ 6XLWH,QGLDQDSROLV,1 &RQWLQHQWDO&DVXDOW\&RPSDQ\ 1DWLRQDO)LUH,QVXUDQFH&RPSDQ\RI+DUWIRUG ;  ; ; ; ; ;; ; ; ; 03/18/2022 Page 5 of 209 06/14/2024 53 DRAINAGE NARRATIVE JACKSON’S GRANT VILLAGE, SECTION 1 JOB #60160JGV INTRODUCTION Republic Development LLC is proposing the development of a mixed-use subdivision in Hamilton County to be known as Jackson’s Grant Village. The site is located northwest of the intersection of 116th St and Spring Mill Rd. The site is more specifically located in a part of the Southeast Quarter of Section 34, Township 18 North, Range 3 East of Clay Township, Hamilton County, Indiana. EXISTING SITE CONDITIONS Jackson’s Grant Village will be located south of the Jackson’s Grant Development. The existing site is split into three drainage basins, with one draining to the north and west into William’s Creek, and the two southerly basins draining south through existing culverts into a developed area that then drain into Williams Creek. Based on existing topography, it appears that there will be no offsite drainage onto the site. According to FEMA FIRM panel 18057C0208G the site lies within Zone X, Area of Minimal Flood Hazard. The site is made up of type B, Brookston soils, as well as type C, Crosby and Miami soils. Surrounding land uses are large single family homes to the west, residential to the north and residential to the south. PROPOSED SITE CONDITIONS In order to determine the pre-developed allowable release rates the entire site has been delineated minus any areas that drain offsite. In early discussions with the Hamilton County Surveyors Office (HCSO), it was requested that the whole development be allowed to drain to the northern portion of the site that drains into Williams Creek as the southern outlets appear to be too shallow to take the onsite water. Since that initial discussion, the property to the south has developed and provided an outlet. Therefore, the whole site acreage was then applied to the 0.1 cfs per acre and the 0.3 cfs per acre to obtain the allowable release rates. The entire site acreage is 24.18 but 2 basins, that account for 3.28 acres, continue to drain directly offsite and are not accounted for in the detention calculations. There is 7.05 acres, that in the existing condition drains Southeast towards the roundabout at Springmill and 116th Street. This area is not factored into the allowable release rate since the area drains to a separate outlet. There will be two outlets. One to the north that drains the majority of the site through Lake 1. The second outlet will be to the southwest of the site and will drain the detention basin, this outlet drains the remainder of the site . The release rate will not be limited to the specific outlet but an overall release rate. Additional discussions with the HCSO, they requested that we provided detention for the existing residential property when it develops in the future. 03/18/2022 Page 6 of 209 06/14/2024 54 Table 1: Proposed Site Conditions – Onsite Release Rates Storm Event 10-Year 100-Year Unit Allowable Release Rate 0.1 cfs/acre 0.3 cfs/acre Onsite Acreage 17.13 = acres 17.13 = acres Calculation 0.1 cfs/acre x acres 0.3 cfs/acre x acres Onsite Allowable Release Rates 1.71 cfs 5.14 cfs Dry Basin Discharge 1.17 cfs 1.55 cfs NorthWest Pond Discharge 1.58 cfs 3.59 cfs Total Release Rate for the Site 2.75 cfs 5.14 cfs It is anticipated that the site will develop in 2 sections. Section 1 will be the residential and major streets. Section 2 will be the Townhomes and commercial portions. The detention system is designed such that the existing residence when it develops will be covered by the detention system and will drain north. Each of these interim conditions are expanded below. Scenario 1 The first scenario will be the Section 1 build out. The western portion of the site and the pond will be built during Section 1. This includes the residential portion of the site and all the main roads (Keaton Drive, Otto Lane, and Village Creek Drive). During this time, the existing residence (436A basin, the southern basin towards the middle of the site, also labeled on all maps), will drain according to existing drainage patterns. The basin is split in half, the western half of the basin drains towards 457A and the eastern half will drain towards the existing drainage system that west of the intersection of Springmill Road and W 116th Street and drains under 116th Street. All pipes will be sized for the final conditions not the interim conditions. Table 2: Interim Conditions – Scenario 1 – Release Rates Storm Event 2-Year 10-Year 100-Year Proposed Overall Release Rates - SW 0.94 cfs 1.19 cfs 1.60 cfs Proposed Overall Release Rates – NW 0.68 cfs 1.10 cfs 1.75 cfs Total for the Site 1.62 cfs 2.29 cfs 3.35 cfs Table 3: Interim Conditions – Scenario 1 – Lake 1 Elevations Lake 2-Year 10-Year 100-Year Lake 1 848.30 ft 849.26 ft 851.45 ft Top Of Bank 855.5 ft Normal Pool 847 ft Table 4: Interim Conditions – Scenario 1 – Dry Basin Elevations Lake 2-Year 10-Year 100-Year Dry Basin 849.50 ft 850.13 ft 851.51 ft Top Of Bank 852.5 ft 03/18/2022 Page 7 of 209 06/14/2024 55 Scenario 2 The second scenario would be the full build out of Section 2. This would include any of the commercial buildings towards the right hand of the sit and anything else that wasn’t built during Section 1. For this scenario, the 463A basin will continue draining to the 457A structure. Scenario 3 The Ultimate build out condition will be when the 436A basin develops. After the 436A basin develops it will ultimately drain north towards structure 436. This is to ensure that the basin meets detention requirements by ultimately out letting into Lake 1. During the interim conditions, this basin does not need to meet detention requirements. There is one pond, identified as Lake 1, located on this site in the Northwest corner that will take all proposed onsite and outlet into William’s Creek. There is no offsite draining to the proposed area. Table 5: Interim Conditions – Scenario 2 – Release Rates Storm Event 2-Year 10-Year 100-Year Proposed Overall Release Rates - SW 0.93 cfs 1.18 cfs 1.61 cfs Proposed Overall Release Rates – NW 1.05 cfs 1.48 cfs 3.17 cfs Total for the Site 1.98 cfs 2.66 cfs 4.78 cfs Table 6: Interim Conditions – Scenario 2 – Lake 1 Elevations Lake 2-Year 10-Year 100-Year Lake 1 849.12 ft 850.44 ft 852.92 ft Top Of Bank 855.5 ft Normal Pool 847 ft Table 7: Interim Conditions – Scenario 2 – Dry Basin Elevations Lake 2-Year 10-Year 100-Year Dry Basin 849.45 ft 850.11 ft 851.54 ft Top Of Bank 852.5 ft Table 8: Proposed Site Conditions – Proposed Conditions – Scenario 3 (Full Build Out WITH Standard Sized Orifice) Storm Event 2-Year 10-Year 100-Year Proposed Overall Release Rates - SW 0.93 cfs 1.17 cfs 1.55 cfs Proposed Overall Release Rates – NW 1.12 cfs 1.58 cfs 3.59 cfs Total for the Site 2.05 cfs 2.75 cfs 5.14 cfs 03/18/2022 Page 8 of 209 06/14/2024 56 The proposed peak discharges are based on TR-55 methodology. A detention analysis was performed using the 2, 10 and 100-year storm events and their corresponding 24-hour rainfall depths. The NRCS Type II rainfall distribution was used to generate the hydrographs. The minimum orifice size for Carmel Stormwater Technical Standards is 6 inches. When a 6” orifice is placed on both outlet control structures, the 10-year allowable release rate is not met, this mainly affects the Northwest basin. Another scenario was completed to see what size orifice it would take to hit the 10-year allowable release rate and it was a 4.5” orifice. With this minimum orifice size and a different weir at the 100- year elevation, the pond is still staying in the top of bank. Table 11: Proposed Site Conditions – Proposed Conditions – Scenario 3 (with Small Orifice) Storm Event 2-Year 10-Year 100-Year Proposed Overall Release Rates - SW 0.34 cfs 0.43 cfs 1.59 cfs Proposed Overall Release Rates – NW 0.54 cfs 0.75 cfs 2.39 cfs Total for the Site 0.88 cfs 1.18 cfs 3.98 cfs Table 9: Proposed Site Conditions – Lake Elevations Lake 2-Year 10-Year 100-Year Lake 1 849.29 ft 850.78 ft 853.50 ft Top Of Bank 855.5 ft Normal Pool 847 ft Table 10: Proposed Site Conditions – Dry Basin Elevations Lake 2-Year 10-Year 100-Year Dry Basin 849.26 ft 849.83 ft 850.99 ft Top Of Bank 852.5 ft Table 12: Proposed Site Conditions – Lake 1 Elevations - Small Orifice Lake 2-Year 10-Year 100-Year Lake 1 849.40 ft 850.94 ft 853.42 ft Top Of Bank 855.5 ft Normal Pool 847 ft Table 13: Proposed Site Conditions – Dry Basin Elevations – Small Orifice Lake 2-Year 10-Year 100-Year Dry Basin 849.47 ft 850.10 ft 851.25 ft Top Of Bank 852.5 ft 03/18/2022 Page 9 of 209 06/14/2024 57 STORM SEWER DESIGN The use of Manning’s equation was used for determination of storm drain pipe sizes for non-submerged conditions. The storm drain system is capable of passing the 10-year storm event with free water surface elevations below the crown of pipe. Minimum storm drain flowing velocity for full pipe flow shall be 2.5 fps and maximum storm drain flowing velocity for full pipe flow is 10 fps. The inlet grate castings are designed such that the 10-year storm event shall be sufficiently conveyed into the storm sewer system at 50% efficiency. The inlets are spaced to allow one lane of traffic to remain open during the 10-year storm event. Appendix C provides the detailed calculations. WATER QUALITY Water quality for the site will be handled via wet detention pond, Lake 1. Lake 1 will have an outlet control structure with orifices that have been sized to meet the allowable release rates while ensuring the sediment settles to the bottom before being released. EMERGENCY SPILLWAY The emergency spillway for Lake 1 was sized for the runoff from all the upstream contributing watersheds. In lieu of providing a spillway for the day basin, a back-to-back 100 year storm was ran. The results from this analysis showed that the back to back flow in the pond stayed within the top of bank. Those calculations can be found in Appendix E. Emergency flood routes can be seen on sheet C201 in the plans. CULVERT SIZING Towards the southwestern portion of the site, there is a culvert that goes under the walking path that ultimately drains to Outlet 2. Per the Carmel Stormwater Technical Standards Manual, culverts need to be sized to not overtop for the 100-year storm. The design flow for the culvert was grabbed from the ICPR4 report then placed in HY-8. The culvert 460/461 was sized to be a 24” RCP. All culvert calculations can be found in Appendix G. REFERENCES Design and data methods are based on the following references: 1.Hamilton County Stormwater Technical Standards Manual 2.City of Carmel Stormwater Technical Standards 3.HERPICC Stormwater Drainage Manual 4.USDA – Urban Hydrology for Small Watersheds 5.USDA – Soil Conservation Service 03/18/2022 Page 10 of 209 06/14/2024 58 EXHIBITS 1 LOCATION MAP 2 FLOODPLAIN MAP 3 SOILS MAP AND REPORT 4 HAMLTON COUNTY RAINFALL DATA 03/18/2022 Page 11 of 209 06/14/2024 59 Imagery ©2020 IndianaMap Framework Data, Maxar Technologies, USDA Farm Service Agency, Map data ©2020 100 ftJackson's Grant Village Location MapThis document was created by an application that isn’t licensed to use novaPDF.Purchase a license to generate PDF files without this notice.03/18/2022 Page 12 of 209 Site06/14/2024 60 86*67KH1DWLRQDO0DS2UWKRLPDJHU\'DWDUHIUHVKHG$SULO1DWLRQDO)ORRG+D]DUG/D\HU),50HWWH)HHWš6((),65(3257)25'(7$,/('/(*(1'$1',1'(;0$3)25),503$1(//$<28763(&,$/)/22'+$=$5'$5($6:LWKRXW%DVH)ORRG(OHYDWLRQ %)( 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*RRG    % :RRGV *RRG    % 5RZ&URSV *RRG    7RWDO   &1XPEHUV-DFNVRQ V*UDQW9LOODJH (;(DVWWR:LOOLDPV&UHHN &1 (;1RUWKWR:LOOLDPV&UHHN &1 (;:HVWWR:LOOLDPV&UHHN &1 2QVLWH&XUYH1XPEHUDGMXVWHGWRWKHQH[W OHVVLQILOWUDWLQJFDSDFLW\FDWHJRU\SHURUGLQDQFH 03/18/2022 Page 21 of 209 06/14/2024 69 -RE-*9'HVFULSWLRQQ / 3 V 7W  Q/  3V 'HVFULSWLRQV 9 / 7W /9 'HVFULSWLRQ 9 / 7W /97F WRWDO 7F WRWDO IW LQ IWIW KUV 3DYHG8QSDYHG IWIW IWV IW KUV KUV PLQ (;1RUWK6KRUW*UDVV3UDLUH     8QSDYHG   &KDQQHO    (;:HVW6KRUW*UDVV3UDLUH     8QSDYHG     &KDQQHO    (;(DVW6KRUW*UDVV3UDLUH     8QSDYHG     &KDQQHO    -DFNVRQ V*UDQW9LOODJH%DVLQ7LPHRI&RQFHQWUDWLRQV3UH'HYHORSHG,&35&KDQQHO3LSH)ORZ7RWDO7R&6KHHW)ORZ6KDOORZ&RQFHQWUDWHG)ORZ03/18/2022 Page 22 of 209 06/14/2024 70 Jacksons Grant Village - Existing Conditions 1 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 Background Image: Existing Conditions Simple Basin: EX East to Williams Creek Scenario: Existing Node: Southeast Outlet Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 19.2000 min Max Allowable Q: 999999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 8.5800 ac Curve Number: 75.0 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: EX North to Williams Creek Scenario: Existing Node: NW OUTLET Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 19.3000 min 03/18/2022 Page 23 of 209 06/14/2024 71 Jacksons Grant Village - Existing Conditions 2 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 Max Allowable Q: 999999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 6.1000 ac Curve Number: 74.0 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: EX West to Williams Creek Scenario: Existing Node: Southwest Outlet Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 36.6000 min Max Allowable Q: 999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: Uh484 Peaking Factor: 484.0 Area: 11.0300 ac Curve Number: 78.0 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Node: NW OUTLET Scenario: Existing Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 841.00 ft Warning Stage: 853.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 841.00 0 0 0 12.0000 853.00 0 0 0 30.0000 841.00 03/18/2022 Page 24 of 209 06/14/2024 72 Jacksons Grant Village - Existing Conditions 3 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 Comment: Node: Southeast Outlet Scenario: Existing Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 849.00 ft Warning Stage: 852.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 849.00 0 0 0 12.0000 852.00 0 0 0 30.0000 849.00 Comment: Node: Southwest Outlet Scenario: Existing Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 851.00 ft Warning Stage: 855.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 851.00 0 0 0 12.0000 855.00 0 0 0 30.0000 851.00 Comment: Simulation: 002yr Scenario: Existing Run Date/Time: 1/20/2022 10:44:31 AM Program Version: ICPR4 4.07.04 General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 03/18/2022 Page 25 of 209 06/14/2024 73 Jacksons Grant Village - Existing Conditions 4 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 End Time:0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy 03/18/2022 Page 26 of 209 06/14/2024 74 Jacksons Grant Village - Existing Conditions 5 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 Comment: Simulation: 010yr Scenario: Existing Run Date/Time: 1/20/2022 10:44:35 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: 03/18/2022 Page 27 of 209 06/14/2024 75 Jacksons Grant Village - Existing Conditions 6 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Existing Run Date/Time: 1/20/2022 10:44:40 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics 03/18/2022 Page 28 of 209 06/14/2024 76 Jacksons Grant Village - Existing Conditions 7 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simple Basin Runoff Summary [Existing] 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 EX East to Williams Creek 002yr 6.47 12.1333 2.66 0.75 8.5800 75.0 0.00 0.00 EX East to Williams 010yr 14.11 12.1167 3.83 1.54 8.5800 75.0 0.00 0.00 03/18/2022 Page 29 of 209 06/14/2024 77 Jacksons Grant Village - Existing Conditions 8 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 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 Creek EX East to Williams Creek 100yr 33.99 12.1000 6.46 3.69 8.5800 75.0 0.00 0.00 EX North to Williams Creek 002yr 4.24 12.1333 2.66 0.70 6.1000 74.0 0.00 0.00 EX North to Williams Creek 010yr 9.53 12.1167 3.83 1.48 6.1000 74.0 0.00 0.00 EX North to Williams Creek 100yr 23.45 12.1167 6.46 3.58 6.1000 74.0 0.00 0.00 EX West to Williams Creek 002yr 6.91 12.3167 2.66 0.90 11.0300 78.0 0.00 0.00 EX West to Williams Creek 010yr 14.20 12.3000 3.83 1.76 11.0300 78.0 0.00 0.00 EX West to Williams Creek 100yr 32.71 12.2833 6.46 4.00 11.0300 78.0 0.00 0.00 Node Max Conditions w/ Times [Existing] 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] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] NW OUTLET 002yr 853.00 852.99 0.0167 4.24 0.00 0 11.9938 1.4938 12.1271 0.0000 NW OUTLET 010yr 853.00 852.99 0.0167 9.50 0.00 0 11.9938 1.4938 12.1105 0.0000 NW OUTLET 100yr 853.00 852.99 0.0167 23.45 0.00 0 11.9938 1.4938 12.1105 0.0000 Southea st Outlet 002yr 852.00 852.00 0.0042 6.46 0.00 0 11.9938 1.4605 12.1271 0.0000 Southea 010yr 852.00 852.00 0.0042 14.08 0.00 0 11.9938 1.4605 12.1105 0.0000 03/18/2022 Page 30 of 209 06/14/2024 78 Jacksons Grant Village - Existing Conditions 9 C:\Users\nstambro\Desktop\Jacksons Grant Village\1/20/2022 11:14 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] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] st Outlet Southea st Outlet 100yr 852.00 852.00 0.0042 33.97 0.00 0 11.9938 1.4605 12.1105 0.0000 Southwe st Outlet 002yr 855.00 855.00 0.0056 6.91 0.00 0 11.9938 1.4605 12.3105 0.0000 Southwe st Outlet 010yr 855.00 855.00 0.0056 14.19 0.00 0 11.9938 1.4605 12.2938 0.0000 Southwe st Outlet 100yr 855.00 855.00 0.0056 32.68 0.00 0 11.9938 1.4605 12.2938 0.0000 03/18/2022 Page 31 of 209 06/14/2024 79 APPENDIX B PROPOSED SITE CONDITIONS CALCULATIONS (includes both interim and full-build out conditions) 03/18/2022 Page 32 of 209 06/14/2024 80 -DFNVRQ V*UDQW9LOODJH5XQRII&RHIILFLHQWV -RE-*9:HLJKWHG&XUYH1XPEHUV7RWDO'UDLQDJH$UHD7RWDO,PSHUYLRXV$UHD$LPS7RWDO,PSHUYLRXV$UHD$LPS7RWDO3HUYLRXV$UHD$SHU7RWDO$JULFXOWXUDO$UHD$DJ6XE%DVLQ:HLJKWHG&)DFWRU6XE%DVLQ:HLJKWHG&1 DF VTIW DF DF DF &Z&1Z                                                                                                                               3RVW'HYHORSHG6LWHCw = 0.85Aimp+ 0.16Aper+ 0.5AagTotal Drainage Area6WUXFWXUH03/18/2022 Page 33 of 209 06/14/2024 81                      $                                      '5<%$6,1    /DNH    $     $5LJKW    $/HIW    )XOO%XLOG2XWRI3RQG     $&RPELQHG%DVLQ     ,QWHULP3RQG6     %DVLQ2QVLWH6     %DVLQ2IIVLWH6    ,QWHULP3RQG6     6WUXFWXUH    DQG $OWHUHG%DVLQ$UHDV       $OWHUHG%DVLQ$UHDV      %DVLQ2QVLWH6    5() %DVLQ2IIVLWH6    2))6,7(727+(:(676287+     2))6,7(727+(($67:(67 &XOYHUW     52$'2))6,7(727+(($67     ,QOHWVWKDWGUDLQWRWKHGU\EDVLQ,QWHULP&RQGLWLRQV6FHQDULR&DOFXODWHG9DOXHV1275XQRII&RHIILFLHQWVIRUDQLQGLYLGXDOVWUXFWXUHV,QWHULP&RQGLWLRQV6FHQDULR)XOO%XLOG2XW6FHQDULR03/18/2022 Page 34 of 209 06/14/2024 82 7LPHRI&RQFHQWUDWLRQV-RE-*96WRUP&$'3RVW'HYHORSHG6LWH'HVFULSWLRQQ / 3 V 7W  Q/  3V 'HVFULSWLRQ V 9 / 7W /97F WRWDO 7F WRWDO IW LQ IWIW KUV 3DYHG8QSDYHG IWIW IWV IW KUV KUV PLQ 'HQVH*UDVVHV     8QSDYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV    3DYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV    3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV    8QSDYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     3DYHG     3DYHPHQW     8QSDYHG     'HQVH*UDVVHV     3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV     8QSDYHG     $3DYHPHQW    3DYHG     'HQVH*UDVVHV     3DYHG   'HQVH*UDVVHV    8QSDYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     8QSDYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV    8QSDYHG     '5<%$6,1'HQVH*UDVVHV     8QSDYHG     $'HQVH*UDVVHV     8QSDYHG     $/HIW'HQVH*UDVVHV     8QSDYHG     -DFNVRQ V*UDQW9LOODJH%DVLQ6KHHW)ORZ0DQXDO /9 03/18/2022 Page 35 of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age 36 of 209 06/14/2024 84 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)1 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Background Image: Interim S1 WITH OFFSITE Simple Basin: Interim Pond S1 Scenario: Interim - S1 W OFFSITE Node: LAKE 1 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 28.1000 min Max Allowable Q: 999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: Uh484 Peaking Factor: 484.0 Area: 13.2600 ac Curve Number: 85.0 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: 03/18/2022 Page 37 of 209 06/14/2024 85 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)2 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simple Basin: Offsite S1 Scenario: Interim - S1 W OFFSITE Node: DB Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 21.1000 min Max Allowable Q: 99999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 0.9200 ac Curve Number: 83.0 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: Onsite S1 Scenario: Interim - S1 W OFFSITE Node: DB Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 16.2000 min Max Allowable Q: 99999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 3.0800 ac Curve Number: 86.9 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Drop Structure Link: DB - Out Scenario: Interim - S1 W OFFSITE From Node: DB To Node: SW Outlet 1 Link Count: 1 Flow Direction: Both Upstream Pipe Downstream Pipe Invert: 848.04 ft Invert: 847.98 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft 03/18/2022 Page 38 of 209 06/14/2024 86 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)3 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Solution: Combine Increments: 0 Pipe Count: 1 Damping: 0.0000 ft Length: 32.98 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 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: 848.04 ft Control Elevation: 848.04 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: None Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 851.16 ft Control Elevation: 851.16 ft Max Depth: 3.00 ft Max Width: 3.00 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Drop Structure Comment: 03/18/2022 Page 39 of 209 06/14/2024 87 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)4 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Drop Structure Link: L1 - OUT Scenario: Interim - S1 W OFFSITE From Node: LAKE 1 To Node: NW OUTLET Link Count: 1 Flow Direction: Both Solution: Combine Increments: 10 Pipe Count: 1 Damping: 0.0000 ft Length: 111.00 ft FHWA Code: 1 Entr Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Upstream Pipe Downstream Pipe Invert: 847.00 ft Invert: 846.60 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.50 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0130 Manning's N: 0.0130 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0130 Manning's N: 0.0130 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: 847.00 ft Control Elevation: 847.00 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Rectangular Invert: 851.75 ft Control Elevation: 851.75 ft Max Depth: 0.50 ft Max Width: 0.50 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: 03/18/2022 Page 40 of 209 06/14/2024 88 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)5 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Weir Comment: Weir Component Weir: 3 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 853.50 ft Control Elevation: 853.50 ft Max Depth: 3.00 ft Max Width: 3.00 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Drop Structure Comment: Weir Link: Lake 1 Spillway Scenario: Interim - S1 W OFFSITE From Node: LAKE 1 To Node: NW OUTLET Link Count: 1 Flow Direction: Both Damping: 0.0000 ft Weir Type: Broad Crested Vertical Geometry Type: Trapezoidal Invert: 853.50 ft Control Elevation: 853.50 ft Max Depth: 1.00 ft Extrapolation Method: Normal Projection Bottom Width: 40.00 ft Left Slope: 4.000 (h:v) Right Slope: 4.000 (h:v) 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: Node: DB Scenario: Interim - S1 W OFFSITE Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 848.04 ft Warning Stage: 851.50 ft 03/18/2022 Page 41 of 209 06/14/2024 89 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)6 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Stage [ft]Area [ac]Area [ft2] 848.04 0.0000 0 849.00 0.1786 7781 850.00 0.3121 13597 851.00 0.3479 15153 852.00 0.3849 16765 852.50 0.4036 17579 Comment: Node: LAKE 1 Scenario: Interim - S1 W OFFSITE Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 847.00 ft Warning Stage: 853.50 ft Stage [ft]Area [ac]Area [ft2] 847.00 0.6900 30056 848.00 0.7600 33106 849.00 0.8400 36590 850.00 0.9200 40075 851.00 1.0000 43560 852.00 1.0800 47045 853.00 1.1700 50965 854.00 1.2600 54886 Comment: Node: NW OUTLET Scenario: Interim - S1 W OFFSITE Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 846.00 ft Warning Stage: 847.50 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 846.00 0 0 0 12.0000 847.50 0 0 0 30.0000 846.00 Comment: 03/18/2022 Page 42 of 209 06/14/2024 90 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)7 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Node: SW Outlet 1 Scenario: Interim - S1 W OFFSITE Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 847.36 ft Warning Stage: 850.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 847.36 0 0 0 48.0000 847.36 Comment: Simulation: 002yr Scenario: Existing Run Date/Time: 9/16/2021 10:38:25 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 43 of 209 06/14/2024 91 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)8 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Existing Run Date/Time: 9/16/2021 10:38:28 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 44 of 209 06/14/2024 92 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)9 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 45 of 209 06/14/2024 93 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)10 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 100yr Scenario: Existing Run Date/Time: 9/16/2021 10:38:32 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 46 of 209 06/14/2024 94 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)11 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 002yr Scenario: Interim - S1 W OFFSITE Run Date/Time: 9/16/2021 10:38:36 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 47 of 209 06/14/2024 95 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)12 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Interim - S1 W OFFSITE Run Date/Time: 9/16/2021 10:38:40 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 48 of 209 06/14/2024 96 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)13 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 49 of 209 06/14/2024 97 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)14 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 100yr Scenario: Interim - S1 W OFFSITE Run Date/Time: 9/16/2021 10:38:45 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 50 of 209 06/14/2024 98 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)15 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Interim - S1 W OFFSITE B2B Run Date/Time: 9/16/2021 10:38:50 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 51 of 209 06/14/2024 99 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)16 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 002yr Scenario: Interim - S1- NO OFFSITE Run Date/Time: 9/16/2021 10:38:56 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 52 of 209 06/14/2024 100 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)17 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 53 of 209 06/14/2024 101 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)18 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 010yr Scenario: Interim - S1- NO OFFSITE Run Date/Time: 9/16/2021 10:39:00 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 54 of 209 06/14/2024 102 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)19 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Interim - S1- NO OFFSITE Run Date/Time: 9/16/2021 10:39:05 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 55 of 209 06/14/2024 103 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)20 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 002yr Scenario: Interim - S2 Run Date/Time: 9/7/2021 1:00:29 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 56 of 209 06/14/2024 104 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)21 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 57 of 209 06/14/2024 105 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)22 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 010yr Scenario: Interim - S2 Run Date/Time: 9/7/2021 1:00:34 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 58 of 209 06/14/2024 106 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)23 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Interim - S2 Run Date/Time: 9/7/2021 1:00:40 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 59 of 209 06/14/2024 107 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)24 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 002yr Scenario: Interim - S2 -NO OFFSITE Run Date/Time: 9/16/2021 10:39:10 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 60 of 209 06/14/2024 108 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)25 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 61 of 209 06/14/2024 109 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)26 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 010yr Scenario: Interim - S2 -NO OFFSITE Run Date/Time: 9/16/2021 10:39:15 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 62 of 209 06/14/2024 110 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)27 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Interim - S2 -NO OFFSITE Run Date/Time: 9/16/2021 10:39:20 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 63 of 209 06/14/2024 111 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)28 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 002yr Scenario: Interim - S2 W OFFSITE Run Date/Time: 9/16/2021 10:39:26 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 64 of 209 06/14/2024 112 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)29 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 65 of 209 06/14/2024 113 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)30 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 010yr Scenario: Interim - S2 W OFFSITE Run Date/Time: 9/16/2021 10:39:30 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 66 of 209 06/14/2024 114 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)31 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Interim - S2 W OFFSITE Run Date/Time: 9/16/2021 10:39:35 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 67 of 209 06/14/2024 115 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)32 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 002yr Scenario: Proposed - S3 - FULL BUILD OUT Run Date/Time: 9/16/2021 10:39:41 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 68 of 209 06/14/2024 116 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)33 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 69 of 209 06/14/2024 117 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)34 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 010yr Scenario: Proposed - S3 - FULL BUILD OUT Run Date/Time: 9/16/2021 10:39:45 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 70 of 209 06/14/2024 118 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)35 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Proposed - S3 - FULL BUILD OUT Run Date/Time: 9/16/2021 10:39:50 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 71 of 209 06/14/2024 119 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)36 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Proposed - S3 - Full Build Out B2B Run Date/Time: N/A Program Version: N/A General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 72 of 209 06/14/2024 120 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)37 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 73 of 209 06/14/2024 121 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)38 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 002yr Scenario: Proposed - S3 - Small Orifice Run Date/Time: 9/16/2021 10:39:55 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 74 of 209 06/14/2024 122 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)39 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Proposed - S3 - Small Orifice Run Date/Time: 9/16/2021 10:40:00 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 75 of 209 06/14/2024 123 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)40 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Proposed - S3 - Small Orifice Run Date/Time: 9/16/2021 10:40:05 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 76 of 209 06/14/2024 124 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)41 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 77 of 209 06/14/2024 125 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)42 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 002yr Scenario: Proposed -S3 - Full Build Out (no offsite) Run Date/Time: 9/16/2021 10:40:09 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 78 of 209 06/14/2024 126 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)43 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Proposed -S3 - Full Build Out (no offsite) Run Date/Time: 9/16/2021 10:40:14 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 79 of 209 06/14/2024 127 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)44 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Proposed -S3 - Full Build Out (no offsite) Run Date/Time: 9/16/2021 10:40:19 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 80 of 209 06/14/2024 128 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)45 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 81 of 209 06/14/2024 129 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)46 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simulation: 002yr Scenario: Proposed- S3 Run Date/Time: N/A Program Version: N/A General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 82 of 209 06/14/2024 130 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)47 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Opt: Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Proposed- S3 Run Date/Time: N/A Program Version: N/A General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 83 of 209 06/14/2024 131 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)48 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Proposed- S3 Run Date/Time: N/A Program Version: N/A General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 84 of 209 06/14/2024 132 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)49 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 85 of 209 06/14/2024 133 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)50 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Simple Basin Runoff Summary [Interim - S1 W OFFSITE] 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 Pond S1 002yr 15.15 12.2000 2.66 1.31 13.2600 85.0 0.00 0.00 Interim Pond S1 010yr 26.82 12.2000 3.83 2.31 13.2600 85.0 0.00 0.00 Interim Pond S1 100yr 54.07 12.1833 6.46 4.75 13.2600 85.0 0.00 0.00 Offsite S1 002yr 1.11 12.1333 2.66 1.18 0.9200 83.0 0.00 0.00 Offsite S1 010yr 2.03 12.1333 3.83 2.14 0.9200 83.0 0.00 0.00 Offsite S1 100yr 4.21 12.1167 6.46 4.53 0.9200 83.0 0.00 0.00 Onsite S1 002yr 5.16 12.0833 2.66 1.44 3.0800 86.9 0.00 0.00 Onsite S1 010yr 8.75 12.0833 3.83 2.48 3.0800 86.9 0.00 0.00 Onsite S1 100yr 16.95 12.0667 6.46 4.96 3.0800 86.9 0.00 0.00 Link Min/Max Conditions with Times [Interim - S1 W OFFSITE] Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] DB - Out - Pipe 002yr 0.94 0.00 0.00 0.00 0.00 12.6951 0.0000 11.8135 0.0000 0.0000 DB - Out - Weir: 1 002yr 0.94 0.00 0.00 4.81 4.81 12.6572 0.0000 11.8127 12.6572 12.6572 DB - Out - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 010yr 1.19 0.00 0.00 0.00 0.00 12.8976 0.0000 11.4748 0.0000 0.0000 DB - Out - Weir: 1 010yr 1.19 0.00 0.00 6.05 6.05 12.8976 0.0000 20.8700 12.8976 12.8976 DB - Out - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 100yr 1.60 0.00 0.00 0.00 0.00 13.2981 0.0000 26.3248 0.0000 0.0000 DB - Out - Weir: 1 100yr 1.60 0.00 0.00 8.16 8.16 13.2567 0.0000 26.3512 13.2567 13.2567 03/18/2022 Page 86 of 209 06/14/2024 134 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)51 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] DB - Out - Weir: 2 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 002yr 0.68 0.00 0.02 0.00 0.00 15.8419 0.0000 35.2750 0.0000 0.0000 L1 - OUT - Weir: 1 002yr 0.68 0.00 0.04 3.46 3.46 15.8376 0.0000 35.2750 15.8376 15.8376 L1 - OUT - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 010yr 1.10 0.00 0.02 0.00 0.00 15.6935 0.0000 45.7288 0.0000 0.0000 L1 - OUT - Weir: 1 010yr 1.10 0.00 0.04 5.63 5.63 15.6890 0.0000 45.7288 15.6890 15.6890 L1 - OUT - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 100yr 1.75 0.00 -0.02 0.00 0.00 16.9957 0.0000 11.2634 0.0000 0.0000 L1 - OUT - Weir: 1 100yr 1.75 0.00 -0.04 8.89 8.89 16.9913 0.0000 11.2634 16.9913 16.9913 L1 - OUT - Weir: 2 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 03/18/2022 Page 87 of 209 06/14/2024 135 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)52 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Node Max Conditions w/ Times [Interim - S1 W OFFSITE] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] DB 002yr 851.50 849.50 -0.0010 6.21 0.94 10669 12.6694 24.4230 12.0833 12.6572 DB 010yr 851.50 850.13 -0.0010 10.69 1.19 13798 12.9043 21.5809 12.0834 12.8976 DB 100yr 851.50 851.51 0.0010 21.01 1.60 15971 13.2616 11.8865 12.0833 13.2567 LAKE 1 002yr 853.50 848.30 0.0010 15.15 0.68 34141 15.8376 13.0934 12.1999 15.8376 LAKE 1 010yr 853.50 849.26 0.0010 26.82 1.10 37490 15.6844 12.6444 12.2000 15.6890 LAKE 1 100yr 853.50 851.45 -0.0010 54.07 1.75 45123 16.9913 31.4746 12.1835 16.9913 NW OUTLET 002yr 847.50 847.50 0.0021 0.68 0.00 0 12.0001 1.4771 15.8419 0.0000 NW OUTLET 010yr 847.50 847.50 0.0021 1.10 0.00 0 12.0001 1.4771 15.6935 0.0000 NW OUTLET 100yr 847.50 847.50 0.0021 1.75 0.00 0 12.0001 1.4771 16.9957 0.0000 SW Outlet 1 002yr 850.00 847.36 0.0000 0.94 0.00 0 0.0000 0.0000 12.6951 0.0000 SW Outlet 1 010yr 850.00 847.36 0.0000 1.19 0.00 0 0.0000 0.0000 12.8976 0.0000 SW Outlet 1 100yr 850.00 847.36 0.0000 1.60 0.00 0 0.0000 0.0000 13.2981 0.0000 03/18/2022 Page 88 of 209 0.94 1.19 1.60 0.68 1.10 1.75 849.50 850.13 851.51 848.30 849.26 851.45 06/14/2024 136 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)53 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Background Image: Interim S1 Simple Basin Runoff Summary [Interim - S1- NO OFFSITE] 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 Pond S1 002yr 15.15 12.2000 2.66 1.31 13.2600 85.0 0.00 0.00 Interim Pond S1 010yr 26.82 12.2000 3.83 2.31 13.2600 85.0 0.00 0.00 Interim Pond S1 100yr 54.07 12.1833 6.46 4.75 13.2600 85.0 0.00 0.00 Onsite S1 002yr 5.16 12.0833 2.66 1.44 3.0800 86.9 0.00 0.00 Onsite S1 010yr 8.75 12.0833 3.83 2.48 3.0800 86.9 0.00 0.00 Onsite S1 100yr 16.95 12.0667 6.46 4.96 3.0800 86.9 0.00 0.00 03/18/2022 Page 89 of 209 06/14/2024 137 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)54 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Link Min/Max Conditions with Times [Interim - S1- NO OFFSITE] Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] DB - Out - Pipe 002yr 0.87 0.00 0.00 0.00 0.00 12.5422 0.0000 11.8499 0.0000 0.0000 DB - Out - Weir: 1 002yr 0.87 0.00 0.00 4.41 4.41 12.5422 0.0000 11.8338 12.5422 12.5422 DB - Out - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 010yr 1.08 0.00 0.00 0.00 0.00 12.7025 0.0000 11.5922 0.0000 0.0000 DB - Out - Weir: 1 010yr 1.08 0.00 0.00 5.52 5.52 12.7025 0.0000 11.5903 12.7025 12.7025 DB - Out - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 100yr 1.44 0.00 0.00 0.00 0.00 12.9975 0.0000 24.4439 0.0000 0.0000 DB - Out - Weir: 1 100yr 1.44 0.00 0.00 7.34 7.34 12.9975 0.0000 24.2731 12.9975 12.9975 DB - Out - Weir: 2 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 002yr 0.68 0.00 0.02 0.00 0.00 15.8405 0.0000 35.2859 0.0000 0.0000 L1 - OUT - Weir: 1 002yr 0.68 0.00 0.04 3.46 3.46 15.8371 0.0000 35.2859 15.8371 15.8371 L1 - OUT - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 010yr 1.10 0.00 0.02 0.00 0.00 15.6910 0.0000 45.7365 0.0000 0.0000 L1 - OUT - 010yr 1.10 0.00 0.04 5.63 5.63 15.6871 0.0000 45.7365 15.6871 15.6871 03/18/2022 Page 90 of 209 06/14/2024 138 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)55 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] Weir: 1 L1 - OUT - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 100yr 1.75 0.00 -0.02 0.00 0.00 16.9958 0.0000 11.2618 0.0000 0.0000 L1 - OUT - Weir: 1 100yr 1.75 0.00 -0.04 8.89 8.89 16.9918 0.0000 11.2618 16.9918 16.9918 L1 - OUT - Weir: 2 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Node Max Conditions w/ Times [Interim - S1- NO OFFSITE] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] DB 002yr 851.50 849.32 0.0010 5.16 0.87 9626 12.5525 10.6835 12.0832 12.5422 DB 010yr 851.50 849.85 -0.0010 8.75 1.08 12702 12.7277 17.7821 12.0832 12.7025 DB 100yr 851.50 850.93 -0.0010 16.95 1.44 15042 13.0144 21.9063 12.0668 12.9975 LAKE 1 002yr 853.50 848.30 0.0010 15.15 0.68 34141 15.8371 13.2116 12.2001 15.8371 LAKE 1 010yr 853.50 849.26 -0.0010 26.82 1.10 37490 15.6871 25.4785 12.1999 15.6871 LAKE 1 100yr 853.50 851.45 0.0010 54.07 1.75 45123 16.9918 9.5978 12.1835 16.9918 NW OUTLET 002yr 847.50 847.50 0.0021 0.68 0.00 0 11.9999 1.4771 15.8405 0.0000 NW OUTLET 010yr 847.50 847.50 0.0021 1.10 0.00 0 12.0001 1.4771 15.6910 0.0000 03/18/2022 Page 91 of 209 06/14/2024 139 Jacksons Grant Interim Conditions - Scenario 1 (With and Without Offsite)56 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:03 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] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] NW OUTLET 100yr 847.50 847.50 0.0021 1.75 0.00 0 12.0000 1.4771 16.9958 0.0000 SW Outlet 1 002yr 850.00 847.36 0.0000 0.87 0.00 0 0.0000 0.0000 12.5422 0.0000 SW Outlet 1 010yr 850.00 847.36 0.0000 1.08 0.00 0 0.0000 0.0000 12.7025 0.0000 SW Outlet 1 100yr 850.00 847.36 0.0000 1.44 0.00 0 0.0000 0.0000 12.9975 0.0000 03/18/2022 Page 92 of 209 06/14/2024 140 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)1 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Background Image: Interim S2 WITH OFFSITE Simple Basin: Interim Pond - S2 Scenario: Interim - S2 W OFFSITE Node: LAKE 1 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 17.3000 min Max Allowable Q: 999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: Uh484 Peaking Factor: 484.0 Area: 17.4600 ac Curve Number: 89.5 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: 03/18/2022 Page 93 of 209 06/14/2024 141 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)2 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Comment: Simple Basin: Offsite - S2 Scenario: Interim - S2 W OFFSITE Node: DB Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 21.1000 min Max Allowable Q: 99999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 0.9200 ac Curve Number: 83.0 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: Onsite - S2 Scenario: Interim - S2 W OFFSITE Node: DB Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 16.2000 min Max Allowable Q: 99999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 3.2700 ac Curve Number: 84.8 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Drop Structure Link: DB - Out Scenario: Interim - S2 W Upstream Pipe Downstream Pipe Invert: 848.04 ft Invert: 847.98 ft 03/18/2022 Page 94 of 209 06/14/2024 142 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)3 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 OFFSITE From Node: DB To Node: SW Outlet 1 Link Count: 1 Flow Direction: Both Solution: Combine Increments: 0 Pipe Count: 1 Damping: 0.0000 ft Length: 32.98 ft FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Pipe Comment: Weir Component Weir: 1 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Circular Invert: 848.04 ft Control Elevation: 848.04 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: None Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 851.16 ft Control Elevation: 851.16 ft Max Depth: 3.00 ft Max Width: 3.00 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: 03/18/2022 Page 95 of 209 06/14/2024 143 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)4 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Drop Structure Comment: Drop Structure Link: L1 - OUT Scenario: Interim - S2 W OFFSITE From Node: LAKE 1 To Node: NW OUTLET Link Count: 1 Flow Direction: Both Solution: Combine Increments: 10 Pipe Count: 1 Damping: 0.0000 ft Length: 111.00 ft FHWA Code: 1 Entr Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Upstream Pipe Downstream Pipe Invert: 847.00 ft Invert: 846.60 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.50 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0130 Manning's N: 0.0130 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0130 Manning's N: 0.0130 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: 847.00 ft Control Elevation: 847.00 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Rectangular Invert: 851.75 ft Control Elevation: 851.75 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: 03/18/2022 Page 96 of 209 06/14/2024 144 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)5 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Max Depth: 0.50 ft Max Width: 0.50 ft Fillet: 0.00 ft Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 3 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 853.50 ft Control Elevation: 853.50 ft Max Depth: 3.00 ft Max Width: 3.00 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Drop Structure Comment: Weir Link: Lake 1 Spillway Scenario: Interim - S2 W OFFSITE From Node: LAKE 1 To Node: NW OUTLET Link Count: 1 Flow Direction: Both Damping: 0.0000 ft Weir Type: Broad Crested Vertical Geometry Type: Trapezoidal Invert: 853.50 ft Control Elevation: 853.50 ft Max Depth: 1.00 ft Extrapolation Method: Normal Projection Bottom Width: 40.00 ft Left Slope: 4.000 (h:v) Right Slope: 4.000 (h:v) 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: Node: DB 03/18/2022 Page 97 of 209 06/14/2024 145 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)6 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Scenario: Interim - S2 W OFFSITE Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 848.04 ft Warning Stage: 851.50 ft Stage [ft]Area [ac]Area [ft2] 848.04 0.0000 0 849.00 0.1786 7781 850.00 0.3121 13597 851.00 0.3479 15153 852.00 0.3849 16765 852.50 0.4036 17579 Comment: Node: LAKE 1 Scenario: Interim - S2 W OFFSITE Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 847.00 ft Warning Stage: 853.50 ft Stage [ft]Area [ac]Area [ft2] 847.00 0.6900 30056 848.00 0.7600 33106 849.00 0.8400 36590 850.00 0.9200 40075 851.00 1.0000 43560 852.00 1.0800 47045 853.00 1.1700 50965 854.00 1.2600 54886 Comment: Node: NW OUTLET Scenario: Interim - S2 W OFFSITE Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 846.00 ft Warning Stage: 847.50 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 846.00 03/18/2022 Page 98 of 209 06/14/2024 146 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)7 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Year Month Day Hour Stage [ft] 0 0 0 12.0000 847.50 0 0 0 30.0000 846.00 Comment: Node: SW Outlet 1 Scenario: Interim - S2 W OFFSITE Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 847.60 ft Warning Stage: 850.00 ft Stage [ft]Area [ac]Area [ft2] 0.00 847.3600 36911002 48.00 847.3600 36911002 Comment: Simple Basin Runoff Summary [Interim - S2 W OFFSITE] 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 Pond - S2 002yr 32.09 12.0833 2.66 1.64 17.4600 89.5 0.00 0.00 Interim Pond - S2 010yr 52.29 12.0833 3.83 2.72 17.4600 89.5 0.00 0.00 Interim Pond - S2 100yr 97.61 12.0833 6.46 5.25 17.4600 89.5 0.00 0.00 Offsite - S2 002yr 1.11 12.1333 2.66 1.18 0.9200 83.0 0.00 0.00 Offsite - S2 010yr 2.03 12.1333 3.83 2.14 0.9200 83.0 0.00 0.00 Offsite - S2 100yr 4.21 12.1167 6.46 4.53 0.9200 83.0 0.00 0.00 Onsite - S2 002yr 4.93 12.0833 2.66 1.30 3.2700 84.8 0.00 0.00 Onsite - S2 010yr 8.67 12.0833 3.83 2.29 3.2700 84.8 0.00 0.00 Onsite - S2 100yr 17.35 12.0667 6.46 4.72 3.2700 84.8 0.00 0.00 03/18/2022 Page 99 of 209 06/14/2024 147 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)8 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Link Min/Max Conditions with Times [Interim - S2 W OFFSITE] Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] DB - Out - Pipe 002yr 0.93 0.00 0.00 0.00 0.00 12.6574 0.0000 11.8304 0.0000 0.0000 DB - Out - Weir: 1 002yr 0.93 0.00 0.00 4.72 4.72 12.6574 0.0000 11.8296 12.6574 12.6574 DB - Out - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 010yr 1.18 0.00 0.00 0.00 0.00 12.9486 0.0000 20.9406 0.0000 0.0000 DB - Out - Weir: 1 010yr 1.18 0.00 0.00 6.01 6.01 12.9486 0.0000 20.8830 12.9486 12.9486 DB - Out - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 100yr 1.61 0.00 0.00 0.00 0.00 13.2978 0.0000 26.5330 0.0000 0.0000 DB - Out - Weir: 1 100yr 1.61 0.00 0.00 8.20 8.20 13.2978 0.0000 26.5062 13.2978 13.2978 DB - Out - Weir: 2 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 002yr 1.05 0.00 0.02 0.00 0.00 15.4644 0.0000 44.1177 0.0000 0.0000 L1 - OUT - Weir: 1 002yr 1.05 0.00 0.04 5.37 5.37 15.4604 0.0000 44.1177 15.4604 15.4604 L1 - OUT - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 010yr 1.48 0.00 -0.02 0.00 0.00 16.4735 0.0000 11.6137 0.0000 0.0000 L1 - OUT - 010yr 1.48 0.00 -0.04 7.55 7.55 16.4689 0.0000 11.6137 16.4689 16.4689 03/18/2022 Page 100 of 209 06/14/2024 148 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)9 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] Weir: 1 L1 - OUT - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 100yr 3.17 0.00 -0.02 0.00 0.00 14.7739 0.0000 9.6992 0.0000 0.0000 L1 - OUT - Weir: 1 100yr 2.01 0.00 -0.04 10.26 10.26 14.7689 0.0000 9.6992 14.7689 14.7689 L1 - OUT - Weir: 2 100yr 1.15 0.00 0.00 4.61 4.61 14.7689 0.0000 12.4632 14.7689 14.7689 L1 - OUT - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Node Max Conditions w/ Times [Interim - S2 W OFFSITE] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] DB 002yr 851.50 849.45 -0.0010 5.98 0.93 10426 12.6760 24.1949 12.0835 12.6574 DB 010yr 851.50 850.11 -0.0010 10.61 1.18 13767 12.9171 19.0846 12.0834 12.9486 DB 100yr 851.50 851.54 -0.0010 21.42 1.61 16023 13.3163 17.9352 12.0833 13.2978 LAKE 1 002yr 853.50 849.12 0.0010 32.09 1.05 37018 15.4604 12.0283 12.0835 15.4604 LAKE 1 010yr 853.50 850.44 0.0010 52.29 1.48 41607 16.4689 9.8233 12.0834 16.4689 LAKE 1 100yr 853.50 852.92 -0.0010 97.61 3.17 50648 14.7689 35.3401 12.0833 14.7689 NW OUTLET 002yr 847.50 847.50 0.0021 1.05 0.00 0 12.0000 1.4771 15.4644 0.0000 NW OUTLET 010yr 847.50 847.50 0.0021 1.48 0.00 0 11.9999 1.4771 16.4735 0.0000 03/18/2022 Page 101 of 209 0.93 1.18 1.61 1.05 1.48 3.17 849.45 850.11 851.54 849.12 850.44 852.92 06/14/2024 149 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)10 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 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] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] NW OUTLET 100yr 847.50 847.50 0.0021 3.17 0.00 0 12.0000 1.4771 14.7739 0.0000 SW Outlet 1 002yr 850.00 847.60 0.0000 0.93 0.00 3691100 0 48.0010 13.3959 12.6574 0.0000 SW Outlet 1 010yr 850.00 847.60 0.0000 1.18 0.00 3691100 0 48.0082 13.8612 12.9486 0.0000 SW Outlet 1 100yr 850.00 847.60 0.0000 1.61 0.00 3691100 0 48.0076 14.0459 13.2978 0.0000 Simulation: 002yr Scenario: Interim - S2 W OFFSITE Run Date/Time: 9/16/2021 10:39:26 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables 03/18/2022 Page 102 of 209 06/14/2024 150 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)11 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Interim - S2 W OFFSITE Run Date/Time: 9/16/2021 10:39:30 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 03/18/2022 Page 103 of 209 06/14/2024 151 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)12 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: 03/18/2022 Page 104 of 209 06/14/2024 152 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)13 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Simulation: 100yr Scenario: Interim - S2 W OFFSITE Run Date/Time: 9/16/2021 10:39:35 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Global 03/18/2022 Page 105 of 209 06/14/2024 153 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)14 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Opt: Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Background Image: Interim S2 03/18/2022 Page 106 of 209 06/14/2024 154 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)15 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Simple Basin Runoff Summary [Interim - S2 -NO OFFSITE] 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 Pond - S2 002yr 32.09 12.0833 2.66 1.64 17.4600 89.5 0.00 0.00 Interim Pond - S2 010yr 52.29 12.0833 3.83 2.72 17.4600 89.5 0.00 0.00 Interim Pond - S2 100yr 97.61 12.0833 6.46 5.25 17.4600 89.5 0.00 0.00 Onsite - S2 002yr 4.93 12.0833 2.66 1.30 3.2700 84.8 0.00 0.00 Onsite - S2 010yr 8.67 12.0833 3.83 2.29 3.2700 84.8 0.00 0.00 Onsite - S2 100yr 17.35 12.0667 6.46 4.72 3.2700 84.8 0.00 0.00 Link Min/Max Conditions with Times [Interim - S2 -NO OFFSITE] Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] DB - Out - Pipe 002yr 0.84 0.00 0.00 0.00 0.00 12.5830 0.0000 16.2747 0.0000 0.0000 DB - Out - Weir: 1 002yr 0.84 0.00 0.00 4.30 4.30 12.5392 0.0000 16.2205 12.5392 12.5392 DB - Out - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 010yr 1.08 0.00 0.00 0.00 0.00 12.7890 0.0000 18.8679 0.0000 0.0000 DB - Out - Weir: 1 010yr 1.08 0.00 0.00 5.48 5.48 12.7328 0.0000 19.1961 12.7328 12.7328 DB - Out - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 100yr 1.45 0.00 0.00 0.00 0.00 13.0319 0.0000 24.6612 0.0000 0.0000 DB - Out - Weir: 1 100yr 1.45 0.00 0.00 7.39 7.39 13.0319 0.0000 24.6310 13.0319 13.0319 03/18/2022 Page 107 of 209 06/14/2024 155 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)16 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] DB - Out - Weir: 2 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 002yr 1.05 0.00 0.02 0.00 0.00 15.4626 0.0000 44.1136 0.0000 0.0000 L1 - OUT - Weir: 1 002yr 1.05 0.00 0.04 5.37 5.37 15.4626 0.0000 44.1136 15.4626 15.4626 L1 - OUT - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 010yr 1.48 0.00 -0.02 0.00 0.00 16.4764 0.0000 11.6132 0.0000 0.0000 L1 - OUT - Weir: 1 010yr 1.48 0.00 -0.04 7.55 7.55 16.4719 0.0000 11.6132 16.4719 16.4719 L1 - OUT - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 100yr 3.17 0.00 -0.02 0.00 0.00 14.7744 0.0000 9.6981 0.0000 0.0000 L1 - OUT - Weir: 1 100yr 2.01 0.00 -0.04 10.26 10.26 14.7700 0.0000 9.6981 14.7700 14.7700 L1 - OUT - Weir: 2 100yr 1.15 0.00 0.00 4.61 4.61 14.7700 0.0000 12.4557 14.7700 14.7700 L1 - OUT - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 03/18/2022 Page 108 of 209 06/14/2024 156 Jacksons Grant Interim Conditions - Scenario 2 (With and Without Offsite)17 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 11:15 Node Max Conditions w/ Times [Interim - S2 -NO OFFSITE] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] DB 002yr 851.50 849.27 -0.0010 4.93 0.84 9362 12.5560 14.0798 12.0832 12.5392 DB 010yr 851.50 849.82 -0.0010 8.67 1.08 12571 12.7538 17.7921 12.0832 12.7328 DB 100yr 851.50 850.96 -0.0010 17.35 1.45 15092 13.0494 22.0213 12.0668 13.0319 LAKE 1 002yr 853.50 849.12 0.0010 32.09 1.05 37018 15.4592 12.0333 12.0835 15.4626 LAKE 1 010yr 853.50 850.44 -0.0010 52.29 1.48 41607 16.4719 35.7380 12.0834 16.4719 LAKE 1 100yr 853.50 852.92 0.0010 97.61 3.17 50648 14.7700 12.1351 12.0834 14.7700 NW OUTLET 002yr 847.50 847.50 0.0021 1.05 0.00 0 12.0001 1.4771 15.4626 0.0000 NW OUTLET 010yr 847.50 847.50 0.0021 1.48 0.00 0 11.9999 1.4771 16.4764 0.0000 NW OUTLET 100yr 847.50 847.50 0.0021 3.17 0.00 0 12.0000 1.4771 14.7744 0.0000 SW Outlet 1 002yr 850.00 847.36 0.0000 0.84 0.00 0 0.0000 0.0000 12.5830 0.0000 SW Outlet 1 010yr 850.00 847.36 0.0000 1.08 0.00 0 0.0000 0.0000 12.7890 0.0000 SW Outlet 1 100yr 850.00 847.36 0.0000 1.45 0.00 0 0.0000 0.0000 13.0319 0.0000 03/18/2022 Page 109 of 209 06/14/2024 157 Jacksons Grant FULL BUILD OUT - Scenario 3 1 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Simple Basin: 457A Combined Scenario: Proposed - S3 - FULL BUILD OUT Node: DB Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 16.2000 min Max Allowable Q: 999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 3.2900 ac Curve Number: 84.8 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: Full Build Out of Pond Scenario: Proposed - S3 - FULL BUILD OUT Node: LAKE 1 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 17.3000 min Max Allowable Q: 999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: Uh484 Peaking Factor: 484.0 Area: 20.3600 ac Curve Number: 88.2 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: Offsite to the West - North Scenario: Proposed - S3 - FULL BUILD OUT Node: 458 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 15.9000 min Max Allowable Q: 0.00 cfs 03/18/2022 Page 110 of 209 06/14/2024 158 Jacksons Grant FULL BUILD OUT - Scenario 3 2 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 3.1300 ac Curve Number: 82.9 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: Offsite to the West - South Scenario: Proposed - S3 - FULL BUILD OUT Node: 458 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 21.0000 min Max Allowable Q: 0.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 0.5200 ac Curve Number: 87.3 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Drop Structure Link: 453 to Dry Basin Scenario: Proposed - S3 - FULL BUILD OUT From Node: DB To Node: 453 Link Count: 1 Flow Direction: Both Solution: Combine Increments: 0 Pipe Count: 1 Damping: 0.0000 ft Length: 29.00 ft FHWA Code: 0 Entr Loss Coef: 0.00 Upstream Pipe Downstream Pipe Invert: 847.48 ft Invert: 847.43 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: 03/18/2022 Page 111 of 209 06/14/2024 159 Jacksons Grant FULL BUILD OUT - Scenario 3 3 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 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 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: 848.04 ft Control Elevation: 848.04 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 851.16 ft Control Elevation: 851.16 ft Max Depth: 3.00 ft Max Width: 3.00 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: 453-458 Scenario: Proposed - S3 - FULL BUILD OUT From Node: 458 To Node: 453 Link Count: 1 Flow Direction: Both Upstream Downstream Invert: 849.35 ft Invert: 848.43 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 03/18/2022 Page 112 of 209 06/14/2024 160 Jacksons Grant FULL BUILD OUT - Scenario 3 4 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Damping: 0.0000 ft Length: 23.00 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 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: L1 - OUT Scenario: Proposed - S3 - FULL BUILD OUT From Node: LAKE 1 To Node: NW OUTLET Link Count: 1 Flow Direction: Both Solution: Combine Increments: 10 Pipe Count: 1 Damping: 0.0000 ft Length: 111.00 ft FHWA Code: 1 Entr Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Upstream Pipe Downstream Pipe Invert: 847.00 ft Invert: 846.60 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.50 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0130 Manning's N: 0.0130 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0130 Manning's N: 0.0130 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: 847.00 ft Control Elevation: 847.00 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component 03/18/2022 Page 113 of 209 06/14/2024 161 Jacksons Grant FULL BUILD OUT - Scenario 3 5 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Weir: 2 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Rectangular Invert: 851.75 ft Control Elevation: 851.75 ft Max Depth: 0.50 ft Max Width: 0.50 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 3 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 853.50 ft Control Elevation: 853.50 ft Max Depth: 3.00 ft Max Width: 3.00 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Drop Structure Comment: Weir Link: Lake 1 Spillway Scenario: Proposed - S3 - FULL BUILD OUT From Node: LAKE 1 To Node: NW OUTLET Link Count: 1 Flow Direction: Both Damping: 0.0000 ft Weir Type: Broad Crested Vertical Geometry Type: Trapezoidal Invert: 853.50 ft Control Elevation: 853.50 ft Max Depth: 1.00 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 03/18/2022 Page 114 of 209 06/14/2024 162 Jacksons Grant FULL BUILD OUT - Scenario 3 6 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Extrapolation Method: Normal Projection Bottom Width: 40.00 ft Left Slope: 4.000 (h:v) Right Slope: 4.000 (h:v) Orifice Table: Comment: Pipe Link: SW Outlet 1 - 453 Scenario: Proposed - S3 - FULL BUILD OUT From Node: 453 To Node: SW Outlet 1 Link Count: 1 Flow Direction: Both Damping: 0.0000 ft Length: 38.00 ft FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Upstream Downstream Invert: 847.43 ft Invert: 847.36 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Comment: Node: 453 Scenario: Proposed - S3 - FULL BUILD OUT Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 847.43 ft Warning Stage: 851.93 ft Stage [ft]Area [ac]Area [ft2] 847.43 0.0003 13 851.93 0.0003 13 Comment: Node: 458 Scenario: Proposed - S3 - FULL BUILD OUT Type: Stage/Area Base Flow: 0.00 cfs 03/18/2022 Page 115 of 209 06/14/2024 163 Jacksons Grant FULL BUILD OUT - Scenario 3 7 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Initial Stage: 849.35 ft Warning Stage: 852.00 ft Stage [ft]Area [ac]Area [ft2] 849.35 0.0000 0 850.00 0.0410 1786 851.00 0.1011 4404 Comment: Node: DB Scenario: Proposed - S3 - FULL BUILD OUT Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 848.04 ft Warning Stage: 851.50 ft Stage [ft]Area [ac]Area [ft2] 848.04 0.0000 0 849.00 0.1786 7781 850.00 0.3121 13597 851.00 0.3479 15153 852.00 0.3849 16765 852.50 0.4036 17579 Comment: Node: LAKE 1 Scenario: Proposed - S3 - FULL BUILD OUT Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 847.00 ft Warning Stage: 853.50 ft Stage [ft]Area [ac]Area [ft2] 847.00 0.6900 30056 848.00 0.7600 33106 849.00 0.8400 36590 850.00 0.9200 40075 851.00 1.0000 43560 852.00 1.0800 47045 853.00 1.1700 50965 854.00 1.2600 54886 03/18/2022 Page 116 of 209 06/14/2024 164 Jacksons Grant FULL BUILD OUT - Scenario 3 8 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Comment: Node: NW OUTLET Scenario: Proposed - S3 - FULL BUILD OUT Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 846.00 ft Warning Stage: 847.50 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 846.00 0 0 0 12.0000 847.50 0 0 0 30.0000 846.00 Comment: Node: SW Outlet 1 Scenario: Proposed - S3 - FULL BUILD OUT Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 847.36 ft Warning Stage: 850.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 847.36 0 0 0 48.0000 847.36 Comment: Simulation: 002yr Scenario: Proposed - S3 - FULL BUILD OUT Run Date/Time: 9/16/2021 10:39:41 AM Program Version: ICPR4 4.07.04 General Run Mode: Normal 03/18/2022 Page 117 of 209 06/14/2024 165 Jacksons Grant FULL BUILD OUT - Scenario 3 9 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area 113 ft2 03/18/2022 Page 118 of 209 06/14/2024 166 Jacksons Grant FULL BUILD OUT - Scenario 3 10 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 (1D): Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Proposed - S3 - FULL BUILD OUT Run Date/Time: 9/16/2021 10:39:45 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: 03/18/2022 Page 119 of 209 06/14/2024 167 Jacksons Grant FULL BUILD OUT - Scenario 3 11 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Proposed - S3 - FULL BUILD OUT Run Date/Time: 9/16/2021 10:39:50 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 03/18/2022 Page 120 of 209 06/14/2024 168 Jacksons Grant FULL BUILD OUT - Scenario 3 12 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simple Basin Runoff Summary [Proposed - S3 - FULL BUILD OUT] 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 457A Combined 002yr 4.96 12.0833 2.66 1.30 3.2900 84.8 0.00 0.00 457A 010yr 8.72 12.0833 3.83 2.29 3.2900 84.8 0.00 0.00 03/18/2022 Page 121 of 209 06/14/2024 169 Jacksons Grant FULL BUILD OUT - Scenario 3 13 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 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 Combined 457A Combined 100yr 17.46 12.0667 6.46 4.72 3.2900 84.8 0.00 0.00 Full Build Out of Pond 002yr 35.26 12.0833 2.66 1.54 20.3600 88.2 0.00 0.00 Full Build Out of Pond 010yr 58.68 12.0833 3.83 2.60 20.3600 88.2 0.00 0.00 Full Build Out of Pond 100yr 111.66 12.0833 6.46 5.10 20.3600 88.2 0.00 0.00 Offsite to the West - North 002yr 4.30 12.0833 2.66 1.17 3.1300 82.9 0.00 0.00 Offsite to the West - North 010yr 7.81 12.0833 3.83 2.13 3.1300 82.9 0.00 0.00 Offsite to the West - North 100yr 16.13 12.0667 6.46 4.51 3.1300 82.9 0.00 0.00 Offsite to the West - South 002yr 0.79 12.1333 2.66 1.47 0.5200 87.3 0.00 0.00 Offsite to the West - South 010yr 1.33 12.1167 3.83 2.51 0.5200 87.3 0.00 0.00 Offsite to the West - South 100yr 2.58 12.1167 6.46 5.00 0.5200 87.3 0.00 0.00 Link Min/Max Conditions with Times [Proposed - S3 - FULL BUILD OUT] Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] 453 to Dry Basin - Pipe 002yr 0.93 0.00 0.00 0.00 0.00 12.5168 0.0000 15.6493 0.0000 0.0000 453 to Dry Basin - 002yr 0.93 0.00 0.00 4.74 4.74 12.5158 0.0000 15.6111 12.5158 12.5158 03/18/2022 Page 122 of 209 06/14/2024 170 Jacksons Grant FULL BUILD OUT - Scenario 3 14 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] Weir: 1 453 to Dry Basin - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 453 to Dry Basin - Pipe 010yr 1.17 0.00 0.00 0.00 0.00 12.6757 0.0000 18.3839 0.0000 0.0000 453 to Dry Basin - Weir: 1 010yr 1.17 0.00 0.00 5.97 5.97 12.6747 0.0000 18.3414 12.6747 12.6747 453 to Dry Basin - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 453 to Dry Basin - Pipe 100yr 1.55 0.00 0.00 0.00 0.00 13.2925 0.0000 23.6762 0.0000 0.0000 453 to Dry Basin - Weir: 1 100yr 1.55 0.00 0.00 7.89 7.89 13.2907 0.0000 23.4268 13.2907 13.2907 453 to Dry Basin - Weir: 2 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 453-458 002yr 4.75 0.00 -0.01 6.36 9.71 12.1350 0.0000 12.3102 12.1350 12.1396 453-458 010yr 5.52 0.00 -0.03 7.20 10.03 11.9797 0.0000 12.5000 11.9797 12.4983 453-458 100yr 8.79 0.00 -0.03 11.19 11.47 12.2735 0.0000 13.0784 12.2735 12.2735 L1 - OUT - Pipe 002yr 1.12 0.00 0.02 0.00 0.00 15.5517 0.0000 46.0736 0.0000 0.0000 L1 - OUT - Weir: 1 002yr 1.12 0.00 0.04 5.69 5.69 15.5517 0.0000 46.0736 15.5517 15.5517 L1 - OUT - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - 010yr 1.58 0.00 -0.02 0.00 0.00 16.7217 0.0000 11.6076 0.0000 0.0000 03/18/2022 Page 123 of 209 06/14/2024 171 Jacksons Grant FULL BUILD OUT - Scenario 3 15 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] OUT - Pipe L1 - OUT - Weir: 1 010yr 1.58 0.00 -0.04 8.03 8.03 16.7185 0.0000 11.6076 16.7185 16.7185 L1 - OUT - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 100yr 3.59 0.00 -0.02 0.00 0.00 15.3609 0.0000 9.6814 0.0000 0.0000 L1 - OUT - Weir: 1 100yr 2.12 0.00 -0.04 10.79 10.79 15.3568 0.0000 9.6814 15.3568 15.3568 L1 - OUT - Weir: 2 100yr 1.47 0.00 0.00 5.90 5.90 15.3568 0.0000 26.3843 15.3568 15.3568 L1 - OUT - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 15.3568 0.0000 15.4083 0.0000 0.0000 Lake 1 Spillway 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 100yr 0.00 0.00 0.00 0.00 0.00 15.3609 0.0000 15.4083 0.0000 0.0000 SW Outlet 1 - 453 002yr 5.40 0.00 -0.01 3.77 4.90 12.1445 0.0000 12.3102 12.1451 12.1451 SW Outlet 1 - 453 010yr 6.52 0.00 -0.01 4.09 5.26 12.4975 0.0000 12.5049 12.4985 12.4987 SW Outlet 1 - 453 100yr 10.00 0.00 0.02 5.66 6.53 12.2805 0.0000 12.0851 12.2805 12.2812 Node Max Conditions w/ Times [Proposed - S3 - FULL BUILD OUT] Node Name Sim Name Warning Stage Max Stage Min/Max Delta Max Total Max Total Max Surface Time to Max Time to Min/Max Time to Max Time to Max 03/18/2022 Page 124 of 209 06/14/2024 172 Jacksons Grant FULL BUILD OUT - Scenario 3 16 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:44 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] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] 453 002yr 851.93 848.57 0.0010 5.41 5.40 113 12.1417 11.9093 12.1393 12.1445 453 010yr 851.93 848.70 0.0010 6.52 6.52 113 12.4975 11.9659 12.4975 12.4975 453 100yr 851.93 849.08 -0.0010 9.99 10.00 113 12.2789 13.0798 12.2865 12.2805 458 002yr 852.00 850.25 -0.0010 5.06 4.75 2456 12.1342 12.3882 12.0833 12.1350 458 010yr 852.00 850.94 -0.0010 9.10 5.52 4262 12.2318 12.6807 12.0833 11.9797 458 100yr 852.00 852.89 -0.0010 18.61 8.79 4411 12.2741 12.9374 12.0832 12.2735 DB 002yr 851.50 849.26 -0.0010 4.96 0.93 9299 12.5158 15.3534 12.0833 12.5158 DB 010yr 851.50 849.83 -0.0010 8.72 1.17 12594 12.6747 15.4319 12.0833 12.6747 DB 100yr 851.50 850.99 -0.0010 17.46 1.55 15133 13.0827 20.7806 12.0667 13.2907 LAKE 1 002yr 853.50 849.29 -0.0010 35.26 1.12 37615 15.5517 28.7269 12.0835 15.5517 LAKE 1 010yr 853.50 850.78 0.0010 58.67 1.58 42806 16.7185 12.1699 12.0833 16.7185 LAKE 1 100yr 853.50 853.50 0.0010 111.66 3.59 52931 15.3568 11.7124 12.0834 15.3568 NW OUTLET 002yr 847.50 847.50 0.0021 1.12 0.00 0 12.0000 1.4771 15.5517 0.0000 NW OUTLET 010yr 847.50 847.50 0.0021 1.58 0.00 0 12.0000 1.4771 16.7217 0.0000 NW OUTLET 100yr 847.50 847.50 0.0021 3.59 0.00 0 12.0000 1.4771 15.3609 0.0000 SW Outlet 1 002yr 850.00 847.36 0.0000 5.40 0.00 0 0.0000 0.0000 12.1445 0.0000 SW Outlet 1 010yr 850.00 847.36 0.0000 6.52 0.00 0 0.0000 0.0000 12.4975 0.0000 SW Outlet 1 100yr 850.00 847.36 0.0000 10.00 0.00 0 0.0000 0.0000 12.2805 0.0000 03/18/2022 Page 125 of 209 1.17 1.55 1.58 3.59 849.26 849.83 850.99 849.29 850.78 853.50 0.93 1.12 06/14/2024 173 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 1 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Simple Basin: 457A Combined Scenario: Proposed - S3 - Small Orifice Node: DB Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 16.2000 min Max Allowable Q: 999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: UH484 Peaking Factor: 484.0 Area: 3.2900 ac Curve Number: 84.8 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Simple Basin: Full Build Out of Pond Scenario: Proposed - S3 - Small Orifice Node: LAKE 1 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number Time of Concentration: 17.3000 min Max Allowable Q: 999999.00 cfs Time Shift: 0.0000 hr Unit Hydrograph: Uh484 Peaking Factor: 484.0 Area: 18.8600 ac Curve Number: 87.9 % Impervious: 0.00 % DCIA: 0.00 % Direct: 0.00 Rainfall Name: Comment: Drop Structure Link: 453 to Dry Basin Scenario: Proposed - S3 - FULL BUILD OUT From Node: DB To Node: 453 Link Count: 1 Flow Direction: Both Upstream Pipe Downstream Pipe Invert: 847.48 ft Invert: 847.43 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft 03/18/2022 Page 126 of 209 06/14/2024 174 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 2 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Solution: Combine Increments: 0 Pipe Count: 1 Damping: 0.0000 ft Length: 29.00 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 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: 848.04 ft Control Elevation: 848.04 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 851.16 ft Control Elevation: 851.16 ft Max Depth: 3.00 ft Max Width: 3.00 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Drop Structure Comment: 03/18/2022 Page 127 of 209 06/14/2024 175 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 3 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Pipe Link: 453-458 Scenario: Proposed - S3 - FULL BUILD OUT From Node: 458 To Node: 453 Link Count: 1 Flow Direction: Both Damping: 0.0000 ft Length: 23.00 ft FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Upstream Downstream Invert: 849.35 ft Invert: 848.43 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: Drop Structure Link: L1 - OUT Scenario: Proposed - S3 - FULL BUILD OUT From Node: LAKE 1 To Node: NW OUTLET Link Count: 1 Flow Direction: Both Solution: Combine Increments: 10 Pipe Count: 1 Damping: 0.0000 ft Length: 111.00 ft FHWA Code: 1 Entr Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Upstream Pipe Downstream Pipe Invert: 847.00 ft Invert: 846.60 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.50 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0130 Manning's N: 0.0130 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0130 Manning's N: 0.0130 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: 847.00 ft Control Elevation: 847.00 ft Max Depth: 0.50 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients 03/18/2022 Page 128 of 209 06/14/2024 176 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 4 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 2 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Sharp Crested Vertical Geometry Type: Rectangular Invert: 851.75 ft Control Elevation: 851.75 ft Max Depth: 0.50 ft Max Width: 0.50 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Weir Component Weir: 3 Weir Count: 1 Weir Flow Direction: Both Damping: 0.0000 ft Weir Type: Horizontal Geometry Type: Rectangular Invert: 853.50 ft Control Elevation: 853.50 ft Max Depth: 3.00 ft Max Width: 3.00 ft Fillet: 0.00 ft Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 3.200 Weir Table: Orifice Default: 0.600 Orifice Table: Weir Comment: Drop Structure Comment: Weir Link: Lake 1 Spillway Scenario: Proposed - S3 - FULL BUILD OUT From Node: LAKE 1 To Node: NW OUTLET Link Count: 1 Bottom Clip Default: 0.00 ft Op Table: Ref Node: Top Clip 03/18/2022 Page 129 of 209 06/14/2024 177 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 5 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Flow Direction: Both Damping: 0.0000 ft Weir Type: Broad Crested Vertical Geometry Type: Trapezoidal Invert: 853.50 ft Control Elevation: 853.50 ft Max Depth: 1.00 ft Extrapolation Method: Normal Projection Bottom Width: 40.00 ft Left Slope: 4.000 (h:v) Right Slope: 4.000 (h:v) Default: 0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default: 2.800 Weir Table: Orifice Default: 0.600 Orifice Table: Comment: Pipe Link: SW Outlet 1 - 453 Scenario: Proposed - S3 - FULL BUILD OUT From Node: 453 To Node: SW Outlet 1 Link Count: 1 Flow Direction: Both Damping: 0.0000 ft Length: 38.00 ft FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy Upstream Downstream Invert: 847.43 ft Invert: 847.36 ft Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Top Clip Default: 0.00 ft Default: 0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N: 0.0000 Manning's N: 0.0000 Comment: Node: DB Scenario: Proposed - S3 - Small Orifice Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 848.04 ft Warning Stage: 851.50 ft Stage [ft]Area [ac]Area [ft2] 848.04 0.0000 0 849.00 0.1786 7781 850.00 0.3121 13597 851.00 0.3479 15153 852.00 0.3849 16765 852.50 0.4036 17579 03/18/2022 Page 130 of 209 06/14/2024 178 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 6 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Comment: Node: LAKE 1 Scenario: Proposed - S3 - Small Orifice Type: Stage/Area Base Flow: 0.00 cfs Initial Stage: 847.00 ft Warning Stage: 853.50 ft Stage [ft]Area [ac]Area [ft2] 847.00 0.6900 30056 848.00 0.7600 33106 849.00 0.8400 36590 850.00 0.9200 40075 851.00 1.0000 43560 852.00 1.0800 47045 853.00 1.1700 50965 854.00 1.2600 54886 Comment: Node: NW OUTLET Scenario: Proposed - S3 - Small Orifice Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 846.00 ft Warning Stage: 847.50 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 846.00 0 0 0 12.0000 847.50 0 0 0 30.0000 846.00 Comment: Node: SW Outlet 1 Scenario: Proposed - S3 - Small Orifice Type: Time/Stage Base Flow: 0.00 cfs Initial Stage: 847.36 ft Warning Stage: 850.00 ft 03/18/2022 Page 131 of 209 06/14/2024 179 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 7 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 847.36 0 0 0 48.0000 847.36 Comment: Simulation: 002yr Scenario: Proposed - S3 - Small Orifice Run Date/Time: 9/16/2021 10:39:55 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: 03/18/2022 Page 132 of 209 06/14/2024 180 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 8 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 2.66 in Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 010yr Scenario: Proposed - S3 - Small Orifice Run Date/Time: 9/16/2021 10:40:00 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 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 03/18/2022 Page 133 of 209 06/14/2024 181 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 9 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft 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 (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simulation: 100yr Scenario: Proposed - S3 - Small Orifice Run Date/Time: 9/16/2021 10:40:05 AM Program Version: ICPR4 4.07.04 03/18/2022 Page 134 of 209 06/14/2024 182 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 10 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 General Run Mode: Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec] Surface Hydraulics [sec] Min Calculation Time: 60.0000 0.1000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Restart File Save Restart: False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Tolerances & Options Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 Over-Relax Weight Fact: 0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ: 1.0000 ft Link Optimizer Tol: 0.0001 ft Rainfall Name: Scsii-24 Rainfall Amount: 6.46 in 03/18/2022 Page 135 of 209 06/14/2024 183 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 11 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Edge Length Option: Automatic Storm Duration: 24.0000 hr Dflt Damping (1D): 0.0050 ft Min Node Srf Area (1D): 113 ft2 Energy Switch (1D): Energy Comment: Simple Basin Runoff Summary [Proposed - S3 - Small Orifice] 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 457A Combined 002yr 4.96 12.0833 2.66 1.30 3.2900 84.8 0.00 0.00 457A Combined 010yr 8.72 12.0833 3.83 2.29 3.2900 84.8 0.00 0.00 457A Combined 100yr 17.46 12.0667 6.46 4.72 3.2900 84.8 0.00 0.00 Full Build Out of Pond 002yr 32.20 12.0833 2.66 1.52 18.8600 87.9 0.00 0.00 Full Build Out of Pond 010yr 53.86 12.0833 3.83 2.57 18.8600 87.9 0.00 0.00 Full Build Out of Pond 100yr 102.96 12.0833 6.46 5.07 18.8600 87.9 0.00 0.00 Link Min/Max Conditions with Times [Proposed - S3 - Small Orifice] Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] DB - Out - Pipe 002yr 0.34 0.00 0.00 0.00 0.00 13.6236 0.0000 11.5054 0.0000 0.0000 DB - Out - Weir: 1 002yr 0.34 0.00 0.00 5.15 5.15 13.4907 0.0000 26.6477 13.4907 13.4907 DB - Out - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 03/18/2022 Page 136 of 209 06/14/2024 184 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 12 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] DB - Out - Pipe 010yr 0.43 0.00 0.00 0.00 0.00 14.1219 0.0000 32.8825 0.0000 0.0000 DB - Out - Weir: 1 010yr 0.43 0.00 0.00 6.36 6.36 14.1219 0.0000 33.0560 14.1219 14.1219 DB - Out - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 DB - Out - Pipe 100yr 1.59 0.00 0.01 0.00 0.00 12.9927 0.0000 12.6176 0.0000 0.0000 DB - Out - Weir: 1 100yr 0.54 0.00 0.00 8.01 8.01 16.0541 0.0000 43.7627 16.0541 16.0541 DB - Out - Weir: 2 100yr 1.07 0.00 0.00 0.97 0.97 12.9603 0.0000 12.6076 12.9603 12.9603 L1 - OUT - Pipe 002yr 0.54 0.00 -0.01 0.00 0.00 20.1829 0.0000 12.0297 0.0000 0.0000 L1 - OUT - Weir: 1 002yr 0.54 0.00 -0.01 6.20 6.20 20.1606 0.0000 12.0297 20.1606 20.1606 L1 - OUT - Weir: 2 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 010yr 0.75 0.00 -0.01 0.00 0.00 23.8799 0.0000 11.8009 0.0000 0.0000 L1 - OUT - Weir: 1 010yr 0.75 0.00 -0.01 8.55 8.55 23.8683 0.0000 11.8009 23.8683 23.8683 L1 - OUT - Weir: 2 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Weir: 3 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 L1 - OUT - Pipe 100yr 2.39 0.00 -0.01 0.00 0.00 17.1874 0.0000 10.4519 0.0000 0.0000 03/18/2022 Page 137 of 209 06/14/2024 185 Jacksons Grant FULL BUILD OUT - Scenario 3 - small orifice 13 C:\Users\nstambro\Desktop\Jacksons Grant Village\9/16/2021 10:47 Link Name Sim Name Max Flow [cfs] Min Flow [cfs] Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Time to Max Flow [hrs] Time to Min Flow [hrs] Time to Min/Max Delta Flow [hrs] Time to Max Us Velocity [hrs] Time to Max Ds Velocity [hrs] L1 - OUT - Weir: 1 100yr 0.96 0.00 -0.01 11.00 11.00 17.1708 0.0000 10.4519 17.1708 17.1708 L1 - OUT - Weir: 2 100yr 1.43 0.00 0.00 5.72 5.72 17.1708 0.0000 30.5449 17.1708 17.1708 L1 - OUT - Weir: 3 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 002yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 010yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Lake 1 Spillway 100yr 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 Node Max Conditions w/ Times [Proposed - S3 - Small Orifice] 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] Time to Max Stage [hr] Time to Min/Max Delta Stage [hr] Time to Max Total Inflow [hr] Time to Max Total Outflow [hr] DB 002yr 851.50 849.47 -0.0010 4.96 0.34 10493 13.5387 24.3425 12.0833 13.4907 DB 010yr 851.50 850.10 -0.0010 8.72 0.43 13754 14.1515 18.2015 12.0834 14.1219 DB 100yr 851.50 851.25 0.0010 17.46 1.59 15558 12.9688 5.9526 12.0667 12.9603 LAKE 1 002yr 853.50 849.40 0.0010 32.20 0.54 37973 20.1717 12.0294 12.0836 20.1606 LAKE 1 010yr 853.50 850.94 0.0010 53.85 0.75 43345 23.8683 14.6048 12.0834 23.8683 LAKE 1 100yr 853.50 853.42 0.0010 102.96 2.39 52593 17.1708 12.3183 12.0833 17.1708 NW OUTLET 002yr 847.50 847.50 0.0021 0.54 0.00 0 12.0002 1.4771 20.1829 0.0000 NW OUTLET 010yr 847.50 847.50 0.0021 0.75 0.00 0 12.0001 1.4771 23.8799 0.0000 NW OUTLET 100yr 847.50 847.50 0.0021 2.39 0.00 0 12.0001 1.4771 17.1874 0.0000 SW Outlet 1 002yr 850.00 847.36 0.0000 0.34 0.00 0 0.0000 0.0000 13.6236 0.0000 SW Outlet 1 010yr 850.00 847.36 0.0000 0.43 0.00 0 0.0000 0.0000 14.1219 0.0000 SW Outlet 1 100yr 850.00 847.36 0.0000 1.59 0.00 0 0.0000 0.0000 12.9927 0.0000 03/18/2022 Page 138 of 209 0.34 0.43 1.59 0.54 0.75 2.39 849.47 850.10 851.25 849.40 850.94 853.42 06/14/2024 186 APPENDIX C STORM SEWER DESIGN CALCULATIONS 03/18/2022 Page 139 of 209 06/14/2024 187 -DFNVRQ V*UDQW9LOODJH5XQRII&RHIILFLHQWV -RE-*9:HLJKWHG&XUYH1XPEHUV7RWDO'UDLQDJH$UHD7RWDO,PSHUYLRXV$UHD$LPS7RWDO,PSHUYLRXV$UHD$LPS7RWDO3HUYLRXV$UHD$SHU7RWDO$JULFXOWXUDO$UHD$DJ6XE%DVLQ:HLJKWHG&)DFWRU6XE%DVLQ:HLJKWHG&1 DF VTIW DF DF DF &Z&1Z                                                                                                                               3RVW'HYHORSHG6LWHCw = 0.85Aimp+ 0.16Aper+ 0.5AagTotal Drainage Area6WUXFWXUH03/18/2022 Page 140 of 209 06/14/2024 188                      $                                      '5<%$6,1    /DNH    $     $5LJKW    $/HIW    )XOO%XLOG2XWRI3RQG     $&RPELQHG%DVLQ     ,QWHULP3RQG6     %DVLQ2QVLWH6     %DVLQ2IIVLWH6    ,QWHULP3RQG6     6WUXFWXUH    DQG $OWHUHG%DVLQ$UHDV       $OWHUHG%DVLQ$UHDV      %DVLQ2QVLWH6    5() %DVLQ2IIVLWH6    2))6,7(727+(:(676287+     2))6,7(727+(($67:(67 &XOYHUW     52$'2))6,7(727+(($67     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'HQVH*UDVVHV     3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV     8QSDYHG     $3DYHPHQW    3DYHG     'HQVH*UDVVHV     3DYHG   'HQVH*UDVVHV    8QSDYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     8QSDYHG     3DYHPHQW     3DYHG     'HQVH*UDVVHV     3DYHG     'HQVH*UDVVHV     8QSDYHG     'HQVH*UDVVHV    8QSDYHG     '5<%$6,1'HQVH*UDVVHV     8QSDYHG     $'HQVH*UDVVHV     8QSDYHG     $/HIW'HQVH*UDVVHV     8QSDYHG     -DFNVRQ V*UDQW9LOODJH%DVLQ6KHHW)ORZ0DQXDO /9 03/18/2022 Page 142 of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age 143 of 209 06/14/2024 191 Project Description Jacksons Grant Village 03-15-22.SPF Project Options CFS Elevation Rational User-Defined Steady Flow YES NO Analysis Options Apr 19, 2021 00:00:00 Apr 20, 2021 00:00:00 Apr 19, 2021 00:00:00 0days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 48 59 53 2 0 0 4 60 1 54 0 5 0 0 0 0 Rainfall Details 10 year(s) Outlets .......................................................................... Pollutants .............................................................................. Land Uses ............................................................................ Return Period........................................................................ Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................ Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes ............................................................. Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................ Rain Gages ........................................................................... Subbasins.............................................................................. Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................ Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ File Name ............................................................................. Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. 03/18/2022 Page 144 of 209 06/14/2024 192 Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac)(in) (in) (ac-in) (cfs) (days hh:mm:ss) 1 Sub-403 0.18 0.2600 1.63 0.42 0.08 0.15 0 00:30:06 2 Sub-405 0.92 0.6100 1.14 0.69 0.64 2.55 0 00:15:00 3 Sub-406 0.15 0.3900 1.36 0.53 0.08 0.23 0 00:20:54 4 Sub-407 0.17 0.3700 1.31 0.48 0.08 0.26 0 00:19:12 5 Sub-408 0.37 0.2600 1.31 0.34 0.13 0.39 0 00:19:12 6 Sub-409 0.36 0.3500 1.50 0.52 0.19 0.45 0 00:25:06 7 Sub-411 0.41 0.4100 1.37 0.56 0.23 0.66 0 00:20:48 8 Sub-413 0.25 0.2400 1.05 0.25 0.06 0.28 0 00:13:18 9 Sub-414 0.41 0.4200 1.04 0.44 0.18 0.82 0 00:13:00 10 Sub-415 0.49 0.6400 1.21 0.78 0.38 1.36 0 00:16:53 11 Sub-417 0.59 0.4900 1.19 0.58 0.34 1.27 0 00:16:12 12 Sub-417A 0.09 0.1600 0.51 0.08 0.01 0.09 0 00:05:00 13 Sub-418 0.28 0.6300 1.16 0.73 0.20 0.79 0 00:15:30 14 Sub-421 0.19 0.4700 1.14 0.54 0.10 0.41 0 00:15:00 15 Sub-422 0.16 0.6400 0.51 0.33 0.05 0.63 0 00:05:00 16 Sub-423 0.49 0.6100 0.78 0.48 0.23 1.61 0 00:08:42 17 Sub-424 0.60 0.3300 1.34 0.44 0.26 0.80 0 00:19:48 18 Sub-428 0.05 0.1600 0.90 0.14 0.01 0.04 0 00:10:30 19 Sub-429 0.18 0.5600 1.20 0.67 0.12 0.44 0 00:16:18 20 Sub-430 0.51 0.5900 1.39 0.82 0.42 1.17 0 00:21:30 21 Sub-432 0.13 0.3500 1.37 0.48 0.06 0.18 0 00:20:48 22 Sub-434 0.25 0.4800 0.51 0.25 0.06 0.73 0 00:05:00 23 Sub-435 0.41 0.6200 1.36 0.85 0.35 1.00 0 00:20:54 24 Sub-436 0.30 0.6000 0.51 0.31 0.09 1.10 0 00:05:00 25 Sub-436A 1.77 0.7500 0.87 0.65 1.15 6.93 0 00:10:00 26 Sub-436A( Interim) 1.38 0.5300 1.37 0.73 1.00 2.87 0 00:21:00 27 Sub-438 0.46 0.5800 1.26 0.73 0.34 1.12 0 00:18:00 28 Sub-439 0.42 0.6600 0.51 0.34 0.14 1.70 0 00:05:00 29 Sub-440 0.24 0.5500 0.51 0.28 0.07 0.81 0 00:05:00 30 Sub-441 0.41 0.8100 0.51 0.41 0.17 2.03 0 00:05:00 31 Sub-442 0.45 0.6300 1.19 0.75 0.34 1.25 0 00:16:12 32 Sub-443 0.28 0.6100 0.51 0.31 0.09 1.05 0 00:05:00 33 Sub-444 1.12 0.5100 0.51 0.26 0.29 3.50 0 00:05:00 34 Sub-445 0.61 0.6700 0.51 0.34 0.21 2.50 0 00:05:00 35 Sub-446 0.60 0.5900 1.43 0.84 0.50 1.33 0 00:22:54 36 Sub-447 0.38 0.5400 1.29 0.70 0.26 0.85 0 00:18:36 37 Sub-447A 0.21 0.5200 0.51 0.27 0.06 0.67 0 00:05:00 38 Sub-448 0.71 0.6600 1.64 1.08 0.77 1.50 0 00:30:54 39 Sub-450 0.31 0.6200 0.79 0.49 0.15 1.03 0 00:08:54 40 Sub-451 0.25 0.6900 0.51 0.35 0.09 1.06 0 00:05:00 41 Sub-451a 0.40 0.7300 0.51 0.37 0.15 1.79 0 00:05:00 42 Sub-452 0.11 0.2200 0.92 0.20 0.02 0.12 0 00:10:54 43 Sub-454 0.30 0.4300 1.21 0.52 0.16 0.56 0 00:16:36 44 Sub-456 0.16 0.4900 1.32 0.65 0.10 0.32 0 00:19:18 45 Sub-457 0.37 0.2300 1.24 0.28 0.11 0.36 0 00:17:18 46 Sub-458 0.21 0.3600 0.94 0.34 0.07 0.38 0 00:11:06 47 Sub-458EW 0.52 0.4400 1.37 0.60 0.31 0.90 0 00:21:00 48 Sub-458offWS 3.13 0.2700 1.17 0.32 0.99 3.75 0 00:15:54 03/18/2022 Page 145 of 209 06/14/2024 193 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 401 Junction 847.00 848.17 847.00 848.17 0.00 0.93 847.37 0.00 3.61 0 00:00 0.00 0.00 2 403 Junction 847.15 853.80 847.15 853.80 0.00 3.57 848.01 0.00 5.79 0 00:00 0.00 0.00 3 404 Junction 850.44 854.37 850.44 854.37 0.00 2.55 851.32 0.00 3.05 0 00:00 0.00 0.00 4 405 Junction 850.58 854.20 850.58 854.20 0.00 2.55 851.37 0.00 2.83 0 00:00 0.00 0.00 5 406 Junction 848.84 853.80 848.84 853.80 0.00 1.20 849.44 0.00 4.36 0 00:00 0.00 0.00 6 407 Junction 849.38 853.80 849.38 853.80 0.00 0.99 849.90 0.00 3.90 0 00:00 0.00 0.00 7 408 Junction 849.89 853.80 849.89 853.80 0.00 0.74 850.32 0.00 3.48 0 00:00 0.00 0.00 8 409 Junction 850.40 853.60 850.40 853.60 0.00 0.45 850.73 0.00 2.87 0 00:00 0.00 0.00 9 411 Junction 847.19 853.80 847.19 853.80 0.00 4.24 848.18 0.00 5.61 0 00:00 0.00 0.00 10 412 Junction 847.53 854.61 847.53 854.61 0.00 3.83 848.52 0.00 6.08 0 00:00 0.00 0.00 11 413 Junction 847.68 854.39 847.68 854.39 0.00 3.83 848.75 0.00 5.64 0 00:00 0.00 0.00 12 414 Junction 847.85 854.39 847.85 854.39 0.00 3.61 849.57 0.00 4.82 0 00:00 0.00 0.00 13 415 Junction 848.88 854.38 848.88 854.38 0.00 3.06 849.96 0.00 4.42 0 00:00 0.00 0.00 14 417 Junction 849.77 853.67 849.77 853.67 0.00 1.27 850.29 0.00 3.38 0 00:00 0.00 0.00 15 417A Junction 851.49 855.68 851.49 855.68 0.00 0.09 851.58 0.00 4.10 0 00:00 0.00 0.00 16 418 Junction 849.58 853.67 849.58 853.67 0.00 2.03 850.20 0.00 3.47 0 00:00 0.00 0.00 17 421 Junction 849.36 854.06 849.36 854.38 0.00 2.36 850.24 0.00 3.82 0 00:00 0.00 0.00 18 422 Junction 849.54 854.79 849.54 854.79 0.00 2.13 850.57 0.00 4.22 0 00:00 0.00 0.00 19 423 Junction 849.89 854.76 849.89 854.76 0.00 1.96 850.67 0.00 4.09 0 00:00 0.00 0.00 20 424 Junction 850.41 853.51 850.41 853.51 0.00 0.80 850.86 0.00 2.66 0 00:00 0.00 0.00 21 428 Junction 849.03 853.80 849.03 853.80 0.00 1.47 849.64 0.00 4.16 0 00:00 0.00 0.00 22 428A Junction 849.87 854.48 849.87 854.48 0.00 1.47 850.48 0.00 4.00 0 00:00 0.00 0.00 23 429 Junction 850.07 854.22 850.07 854.22 0.00 1.47 850.73 0.00 3.50 0 00:00 0.00 0.00 24 430 Junction 850.26 854.22 850.26 854.22 0.00 1.16 850.82 0.00 3.41 0 00:00 0.00 0.00 25 432 Junction 847.15 853.60 847.15 853.60 0.00 22.77 849.29 0.00 4.31 0 00:00 0.00 0.00 26 433 Junction 847.90 854.64 847.90 854.64 0.00 7.41 849.35 0.00 5.29 0 00:00 0.00 0.00 27 434 Junction 848.20 854.37 848.20 854.37 0.00 7.41 849.57 0.00 4.80 0 00:00 0.00 0.00 28 435 Junction 848.38 854.08 848.38 854.08 0.00 7.41 849.68 0.00 4.40 0 00:00 0.00 0.00 29 436 Junction 848.87 854.08 848.87 854.08 0.00 6.93 850.07 0.00 4.01 0 00:00 0.00 0.00 30 437 Junction 847.45 854.18 847.45 854.18 0.00 17.19 849.53 0.00 4.66 0 00:00 0.00 0.00 31 438 Junction 847.60 854.04 847.60 854.04 0.00 17.19 849.59 0.00 4.45 0 00:00 0.00 0.00 32 439 Junction 847.75 854.04 847.75 854.04 0.00 16.88 849.88 0.00 4.16 0 00:00 0.00 0.00 33 440 Junction 848.03 853.77 848.03 853.77 0.00 15.18 850.05 0.00 3.72 0 00:00 0.00 0.00 34 441 Junction 848.35 853.98 848.35 853.98 0.00 11.47 851.08 0.00 2.90 0 00:00 0.00 0.00 35 442 Junction 848.88 854.10 848.88 854.10 0.00 8.86 850.29 0.00 3.81 0 00:00 0.00 0.00 36 443 Junction 849.07 854.10 849.07 854.10 0.00 8.47 850.49 0.00 3.61 0 00:00 0.00 0.00 37 444 Junction 849.48 854.19 849.48 854.19 0.00 7.43 850.80 0.00 3.38 0 00:00 0.00 0.00 38 445 Junction 849.87 854.19 849.87 854.19 0.00 3.93 850.88 0.00 3.30 0 00:00 0.00 0.00 39 446 Junction 850.49 854.19 850.49 854.19 0.00 1.33 851.03 0.00 3.15 0 00:00 0.00 0.00 40 447 Junction 850.46 854.22 850.46 854.22 0.00 0.90 850.97 0.00 3.26 0 00:00 0.00 0.00 41 447A Junction 851.05 854.75 851.05 854.75 0.00 0.67 851.45 0.00 3.30 0 00:00 0.00 0.00 42 448 Junction 850.49 854.19 850.49 854.19 0.00 1.49 850.99 0.00 3.19 0 00:00 0.00 0.00 43 450 Junction 851.07 854.77 851.07 854.77 0.00 1.03 851.59 0.00 3.18 0 00:00 0.00 0.00 44 451 Junction 849.82 853.62 849.82 853.62 0.00 2.90 850.63 0.00 2.99 0 00:00 0.00 0.00 45 451A Junction 850.35 854.20 850.35 854.20 0.00 1.84 850.92 0.00 3.28 0 00:00 0.00 0.00 46 452 Junction 851.07 854.61 851.07 854.77 0.00 0.12 851.21 0.00 3.40 0 00:00 0.00 0.00 47 453 Junction 847.93 851.92 847.93 851.92 0.00 2.27 848.72 0.00 3.21 0 00:00 0.00 0.00 48 454 Junction 847.98 851.37 847.98 851.37 0.00 1.35 848.55 0.00 2.83 0 00:00 0.00 0.00 49 455B Junction 848.42 851.89 848.42 851.89 0.00 4.90 849.62 0.00 2.27 0 00:00 0.00 0.00 50 456 Junction 848.68 852.14 848.68 852.14 0.00 3.45 849.79 0.00 2.36 0 00:00 0.00 0.00 51 457 Junction 848.90 852.16 848.90 852.16 0.00 3.15 850.10 0.00 2.05 0 00:00 0.00 0.00 52 457A Junction 850.48 850.48 850.48 850.48 0.00 2.87 850.92 0.00 0.56 0 00:00 0.00 0.00 53 Jun-04 Junction 851.03 852.50 851.03 852.50 0.00 0.17 851.34 0.00 1.16 0 00:00 0.00 0.00 54 Out-1400-401 Outfall 846.60 0.93 846.97 55 Out-1EX-453 Outfall 847.86 2.27 848.62 56 458 Storage Node 848.95 851.00 848.95 0.00 1.01 849.24 0.00 0.00 57 DryBasin Storage Node 848.04 851.00 848.04 0.00 4.90 849.38 0.00 0.00 58 Jun-03 Storage Node 851.32 854.00 851.32 0.00 3.75 851.78 0.00 0.00 59 Lake1 Storage Node 847.00 853.00 847.00 0.00 27.27 848.18 0.00 0.00 03/18/2022 Page 146 of 209 06/14/2024 194 Link SummarySN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time ReportedID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged ConditionNode Elevation Elevation Ratio Total DepthRatio(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)1 400-401 Pipe 401 Out-1400-401 111.10 847.00 846.60 0.3600 18.000 0.0120 0.93 6.83 0.14 2.71 0.37 0.25 0.00 Calculated2 402-403 Pipe 403 Lake1 51.54 847.15 847.00 0.2900 18.000 0.0130 3.57 5.75 0.62 3.43 0.86 0.57 0.00 Calculated3 403-404 Pipe 404 403115.43 850.44 847.40 2.6300 15.000 0.0130 2.55 10.48 0.24 7.04 0.42 0.34 0.00 Calculated4 403-406 Pipe 406 40368.44 848.84 847.65 1.7400 12.000 0.0130 1.20 4.70 0.26 5.01 0.35 0.35 0.00 Calculated5 404-405 Pipe 405 40415.00 850.58 850.54 0.3000 15.000 0.0130 2.55 3.54 0.72 3.14 0.79 0.63 0.00 Calculated6 406-407 Pipe 407 406146.97 849.38 848.94 0.3000 12.000 0.0130 0.99 1.95 0.51 2.50 0.51 0.51 0.00 Calculated7 407-408 Pipe 408 407137.70 849.89 849.48 0.3000 12.000 0.0130 0.74 1.95 0.38 2.31 0.43 0.43 0.00 Calculated8 408-409 Pipe 409 408137.18 850.40 849.99 0.3000 12.000 0.0130 0.45 1.95 0.23 2.02 0.33 0.33 0.00 Calculated9 410-411 Pipe 411 Lake1 61.96 847.19 847.00 0.3000 18.000 0.0130 4.24 5.75 0.74 3.56 0.96 0.64 0.00 Calculated10 411-412 Pipe 412 41180.83 847.53 847.29 0.3000 18.000 0.0130 3.83 5.75 0.67 3.48 0.89 0.60 0.00 Calculated11 412-413 Pipe 413 41215.00 847.68 847.63 0.3000 18.000 0.0130 3.83 5.75 0.67 3.48 0.89 0.60 0.00 Calculated12 413-414 Pipe 414 41333.01 847.85 847.78 0.2100 18.000 0.0130 3.61 4.84 0.75 3.00 0.97 0.64 0.00 Calculated13 414-415 Pipe 415 414119.95 848.88 848.66 0.1800 18.000 0.0130 3.06 4.50 0.68 2.74 0.91 0.61 0.00 Calculated14 415-421 Pipe 421 415104.69 849.36 849.13 0.2200 15.000 0.0130 2.36 3.03 0.78 2.73 0.83 0.66 0.00 Calculated15 417-417A Pipe 417A 417117.69 851.49 849.87 1.3800 15.000 0.0130 0.09 7.58 0.01 2.07 0.09 0.08 0.00 Calculated16 417-418 Pipe 417 41830.41 849.77 849.68 0.3000 15.000 0.0130 1.27 3.51 0.36 2.63 0.52 0.42 0.00 Calculated17 418-455B Pipe 418 455B 136.11 849.58 848.52 0.7800 15.000 0.0130 2.03 5.70 0.36 4.25 0.52 0.41 0.00 Calculated18 421-422 Pipe 422 42137.02 849.54 849.46 0.2200 15.000 0.0130 2.13 3.00 0.71 2.65 0.78 0.62 0.00 Calculated19 422-423 Pipe 423 42230.00 849.89 849.79 0.3300 12.000 0.0130 1.96 2.06 0.95 2.98 0.78 0.78 0.00 Calculated20 423-424 Pipe 424 423140.05 850.41 849.99 0.3000 12.000 0.0130 0.80 1.95 0.41 2.36 0.45 0.45 0.00 Calculated21 427-428 Pipe 428 Lake1 67.82 849.03 847.00 3.0000 12.000 0.0130 1.47 6.17 0.24 6.43 0.33 0.33 0.00 Calculated22 428-428A Pipe 428A 428115.00 849.87 849.13 0.6400 12.000 0.0130 1.47 2.85 0.51 3.65 0.51 0.51 0.00 Calculated23 428-429 Pipe 429 428A15.00 850.07 849.97 0.6400 12.000 0.0130 1.47 2.85 0.51 3.65 0.51 0.51 0.00 Calculated24 429-430 Pipe 430 42930.00 850.26 850.17 0.3000 12.000 0.0130 1.16 1.95 0.60 2.59 0.56 0.56 0.00 Calculated25 431-432 Pipe 432 Lake1 49.00 847.16 847.00 0.3300 30.000 0.0130 22.77 23.44 0.97 5.44 1.99 0.80 0.00 Calculated26 432-433 Pipe 433 432136.91 847.90 847.65 0.1800 24.000 0.0130 7.41 9.72 0.76 3.41 1.31 0.65 0.00 Calculated27 432-437 Pipe 437 432106.00 847.45 847.26 0.1800 30.000 0.0130 17.19 17.37 0.99 4.03 2.03 0.81 0.00 Calculated28 433-434 Pipe 434 43315.00 848.20 848.15 0.3300 21.000 0.0130 7.41 9.15 0.81 4.23 1.20 0.68 0.00 Calculated29 434-435 Pipe 435 43428.00 848.38 848.30 0.2900 21.000 0.0130 7.41 8.47 0.87 3.97 1.27 0.72 0.00 Calculated30 435-436 Pipe 436 435135.74 848.87 848.48 0.2900 21.000 0.0130 6.93 8.49 0.82 3.94 1.20 0.69 0.00 Calculated31 437-438 Pipe 438 43726.52 847.60 847.55 0.1900 30.000 0.0130 17.19 17.81 0.97 4.13 1.98 0.79 0.00 Calculated32 438-439 Pipe 439 43830.00 847.76 847.70 0.2000 30.000 0.0130 16.88 18.34 0.92 4.24 1.89 0.76 0.00 Calculated33 439-440 Pipe 440 439120.65 848.03 847.86 0.1400 30.000 0.0130 15.18 15.40 0.99 3.57 2.02 0.81 0.00 Calculated34 440-441 Pipe 441 44034.00 848.35 848.24 0.3200 24.000 0.0130 11.47 12.87 0.89 4.63 1.47 0.74 0.00 Calculated35 440-451 Pipe 451 440122.00 849.82 849.00 0.6700 12.000 0.0130 2.90 2.92 0.99 4.24 0.81 0.81 0.00 Calculated36 441-442 Pipe 442 441121.00 848.88 848.45 0.3600 21.000 0.0130 8.86 9.450.94 4.46 1.35 0.77 0.00 Calculated37 441-450 Pipe 450 441168.91 851.07 850.56 0.3000 12.000 0.0130 1.03 1.96 0.53 2.52 0.52 0.52 0.00 Calculated38 442-443 Pipe 443 44226.14 849.07 848.98 0.3400 21.000 0.0130 8.47 9.30 0.91 4.38 1.31 0.75 0.00 Calculated39 443-444 Pipe 444 443119.06 849.48 849.17 0.2600 21.000 0.0130 7.43 8.08 0.92 3.81 1.32 0.76 0.00 Calculated40 444-445 Pipe 445 444134.04 849.87 849.58 0.2200 18.000 0.0130 3.93 4.930.80 3.10 1.01 0.68 0.00 Calculated41 445-446 Pipe 446 445124.32 850.49 849.97 0.4200 12.000 0.0130 1.33 2.300.58 3.03 0.54 0.54 0.00 Calculated42 445-447 Pipe 447 445165.00 850.46 849.97 0.3000 12.000 0.0130 0.90 1.95 0.46 2.43 0.48 0.48 0.00 Calculated43 445-448 Pipe 448 44575.00 850.49 849.97 0.6900 12.000 0.0130 1.49 2.97 0.50 3.78 0.50 0.50 0.00 Calculated44 447-447A Pipe 447A 447162.00 851.05 850.56 0.3000 12.000 0.0130 0.67 1.95 0.34 2.25 0.40 0.40 0.00 Calculated45 451-452 Pipe 452 451A 108.00 851.07 850.45 0.5700 12.000 0.0130 0.12 2.70 0.05 1.75 0.14 0.14 0.00 Calculated46 453-454 Pipe 454 45329.35 847.98 847.93 0.1800 18.000 0.0130 1.35 4.46 0.30 2.21 0.57 0.38 0.00 Calculated47453-458 Pipe 458 45323.00 848.95 848.43 2.2600 12.000 0.0130 0.96 5.36 0.18 5.15 0.29 0.29 0.00 Calculated48 455A-455B Pipe 455B DryBasin 69.73 848.42 848.26 0.2300 18.000 0.0130 4.90 5.03 0.97 3.24 1.20 0.80 0.00 Calculated49 455B-456 Pipe 456 455B84.13 848.68 848.52 0.1900 18.000 0.0130 3.45 4.58 0.75 2.85 0.97 0.65 0.00 Calculated50 456-457 Pipe 457 45668.80 848.95 848.78 0.2500 15.000 0.0130 3.15 3.21 0.98 2.98 1.01 0.80 0.00 Calculated51 457-457A Pipe 457A 45721.00 850.48 849.66 3.9000 12.000 0.0130 2.87 7.04 0.41 8.50 0.44 0.44 0.00 Calculated52 6inch Pipe Jun-03 Jun-04 18.00 851.64 851.03 3.3900 6.000 0.0130 0.17 1.03 0.17 3.89 0.14 0.28 0.00 Calculated53 EX-453 Pipe 453 Out-1EX-453 37.64 847.93 847.86 0.1800 18.000 0.0130 2.27 4.46 0.51 2.53 0.76 0.51 0.00 Calculated54 Link-07 Pipe 451A 45162.30 850.35 849.92 0.6900 12.000 0.0130 1.84 2.96 0.62 3.97 0.57 0.57 0.00 Calculated55 swale Channel Jun-04 458196.00 851.03 848.95 1.0600 12.000 0.0320 0.174.00 0.04 1.21 0.31 0.31 0.0056 Lake1OCS2 Orifice Lake1 401847.00 847.006.0000.0057 Lake1OCSTC Orifice Lake1 401847.00 847.0036.0000.0058 Lake1OCSWQ Orifice Lake1 401847.00 847.006.0000.9303/18/2022 Page 147 of 209 06/14/2024 195 Link SummarySN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time ReportedID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged ConditionNode Elevation Elevation Ratio Total DepthRatio(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)59 Orifice-04 Orifice DryBasin 454848.04 847.986.0001.0160 Orifice-05 Orifice DryBasin 454848.04 847.9836.0000.0003/18/2022 Page 148 of 209 06/14/2024 196 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 401 847.00 848.17 1.17 847.00 0.00 848.17 0.00 0.00 0.00 2 403 847.15 853.80 6.64 847.15 0.00 853.80 0.00 0.00 0.00 3 404 850.44 854.37 3.93 850.44 0.00 854.37 0.00 0.00 0.00 4 405 850.58 854.20 3.62 850.58 0.00 854.20 0.00 0.00 0.00 5 406 848.84 853.80 4.96 848.84 0.00 853.80 0.00 0.00 0.00 6 407 849.38 853.80 4.42 849.38 0.00 853.80 0.00 0.00 0.00 7 408 849.89 853.80 3.91 849.89 0.00 853.80 0.00 0.00 0.00 8 409 850.40 853.60 3.20 850.40 0.00 853.60 0.00 0.00 0.00 9 411 847.19 853.80 6.61 847.19 0.00 853.80 0.00 0.00 0.00 10 412 847.53 854.61 7.07 847.53 0.00 854.61 0.00 0.00 0.00 11 413 847.68 854.39 6.71 847.68 0.00 854.39 0.00 0.00 0.00 12 414 847.85 854.39 6.54 847.85 0.00 854.39 0.00 0.00 0.00 13 415 848.88 854.38 5.50 848.88 0.00 854.38 0.00 0.00 0.00 14 417 849.77 853.67 3.90 849.77 0.00 853.67 0.00 0.00 0.00 15 417A 851.49 855.68 4.19 851.49 0.00 855.68 0.00 0.00 0.00 16 418 849.58 853.67 4.09 849.58 0.00 853.67 0.00 0.00 0.00 17 421 849.36 854.06 4.70 849.36 0.00 854.38 0.32 0.00 0.00 18 422 849.54 854.79 5.25 849.54 0.00 854.79 0.00 0.00 0.00 19 423 849.89 854.76 4.87 849.89 0.00 854.76 0.00 0.00 0.00 20 424 850.41 853.51 3.10 850.41 0.00 853.51 0.00 0.00 0.00 21 428 849.03 853.80 4.77 849.03 0.00 853.80 0.00 0.00 0.00 22 428A 849.87 854.48 4.61 849.87 0.00 854.48 0.00 0.00 0.00 23 429 850.07 854.22 4.15 850.07 0.00 854.22 0.00 0.00 0.00 24 430 850.26 854.22 3.96 850.26 0.00 854.22 0.00 0.00 0.00 25 432 847.15 853.60 6.45 847.15 0.00 853.60 0.00 0.00 0.00 26 433 847.90 854.64 6.74 847.90 0.00 854.64 0.00 0.00 0.00 27 434 848.20 854.37 6.17 848.20 0.00 854.37 0.00 0.00 0.00 28 435 848.38 854.08 5.70 848.38 0.00 854.08 0.00 0.00 0.00 29 436 848.87 854.08 5.21 848.87 0.00 854.08 0.00 0.00 0.00 30 437 847.45 854.18 6.73 847.45 0.00 854.18 0.00 0.00 0.00 31 438 847.60 854.04 6.44 847.60 0.00 854.04 0.00 0.00 0.00 32 439 847.75 854.04 6.29 847.75 0.00 854.04 0.00 0.00 0.00 33 440 848.03 853.77 5.74 848.03 0.00 853.77 0.00 0.00 0.00 34 441 848.35 853.98 5.63 848.35 0.00 853.98 0.00 0.00 0.00 35 442 848.88 854.10 5.22 848.88 0.00 854.10 0.00 0.00 0.00 36 443 849.07 854.10 5.03 849.07 0.00 854.10 0.00 0.00 0.00 37 444 849.48 854.19 4.71 849.48 0.00 854.19 0.00 0.00 0.00 38 445 849.87 854.19 4.32 849.87 0.00 854.19 0.00 0.00 0.00 39 446 850.49 854.19 3.70 850.49 0.00 854.19 0.00 0.00 0.00 40 447 850.46 854.22 3.76 850.46 0.00 854.22 0.00 0.00 0.00 41 447A 851.05 854.75 3.70 851.05 0.00 854.75 0.00 0.00 0.00 42 448 850.49 854.19 3.70 850.49 0.00 854.19 0.00 0.00 0.00 43 450 851.07 854.77 3.70 851.07 0.00 854.77 0.00 0.00 0.00 44 451 849.82 853.62 3.80 849.82 0.00 853.62 0.00 0.00 0.00 45 451A 850.35 854.20 3.85 850.35 0.00 854.20 0.00 0.00 0.00 46 452 851.07 854.61 3.54 851.07 0.00 854.77 0.16 0.00 0.00 47 453 847.93 851.92 4.00 847.93 0.00 851.92 0.00 0.00 0.00 48 454 847.98 851.37 3.39 847.98 0.00 851.37 0.00 0.00 0.00 49 455B 848.42 851.89 3.47 848.42 0.00 851.89 0.00 0.00 0.00 50 456 848.68 852.14 3.46 848.68 0.00 852.14 0.00 0.00 0.00 51 457 848.90 852.16 3.26 848.90 0.00 852.16 0.00 0.00 0.00 52 457A 850.48 850.48 0.00 850.48 0.00 850.48 0.00 0.00 0.00 53 Jun-04 851.03 852.50 1.47 851.03 0.00 852.50 0.00 0.00 0.00 03/18/2022 Page 149 of 209 06/14/2024 197 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 401 0.93 0.00 847.37 0.37 0.00 3.61 847.20 0.20 0 00:45 0 00:00 0.00 0.00 2 403 3.57 0.15 848.01 0.86 0.00 5.79 847.66 0.51 0 00:15 0 00:00 0.00 0.00 3 404 2.55 0.00 851.32 0.88 0.00 3.05 850.55 0.11 0 00:15 0 00:00 0.00 0.00 4 405 2.55 2.55 851.37 0.79 0.00 2.83 850.59 0.01 0 00:15 0 00:00 0.00 0.00 5 406 1.20 0.23 849.44 0.60 0.00 4.36 848.95 0.11 0 00:19 0 00:00 0.00 0.00 6 407 0.99 0.26 849.90 0.52 0.00 3.90 849.49 0.11 0 00:19 0 00:00 0.00 0.00 7 408 0.74 0.39 850.32 0.43 0.00 3.48 850.00 0.11 0 00:19 0 00:00 0.00 0.00 8 409 0.45 0.45 850.73 0.33 0.00 2.87 850.41 0.01 0 00:25 0 00:00 0.00 0.00 9 411 4.24 0.66 848.18 0.99 0.00 5.61 847.31 0.12 0 00:13 0 00:00 0.00 0.00 10 412 3.83 0.00 848.52 0.99 0.00 6.08 847.65 0.12 0 00:13 0 00:00 0.00 0.00 11 413 3.83 0.28 848.75 1.08 0.00 5.64 847.80 0.13 0 00:08 0 00:00 0.00 0.00 12 414 3.61 0.82 849.57 1.72 0.00 4.82 848.68 0.83 0 00:08 0 00:00 0.00 0.00 13 415 3.06 1.36 849.96 1.08 0.00 4.42 849.14 0.26 0 00:08 0 00:00 0.00 0.00 14 417 1.27 1.27 850.29 0.52 0.00 3.38 849.88 0.11 0 00:16 0 00:00 0.00 0.00 15 417A 0.09 0.09 851.58 0.09 0.00 4.10 851.49 0.00 0 00:05 0 00:00 0.00 0.00 16 418 2.03 0.79 850.20 0.62 0.00 3.47 849.69 0.11 0 00:16 0 00:00 0.00 0.00 17 421 2.36 0.41 850.24 0.88 0.00 3.82 849.47 0.11 0 00:08 0 00:00 0.00 0.00 18 422 2.13 0.63 850.57 1.03 0.00 4.22 849.80 0.26 0 00:08 0 00:00 0.00 0.00 19 423 1.96 1.61 850.67 0.78 0.00 4.09 850.00 0.11 0 00:08 0 00:00 0.00 0.00 20 424 0.80 0.80 850.86 0.45 0.00 2.66 850.42 0.01 0 00:20 0 00:00 0.00 0.00 21 428 1.47 0.04 849.64 0.61 0.00 4.16 849.14 0.11 0 00:21 0 00:00 0.00 0.00 22 428A 1.47 0.00 850.48 0.61 0.00 4.00 849.98 0.11 0 00:21 0 00:00 0.00 0.00 23 429 1.47 0.44 850.73 0.66 0.00 3.50 850.18 0.11 0 00:21 0 00:00 0.00 0.00 24 430 1.16 1.16 850.82 0.56 0.00 3.41 850.27 0.01 0 00:21 0 00:00 0.00 0.00 25 432 22.77 0.18 849.29 2.14 0.00 4.31 847.67 0.52 0 00:05 0 00:00 0.00 0.00 26 433 7.41 0.00 849.35 1.45 0.00 5.29 848.17 0.27 0 00:10 0 00:00 0.00 0.00 27 434 7.41 0.73 849.57 1.37 0.00 4.80 848.32 0.12 0 00:10 0 00:00 0.00 0.00 28 435 7.41 1.00 849.68 1.30 0.00 4.40 848.49 0.11 0 00:10 0 00:00 0.00 0.00 29 436 6.93 6.93 850.07 1.20 0.00 4.01 848.88 0.01 0 00:10 0 00:00 0.00 0.00 30 437 17.19 0.00 849.53 2.08 0.00 4.66 847.58 0.13 0 00:05 0 00:00 0.00 0.00 31 438 17.19 1.12 849.59 1.99 0.00 4.45 847.73 0.13 0 00:05 0 00:00 0.00 0.00 32 439 16.88 1.70 849.88 2.13 0.00 4.16 847.89 0.14 0 00:05 0 00:00 0.00 0.00 33 440 15.18 0.81 850.05 2.02 0.00 3.72 849.00 0.97 0 00:05 0 00:00 0.00 0.00 34 441 11.47 2.03 851.08 2.73 0.00 2.90 850.56 2.21 0 00:09 0 00:00 0.00 0.00 35 442 8.86 1.25 850.29 1.41 0.00 3.81 849.00 0.12 0 00:05 0 00:00 0.00 0.00 36 443 8.47 1.05 850.49 1.42 0.00 3.61 849.19 0.12 0 00:05 0 00:00 0.00 0.00 37 444 7.43 3.50 850.80 1.32 0.00 3.38 849.60 0.12 0 00:05 0 00:00 0.00 0.00 38 445 3.93 2.50 850.88 1.01 0.00 3.30 849.99 0.12 0 00:05 0 00:00 0.00 0.00 39 446 1.33 1.33 851.03 0.54 0.00 3.15 850.50 0.01 0 00:23 0 00:00 0.00 0.00 40 447 0.90 0.85 850.97 0.51 0.00 3.26 850.57 0.11 0 00:05 0 00:00 0.00 0.00 41 447A 0.67 0.67 851.45 0.40 0.00 3.30 851.05 0.00 0 00:05 0 00:00 0.00 0.00 42 448 1.49 1.49 850.99 0.50 0.00 3.19 850.50 0.01 0 00:31 0 00:00 0.00 0.00 43 450 1.03 1.03 851.59 0.52 0.00 3.18 851.07 0.00 0 00:09 0 00:00 0.00 0.00 44 451 2.90 1.06 850.63 0.81 0.00 2.99 849.92 0.10 0 00:05 0 00:00 0.00 0.00 45 451A 1.84 1.79 850.92 0.57 0.00 3.28 850.45 0.10 0 00:05 0 00:00 0.00 0.00 46 452 0.12 0.12 851.21 0.14 0.00 3.40 851.07 0.00 0 00:11 0 00:00 0.00 0.00 47 453 2.27 0.00 848.72 0.79 0.00 3.21 848.47 0.54 0 00:21 0 00:00 0.00 0.00 48 454 1.35 0.56 848.55 0.57 0.00 2.83 848.03 0.05 0 00:16 0 00:00 0.00 0.00 49 455B 4.90 0.00 849.62 1.20 0.00 2.27 848.54 0.12 0 00:19 0 00:00 0.00 0.00 50 456 3.45 0.32 849.79 1.11 0.00 2.36 848.80 0.12 0 00:21 0 00:00 0.00 0.00 51 457 3.15 0.36 850.10 1.20 0.00 2.05 849.67 0.77 0 00:21 0 00:00 0.00 0.00 52 457A 2.87 2.87 850.92 0.44 0.00 0.56 850.49 0.01 0 00:21 0 00:00 0.00 0.00 53 Jun-04 0.17 0.00 851.34 0.31 0.00 1.16 851.14 0.11 0 00:31 0 00:00 0.000.00 03/18/2022 Page 150 of 209 06/14/2024 198 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset (ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs) 1 swale 196.00 851.03 0.00 848.95 0.00 2.08 1.0600 Triangular 1.000 3.000 0.0320 0.5000 0.5000 0.0000 0.00 No 03/18/2022 Page 151 of 209 06/14/2024 199 Channel Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 swale 0.17 0 00:31 4.00 0.04 1.21 2.70 0.31 0.31 0.00 03/18/2022 Page 152 of 209 06/14/2024 200 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%)(in) (in)(cfs) 1 400-401 111.10 847.00 0.00 846.60 0.00 0.40 0.3600 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 402-403 51.54 847.15 0.00 847.00 0.00 0.15 0.2900 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 3 403-404 115.43 850.44 0.00 847.40 0.25 3.04 2.6300 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 4 403-406 68.44 848.84 0.00 847.65 0.50 1.19 1.7400 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 5 404-405 15.00 850.58 0.00 850.54 0.09 0.05 0.3000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 6 406-407 146.97 849.38 0.00 848.94 0.10 0.44 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 7 407-408 137.70 849.89 0.00 849.48 0.10 0.41 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 8 408-409 137.18 850.40 0.00 849.99 0.10 0.41 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 9 410-411 61.96 847.19 0.00 847.00 0.00 0.19 0.3000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 10 411-412 80.83 847.53 0.00 847.29 0.10 0.24 0.3000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 11 412-413 15.00 847.68 0.00 847.63 0.10 0.04 0.3000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 12 413-414 33.01 847.85 0.00 847.78 0.11 0.07 0.2100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 13 414-415 119.95 848.88 0.00 848.66 0.81 0.22 0.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 14 415-421 104.69 849.36 0.00 849.13 0.25 0.23 0.2200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 15 417-417A 117.69 851.49 0.00 849.87 0.10 1.62 1.3800 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 16 417-418 30.41 849.77 0.00 849.68 0.10 0.09 0.3000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 17 418-455B 136.11 849.58 0.00 848.52 0.10 1.06 0.7800 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 18 421-422 37.02 849.54 0.00 849.46 0.10 0.08 0.2200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 19 422-423 30.00 849.89 0.00 849.79 0.25 0.10 0.3300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 20 423-424 140.05 850.41 0.00 849.99 0.10 0.42 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 21 427-428 67.82 849.03 0.00 847.00 0.00 2.03 3.0000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 22 428-428A 115.00 849.87 0.00 849.13 0.10 0.74 0.6400 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 23 428-429 15.00 850.07 0.00 849.97 0.10 0.10 0.6400 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 24 429-430 30.00 850.26 0.00 850.17 0.10 0.09 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 25 431-432 49.00 847.16 0.01 847.00 0.00 0.16 0.3300 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 26 432-433 136.91 847.90 0.00 847.65 0.50 0.25 0.1800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 27 432-437 106.00 847.45 0.00 847.26 0.11 0.19 0.1800 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 28 433-434 15.00 848.20 0.00 848.15 0.25 0.05 0.3300 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 29 434-435 28.00 848.38 0.00 848.30 0.10 0.08 0.2900 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 30 435-436 135.74 848.87 0.00 848.48 0.10 0.39 0.2900 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 31 437-438 26.52 847.60 0.00 847.55 0.10 0.05 0.1900 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 32 438-439 30.00 847.76 0.01 847.70 0.10 0.06 0.2000 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 33 439-440 120.65 848.03 0.00 847.86 0.11 0.17 0.1400 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 34 440-441 34.00 848.35 0.00 848.24 0.21 0.11 0.3200 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 35 440-451 122.00 849.82 0.00 849.00 0.97 0.82 0.6700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 36 441-442 121.00 848.88 0.00 848.45 0.10 0.43 0.3600 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 37 441-450 168.91 851.07 0.00 850.56 2.21 0.51 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 38 442-443 26.14 849.07 0.00 848.98 0.10 0.09 0.3400 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 39 443-444 119.06 849.48 0.00 849.17 0.10 0.31 0.2600 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 40 444-445 134.04 849.87 0.00 849.58 0.10 0.29 0.2200 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 41 445-446 124.32 850.49 0.00 849.97 0.10 0.52 0.4200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 42 445-447 165.00 850.46 0.00 849.97 0.10 0.50 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 43 445-448 75.00 850.49 0.00 849.97 0.10 0.52 0.6900 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 44 447-447A 162.00 851.05 0.00 850.56 0.10 0.49 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 45 451-452 108.00 851.07 0.00 850.45 0.10 0.62 0.5700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 46 453-454 29.35 847.98 0.00 847.93 0.00 0.05 0.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 47 453-458 23.00 848.95 0.00 848.43 0.50 0.52 2.2600 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 48 455A-455B 69.73 848.42 0.00 848.26 0.22 0.16 0.2300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 49 455B-456 84.13 848.68 0.00 848.52 0.10 0.16 0.1900 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 50 456-457 68.80 848.95 0.05 848.78 0.10 0.17 0.2500 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 51 457-457A 21.00 850.48 0.00 849.66 0.76 0.82 3.9000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 52 6inch 18.00 851.64 0.32 851.03 0.00 0.61 3.3900 CIRCULAR 6.000 6.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 53 EX-453 37.64 847.93 0.00 847.86 0.00 0.07 0.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 54 Link-07 62.30 850.35 0.00 849.92 0.10 0.43 0.6900 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 03/18/2022 Page 153 of 209 06/14/2024 201 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs)(ft/sec) (min) (ft)(min) 1 400-401 0.93 0 00:45 6.83 0.14 2.71 0.68 0.37 0.25 0.00 Calculated 2 402-403 3.57 0 00:15 5.75 0.62 3.43 0.25 0.86 0.57 0.00 Calculated 3 403-404 2.55 0 00:15 10.48 0.24 7.04 0.27 0.42 0.34 0.00 Calculated 4 403-406 1.20 0 00:19 4.70 0.26 5.01 0.23 0.35 0.35 0.00 Calculated 5 404-405 2.55 0 00:15 3.54 0.72 3.14 0.08 0.79 0.63 0.00 Calculated 6 406-407 0.99 0 00:19 1.95 0.51 2.50 0.98 0.51 0.51 0.00 Calculated 7 407-408 0.74 0 00:19 1.95 0.38 2.31 0.99 0.43 0.43 0.00 Calculated 8 408-409 0.45 0 00:25 1.95 0.23 2.02 1.13 0.33 0.33 0.00 Calculated 9 410-411 4.24 0 00:13 5.75 0.74 3.56 0.29 0.96 0.64 0.00 Calculated 10 411-412 3.83 0 00:13 5.75 0.67 3.48 0.39 0.89 0.60 0.00 Calculated 11 412-413 3.83 0 00:13 5.75 0.67 3.48 0.07 0.89 0.60 0.00 Calculated 12 413-414 3.61 0 00:08 4.84 0.75 3.00 0.18 0.97 0.64 0.00 Calculated 13 414-415 3.06 0 00:08 4.50 0.68 2.74 0.73 0.91 0.61 0.00 Calculated 14 415-421 2.36 0 00:08 3.03 0.78 2.73 0.64 0.83 0.66 0.00 Calculated 15 417-417A 0.09 0 00:05 7.58 0.01 2.07 0.95 0.09 0.08 0.00 Calculated 16 417-418 1.27 0 00:16 3.51 0.36 2.63 0.19 0.52 0.42 0.00 Calculated 17 418-455B 2.03 0 00:16 5.70 0.36 4.25 0.53 0.52 0.41 0.00 Calculated 18 421-422 2.13 0 00:08 3.00 0.71 2.65 0.23 0.78 0.62 0.00 Calculated 19 422-423 1.96 0 00:08 2.06 0.95 2.98 0.17 0.78 0.78 0.00 Calculated 20 423-424 0.80 0 00:20 1.95 0.41 2.36 0.99 0.45 0.45 0.00 Calculated 21 427-428 1.47 0 00:21 6.17 0.24 6.43 0.18 0.33 0.33 0.00 Calculated 22 428-428A 1.47 0 00:21 2.85 0.51 3.65 0.53 0.51 0.51 0.00 Calculated 23 428-429 1.47 0 00:21 2.85 0.51 3.65 0.07 0.51 0.51 0.00 Calculated 24 429-430 1.16 0 00:21 1.95 0.60 2.59 0.19 0.56 0.56 0.00 Calculated 25 431-432 22.77 0 00:05 23.44 0.97 5.44 0.15 1.99 0.80 0.00 Calculated 26 432-433 7.41 0 00:10 9.72 0.76 3.41 0.67 1.31 0.65 0.00 Calculated 27 432-437 17.19 0 00:05 17.37 0.99 4.03 0.44 2.03 0.81 0.00 Calculated 28 433-434 7.41 0 00:10 9.15 0.81 4.23 0.06 1.20 0.68 0.00 Calculated 29 434-435 7.41 0 00:10 8.47 0.87 3.97 0.12 1.27 0.72 0.00 Calculated 30 435-436 6.93 0 00:10 8.49 0.82 3.94 0.57 1.20 0.69 0.00 Calculated 31 437-438 17.19 0 00:05 17.81 0.97 4.13 0.11 1.98 0.79 0.00 Calculated 32 438-439 16.88 0 00:05 18.34 0.92 4.24 0.12 1.89 0.76 0.00 Calculated 33 439-440 15.18 0 00:05 15.40 0.99 3.57 0.56 2.02 0.81 0.00 Calculated 34 440-441 11.47 0 00:05 12.87 0.89 4.63 0.12 1.47 0.74 0.00 Calculated 35 440-451 2.90 0 00:05 2.92 0.99 4.24 0.48 0.81 0.81 0.00 Calculated 36 441-442 8.86 0 00:05 9.45 0.94 4.46 0.45 1.35 0.77 0.00 Calculated 37 441-450 1.03 0 00:09 1.96 0.53 2.52 1.12 0.52 0.52 0.00 Calculated 38 442-443 8.47 0 00:05 9.30 0.91 4.38 0.10 1.31 0.75 0.00 Calculated 39 443-444 7.43 0 00:05 8.08 0.92 3.81 0.52 1.32 0.76 0.00 Calculated 40 444-445 3.93 0 00:05 4.93 0.80 3.10 0.72 1.01 0.68 0.00 Calculated 41 445-446 1.33 0 00:23 2.30 0.58 3.03 0.68 0.54 0.54 0.00 Calculated 42 445-447 0.90 0 00:05 1.95 0.46 2.43 1.13 0.48 0.48 0.00 Calculated 43 445-448 1.49 0 00:31 2.97 0.50 3.78 0.33 0.50 0.50 0.00 Calculated 44 447-447A 0.67 0 00:05 1.95 0.34 2.25 1.20 0.40 0.40 0.00 Calculated 45 451-452 0.12 0 00:11 2.70 0.05 1.75 1.03 0.14 0.14 0.00 Calculated 46 453-454 1.35 0 00:16 4.46 0.30 2.21 0.22 0.57 0.38 0.00 Calculated 47 453-458 0.96 0 00:21 5.36 0.18 5.15 0.07 0.29 0.29 0.00 Calculated 48 455A-455B 4.90 0 00:19 5.03 0.97 3.24 0.36 1.20 0.80 0.00 Calculated 49 455B-456 3.45 0 00:21 4.58 0.75 2.85 0.49 0.97 0.65 0.00 Calculated 50 456-457 3.15 0 00:21 3.21 0.98 2.98 0.38 1.01 0.80 0.00 Calculated 51 457-457A 2.87 0 00:21 7.04 0.41 8.50 0.04 0.44 0.44 0.00 Calculated 52 6inch 0.17 0 00:31 1.03 0.17 3.89 0.08 0.14 0.28 0.00 Calculated 53 EX-453 2.27 0 00:21 4.46 0.51 2.53 0.25 0.76 0.51 0.00 Calculated 54 Link-07 1.84 0 00:05 2.96 0.62 3.97 0.26 0.57 0.57 0.00 Calculated 03/18/2022 Page 154 of 209 06/14/2024 202 Storage Nodes Storage Node : 458 Input Data 848.95 851.00 2.05 848.95 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : 458 storage Stage Storage Storage Area Volume (ft) (ft²) (ft³) 0 0 0.000 1.05 3500 1837.50 2.05 5200 6187.50 Evaporation Loss ..................................................................... Invert Elevation (ft) ................................................................... Max (Rim) Elevation (ft) ........................................................... Max (Rim) Offset (ft) ................................................................ Initial Water Elevation (ft) ......................................................... Initial Water Depth (ft) .............................................................. Ponded Area (ft²) ..................................................................... 03/18/2022 Page 155 of 209 06/14/2024 203 03/18/2022 Page 156 of 209 06/14/2024 204 Storage Node : 458 (continued) Output Summary Results 1.01 0.94 0.96 0.00 849.24 0.29 848.99 0.04 0 00:21 0.000 0 0 0.00 Total Time Flooded (min) ........................................................ Total Retention Time (sec) ...................................................... Max HGL Depth Attained (ft) ................................................... Average HGL Elevation Attained (ft) ........................................ Average HGL Depth Attained (ft) ............................................. Time of Max HGL Occurrence (days hh:mm) .......................... Total Exfiltration Volume (1000-ft³) .......................................... Total Flooded Volume (ac-in) .................................................. Peak Inflow (cfs) ...................................................................... Peak Lateral Inflow (cfs) .......................................................... Peak Outflow (cfs) ................................................................... Peak Exfiltration Flow Rate (cfm) ............................................ Max HGL Elevation Attained (ft) .............................................. 03/18/2022 Page 157 of 209 06/14/2024 205 Storage Node : DryBasin Input Data 848.04 851.00 2.96 848.04 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : Storage-02 (DB) Stage Storage Storage Area Volume (ft) (ft²) (ft³) 0 0 0.000 0.96 4993.92 2397.08 1.96 10199.03 9993.56 2.96 11623.25 20904.70 Initial Water Depth (ft) .............................................................. Ponded Area (ft²) ..................................................................... Evaporation Loss ..................................................................... Invert Elevation (ft) ................................................................... Max (Rim) Elevation (ft) ........................................................... Max (Rim) Offset (ft) ................................................................ Initial Water Elevation (ft) ......................................................... 03/18/2022 Page 158 of 209 06/14/2024 206 03/18/2022 Page 159 of 209 06/14/2024 207 Storage Node : DryBasin (continued) Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular OrificeOrifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 Orifice-04 Side CIRCULAR No 6.00 848.04 0.61 2 Orifice-05 Bottom Rectangular No 36.00 36.00 851.16 0.63 Output Summary Results 4.90 0.00 1.01 0.00 849.38 1.34 848.13 0.09 0 00:35 0.000 0 0 0.00 Total Exfiltration Volume (1000-ft³) .......................................... Total Flooded Volume (ac-in) .................................................. Total Time Flooded (min) ........................................................ Total Retention Time (sec) ...................................................... Peak Exfiltration Flow Rate (cfm) ............................................ Max HGL Elevation Attained (ft) .............................................. Max HGL Depth Attained (ft) ................................................... Average HGL Elevation Attained (ft) ........................................ Average HGL Depth Attained (ft) ............................................. Time of Max HGL Occurrence (days hh:mm) .......................... Peak Inflow (cfs) ...................................................................... Peak Lateral Inflow (cfs) .......................................................... Peak Outflow (cfs) ................................................................... 03/18/2022 Page 160 of 209 06/14/2024 208 Storage Node : Jun-03 Input Data 851.32 854.00 2.68 851.32 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : 6inch Stage Storage Storage Area Volume (ft) (ft²) (ft³) 0 0 0.000 0.68 22518.21 7656.19 1.68 49019.08 43424.84 Max (Rim) Offset (ft) ................................................................ Initial Water Elevation (ft) ......................................................... Initial Water Depth (ft) .............................................................. Ponded Area (ft²) ..................................................................... Evaporation Loss ..................................................................... Invert Elevation (ft) ................................................................... Max (Rim) Elevation (ft) ........................................................... 03/18/2022 Page 161 of 209 06/14/2024 209 03/18/2022 Page 162 of 209 06/14/2024 210 Storage Node : Jun-03 (continued) Output Summary Results 3.75 3.75 0.17 0.00 851.78 0.46 851.68 0.36 0 00:31 0.000 0 0 0.00 Average HGL Depth Attained (ft) ............................................. Time of Max HGL Occurrence (days hh:mm) .......................... Total Exfiltration Volume (1000-ft³) .......................................... Total Flooded Volume (ac-in) .................................................. Total Time Flooded (min) ........................................................ Total Retention Time (sec) ...................................................... Peak Lateral Inflow (cfs) .......................................................... Peak Outflow (cfs) ................................................................... Peak Exfiltration Flow Rate (cfm) ............................................ Max HGL Elevation Attained (ft) .............................................. Max HGL Depth Attained (ft) ................................................... Average HGL Elevation Attained (ft) ........................................ Peak Inflow (cfs) ...................................................................... 03/18/2022 Page 163 of 209 06/14/2024 211 Storage Node : Lake1 Input Data 847.00 853.00 6.00 847.00 0.00 0.00 0.00 Storage Area Volume Curves Storage Curve : Storage-01 Stage Storage Storage Area Volume (ft) (ft²) (ft³) 0 22512.18 0.000 1 25490.48 24001.33 2 28569.17 51031.16 3 31748.08 81189.79 4 35027.20 114577.43 5 38406.58 151294.32 6 41886.61 191440.92 7 46467.50 235617.98 Evaporation Loss ..................................................................... Invert Elevation (ft) ................................................................... Max (Rim) Elevation (ft) ........................................................... Max (Rim) Offset (ft) ................................................................ Initial Water Elevation (ft) ......................................................... Initial Water Depth (ft) .............................................................. Ponded Area (ft²) ..................................................................... 03/18/2022 Page 164 of 209 06/14/2024 212 03/18/2022 Page 165 of 209 06/14/2024 213 Storage Node : Lake1 (continued) Outflow Orifices SN Element Orifice Orifice Flap Circular Rectangular Rectangular OrificeOrifice ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 Lake1OCS2 Side Rectangular No 6.00 9.00 850.48 0.63 2 Lake1OCSTC Bottom Rectangular No 36.00 36.00 853.50 0.63 3 Lake1OCSWQ Side CIRCULAR No 6.00 847.00 0.61 Output Summary Results 27.27 0.00 0.93 0.00 848.18 1.18 847.41 0.41 0 00:45 0.000 0 0 0.00 Total Time Flooded (min) ........................................................ Total Retention Time (sec) ...................................................... Max HGL Depth Attained (ft) ................................................... Average HGL Elevation Attained (ft) ........................................ Average HGL Depth Attained (ft) ............................................. Time of Max HGL Occurrence (days hh:mm) .......................... Total Exfiltration Volume (1000-ft³) .......................................... Total Flooded Volume (ac-in) .................................................. Peak Inflow (cfs) ...................................................................... Peak Lateral Inflow (cfs) .......................................................... Peak Outflow (cfs) ................................................................... Peak Exfiltration Flow Rate (cfm) ............................................ Max HGL Elevation Attained (ft) .............................................. 03/18/2022 Page 166 of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age 167 of 209 06/14/2024 215 7\SH 5 3HULPHWHU $UHD )RU\DUGLQOHWVORFDWHGLQUHDU\DUGV &ORJJHG      0.6A(2gh)0.5 ,QOHW 5DWLRQDO)ORZ *UDWH 3HULPHWHU *UDWH$UHD 'HSWKDW&DVWLQJ :HLU 'HSWKDW&DVWLQJ 2ULILFH  FIV IW IW IW IW                                                        3RQGLQJGHSWKDWFDVWLQJFDQEHQRJUHDWHUWKDQ LQFKHVRUIHHW -DFNVRQ V*UDQW9LOODJH <DUG,QOHW&DSDFLWLHV -RE-*9 03/18/2022 Page 168 of 209 06/14/2024 216 Type:R-3402-E Perimeter Area For yard inlets located in rear yards Unclogged 8.00 2.10 50% Clogged 6.00 1.05 0.6A(2gh)0.5 Inlet Rational Flow Grate Perimeter Grate Area Depth at Casting (Weir) Depth at Casting (Orifice) (#) (cfs)(ft)(ft2)(ft) (ft) 415 1.36 6.00 1.05 0.18 0.07 421 0.41 6.00 1.05 0.08 0.01 436 6.93 6.00 1.05 0.53 1.82 440 0.81 6.00 1.05 0.13 0.02 441 2.03 6.00 1.05 0.23 0.16 445 2.60 6.00 1.05 0.28 0.26 446 1.30 6.00 1.05 0.17 0.06 447 1.02 6.00 1.05 0.15 0.04 448 1.61 6.00 1.05 0.20 0.10 450 1.03 6.00 1.05 0.15 0.04 451 2.26 6.00 1.05 0.25 0.19 452 0.77 6.00 1.05 0.12 0.02 Jackson's Grant Village Street Inlet Capacities Job #60160JGV Ponding depth at casting can be no greater than 9 inches or 0.75 feet 03/18/2022 Page 169 of 209 06/14/2024 217 (URVLRQ3URWHFWLRQ0HWKRG9HORFLW\Y IWV 5HYHWPHQW5LSUDSч&ODVV5LSUDS Y&ODVV5LSUDS ”Y”(QHUJ\'LVVLSDWRU !/ $SURQ/HQJWK IW 4 )ORZ FIV Y 9HORFLW\ IWV ' 'LDPHWHU IW 7Z 7DLOZDWHU IW ,1'27)LJXUH-0LQLPXP5LSUDS$SURQ6L]H2XWOHW 2XWOHW 2XWOHW 6WDUW (QG 7Z')ORZ49HORFLW\Y 'LDPHWHU:LGWK :LGWK /HQJWK (URVLRQ3URWHFWLRQ0HWKRG6WU FIV IWV IW IW IW IW        5HYHWPHQW5LSUDS       5HYHWPHQW5LSUDS       5HYHWPHQW5LSUDSD       5HYHWPHQW5LSUDS       5HYHWPHQW5LSUDS       5HYHWPHQW5LSUDS$       5HYHWPHQW5LSUDSD       &ODVV5LSUDS       5HYHWPHQW5LSUDS       5HYHWPHQW5LSUDS       5HYHWPHQW5LSUDS5LS5DS$SURQ-RE-*96WUHDP9HORFLW\IRU(URVLRQ3URWHFWLRQ,1'27)LJXUH'5LS5DS$SURQ&DOFV-DFNVRQ V*UDQW9LOODJHܮ ൌ ͳǤͺܦܳܦଶǤହ൅͹ܦ03/18/2022 Page 170 of 209 06/14/2024 218 APPENDIX D WATER QUALITY CALCULATIONS 03/18/2022 Page 171 of 209 06/14/2024 219 -DFNVRQ V*UDQW9LOODJH 2XWOHW6WUXFWXUH 'U\%DVLQ 72&:LGWK LQ  *UDWH7\SH 72&/HQJWK LQ  2XWOHW3LSH LQ  72&'HSWK LQ  72&:LGWK LQ  72&(OHY IW  2XWOHW3LSH LQ  22ѐ+ LQ ,QYHUW IW  2ULILFH:4 2ULILFH LQ  1RUPDO3RRO IW  -RE-*9 03/18/2022 Page 172 of 209 06/14/2024 220 -DFNVRQ V*UDQW9LOODJH 2XWOHW6WUXFWXUH /DNH 72&:LGWK LQ  *UDWH7\SH 72&/HQJWK LQ  2XWOHW3LSH LQ  72&'HSWK LQ  72&:LGWK LQ  72&(OHY IW  22¨+ LQ  2ULILFH'HSWK LQ  2ULILFH:LGWK LQ  2ULILFH(OHY IW  2XWOHW3LSH LQ  22ѐ+ LQ ,QYHUW IW  2ULILFH:4 2ULILFH LQ  1RUPDO3RRO IW  -RE-*9 03/18/2022 Page 173 of 209 06/14/2024 221 :DWHU4XDOLW\9ROXPH PR V A 12 P = 1 DF  /DNH      $YHUDJ H$UHD $YHUDJ H$UHD 9ROXPH &XPXODWLYH 9ROXPH IW DF IW IW      1RUPDO3RRO                                    7RSRI%DQN Q =0.6A(2gh)0.5  7LPH K 4 ,QLWLDO:4 9ROXPH 5HPDLQLQJ :49ROXPH KU IW FIV IW IW                                                                                                                         WQ V =  :DWHU4XDOLW\2ULILFH6L]LQJ :DWHU4XDOLW\ 9ROXPH :4Y IW -DFNVRQ V*UDQW9LOODJH -RE-*9 R V = 0.05 + 0.009I 'HWHQWLRQ 3RQG 7RWDO'UDLQDJH $UHD ,$ 3HUFHQW ,PSHUYLRXV 9ROXPHWULF5XQRII &RHIILFLHQW DF 59 :DWHU4XDOLW\(OHYDWLRQ /DNH6WDJLQJ$ERYH1RUPDO3RRO :DWHU4XDOLW\9ROXPH IW  1RUPDO3RRO(OHYDWLRQ 2ULILFH6L]LQJ&DOFXODWLRQV 2ULILFH'LDPHWHU LQ 2ULILFH$UHD IW :DWHU4XDOLW\6WDJH+HLJKW IW (OHYDWLRQ 03/18/2022 Page 174 of 209 06/14/2024 222 TR-55 Calculation Project Name:Jackson's Grant Village Site Designation:WQ STR 404 Date:5/5/21 County or Independent City:Carmel Design Engineer:MAK State:IN Design Storm, P (inches): Impervious Area, (acres): Pervious Area, (acres): Total Area, AT (acres): Storm Distrubution: Composite Curve Number, CN from Manual: Time of Concentration (min.) Water Quality Volume in inches, Qwv (in.): S=1000/CN-10, (Inches): Ia=0.2s, (inches): Ia/P (unitless): Tc, (hr): Drainage Area, AT (sq.mi): Unit Peak Flow, qU (cfs/sqmi/in.): Peak Discharge, qp (cfs) Model Name 0.0014 731 0.66 2020-5 0.2500 1.00 0.60 0.32 0.92 II 96 15.00 0.6302 0.4167 0.0833 0.0833 03/18/2022 Page 175 of 209 OFFLINE CS-3 ONLINE CS-4 06/14/2024 223 7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAXOUTSIDE BOTTOMELEV. 845.94'TOP OF SYSTEMELEV. 854.46' OUTLET 1 INVERTELEV. 850.44'INLET 1 INVERTELEV. 850.54'RIM ELEV. 855.39+/- INLET 115"Ø RCP(24"Ø OPENING)SOLIDSSTORAGESUMPOUTLET 115"Ø RCP(24"Ø OPENING)PERMANENTPOOLCASCADECYLINDERINSERTCONTRACTOR TO PROVIDEGRADE RINGS/RISERSCONTRACTOR TO GROUT TOFINISHED GRADE4'-6"4'-1112"11"4'-10"ØELEVATION VIEWINLET 1OUTLET 14'Ø I.D.4'-10"Ø O.D.30"Ø x 4"FRAME AND COVERPLAN VIEW(INTERNALS NOT SHOWN)CASCADEFIBERGLASSINTERNALS180°SECTION FOR PIPE ORIENTATION(TOP SLAB NOT SHOWN)05/24/21DATE:APPROVED:CHECKED:SHEET:I:\MERLIN\PROJECT\ACTIVE\679500\679557\679557-10-CASCADE\DRAWINGS\679557-010-CS-4-CONFAB.DWG 5/24/2021 10:43 AMOFMAKDRAWN:DESIGNED:The design and information shown on this drawing isprovided as a service to the project owner, engineer andcontractor by CONTECH Construction Products Inc. orone of its affiliated companies ("CONTECH"). Neitherthis drawing, nor any part thereof, may be used,reproduced or modified in any manner without the priorwritten consent of CONTECH. Failure to comply isdone at the user's own risk and CONTECH expresslydisclaims any liability or responsibility for such use.If discrepancies between the supplied information uponwhich the drawing is based and actual field conditionsare encountered as site work progresses, thesediscrepancies must be reported to CONTECHimmediately for re-evaluation of the design. CONTECHaccepts no liability for designs based on missing,incomplete or inaccurate information supplied by others.679557SEQUENCE No.:10PROJECT No.:MAKMAKMAK11www.ContechES.comREVISION DESCRIPTIONDATEMARKBYPROPOSALCONTECHDRAWINGNCILAYOUT 1AGENERAL NOTES1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH REPRESENTATIVE. www.ContechES.com3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANDINFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETSREQUIREMENTS OF PROJECT.4. STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', ANDGROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TOCONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITHTHE CONTECH LOGO.5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 ANDAASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGNCONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SETTHE CASCADE SEPARATOR MANHOLE STRUCTURE.C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TOFLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.STRUCTURE WEIGHTAPPROXIMATE HEAVIEST PICK = 5000 LBS.OF 3 PIECESMAXIMUM FOOTPRINT = 4'-10"ØCS-4 - 679557-10JACKSON'S GRANT VILLAGECARMEL, INfor SYSTEM: WQ STR 404MATERIAL LIST (PROVIDED BY CONTECH)COUNT DESCRIPTIONINSTALLED BY1CS-4 FIBERGLASS CYLINDER INSERT, STD.CONTECH4 CS-4 ALUMINUM INSTALLATION BRACKETCONTECH1 SEALANT FOR JOINTSCONTRACTOR130"Ø x 4" FRAME & COVER, EJ#41600484, OR EQUIV.CONTRACTOR03/18/2022 Page 176 of 209 06/14/2024 224 TR-55 Calculation Project Name:Jackson's Grant Village Site Designation:WQ STR 455B Date:5/5/21 County or Independent City:Carmel Design Engineer:MAK State:IN Design Storm, P (inches): Impervious Area, (acres): Pervious Area, (acres): Total Area, AT (acres): Storm Distrubution: Composite Curve Number, CN from Manual: Time of Concentration (min.) Water Quality Volume in inches, Qwv (in.): S=1000/CN-10, (Inches): Ia=0.2s, (inches): Ia/P (unitless): Tc, (hr): Drainage Area, AT (sq.mi): Unit Peak Flow, qU (cfs/sqmi/in.): Peak Discharge, qp (cfs) Model Name 0.0061 594 1.03 2020-5 0.3317 1.00 0.99 2.91 3.90 II 89 19.90 0.2850 1.2360 0.2472 0.2472 03/18/2022 Page 177 of 209 OFFLINE CS-4 ONLINE CS-5 06/14/2024 225 7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAXOUTSIDE BOTTOMELEV. 843.25'TOP OF SYSTEMELEV. 851.48' OUTLET 1 INVERTELEV. 848.42'INLET 1 INVERTELEV. 848.42'INLET 2 INVERTELEV. 848.52'RIM ELEV. 851.89+/- INLET 118"Ø RCP(28"Ø OPENING)INLET 215"Ø RCP(24"Ø OPENING)SOLIDSSTORAGESUMPOUTLET 118"Ø RCP(28"Ø OPENING)PERMANENTPOOLCASCADECYLINDERINSERTCONTRACTOR TO GROUT TOFINISHED GRADE5'-2"3'-534"434"6'-0"ØELEVATION VIEWINLET 1INLET 2OUTLET 15'Ø I.D.6'Ø O.D.30"Ø x 4"FRAME AND COVERPLAN VIEW(INTERNALS NOT SHOWN)CASCADEFIBERGLASSINTERNALSINLET 118"Ø RCP(28"Ø OPENING)INLET 215"Ø RCP(24"Ø OPENING)OUTLET 118"Ø RCP(28"Ø OPENING)180°78°SECTION FOR PIPE ORIENTATION(TOP SLAB NOT SHOWN)05/24/21DATE:APPROVED:CHECKED:SHEET:I:\MERLIN\PROJECT\ACTIVE\679500\679557\679557-60-CASCADE\DRAWINGS\679557-060-CS-5-CONFAB.DWG 5/24/2021 10:00 AMOFMAKDRAWN:DESIGNED:The design and information shown on this drawing isprovided as a service to the project owner, engineer andcontractor by CONTECH Construction Products Inc. orone of its affiliated companies ("CONTECH"). Neitherthis drawing, nor any part thereof, may be used,reproduced or modified in any manner without the priorwritten consent of CONTECH. Failure to comply isdone at the user's own risk and CONTECH expresslydisclaims any liability or responsibility for such use.If discrepancies between the supplied information uponwhich the drawing is based and actual field conditionsare encountered as site work progresses, thesediscrepancies must be reported to CONTECHimmediately for re-evaluation of the design. CONTECHaccepts no liability for designs based on missing,incomplete or inaccurate information supplied by others.679557SEQUENCE No.:60PROJECT No.:MAKMAKMAK11www.ContechES.comREVISION DESCRIPTIONDATEMARKBYPROPOSALCONTECHDRAWINGNCILAYOUT 1AGENERAL NOTES1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH REPRESENTATIVE. www.ContechES.com3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANDINFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETSREQUIREMENTS OF PROJECT.4. STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', ANDGROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TOCONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITHTHE CONTECH LOGO.5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 ANDAASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGNCONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SETTHE CASCADE SEPARATOR MANHOLE STRUCTURE.C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TOFLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.STRUCTURE WEIGHTAPPROXIMATE HEAVIEST PICK = 6500 LBS.OF 3 PIECESMAXIMUM FOOTPRINT = 6'ØCS-5 - 679557-60JACKSON'S GRANT VILLAGECARMEL, INfor SYSTEM: WQ STR 455BMATERIAL LIST (PROVIDED BY CONTECH)COUNT DESCRIPTIONINSTALLED BY1CS-5 FIBERGLASS CYLINDER INSERT, STD.CONTECH4 CS-5 ALUMINUM INSTALLATION BRACKETCONTECH1 SEALANT FOR JOINTSCONTRACTOR130"Ø x 4" FRAME & COVER, EJ#41600484, OR EQUIV.CONTRACTOR03/18/2022 Page 178 of 209 06/14/2024 226 TR-55 Calculation Project Name:Jackson's Grant Village Site Designation:WQ STR 437 Date:5/5/21 County or Independent City:Carmel Design Engineer:MAK State:IN Design Storm, P (inches): Impervious Area, (acres): Pervious Area, (acres): Total Area, AT (acres): Storm Distrubution: Composite Curve Number, CN from Manual: Time of Concentration (min.) Water Quality Volume in inches, Qwv (in.): S=1000/CN-10, (Inches): Ia=0.2s, (inches): Ia/P (unitless): Tc, (hr): Drainage Area, AT (sq.mi): Unit Peak Flow, qU (cfs/sqmi/in.): Peak Discharge, qp (cfs) Model Name 0.0108 484 3.47 3035-6 0.5917 1.00 4.78 2.11 6.89 II 97 35.50 0.6667 0.3627 0.0725 0.0725 03/18/2022 Page 179 of 209 OFFLINE CS-6 ONLINE CS-10 06/14/2024 227 7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAXOUTSIDE BOTTOMELEV. 838.78'TOP OF SYSTEMELEV. 853.78' OUTLET 1 INVERTELEV. 847.45'INLET 1 INVERTELEV. 847.55'RIM ELEV. 854.18+/- INLET 130"Ø RCP(42"Ø OPENING)SOLIDSSTORAGESUMPOUTLET 130"Ø RCP(42"Ø OPENING)PERMANENTPOOLCASCADECYLINDERINSERTFLANGEDCYLINDERCONTRACTOR TO GROUT TOFINISHED GRADE8'-8"6'-834"434"12'-10"ØELEVATION VIEWINLET 1OUTLET 110'Ø I.D.11'-10"Ø O.D.12'-10"Ø BASEEXT.(2) 24"Ø x 4"FRAME AND COVERPLAN VIEW(INTERNALS NOT SHOWN)CASCADEFIBERGLASSINTERNALS155°SECTION FOR PIPE ORIENTATION(TOP SLAB NOT SHOWN)05/24/21DATE:APPROVED:CHECKED:SHEET:I:\MERLIN\PROJECT\ACTIVE\679500\679557\679557-50-CASCADE\DRAWINGS\679557-050-CS-10-CONFAB.DWG 5/24/2021 11:04 AMOFMAKDRAWN:DESIGNED:The design and information shown on this drawing isprovided as a service to the project owner, engineer andcontractor by CONTECH Construction Products Inc. orone of its affiliated companies ("CONTECH"). Neitherthis drawing, nor any part thereof, may be used,reproduced or modified in any manner without the priorwritten consent of CONTECH. Failure to comply isdone at the user's own risk and CONTECH expresslydisclaims any liability or responsibility for such use.If discrepancies between the supplied information uponwhich the drawing is based and actual field conditionsare encountered as site work progresses, thesediscrepancies must be reported to CONTECHimmediately for re-evaluation of the design. CONTECHaccepts no liability for designs based on missing,incomplete or inaccurate information supplied by others.679557SEQUENCE No.:50PROJECT No.:MAKMAKMAK11www.ContechES.comREVISION DESCRIPTIONDATEMARKBYPROPOSALCONTECHDRAWINGNCILAYOUT 1AGENERAL NOTES1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH REPRESENTATIVE. www.ContechES.com3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANDINFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETSREQUIREMENTS OF PROJECT.4. STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', ANDGROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TOCONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITHTHE CONTECH LOGO.5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 ANDAASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGNCONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SETTHE CASCADE SEPARATOR MANHOLE STRUCTURE.C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TOFLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.STRUCTURE WEIGHTAPPROXIMATE HEAVIEST PICK = 31500 LBS.OF 4 PIECESMAXIMUM FOOTPRINT = 12'-10"ØCS-10 - 679557-50JACKSON'S GRANT VILLAGECARMEL, INfor SYSTEM: WQ STR 437INTERNAL COMPONENTS TO BE INSTALLED ON SITE BY CONTECH FIELD CONSULTANT. PLEASE CONTACT CONTECH FOR CURRENT INSTALLATION LEAD TIME.MATERIAL LIST (PROVIDED BY CONTECH)COUNT DESCRIPTIONINSTALLED BY1CS-10 FIBERGLASS CYLINDER INSERT, STD.CONTRACTOR1CS-10, -12 FLANGED CYLINDER, 2 FT.CONTECH8CS-10 ALUMINUM INSTALLATION BRACKETCONTECH1 SEALANT FOR JOINTSCONTRACTOR224"Ø x 4" FRAME & COVER, EJ#41600389, OR EQUIV.CONTRACTOR03/18/2022 Page 180 of 209 06/14/2024 228 TR-55 Calculation Project Name:Jackson's Grant Village Site Designation:WQ STR 433 Date:5/5/21 County or Independent City:Carmel Design Engineer:MAK State:IN Design Storm, P (inches): Impervious Area, (acres): Pervious Area, (acres): Total Area, AT (acres): Storm Distrubution: Composite Curve Number, CN from Manual: Time of Concentration (min.) Water Quality Volume in inches, Qwv (in.): S=1000/CN-10, (Inches): Ia=0.2s, (inches): Ia/P (unitless): Tc, (hr): Drainage Area, AT (sq.mi): Unit Peak Flow, qU (cfs/sqmi/in.): Peak Discharge, qp (cfs) Model Name 0.0015 628 0.59 2020-5 0.3533 1.00 0.58 0.38 0.96 II 96 21.20 0.6302 0.4167 0.0833 0.0833 03/18/2022 Page 181 of 209 OFFLINE CS-3 ONLINE CS-6 06/14/2024 229 7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAXOUTSIDE BOTTOMELEV. 842.23'TOP OF SYSTEMELEV. 853.98' OUTLET 1 INVERTELEV. 847.90'INLET 1 INVERTELEV. 848.15'RIM ELEV. 854.64+/- INLET 121"Ø RCP(32"Ø OPENING)SOLIDSSTORAGESUMPOUTLET 124"Ø RCP(36"Ø OPENING)PERMANENTPOOLCASCADECYLINDERINSERTCONTRACTOR TO PROVIDEGRADE RINGS/RISERSCONTRACTOR TO GROUT TOFINISHED GRADE5'-8"6'-9"734"7'-2"ØELEVATION VIEWINLET 1OUTLET 16'Ø I.D.7'-2"Ø O.D.30"Ø x 4"FRAME AND COVERPLAN VIEW(INTERNALS NOT SHOWN)CASCADEFIBERGLASSINTERNALS172°SECTION FOR PIPE ORIENTATION(TOP SLAB NOT SHOWN)05/24/21DATE:APPROVED:CHECKED:SHEET:I:\MERLIN\PROJECT\ACTIVE\679500\679557\679557-40-CASCADE\DRAWINGS\679557-040-CS-6-CONFAB.DWG 5/24/2021 10:56 AMOFMAKDRAWN:DESIGNED:The design and information shown on this drawing isprovided as a service to the project owner, engineer andcontractor by CONTECH Construction Products Inc. orone of its affiliated companies ("CONTECH"). Neitherthis drawing, nor any part thereof, may be used,reproduced or modified in any manner without the priorwritten consent of CONTECH. Failure to comply isdone at the user's own risk and CONTECH expresslydisclaims any liability or responsibility for such use.If discrepancies between the supplied information uponwhich the drawing is based and actual field conditionsare encountered as site work progresses, thesediscrepancies must be reported to CONTECHimmediately for re-evaluation of the design. CONTECHaccepts no liability for designs based on missing,incomplete or inaccurate information supplied by others.679557SEQUENCE No.:40PROJECT No.:MAKMAKMAK11www.ContechES.comREVISION DESCRIPTIONDATEMARKBYPROPOSALCONTECHDRAWINGNCILAYOUT 1AGENERAL NOTES1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH REPRESENTATIVE. www.ContechES.com3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANDINFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETSREQUIREMENTS OF PROJECT.4. STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', ANDGROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TOCONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITHTHE CONTECH LOGO.5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 ANDAASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGNCONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SETTHE CASCADE SEPARATOR MANHOLE STRUCTURE.C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TOFLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.STRUCTURE WEIGHTAPPROXIMATE HEAVIEST PICK = 14000 LBS.OF 4 PIECESMAXIMUM FOOTPRINT = 7'-2"ØCS-6 - 679557-40JACKSON'S GRANT VILLAGECARMEL, INfor SYSTEM: WQ STR 433COUNT DESCRIPTIONINSTALLED BY1CS-6 FIBERGLASS CYLINDER INSERT, STD.CONTECH5 CS-6 ALUMINUM INSTALLATION BRACKETCONTECH1 SEALANT FOR JOINTSCONTRACTOR130"Ø x 4" FRAME & COVER, EJ#41600484, OR EQUIV.CONTRACTOR03/18/2022 Page 182 of 209 06/14/2024 230 TR-55 Calculation Project Name:Jackson's Grant Village Site Designation:WQ STR 428A Date:5/5/21 County or Independent City:Carmel Design Engineer:MAK State:IN Design Storm, P (inches): Impervious Area, (acres): Pervious Area, (acres): Total Area, AT (acres): Storm Distrubution: Composite Curve Number, CN from Manual: Time of Concentration (min.) Water Quality Volume in inches, Qwv (in.): S=1000/CN-10, (Inches): Ia=0.2s, (inches): Ia/P (unitless): Tc, (hr): Drainage Area, AT (sq.mi): Unit Peak Flow, qU (cfs/sqmi/in.): Peak Discharge, qp (cfs) Model Name 0.0011 619 0.43 2020-5 0.3633 1.00 0.43 0.27 0.70 II 96 21.80 0.6302 0.4167 0.0833 0.0833 03/18/2022 Page 183 of 209 OFFLINE/ONLINE CS-3 06/14/2024 231 7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAXOUTSIDE BOTTOMELEV. 846.57'TOP OF SYSTEMELEV. 853.27'OUTLET 1 INVERTELEV. 850.07'INLET 1 INVERTELEV. 850.17'INLET 2 INVERTELEV. 851.67'INLET 3 INVERTELEV. 851.67'RIM ELEV. 854.22+/- INLET 112"Ø RCP(20"Ø OPENING)INLET 26"Ø PVC(12"Ø OPENING)INLET 36"Ø PVC(12"Ø OPENING)SOLIDSSTORAGESUMPOUTLET 112"Ø RCP(20"Ø OPENING)PERMANENTPOOLCASCADECYLINDERINSERTCONTRACTOR TO PROVIDEGRADE RINGS/RISERSCONTRACTOR TO GROUT TOFINISHED GRADE3'-6"4'-134"1114"3'-8"ØELEVATION VIEWINLET 1INLET 2INLET 3OUTLET 13'Ø I.D.3'-8"Ø O.D.24" x 24"CURB INLETPLAN VIEW(INTERNALS NOT SHOWN)CASCADEFIBERGLASSINTERNALS90°93°87°SECTION FOR PIPE ORIENTATION(TOP SLAB NOT SHOWN)05/24/21DATE:APPROVED:CHECKED:SHEET:DRAWING11.DWG 5/24/2021 10:37 AMOFMAKDRAWN:DESIGNED:The design and information shown on this drawing isprovided as a service to the project owner, engineer andcontractor by CONTECH Construction Products Inc. orone of its affiliated companies ("CONTECH"). Neitherthis drawing, nor any part thereof, may be used,reproduced or modified in any manner without the priorwritten consent of CONTECH. Failure to comply isdone at the user's own risk and CONTECH expresslydisclaims any liability or responsibility for such use.If discrepancies between the supplied information uponwhich the drawing is based and actual field conditionsare encountered as site work progresses, thesediscrepancies must be reported to CONTECHimmediately for re-evaluation of the design. CONTECHaccepts no liability for designs based on missing,incomplete or inaccurate information supplied by others.679557SEQUENCE No.:30PROJECT No.:MAKMAKMAK11www.ContechES.comREVISION DESCRIPTIONDATEMARKBYPROPOSALCONTECHDRAWINGNCILAYOUT 1AGENERAL NOTES1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH REPRESENTATIVE. www.ContechES.com3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANDINFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETSREQUIREMENTS OF PROJECT.4. STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', ANDGROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TOCONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITHTHE CONTECH LOGO.5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 ANDAASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGNCONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SETTHE CASCADE SEPARATOR MANHOLE STRUCTURE.C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TOFLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.STRUCTURE WEIGHTAPPROXIMATE HEAVIEST PICK = 3500 LBS.OF 3 PIECESMAXIMUM FOOTPRINT = 3'-8"ØCS-3 - 679557-30JACKSON'S GRANT VILLAGECARMEL, INfor SYSTEM: WQ STR 429MATERIAL LIST (PROVIDED BY CONTECH)COUNT DESCRIPTIONINSTALLED BY1CS-3 ALUMINUM CYLINDER INSERT, STD.CONTECH3 CS-3 ALUMINUM INSTALLATION BRACKETCONTECH1 24" INLET TRAYCONTRACTOR1 SEALANT FOR JOINTSCONTRACTOR124" x 24" CURB INLET, EJ#0719131C01, OR EQUIV.CONTRACTOR03/18/2022 Page 184 of 209 06/14/2024 232 TR-55 Calculation Project Name:Jackson's Grant Village Site Designation:WQ STR 412 Date:5/5/21 County or Independent City:Carmel Design Engineer:MAK State:IN Design Storm, P (inches): Impervious Area, (acres): Pervious Area, (acres): Total Area, AT (acres): Storm Distrubution: Composite Curve Number, CN from Manual: Time of Concentration (min.) Water Quality Volume in inches, Qwv (in.): S=1000/CN-10, (Inches): Ia=0.2s, (inches): Ia/P (unitless): Tc, (hr): Drainage Area, AT (sq.mi): Unit Peak Flow, qU (cfs/sqmi/in.): Peak Discharge, qp (cfs) Model Name 0.0040 609 1.09 2020-5 0.3817 1.00 1.14 1.40 2.54 II 93 22.90 0.4504 0.7527 0.1505 0.1505 03/18/2022 Page 185 of 209 OFFLINE/ONLINE CS-4 06/14/2024 233 7037 Ridge Road, Hanover, MD 21076866-740-3318 410-796-5505 866-376-8511 FAXOUTSIDE BOTTOMELEV. 843.03'TOP OF SYSTEMELEV. 853.55' OUTLET 1 INVERTELEV. 847.53'INLET 1 INVERTELEV. 847.63'RIM ELEV. 854.61+/- INLET 118"Ø RCP(28"Ø OPENING)SOLIDSSTORAGESUMPOUTLET 118"Ø RCP(28"Ø OPENING)PERMANENTPOOLCASCADECYLINDERINSERTCONTRACTOR TO PROVIDEGRADE RINGS/RISERSCONTRACTOR TO GROUT TOFINISHED GRADE4'-6"7'-1"1'-034"4'-10"ØELEVATION VIEWINLET 1OUTLET 14'Ø I.D.4'-10"Ø O.D.30"Ø x 4"FRAME AND COVERPLAN VIEW(INTERNALS NOT SHOWN)CASCADEFIBERGLASSINTERNALS180°SECTION FOR PIPE ORIENTATION(TOP SLAB NOT SHOWN)05/24/21DATE:APPROVED:CHECKED:SHEET:I:\MERLIN\PROJECT\ACTIVE\679500\679557\679557-20-CASCADE\DRAWINGS\679557-020-CS-4-CONFAB.DWG 5/24/2021 10:50 AMOFMAKDRAWN:DESIGNED:The design and information shown on this drawing isprovided as a service to the project owner, engineer andcontractor by CONTECH Construction Products Inc. orone of its affiliated companies ("CONTECH"). Neitherthis drawing, nor any part thereof, may be used,reproduced or modified in any manner without the priorwritten consent of CONTECH. Failure to comply isdone at the user's own risk and CONTECH expresslydisclaims any liability or responsibility for such use.If discrepancies between the supplied information uponwhich the drawing is based and actual field conditionsare encountered as site work progresses, thesediscrepancies must be reported to CONTECHimmediately for re-evaluation of the design. CONTECHaccepts no liability for designs based on missing,incomplete or inaccurate information supplied by others.679557SEQUENCE No.:20PROJECT No.:MAKMAKMAK11www.ContechES.comREVISION DESCRIPTIONDATEMARKBYPROPOSALCONTECHDRAWINGNCILAYOUT 1AGENERAL NOTES1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH REPRESENTATIVE. www.ContechES.com3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANDINFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETSREQUIREMENTS OF PROJECT.4. STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', ANDGROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TOCONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITHTHE CONTECH LOGO.5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 ANDAASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGNCONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SETTHE CASCADE SEPARATOR MANHOLE STRUCTURE.C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TOFLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.STRUCTURE WEIGHTAPPROXIMATE HEAVIEST PICK = 5000 LBS.OF 4 PIECESMAXIMUM FOOTPRINT = 4'-10"ØCS-4 - 679557-20JACKSON'S GRANT VILLAGECARMEL, INfor SYSTEM: WQ STR 412MATERIAL LIST (PROVIDED BY CONTECH)COUNT DESCRIPTIONINSTALLED BY1CS-4 FIBERGLASS CYLINDER INSERT, STD.CONTECH4 CS-4 ALUMINUM INSTALLATION BRACKETCONTECH1 SEALANT FOR JOINTSCONTRACTOR130"Ø x 4" FRAME & COVER, EJ#41600484, OR EQUIV.CONTRACTOR03/18/2022 Page 186 of 209 06/14/2024 234 APPENDIX E EMERGENCY SPILLWAY CALCULATIONS 03/18/2022 Page 187 of 209 06/14/2024 235 /DNH 4ϭϬϬ  FIV<HDU(OHY  7RSRI%DQN  6SLOOZD\(OHY DWRUDERYH &t  +LJKZDWHU  )UHHERDUG  K  )7 0LQLPXP)ODW%RWWRP/HQJWK /t  )7 3ODQ/HQJWK  66  6LGHVORSHV -DFNVRQ V*UDQW9LOODJH /DNH6SLOOZD\&DOFXODWLRQV -RE-*9 ܮௐ ൌܳଵ଴଴ כ ͳǤʹͷ ܥௐ כ݄ଷ ଶ 03/18/2022 Page 188 of 209 06/14/2024 236 'U\%DVLQ 4ϭϬϬ  FIV <HDU(OHY  7RSRI%DQN  6SLOOZD\(OHY DWRUDERYH &t  +LJKZDWHU  )UHHERDUG  K  )7 0LQLPXP)ODW%RWWRP/HQJWK /t  )7 3ODQ/HQJWK  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&KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVNŠ&LYLO'ŠE\$XWRGHVN,QF 7KXUVGD\-XQ  7ULDQJXODU 6LGH6ORSHV ]  7RWDO'HSWK IW  ,QYHUW(OHY IW  6ORSH   19DOXH  &DOFXODWLRQV &RPSXWHE\ .QRZQ4 .QRZQ4 FIV  +LJKOLJKWHG 'HSWK IW  4 FIV  $UHD VTIW  9HORFLW\ IWV  :HWWHG3HULP IW  &ULW'HSWK<F IW  7RS:LGWK IW  (*/ IW   (OHY IW 'HSWK IW 6HFWLRQ      5HDFK IW 03/18/2022 Page 193 of 209 06/14/2024 241 &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVNŠ&LYLO'ŠE\$XWRGHVN,QF 7KXUVGD\-XQ  7ULDQJXODU 6LGH6ORSHV ]  7RWDO'HSWK IW  ,QYHUW(OHY IW  6ORSH   19DOXH  &DOFXODWLRQV &RPSXWHE\ .QRZQ4 .QRZQ4 FIV  +LJKOLJKWHG 'HSWK IW  4 FIV  $UHD VTIW  9HORFLW\ IWV  :HWWHG3HULP IW  &ULW'HSWK<F IW  7RS:LGWK IW  (*/ IW   (OHY IW 'HSWK IW 6HFWLRQ      5HDFK IW 03/18/2022 Page 194 of 209 06/14/2024 242 &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVNŠ&LYLO'ŠE\$XWRGHVN,QF 7KXUVGD\-XQ  7ULDQJXODU 6LGH6ORSHV ]  7RWDO'HSWK IW  ,QYHUW(OHY IW  6ORSH   19DOXH  &DOFXODWLRQV &RPSXWHE\ .QRZQ4 .QRZQ4 FIV  +LJKOLJKWHG 'HSWK IW  4 FIV  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+\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVNŠ&LYLO'ŠE\$XWRGHVN,QF 7XHVGD\6HS &XOYHUW8QGHUQHDWK:DON 7ULDQJXODU 6LGH6ORSHV ]  7RWDO'HSWK IW  ,QYHUW(OHY IW  6ORSH   19DOXH  &DOFXODWLRQV &RPSXWHE\ .QRZQ4 .QRZQ4 FIV  +LJKOLJKWHG 'HSWK IW  4 FIV  $UHD VTIW  9HORFLW\ IWV  :HWWHG3HULP IW  &ULW'HSWK<F IW  7RS:LGWK IW  (*/ IW   (OHY IW 'HSWK IW 6HFWLRQ        5HDFK IW 03/18/2022 Page 198 of 209 06/14/2024 246 &KDQQHO5HSRUW +\GUDIORZ([SUHVV([WHQVLRQIRU$XWRGHVNŠ&LYLO'ŠE\$XWRGHVN,QF 7XHVGD\6HS  7ULDQJXODU 6LGH6ORSHV ]  7RWDO'HSWK IW  ,QYHUW(OHY IW  6ORSH   19DOXH  &DOFXODWLRQV &RPSXWHE\ .QRZQ4 .QRZQ4 FIV  +LJKOLJKWHG 'HSWK IW  4 FIV  $UHD VTIW  9HORFLW\ IWV  :HWWHG3HULP IW  &ULW'HSWK<F IW  7RS:LGWK IW  (*/ IW   (OHY IW 'HSWK IW 6HFWLRQ        5HDFK IW 03/18/2022 Page 199 of 209 06/14/2024 247 APPENDIX G CULVERT CALCULATIONS 03/18/2022 Page 200 of 209 06/14/2024 248 +<&XOYHUW$QDO\VLV5HSRUW 03/18/2022 Page 201 of 209 06/14/2024 249 &URVVLQJ'LVFKDUJH'DWD 'LVFKDUJH6HOHFWLRQ0HWKRG5HFXUUHQFH 03/18/2022 Page 202 of 209 06/14/2024 250 7DEOH6XPPDU\RI&XOYHUW)ORZVDW&URVVLQJ&XOYHUW  +HDGZDWHU (OHYDWLRQ IW 'LVFKDUJH1DPHV7RWDO'LVFKDUJH FIV 'LVFKDUJH FIV 5RDGZD\ 'LVFKDUJH FIV ,WHUDWLRQV \HDU \HDU \HDU 2YHUWRSSLQJ2YHUWRSSLQJ 03/18/2022 Page 203 of 209 06/14/2024 251 5DWLQJ&XUYH3ORWIRU&URVVLQJ&XOYHUW  03/18/2022 Page 204 of 209 06/14/2024 252 7DEOH&XOYHUW6XPPDU\7DEOH   6WUDLJKW&XOYHUW ,QOHW(OHYDWLRQ LQYHUW IW2XWOHW(OHYDWLRQ LQYHUW IW &XOYHUW/HQJWKIW&XOYHUW6ORSH  'LVFKDUJH 1DPHV 7RWDO 'LVFKDUJH FIV  &XOYHUW 'LVFKDUJH FIV  +HDGZDWHU (OHYDWLRQ IW  ,QOHW &RQWURO 'HSWK IW 2XWOHW &RQWURO 'HSWK IW )ORZ 7\SH1RUPDO 'HSWK IW &ULWLFDO 'HSWK IW 2XWOHW 'HSWK IW 7DLOZDWHU 'HSWK IW  2XWOHW 9HORFLW\ IWV  7DLOZDWHU 9HORFLW\ IWV  \HDU6Q \HDU6Q \HDU6Q  03/18/2022 Page 205 of 209 06/14/2024 253 &XOYHUW3HUIRUPDQFH&XUYH3ORW  03/18/2022 Page 206 of 209 06/14/2024 254 :DWHU6XUIDFH3URILOH3ORWIRU&XOYHUW  6LWH'DWD 6LWH'DWD2SWLRQ&XOYHUW,QYHUW'DWD ,QOHW6WDWLRQIW ,QOHW(OHYDWLRQIW 2XWOHW6WDWLRQIW 2XWOHW(OHYDWLRQIW 1XPEHURI%DUUHOV &XOYHUW'DWD6XPPDU\ %DUUHO6KDSH&LUFXODU %DUUHO'LDPHWHUIW %DUUHO0DWHULDO&RQFUHWH (PEHGPHQWLQ %DUUHO0DQQLQJ VQ &XOYHUW7\SH6WUDLJKW ,QOHW&RQILJXUDWLRQ6TXDUH(GJHZLWK+HDGZDOO ,QOHW'HSUHVVLRQ1RQH 03/18/2022 Page 207 of 209 06/14/2024 255 7DEOH'RZQVWUHDP&KDQQHO5DWLQJ&XUYH &URVVLQJ&XOYHUW  7DLOZDWHU&KDQQHO'DWD&XOYHUW 7DLOZDWHU&KDQQHO2SWLRQ7ULDQJXODU&KDQQHO 6LGH6ORSH +9  B  &KDQQHO6ORSH &KDQQHO0DQQLQJ VQ &KDQQHO,QYHUW(OHYDWLRQIW 5RDGZD\'DWDIRU&URVVLQJ&XOYHUW 5RDGZD\3URILOH6KDSH&RQVWDQW5RDGZD\(OHYDWLRQ &UHVW/HQJWKIW &UHVW(OHYDWLRQIW 5RDGZD\6XUIDFH3DYHG 5RDGZD\7RS:LGWKIW  )ORZ FIV :DWHU6XUIDFH (OHY IW 'HSWK IW 9HORFLW\ IWV 6KHDU SVI )URXGH1XPEHU    03/18/2022 Page 208 of 209 06/14/2024 256 APPENDIX H BASIN MAPS 03/18/2022 Page 209 of 209 06/14/2024 257 S S S S S S S S S S S C.O. S Curb Inlet TC=857.71 SW: 12"RCP, Inv=854.31 Curb Inlet TC=857.84 N: 12"RCP, Inv=853.80 NE: 12"RCP, Inv=853.87 No Other Pipes Visible Curb Inlet TC=853.53 No Pipes Measured Curb Inlet TC=857.93 W: 12"RCP, Inv=853.53 Curb Inlet TC=858.01 E: 12"RCP, Inv=852.87 No Other Pipes Visible Probable Connection South Shown BUT NOT Measured Inlet TC=855.37 N: 12"RCP, Inv=851.23 S: 12"RCP, Inv=850.84 Inlet TC=851.65 N: 12"RCP, Inv=850.12 S: 12"RCP, Inv=850.10 Storm Manhole TC=853.19 N/SW: 12"RCP, Inv=849.7112"RCP W/ Concrete End Section, Inv=849.44 12" Conc Headwall 18" Metal Pipe Inv=848.15 4" Clay, Inv=849.25 6" Clay(2), Inv=848.73 12" RCP W/Concrete End Section, Inv=845.44 12" RCP W/Concrete End Section, Inv=845.38 12"RCP W/ Concrete End Section, Inv=849.26 15"CMP , Inv=850.80 Other End Not Found15"CMP Inv=850.44 15"CMP Inv=850.45 15"RCP W/Concrete End Section, Inv=850.45 12"CMP Inv=851.40 12"CMP Inv=851.74 12"CMP W/Concrete End Section, Inv=851.53 12"CMP W/Concrete End Section, Inv=850.97 6"CPP Inv=851.32 6"CPP Inv=851.03 Curb Inlet TC=852.29 N: 15"RCP, Inv=848.74 S: 18"RCP, Inv=847.79 Storm Manhole TC=852.69 N: 12"RCP, Inv=848.33 E: 18"RCP, Inv=845.40 W: 18"RCP, Inv=844.90 Curb Inlet TC=853.32 No Pipes Measured ELEVATIONS FOR THIS PROJECT ARE ON NAVD88 DATUM Ex. Basin West 11.03 Ac. Ex. Basin North 6.10 Ac. Ex. Basin #OffsiteWest 3.65 Ac. Ex. Basin East 8.58 Ac.DATE MARKREVISIONSBYS & A JOB NO. SHEET NO. DRAWN BY: CHECKED BY:S T O E P P E L W E R T HA L W A Y S O N7965 East 106th Street, Fishers, IN 46038-2505phone: 317.849.5935 fax: 317.849.5942File Name: S:\60160JGV\Drainage\Basin Maps\Jackson's Grant Village Basin Maps NES.dwg - EXISTING CONDITIONS BASIN MAPModified / By: September 9, 2021 4:28:05 PM / nstambroPlotted / By: September 10, 2021 3:47:24 PM / Nicole StambroEXISTING CONDITIONS MAPJACKSON'S GRANT VILLAGECARMEL, CLAY TOWNSHIPHAMILTON COUNTY, INDIANANES BMB 1 60160JGV LEGEND EXISTING STORM SEWER BASIN BREAKLINE 0 GRAPHIC SCALE ( IN FEET ) 80'40' 80' 1" = 80 FT 06/14/2024 258 o o oo o oo o oo o oo o oo o oo o oo o o o o o o o o o o o o o oo o oo o o o o oo o oo o oo o oAcDbG eo Ma p ( A cG eo l oc a ti o nO bj )o o oo o oo o oo o oo o oo o oo o oo o oo o oo o oo o oo o o**VAR. R.D.E. & B.M.P.EVAR. D.&U.E.VAR. R.D.E. & B.M.P.E.VAR. T.P.E.VAR. R.D.E. & U.E.VAR. SIGN EASEMENT VAR. SIGN EASEMENTVAR. S IGNEASEMENT o o oo o oo o oo o oo o oo o oo o oo o o o o o o o o o o o o o oo o oo o oo o oo o oo o oo o o401430429428427405404403402409408407406424423422421415414413412411410418417436435434433432431447445444443442440439438437448446441450452451457A457456454453458447A> o o o> o o o> o o o> o o o> o o o> o o o > o o o > o o o> o o o> o o o> o o o> o o o > o o o > o o o > o o o > o o o455455A455B417A *835836837838839840 845 841842843844 850855851852853854846847848849BIO RETENTION BMP #12 YEAR ELEV.=849.5010 YEAR ELEV.=850.13INTERIM100 YEAR ELEV.=851.51100 YEAR ELEV.=850.99BOTTOM ELEV.=VARIES> o o o40'SPILLWAYEL.=853.50VAR. U.E.15' S.S.E.VAR. U.E.459EX-2x x x x x x x x x x x x xxxxxxxxxxxxxxxxxxx> o o o> o o o461> o o o> o o o> o o o> o o o> o o o> o o o> o o oLAKE #1N.P.=847.002 YEAR ELEV.=848.3010 YEAR ELEV.=849.26INTERIM100 YEAR ELEV.=851.45100 YEAR ELEV.=853.50BOTTOM ELEV.=835.00400460Basin Onsite S13.08 Ac.CN = 86.86ToC = 16.2Interim Pond S113.26 Ac.CN = 85.01ToC = 28.1Basin Offsite S10.92 Ac.CN = 83.02ToC = 21.1EX Offsite Basin3.65 Ac.DATE MARK REVISIONS BYS & A JOB NO.SHEET NO.DRAWN BY: CHECKED BY: S T O E P P E L W E R T H A L W A Y S O N 7965 East 106th Street, Fishers, IN 46038-2505 phone: 317.849.5935 fax: 317.849.5942 File Name: S:\60160JGV\Drainage\Basin Maps\Jackson's Grant Village Basin Maps NES_recover.dwg - POND ROUTING BASIN MAP (Interim) S1Modified / By: January 18, 2022 1:14:30 PM / nstambroPlotted / By: January 18, 2022 1:51:45 PM / Nicole Stambro POND ROUTING BASIN MAP JACKSON'S GRANT VILLAGE SCENARIO 1 - INTERIM CONDITIONS CARMEL, CLAY TOWNSHIP HAMILTON COUNTY, INDIANANRS BMBPR-160160JGVLEGENDEXISTING STORM SEWERBASIN BREAKLINEPROPOSED STORM SEWERLAKE NORMAL POOLAREA TO BE TEMPORARILYGRADEDAREA TO BE LEFT ALONEo o o0GRAPHIC SCALE( IN FEET )50'25' 50'1" = 50 FT06/14/2024 259 xx x xx> o o o> o o o> o o o> o o o> o o oo o oo o oo o oo o oo o oo o oo o oo o o o o o o o o o o o o o oo o oo o o o o oo o oo o oo o o404405422423452450447A433412413414434447429430444446445448437443442417418436435421415438439441406408407428411403440451432409424457456453455B454455401INTERIM POND - S217.46 Ac.CN = 89.53ToC = 17.3Basin Onsite S23.27 Ac.CN = 84.78ToC = 16.2Basin Offsite S20.92 Ac.CN = 83.02ToC = 21.1Basin Tree Preservation Area3.06 Ac.EX Offsite Basin3.65 Ac.EX-2459404405422423452450447A433412413414434447429430444446445448437443442417418436435421415438439441406408407428411403440451432409424401457456455B453454455EX-2459404405422423452450447A433412413414434447429430444446445448437443442417418436435421415438439441406408407428411403440451432409424401417A457457A456455B453454455458455A410431402427400460461DATE MARK REVISIONS BYS & A JOB NO.SHEET NO.DRAWN BY: CHECKED BY: S T O E P P E L W E R T H A L W A Y S O N 7965 East 106th Street, Fishers, IN 46038-2505 phone: 317.849.5935 fax: 317.849.5942 File Name: S:\60160JGV\Drainage\Basin Maps\Jackson's Grant Village Basin Maps NES_recover.dwg - POND ROUTING BASIN MAP (Interim)S2Modified / By: January 18, 2022 1:14:30 PM / nstambroPlotted / By: January 18, 2022 1:49:59 PM / Nicole Stambro POND ROUTING BASIN MAP JACKSON'S GRANT VILLAGE SCENARIO 2 - INTERIM CONDITIONS CARMEL, CLAY TOWNSHIP HAMILTON COUNTY, INDIANANRS BMBPR-260160JGVLEGENDEXISTING STORM SEWERBASIN BREAKLINEPROPOSED STORM SEWERLAKE NORMAL POOLo o o0GRAPHIC SCALE( IN FEET )50'25' 50'1" = 50 FT06/14/2024 260 o o oo o oo o oo o oo o oo o oo o oo o o o o o o o o o o o o o oo o oo o o o o oo o oo o oo o o404405422423452450447A433412413414434447429430444446445448437443442417418436435421415438439441406408407428411403440451432409424457456453455B454455401Basin Full Build Out of Pond21.57 Ac.CN = 89.76ToC = 17.3Basin 457A Combined3.29 Ac.CN = 84.76ToC = 16.2LAKE 1DRY BASIN1.27 Ac.C = 0.22ToC = 17.3Basin Tree Preservation Area(subtract area from basin full build out of pond)1.04 Ac.EX Offsite Basin3.64 Ac.EX-2459404405422423452450447A433412413414434447429430444446445448437443442417418436435421415438439441406408407428411403440451432409424401457456455B453454455EX-2459404405422423452450447A433412413414434447429430444446445448437443442417418436435421415438439441406408407428411403440451432409424401417A457457A456455B453454455458455A410431402427400460461DATE MARK REVISIONS BYS & A JOB NO.SHEET NO.DRAWN BY: CHECKED BY: S T O E P P E L W E R T H A L W A Y S O N 7965 East 106th Street, Fishers, IN 46038-2505 phone: 317.849.5935 fax: 317.849.5942 File Name: S:\60160JGV\Drainage\Basin Maps\Jackson's Grant Village Basin Maps NES_recover.dwg - POND ROUTING BASIN MAP(Full Build Out)Modified / By: January 18, 2022 11:26:41 AM / nstambroPlotted / By: January 18, 2022 11:49:20 AM / Nicole Stambro POND ROUTING BASIN MAP JACKSON'S GRANT VILLAGE SCENARIO 3 - FULL BUILD OUT CARMEL, CLAY TOWNSHIP HAMILTON COUNTY, INDIANANRS BMBPR-360160JGVLEGENDEXISTING STORM SEWERBASIN BREAKLINEPROPOSED STORM SEWERLAKE NORMAL POOLo o o0GRAPHIC SCALE( IN FEET )50'25' 50'1" = 50 FT06/14/2024 261 TR8 5 8 . 7 3T.P.TR8 5 8 . 6 7TR853.39T.A.C.EACT.A.C.GVT.A.C.T.A.C.EACEACT.A.C.T.P.T.A.C.T.A.C.TR852.88T.A.C.T.A.C.T.P.P.W.P.P.W.P.P.W.P.P.W.P.TV.P.T.P.E.P.E.P.P.W.P.P.W.P.P.W.P.E.P.P.W.P.P.W.P.P.W.P.GVE.T.E852.46M.B.T.A.C.TV.P.E.T.T.A.C.TV.P.T.P.M.B.T.P.T.A.C.P.W.P.P.W.P.T.A.C.8 5 2 . 5 3 8 5 2 . 6 1 852.668 5 2 . 5 8 852.248 5 1 . 9 6 8 5 2 . 5 7 8 5 3 . 1 5E.T.853.45853.10853.37852.02852.33852.91 EEEEEEEEEE EEE EE E EEE E EEEW WWWWWWWWWWWWWWWWWWWWWWWWWW> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o oEEE EWWWWWWWWWWWWWWW WWWWWWW852.06852.82852.85852.66852.888 5 4 . 5 4 854.378 5 4 . 6 9 853.37853.70855.08854.63853.59853.08854.42GMAC8 5 4 . 2 0E.M.8 5 3 . 7 2 853.738 5 3 . 8 6 8 5 4 . 1 1 854.04855.198 5 5 . 1 9 8 5 5 . 1 5 8 5 5 . 0 7 854.87855.19854.21WATER SPIGOT849.82850.09843.05844.83 854.38852.68850.02P.W.P.842.16843.44852.22P.W.P.P.W.P.855.48855.41855.44 855.39855.39855.42855.44855.60855.57855.58855.38854.91853.94853.06852.39852.07852.14851.27851.36852.46xx x xx> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o oEField EntranceVAR. D.U.&S.S.E.Gas Line Easement Inst. No. 2017-013563 Gas Line Easement Inst. No. 2017-013563 Gas Line Easement Inst. No. 2017-013563 Gas Line Easement Inst. No. 2017-013563 VAR. B.M.P.E.&R.D.E.30'30'30' DRAINAGE FLOODROUTE EASEMENTINST. NO. 2020-06914830' DRAINAGE FLOODROUTE EASEMENTINST. NO. 2020-069148o o oo o oo o oo o oo o oo o oo o oo o o o o o o o o o o o o o oo o oo o o o o oo o oo o oo o oBasin 4500.31 Ac.C=0.62ToC=8.9Basin 436A1.83 Ac.C=0.75ToC=10Basin 4470.38 Ac.C=0.65ToC=18.6Basin 4441.12 Ac.C=0.51ToC=5.0Basin 4240.60 Ac.C=0.33ToC=19.8Basin 4080.37 Ac.C=0.26ToC=19.2Basin 4070.17 Ac.C=0.37ToC=19.2Basin 4060.15 Ac.C=0.39ToC=20.9Basin 4030.18 Ac.C=0.26ToC=30.1Basin 4110.41 Ac.C=0.41ToC=20.8Basin 4130.25 Ac.C=0.24ToC=13.3Basin 4050.92 Ac.C=0.61ToC=15.0Basin 4150.49 Ac.C=0.64ToC=16.9Basin 4350.41 Ac.C=0.62ToC=20.9Basin 4210.19 Ac.C=0.47ToC=15.0Basin 4230.49 Ac.C=0.61ToC=8.7Basin 4560.16 Ac.C=0.41ToC=16.6Basin 4320.13 Ac.C=0.35ToC=20.8Basin 4390.42 Ac.C=0.66ToC=5.0Basin 4380.46 Ac.C=0.58ToC=18.0Basin 4420.45 Ac.C=0.63ToC=16.2Basin 4430.28 Ac.C=0.61ToC=5.0Basin 4360.30 Ac.C=0.60ToC=5.0Basin 4450.59 Ac.C=0.72ToC=5.0Basin 4480.71 Ac.C=0.71ToC=30.9Basin 4460.57 Ac.C=0.61ToC=22.9Basin 4180.28 Ac.C=0.63ToC=43.4Basin 4280.05 Ac.C=0.16ToC=10.5Basin 4290.18 Ac.C=0.56ToC=16.3Basin 4400.24 Ac.C=0.55ToC=5.0Basin 4410.41 Ac.C=0.81ToC=5.0Basin 447A0.21 Ac.C=0.66ToC=5.0Basin 4340.25 Ac.C=0.48ToC=5.0Basin 4140.41 Ac.C=0.42ToC=13.0Basin 4530.15 Ac.C=0.76ToC=5.6Basin 4170.59 Ac.C=0.49ToC=15.5Basin 4090.36 Ac.C=0.35ToC=25.1Basin #1.91 Ac.C=0.21ToC=21.8Basin #4220.16 Ac.C=0.64ToC=5.0LAKE 1DRY BASINBasin 4570.47 Ac.C=0.22ToC=17.3Basin 4540.36 Ac.C=0.24ToC=16.6Basin Tree Preservation Area(subtract area from basin full build out of pond)1.04 Ac.EX Offsite Basin3.64 Ac.Basin 4510.25 Ac.C=0.69ToC=5.0Basin 451A0.40 Ac.C=0.73ToC=5.0Basin 4520.11 Ac.C=0.22ToC=10.9DATE MARK REVISIONS BYS & A JOB NO.SHEET NO.DRAWN BY: CHECKED BY: S T O E P P E L W E R T H A L W A Y S O N 7965 East 106th Street, Fishers, IN 46038-2505 phone: 317.849.5935 fax: 317.849.5942 File Name: S:\60160JGV\Drainage\Basin Maps\Jackson's Grant Village Basin Maps NES.dwg - PIPE SIZING BASIN MAPModified / By: March 15, 2022 3:51:23 PM / nstambroPlotted / By: March 16, 2022 10:28:31 AM / Nicole Stambro PIPE SIZING BASIN MAP JACKSONS GRANT VILLAGE SCENARIO 3 - FULL BUILD OUT CARMEL, CLAY TOWNSHIP HAMILTON COUNTY, INDIANANRS BMBPS-160160JGVLEGENDEXISTING STORM SEWERBASIN BREAKLINEPROPOSED STORM SEWERLAKE NORMAL POOLo o o0GRAPHIC SCALE( IN FEET )50'25' 50'1" = 50 FT06/14/2024 262 APPENDIX C BASIN MAPS 06/14/2024 263 Basin 4470.38 Ac.C=0.65ToC=18.6Basin 4430.28 Ac.C=0.61ToC=5.0Basin 4450.59 Ac.C=0.72ToC=5.0Basin 447A0.21 Ac.C=0.66ToC=5.0MULTI-TENANT 'A'4,920 gsfMULTI-TENANT 'B'5,030 gsfMULTI-TENANT 'C'4,920 gsf> o o o > o o o > o o o > o o o > o o o> o o o> o o o> o o o> o o o> o o o> o o o > o o o > o o o 476475474473470471448CTVGASGASGASCTVCTVS> o o o> o o o> o o o> o o o> o o o> o o o> o o o > o o oBasin 4460.48 Ac.C=0.58ToC=22.90Basin 4710.07 Ac.C=0.47ToC=10.80Basin 4730.31 Ac.C=0.53ToC=28.60Basin 4740.07 Ac.C=0.16 ToC=12.90Basin 4440.75 Ac.C=0.63ToC=31.40Basin 4480.42 Ac.C=0.74ToC=30.90Basin 4720.12 Ac.C=0.42TOC=22.60Basin 4750.15 Ac.C=0.56ToC=15.30DATE MARK REVISIONS BYS & A JOB NO.SHEET NO.DRAWN BY:CHECKED BY:S T O E P P E L W E R T H A L W A Y S O N 7965 East 106th Street, Fishers, IN 46038-2505 phone: 317.849.5935 fax: 317.849.5942 File Name:S:\60160JGV\Drainage\Basin Maps\JGV C 2.dwg - PIPE SIZING BASIN MAPModified / By:June 14, 2024 9:36:24 AM / nstambroPlotted / By:June 14, 2024 9:55:31 AM / Nicole Stambro PIPE SIZING BASIN MAP SPRING MILL SHOPS CARMEL, CLAY TOWNSHIP HAMILTON COUNTY, INDIANANRSBMBPS-160160JGVLEGENDEXISTING STORM SEWERBASIN BREAKLINEPROPOSED STORM SEWERLAKE NORMAL POOLo o o0GRAPHIC SCALE( IN FEET )20'10'20'1" = 20 FT