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Waterview SWMP - 2024.06.13 WATERVIEW DEVELOPMENT Chanhassen, Minnesota Stormwater Management Plan June 13, 2024 Project Number P12623-2024-003 www.ae2s.com Page i WATERVIEW DEVELOPMENT STORMWATER MANAGEMENT PLAN June 2024 Professional Certification I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Name: Company: Advanced Engineering and Environmental Services, LLC. (AE2S) Date: June 13, 2024 Registration Number: 48701 Prepared By: Advanced Engineering and Environmental Services, LLC. (AE2S) Water Tower Place Business Center 6901 E Fish Lake Road, Suite 184 Maple Grove, MN 55369 Waterview Stormwater Management Plan Table of Contents June 2024 www.ae2s.com Page ii Table of Contents Section 1 Introduction and Background .............................................................................. 1 1.1 Project Background ............................................................................................................................................. 1 1.2 Data Used .............................................................................................................................................................. 1 Section 2 Stormwater Management Requirements ........................................................... 2 2.1 City of Chanhassen ............................................................................................................................................ 2 2.2 Minnehaha Creek Watershed District ......................................................................................................... 2 2.2 Minnesota Pollution Control Agency .......................................................................................................... 3 Section 3 Methodology ......................................................................................................... 4 3.1 Hydrology ............................................................................................................................................................. 4 3.2 Hydraulics ............................................................................................................................................................. 4 Section 4 Analysis .................................................................................................................. 5 4.1 Existing Conditions ............................................................................................................................................ 5 4.1.1 Site Topography ................................................................................................................................. 5 4.1.2 Soils ......................................................................................................................................................... 5 4.1.3 Land Use ............................................................................................................................................... 5 4.2 Proposed Conditions ........................................................................................................................................ 6 4.2.1 Site Topography ................................................................................................................................. 6 4.2.2 Soils ......................................................................................................................................................... 6 4.2.3 Land Use ............................................................................................................................................... 6 4.2.4 Basin Summary and Routing .......................................................................................................... 7 Section 5 Results .................................................................................................................... 8 5.1 Basin High Water Levels................................................................................................................................... 8 5.2 Rate Control ........................................................................................................................................................ 9 5.3 Water Quality Volume ..................................................................................................................................... 9 List of Tables Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches) ......................................................... 4 Table 4.1 Summary of Existing CN Values .................................................................................................. 5 Table 4.2 Existing Subcatchment Parameters ............................................................................................ 5 Table 4.3 Summary of Proposed CN Values ............................................................................................... 7 Table 4.4 Proposed Subcatchment Parameters ........................................................................................ 7 Table 5.1 Stormwater Basin Performance ................................................................................................... 8 Waterview Stormwater Management Plan Table of Contents June 2024 www.ae2s.com Page iii Table 5.2 Stormwater Basin EOF Summary ................................................................................................. 8 Table 5.3 Southwest Catch Basin HWL Summary ..................................................................................... 8 Table 5.4 Site Discharge: East (cfs) ................................................................................................................. 9 Table 5.5 Site Discharge: Northwest (cfs) .................................................................................................... 9 Table 5.6 Site Discharge: South (cfs) ............................................................................................................. 9 Table 5.7 Abstraction Requirements ........................................................................................................... 10 Table 5.8 Filtration Basin Summary ............................................................................................................. 10 Table 5.9 Abstraction Summary .................................................................................................................... 10 Appendices Appendix A: Figures Appendix B: Geotechnical Information Appendix C: HydroCAD Summaries (Pre- and Post-Development) Appendix D: Outlet Control Structure Details Waterview Stormwater Management Plan Section 1 – Introduction and Background June 2024 www.ae2s.com Page 1 Section 1 Introduction and Background 1.1 Project Background The Waterview Development is approximately an 3.0± acre development within the city limits of Chanhassen, MN. The development is located south of Lake Minnetonka and west of Minnewashta Pkwy and Lake Minnewashta (see Appendix A, Figure 1 for site location map). This plan, prepared by Advanced Engineering and Environmental Services, LLC. (AE2S), is to document the basis of the stormwater management design for the Development to meet the storm water management requirements. 1.2 Data Used The following data were used in this analysis: · NRCS Soil Survey (Accessed May 2024), Appendix B · Geotechnical Exploration Report (May 2024), Appendix B · Aerial Imagery (MnGeo WMS Service, 2020 7-county) · Existing Topography (MnDNR, MnTOPO, Accessed May 2024) · Waterview Development Plans (Sathre-Bergquist, June 2024) · NOAA Atlas-14 Precipitation Data Waterview Stormwater Management Plan Section 2 – Stormwater Management Requirements June 2024 www.ae2s.com Page 2 Section 2 Stormwater Management Requirements The following section describes the rules and regulations used to design this stormwater management plan. 2.1 City of Chanhassen The project site is in City of Chanhassen. Minnehaha Creek Watershed District is the Local Governing Unit for the City of Chanhassen. Therefore, the requirements for the submittal will adhere to the District’s requirements. 2.2 Minnehaha Creek Watershed District The project site is in the Minnehaha Creek Watershed District (MCWD). The applicable stormwater management rules are detailed below. · For purposes of both volume and phosphorus control, an applicant subject to this rule must provide volume reduction equal to the following o For Development, one inch times the area of impervious surface stated in Table 1. · Volume reduction practices must be used to meet the subsection 3.a standard, to the extent feasible. An infiltration practice is prohibited in the following circumstances: o Soils are predominantly Hydrologic Soil Group D (clay) or otherwise unreliable for infiltration. · If the required volume reduction cannot feasibly be provided by volume reduction practices listed in Appendix A, the applicant must incorporate filtration or other non- volume-reduction practices to achieve phosphorous control in an amount equivalent to that which would be achieved through the required volume reduction. Equivalent phosphorus control may be demonstrated by any technically accepted method, including use of a removal rate stated in the Minnesota Stormwater manual. For a filtration practice, in place of specific demonstration, an applicant may treat twice the required volume reduction, as calculated in accordance with Appendix A to this rule. · An action may not increase the peak runoff rate from the site, in aggregate, for design storm events. An applicant proposing to increase peak runoff at a specific point of site discharge must demonstrate no adverse local impact on water resource values or infrastructure. Aggregate compliance for all site boundary discharge will be determined with respect to runoff not managed in a regional facility. · There must be two feet of vertical separation between the 100-year high water elevation of a waterbody or stormwater practice and the low opening of any structure, unless the structure opening is hydraulically disconnected from the waterbody or practice. Waterview Stormwater Management Plan Section 2 – Stormwater Management Requirements June 2024 www.ae2s.com Page 3 2.2 Minnesota Pollution Control Agency The Minnesota Pollution Control Agency (MPCA) regulates stormwater runoff by administering the National Pollution Discharge Elimination System (NPDES) Permit. The NPDES Permit is required for any projects that disturb more than one (1.0) acre of area. The permanent stormwater management requirements of the Permit are triggered if the project proposes to increase the impervious surface area by more than one acre. The overall project disturbance is over one acre; therefore, a Stormwater Pollution Prevention Plan (SWPPP) will need to be prepared and a NPDES Permit obtained through the MPCA. The proposed BMP(s) must be capable of retaining on site one (1) inch of runoff from the new impervious surfaces created by the project. If onsite retention is not possible based on contaminated soils, proximity to groundwater, bedrock depth or impermeable soils, the water quality volume shall be treated using other best management practices outlined in the Permit. Waterview Stormwater Management Plan Section 3 – Methodology June 2024 www.ae2s.com Page 4 Section 3 Methodology The following section describes the methodology used to complete the stormwater management plan. 3.1 Hydrology The site was analyzed using HydroCAD for pre- and post-development conditions. Runoff generation was estimated using TR-20 methodology. Runoff from pervious and impervious areas was calculated separately. Table 3.1 summarizes the rainfall depths that were used in the peak discharge analysis. Note that all 24 hour events used the MSE-3 distribution. Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches) 2-Year, 24hr 10-Year, 24hr 100-Year, 24hr 2.86 4.24 7.30 Time of concentration (Tc) for existing conditions was calculated using the TR-55 methodology. For proposed condition subwatersheds, Tc was set to 12 minutes for all subwatersheds that contained newly developed areas. For unchanged subwatersheds the Tc was kept the same as in existing conditions. Curve numbers (CN) were selected for each subwatershed based on the land use, soil conditions and impervious surface area. These parameters were used to select the appropriate CN using TR-55 methodology. 3.2 Hydraulics Hydraulic routing within HydroCAD was computed using the Dyn-Stor-Ind methodology. Waterview Stormwater Management Plan Section 4 – Analysis June 2024 www.ae2s.com Page 5 Section 4 Analysis 4.1 Existing Conditions The following is a summary of the information used for the existing conditions analysis. 4.1.1 Site Topography The project site is approximately 3 acres with elevations between 970’ and 986’. Most of the site drains east to lake Minnewashta. The northwest corner of the site drains offsite to the north. The southeast corner of the site, and a small offsite area drains to a beehive grate onsite which routes via storm sewer to Lake Saint Joe to the south. 4.1.2 Soils Soils throughout the site were classified Hydrologic Soil Group (HSG) Type D based on the soil borings taken on the site (see Appendix B). 4.1.3 Land Use Existing subcatchments were delineated based on existing topography (MnTOPO) and survey data. Weighted curve numbers were computed based on land use and the soil borings, and are summarized in Table 4.1. Table 4.1 Summary of Existing CN Values CN Descriptions Assumptions CN Total Area (ac) % of Total Area Existing Impervious Existing streets and homes 98 0.37 12.2 Woods/grass comb. Good, HSG D 79 2.64 87.8 Total 3.01 100 Table 4.2 Existing Subcatchment Parameters Subcatchment Pervious CN Impervious % Total Area (ac) Tc (min) EX1 79 10.7 2.00 19.3 EX2 79 10.5 0.68 12.2 EX3 79 0.0 0.16 12.0 EX4 79 48.5 0.17 12.0 Total 3.01 - Waterview Stormwater Management Plan Section 4 – Analysis June 2024 www.ae2s.com Page 6 4.2 Proposed Conditions The following is a summary of the information used for the proposed conditions analysis. 4.2.1 Site Topography The site topography in proposed conditions generally matches existing conditions with the three main drainage patterns. 4.2.2 Soils Soils are unchanged between existing and proposed conditions. 4.2.3 Land Use The site will be developed for residential housing. The new impervious areas of the site is assumed to be 25% impervious for each lot, the maximum impervious allowed based on the zoning of this area. The proposed land use and curve numbers used are shown in Table 4.3. Proposed impervious was determined from this 25% maximum, with the site being developed as 2.84 acres (without offsite areas included), of which 0.72 acres (25%) is new impervious. Proposed subcatchments were delineated based on proposed grading and storm sewer routing. Table 4.4 summarizes proposed subcatchment runoff parameters. Figure 3 shows the proposed site grading, storm sewer, and subcatchments. Subcatchments that were left undisturbed and not altered during construction used the calculated time of concentration values from existing conditions. Waterview Stormwater Management Plan Section 4 – Analysis June 2024 www.ae2s.com Page 7 Table 4.3 Summary of Proposed CN Values CN Descriptions Assumptions CN Total Area (ac) % of Total Area Proposed Impervious Proposed streets and homes 98 0.81 26.8 >75% Grass cover Good, HSG D 80 2.11 70.2 Woods/grass comb. Good, HSG D 79 0.09 3.0 Total 3.01 100 Table 4.4 Proposed Subcatchment Parameters Subcatchment Pervious CN Impervious %1 Total Area (ac) Tc (min) PR1 74 25.0 0.63 12.0 PR2 75 25.1 1.24 12.0 PR3 74 25.1 0.39 12.0 PR4 79 25.1 0.22 12.0 PR5 80 30.1 0.25 12.0 PR6 75 25.5 0.11 12.0 PR7 80 48.2 0.17 12.0 Total 3.01 - 1) Impervious % is greater than 25% due a portion of the existing road (White Oak Lane) within the site or due to rounding. 4.2.4 Basin Summary and Routing The project is proposing to construct two filtration basins to meet the stormwater regulations. These basins will both route to the storm sewer in Stratford Lane north of the site, which ultimately discharges into Lake Minnewashtka. The site is graded to drain as much site impervious as possible to these basins, and all impervious drainage entering the basins is disconnected impervious. Waterview Stormwater Management Plan Section 5 – Results June 2024 www.ae2s.com Page 8 Section 5 Results The following is a summary of the results of the analysis and the project’s compliance with stormwater regulations. 5.1 Basin High Water Levels Table 5.1 summarizes the performance of the basins including 100-year HWL’s and freeboard from the lowest nearby structure. The basins were designed to meet the freeboard requirements for low floor and low entry. The basins were designed to meet 2 feet of freeboard between the structure and the HWL. Table 5.1 Stormwater Basin Performance The filtration basin EOF’s were designed to be at least 1.0 feet below the low entry. The summary showing this comparison is provided in Table 5.2. Table 5.2 Stormwater Basin EOF Summary Location EOF/Top of Berm Elevation Lowest Nearby Structure Entry Freeboard (ft) Basin 1 971.5 975.1 3.6 Basin 2 979.0 981.1 2.1 Note that there is an existing backyard catch basins near the southwest corner of the site. Table 5.3 summarizes the HWLs in existing and proposed conditions at this catch basin to show that the development does not adversely affect flood concerns in this area. Table 5.3 Southwest Catch Basin HWL Summary Location Normal Water Level/Top of Sand 100- Year HWL Lowest Nearby Structure Elev. Freeboard (ft) Basin 1 970.0 971.6 975.1 3.5 Basin 2 975.0 978.9 981.1 2.2 Condition Normal Water Level/Rim Elevation 100-Year HWL Existing 982.6 983.0 Proposed 982.6 982.9 Waterview Stormwater Management Plan Section 5 – Results June 2024 www.ae2s.com Page 9 5.2 Rate Control The development site was analyzed to determine the pre- and post-development runoff rates discharging from the site. The site has three main discharge points: east to Minnewashta Pkwy, south to White Oak Lane storm sewer, and northwest to neighborhoods off Stratford Ridge and Hallgren Ct. Ultimately the east discharge point routes to Lake Minnewashta, the south to Lake Saint Joe, and the northwest to Lake Virginia. Table 5.3-5.5 show the existing and proposed discharge at each of these sites for the three design rainfall conditions. See Appendix C for the pre- and post-development HydroCAD summaries. Table 5.4 Site Discharge: East (cfs) Condition 2-Year 10-Year 100- Year Existing 2.7 5.3 11.3 Proposed 1.2 3.6 11.2 Difference -1.5 -1.6 -0.1 Table 5.5 Site Discharge: Northwest (cfs) Condition 2-Year 10-Year 100-Year Existing 0.3 0.5 1.1 Proposed 0.2 0.4 0.8 Difference -0.1 -0.1 -0.3 Table 5.6 Site Discharge: South (cfs) Condition 2-Year 10-Year 100-Year Existing 1.5 2.8 5.7 Proposed 1.4 2.4 4.7 Difference -0.1 -0.4 -1.0 5.3 Water Quality Volume MCWD requires that projects provide a water quality treatment volume onsite in the amount equivalent to one inch (1.0”) of runoff generated by the new and reconstructed impervious surface. The project is proposing to meet its water quality treatment volume with filtration given Waterview Stormwater Management Plan Section 5 – Results June 2024 www.ae2s.com Page 10 the poor soils on the site, therefore the abstraction volume required must be doubled per MCWD regulation in order to meet phorsphorous control standards. Table 5.6 summarizes the site impervious, and the required abstraction volume. Table 5.7 Abstraction Requirements New Impervious Area (ac) Standard WQ Runoff Depth Required (in) WQ Runoff Depth Required (in) [When Using Filtration] Required Abstraction Volume (ac-ft) Required Abstraction Volume (cf) 0.72 1.0 2.0 0.12 5,250 Two filtration basins were used to meet the site’s requirements for water quality volume. Table 5.7 summarizes the filtration basins’ water quality provided and Table 5.8 summarizes the total abstraction from both basins. Seen in Table 5.8 the site is meeting the required filtration abstraction volume therefore the volume and phosphorous control requirements are met. Table 5.8 Filtration Basin Summary BMP Top of Sand Bottom Area (sqft) Filtration Zone Design Filtration Rate (in/hr) Filtration Zone Volume (cf) Drawdown time (hr) Basin 1 970.0 870 970.0-971.0 1.6 1,300 12.0 Basin 2 975.0 1,930 975.0-977.9 1.6 6,850 27.0 Table 5.9 Abstraction Summary BMP Abstraction Volume Credit (cf) Basin 1 1,300 Basin 2 6,850 Total Abstraction Volume Provided 8,150 Total Abstraction Volume Needed 5,250 Surplus Abstraction Volume +2,900 Waterview Stormwater Management Plan Appendix A June 2024 www.ae2s.com Appendix A: Figures Waterview Stormwater Managmenet Plan Appendix B June 2024 www.ae2s.com Appendix B: Geotechnical Information Hydrologic Soil Group—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2024 Page 1 of 44969200496940049696004969800497000049702004970400497060049692004969400496960049698004970000497020049704004970600449800450000450200450400450600450800451000451200451400451600451800452000 449800 450000 450200 450400 450600 450800 451000 451200 451400 451600 451800 452000 44° 53' 17'' N 93° 38' 13'' W44° 53' 17'' N93° 36' 24'' W44° 52' 27'' N 93° 38' 13'' W44° 52' 27'' N 93° 36' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 500 1000 2000 3000 Feet 0 150 300 600 900 Meters Map Scale: 1:10,900 if printed on A landscape (11" x 8.5") sheet. 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 1:12,000. 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: Carver County, Minnesota Survey Area Data: Version 20, Sep 10, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 29, 2023—Sep 13, 2023 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—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2024 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CO Cordova clay loam, 0 to 2 percent slopes C/D 8.4 1.5% CW Cordova-Webster complex C/D 1.5 0.3% EX Essexville sandy loam B/D 21.3 3.7% HM Hamel loam, 0 to 2 percent slopes C/D 16.0 2.8% KB Kilkenny-Lester loams, 2 to 6 percent slopes C/D 92.9 16.3% KB2 Lester-Kilkenny loams, 2 to 6 percent slopes, eroded B 4.6 0.8% KC Lester-Kilkenny loams, 6 to 12 percent slopes B 32.3 5.7% KC2 Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded C 111.6 19.6% KD Lester-Kilkenny loams, 12 to 18 percent slopes B 27.0 4.7% KD2 Lester-Kilkenny complex, 10 to 16 percent slopes, moderately eroded C 1.1 0.2% KE2 Lester-Kilkenny complex, 16 to 22 percent slopes C 6.2 1.1% KF Lester-Kilkenny complex, 22 to 40 percent slopes C 17.6 3.1% LS Le Sueur loam, 1 to 3 percent slopes C/D 2.3 0.4% MK Muskego and Houghton soils, 0 to 1 percent slopes C/D 9.7 1.7% MP Klossner and Muskego soils, ponded, 0 to 1 percent slopes C/D 13.6 2.4% PM Klossner muck, 0 to 1 percent slopes C/D 3.3 0.6% W Water 199.9 35.1% Totals for Area of Interest 569.2 100.0% Hydrologic Soil Group—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2024 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/4/2024 Page 4 of 4 Haugo GeoTechnical Services, LLC 2825 Cedar Avenue South Minneapolis, MN 55407 Figure #: 1 Drawn By: NA Date: 5/28/24 Scale: None Project #: 24-0301 Soil Boring Location Sketch 6870 Minnewashta Parkway Chanhassen, Minnesota SB-3 SB-1 Legend Approximate Soil Boring Location SB-4 SB-5 SB-7 SB-6 Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification. SB-2 Sandy Lean Clay, dark brown, moist (Topsoil) (SC) Clayey Sand, trace Gravel, brown, wet, loose (Glacial Till) (CL) Sandy Lean Clay, brown, moist, rather soft to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 SS 24 1-3-2 (5) 1-2-3 (5) 2-3-3 (6) 3-4-4 (8) 4-5-5 (10) 4-5-5 (10) 5-7-8 (15) NOTES GROUND ELEVATION 977.1 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/22/24 COMPLETED 5/22/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, dark brown, moist (Topsoil) (CL) Sandy Lean Clay, brown, moist to wet, rather soft to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 2-2-3 (5) 5-3-5 (8) 3-4-4 (8) 3-2-3 (5) 1-2-3 (5) 2-3-4 (7) 5-6-8 (14) NOTES GROUND ELEVATION 977.8 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/22/24 COMPLETED 5/22/24 AT TIME OF DRILLING 15.00 ft / Elev 962.80 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Grass, dark brown, moist (Topsoil) (SC) Clayey Sand, brown, wet to waterbearing at about 5 feet, very loose (Glacial Till) (CL) Sandy Lean Clay, brown, moist, rather stiff (Glacial Till) (CL) Sandy Lean Clay, grey, moist, medium to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 0-0-0 (0) 0-0-0 (0) 3-5-6 (11) 3-5-7 (12) 3-5-6 (11) 2-4-5 (9) 3-3-5 (8) NOTES GROUND ELEVATION 972.2 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/22/24 COMPLETED 5/22/24 AT TIME OF DRILLING 5.00 ft / Elev 967.20 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, black, moist (Topsoil) (CL) Sandy Lean Clay, brown, wet, rather soft to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 SS 56 1-2-2 (4) 2-2-2 (4) 3-9-5 (14) 3-4-6 (10) 4-6-6 (12) 5-6-8 (14) 3-5-7 (12) NOTES GROUND ELEVATION 984.4 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/23/24 COMPLETED 5/23/24 AT TIME OF DRILLING 20.00 ft / Elev 964.40 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, black, wet (Topsoil) (CL) Sandy Lean Clay, brown, moist, rather soft to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 41 SS 42 SS 43 SS 44 SS 45 SS 46 SS 47 SS 48 2-2-2 (4) 2-3-5 (8) 4-5-5 (10) 5-6-5 (11) 3-4-4 (8) 3-4-5 (9) 3-6-7 (13) NOTES GROUND ELEVATION 984.2 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/23/24 COMPLETED 5/23/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Clayey Sand, black, moist (Topsoil) (CL) Sandy Lean Clay, brown, moist, soft to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 2-1-2 (3) 2-3-3 (6) 2-2-3 (5) 3-4-6 (10) 2-4-5 (9) 3-4-5 (9) 3-4-5 (9) NOTES GROUND ELEVATION 980 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/23/24 COMPLETED 5/23/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Clayey Sand, black, wet (Topsoil) (SC) Clayey Sand, brown, wet, very loose (Glacial Till) (CL) Sandy Lean Clay, brown, wet, rather soft to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 33 SS 34 SS 35 SS 36 SS 37 SS 38 SS 39 SS 40 3-2-1 (3) 3-2-2 (4) 9-4-4 (8) 3-3-4 (7) 3-3-4 (7) 2-2-4 (6) 4-4-6 (10) NOTES GROUND ELEVATION 987.5 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 5/23/24 COMPLETED 5/23/24 AT TIME OF DRILLING 14.50 ft / Elev 973.00 ft Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Wooddale Builders PROJECT NUMBER 24-0301 PROJECT NAME 6870 Minnewashta Parkway PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/30/24 14:56 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0301 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Waterview Stormwater Management Plan Appendix C June 2024 www.ae2s.com Appendix C: HydroCAD Summaries (Pre- and Post- Development) Existing 26S EX2 27S EX3 28S EX4 33S EX1 23R East 24R North West 29R South 30P CB1 Routing Diagram for Headla_20240605 Prepared by {enter your company name here}, Printed 6/13/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Waterview_Existing_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year MSE 24-hr 3 Default 24.00 1 2.86 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.24 2 3 100-Year MSE 24-hr 3 Default 24.00 1 7.30 2 Waterview_Existing_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.639 79 Woods/grass comb., Good, HSG D (26S, 27S, 28S, 33S) 0.366 98 impervious (26S, 28S, 33S) 3.005 81 TOTAL AREA Waterview_Existing_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.639 HSG D 26S, 27S, 28S, 33S 0.366 Other 26S, 28S, 33S 3.005 TOTAL AREA Waterview_Existing_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 2.639 0.000 2.639 Woods/grass comb., Good 26S, 27S, 28S, 33S 0.000 0.000 0.000 0.000 0.366 0.366 impervious 26S, 28S, 33S 0.000 0.000 0.000 2.639 0.366 3.005 TOTAL AREA Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.678 ac 10.47% Impervious Runoff Depth>1.25"Subcatchment 26S: EX2 Flow Length=225' Tc=12.2 min CN=79/98 Runoff=1.16 cfs 0.070 af Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>1.09"Subcatchment 27S: EX3 Tc=12.0 min CN=79/0 Runoff=0.25 cfs 0.014 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth>1.83"Subcatchment 28S: EX4 Tc=12.0 min CN=79/98 Runoff=0.41 cfs 0.026 af Runoff Area=1.998 ac 10.66% Impervious Runoff Depth>1.25"Subcatchment 33S: EX1 Flow Length=550' Tc=19.3 min CN=79/98 Runoff=2.73 cfs 0.208 af Inflow=2.73 cfs 0.208 afReach 23R: East Outflow=2.73 cfs 0.208 af Inflow=0.25 cfs 0.014 afReach 24R: North West Outflow=0.25 cfs 0.014 af Inflow=1.51 cfs 0.096 afReach 29R: South Outflow=1.51 cfs 0.096 af Peak Elev=982.76' Storage=0.003 af Inflow=1.56 cfs 0.096 afPond 30P: CB1 Primary=1.51 cfs 0.096 af Secondary=0.00 cfs 0.000 af Outflow=1.51 cfs 0.096 af Total Runoff Area = 3.005 ac Runoff Volume = 0.319 af Average Runoff Depth = 1.27" 87.82% Pervious = 2.639 ac 12.18% Impervious = 0.366 ac Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: EX2 Runoff = 1.16 cfs @ 12.21 hrs, Volume= 0.070 af, Depth> 1.25" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.071 79 Woods/grass comb., Good, HSG D 0.536 79 Woods/grass comb., Good, HSG D * 0.071 98 impervious 0.678 81 Weighted Average 0.607 79 89.53% Pervious Area 0.071 98 10.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0250 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 2.7 125 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.2 225 Total Subcatchment 26S: EX2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.678 ac Runoff Volume=0.070 af Runoff Depth>1.25" Flow Length=225' Tc=12.2 min CN=79/98 1.16 cfs Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: EX3 Runoff = 0.25 cfs @ 12.21 hrs, Volume= 0.014 af, Depth> 1.09" Routed to Reach 24R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.137 79 Woods/grass comb., Good, HSG D 0.023 79 Woods/grass comb., Good, HSG D 0.160 79 Weighted Average 0.160 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 27S: EX3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.160 ac Runoff Volume=0.014 af Runoff Depth>1.09" Tc=12.0 min CN=79/0 0.25 cfs Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: EX4 Runoff = 0.41 cfs @ 12.20 hrs, Volume= 0.026 af, Depth> 1.83" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 28S: EX4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.169 ac Runoff Volume=0.026 af Runoff Depth>1.83" Tc=12.0 min CN=79/98 0.41 cfs Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: EX1 Runoff = 2.73 cfs @ 12.30 hrs, Volume= 0.208 af, Depth> 1.25" Routed to Reach 23R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 1.781 79 Woods/grass comb., Good, HSG D 0.004 79 Woods/grass comb., Good, HSG D * 0.213 98 impervious 1.998 81 Weighted Average 1.785 79 89.34% Pervious Area 0.213 98 10.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 5.6 450 0.0360 1.33 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.3 550 Total Subcatchment 33S: EX1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=1.998 ac Runoff Volume=0.208 af Runoff Depth>1.25" Flow Length=550' Tc=19.3 min CN=79/98 2.73 cfs Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 23R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.998 ac, 10.66% Impervious, Inflow Depth > 1.25" for 2-Year event Inflow = 2.73 cfs @ 12.30 hrs, Volume= 0.208 af Outflow = 2.73 cfs @ 12.30 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 23R: East Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.998 ac 2.73 cfs 2.73 cfs Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 24R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.160 ac, 0.00% Impervious, Inflow Depth > 1.09" for 2-Year event Inflow = 0.25 cfs @ 12.21 hrs, Volume= 0.014 af Outflow = 0.25 cfs @ 12.21 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 24R: North West Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.160 ac 0.25 cfs 0.25 cfs Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 29R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth > 1.36" for 2-Year event Inflow = 1.51 cfs @ 12.23 hrs, Volume= 0.096 af Outflow = 1.51 cfs @ 12.23 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 29R: South Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.847 ac 1.51 cfs 1.51 cfs Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 30P: CB1 Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth > 1.36" for 2-Year event Inflow = 1.56 cfs @ 12.20 hrs, Volume= 0.096 af Outflow = 1.51 cfs @ 12.23 hrs, Volume= 0.096 af, Atten= 4%, Lag= 1.7 min Primary = 1.51 cfs @ 12.23 hrs, Volume= 0.096 af Routed to Reach 29R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 29R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.76' @ 12.23 hrs Surf.Area= 0.035 ac Storage= 0.003 af Plug-Flow detention time= 1.9 min calculated for 0.096 af (100% of inflow) Center-of-Mass det. time= 1.7 min ( 804.5 - 802.9 ) Volume Invert Avail.Storage Storage Description #1 982.60' 0.977 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.60 0.007 0.000 0.000 984.00 0.249 0.179 0.179 986.00 0.549 0.798 0.977 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.50 cfs @ 12.23 hrs HW=982.76' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.50 cfs @ 1.31 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 30P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.847 ac Peak Elev=982.76' Storage=0.003 af 1.56 cfs 1.51 cfs 1.51 cfs 0.00 cfs Pond 30P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 220200180160140120100806040200Elevation (feet)986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir Waterview_Existing_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 30P: CB1 Elevation (feet) Surface (acres) Storage (acre-feet) 982.60 0.007 0.000 982.65 0.016 0.001 982.70 0.024 0.002 982.75 0.033 0.003 982.80 0.042 0.005 982.85 0.050 0.007 982.90 0.059 0.010 982.95 0.068 0.013 983.00 0.076 0.017 983.05 0.085 0.021 983.10 0.093 0.025 983.15 0.102 0.030 983.20 0.111 0.035 983.25 0.119 0.041 983.30 0.128 0.047 983.35 0.137 0.054 983.40 0.145 0.061 983.45 0.154 0.068 983.50 0.163 0.076 983.55 0.171 0.085 983.60 0.180 0.093 983.65 0.188 0.103 983.70 0.197 0.112 983.75 0.206 0.122 983.80 0.214 0.133 983.85 0.223 0.144 983.90 0.232 0.155 983.95 0.240 0.167 984.00 0.249 0.179 984.05 0.257 0.192 984.10 0.264 0.205 984.15 0.271 0.218 984.20 0.279 0.232 984.25 0.287 0.246 984.30 0.294 0.261 984.35 0.302 0.276 984.40 0.309 0.291 984.45 0.317 0.306 984.50 0.324 0.322 984.55 0.332 0.339 984.60 0.339 0.356 984.65 0.346 0.373 984.70 0.354 0.390 984.75 0.361 0.408 984.80 0.369 0.426 984.85 0.377 0.445 984.90 0.384 0.464 984.95 0.392 0.483 985.00 0.399 0.503 985.05 0.407 0.523 985.10 0.414 0.544 985.15 0.421 0.565 Elevation (feet) Surface (acres) Storage (acre-feet) 985.20 0.429 0.586 985.25 0.436 0.608 985.30 0.444 0.630 985.35 0.452 0.652 985.40 0.459 0.675 985.45 0.467 0.698 985.50 0.474 0.721 985.55 0.482 0.745 985.60 0.489 0.770 985.65 0.496 0.794 985.70 0.504 0.819 985.75 0.511 0.845 985.80 0.519 0.870 985.85 0.527 0.897 985.90 0.534 0.923 985.95 0.542 0.950 986.00 0.549 0.977 Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.678 ac 10.47% Impervious Runoff Depth>2.35"Subcatchment 26S: EX2 Flow Length=225' Tc=12.2 min CN=79/98 Runoff=2.21 cfs 0.133 af Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>2.16"Subcatchment 27S: EX3 Tc=12.0 min CN=79/0 Runoff=0.50 cfs 0.029 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth>3.05"Subcatchment 28S: EX4 Tc=12.0 min CN=79/98 Runoff=0.68 cfs 0.043 af Runoff Area=1.998 ac 10.66% Impervious Runoff Depth>2.35"Subcatchment 33S: EX1 Flow Length=550' Tc=19.3 min CN=79/98 Runoff=5.25 cfs 0.392 af Inflow=5.25 cfs 0.392 afReach 23R: East Outflow=5.25 cfs 0.392 af Inflow=0.50 cfs 0.029 afReach 24R: North West Outflow=0.50 cfs 0.029 af Inflow=2.76 cfs 0.176 afReach 29R: South Outflow=2.76 cfs 0.176 af Peak Elev=982.84' Storage=0.007 af Inflow=2.89 cfs 0.176 afPond 30P: CB1 Primary=2.76 cfs 0.176 af Secondary=0.00 cfs 0.000 af Outflow=2.76 cfs 0.176 af Total Runoff Area = 3.005 ac Runoff Volume = 0.597 af Average Runoff Depth = 2.38" 87.82% Pervious = 2.639 ac 12.18% Impervious = 0.366 ac Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: EX2 Runoff = 2.21 cfs @ 12.20 hrs, Volume= 0.133 af, Depth> 2.35" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.071 79 Woods/grass comb., Good, HSG D 0.536 79 Woods/grass comb., Good, HSG D * 0.071 98 impervious 0.678 81 Weighted Average 0.607 79 89.53% Pervious Area 0.071 98 10.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0250 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 2.7 125 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.2 225 Total Subcatchment 26S: EX2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.678 ac Runoff Volume=0.133 af Runoff Depth>2.35" Flow Length=225' Tc=12.2 min CN=79/98 2.21 cfs Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: EX3 Runoff = 0.50 cfs @ 12.20 hrs, Volume= 0.029 af, Depth> 2.16" Routed to Reach 24R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.137 79 Woods/grass comb., Good, HSG D 0.023 79 Woods/grass comb., Good, HSG D 0.160 79 Weighted Average 0.160 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 27S: EX3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.160 ac Runoff Volume=0.029 af Runoff Depth>2.16" Tc=12.0 min CN=79/0 0.50 cfs Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: EX4 Runoff = 0.68 cfs @ 12.20 hrs, Volume= 0.043 af, Depth> 3.05" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 28S: EX4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.169 ac Runoff Volume=0.043 af Runoff Depth>3.05" Tc=12.0 min CN=79/98 0.68 cfs Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: EX1 Runoff = 5.25 cfs @ 12.29 hrs, Volume= 0.392 af, Depth> 2.35" Routed to Reach 23R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 1.781 79 Woods/grass comb., Good, HSG D 0.004 79 Woods/grass comb., Good, HSG D * 0.213 98 impervious 1.998 81 Weighted Average 1.785 79 89.34% Pervious Area 0.213 98 10.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 5.6 450 0.0360 1.33 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.3 550 Total Subcatchment 33S: EX1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=1.998 ac Runoff Volume=0.392 af Runoff Depth>2.35" Flow Length=550' Tc=19.3 min CN=79/98 5.25 cfs Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 23R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.998 ac, 10.66% Impervious, Inflow Depth > 2.35" for 10-Year event Inflow = 5.25 cfs @ 12.29 hrs, Volume= 0.392 af Outflow = 5.25 cfs @ 12.29 hrs, Volume= 0.392 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 23R: East Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.998 ac 5.25 cfs 5.25 cfs Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 24R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.160 ac, 0.00% Impervious, Inflow Depth > 2.16" for 10-Year event Inflow = 0.50 cfs @ 12.20 hrs, Volume= 0.029 af Outflow = 0.50 cfs @ 12.20 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 24R: North West Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.160 ac 0.50 cfs 0.50 cfs Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 29R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth > 2.49" for 10-Year event Inflow = 2.76 cfs @ 12.23 hrs, Volume= 0.176 af Outflow = 2.76 cfs @ 12.23 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 29R: South Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.847 ac 2.76 cfs 2.76 cfs Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 30P: CB1 Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth > 2.49" for 10-Year event Inflow = 2.89 cfs @ 12.20 hrs, Volume= 0.176 af Outflow = 2.76 cfs @ 12.23 hrs, Volume= 0.176 af, Atten= 4%, Lag= 1.9 min Primary = 2.76 cfs @ 12.23 hrs, Volume= 0.176 af Routed to Reach 29R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 29R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.84' @ 12.23 hrs Surf.Area= 0.049 ac Storage= 0.007 af Plug-Flow detention time= 1.8 min calculated for 0.176 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 796.4 - 794.7 ) Volume Invert Avail.Storage Storage Description #1 982.60' 0.977 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.60 0.007 0.000 0.000 984.00 0.249 0.179 0.179 986.00 0.549 0.798 0.977 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.75 cfs @ 12.23 hrs HW=982.84' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 2.75 cfs @ 1.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 30P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.847 ac Peak Elev=982.84' Storage=0.007 af 2.89 cfs 2.76 cfs 2.76 cfs 0.00 cfs Pond 30P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 220200180160140120100806040200Elevation (feet)986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir Waterview_Existing_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 30P: CB1 Elevation (feet) Surface (acres) Storage (acre-feet) 982.60 0.007 0.000 982.65 0.016 0.001 982.70 0.024 0.002 982.75 0.033 0.003 982.80 0.042 0.005 982.85 0.050 0.007 982.90 0.059 0.010 982.95 0.068 0.013 983.00 0.076 0.017 983.05 0.085 0.021 983.10 0.093 0.025 983.15 0.102 0.030 983.20 0.111 0.035 983.25 0.119 0.041 983.30 0.128 0.047 983.35 0.137 0.054 983.40 0.145 0.061 983.45 0.154 0.068 983.50 0.163 0.076 983.55 0.171 0.085 983.60 0.180 0.093 983.65 0.188 0.103 983.70 0.197 0.112 983.75 0.206 0.122 983.80 0.214 0.133 983.85 0.223 0.144 983.90 0.232 0.155 983.95 0.240 0.167 984.00 0.249 0.179 984.05 0.257 0.192 984.10 0.264 0.205 984.15 0.271 0.218 984.20 0.279 0.232 984.25 0.287 0.246 984.30 0.294 0.261 984.35 0.302 0.276 984.40 0.309 0.291 984.45 0.317 0.306 984.50 0.324 0.322 984.55 0.332 0.339 984.60 0.339 0.356 984.65 0.346 0.373 984.70 0.354 0.390 984.75 0.361 0.408 984.80 0.369 0.426 984.85 0.377 0.445 984.90 0.384 0.464 984.95 0.392 0.483 985.00 0.399 0.503 985.05 0.407 0.523 985.10 0.414 0.544 985.15 0.421 0.565 Elevation (feet) Surface (acres) Storage (acre-feet) 985.20 0.429 0.586 985.25 0.436 0.608 985.30 0.444 0.630 985.35 0.452 0.652 985.40 0.459 0.675 985.45 0.467 0.698 985.50 0.474 0.721 985.55 0.482 0.745 985.60 0.489 0.770 985.65 0.496 0.794 985.70 0.504 0.819 985.75 0.511 0.845 985.80 0.519 0.870 985.85 0.527 0.897 985.90 0.534 0.923 985.95 0.542 0.950 986.00 0.549 0.977 Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.678 ac 10.47% Impervious Runoff Depth>5.09"Subcatchment 26S: EX2 Flow Length=225' Tc=12.2 min CN=79/98 Runoff=4.73 cfs 0.287 af Runoff Area=0.160 ac 0.00% Impervious Runoff Depth>4.86"Subcatchment 27S: EX3 Tc=12.0 min CN=79/0 Runoff=1.10 cfs 0.065 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth>5.92"Subcatchment 28S: EX4 Tc=12.0 min CN=79/98 Runoff=1.31 cfs 0.083 af Runoff Area=1.998 ac 10.66% Impervious Runoff Depth>5.09"Subcatchment 33S: EX1 Flow Length=550' Tc=19.3 min CN=79/98 Runoff=11.29 cfs 0.847 af Inflow=11.29 cfs 0.847 afReach 23R: East Outflow=11.29 cfs 0.847 af Inflow=1.10 cfs 0.065 afReach 24R: North West Outflow=1.10 cfs 0.065 af Inflow=5.70 cfs 0.371 afReach 29R: South Outflow=5.70 cfs 0.371 af Peak Elev=982.99' Storage=0.016 af Inflow=6.04 cfs 0.371 afPond 30P: CB1 Primary=5.70 cfs 0.371 af Secondary=0.00 cfs 0.000 af Outflow=5.70 cfs 0.371 af Total Runoff Area = 3.005 ac Runoff Volume = 1.283 af Average Runoff Depth = 5.12" 87.82% Pervious = 2.639 ac 12.18% Impervious = 0.366 ac Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: EX2 Runoff = 4.73 cfs @ 12.20 hrs, Volume= 0.287 af, Depth> 5.09" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.071 79 Woods/grass comb., Good, HSG D 0.536 79 Woods/grass comb., Good, HSG D * 0.071 98 impervious 0.678 81 Weighted Average 0.607 79 89.53% Pervious Area 0.071 98 10.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0250 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 2.7 125 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.2 225 Total Subcatchment 26S: EX2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.678 ac Runoff Volume=0.287 af Runoff Depth>5.09" Flow Length=225' Tc=12.2 min CN=79/98 4.73 cfs Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: EX3 Runoff = 1.10 cfs @ 12.20 hrs, Volume= 0.065 af, Depth> 4.86" Routed to Reach 24R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.137 79 Woods/grass comb., Good, HSG D 0.023 79 Woods/grass comb., Good, HSG D 0.160 79 Weighted Average 0.160 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 27S: EX3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.160 ac Runoff Volume=0.065 af Runoff Depth>4.86" Tc=12.0 min CN=79/0 1.10 cfs Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: EX4 Runoff = 1.31 cfs @ 12.19 hrs, Volume= 0.083 af, Depth> 5.92" Routed to Pond 30P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 28S: EX4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.169 ac Runoff Volume=0.083 af Runoff Depth>5.92" Tc=12.0 min CN=79/98 1.31 cfs Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: EX1 Runoff = 11.29 cfs @ 12.28 hrs, Volume= 0.847 af, Depth> 5.09" Routed to Reach 23R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 1.781 79 Woods/grass comb., Good, HSG D 0.004 79 Woods/grass comb., Good, HSG D * 0.213 98 impervious 1.998 81 Weighted Average 1.785 79 89.34% Pervious Area 0.213 98 10.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 100 0.0100 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 5.6 450 0.0360 1.33 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.3 550 Total Subcatchment 33S: EX1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=1.998 ac Runoff Volume=0.847 af Runoff Depth>5.09" Flow Length=550' Tc=19.3 min CN=79/98 11.29 cfs Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 23R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.998 ac, 10.66% Impervious, Inflow Depth > 5.09" for 100-Year event Inflow = 11.29 cfs @ 12.28 hrs, Volume= 0.847 af Outflow = 11.29 cfs @ 12.28 hrs, Volume= 0.847 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 23R: East Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.998 ac 11.29 cfs 11.29 cfs Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 34HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 24R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.160 ac, 0.00% Impervious, Inflow Depth > 4.86" for 100-Year event Inflow = 1.10 cfs @ 12.20 hrs, Volume= 0.065 af Outflow = 1.10 cfs @ 12.20 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 24R: North West Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.160 ac 1.10 cfs 1.10 cfs Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 35HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 29R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth > 5.25" for 100-Year event Inflow = 5.70 cfs @ 12.23 hrs, Volume= 0.371 af Outflow = 5.70 cfs @ 12.23 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 29R: South Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.847 ac 5.70 cfs 5.70 cfs Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 36HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 30P: CB1 Inflow Area = 0.847 ac, 18.06% Impervious, Inflow Depth > 5.25" for 100-Year event Inflow = 6.04 cfs @ 12.20 hrs, Volume= 0.371 af Outflow = 5.70 cfs @ 12.23 hrs, Volume= 0.371 af, Atten= 6%, Lag= 2.2 min Primary = 5.70 cfs @ 12.23 hrs, Volume= 0.371 af Routed to Reach 29R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 29R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.99' @ 12.23 hrs Surf.Area= 0.075 ac Storage= 0.016 af Plug-Flow detention time= 1.8 min calculated for 0.371 af (100% of inflow) Center-of-Mass det. time= 1.7 min ( 785.3 - 783.6 ) Volume Invert Avail.Storage Storage Description #1 982.60' 0.977 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 982.60 0.007 0.000 0.000 984.00 0.249 0.179 0.179 986.00 0.549 0.798 0.977 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.68 cfs @ 12.23 hrs HW=982.99' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 5.68 cfs @ 2.05 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 37HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 30P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.847 ac Peak Elev=982.99' Storage=0.016 af 6.04 cfs 5.70 cfs 5.70 cfs 0.00 cfs Pond 30P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 220200180160140120100806040200Elevation (feet)986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir Waterview_Existing_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 38HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 30P: CB1 Elevation (feet) Surface (acres) Storage (acre-feet) 982.60 0.007 0.000 982.65 0.016 0.001 982.70 0.024 0.002 982.75 0.033 0.003 982.80 0.042 0.005 982.85 0.050 0.007 982.90 0.059 0.010 982.95 0.068 0.013 983.00 0.076 0.017 983.05 0.085 0.021 983.10 0.093 0.025 983.15 0.102 0.030 983.20 0.111 0.035 983.25 0.119 0.041 983.30 0.128 0.047 983.35 0.137 0.054 983.40 0.145 0.061 983.45 0.154 0.068 983.50 0.163 0.076 983.55 0.171 0.085 983.60 0.180 0.093 983.65 0.188 0.103 983.70 0.197 0.112 983.75 0.206 0.122 983.80 0.214 0.133 983.85 0.223 0.144 983.90 0.232 0.155 983.95 0.240 0.167 984.00 0.249 0.179 984.05 0.257 0.192 984.10 0.264 0.205 984.15 0.271 0.218 984.20 0.279 0.232 984.25 0.287 0.246 984.30 0.294 0.261 984.35 0.302 0.276 984.40 0.309 0.291 984.45 0.317 0.306 984.50 0.324 0.322 984.55 0.332 0.339 984.60 0.339 0.356 984.65 0.346 0.373 984.70 0.354 0.390 984.75 0.361 0.408 984.80 0.369 0.426 984.85 0.377 0.445 984.90 0.384 0.464 984.95 0.392 0.483 985.00 0.399 0.503 985.05 0.407 0.523 985.10 0.414 0.544 985.15 0.421 0.565 Elevation (feet) Surface (acres) Storage (acre-feet) 985.20 0.429 0.586 985.25 0.436 0.608 985.30 0.444 0.630 985.35 0.452 0.652 985.40 0.459 0.675 985.45 0.467 0.698 985.50 0.474 0.721 985.55 0.482 0.745 985.60 0.489 0.770 985.65 0.496 0.794 985.70 0.504 0.819 985.75 0.511 0.845 985.80 0.519 0.870 985.85 0.527 0.897 985.90 0.534 0.923 985.95 0.542 0.950 986.00 0.549 0.977 Proposed 3S PR1 4S PR2 10S PR3 11S PR4 12S PR5 13S PR7 14S PR6 3R East 4R South 5R North West 1P basin 2 2P basin 1 15P CB1 Routing Diagram for Headla_20240605 Prepared by {enter your company name here}, Printed 6/13/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Waterview_Proposed_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year MSE 24-hr 3 Default 24.00 1 2.86 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.24 2 3 100-Year MSE 24-hr 3 Default 24.00 1 7.30 2 Waterview_Proposed_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.113 80 >75% Grass cover, Good, HSG D (3S, 4S, 10S, 11S, 12S, 14S) 0.087 79 Woods/grass comb., Good, HSG D (13S) 0.805 98 impervious (3S, 4S, 10S, 11S, 12S, 13S, 14S) 3.005 85 TOTAL AREA Waterview_Proposed_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.200 HSG D 3S, 4S, 10S, 11S, 12S, 13S, 14S 0.805 Other 3S, 4S, 10S, 11S, 12S, 13S, 14S 3.005 TOTAL AREA Waterview_Proposed_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 2.113 0.000 2.113 >75% Grass cover, Good 3S, 4S, 10S, 11S, 12S, 14S 0.000 0.000 0.000 0.087 0.000 0.087 Woods/grass comb., Good 13S 0.000 0.000 0.000 0.000 0.805 0.805 impervious 3S, 4S, 10S, 11S, 12S, 13S, 14S 0.000 0.000 0.000 2.200 0.805 3.005 TOTAL AREA Waterview_Proposed_20240613 Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 1P 971.00 970.00 83.5 0.0120 0.013 0.0 12.0 0.0 2 1P 973.00 971.00 128.7 0.0155 0.013 0.0 12.0 0.0 3 2P 967.62 967.60 9.0 0.0022 0.013 0.0 12.0 0.0 Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.628 ac 25.00% Impervious Runoff Depth>1.52"Subcatchment 3S: PR1 Tc=12.0 min CN=80/98 Runoff=1.29 cfs 0.079 af Runoff Area=1.237 ac 25.06% Impervious Runoff Depth>1.52"Subcatchment 4S: PR2 Tc=12.0 min CN=80/98 Runoff=2.54 cfs 0.156 af Runoff Area=0.391 ac 25.06% Impervious Runoff Depth>1.52"Subcatchment 10S: PR3 Tc=12.0 min CN=80/98 Runoff=0.80 cfs 0.049 af Runoff Area=0.215 ac 25.12% Impervious Runoff Depth>1.52"Subcatchment 11S: PR4 Tc=12.0 min CN=80/98 Runoff=0.44 cfs 0.027 af Runoff Area=0.255 ac 29.80% Impervious Runoff Depth>1.59"Subcatchment 12S: PR5 Tc=12.0 min CN=80/98 Runoff=0.54 cfs 0.034 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth>1.83"Subcatchment 13S: PR7 Tc=12.0 min CN=79/98 Runoff=0.41 cfs 0.026 af Runoff Area=0.110 ac 25.45% Impervious Runoff Depth>1.52"Subcatchment 14S: PR6 Tc=12.0 min CN=80/98 Runoff=0.23 cfs 0.014 af Inflow=1.24 cfs 0.098 afReach 3R: East Outflow=1.24 cfs 0.098 af Inflow=1.37 cfs 0.087 afReach 4R: South Outflow=1.37 cfs 0.087 af Inflow=0.23 cfs 0.014 afReach 5R: North West Outflow=0.23 cfs 0.014 af Peak Elev=977.88' Storage=6,809 cf Inflow=2.54 cfs 0.156 afPond 1P: basin 2 Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Peak Elev=971.10' Storage=1,520 cf Inflow=1.29 cfs 0.079 afPond 2P: basin 1 Primary=0.75 cfs 0.049 af Secondary=0.00 cfs 0.000 af Outflow=0.75 cfs 0.049 af Peak Elev=982.72' Storage=69 cf Inflow=0.95 cfs 0.060 afPond 15P: CB1 Primary=0.93 cfs 0.060 af Secondary=0.00 cfs 0.000 af Outflow=0.93 cfs 0.060 af Total Runoff Area = 3.005 ac Runoff Volume = 0.386 af Average Runoff Depth = 1.54" 73.21% Pervious = 2.200 ac 26.79% Impervious = 0.805 ac Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PR1 Runoff = 1.29 cfs @ 12.20 hrs, Volume= 0.079 af, Depth> 1.52" Routed to Pond 2P : basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.471 80 >75% Grass cover, Good, HSG D * 0.157 98 impervious 0.628 85 Weighted Average 0.471 80 75.00% Pervious Area 0.157 98 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: PR1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.628 ac Runoff Volume=0.079 af Runoff Depth>1.52" Tc=12.0 min CN=80/98 1.29 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PR2 Runoff = 2.54 cfs @ 12.20 hrs, Volume= 0.156 af, Depth> 1.52" Routed to Pond 1P : basin 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.787 80 >75% Grass cover, Good, HSG D 0.140 80 >75% Grass cover, Good, HSG D * 0.310 98 impervious 1.237 85 Weighted Average 0.927 80 74.94% Pervious Area 0.310 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=1.237 ac Runoff Volume=0.156 af Runoff Depth>1.52" Tc=12.0 min CN=80/98 2.54 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PR3 Runoff = 0.80 cfs @ 12.20 hrs, Volume= 0.049 af, Depth> 1.52" Routed to Reach 3R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.291 80 >75% Grass cover, Good, HSG D 0.002 80 >75% Grass cover, Good, HSG D * 0.098 98 impervious 0.391 85 Weighted Average 0.293 80 74.94% Pervious Area 0.098 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 10S: PR3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.391 ac Runoff Volume=0.049 af Runoff Depth>1.52" Tc=12.0 min CN=80/98 0.80 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PR4 Runoff = 0.44 cfs @ 12.20 hrs, Volume= 0.027 af, Depth> 1.52" Routed to Reach 4R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.039 80 >75% Grass cover, Good, HSG D 0.122 80 >75% Grass cover, Good, HSG D * 0.054 98 impervious 0.215 85 Weighted Average 0.161 80 74.88% Pervious Area 0.054 98 25.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 11S: PR4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.215 ac Runoff Volume=0.027 af Runoff Depth>1.52" Tc=12.0 min CN=80/98 0.44 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR5 Runoff = 0.54 cfs @ 12.20 hrs, Volume= 0.034 af, Depth> 1.59" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description * 0.179 80 >75% Grass cover, Good, HSG D * 0.076 98 impervious 0.255 85 Weighted Average 0.179 80 70.20% Pervious Area 0.076 98 29.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 12S: PR5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.255 ac Runoff Volume=0.034 af Runoff Depth>1.59" Tc=12.0 min CN=80/98 0.54 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: PR7 Runoff = 0.41 cfs @ 12.20 hrs, Volume= 0.026 af, Depth> 1.83" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 13S: PR7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.169 ac Runoff Volume=0.026 af Runoff Depth>1.83" Tc=12.0 min CN=79/98 0.41 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR6 Runoff = 0.23 cfs @ 12.20 hrs, Volume= 0.014 af, Depth> 1.52" Routed to Reach 5R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.018 80 >75% Grass cover, Good, HSG D * 0.028 98 impervious 0.110 85 Weighted Average 0.082 80 74.55% Pervious Area 0.028 98 25.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 14S: PR6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 2-Year Rainfall=2.86" Runoff Area=0.110 ac Runoff Volume=0.014 af Runoff Depth>1.52" Tc=12.0 min CN=80/98 0.23 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.256 ac, 25.04% Impervious, Inflow Depth > 0.52" for 2-Year event Inflow = 1.24 cfs @ 12.32 hrs, Volume= 0.098 af Outflow = 1.24 cfs @ 12.32 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 3R: East Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=2.256 ac 1.24 cfs 1.24 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.639 ac, 33.18% Impervious, Inflow Depth > 1.63" for 2-Year event Inflow = 1.37 cfs @ 12.21 hrs, Volume= 0.087 af Outflow = 1.37 cfs @ 12.21 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 4R: South Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.639 ac 1.37 cfs 1.37 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.110 ac, 25.45% Impervious, Inflow Depth > 1.52" for 2-Year event Inflow = 0.23 cfs @ 12.20 hrs, Volume= 0.014 af Outflow = 0.23 cfs @ 12.20 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 5R: North West Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.110 ac 0.23 cfs 0.23 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: basin 2 Inflow Area = 1.237 ac, 25.06% Impervious, Inflow Depth > 1.52" for 2-Year event Inflow = 2.54 cfs @ 12.20 hrs, Volume= 0.156 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 2P : basin 1 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 977.88' @ 24.00 hrs Surf.Area= 2,994 sf Storage= 6,809 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 975.00' 20,115 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 975.00 1,930 0 0 976.00 2,100 2,015 2,015 978.00 3,050 5,150 7,165 980.00 9,900 12,950 20,115 Device Routing Invert Outlet Devices #1 Primary 971.00'12.0" Round Culvert L= 83.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 971.00' / 970.00' S= 0.0120 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 973.00'12.0" Round Culvert L= 128.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 973.00' / 971.00' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 978.50'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 977.90'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 979.00'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.00' TW=970.00' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 6.45 cfs potential flow) 2=Culvert (Passes 0.00 cfs of 4.77 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.00' TW=0.00' (Dynamic Tailwater) 5=EOF ( Controls 0.00 cfs) Pond 1P: basin 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.237 ac Peak Elev=977.88' Storage=6,809 cf 2.54 cfs 0.00 cfs 0.00 cfs 0.00 cfs Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 1P: basin 2 Total Primary Secondary Stage-Discharge Discharge (cfs) 4035302520151050Elevation (feet)980 979 978 977 976 975 Orifice/Grate Orifice/Grate EOF Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: basin 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 975.00 1,930 0 975.05 1,938 97 975.10 1,947 194 975.15 1,955 291 975.20 1,964 389 975.25 1,973 488 975.30 1,981 587 975.35 1,990 686 975.40 1,998 786 975.45 2,007 886 975.50 2,015 986 975.55 2,023 1,087 975.60 2,032 1,189 975.65 2,040 1,290 975.70 2,049 1,393 975.75 2,058 1,495 975.80 2,066 1,598 975.85 2,075 1,702 975.90 2,083 1,806 975.95 2,092 1,910 976.00 2,100 2,015 976.05 2,124 2,121 976.10 2,148 2,227 976.15 2,171 2,335 976.20 2,195 2,445 976.25 2,219 2,555 976.30 2,242 2,666 976.35 2,266 2,779 976.40 2,290 2,893 976.45 2,314 3,008 976.50 2,338 3,124 976.55 2,361 3,242 976.60 2,385 3,361 976.65 2,409 3,480 976.70 2,433 3,601 976.75 2,456 3,724 976.80 2,480 3,847 976.85 2,504 3,972 976.90 2,527 4,097 976.95 2,551 4,224 977.00 2,575 4,353 977.05 2,599 4,482 977.10 2,623 4,612 977.15 2,646 4,744 977.20 2,670 4,877 977.25 2,694 5,011 977.30 2,717 5,146 977.35 2,741 5,283 977.40 2,765 5,420 977.45 2,789 5,559 977.50 2,813 5,699 977.55 2,836 5,841 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.60 2,860 5,983 977.65 2,884 6,127 977.70 2,908 6,271 977.75 2,931 6,417 977.80 2,955 6,564 977.85 2,979 6,713 977.90 3,002 6,862 977.95 3,026 7,013 978.00 3,050 7,165 978.05 3,221 7,322 978.10 3,393 7,487 978.15 3,564 7,661 978.20 3,735 7,844 978.25 3,906 8,035 978.30 4,077 8,234 978.35 4,249 8,442 978.40 4,420 8,659 978.45 4,591 8,884 978.50 4,763 9,118 978.55 4,934 9,361 978.60 5,105 9,612 978.65 5,276 9,871 978.70 5,448 10,139 978.75 5,619 10,416 978.80 5,790 10,701 978.85 5,961 10,995 978.90 6,132 11,297 978.95 6,304 11,608 979.00 6,475 11,928 979.05 6,646 12,256 979.10 6,818 12,592 979.15 6,989 12,937 979.20 7,160 13,291 979.25 7,331 13,653 979.30 7,502 14,024 979.35 7,674 14,404 979.40 7,845 14,791 979.45 8,016 15,188 979.50 8,188 15,593 979.55 8,359 16,007 979.60 8,530 16,429 979.65 8,701 16,860 979.70 8,873 17,299 979.75 9,044 17,747 979.80 9,215 18,203 979.85 9,386 18,669 979.90 9,557 19,142 979.95 9,729 19,624 980.00 9,900 20,115 Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: basin 1 Inflow Area = 1.865 ac, 25.04% Impervious, Inflow Depth > 0.51" for 2-Year event Inflow = 1.29 cfs @ 12.20 hrs, Volume= 0.079 af Outflow = 0.75 cfs @ 12.34 hrs, Volume= 0.049 af, Atten= 42%, Lag= 8.5 min Primary = 0.75 cfs @ 12.34 hrs, Volume= 0.049 af Routed to Reach 3R : East Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 971.10' @ 12.34 hrs Surf.Area= 1,820 sf Storage= 1,520 cf Plug-Flow detention time= 154.0 min calculated for 0.049 af (61% of inflow) Center-of-Mass det. time= 70.5 min ( 866.1 - 795.6 ) Volume Invert Avail.Storage Storage Description #1 970.00' 3,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 970.00 870 0 0 971.00 1,800 1,335 1,335 972.00 2,000 1,900 3,235 Device Routing Invert Outlet Devices #1 Primary 967.62'12.0" Round Culvert L= 9.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 967.62' / 967.60' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 971.00'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 971.50'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.74 cfs @ 12.34 hrs HW=971.10' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.74 cfs of 8.16 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.74 cfs @ 1.04 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=970.00' TW=0.00' (Dynamic Tailwater) 3=EOF ( Controls 0.00 cfs) Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 2P: basin 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.865 ac Peak Elev=971.10' Storage=1,520 cf 1.29 cfs 0.75 cfs 0.75 cfs 0.00 cfs Pond 2P: basin 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)972 971 970 Orifice/Grate EOF Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.00 870 0 970.02 889 18 970.04 907 36 970.06 926 54 970.08 944 73 970.10 963 92 970.12 982 111 970.14 1,000 131 970.16 1,019 151 970.18 1,037 172 970.20 1,056 193 970.22 1,075 214 970.24 1,093 236 970.26 1,112 258 970.28 1,130 280 970.30 1,149 303 970.32 1,168 326 970.34 1,186 350 970.36 1,205 373 970.38 1,223 398 970.40 1,242 422 970.42 1,261 447 970.44 1,279 473 970.46 1,298 499 970.48 1,316 525 970.50 1,335 551 970.52 1,354 578 970.54 1,372 605 970.56 1,391 633 970.58 1,409 661 970.60 1,428 689 970.62 1,447 718 970.64 1,465 747 970.66 1,484 777 970.68 1,502 807 970.70 1,521 837 970.72 1,540 867 970.74 1,558 898 970.76 1,577 930 970.78 1,595 962 970.80 1,614 994 970.82 1,633 1,026 970.84 1,651 1,059 970.86 1,670 1,092 970.88 1,688 1,126 970.90 1,707 1,160 970.92 1,726 1,194 970.94 1,744 1,229 970.96 1,763 1,264 970.98 1,781 1,299 971.00 1,800 1,335 971.02 1,804 1,371 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.04 1,808 1,407 971.06 1,812 1,443 971.08 1,816 1,480 971.10 1,820 1,516 971.12 1,824 1,552 971.14 1,828 1,589 971.16 1,832 1,626 971.18 1,836 1,662 971.20 1,840 1,699 971.22 1,844 1,736 971.24 1,848 1,773 971.26 1,852 1,810 971.28 1,856 1,847 971.30 1,860 1,884 971.32 1,864 1,921 971.34 1,868 1,959 971.36 1,872 1,996 971.38 1,876 2,033 971.40 1,880 2,071 971.42 1,884 2,109 971.44 1,888 2,146 971.46 1,892 2,184 971.48 1,896 2,222 971.50 1,900 2,260 971.52 1,904 2,298 971.54 1,908 2,336 971.56 1,912 2,374 971.58 1,916 2,413 971.60 1,920 2,451 971.62 1,924 2,489 971.64 1,928 2,528 971.66 1,932 2,567 971.68 1,936 2,605 971.70 1,940 2,644 971.72 1,944 2,683 971.74 1,948 2,722 971.76 1,952 2,761 971.78 1,956 2,800 971.80 1,960 2,839 971.82 1,964 2,878 971.84 1,968 2,918 971.86 1,972 2,957 971.88 1,976 2,996 971.90 1,980 3,036 971.92 1,984 3,076 971.94 1,988 3,115 971.96 1,992 3,155 971.98 1,996 3,195 972.00 2,000 3,235 Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 15P: CB1 Inflow Area = 0.424 ac, 37.26% Impervious, Inflow Depth > 1.69" for 2-Year event Inflow = 0.95 cfs @ 12.20 hrs, Volume= 0.060 af Outflow = 0.93 cfs @ 12.22 hrs, Volume= 0.060 af, Atten= 2%, Lag= 1.2 min Primary = 0.93 cfs @ 12.22 hrs, Volume= 0.060 af Routed to Reach 4R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 4R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.72' @ 12.22 hrs Surf.Area= 876 sf Storage= 69 cf Plug-Flow detention time= 1.8 min calculated for 0.060 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 787.9 - 786.4 ) Volume Invert Avail.Storage Storage Description #1 982.60' 112,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 982.60 300 0 0 984.00 7,150 5,215 5,215 999.00 7,150 107,250 112,465 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.93 cfs @ 12.22 hrs HW=982.72' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.93 cfs @ 1.12 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 15P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.424 ac Peak Elev=982.72' Storage=69 cf 0.95 cfs 0.93 cfs 0.93 cfs 0.00 cfs Pond 15P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 12,00010,0008,0006,0004,0002,0000Elevation (feet)999 998 997 996 995 994 993 992 991 990 989 988 987 986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir Waterview_Proposed_20240613 MSE 24-hr 3 2-Year Rainfall=2.86"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 15P: CB1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 982.60 300 0 982.80 1,279 158 983.00 2,257 511 983.20 3,236 1,061 983.40 4,214 1,806 983.60 5,193 2,746 983.80 6,171 3,883 984.00 7,150 5,215 984.20 7,150 6,645 984.40 7,150 8,075 984.60 7,150 9,505 984.80 7,150 10,935 985.00 7,150 12,365 985.20 7,150 13,795 985.40 7,150 15,225 985.60 7,150 16,655 985.80 7,150 18,085 986.00 7,150 19,515 986.20 7,150 20,945 986.40 7,150 22,375 986.60 7,150 23,805 986.80 7,150 25,235 987.00 7,150 26,665 987.20 7,150 28,095 987.40 7,150 29,525 987.60 7,150 30,955 987.80 7,150 32,385 988.00 7,150 33,815 988.20 7,150 35,245 988.40 7,150 36,675 988.60 7,150 38,105 988.80 7,150 39,535 989.00 7,150 40,965 989.20 7,150 42,395 989.40 7,150 43,825 989.60 7,150 45,255 989.80 7,150 46,685 990.00 7,150 48,115 990.20 7,150 49,545 990.40 7,150 50,975 990.60 7,150 52,405 990.80 7,150 53,835 991.00 7,150 55,265 991.20 7,150 56,695 991.40 7,150 58,125 991.60 7,150 59,555 991.80 7,150 60,985 992.00 7,150 62,415 992.20 7,150 63,845 992.40 7,150 65,275 992.60 7,150 66,705 992.80 7,150 68,135 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 993.00 7,150 69,565 993.20 7,150 70,995 993.40 7,150 72,425 993.60 7,150 73,855 993.80 7,150 75,285 994.00 7,150 76,715 994.20 7,150 78,145 994.40 7,150 79,575 994.60 7,150 81,005 994.80 7,150 82,435 995.00 7,150 83,865 995.20 7,150 85,295 995.40 7,150 86,725 995.60 7,150 88,155 995.80 7,150 89,585 996.00 7,150 91,015 996.20 7,150 92,445 996.40 7,150 93,875 996.60 7,150 95,305 996.80 7,150 96,735 997.00 7,150 98,165 997.20 7,150 99,595 997.40 7,150 101,025 997.60 7,150 102,455 997.80 7,150 103,885 998.00 7,150 105,315 998.20 7,150 106,745 998.40 7,150 108,175 998.60 7,150 109,605 998.80 7,150 111,035 999.00 7,150 112,465 Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.628 ac 25.00% Impervious Runoff Depth>2.68"Subcatchment 3S: PR1 Tc=12.0 min CN=80/98 Runoff=2.30 cfs 0.140 af Runoff Area=1.237 ac 25.06% Impervious Runoff Depth>2.68"Subcatchment 4S: PR2 Tc=12.0 min CN=80/98 Runoff=4.53 cfs 0.276 af Runoff Area=0.391 ac 25.06% Impervious Runoff Depth>2.68"Subcatchment 10S: PR3 Tc=12.0 min CN=80/98 Runoff=1.43 cfs 0.087 af Runoff Area=0.215 ac 25.12% Impervious Runoff Depth>2.68"Subcatchment 11S: PR4 Tc=12.0 min CN=80/98 Runoff=0.79 cfs 0.048 af Runoff Area=0.255 ac 29.80% Impervious Runoff Depth>2.77"Subcatchment 12S: PR5 Tc=12.0 min CN=80/98 Runoff=0.95 cfs 0.059 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth>3.05"Subcatchment 13S: PR7 Tc=12.0 min CN=79/98 Runoff=0.68 cfs 0.043 af Runoff Area=0.110 ac 25.45% Impervious Runoff Depth>2.69"Subcatchment 14S: PR6 Tc=12.0 min CN=80/98 Runoff=0.40 cfs 0.025 af Inflow=3.56 cfs 0.310 afReach 3R: East Outflow=3.56 cfs 0.310 af Inflow=2.38 cfs 0.150 afReach 4R: South Outflow=2.38 cfs 0.150 af Inflow=0.40 cfs 0.025 afReach 5R: North West Outflow=0.40 cfs 0.025 af Peak Elev=978.26' Storage=8,092 cf Inflow=4.53 cfs 0.276 afPond 1P: basin 2 Primary=0.40 cfs 0.113 af Secondary=0.00 cfs 0.000 af Outflow=0.40 cfs 0.113 af Peak Elev=971.21' Storage=1,712 cf Inflow=2.30 cfs 0.253 afPond 2P: basin 1 Primary=2.18 cfs 0.222 af Secondary=0.00 cfs 0.000 af Outflow=2.18 cfs 0.222 af Peak Elev=982.77' Storage=120 cf Inflow=1.63 cfs 0.102 afPond 15P: CB1 Primary=1.60 cfs 0.102 af Secondary=0.00 cfs 0.000 af Outflow=1.60 cfs 0.102 af Total Runoff Area = 3.005 ac Runoff Volume = 0.679 af Average Runoff Depth = 2.71" 73.21% Pervious = 2.200 ac 26.79% Impervious = 0.805 ac Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PR1 Runoff = 2.30 cfs @ 12.20 hrs, Volume= 0.140 af, Depth> 2.68" Routed to Pond 2P : basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.471 80 >75% Grass cover, Good, HSG D * 0.157 98 impervious 0.628 85 Weighted Average 0.471 80 75.00% Pervious Area 0.157 98 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: PR1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.628 ac Runoff Volume=0.140 af Runoff Depth>2.68" Tc=12.0 min CN=80/98 2.30 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PR2 Runoff = 4.53 cfs @ 12.20 hrs, Volume= 0.276 af, Depth> 2.68" Routed to Pond 1P : basin 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.787 80 >75% Grass cover, Good, HSG D 0.140 80 >75% Grass cover, Good, HSG D * 0.310 98 impervious 1.237 85 Weighted Average 0.927 80 74.94% Pervious Area 0.310 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=1.237 ac Runoff Volume=0.276 af Runoff Depth>2.68" Tc=12.0 min CN=80/98 4.53 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PR3 Runoff = 1.43 cfs @ 12.20 hrs, Volume= 0.087 af, Depth> 2.68" Routed to Reach 3R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.291 80 >75% Grass cover, Good, HSG D 0.002 80 >75% Grass cover, Good, HSG D * 0.098 98 impervious 0.391 85 Weighted Average 0.293 80 74.94% Pervious Area 0.098 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 10S: PR3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.391 ac Runoff Volume=0.087 af Runoff Depth>2.68" Tc=12.0 min CN=80/98 1.43 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PR4 Runoff = 0.79 cfs @ 12.20 hrs, Volume= 0.048 af, Depth> 2.68" Routed to Reach 4R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.039 80 >75% Grass cover, Good, HSG D 0.122 80 >75% Grass cover, Good, HSG D * 0.054 98 impervious 0.215 85 Weighted Average 0.161 80 74.88% Pervious Area 0.054 98 25.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 11S: PR4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.215 ac Runoff Volume=0.048 af Runoff Depth>2.68" Tc=12.0 min CN=80/98 0.79 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR5 Runoff = 0.95 cfs @ 12.20 hrs, Volume= 0.059 af, Depth> 2.77" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description * 0.179 80 >75% Grass cover, Good, HSG D * 0.076 98 impervious 0.255 85 Weighted Average 0.179 80 70.20% Pervious Area 0.076 98 29.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 12S: PR5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.255 ac Runoff Volume=0.059 af Runoff Depth>2.77" Tc=12.0 min CN=80/98 0.95 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 34HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: PR7 Runoff = 0.68 cfs @ 12.20 hrs, Volume= 0.043 af, Depth> 3.05" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 13S: PR7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.169 ac Runoff Volume=0.043 af Runoff Depth>3.05" Tc=12.0 min CN=79/98 0.68 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 35HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR6 Runoff = 0.40 cfs @ 12.20 hrs, Volume= 0.025 af, Depth> 2.69" Routed to Reach 5R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 10-Year Rainfall=4.24" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.018 80 >75% Grass cover, Good, HSG D * 0.028 98 impervious 0.110 85 Weighted Average 0.082 80 74.55% Pervious Area 0.028 98 25.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 14S: PR6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10-Year Rainfall=4.24" Runoff Area=0.110 ac Runoff Volume=0.025 af Runoff Depth>2.69" Tc=12.0 min CN=80/98 0.40 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 36HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.256 ac, 25.04% Impervious, Inflow Depth > 1.65" for 10-Year event Inflow = 3.56 cfs @ 12.22 hrs, Volume= 0.310 af Outflow = 3.56 cfs @ 12.22 hrs, Volume= 0.310 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 3R: East Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=2.256 ac 3.56 cfs 3.56 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 37HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.639 ac, 33.18% Impervious, Inflow Depth > 2.81" for 10-Year event Inflow = 2.38 cfs @ 12.21 hrs, Volume= 0.150 af Outflow = 2.38 cfs @ 12.21 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 4R: South Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.639 ac 2.38 cfs 2.38 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 38HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.110 ac, 25.45% Impervious, Inflow Depth > 2.69" for 10-Year event Inflow = 0.40 cfs @ 12.20 hrs, Volume= 0.025 af Outflow = 0.40 cfs @ 12.20 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 5R: North West Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.110 ac 0.40 cfs 0.40 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 39HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: basin 2 Inflow Area = 1.237 ac, 25.06% Impervious, Inflow Depth > 2.68" for 10-Year event Inflow = 4.53 cfs @ 12.20 hrs, Volume= 0.276 af Outflow = 0.40 cfs @ 13.20 hrs, Volume= 0.113 af, Atten= 91%, Lag= 60.2 min Primary = 0.40 cfs @ 13.20 hrs, Volume= 0.113 af Routed to Pond 2P : basin 1 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 978.26' @ 13.20 hrs Surf.Area= 3,956 sf Storage= 8,092 cf Plug-Flow detention time= 255.7 min calculated for 0.113 af (41% of inflow) Center-of-Mass det. time= 159.7 min ( 948.1 - 788.4 ) Volume Invert Avail.Storage Storage Description #1 975.00' 20,115 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 975.00 1,930 0 0 976.00 2,100 2,015 2,015 978.00 3,050 5,150 7,165 980.00 9,900 12,950 20,115 Device Routing Invert Outlet Devices #1 Primary 971.00'12.0" Round Culvert L= 83.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 971.00' / 970.00' S= 0.0120 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 973.00'12.0" Round Culvert L= 128.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 973.00' / 971.00' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 978.50'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 977.90'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 979.00'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 40HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=0.40 cfs @ 13.20 hrs HW=978.26' TW=971.09' (Dynamic Tailwater) 1=Culvert (Passes 0.40 cfs of 8.64 cfs potential flow) 2=Culvert (Passes 0.40 cfs of 6.89 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.40 cfs @ 2.06 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.00' TW=0.00' (Dynamic Tailwater) 5=EOF ( Controls 0.00 cfs) Pond 1P: basin 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.237 ac Peak Elev=978.26' Storage=8,092 cf 4.53 cfs 0.40 cfs 0.40 cfs 0.00 cfs Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 41HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 1P: basin 2 Total Primary Secondary Stage-Discharge Discharge (cfs) 4035302520151050Elevation (feet)980 979 978 977 976 975 Orifice/Grate Orifice/Grate EOF Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 42HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: basin 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 975.00 1,930 0 975.05 1,938 97 975.10 1,947 194 975.15 1,955 291 975.20 1,964 389 975.25 1,973 488 975.30 1,981 587 975.35 1,990 686 975.40 1,998 786 975.45 2,007 886 975.50 2,015 986 975.55 2,023 1,087 975.60 2,032 1,189 975.65 2,040 1,290 975.70 2,049 1,393 975.75 2,058 1,495 975.80 2,066 1,598 975.85 2,075 1,702 975.90 2,083 1,806 975.95 2,092 1,910 976.00 2,100 2,015 976.05 2,124 2,121 976.10 2,148 2,227 976.15 2,171 2,335 976.20 2,195 2,445 976.25 2,219 2,555 976.30 2,242 2,666 976.35 2,266 2,779 976.40 2,290 2,893 976.45 2,314 3,008 976.50 2,338 3,124 976.55 2,361 3,242 976.60 2,385 3,361 976.65 2,409 3,480 976.70 2,433 3,601 976.75 2,456 3,724 976.80 2,480 3,847 976.85 2,504 3,972 976.90 2,527 4,097 976.95 2,551 4,224 977.00 2,575 4,353 977.05 2,599 4,482 977.10 2,623 4,612 977.15 2,646 4,744 977.20 2,670 4,877 977.25 2,694 5,011 977.30 2,717 5,146 977.35 2,741 5,283 977.40 2,765 5,420 977.45 2,789 5,559 977.50 2,813 5,699 977.55 2,836 5,841 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.60 2,860 5,983 977.65 2,884 6,127 977.70 2,908 6,271 977.75 2,931 6,417 977.80 2,955 6,564 977.85 2,979 6,713 977.90 3,002 6,862 977.95 3,026 7,013 978.00 3,050 7,165 978.05 3,221 7,322 978.10 3,393 7,487 978.15 3,564 7,661 978.20 3,735 7,844 978.25 3,906 8,035 978.30 4,077 8,234 978.35 4,249 8,442 978.40 4,420 8,659 978.45 4,591 8,884 978.50 4,763 9,118 978.55 4,934 9,361 978.60 5,105 9,612 978.65 5,276 9,871 978.70 5,448 10,139 978.75 5,619 10,416 978.80 5,790 10,701 978.85 5,961 10,995 978.90 6,132 11,297 978.95 6,304 11,608 979.00 6,475 11,928 979.05 6,646 12,256 979.10 6,818 12,592 979.15 6,989 12,937 979.20 7,160 13,291 979.25 7,331 13,653 979.30 7,502 14,024 979.35 7,674 14,404 979.40 7,845 14,791 979.45 8,016 15,188 979.50 8,188 15,593 979.55 8,359 16,007 979.60 8,530 16,429 979.65 8,701 16,860 979.70 8,873 17,299 979.75 9,044 17,747 979.80 9,215 18,203 979.85 9,386 18,669 979.90 9,557 19,142 979.95 9,729 19,624 980.00 9,900 20,115 Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 43HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: basin 1 Inflow Area = 1.865 ac, 25.04% Impervious, Inflow Depth > 1.63" for 10-Year event Inflow = 2.30 cfs @ 12.20 hrs, Volume= 0.253 af Outflow = 2.18 cfs @ 12.23 hrs, Volume= 0.222 af, Atten= 5%, Lag= 2.1 min Primary = 2.18 cfs @ 12.23 hrs, Volume= 0.222 af Routed to Reach 3R : East Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 971.21' @ 12.23 hrs Surf.Area= 1,841 sf Storage= 1,712 cf Plug-Flow detention time= 85.0 min calculated for 0.222 af (88% of inflow) Center-of-Mass det. time= 31.6 min ( 891.3 - 859.7 ) Volume Invert Avail.Storage Storage Description #1 970.00' 3,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 970.00 870 0 0 971.00 1,800 1,335 1,335 972.00 2,000 1,900 3,235 Device Routing Invert Outlet Devices #1 Primary 967.62'12.0" Round Culvert L= 9.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 967.62' / 967.60' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 971.00'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 971.50'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.16 cfs @ 12.23 hrs HW=971.21' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 2.16 cfs of 8.30 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.16 cfs @ 1.48 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=970.00' TW=0.00' (Dynamic Tailwater) 3=EOF ( Controls 0.00 cfs) Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 44HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 2P: basin 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.865 ac Peak Elev=971.21' Storage=1,712 cf 2.30 cfs 2.18 cfs 2.18 cfs 0.00 cfs Pond 2P: basin 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)972 971 970 Orifice/Grate EOF Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 45HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.00 870 0 970.02 889 18 970.04 907 36 970.06 926 54 970.08 944 73 970.10 963 92 970.12 982 111 970.14 1,000 131 970.16 1,019 151 970.18 1,037 172 970.20 1,056 193 970.22 1,075 214 970.24 1,093 236 970.26 1,112 258 970.28 1,130 280 970.30 1,149 303 970.32 1,168 326 970.34 1,186 350 970.36 1,205 373 970.38 1,223 398 970.40 1,242 422 970.42 1,261 447 970.44 1,279 473 970.46 1,298 499 970.48 1,316 525 970.50 1,335 551 970.52 1,354 578 970.54 1,372 605 970.56 1,391 633 970.58 1,409 661 970.60 1,428 689 970.62 1,447 718 970.64 1,465 747 970.66 1,484 777 970.68 1,502 807 970.70 1,521 837 970.72 1,540 867 970.74 1,558 898 970.76 1,577 930 970.78 1,595 962 970.80 1,614 994 970.82 1,633 1,026 970.84 1,651 1,059 970.86 1,670 1,092 970.88 1,688 1,126 970.90 1,707 1,160 970.92 1,726 1,194 970.94 1,744 1,229 970.96 1,763 1,264 970.98 1,781 1,299 971.00 1,800 1,335 971.02 1,804 1,371 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.04 1,808 1,407 971.06 1,812 1,443 971.08 1,816 1,480 971.10 1,820 1,516 971.12 1,824 1,552 971.14 1,828 1,589 971.16 1,832 1,626 971.18 1,836 1,662 971.20 1,840 1,699 971.22 1,844 1,736 971.24 1,848 1,773 971.26 1,852 1,810 971.28 1,856 1,847 971.30 1,860 1,884 971.32 1,864 1,921 971.34 1,868 1,959 971.36 1,872 1,996 971.38 1,876 2,033 971.40 1,880 2,071 971.42 1,884 2,109 971.44 1,888 2,146 971.46 1,892 2,184 971.48 1,896 2,222 971.50 1,900 2,260 971.52 1,904 2,298 971.54 1,908 2,336 971.56 1,912 2,374 971.58 1,916 2,413 971.60 1,920 2,451 971.62 1,924 2,489 971.64 1,928 2,528 971.66 1,932 2,567 971.68 1,936 2,605 971.70 1,940 2,644 971.72 1,944 2,683 971.74 1,948 2,722 971.76 1,952 2,761 971.78 1,956 2,800 971.80 1,960 2,839 971.82 1,964 2,878 971.84 1,968 2,918 971.86 1,972 2,957 971.88 1,976 2,996 971.90 1,980 3,036 971.92 1,984 3,076 971.94 1,988 3,115 971.96 1,992 3,155 971.98 1,996 3,195 972.00 2,000 3,235 Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 46HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 15P: CB1 Inflow Area = 0.424 ac, 37.26% Impervious, Inflow Depth > 2.88" for 10-Year event Inflow = 1.63 cfs @ 12.20 hrs, Volume= 0.102 af Outflow = 1.60 cfs @ 12.22 hrs, Volume= 0.102 af, Atten= 2%, Lag= 1.3 min Primary = 1.60 cfs @ 12.22 hrs, Volume= 0.102 af Routed to Reach 4R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 4R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.77' @ 12.22 hrs Surf.Area= 1,125 sf Storage= 120 cf Plug-Flow detention time= 1.6 min calculated for 0.102 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 782.0 - 780.5 ) Volume Invert Avail.Storage Storage Description #1 982.60' 112,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 982.60 300 0 0 984.00 7,150 5,215 5,215 999.00 7,150 107,250 112,465 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.59 cfs @ 12.22 hrs HW=982.77' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.59 cfs @ 1.34 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 47HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 15P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.424 ac Peak Elev=982.77' Storage=120 cf 1.63 cfs 1.60 cfs 1.60 cfs 0.00 cfs Pond 15P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 12,00010,0008,0006,0004,0002,0000Elevation (feet)999 998 997 996 995 994 993 992 991 990 989 988 987 986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir Waterview_Proposed_20240613 MSE 24-hr 3 10-Year Rainfall=4.24"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 48HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 15P: CB1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 982.60 300 0 982.80 1,279 158 983.00 2,257 511 983.20 3,236 1,061 983.40 4,214 1,806 983.60 5,193 2,746 983.80 6,171 3,883 984.00 7,150 5,215 984.20 7,150 6,645 984.40 7,150 8,075 984.60 7,150 9,505 984.80 7,150 10,935 985.00 7,150 12,365 985.20 7,150 13,795 985.40 7,150 15,225 985.60 7,150 16,655 985.80 7,150 18,085 986.00 7,150 19,515 986.20 7,150 20,945 986.40 7,150 22,375 986.60 7,150 23,805 986.80 7,150 25,235 987.00 7,150 26,665 987.20 7,150 28,095 987.40 7,150 29,525 987.60 7,150 30,955 987.80 7,150 32,385 988.00 7,150 33,815 988.20 7,150 35,245 988.40 7,150 36,675 988.60 7,150 38,105 988.80 7,150 39,535 989.00 7,150 40,965 989.20 7,150 42,395 989.40 7,150 43,825 989.60 7,150 45,255 989.80 7,150 46,685 990.00 7,150 48,115 990.20 7,150 49,545 990.40 7,150 50,975 990.60 7,150 52,405 990.80 7,150 53,835 991.00 7,150 55,265 991.20 7,150 56,695 991.40 7,150 58,125 991.60 7,150 59,555 991.80 7,150 60,985 992.00 7,150 62,415 992.20 7,150 63,845 992.40 7,150 65,275 992.60 7,150 66,705 992.80 7,150 68,135 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 993.00 7,150 69,565 993.20 7,150 70,995 993.40 7,150 72,425 993.60 7,150 73,855 993.80 7,150 75,285 994.00 7,150 76,715 994.20 7,150 78,145 994.40 7,150 79,575 994.60 7,150 81,005 994.80 7,150 82,435 995.00 7,150 83,865 995.20 7,150 85,295 995.40 7,150 86,725 995.60 7,150 88,155 995.80 7,150 89,585 996.00 7,150 91,015 996.20 7,150 92,445 996.40 7,150 93,875 996.60 7,150 95,305 996.80 7,150 96,735 997.00 7,150 98,165 997.20 7,150 99,595 997.40 7,150 101,025 997.60 7,150 102,455 997.80 7,150 103,885 998.00 7,150 105,315 998.20 7,150 106,745 998.40 7,150 108,175 998.60 7,150 109,605 998.80 7,150 111,035 999.00 7,150 112,465 Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 49HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points x 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.628 ac 25.00% Impervious Runoff Depth>5.49"Subcatchment 3S: PR1 Tc=12.0 min CN=80/98 Runoff=4.65 cfs 0.287 af Runoff Area=1.237 ac 25.06% Impervious Runoff Depth>5.49"Subcatchment 4S: PR2 Tc=12.0 min CN=80/98 Runoff=9.17 cfs 0.566 af Runoff Area=0.391 ac 25.06% Impervious Runoff Depth>5.49"Subcatchment 10S: PR3 Tc=12.0 min CN=80/98 Runoff=2.90 cfs 0.179 af Runoff Area=0.215 ac 25.12% Impervious Runoff Depth>5.49"Subcatchment 11S: PR4 Tc=12.0 min CN=80/98 Runoff=1.59 cfs 0.098 af Runoff Area=0.255 ac 29.80% Impervious Runoff Depth>5.59"Subcatchment 12S: PR5 Tc=12.0 min CN=80/98 Runoff=1.91 cfs 0.119 af Runoff Area=0.169 ac 48.52% Impervious Runoff Depth>5.92"Subcatchment 13S: PR7 Tc=12.0 min CN=79/98 Runoff=1.31 cfs 0.083 af Runoff Area=0.110 ac 25.45% Impervious Runoff Depth>5.50"Subcatchment 14S: PR6 Tc=12.0 min CN=80/98 Runoff=0.82 cfs 0.050 af Inflow=11.19 cfs 0.836 afReach 3R: East Outflow=11.19 cfs 0.836 af Inflow=4.71 cfs 0.301 afReach 4R: South Outflow=4.71 cfs 0.301 af Inflow=0.82 cfs 0.050 afReach 5R: North West Outflow=0.82 cfs 0.050 af Peak Elev=978.85' Storage=10,969 cf Inflow=9.17 cfs 0.566 afPond 1P: basin 2 Primary=6.01 cfs 0.401 af Secondary=0.00 cfs 0.000 af Outflow=6.01 cfs 0.401 af Peak Elev=971.55' Storage=2,347 cf Inflow=9.34 cfs 0.688 afPond 2P: basin 1 Primary=8.75 cfs 0.656 af Secondary=0.24 cfs 0.001 af Outflow=8.99 cfs 0.657 af Peak Elev=982.86' Storage=250 cf Inflow=3.22 cfs 0.202 afPond 15P: CB1 Primary=3.14 cfs 0.202 af Secondary=0.00 cfs 0.000 af Outflow=3.14 cfs 0.202 af Total Runoff Area = 3.005 ac Runoff Volume = 1.384 af Average Runoff Depth = 5.53" 73.21% Pervious = 2.200 ac 26.79% Impervious = 0.805 ac Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 50HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: PR1 Runoff = 4.65 cfs @ 12.20 hrs, Volume= 0.287 af, Depth> 5.49" Routed to Pond 2P : basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.471 80 >75% Grass cover, Good, HSG D * 0.157 98 impervious 0.628 85 Weighted Average 0.471 80 75.00% Pervious Area 0.157 98 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: PR1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.628 ac Runoff Volume=0.287 af Runoff Depth>5.49" Tc=12.0 min CN=80/98 4.65 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 51HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PR2 Runoff = 9.17 cfs @ 12.20 hrs, Volume= 0.566 af, Depth> 5.49" Routed to Pond 1P : basin 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.787 80 >75% Grass cover, Good, HSG D 0.140 80 >75% Grass cover, Good, HSG D * 0.310 98 impervious 1.237 85 Weighted Average 0.927 80 74.94% Pervious Area 0.310 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=1.237 ac Runoff Volume=0.566 af Runoff Depth>5.49" Tc=12.0 min CN=80/98 9.17 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 52HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PR3 Runoff = 2.90 cfs @ 12.20 hrs, Volume= 0.179 af, Depth> 5.49" Routed to Reach 3R : East Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.291 80 >75% Grass cover, Good, HSG D 0.002 80 >75% Grass cover, Good, HSG D * 0.098 98 impervious 0.391 85 Weighted Average 0.293 80 74.94% Pervious Area 0.098 98 25.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 10S: PR3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.391 ac Runoff Volume=0.179 af Runoff Depth>5.49" Tc=12.0 min CN=80/98 2.90 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 53HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PR4 Runoff = 1.59 cfs @ 12.20 hrs, Volume= 0.098 af, Depth> 5.49" Routed to Reach 4R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.039 80 >75% Grass cover, Good, HSG D 0.122 80 >75% Grass cover, Good, HSG D * 0.054 98 impervious 0.215 85 Weighted Average 0.161 80 74.88% Pervious Area 0.054 98 25.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 11S: PR4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.215 ac Runoff Volume=0.098 af Runoff Depth>5.49" Tc=12.0 min CN=80/98 1.59 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 54HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: PR5 Runoff = 1.91 cfs @ 12.20 hrs, Volume= 0.119 af, Depth> 5.59" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description * 0.179 80 >75% Grass cover, Good, HSG D * 0.076 98 impervious 0.255 85 Weighted Average 0.179 80 70.20% Pervious Area 0.076 98 29.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 12S: PR5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.255 ac Runoff Volume=0.119 af Runoff Depth>5.59" Tc=12.0 min CN=80/98 1.91 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 55HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: PR7 Runoff = 1.31 cfs @ 12.19 hrs, Volume= 0.083 af, Depth> 5.92" Routed to Pond 15P : CB1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.087 79 Woods/grass comb., Good, HSG D * 0.082 98 impervious 0.169 88 Weighted Average 0.087 79 51.48% Pervious Area 0.082 98 48.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 13S: PR7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.169 ac Runoff Volume=0.083 af Runoff Depth>5.92" Tc=12.0 min CN=79/98 1.31 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 56HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: PR6 Runoff = 0.82 cfs @ 12.20 hrs, Volume= 0.050 af, Depth> 5.50" Routed to Reach 5R : North West Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.03 hrs MSE 24-hr 3 100-Year Rainfall=7.30" Area (ac) CN Description 0.064 80 >75% Grass cover, Good, HSG D 0.018 80 >75% Grass cover, Good, HSG D * 0.028 98 impervious 0.110 85 Weighted Average 0.082 80 74.55% Pervious Area 0.028 98 25.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 14S: PR6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100-Year Rainfall=7.30" Runoff Area=0.110 ac Runoff Volume=0.050 af Runoff Depth>5.50" Tc=12.0 min CN=80/98 0.82 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 57HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: East [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.256 ac, 25.04% Impervious, Inflow Depth > 4.45" for 100-Year event Inflow = 11.19 cfs @ 12.28 hrs, Volume= 0.836 af Outflow = 11.19 cfs @ 12.28 hrs, Volume= 0.836 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 3R: East Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.256 ac 11.19 cfs 11.19 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 58HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.639 ac, 33.18% Impervious, Inflow Depth > 5.65" for 100-Year event Inflow = 4.71 cfs @ 12.21 hrs, Volume= 0.301 af Outflow = 4.71 cfs @ 12.21 hrs, Volume= 0.301 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 4R: South Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.639 ac 4.71 cfs 4.71 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 59HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: North West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.110 ac, 25.45% Impervious, Inflow Depth > 5.50" for 100-Year event Inflow = 0.82 cfs @ 12.20 hrs, Volume= 0.050 af Outflow = 0.82 cfs @ 12.20 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Reach 5R: North West Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.110 ac 0.82 cfs 0.82 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 60HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: basin 2 Inflow Area = 1.237 ac, 25.06% Impervious, Inflow Depth > 5.49" for 100-Year event Inflow = 9.17 cfs @ 12.20 hrs, Volume= 0.566 af Outflow = 6.01 cfs @ 12.31 hrs, Volume= 0.401 af, Atten= 34%, Lag= 6.9 min Primary = 6.01 cfs @ 12.31 hrs, Volume= 0.401 af Routed to Pond 2P : basin 1 Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 978.85' @ 12.31 hrs Surf.Area= 5,946 sf Storage= 10,969 cf Plug-Flow detention time= 141.3 min calculated for 0.400 af (71% of inflow) Center-of-Mass det. time= 72.4 min ( 850.8 - 778.4 ) Volume Invert Avail.Storage Storage Description #1 975.00' 20,115 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 975.00 1,930 0 0 976.00 2,100 2,015 2,015 978.00 3,050 5,150 7,165 980.00 9,900 12,950 20,115 Device Routing Invert Outlet Devices #1 Primary 971.00'12.0" Round Culvert L= 83.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 971.00' / 970.00' S= 0.0120 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 973.00'12.0" Round Culvert L= 128.7' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 973.00' / 971.00' S= 0.0155 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #3 Device 2 978.50'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 977.90'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 979.00'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 61HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=5.96 cfs @ 12.31 hrs HW=978.84' TW=971.54' (Dynamic Tailwater) 1=Culvert (Passes 5.96 cfs of 8.71 cfs potential flow) 2=Culvert (Passes 5.96 cfs of 7.20 cfs potential flow) 3=Orifice/Grate (Weir Controls 4.65 cfs @ 1.92 fps) 4=Orifice/Grate (Orifice Controls 1.31 cfs @ 3.76 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=975.00' TW=0.00' (Dynamic Tailwater) 5=EOF ( Controls 0.00 cfs) Pond 1P: basin 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.237 ac Peak Elev=978.85' Storage=10,969 cf 9.17 cfs 6.01 cfs 6.01 cfs 0.00 cfs Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 62HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 1P: basin 2 Total Primary Secondary Stage-Discharge Discharge (cfs) 4035302520151050Elevation (feet)980 979 978 977 976 975 Orifice/Grate Orifice/Grate EOF Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 63HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: basin 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 975.00 1,930 0 975.05 1,938 97 975.10 1,947 194 975.15 1,955 291 975.20 1,964 389 975.25 1,973 488 975.30 1,981 587 975.35 1,990 686 975.40 1,998 786 975.45 2,007 886 975.50 2,015 986 975.55 2,023 1,087 975.60 2,032 1,189 975.65 2,040 1,290 975.70 2,049 1,393 975.75 2,058 1,495 975.80 2,066 1,598 975.85 2,075 1,702 975.90 2,083 1,806 975.95 2,092 1,910 976.00 2,100 2,015 976.05 2,124 2,121 976.10 2,148 2,227 976.15 2,171 2,335 976.20 2,195 2,445 976.25 2,219 2,555 976.30 2,242 2,666 976.35 2,266 2,779 976.40 2,290 2,893 976.45 2,314 3,008 976.50 2,338 3,124 976.55 2,361 3,242 976.60 2,385 3,361 976.65 2,409 3,480 976.70 2,433 3,601 976.75 2,456 3,724 976.80 2,480 3,847 976.85 2,504 3,972 976.90 2,527 4,097 976.95 2,551 4,224 977.00 2,575 4,353 977.05 2,599 4,482 977.10 2,623 4,612 977.15 2,646 4,744 977.20 2,670 4,877 977.25 2,694 5,011 977.30 2,717 5,146 977.35 2,741 5,283 977.40 2,765 5,420 977.45 2,789 5,559 977.50 2,813 5,699 977.55 2,836 5,841 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 977.60 2,860 5,983 977.65 2,884 6,127 977.70 2,908 6,271 977.75 2,931 6,417 977.80 2,955 6,564 977.85 2,979 6,713 977.90 3,002 6,862 977.95 3,026 7,013 978.00 3,050 7,165 978.05 3,221 7,322 978.10 3,393 7,487 978.15 3,564 7,661 978.20 3,735 7,844 978.25 3,906 8,035 978.30 4,077 8,234 978.35 4,249 8,442 978.40 4,420 8,659 978.45 4,591 8,884 978.50 4,763 9,118 978.55 4,934 9,361 978.60 5,105 9,612 978.65 5,276 9,871 978.70 5,448 10,139 978.75 5,619 10,416 978.80 5,790 10,701 978.85 5,961 10,995 978.90 6,132 11,297 978.95 6,304 11,608 979.00 6,475 11,928 979.05 6,646 12,256 979.10 6,818 12,592 979.15 6,989 12,937 979.20 7,160 13,291 979.25 7,331 13,653 979.30 7,502 14,024 979.35 7,674 14,404 979.40 7,845 14,791 979.45 8,016 15,188 979.50 8,188 15,593 979.55 8,359 16,007 979.60 8,530 16,429 979.65 8,701 16,860 979.70 8,873 17,299 979.75 9,044 17,747 979.80 9,215 18,203 979.85 9,386 18,669 979.90 9,557 19,142 979.95 9,729 19,624 980.00 9,900 20,115 Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 64HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 2P: basin 1 Inflow Area = 1.865 ac, 25.04% Impervious, Inflow Depth > 4.43" for 100-Year event Inflow = 9.34 cfs @ 12.28 hrs, Volume= 0.688 af Outflow = 8.99 cfs @ 12.31 hrs, Volume= 0.657 af, Atten= 4%, Lag= 1.9 min Primary = 8.75 cfs @ 12.31 hrs, Volume= 0.656 af Routed to Reach 3R : East Secondary = 0.24 cfs @ 12.31 hrs, Volume= 0.001 af Routed to Reach 3R : East Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 971.55' @ 12.31 hrs Surf.Area= 1,909 sf Storage= 2,347 cf Plug-Flow detention time= 37.2 min calculated for 0.657 af (95% of inflow) Center-of-Mass det. time= 14.1 min ( 834.7 - 820.6 ) Volume Invert Avail.Storage Storage Description #1 970.00' 3,235 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 970.00 870 0 0 971.00 1,800 1,335 1,335 972.00 2,000 1,900 3,235 Device Routing Invert Outlet Devices #1 Primary 967.62'12.0" Round Culvert L= 9.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 967.62' / 967.60' S= 0.0022 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 971.00'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 971.50'10.0' long + 4.0 '/' SideZ x 3.0' breadth EOF Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=8.75 cfs @ 12.31 hrs HW=971.54' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.75 cfs @ 11.14 fps) 2=Orifice/Grate (Passes 8.75 cfs of 9.26 cfs potential flow) Secondary OutFlow Max=0.22 cfs @ 12.31 hrs HW=971.54' TW=0.00' (Dynamic Tailwater) 3=EOF (Weir Controls 0.22 cfs @ 0.51 fps) Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 65HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 2P: basin 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.865 ac Peak Elev=971.55' Storage=2,347 cf 9.34 cfs 8.99 cfs 8.75 cfs 0.24 cfs Pond 2P: basin 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)972 971 970 Orifice/Grate EOF Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 66HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 970.00 870 0 970.02 889 18 970.04 907 36 970.06 926 54 970.08 944 73 970.10 963 92 970.12 982 111 970.14 1,000 131 970.16 1,019 151 970.18 1,037 172 970.20 1,056 193 970.22 1,075 214 970.24 1,093 236 970.26 1,112 258 970.28 1,130 280 970.30 1,149 303 970.32 1,168 326 970.34 1,186 350 970.36 1,205 373 970.38 1,223 398 970.40 1,242 422 970.42 1,261 447 970.44 1,279 473 970.46 1,298 499 970.48 1,316 525 970.50 1,335 551 970.52 1,354 578 970.54 1,372 605 970.56 1,391 633 970.58 1,409 661 970.60 1,428 689 970.62 1,447 718 970.64 1,465 747 970.66 1,484 777 970.68 1,502 807 970.70 1,521 837 970.72 1,540 867 970.74 1,558 898 970.76 1,577 930 970.78 1,595 962 970.80 1,614 994 970.82 1,633 1,026 970.84 1,651 1,059 970.86 1,670 1,092 970.88 1,688 1,126 970.90 1,707 1,160 970.92 1,726 1,194 970.94 1,744 1,229 970.96 1,763 1,264 970.98 1,781 1,299 971.00 1,800 1,335 971.02 1,804 1,371 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 971.04 1,808 1,407 971.06 1,812 1,443 971.08 1,816 1,480 971.10 1,820 1,516 971.12 1,824 1,552 971.14 1,828 1,589 971.16 1,832 1,626 971.18 1,836 1,662 971.20 1,840 1,699 971.22 1,844 1,736 971.24 1,848 1,773 971.26 1,852 1,810 971.28 1,856 1,847 971.30 1,860 1,884 971.32 1,864 1,921 971.34 1,868 1,959 971.36 1,872 1,996 971.38 1,876 2,033 971.40 1,880 2,071 971.42 1,884 2,109 971.44 1,888 2,146 971.46 1,892 2,184 971.48 1,896 2,222 971.50 1,900 2,260 971.52 1,904 2,298 971.54 1,908 2,336 971.56 1,912 2,374 971.58 1,916 2,413 971.60 1,920 2,451 971.62 1,924 2,489 971.64 1,928 2,528 971.66 1,932 2,567 971.68 1,936 2,605 971.70 1,940 2,644 971.72 1,944 2,683 971.74 1,948 2,722 971.76 1,952 2,761 971.78 1,956 2,800 971.80 1,960 2,839 971.82 1,964 2,878 971.84 1,968 2,918 971.86 1,972 2,957 971.88 1,976 2,996 971.90 1,980 3,036 971.92 1,984 3,076 971.94 1,988 3,115 971.96 1,992 3,155 971.98 1,996 3,195 972.00 2,000 3,235 Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 67HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 15P: CB1 Inflow Area = 0.424 ac, 37.26% Impervious, Inflow Depth > 5.72" for 100-Year event Inflow = 3.22 cfs @ 12.20 hrs, Volume= 0.202 af Outflow = 3.14 cfs @ 12.22 hrs, Volume= 0.202 af, Atten= 2%, Lag= 1.4 min Primary = 3.14 cfs @ 12.22 hrs, Volume= 0.202 af Routed to Reach 4R : South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 4R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs / 2 Peak Elev= 982.86' @ 12.22 hrs Surf.Area= 1,592 sf Storage= 250 cf Plug-Flow detention time= 1.5 min calculated for 0.202 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 773.4 - 772.1 ) Volume Invert Avail.Storage Storage Description #1 982.60' 112,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 982.60 300 0 0 984.00 7,150 5,215 5,215 999.00 7,150 107,250 112,465 Device Routing Invert Outlet Devices #1 Primary 982.60'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 984.00'20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.11 cfs @ 12.22 hrs HW=982.86' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 3.11 cfs @ 1.68 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=982.60' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 68HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pond 15P: CB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.424 ac Peak Elev=982.86' Storage=250 cf 3.22 cfs 3.14 cfs 3.14 cfs 0.00 cfs Pond 15P: CB1 Total Primary Secondary Stage-Discharge Discharge (cfs) 12,00010,0008,0006,0004,0002,0000Elevation (feet)999 998 997 996 995 994 993 992 991 990 989 988 987 986 985 984 983 Orifice/Grate Broad-Crested Rectangular Weir Waterview_Proposed_20240613 MSE 24-hr 3 100-Year Rainfall=7.30"Headla_20240605 Printed 6/13/2024Prepared by {enter your company name here} Page 69HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 15P: CB1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 982.60 300 0 982.80 1,279 158 983.00 2,257 511 983.20 3,236 1,061 983.40 4,214 1,806 983.60 5,193 2,746 983.80 6,171 3,883 984.00 7,150 5,215 984.20 7,150 6,645 984.40 7,150 8,075 984.60 7,150 9,505 984.80 7,150 10,935 985.00 7,150 12,365 985.20 7,150 13,795 985.40 7,150 15,225 985.60 7,150 16,655 985.80 7,150 18,085 986.00 7,150 19,515 986.20 7,150 20,945 986.40 7,150 22,375 986.60 7,150 23,805 986.80 7,150 25,235 987.00 7,150 26,665 987.20 7,150 28,095 987.40 7,150 29,525 987.60 7,150 30,955 987.80 7,150 32,385 988.00 7,150 33,815 988.20 7,150 35,245 988.40 7,150 36,675 988.60 7,150 38,105 988.80 7,150 39,535 989.00 7,150 40,965 989.20 7,150 42,395 989.40 7,150 43,825 989.60 7,150 45,255 989.80 7,150 46,685 990.00 7,150 48,115 990.20 7,150 49,545 990.40 7,150 50,975 990.60 7,150 52,405 990.80 7,150 53,835 991.00 7,150 55,265 991.20 7,150 56,695 991.40 7,150 58,125 991.60 7,150 59,555 991.80 7,150 60,985 992.00 7,150 62,415 992.20 7,150 63,845 992.40 7,150 65,275 992.60 7,150 66,705 992.80 7,150 68,135 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 993.00 7,150 69,565 993.20 7,150 70,995 993.40 7,150 72,425 993.60 7,150 73,855 993.80 7,150 75,285 994.00 7,150 76,715 994.20 7,150 78,145 994.40 7,150 79,575 994.60 7,150 81,005 994.80 7,150 82,435 995.00 7,150 83,865 995.20 7,150 85,295 995.40 7,150 86,725 995.60 7,150 88,155 995.80 7,150 89,585 996.00 7,150 91,015 996.20 7,150 92,445 996.40 7,150 93,875 996.60 7,150 95,305 996.80 7,150 96,735 997.00 7,150 98,165 997.20 7,150 99,595 997.40 7,150 101,025 997.60 7,150 102,455 997.80 7,150 103,885 998.00 7,150 105,315 998.20 7,150 106,745 998.40 7,150 108,175 998.60 7,150 109,605 998.80 7,150 111,035 999.00 7,150 112,465 Waterview Stormwater Management Plan Appendix E June 2024 www.ae2s.com Appendix E: Outlet Control Structure Details