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1969 Rutgers University Blvd, Suite 102 Lakewood NJ 08701 Phone: 732.962.9720

Stormwater Management Report

South Hope Chapel Rd. Subdivision Jackson Township Ocean County, New Jersey Block 20701, Lots 12, 13 and 14 August 4, 2025 Revised December 19, 2025

Project #23184

Digitally signed by Yosef Portnoy Date: 2026.03.02 15:51:42-05'00'

Prepared by: Yosef Portnoy, P.E., P.P., C.M.E., C.F.M. N.J.P.E. License # GE53583

Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

Table of Contents

Introduction.....1 ○ Existing Conditions .....1 ○ Proposed Development .....1 ○ Soils .....1 Stormwater Analysis .....2 ○ Existing Hydrology .....2 ○ Proposed Hydrology .....5 ○ Storm Sewer Design .....9 Compliance.....9 ○ Water Quality .....9 ○ Water Quantity .....10 ○ Groundwater Recharge .....11 ○ Green Infrastructure .....11 ○ Groundwater Mounding Analysis .....13 ○ Soil Erosion and Sediment Control .....14 ○ New Jersey Pineland Commission Specific Requirements .....15 County ROW Improvements .....20 Conclusion .....20 Appendix A – Maps .....1 Appendix B – Existing Conditions Analysis .....2 Appendix C – Proposed Conditions Analysis .....3 Appendix D – Failure Analysis .....4 Appendix E – Water Quality Analysis .....5 Appendix F – County ROW Improvements .....6 Appendix G – Groundwater Mounding Analysis .....7 Appendix H – Pipe System Calculations .....8 Appendix I – Conduit Outlet Protection .....9 Appendix J – Drainage Area Maps .....10

Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

Introduction

This report has been prepared in support of a proposed residential subdivision in Jackson Township, Ocean County, New Jersey. The report has been prepared in accordance with the requirements of the Stormwater Management Rules at N.J.A.C. 7:8, local ordinances, and current industry standards.

Project Location

Existing Conditions

The site fronts South Hope Chapel Rd. The front half of the site contains 3 single family houses, driveways and accessory structures. The remainder of the site is wooded. The east portion of the site drains towards South Hope Chapel Rd. A portion of the South drains towards the neighboring property along the South property line. A small portion of the site drains towards the neighboring property along the East property line. The remainder of the site drains West to the wetlands located in the rear of the site.

Proposed Development

The applicant proposes to develop the site with a cul-de-sac and 11 lot subdivision. For details of the proposed design refer to the Preliminary and Final Major Subdivision plan.

Soils

Per the NRCS Web Soil Survey the project site and tributary drainage areas consist of the following soils:

A geotechnical investigation was performed by Colliers Engineering & Design. The results of the investigation can be found in the following reports

• Preliminary Infiltration Evaluation Report, Major Subdivision South Hope Chapel Road, Block 20701, Lots 12, 13 & 14, Jackson Township, Ocean County, New Jersey, dated December 21, 2023.
• Supplemental Infiltration Evaluation Report, Major Subdivision South Hope Chapel Road, Block 20701, Lots 12, 13 & 14, Jackson Township, Ocean County, New Jersey, dated February 14, 2025.

A deep soil boring was performed by S & F PC to find the thickness of the saturated zone. The results of the investigation can be found in the following report

• Deep Boring Report, Proposed Development, 198-210 S Hope Chapel Road (Block 20701; Lots 12, 13, & 14), Jackson, New Jersey 08527, dated September 24, 2025

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

Stormwater Analysis

In support of the proposed development, the existing and proposed hydrology was modeled using HydroCAD software. The drainage areas were delineated based on their hydrological and hydraulic characteristics. The maximum sheet flow time of concentrations are based on McCuen-Spiess criteria.

MODELING CRITERIA

Method: TR-55

Unit Hydrograph: Delmarva

Storm Distribution: D

Rainfall Source: NOAA Atlas 14

2-year Rainfall: 3.42 in.

10-year Rainfall: 5.33 in.

25-year Rainfall: 6.68 in.

100-year Rainfall: 9.20 in.

The rainfall has been adjusted to account for current and future precipitation adjustment factors as required by NJAC 7:8-5.7(c)/(d)

Existing Hydrology

The existing site runs off untreated and unretained to the adjoining properties and road. The existing points of analysis, drainage areas, and results are summarized in the tables below.

Existing Network Diagram

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The results of the existing conditions analysis are contained in the Appendix and summarized below: POA-1

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POA-2

POA-3

POA-4

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

Proposed Hydrology

The site is proposed to contain a 11 lot subdivision. 9 of the lots will contain single family houses and associated driveways. One of the lots will contain a multifamily house with associated parking lot. The final lot will contain a stormwater basin. The stormwater runoff generated by the developed area will be collected and treated through proposed porous pavement, bioretention basins and infiltration basins. The front half of the site includes 4 single family lots, one multifamily lot and the front portion of the road. This portion will be treated first through bioretention basin 1 and then routed to subsurface infiltration basin 1. The back north portion of the site, which contains 2 single family lots, a basin lot and half of the back portion of the road, will be treated first through bioretention basin 2 and porous pavement 2, and then routed to infiltration basin 2. The back south portion of the site, which contains 3 single family lots and half of the back portion of the road, will be treated first through bioretention basin 3 and porous pavement 3, and then routed to infiltration basin 3.

The proposed points of analysis and drainage areas are summarized in the tables below.

Proposed Network Diagram

Proposed Conditions

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The proposed drainage areas are summarized in the tables below.

Proposed Stormwater Management Design

The site will contain 11 residential lots with a cul-de-sac going through the site. 9 single family lots, 1 multifamily lot and 1 basin lot. The site is split into three drainage areas with associated basins. Each area will first be treated through a bioretention basin or porous pavement with an underdrain, and then an infiltration basin.

All the proposed porous pavement areas and bioretention basin areas have been designed to provide water quality treatment and to attenuate the rate of stormwater runoff. The porous pavement areas have been sized to comply with the 3:1 ratio of drainage area to porous pavement area.

Small- scale bioretention basin 1 has been proposed for the front half of the site to provide water quality treatment. Small-scale infiltration basin 1 has been proposed to provide water quantity control and groundwater recharge for the front half of the site. The proposed basins have been modeled in HydroCAD. The table below summarizes the results of the analysis.

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Small- scale bioretention basin 2 and porous pavement 2 has been proposed for the back north portion of the site to provide water quality treatment. The road area will be treated through the proposed porous pavement 2. The lawn area will be treated through bioretention basin 2. The runoff will then be routed via underdrains to small-scale infiltration basin 2, which has been proposed to provide water quantity control and groundwater recharge for the back north portion of the site. The proposed basins have been modeled in HydroCAD. The table below summarizes the results of the analysis.

POROUS PAVEMENT 2B

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Small-scale bioretention basin 3 and porous pavement 3 has been proposed for the back south portion of the site to provide water quality treatment. The road area will be treated through proposed porous pavement 3. The lawn area will be treated through bioretention basin 3. The runoff will then be routed via underdrains to small-scale infiltration basin 3, which has been proposed to provide water quantity control and groundwater recharge for the back south portion of the site. The proposed basins have been modeled in HydroCAD. The table below summarizes the results of the analysis.

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INFILTRATION BASIN 3

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

The peak runoff from the site is summarized below.

POA 2-Year 10-Year 100-Year 2-Year 10-Year 100-Year

1 0.0 0.0 0.0 0.0 0.0 0.25

2 0.0 0.0 0.10 0.0 0.0 0.25

3 0.0 0.0 0.07 0.0 0.0 0.20

PROPOSED PEAK RUNOFF (CFS)

CURRENT ADJUSTED FUTURE ADJUSTED

Storm Sewer Design

The proposed storm sewers have been designed in accordance with relevant requirements. The storm sewer was designed using the Rational method, the NJ Intensity-Duration-Frequency table, and a time of concentration minimum of 10 minutes. The storm sewers were sized to convey a 25-year storm event.

Storm sewer calculations are included in the Appendix.

Compliance

Water Quality

In accordance with N.J.A.C. 7:8-5.5(b) stormwater management measures shall be designed to reduce the post-construction load of total suspended solids (TSS) in stormwater runoff generated from the water quality design storm by eighty percent TSS removal of the anticipated load, expressed as an annual average for the stormwater runoff from the net increase of motor vehicle surface.

Currently, the site contains 0.26 acres of motor vehicle surface which does not receive water quality treatment.

The proposed site will contain 0.79 acres of motor vehicle surface for a net increase of 0.53 acres. As the existing motor vehicle surface does not receive water quality treatment, the equivalent redevelopment area would only require 50% TSS removal. This credit can be used to offset the portions of the proposed driveways that will run off untreated. However, the entire proposed motor vehicle surface will be treated for 80% TSS removal and so the proposed stormwater management will exceed the required TSS removal for the site.

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As demonstrated above, the proposed stormwater management will exceed the required TSS removal for the site.

Water Quantity

N.J.A.C. 7:8-5.6 outlines the requirements to demonstrate that the proposed development will not result in stormwater runoff quantity impacts.

The proposed development has been designed to reduce peak rates of runoff in compliance with N.J.A.C. 7:8-5.6(b)3.:

Design stormwater management measures so that the post-construction peak runoff rates for the current and projected two-, 10-, and 100-year storm events, as defined and determined pursuant to N.J.A.C. 7:8-5.7(c) and (d), respectively, are 50, 75, and 80 percent, respectively, of the preconstruction peak runoff rates. The percentages apply only to the post-construction stormwater runoff that is attributable to the portion of the site on which the proposed development or project is to be constructed.

Water quantity attenuation will be provided by infiltration through infiltration basins. The site runoff will be first treated through either bioretention basins or porous pavement. The runoff will then be routed to the infiltration basins.

PEAK RUNOFF COMPARISON – FUTURE ADJUSTED (CFS)

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

Groundwater Recharge

In accordance with N.J.A.C. 7:8-5.4(b), groundwater recharge can be met by infiltrating the increase in runoff from the 2-year storm event. The proposed GI infiltration basins will fully infiltrate the increased runoff from a 2-year storm event. Therefore, the requirement is met.

Green Infrastructure

In accordance with N.J.A.C. 7:8-5.3 groundwater recharge, stormwater runoff quality, and stormwater runoff quantity standards must be met using green infrastructure (GI). Green infrastructure is defined as a stormwater management measure that manages stormwater close to its source by either treating stormwater runoff through infiltration into subsoil, treating stormwater runoff through filtration by vegetation or soil; or storing stormwater runoff for reuse. The proposed stormwater management design complies with the NJDEP criteria for Small Scale Green Infrastructure as demonstrated below

INFILTRATION BASIN GREEN INFRASTRUCTURE REQUIREMENTS

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UNDERDRAINED BIORETENTION BASIN GREEN INFRASTRUCTURE REQUIREMENTS

UNDERDRAINED POROUS PAVEMENT GREEN INFRASTRUCTURE REQUIREMENTS

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Groundwater Mounding Analysis

In accordance with N.J.A.C. 7:8-5.2(h) whenever the stormwater management design includes one or more BMPs that will infiltrate stormwater into subsoil, the design engineer shall assess the hydraulic impact on the groundwater table and design the site, to avoid adverse hydraulic impacts.

A groundwater mounding analysis has been prepared for the proposed green infrastructures (GI) using the USGS Hantush spreadsheet in accordance with NJDEP BMP Manual Chapter 13. The proposed GI's have been modeled using infiltration for all storm events. Therefore, the groundwater mounding analysis has been performed for the infiltration volume generated by the future 100-year storm event as calculated by HydroCAD.

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Soil Erosion and Sediment Control

Soil erosion and sediment control measures have been designed in accordance with the Standards for Soil Erosion and Sediment Control in New Jersey and are shown on the plan. These include stormwater management, silt fence, inlet protection, stabilized construction access, and temporary and permanent stabilization

Point Discharge Stability

Point Discharge stability can be met by either maintaining existing peak rates of runoff for a “failure analysis” which ignores infiltration and storage below the lowest basin outlet or by demonstrating stable conditions under the proposed design. Ocean County Soil Conservation district has adopted current precipitation adjustment factors at N.J.A.C. 7:8-5.7(c), the values of which are reflected in the tables below.

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

The results of the analysis are summarized below:

FAILURE ANALYSIS

Downstream Stability Analysis

Downstream stability can be satisfied by reducing the post development peak flow rates to 50% of the predevelopment peak for a 2-year storm and 75% of the predevelopment peak for a 10-year storm. The designed stormwater management system will reduce the peak flows by the required amount as summarized below:

New Jersey Pineland Commission Specific Requirements

The proposed stormwater management has been designed in accordance with the Pinelands Comprehensive Management Plan as outlined below:

7:50-6.84(a)6 Surface water runoff, in accordance with N.J.A.C. 7:8-4.6, 5 and 6, as amended, except as modified and supplemented, as follows:

• ii.Runoff Rates and Volumes, runoff quality, and groundwater recharge methodologies:
• Stormwater runoff rate and volumes shall be calculated in accordance with N.J.A.C. 7:8-5.7, except that the Rational Method for peak flow and the Modified Rational Method for hydrograph computations shall not be used; and

The stormwater runoff rate and volumes have been calculated in accordance with N.J.A.C. 7:8-5.7. The NRCS methodology using a Type D storm distribution and the Delmarva unit hydrograph has been utilized in computing stormwater runoff. All significant land features and structures, such as an on-site depression have been accounted for. The pervious and impervious surfaces have been calculated separately to compute the rates and volume of runoff from the site. County specific data has been utilized to determine the precipitation depths. The current and future precipitation depths have been calculated and utilized.

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

2. In calculating stormwater runoff using the NRCS methodology, the appropriate 24-hour rainfall depths as developed for the parcel by the National Oceanic and Atmospheric Administration shall be utilized.
3. The Ocean County 24-hour rainfall depths provided in the NJDEP BMP Manual Chapter 5 have been utilized which have been developed from NOAA Atlas 14.
4. iii.Runoff shall meet the requirements at N.J.A.C. 7:8-5.6 and (a) 6iii(1) and (2) below: Runoff will meet the stormwater runoff quantity standards of N.J.A.C. 7:8-5.6 by meeting peak rate reductions per of N.J.A.C. 7:8-5.6(b)3. for each point of analysis as outlined below:

Design stormwater management measures so that the post-construction peak runoff rates for the current and projected two-, 10-, and 100-year storm events, as defined and determined pursuant to N.J.A.C. 7:8-5.7(c) and (d), respectively, are 50, 75, and 80 percent, respectively, of the pre-construction peak runoff rates. The percentages apply only to the post-construction stormwater runoff that is attributable to the portion of the site on which the proposed development or project is to be constructed.

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3 0.008 0.0

100-Year

1 3.49 0.25

2 1.58 0.25

3 0.38 0.20

1. There shall be no direct discharge of stormwater runoff from any point or nonpoint source to any wetland, wetlands transition area, or surface waterbody. In addition, stormwater runoff shall not be directed in such a way as to increase the volume and rate of discharge into any wetland, wetlands transition area, or surface waterbody from that which existed prior to development of the parcel; and.
2. There will be no direct discharge of stormwater runoff onto any wetlands, wetlands transition area, or surface waterbody.
2. To the maximum extent practical, there shall be no direct discharge of stormwater runoff onto farm fields to protect farm crops from damage due to flooding, erosion, and long-term saturation of cultivated crops and cropland.
3. There will be no direct discharge of stormwater runoff onto farm fields.
4. iv.Recharge standards:
1. For all major development, as defined at N.J.A.C. 7:50-2.11, the total runoff volume generated from the net increase in impervious surfaces by a 10-year, 24-hour storm shall be retained and infiltrated onsite;

The total runoff volume generated from the net increase in impervious surfaces by a 10-year, 24-hour storm is designed to be retained and infiltrated onsite. All the proposed impervious surfaces are designed to be routed to the proposed infiltration basins. The lowest outlet for all the basins is proposed above the 10-year water surface elevation, to ensure the 10-year storm is fully infiltrated. The lowest outlet and 10-year water surface for each basin is summarized below.

5. In high pollutant loading areas (HPLA) and areas where stormwater runoff is exposed to source material, as defined at N.J.A.C. 7:8-5.4(b)3i and ii, the following additional water quality standards shall apply:
6. There will not be any HPLC or exposure to source materials onsite.
6. For all major development, as defined at N.J.A.C. 7:50-2.11, stormwater management measures shall be designed to achieve a minimum of 65 percent reduction of the post-construction total nitrogen load from the developed site, including those permanent lawn or turf areas that are specifically intended for active human use as described at N.J.A.C. 7:50-6.24(c)3, in stormwater runoff generated from the water quality design storm. In achieving a minimum 65

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percent reduction of total nitrogen, the design of the site shall include green infrastructure in accordance with the BMP Manual and shall optimize nutrient removal. The minimum 65 percent total nitrogen reduction may be achieved by using a singular stormwater management measure or multiple stormwater management measures in series.

The runoff from the site will be treated to a minimum of 65 percent reduction of the post-construction total nitrogen load. The runoff from the area is designed to be routed through bioretention basins or porous pavement and then to infiltration basins. The bioretention basins will reduce the nitrogen load by 30%, and the infiltration basins will reduce the remaining nitrogen load by 50%, for a total reduction of 65%, which meets the required reduction. The porous pavement will reduce the nitrogen load by 50%, and the infiltration basins will reduce the remaining nitrogen load by 50%, for a total reduction of 75%, which meets the required reduction. Runoff from roof areas will be piped directly into subsurface infiltration basins.

In accordance with N.J.A.C. 7:8-5.5(b) stormwater management measures shall be designed to reduce the post-construction load of total suspended solids (TSS) in stormwater runoff generated from the water quality design storm by eighty percent TSS removal of the anticipated load, expressed as an annual average for the stormwater runoff from the net increase of motor vehicle surface.

The site has a total proposed motor vehicle surface of 0.79 acres. The roads, driveways, and lawn area drain into bioretention basins or porous pavement (80% TSS removal) and then subsurface infiltration basins (80% TSS removal), which will act in series and provide a combined 96% TSS removal.

• v.Stormwater management measure design, siting and construction standards:
• Stormwater management measures designed to infiltrate stormwater shall be designed, constructed, and maintained to provide a minimum separation of at least two feet between the elevation of the lowest point of infiltration and the seasonal high water table;
• The stormwater management measures will provide a minimum separation of at least two feet between the elevation of the lowest point of infiltration and the seasonal high-water table. All the proposed stormwater management infiltration basins have been designed by setting the basin bottom at a minimum of two feet above the seasonal high-water table. The basin bottom and seasonal high-water table elevations for each basin or porous pavement area are included in the Green Infrastructure section below.
• Stormwater management measures shall be sited in suitable soils verified by testing to have permeability rates between one and 20 inches per hour. A factor of safety of two shall be applied to the soil's permeability rate in determining the measure's design permeability rate. If such soils do not exist on the parcel proposed for development or if it is demonstrated that it is not practical for engineering, environmental, or safety reasons to site the stormwater infiltration measure(s) in such soils, the stormwater infiltration measure(s) may be sited in soils verified by testing to have permeability rates in excess of 20 inches per hour, provided that stormwater is routed through a bioretention system prior to infiltration. Said bioretention system shall be designed, installed and maintained in accordance with the New Jersey Stormwater Best Management Practices Manual;

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

• A factor of safety of two has been applied to the soil's permeability rate. The majority of the site has soils with permeability which exceeds 20 in/hr. Therefore, it is not possible to site the proposed stormwater measures in areas with tested permeability of between 1-20 in/hr. Per the CMP, infiltration measure(s) may be sited in soils verified by testing to have permeability rates in excess of 20 inches per hour, provided that stormwater is routed through a bioretention system prior to infiltration. The majority of the site runoff to the basins will be pretreated using bioretention basins prior to infiltration. The bioretention basins have been designed in accordance with the New Jersey Stormwater Best Management Practices Manual. In areas where it is not practical to route through bioretention, and instead is routed through porous pavement, it is proposed to replace 36" of soil below the basin with K4 soils with a permeability rate of up to 20 in/hr (for Subsurface Infiltration Basin 3), in accordance with guidance received from the Commission. The replacement soil will extend up the sides of the basin to the elevation of the lowest outlet.
• For all major development, as defined at N.J.A.C. 7:50-2.11, groundwater mounding analysis shall be required for purposes of assessing the hydraulic impacts of mounding of the water table resulting from infiltration of stormwater runoff from the maximum storm designed for infiltration. The mounding analysis shall provide details and supporting documentation on the methodology used. Groundwater mounds shall not cause stormwater or groundwater to breakout to the land surface or cause adverse impacts to adjacent water bodies, wetlands, or subsurface structures, including, but not limited to basements and septic systems. Where the mounding analysis identifies adverse impacts, the stormwater management measure shall be redesigned or relocated, as appropriate;
• Groundwater mounding analysis has been conducted for all proposed infiltration basins on site using the USGS Hantush spreadsheet in accordance with NJDEP BMP Manual Chapter 13.

The proposed GI has been modeled using infiltration for all storm events. Therefore, the groundwater mounding analysis has been performed for the future 100-year infiltration volume as calculated by HydroCAD. The results of the analysis confirm that the groundwater mounds will not impact the function of the basin or have any impact to subsurface structures. As the groundwater mounding for the 100-year infiltration volume will not cause any adverse effects, mounding for the smaller storms will also not cause any adverse effects.

GROUNDWATER MOUNDING MODELING CRITERIA

Detailed analysis, supporting documentation, and methodology is included in the appendix.

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

4. The use of stormwater management measures that are smaller in size and distributed spatially throughout a parcel, rather than the use of a single, larger stormwater management measure, shall be required;
5. The project proposes multiple small scale stormwater management measures which are distributed throughout the site which each drain less than 2.5 acres.
5. Methods of treating stormwater prior to entering any stormwater management measure shall be incorporated into the design of the stormwater management measure to the maximum extent practical;

The stormwater runoff will be pretreated. All of the site runoff to the small-scale infiltration basins will be pretreated using bioretention basins or porous pavement. All the roof runoff to the small-scale infiltration basins will be pretreated with leaf screens.

County ROW Improvements

South Hope Chapel Road is proposed to be widened along the project frontage. The proposed widening will add 6,402.44 sf of additional asphalt pavement and 1,861.45 sf of additional sidewalk on South Hope Chapel Road. An underground basin consisting of 60 linear feet of 24" perforated HDPE in South Hope Chapel Road is proposed to manage the increase in runoff. These basins are designed to fully infiltrate the increased runoff occurring during a 2-year storm, as per the County requirements.

Conclusion

The proposed development and stormwater management measures have been designed in compliance with the applicable Pinelands Commission regulations with regard to stormwater quantity, quality, and groundwater recharge requirements.

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Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

Appendix A – Maps

40°4'13"N

MAP LEGEND

MAP INFORMATION

The soil surveys that comprise your AOI were mapped at 1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Ocean County, New Jersey Survey Area Data: Version 21, Aug 29, 2023

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jun 4, 2022—Jul 22, 2022

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

7/9/2024 Page 2 of 4

Hydrologic Soil Group

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

7/9/2024

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

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

7/9/2024

Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

Appendix B – Existing Conditions Analysis

Analysis-Existing Conditions

Rainfall Events Listing (selected events)

• 1 2 YR-C NOAA 24-hr D Default 24.00 1 3.41
• 2 2 YR-F NOAA 24-hr D Default 24.00 1 3.91
• 3 10 YR-C NOAA 24-hr D Default 24.00 1 5.26
• 4 10 YR-F NOAA 24-hr D Default 24.00 1 6.17
• 5 100 YR-C NOAA 24-hr D Default 24.00 1 8.95
• 6 100 YR-F NOAA 24-hr D Default 24.00 1 11.84

Area Listing (selected nodes)

Summary for Subcatchment 1S: DA-E1

Runoff = 4.60 cfs @ 12.38 hrs, Volume= 0.848 af, Depth= 1.24" Routed to Link 6L : POA-1

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.41"

Area (ac) CN Description

1.050 55 Woods, Good, HSG B

7.170 78 Row crops, straight row, Good, HSG B

8.220 75 Weighted Average

8.220 75 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.0 646 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.6 50 0.0040 0.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

23.6 731 Total

Subcatchment 1S: DA-E1

Summary for Subcatchment 3S: DA-E4

Runoff = 1.93 cfs @ 12.36 hrs, Volume= 0.377 af, Depth= 0.75" Routed to Link 16L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.41"

Area (ac) CN Description

3.030 55 Woods, Good, HSG B

2.980 78 Row crops, straight row, Good, HSG B

6.010 66 Weighted Average

6.010 66 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

7.5 100 0.0040 0.22 Sheet Flow, Fallow n= 0.050 P2= 3.42" Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

5.3 360 0.0160 1.14

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.3 753 Total

Subcatchment 3S: DA-E4

Summary for Subcatchment 5S: DA-E3

Runoff = 0.57 cfs @ 12.27 hrs, Volume= 0.122 af, Depth= 0.55" Routed to Link 13L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.41"

Area (ac) CN Description

2.080 55 Woods, Good, HSG B

0.130 98 Paved parking, HSG B

0.380 61 >75% Grass cover, Good, HSG B

0.060 98 Roofs, HSG A

2.650 59 Weighted Average

2.460 56 92.83% Pervious Area

0.190 98 7.17% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.1 17 0.0180 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

3.7 222 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

12.8 230 Total

Subcatchment 5S: DA-E3

Summary for Subcatchment 6S: DA-E2

Runoff = 1.28 cfs @ 12.48 hrs, Volume= 0.268 af, Depth= 1.07" Routed to Link 10L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.41"

Area (ac) CN Description

0.800 55 Woods, Good, HSG B

0.010 98 Paved parking, HSG B

2.200 78 Row crops, straight row, Good, HSG B

3.010 72 Weighted Average

3.000 72 99.67% Pervious Area

0.010 98 0.33% Impervious Area

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.42" Using McCuen-Spiess flow length

12.5 604 0.0080 0.80 Shallow Concentrated Flow, Cultivated Straight Rows Kv=9.0 fps

1.6 48 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv=5.0 fps

4.1 496 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps

27.4 1193 Total

27.4 1,193 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

0.2 10 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv=5.0 fps

Subcatchment 6S: DA-E2

Runoff

Summary for Subcatchment 12S: DA-E2A

Runoff = 0.61 cfs @ 12.11 hrs, Volume= Routed to Link 11L : Offsite 0.046 af, Depth= 0.97"

0.046 af, Depth= 0.97"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.41"

Area (ac) CN Description

0.040 55 Woods, Good, HSG B

0.110 96 Gravel surface, HSG B

0.390 61 >75% Grass cover, Good, HSG B

0.030 98 Roofs, HSG B

0.570 69 Weighted Average

0.540 68 94.74% Pervious Area

0.030 98 5.26% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

2.2 376 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps

2.7 421 Total

0.5 45 0.0300 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42"

Subcatchment 12S: DA-E2A

Page 10

Summary for Subcatchment 14S: DA-E3A

Runoff = 0.02 cfs @ 12.26 hrs, Volume= Routed to Link 15L : Offsite 0.005 af, Depth= 0.66"

0.005 af, Depth= 0.66"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.41"

Area (ac) CN Description

0.070 55 Woods, Good, HSG B

0.010 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.090 60 Weighted Average

0.080 56 88.89% Pervious Area

0.010 98 11.11% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.3 13 0.0100 0.02 Sheet Flow, Woods: Dense underbrush n=0.800 P2=3.42" Using McCuen-Spiess flow length

2.0 116 0.0190 0.96 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps

2.2 147 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv=5.0 fps

14.0 294 Total

0.5 18 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv=5.0 fps

Page 11

Subcatchment 14S: DA-E3A

Hydrograph

Runoff

Summary for Subcatchment 17S: DA-E4A

Runoff = 0.04 cfs @ 12.48 hrs, Volume= Routed to Link 18L : Offsite

0.011 af, Depth= 0.45"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.41"

Area (ac) CN Description

0.230 55 Woods, Good, HSG B

0.050 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.290 58 Weighted Average

0.280 56 96.55% Pervious Area

0.010 98 3.45% Impervious Area

9.2 18 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

2.1 158 0.0200 1.27 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.5 555 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

1.7 86 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 17S: DA-E4A

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 50 52 54 56 58 60 62 64 66 70 72

0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

2 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

4 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

6 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

8 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

10 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

12 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

14 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

16 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

18 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

20 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

22 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

26 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

28 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

30 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

32 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

34 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

36 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

38 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

40 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

42 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

44 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

46 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

48 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

50 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

52 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

54 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

56 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

58 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

60 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

62 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 <ecel>

Time (hours)

Runoff

Summary for Subcatchment 19S: DA-E5

Runoff = 0.26 cfs @ 12.20 hrs, Volume= Routed to Link 20L : POA-5 0.032 af, Depth= 1.06"

0.032 af, Depth= 1.06"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.41"

Area (ac) CN Description

0.100 55 Woods, Good, HSG B

0.260 78 Row crops, straight row, Good, HSG B

0.360 72 Weighted Average

0.360 72 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

1.7 212 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

10.7 247 Total

10.7 247 Total

Subcatchment 19S: DA-E5

Page 15

Summary for Link 6L: POA-1

Inflow Area = 8.220 ac, 0.00% Impervious, Inflow Depth = 1.24" for 2 YR-C event Inflow = 4.60 cfs @ 12.38 hrs, Volume= 0.848 af Primary = 4.60 cfs @ 12.38 hrs, Volume= 0.848 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 6L: POA-1

Page 16

Summary for Link 7L: POA-4

Inflow Area = 6.300 ac, 0.16% Impervious, Inflow Depth = 0.74" for 2 YR-C event Inflow = 1.96 cfs @ 12.36 hrs, Volume= 0.387 af Primary = 1.96 cfs @ 12.36 hrs, Volume= 0.387 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 7L: POA-4

Summary for Link 8L: POA-3

Inflow Area = 2.740 ac, 7.30% Impervious, Inflow Depth = 0.56" for 2 YR-C event Inflow = 0.59 cfs @ 12.27 hrs, Volume = 0.127 af Primary = 0.59 cfs @ 12.27 hrs, Volume = 0.127 af, Atten = 0%, Lag = 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 8L: POA-3

Summary for Link 9L: POA-2

Inflow Area = 3.580 ac, 1.12% Impervious, Inflow Depth = 1.05" for 2 YR-C event Inflow = 1.44 cfs @ 12.43 hrs, Volume= 0.314 af Primary = 1.44 cfs @ 12.43 hrs, Volume= 0.314 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 9L: POA-2

Page 19

Summary for Link 10L: Reduction

0.33% Impervious, Inflow Depth = 1.07" for 2 YR-C event 12.48 hrs, Volume= 0.268 af

Inflow Area = 3.010 ac,

0.33% Impervious, Inflow Depth = 1.07" for 2 YR-C event 12.48 hrs, Volume= 0.268 af 12.48 hrs, Volume= 0.268 af, Atten= 0%, Lag= 0.0 min

Inflow = 1.28 cfs @ 0.33% Impervious, Inflow Depth = 1.07" for 2 YR-C event 12.48 hrs, Volume= 0.268 af 12.48 hrs, Volume= 0.268 af, Atten= 0%, Lag= 0.0 min

0.268 af, Atten= 0%, Lag= 0.0 min

Primary = 1.28 cfs @

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 10L: Reduction

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 11L: Offsite

Inflow Area = 0.570 ac, 5.26% Impervious, Inflow Depth = 0.97" for 2 YR-C event Inflow = 0.61 cfs @ 12.11 hrs, Volume= 0.046 af Primary = 0.61 cfs @ 12.11 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 11L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 13L: Reduction

7.17% Impervious, Inflow Depth = 0.55" for 2 YR-C event 12.27 hrs, Volume= 0.122 af

Inflow Area = 2.650 ac,

Inflow = 0.57 cfs @

Primary = 0.57 cfs @ 12.27 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 13L: Reduction

Hydrograph

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 15L: Offsite

Inflow Area = 0.090 ac, 11.11% Impervious, Inflow Depth = 0.66" for 2 YR-C event Inflow = 0.02 cfs @ 12.26 hrs, Volume= 0.005 af Primary = 0.02 cfs @ 12.26 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 15L: Offsite

Hydrograph

Summary for Link 16L: Reduction

Inflow Area = 6.010 ac, 0.00% Impervious, Inflow Depth = 0.75" for 2 YR-C event Inflow = 1.93 cfs @ 12.36 hrs, Volume= 0.377 af Primary = 1.93 cfs @ 12.36 hrs, Volume= 0.377 af, Atten= 0%, Lag= 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 16L: Reduction

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 24

Summary for Link 18L: Offsite

Inflow Area = 0.290 ac, 3.45% Impervious, Inflow Depth = 0.45" for 2 YR-C event Inflow = 0.04 cfs @ 12.48 hrs, Volume= 0.011 af Primary = 0.04 cfs @ 12.48 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 18L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 20L: POA-5

Inflow Area = 0.360 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2 YR-C event Inflow = 0.26 cfs @ 12.20 hrs, Volume= 0.032 af Primary = 0.26 cfs @ 12.20 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 20L: POA-5

Hydrograph

Summary for Subcatchment 1S: DA-E1

Runoff = 6.09 cfs @ 12.38 hrs, Volume= Routed to Link 6L : POA-1 1.096 af, Depth= 1.60"

1.096 af, Depth= 1.60"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-F Rainfall=3.91"

Area (ac) CN Description

1.050 55 Woods, Good, HSG B

7.170 78 Row crops, straight row, Good, HSG B

8.220 75 Weighted Average

8.220 75 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.0 646 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.6 50 0.0040 0.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

23.6 731 Total

Subcatchment 1S: DA-E1

Summary for Subcatchment 3S: DA-E4

Runoff = 2.86 cfs @ 12.35 hrs, Volume= 0.517 af, Depth= 1.03" Routed to Link 16L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-F Rainfall=3.91"

Area (ac) CN Description

3.030 55 Woods, Good, HSG B

2.980 78 Row crops, straight row, Good, HSG B

6.010 66 Weighted Average

6.010 66 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

5.3 360 0.0160 1.14 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.3 753 Total

7.5 100 0.0040 0.22 Sheet Flow, Fallow n= 0.050 P2= 3.42" Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

Subcatchment 3S: DA-E4

Summary for Subcatchment 5S: DA-E3

Runoff = 0.90 cfs @ 12.26 hrs, Volume= 0.168 af, Depth= 0.76" Routed to Link 13L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-F Rainfall=3.91"

Area (ac) CN Description

2.080 55 Woods, Good, HSG B

0.130 98 Paved parking, HSG B

0.380 61 >75% Grass cover, Good, HSG B

0.060 98 Roofs, HSG A

2.650 59 Weighted Average

2.460 56 92.83% Pervious Area

0.190 98 7.17% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.1 17 0.0180 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

3.7 222 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

12.8 239 Total

Subcatchment 5S: DA-E3

Summary for Subcatchment 6S: DA-E2

Runoff = 1.74 cfs @ 12.43 hrs, Volume=0.352 af, Depth= 1.40"

Routed to Link 10L : Reduction

0.352 af, Depth= 1.40"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-F Rainfall=3.91"

Area (ac) CN Description

0.800 55 Woods, Good, HSG B

0.010 98 Paved parking, HSG B

2.200 78 Row crops, straight row, Good, HSG B

3.010 72 Weighted Average

3.000 72 99.67% Pervious Area

0.010 98 0.33% Impervious Area

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.5 604 0.0080 0.80 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

1.6 48 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

4.1 496 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

27.4 1 193 Total

27.4 1,193 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

0.2 10 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 6S: DA-E2

Runoff

Summary for Subcatchment 12S: DA-E2A

Runoff = 0.83 cfs @ 12.11 hrs, Volume= Routed to Link 11L : Offsite 0.061 af, Depth= 1.28"

0.061 af, Depth= 1.28"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-F Rainfall=3.91"

Area (ac) CN Description

0.040 55 Woods, Good, HSG B

0.110 96 Gravel surface, HSG B

0.390 61 >75% Grass cover, Good, HSG B

0.030 98 Roofs, HSG B

0.570 69 Weighted Average

0.540 68 94.74% Pervious Area

0.030 98 5.26% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

2.2 376 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps

2.7 421 Total

0.5 45 0.0300 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42"

Subcatchment 12S: DA-E2A

Summary for Subcatchment 14S: DA-E3A

Runoff = 0.04 cfs @ 12.26 hrs, Volume= Routed to Link 15L : Offsite

0.007 af, Depth= 0.89"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-F Rainfall=3.91"

Area (ac) CN Description

0.070 55 Woods, Good, HSG B

0.010 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.090 60 Weighted Average

0.080 56 88.89% Pervious Area

0.010 98 11.11% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.3 13 0.0100 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

2.0 116 0.0190 0.96 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps

2.2 147 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

14.0 294 Total

0.5 18 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 14S: DA-E3A

Hydrograph

Runoff

Time (hours)

Summary for Subcatchment 17S: DA-E4A

Runoff = 0.06 cfs @ 12.43 hrs, Volume= Routed to Link 18L : Offsite 0.016 af, Depth= 0.64"

0.016 af, Depth= 0.64"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-F Rainfall=3.91"

Area (ac) CN Description

0.230 55 Woods, Good, HSG B

0.050 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.290 58 Weighted Average

0.280 56 96.55% Pervious Area

0.010 98 3.45% Impervious Area

9.2 18 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

2.1 158 0.0200 1.27 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.5 555 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

1.7 86 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 17S: DA-E4A

Runoff

Summary for Subcatchment 19S: DA-E5

Runoff = 0.35 cfs @ 12.20 hrs, Volume= Routed to Link 20L : POA-5 0.042 af, Depth= 1.40"

0.042 af, Depth= 1.40"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-F Rainfall=3.91"

Area (ac) CN Description

0.100 55 Woods, Good, HSG B

0.260 78 Row crops, straight row, Good, HSG B

0.360 72 Weighted Average

0.360 72 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

1.7 212 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

10.7 247 Total

10.7 247 Total

Subcatchment 19S: DA-E5

Summary for Link 6L: POA-1

Inflow Area = 8.220 ac, 0.00% Impervious, Inflow Depth = 1.60" for 2 YR-F event Inflow = 6.09 cfs @ 12.38 hrs, Volume= 1.096 af Primary = 6.09 cfs @ 12.38 hrs, Volume= 1.096 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 6L: POA-1

Summary for Link 7L: POA-4

Inflow Area = 6.300 ac, 0.16% Impervious, Inflow Depth = 1.01" for 2 YR-F event Inflow = 2.93 cfs @ 12.35 hrs, Volume= 0.533 af Primary = 2.93 cfs @ 12.35 hrs, Volume= 0.533 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 7L: POA-4

Summary for Link 8L: POA-3

Inflow Area = 2.740 ac, 7.30% Impervious, Inflow Depth = 0.77" for 2 YR-F event Inflow = 0.94 cfs @ 12.26 hrs, Volume= 0.175 af Primary = 0.94 cfs @ 12.26 hrs, Volume= 0.175 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 8L: POA-3

Summary for Link 9L: POA-2

Inflow Area = 3.580 ac, 1.12% Impervious, Inflow Depth = 1.39" for 2 YR-F event Inflow = 1.95 cfs @ 12.42 hrs, Volume= 0.413 af Primary = 1.95 cfs @ 12.42 hrs, Volume= 0.413 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 9L: POA-2

Summary for Link 10L: Reduction

Inflow Area = 3.010 ac, 0.33% Impervious, Inflow Depth = 1.40" for 2 YR-F event Inflow = 1.74 cfs @ 12.43 hrs, Volume= 0.352 af Primary = 1.74 cfs @ 12.43 hrs, Volume= 0.352 af, Atten= 0%, Lag= 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 10L: Reduction

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 11L: Offsite

Inflow Area = 0.570 ac, 5.26% Impervious, Inflow Depth = 1.28" for 2 YR-F event Inflow = 0.83 cfs @ 12.11 hrs, Volume = 0.061 af

Primary = 0.83 cfs @ 12.11 hrs, Volume=

0.061 af, Atten= 0%, Lag= 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 11L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 13L: Reduction

Inflow Area = 2.650 ac,

7.17% Impervious, Inflow Depth = 0.76" for 2 YR-F event 12.26 hrs, Volume= 0.168 af

Inflow = 0.90 cfs @ 7.17% Impervious, Inflow Depth = 0.76" for 2 YR-F event 12.26 hrs, Volume= 0.168 af

0.168 af, Atten= 0%, Lag= 0.0 min

Primary = 0.90 cfs @ 12.26 hrs, Volume=

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 13L: Reduction

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 15L: Offsite

Inflow Area = 0.090 ac, 11.11% Impervious, Inflow Depth = 0.89" for 2 YR-F event Inflow = 0.04 cfs @ 12.26 hrs, Volume= 0.007 af Primary = 0.04 cfs @ 12.26 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 15L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 16L: Reduction

Inflow Area = 6.010 ac, 0.00% Impervious, Inflow Depth = 1.03" for 2 YR-F event Inflow = 2.86 cfs @ 12.35 hrs, Volume= 0.517 af Primary = 2.86 cfs @ 12.35 hrs, Volume= 0.517 af, Atten= 0%, Lag= 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 16L: Reduction

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 46

Summary for Link 18L: Offsite

Inflow Area = 0.290 ac, 3.45% Impervious, Inflow Depth = 0.64" for 2 YR-F event Inflow = 0.06 cfs @ 12.43 hrs, Volume= 0.016 af Primary = 0.06 cfs @ 12.43 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 18L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 47

Summary for Link 20L: POA-5

Inflow Area = 0.360 ac, 0.00% Impervious, Inflow Depth = 1.40" for 2 YR-F event Inflow = 0.35 cfs @ 12.20 hrs, Volume = 0.042 af Primary = 0.35 cfs @ 12.20 hrs, Volume = 0.042 af, Atten = 0%, Lag = 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 20L: POA-5

Hydrograph

Page 48

Summary for Subcatchment 1S: DA-E1

Runoff = 10.45 cfs @ 12.38 hrs, Volume= 1.823 af, Depth= 2.66" Routed to Link 6L : POA-1

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-C Rainfall=5.26"

Area (ac) CN Description

1.050 55 Woods, Good, HSG B

7.170 78 Row crops, straight row, Good, HSG B

8.220 75 Weighted Average

8.220 75 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.0 646 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.6 50 0.0040 0.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

22.6 731 Total

Subcatchment 1S: DA-E1

Summary for Subcatchment 3S: DA-E4

Runoff = 5.80 cfs @ 12.32 hrs, Volume= 0.955 af, Depth= 1.91" Routed to Link 16L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-C Rainfall=5.26"

Area (ac) CN Description

3.030 55 Woods, Good, HSG B

2.980 78 Row crops, straight row, Good, HSG B

6.010 66 Weighted Average

6.010 66 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

7.5 100 0.0040 0.22 Sheet Flow, Fallow n= 0.050 P2= 3.42" Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

5.3 360 0.0160 1.14

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.3 753 Total

Subcatchment 3S: DA-E4

Summary for Subcatchment 5S: DA-E3

Runoff = 2.12 cfs @ 12.24 hrs, Volume= 0.321 af, Depth= 1.45" Routed to Link 13L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-C Rainfall=5.26"

Area (ac) CN Description

2.080 55 Woods, Good, HSG B

0.130 98 Paved parking, HSG B

0.380 61 >75% Grass cover, Good, HSG B

0.060 98 Roofs, HSG A

2.650 59 Weighted Average

2.460 56 92.83% Pervious Area

0.190 98 7.17% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.1 17 0.0180 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

3.7 222 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

12.8 239 Total

Subcatchment 5S: DA-E3

Summary for Subcatchment 6S: DA-E2

Runoff = 3.13 cfs @ 12.42 hrs, Volume=0.604 af, Depth= 2.41"

Routed to Link 10L : Reduction

0.604 af, Depth= 2.41"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-C Rainfall=5.26"

Area (ac) CN Description

0.800 55 Woods, Good, HSG B

0.010 98 Paved parking, HSG B

2.200 78 Row crops, straight row, Good, HSG B

3.010 72 Weighted Average

3.000 72 99.67% Pervious Area

0.010 98 0.33% Impervious Area

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.5 604 0.0080 0.80 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

1.6 48 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

4.1 496 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

27.4 1 193 Total

27.4 1,193 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

0.2 10 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 6S: DA-E2

Runoff

Summary for Subcatchment 12S: DA-E2A

Runoff = 1.48 cfs @ 12.11 hrs, Volume= Routed to Link 11L : Offsite 0.106 af, Depth= 2.22"

0.106 af, Depth= 2.22"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-C Rainfall=5.26"

Area (ac) CN Description

0.040 55 Woods, Good, HSG B

0.110 96 Gravel surface, HSG B

0.390 61 >75% Grass cover, Good, HSG B

0.030 98 Roofs, HSG B

0.570 69 Weighted Average

0.540 68 94.74% Pervious Area

0.030 98 5.26% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

2.2 376 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps

2.7 421 Total

0.5 45 0.0300 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42"

Subcatchment 12S: DA-E2A

Summary for Subcatchment 14S: DA-E3A

Runoff = 0.08 cfs @ 12.26 hrs, Volume= Routed to Link 15L : Offsite 0.012 af, Depth= 1.61"

0.012 af, Depth= 1.61"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-C Rainfall=5.26"

Area (ac) CN Description

0.070 55 Woods, Good, HSG B

0.010 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.090 60 Weighted Average

0.080 56 88.89% Pervious Area

0.010 98 11.11% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.3 13 0.0100 0.02 Sheet Flow, Woods: Dense underbrush n=0.800 P2=3.42" Using McCuen-Spiess flow length

2.0 116 0.0190 0.96 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps

2.2 147 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv=5.0 fps

14.0 294 Total

0.5 18 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv=5.0 fps

Subcatchment 14S: DA-E3A

Hydrograph

Runoff

Summary for Subcatchment 17S: DA-E4A

Runoff = 0.16 cfs @ 12.35 hrs, Volume= Routed to Link 18L : Offsite

0.032 af, Depth= 1.31"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-C Rainfall=5.26"

Area (ac) CN Description

0.230 55 Woods, Good, HSG B

0.050 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.290 58 Weighted Average

0.280 56 96.55% Pervious Area

0.010 98 3.45% Impervious Area

9.2 18 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

2.1 158 0.0200 1.27 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.5 555 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

1.7 86 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 17S: DA-E4A

Hydrograph

Runoff

Summary for Subcatchment 19S: DA-E5

Runoff = 0.62 cfs @ 12.20 hrs, Volume= Routed to Link 20L : POA-5 0.072 af, Depth= 2.40"

0.072 af, Depth= 2.40"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-C Rainfall=5.26"

Area (ac) CN Description

0.100 55 Woods, Good, HSG B

0.260 78 Row crops, straight row, Good, HSG B

0.360 72 Weighted Average

0.360 72 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

1.7 212 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

10.7 247 Total

Subcatchment 19S: DA-E5

Page 59

Summary for Link 6L: POA-1

Inflow Area = 8.220 ac, 0.00% Impervious, Inflow Depth = 2.66" for 10 YR-C event Inflow = 10.45 cfs @ 12.38 hrs, Volume= 1.823 af Primary = 10.45 cfs @ 12.38 hrs, Volume= 1.823 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 6L: POA-1

Hydrograph

Summary for Link 7L: POA-4

Inflow Area = 6.300 ac, 0.16% Impervious, Inflow Depth = 1.88" for 10 YR-C event Inflow = 5.96 cfs @ 12.32 hrs, Volume= 0.987 af Primary = 5.96 cfs @ 12.32 hrs, Volume= 0.987 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 7L: POA-4

Hydrograph

Summary for Link 8L: POA-3

Inflow Area = 2.740 ac, 7.30% Impervious, Inflow Depth = 1.46" for 10 YR-C event Inflow = 2.20 cfs @ 12.24 hrs, Volume= 0.333 af Primary = 2.20 cfs @ 12.24 hrs, Volume= 0.333 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt= 0.01 hrs

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 8L: POA-3

Summary for Link 9L: POA-2

Inflow Area = 3.580 ac, 1.12% Impervious, Inflow Depth = 2.38" for 10 YR-C event Inflow = 3.49 cfs @ 12.42 hrs, Volume= 0.710 af Primary = 3.49 cfs @ 12.42 hrs, Volume= 0.710 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 9L: POA-2

Summary for Link 10L: Reduction

Inflow Area = 3.010 ac, 0.33% Impervious, Inflow Depth = 2.41" for 10 YR-C event Inflow = 3.13 cfs @ 12.42 hrs, Volume= 0.604 af Primary = 3.13 cfs @ 12.42 hrs, Volume= 0.604 af, Atten= 0%, Lag= 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 10L: Reduction

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 11L: Offsite

Inflow Area = 0.570 ac, 5.26% Impervious, Inflow Depth = 2.22" for 10 YR-C event Inflow = 1.48 cfs @ 12.11 hrs, Volume = 0.106 af Primary = 1.48 cfs @ 12.11 hrs, Volume = 0.106 af, Atten = 0%, Lag = 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 11L: Offsite

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 13L: Reduction

7.17% Impervious, Inflow Depth = 1.45" for 10 YR-C event 12.24 hrs, Volume= 0.321 af 12.24 hrs, Volume= 0.321 af, Atten= 0%, Lag= 0.0 min

Inflow Area = 2.650 ac,

Inflow = 2.12 cfs @

Primary = 2.12 cfs @

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 13L: Reduction

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 15L: Offsite

Inflow Area = 0.090 ac, 11.11% Impervious, Inflow Depth = 1.61" for 10 YR-C event Inflow = 0.08 cfs @ 12.26 hrs, Volume = 0.012 af Primary = 0.08 cfs @ 12.26 hrs, Volume = 0.012 af, Atten= 0%, Lag= 0.0 min

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 15L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 16L: Reduction

Inflow Area = 6.010 ac, 0.00% Impervious, Inflow Depth = 1.91" for 10 YR-C event Inflow = 5.80 cfs @ 12.32 hrs, Volume= 0.955 af Primary = 5.80 cfs @ 12.32 hrs, Volume= 0.955 af, Atten= 0%, Lag= 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 16L: Reduction

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 18L: Offsite

Inflow Area = 0.290 ac, 3.45% Impervious, Inflow Depth = 1.31" for 10 YR-C event Inflow = 0.16 cfs @ 12.35 hrs, Volume= 0.032 af Primary = 0.16 cfs @ 12.35 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 18L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 69

Summary for Link 20L: POA-5

Inflow Area = 0.360 ac, 0.00% Impervious, Inflow Depth = 2.40" for 10 YR-C event Inflow = 0.62 cfs @ 12.20 hrs, Volume= 0.072 af Primary = 0.62 cfs @ 12.20 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 20L: POA-5

Hydrograph

Summary for Subcatchment 1S: DA-E1

Runoff = 13.55 cfs @ 12.38 hrs, Volume= 2.348 af, Depth= 3.43" Routed to Link 6L : POA-1

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-F Rainfall=6.17"

Area (ac) CN Description

1.050 55 Woods, Good, HSG B

7.170 78 Row crops, straight row, Good, HSG B

8.220 75 Weighted Average

8.220 75 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.0 646 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.6 50 0.0040 0.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

22.6 731 Total

Subcatchment 1S: DA-E1

Page 71

Summary for Subcatchment 3S: DA-E4

Runoff = 8.03 cfs @ 12.31 hrs, Volume= 1.286 af, Depth= 2.57" Routed to Link 16L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-F Rainfall=6.17"

Area (ac) CN Description

3.030 55 Woods, Good, HSG B

2.980 78 Row crops, straight row, Good, HSG B

6.010 66 Weighted Average

6.010 66 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

5.3 360 0.0160 1.14 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.3 753 Total

7.5 100 0.0040 0.22 Sheet Flow, Fallow n= 0.050 P2= 3.42" Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

Subcatchment 3S: DA-E4

Summary for Subcatchment 5S: DA-E3

Runoff = 3.12 cfs @ 12.23 hrs, Volume= 0.442 af, Depth= 2.00" Routed to Link 13L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-F Rainfall=6.17"

Area (ac) CN Description

2.080 55 Woods, Good, HSG B

0.130 98 Paved parking, HSG B

0.380 61 >75% Grass cover, Good, HSG B

0.060 98 Roofs, HSG A

2.650 59 Weighted Average

2.460 56 92.83% Pervious Area

0.190 98 7.17% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.1 17 0.0180 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

3.7 222 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

12.8 239 Total

Subcatchment 5S: DA-E3

Page 73

Summary for Subcatchment 6S: DA-E2

Runoff = 4.15 cfs @ 12.42 hrs, Volume=0.788 af, Depth= 3.14"

Routed to Link 10L : Reduction

0.788 af, Depth= 3.14"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-F Rainfall=6.17"

Area (ac) CN Description

0.800 55 Woods, Good, HSG B

0.010 98 Paved parking, HSG B

2.200 78 Row crops, straight row, Good, HSG B

3.010 72 Weighted Average

3.000 72 99.67% Pervious Area

0.010 98 0.33% Impervious Area

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.5 604 0.0080 0.80 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

1.6 48 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

4.1 496 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

27.4 1 193 Total

27.4 1,193 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

0.2 10 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Page 74

Subcatchment 6S: DA-E2

Runoff

Page 75

Summary for Subcatchment 12S: DA-E2A

Runoff = 1.96 cfs @ 12.11 hrs, Volume= Routed to Link 11L : Offsite 0.139 af, Depth= 2.92"

0.139 af, Depth= 2.92"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-F Rainfall=6.17"

Area (ac) CN Description

0.040 55 Woods, Good, HSG B

0.110 96 Gravel surface, HSG B

0.390 61 >75% Grass cover, Good, HSG B

0.030 98 Roofs, HSG B

0.570 69 Weighted Average

0.540 68 94.74% Pervious Area

0.030 98 5.26% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

2.2 376 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps

2.7 421 Total

0.5 45 0.0300 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42"

Subcatchment 12S: DA-E2A

Summary for Subcatchment 14S: DA-E3A

Runoff = 0.11 cfs @ 12.26 hrs, Volume=0.016 af, Depth= 2.17"

Routed to Link 15L : Offsite

0.016 af, Depth= 2.17"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-F Rainfall=6.17"

Area (ac) CN Description

0.070 55 Woods, Good, HSG B

0.010 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.090 60 Weighted Average

0.080 56 88.89% Pervious Area

0.010 98 11.11% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.3 13 0.0100 0.02 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

2.0 116 0.0190 0.96 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps

2.2 147 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

14.0 294 Total

0.5 18 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 14S: DA-E3A

Hydrograph

Runoff

Summary for Subcatchment 17S: DA-E4A

Runoff = 0.25 cfs @ 12.35 hrs, Volume= Routed to Link 18L : Offsite

0.045 af, Depth= 1.84"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-F Rainfall=6.17"

Area (ac) CN Description

0.230 55 Woods, Good, HSG B

0.050 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.290 58 Weighted Average

0.280 56 96.55% Pervious Area

0.010 98 3.45% Impervious Area

9.2 18 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

2.1 158 0.0200 1.27 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.5 555 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

1.7 86 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 17S: DA-E4A

Runoff

Summary for Subcatchment 19S: DA-E5

Runoff = 0.82 cfs @ 12.20 hrs, Volume= Routed to Link 20L : POA-5 0.094 af, Depth= 3.13"

0.094 af, Depth= 3.13"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 10 YR-F Rainfall=6.17"

Area (ac) CN Description

0.100 55 Woods, Good, HSG B

0.260 78 Row crops, straight row, Good, HSG B

0.360 72 Weighted Average

0.360 72 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

1.7 212 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

10.7 247 Total

10.7 247 Total

Subcatchment 19S: DA-E5

Summary for Link 6L: POA-1

Inflow Area = 8.220 ac, 0.00% Impervious, Inflow Depth = 3.43" for 10 YR-F event Inflow = 13.55 cfs @ 12.38 hrs, Volume= 2.348 af Primary = 13.55 cfs @ 12.38 hrs, Volume= 2.348 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 6L: POA-1

Summary for Link 7L: POA-4

Inflow Area = 6.300 ac, 0.16% Impervious, Inflow Depth = 2.53" for 10 YR-F event Inflow = 8.27 cfs @ 12.31 hrs, Volume = 1.330 af Primary = 8.27 cfs @ 12.31 hrs, Volume = 1.330 af, Atten = 0%, Lag = 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 7L: POA-4

Hydrograph

Summary for Link 8L: POA-3

Inflow Area = 2.740 ac, 7.30% Impervious, Inflow Depth = 2.01" for 10 YR-F event Inflow = 3.22 cfs @ 12.23 hrs, Volume= 0.458 af Primary = 3.22 cfs @ 12.23 hrs, Volume= 0.458 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 8L: POA-3

Summary for Link 9L: POA-2

Inflow Area = 3.580 ac, 1.12% Impervious, Inflow Depth = 3.11" for 10 YR-F event Inflow = 4.61 cfs @ 12.42 hrs, Volume= 0.927 af Primary = 4.61 cfs @ 12.42 hrs, Volume= 0.927 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 9L: POA-2

Summary for Link 10L: Reduction

0.33% Impervious, Inflow Depth = 3.14" for 10 YR-F event 12.42 hrs, Volume= 0.788 af

Inflow Area = 3.010 ac,

Inflow = 4.15 cfs @

0.788 af, Atten= 0%, Lag= 0.0 min

Primary = 4.15 cfs @ 12.42 hrs, Volume=

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 10L: Reduction

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 11L: Offsite

Inflow Area = 0.570 ac, 5.26% Impervious, Inflow Depth = 2.92" for 10 YR-F event Inflow = 1.96 cfs @ 12.11 hrs, Volume= 0.139 af Primary = 1.96 cfs @ 12.11 hrs, Volume= 0.139 af, Atten= 0%, Lag= 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 11L: Offsite

Hydrograph

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 13L: Reduction

7.17% Impervious, Inflow Depth = 2.00" for 10 YR-F event 12.23 hrs, Volume= 0.442 af 12.23 hrs, Volume= 0.442 af, Atten= 0%, Lag= 0.0 min

Inflow Area = 2.650 ac,

Inflow = 3.12 cfs @

Primary = 3.12 cfs @

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 13L: Reduction

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 15L: Offsite

Inflow Area = 0.090 ac, 11.11% Impervious, Inflow Depth = 2.17" for 10 YR-F event Inflow = 0.11 cfs @ 12.26 hrs, Volume = 0.016 af Primary = 0.11 cfs @ 12.26 hrs, Volume = 0.016 af, Atten= 0%, Lag= 0.0 min

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 15L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 16L: Reduction

Inflow Area = 6.010 ac, 0.00% Impervious, Inflow Depth = 2.57" for 10 YR-F event Inflow = 8.03 cfs @ 12.31 hrs, Volume = 1.286 af

0.00% Impervious, Inflow Depth = 2.57" for 10 YR-F event 12.31 hrs, Volume= 1.286 af 12.31 hrs, Volume= 1.286 af, Atten= 0%, Lag= 0.0 min

12.31 hrs, Volume= 1.286 af, Atten= 0%, Lag= 0.0 min

Primary = 8.03 cfs @

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 16L: Reduction

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 18L: Offsite

Inflow Area = 0.290 ac, 3.45% Impervious, Inflow Depth = 1.84" for 10 YR-F event Inflow = 0.25 cfs @ 12.35 hrs, Volume= 0.045 af Primary = 0.25 cfs @ 12.35 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 18L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 91

Summary for Link 20L: POA-5

Inflow Area = 0.360 ac, 0.00% Impervious, Inflow Depth = 3.13" for 10 YR-F event Inflow = 0.82 cfs @ 12.20 hrs, Volume= 0.094 af Primary = 0.82 cfs @ 12.20 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 20L: POA-5

Hydrograph

Summary for Subcatchment 1S: DA-E1

Runoff = 23.39 cfs @ 12.38 hrs, Volume= 4.046 af, Depth= 5.91" Routed to Link 6L : POA-1

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-C Rainfall=8.95"

Subcatchment 1S: DA-E1

Runoff

Summary for Subcatchment 3S: DA-E4

Runoff = 15.46 cfs @ 12.31 hrs, Volume= 2.403 af, Depth= 4.80" Routed to Link 16L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-C Rainfall=8.95"

Area (ac) CN Description

3.030 55 Woods, Good, HSG B

2.980 78 Row crops, straight row, Good, HSG B

6.010 66 Weighted Average

6.010 66 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

5.3 360 0.0160 1.14 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.3 753 Total

7.5 100 0.0040 0.22 Sheet Flow, Fallow n= 0.050 P2= 3.42" Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

Subcatchment 3S: DA-E4

Summary for Subcatchment 5S: DA-E3

Runoff = 6.62 cfs @ 12.23 hrs, Volume= 0.870 af, Depth= 3.94" Routed to Link 13L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-C Rainfall=8.95"

Area (ac) CN Description

2.080 55 Woods, Good, HSG B

0.130 98 Paved parking, HSG B

0.380 61 >75% Grass cover, Good, HSG B

0.060 98 Roofs, HSG A

2.650 59 Weighted Average

2.460 56 92.83% Pervious Area

0.190 98 7.17% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.1 17 0.0180 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

3.7 222 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

12.8 239 Total

Subcatchment 5S: DA-E3

Hydrograph

Summary for Subcatchment 6S: DA-E2

Runoff = 7.41 cfs @ 12.42 hrs, Volume=1.392 af, Depth= 5.55"

Routed to Link 10L : Reduction

1.392 af, Depth= 5.55"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-C Rainfall=8.95"

Area (ac) CN Description

0.800 55 Woods, Good, HSG B

0.010 98 Paved parking, HSG B

2.200 78 Row crops, straight row, Good, HSG B

3.010 72 Weighted Average

3.000 72 99.67% Pervious Area

0.010 98 0.33% Impervious Area

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.5 604 0.0080 0.80 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

1.6 48 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

4.1 496 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

27.4 1 193 Total

27.4 1,193 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

0.2 10 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 6S: DA-E2

Hydrograph

Runoff

Summary for Subcatchment 12S: DA-E2A

Runoff = 3.51 cfs @ 12.11 hrs, Volume= Routed to Link 11L : Offsite 0.249 af, Depth= 5.24"

0.249 af, Depth= 5.24"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-C Rainfall=8.95"

Area (ac) CN Description

0.040 55 Woods, Good, HSG B

0.110 96 Gravel surface, HSG B

0.390 61 >75% Grass cover, Good, HSG B

0.030 98 Roofs, HSG B

0.570 69 Weighted Average

0.540 68 94.74% Pervious Area

0.030 98 5.26% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

2.2 376 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps

2.7 421 Total

0.5 45 0.0300 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42"

Subcatchment 12S: DA-E2A

Summary for Subcatchment 14S: DA-E3A

Runoff = 0.22 cfs @ 12.25 hrs, Volume= Routed to Link 15L : Offsite 0.031 af, Depth= 4.14"

0.031 af, Depth= 4.14"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-C Rainfall=8.95"

Area (ac) CN Description

0.070 55 Woods, Good, HSG B

0.010 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.090 60 Weighted Average

0.080 56 88.89% Pervious Area

0.010 98 11.11% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.3 13 0.0100 0.02 Sheet Flow, Woods: Dense underbrush n=0.800 P2=3.42" Using McCuen-Spiess flow length

2.0 116 0.0190 0.96 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps

2.2 147 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv=5.0 fps

14.0 294 Total

0.5 18 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv=5.0 fps

Subcatchment 14S: DA-E3A

Hydrograph

Hydrograph

Runoff

Summary for Subcatchment 17S: DA-E4A

Runoff = 0.55 cfs @ 12.31 hrs, Volume= Routed to Link 18L : Offsite 0.091 af, Depth= 3.75"

0.091 af, Depth= 3.75"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-C Rainfall=8.95"

Area (ac) CN Description

0.230 55 Woods, Good, HSG B

0.050 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.290 58 Weighted Average

0.280 56 96.55% Pervious Area

0.010 98 3.45% Impervious Area

9.2 18 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

2.1 158 0.0200 1.27 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.5 555 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

1.7 86 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 17S: DA-E4A

Hydrograph

Runoff

Summary for Subcatchment 19S: DA-E5

P , Volume= 0.166 af, Depth= 5.54"

Runoff = 1.45 cfs @ 12.20 hrs, Volume= Routed to Link 20L : POA-5

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dts NOAA 24-hr D 100 YR-C Rainfall=8.95"

Area (ac) CN Description

0.100 55 Woods, Good, HSG B

0.260 78 Row crops, straight row, Good, HSG B

0.360 72 Weighted Average

0.360 72 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

1.7 212 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

10.7 247 Total

Subcatchment 19S: DA-E5

Summary for Link 6L: POA-1

Inflow Area = 8.220 ac, 0.00% Impervious, Inflow Depth = 5.91" for 100 YR-C event Inflow = 23.39 cfs @ 12.38 hrs, Volume= 4.046 af Primary = 23.39 cfs @ 12.38 hrs, Volume= 4.046 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 6L: POA-1

Summary for Link 7L: POA-4

Inflow Area = 6.300 ac, 0.16% Impervious, Inflow Depth = 4.75" for 100 YR-C event Inflow = 16.02 cfs @ 12.31 hrs, Volume = 2.494 af Primary = 16.02 cfs @ 12.31 hrs, Volume = 2.494 af, Atten = 0%, Lag = 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 7L: POA-4

Hydrograph

Summary for Link 8L: POA-3

Inflow Area = 2.740 ac, 7.30% Impervious, Inflow Depth = 3.95" for 100 YR-C event Inflow = 6.85 cfs @ 12.23 hrs, Volume= 0.902 af Primary = 6.85 cfs @ 12.23 hrs, Volume= 0.902 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 8L: POA-3

Hydrograph

Summary for Link 9L: POA-2

Inflow Area = 3.580 ac, 1.12% Impervious, Inflow Depth = 5.50" for 100 YR-C event Inflow = 8.21 cfs @ 12.42 hrs, Volume= 1.640 af Primary = 8.21 cfs @ 12.42 hrs, Volume= 1.640 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 9L: POA-2

Summary for Link 10L: Reduction

Inflow Area = 3.010 ac, 0.33% Impervious, Inflow Depth = 5.55" for 100 YR-C event Inflow = 7.41 cfs @ 12.42 hrs, Volume= 1.392 af Primary = 7.41 cfs @ 12.42 hrs, Volume= 1.392 af, Atten= 0%, Lag= 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 10L: Reduction

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 108

Summary for Link 11L: Offsite

Inflow Area = 0.570 ac, 5.26% Impervious, Inflow Depth = 5.24" for 100 YR-C event Inflow = 3.51 cfs @ 12.11 hrs, Volume= 0.249 af Primary = 3.51 cfs @ 12.11 hrs, Volume= 0.249 af, Atten= 0%, Lag= 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 11L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 13L: Reduction

7.17% Impervious, Inflow Depth = 3.94" for 100 YR-C event 12.23 hrs, Volume= 0.870 af 12.23 hrs, Volume= 0.870 af, Atten= 0%, Lag= 0.0 min

Inflow Area = 2.650 ac,

Inflow = 6.62 cfs @

Primary = 6.62 cfs @

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 13L: Reduction

Hydrograph

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 110

Summary for Link 15L: Offsite

Inflow Area = 0.090 ac, 11.11% Impervious, Inflow Depth = 4.14" for 100 YR-C event Inflow = 0.22 cfs @ 12.25 hrs, Volume= 0.031 af Primary = 0.22 cfs @ 12.25 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 15L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 16L: Reduction

Inflow Area = 6.010 ac, 0.00% Impervious, Inflow Depth = 4.80" for 100 YR-C event Inflow = 15.46 cfs @ 12.31 hrs, Volume = 2.403 af Primary = 15.46 cfs @ 12.31 hrs, Volume = 2.403 af, Atten = 0%, Lag = 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 16L: Reduction

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 112

Summary for Link 18L: Offsite

Inflow Area = 0.290 ac, 3.45% Impervious, Inflow Depth = 3.75" for 100 YR-C event Inflow = 0.55 cfs @ 12.31 hrs, Volume= 0.091 af Primary = 0.55 cfs @ 12.31 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 18L: Offsite

Hydrograph

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 20L: POA-5

Inflow Area = 0.360 ac, 0.00% Impervious, Inflow Depth = 5.54" for 100 YR-C event Inflow = 1.45 cfs @ 12.20 hrs, Volume = 0.166 af

Primary = 1.45 cfs @ 12.20 hrs, Volume=

flow Depth = 5.54" for 100 YR-C event 0.166 af 0.166 af, Atten=0%, Lag=0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 20L: POA-5

Summary for Subcatchment 1S: DA-E1

Runoff = 33.81 cfs @ 12.37 hrs, Volume= 5.895 af, Depth= 8.61" Routed to Link 6L : POA-1

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-F Rainfall=11.84"

Area (ac) CN Description

1.050 55 Woods, Good, HSG B

7.170 78 Row crops, straight row, Good, HSG B

8.220 75 Weighted Average

8.220 75 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.0 646 0.0100 0.90 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.6 50 0.0040 0.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

23.6 731 Total

Subcatchment 1S: DA-E1

Summary for Subcatchment 3S: DA-E4

Runoff = 23.70 cfs @ 12.31 hrs, Volume= 3.667 af, Depth= 7.32" Routed to Link 16L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-F Rainfall=11.84"

Area (ac) CN Description

3.030 55 Woods, Good, HSG B

2.980 78 Row crops, straight row, Good, HSG B

6.010 66 Weighted Average

6.010 66 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

5.3 360 0.0160 1.14 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.3 753 Total

7.5 100 0.0040 0.22 Sheet Flow, Fallow n= 0.050 P2= 3.42" Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

Subcatchment 3S: DA-E4

Summary for Subcatchment 5S: DA-E3

Runoff = 10.73 cfs @ 12.23 hrs, Volume= 1.376 af, Depth= 6.23" Routed to Link 13L : Reduction

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-F Rainfall=11.84"

Area (ac) CN Description

2.080 55 Woods, Good, HSG B

0.130 98 Paved parking, HSG B

0.380 61 >75% Grass cover, Good, HSG B

0.060 98 Roofs, HSG A

2.650 59 Weighted Average

2.460 56 92.83% Pervious Area

0.190 98 7.17% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.1 17 0.0180 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

3.7 222 0.0400 1.00 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

12.8 239 Total

Subcatchment 5S: DA-E3

Summary for Subcatchment 6S: DA-E2

Runoff = 10.91 cfs @ 12.42 hrs, Volume=2.056 af, Depth= 8.20"

Routed to Link 10L : Reduction

2.056 af, Depth= 8.20"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-F Rainfall=11.84"

Area (ac) CN Description

0.800 55 Woods, Good, HSG B

0.010 98 Paved parking, HSG B

2.200 78 Row crops, straight row, Good, HSG B

3.010 72 Weighted Average

3.000 72 99.67% Pervious Area

0.010 98 0.33% Impervious Area

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

12.5 604 0.0080 0.80 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

1.6 48 0.0100 0.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

4.1 496 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

27.4 1 193 Total

27.4 1,193 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

0.2 10 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 6S: DA-E2

Hydrograph

Runoff

Summary for Subcatchment 12S: DA-E2A

Runoff = 5.18 cfs @ 12.11 hrs, Volume= Routed to Link 11L : Offsite 0.372 af, Depth= 7.82"

0.372 af, Depth= 7.82"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-F Rainfall=11.84"

Area (ac) CN Description

0.040 55 Woods, Good, HSG B

0.110 96 Gravel surface, HSG B

0.390 61 >75% Grass cover, Good, HSG B

0.030 98 Roofs, HSG B

0.570 69 Weighted Average

0.540 68 94.74% Pervious Area

0.030 98 5.26% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

2.2 376 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps

2.7 421 Total

0.5 45 0.0300 1.43 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42"

Subcatchment 12S: DA-E2A

Summary for Subcatchment 14S: DA-E3A

Runoff = 0.36 cfs @ 12.23 hrs, Volume= Routed to Link 15L : Offsite 0.048 af, Depth= 6.46"

0.048 af, Depth= 6.46"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-F Rainfall=11.84"

Area (ac) CN Description

0.070 55 Woods, Good, HSG B

0.010 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.090 60 Weighted Average

0.080 56 88.89% Pervious Area

0.010 98 11.11% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.3 13 0.0100 0.02 Sheet Flow, Woods: Dense underbrush n=0.800 P2=3.42" Using McCuen-Spiess flow length

2.0 116 0.0190 0.96 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps

2.2 147 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv=5.0 fps

14.0 294 Total

0.5 18 0.0160 0.63 Shallow Concentrated Flow, Woodland Kv=5.0 fps

Subcatchment 14S: DA-E3A

Hydrograph

Runoff

Summary for Subcatchment 17S: DA-E4A

Runoff = 0.92 cfs @ 12.31 hrs, Volume= Routed to Link 18L : Offsite

0.145 af, Depth= 6.02"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-F Rainfall=11.84"

Area (ac) CN Description

0.230 55 Woods, Good, HSG B

0.050 61 >75% Grass cover, Good, HSG B

0.010 98 Roofs, HSG B

0.290 58 Weighted Average

0.280 56 96.55% Pervious Area

0.010 98 3.45% Impervious Area

9.2 18 0.0200 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.42" Using McCuen-Spiess flow length

2.1 158 0.0200 1.27 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

2.1 62 0.0030 0.49 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps

4.4 231 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

19.5 555 Total

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

1.7 86 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps

Subcatchment 17S: DA-E4A

Flow (cfs)

Runoff

Summary for Subcatchment 19S: DA-E5

Runoff = 2.12 cfs @ 12.20 hrs, Volume= 0.246 af, Depth= 8.18" Routed to Link 20L : POA-5

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 100 YR-F Rainfall=11.84"

Area (ac) CN Description

0.100 55 Woods, Good, HSG B

0.260 78 Row crops, straight row, Good, HSG B

0.360 72 Weighted Average

0.360 72 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 35 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.42" Using McCuen-Spiess flow length

1.7 212 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps

10.7 247 Total

10.7 247 Total

Subcatchment 19S: DA-E5

Summary for Link 6L: POA-1

Inflow Area = 8.220 ac, 0.00% Impervious, Inflow Depth = 8.61" for 100 YR-F event Inflow = 33.81 cfs @ 12.37 hrs, Volume= 5.895 af Primary = 33.81 cfs @ 12.37 hrs, Volume= 5.895 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 6L: POA-1

Hydrograph

Page 126

Summary for Link 7L: POA-4

Inflow Area = 6.300 ac, 0.16% Impervious, Inflow Depth = 7.26" for 100 YR-F event Inflow = 24.62 cfs @ 12.31 hrs, Volume = 3.812 af Primary = 24.62 cfs @ 12.31 hrs, Volume = 3.812 af, Atten = 0%, Lag = 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 7L: POA-4

Summary for Link 8L: POA-3

Inflow Area = 2.740 ac, 7.30% Impervious, Inflow Depth = 6.24" for 100 YR-F event Inflow = 11.08 cfs @ 12.23 hrs, Volume= 1.425 af Primary = 11.08 cfs @ 12.23 hrs, Volume= 1.425 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 8L: POA-3

Summary for Link 9L: POA-2

Inflow Area = 3.580 ac, 1.12% Impervious, Inflow Depth = 8.14" for 100 YR-F event Inflow = 12.07 cfs @ 12.42 hrs, Volume = 2.427 af Primary = 12.07 cfs @ 12.42 hrs, Volume = 2.427 af, Atten = 0%, Lag = 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 9L: POA-2

Summary for Link 10L: Reduction

0.33% Impervious, Inflow Depth = 8.20" for 100 YR-F event 12.42 hrs, Volume= 2.056 af 12.42 hrs, Volume= 2.056 af, Atten= 0%, Lag= 0.0 min

Inflow Area = 3.010 ac,

Inflow = 10.91 cfs @

Primary = 10.91 cfs @

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 10L: Reduction

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 11L: Offsite

Inflow Area = 0.570 ac, 5.26% Impervious, Inflow Depth = 7.82" for 100 YR-F event Inflow = 5.18 cfs @ 12.11 hrs, Volume= 0.372 af Primary = 5.18 cfs @ 12.11 hrs, Volume= 0.372 af, Atten= 0%, Lag= 0.0 min

Routed to Link 9L : POA-2

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 11L: Offsite

Summary for Link 13L: Reduction

7.17% Impervious, Inflow Depth = 6.23" for 100 YR-F event 12.23 hrs, Volume= 1.376 af 12.23 hrs, Volume= 1.376 af, Atten= 0%, Lag= 0.0 min

Inflow Area = 2.650 ac,

Inflow = 10.73 cfs @

Primary = 10.73 cfs @

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 13L: Reduction

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 15L: Offsite

Inflow Area = 0.090 ac, 11.11% Impervious, Inflow Depth = 6.46" for 100 YR-F event Inflow = 0.36 cfs @ 12.23 hrs, Volume= 0.048 af Primary = 0.36 cfs @ 12.23 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min

Routed to Link 8L : POA-3

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 15L: Offsite

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 16L: Reduction

Inflow Area = 6.010 ac, 0.00% Impervious, Inflow Depth = 7.32" for 100 YR-F event Inflow = 23.70 cfs @ 12.31 hrs, Volume = 3.667 af Primary = 23.70 cfs @ 12.31 hrs, Volume = 3.667 af, Atten = 0%, Lag = 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 16L: Reduction

Hydrograph

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Page 134

Summary for Link 18L: Offsite

Inflow Area = 0.290 ac, 3.45% Impervious, Inflow Depth = 6.02" for 100 YR-F event Inflow = 0.92 cfs @ 12.31 hrs, Volume = 0.145 af Primary = 0.92 cfs @ 12.31 hrs, Volume = 0.145 af, Atten = 0%, Lag = 0.0 min

Routed to Link 7L : POA-4

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 18L: Offsite

0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Summary for Link 20L: POA-5

Inflow Area = 0.360 ac, 0.00% Impervious, Inflow Depth = 8.18" for 100 YR-F event Inflow = 2.12 cfs @ 12.20 hrs, Volume= 0.246 af Primary = 2.12 cfs @ 12.20 hrs, Volume= 0.246 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.01 hrs

Link 20L: POA-5

TABLE OF CONTENTS

Project Reports

1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes)

2 YR-C Event

4 Subcat 1S: DA-E1 5 Subcat 3S: DA-E4 6 Subcat 5S: DA-E3 7 Subcat 6S: DA-E2 9 Subcat 12S: DA-E2A 10 Subcat 14S: DA-E3A 12 Subcat 17S: DA-E4A 14 Subcat 19S: DA-E5 15 Link 6L: POA-1 16 Link 7L: POA-4 17 Link 8L: POA-3 18 Link 9L: POA-2 19 Link 10L: Reduction 20 Link 11L: Offsite 21 Link 13L: Reduction 22 Link 15L: Offsite 23 Link 16L: Reduction 24 Link 18L: Offsite 25 Link 20L: POA-5

2 YR-F Event

26 Subcat 1S: DA-E1

27 Subcat 3S: DA-E4

28 Subcat 5S: DA-E3

29 Subcat 6S: DA-E2

31 Subcat 12S: DA-E2A

32 Subcat 14S: DA-E3A

34 Subcat 17S: DA-E4A

36 Subcat 19S: DA-E5

37 Link 6L: POA-1

38 Link 7L: POA-4

39 Link 8L: POA-3

40 Link 9L: POA-2

41 Link 10L: Reduction

42 Link 11L: Offsite

43 Link 13L: Reduction

44 Link 15L: Offsite

45 Link 16L: Reduction

46 Link 18L: Offsite

47 Link 20L: POA-5

10 YR-C Event

48 Subcat 1S: DA-E1

49 Subcat 3S: DA-E4

50 Subcat 5S: DA-E3

51 Subcat 6S: DA-E2

53 Subcat 12S: DA-E2A

54 Subcat 14S: DA-E3A

56 Subcat 17S: DA-E4A

58 Subcat 19S: DA-E5

59 Link 6L: POA-1

60 Link 7L: POA-4

61 Link 8L: POA-3

62 Link 9L: POA-2

63 Link 10L: Reduction

64 Link 11L: Offsite

65 Link 13L: Reduction

66 Link 15L: Offsite

67 Link 16L: Reduction

68 Link 18L: Offsite

69 Link 20L: POA-5

10 YR-F Event

70 Subcat 1S: DA-E1

71 Subcat 3S: DA-E4

72 Subcat 5S: DA-E3

73 Subcat 6S: DA-E2

75 Subcat 12S: DA-E2A

76 Subcat 14S: DA-E3A

78 Subcat 17S: DA-E4A

80 Subcat 19S: DA-E5

81 Link 6L: POA-1

82 Link 7L: POA-4

83 Link 8L: POA-3

84 Link 9L: POA-2

85 Link 10L: Reduction

86 Link 11L: Offsite

87 Link 13L: Reduction

88 Link 15L: Offsite

89 Link 16L: Reduction

90 Link 18L: Offsite

91 Link 20L: POA-5

100 YR-C Event

92 Subcat 1S: DA-E1

93 Subcat 3S: DA-E4

94 Subcat 5S: DA-E3

95 Subcat 6S: DA-E2

97 Subcat 12S: DA-E2A

98 Subcat 14S: DA-E3A

100 Subcat 17S: DA-E4A

102 Subcat 19S: DA-E5

103 Link 6L: POA-1

104 Link 7L: POA-4

105 Link 8L: POA-3

106 Link 9L: POA-2

107 Link 10L: Reduction

108 Link 11L: Offsite

109 Link 13L: Reduction

110 Link 15L: Offsite

111 Link 16L: Reduction

112 Link 18L: Offsite

113 Link 20L: POA-5

100 YR-F Event

114 Subcat 1S: DA-E1

115 Subcat 3S: DA-E4

116 Subcat 5S: DA-E3

117 Subcat 6S: DA-E2

119 Subcat 12S: DA-E2A

120 Subcat 14S: DA-E3A

122 Subcat 17S: DA-E4A

124 Link 6L: POA-1

126 Link 7L: POA-4

127 Link 8L: POA-3

128 Link 9L: POA-2

129 Link 10L: Reduction

130 Link 11L: Offsite

131 Link 13L: Reduction

132 Link 15L: Offsite

133 Link 16L: Reduction

134 Link 18L: Offsite

135 Link 20L: POA-5

Stormwater Management Report South Hope Chapel Rd. Subdivision Project #23184

Appendix C – Proposed Conditions Analysis

Project Notes

Rainfall events imported from "240214_Analysis.hcp"

Analysis - Proposed Conditions

Rainfall Events Listing (selected events)

• 1 2 YR-C NOAA 24-hr D Default 24.00 1 3.42
• 2 2 YR-F NOAA 24-hr D Default 24.00 1 4.04
• 3 10 YR-C NOAA 24-hr D Default 24.00 1 5.38
• 4 10 YR-F NOAA 24-hr D Default 24.00 1 6.34
• 5 100 YR-C NOAA 24-hr D Default 24.00 1 9.48
• 6 100 YR-F NOAA 24-hr D Default 24.00 1 11.41

Area Listing (selected nodes)

Soil Listing (selected nodes)

Pipe Listing (selected nodes)

Analysis - Proposed Conditions NOAA 24-hr D 2 YR-C Rainfall=3.42" Prepared by Civil Core Consulting Printed 12/19/2025 HydroCAD® 10.20-8a s/n 13637 © 2025 HydroCAD Software Solutions LLC Page 8

Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points

Analysis - Proposed Conditions Prepared by Civil Core Consulting HydroCAD® 10.20-8a s/n 13637 © 2025 HydroCAD Software Solutions LLC NOAA 24-hr D 2 YR-C Rainfall=3.42" Printed 12/19/2025 Page 9

Link 33L: POA2 Link 34L: POA3 Total Runoff Area = 138,907 sf Runoff Volume = 9,980 cf Average Runoff Depth = 0.86" 73.07% Pervious = 101,495 sf 26.93% Impervious = 37,412 sf

Summary for Subcatchment 2S: DA-P1 PERVIOUS

Runoff = 0.00 cfs @ 24.01 hrs, Volume= Routed to Pond 5P : BIORETENTION BASIN 1A 24 cf, Depth= 0.01"

24 cf. Depth= 0.01"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.42"

Hydrograph for Subcatchment 2S: DA-P1 PERVIOUS

Page 11

Summary for Subcatchment 3S: DA-P3 PERVIOUS

Runoff = 0.00 cfs @ 24.02 hrs, Volume= Routed to Pond 42P : BIORENTION BASIN 3A

13 cf, Depth= 0.01"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.42"

Area (ac) CN Description

0.680 39 >75% Grass cover, Good, HSG A

0.680 39 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

9.0 83 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 3.42" Using McCuen-Spiess flow length

0.2 10 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps

2.2 270 2.00 Direct Entry, Pioe Flow

11.5 363 Total

Subcatchment 3S: DA-P3 PERVIOUS

Hydrograph for Subcatchment 3S: DA-P3 PERVIOUS

Page 13

Summary for Subcatchment 4S: DA-P2 PERVIOUS

Runoff = 0.00 cfs @ 24.01 hrs, Volume= Routed to Pond 6P : BIORENTION BASIN 2A

8 cf, Depth = 0.01"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.42"

Area (ac) CN Description

0.430 39 >75% Grass cover, Good, HSG A

0.430 39 100.00% Pervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

7.8 60 0.0300 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 3.42"

0.9 108 2.00 Direct Entry, Pipe Flow

8.7 168 Total

Subcatchment 4S: DA-P2 PERVIOUS

Subcatchment 4S: DA-P2 PERVIOUS

Hydrograph for Subcatchment 4S: DA-P2 PERVIOUS

Page 15

Summary for Subcatchment 6S: DA-P3 IMPERVIOUS

Runoff = 0.59 cfs @ 12.12 hrs, Volume= Routed to Pond 15P : PERVIOUS PAVEMENT 3B 2,314 cf, Depth= 3.19"

2,314 cf, Depth= 3.19"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.42"

Area (ac) CN Description

0.200 98 Paved parking, HSG A

0.200 98 100.00% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

3.6 37 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.42" Shallow Concentrated Flow, Paved Kv= 20.3 fps

0.7 118 0.0200 2.87

4.3 155 Total

Subcatchment 6S: DA-P3 IMPERVIOUS

Hydrograph for Subcatchment 6S: DA-P3 IMPERVIOUS

Page 17

Summary for Subcatchment 7S: DA-P2 IMPERVIOUS

Runoff = 0.56 cfs @ 12.12 hrs, Volume= Routed to Pond 10P : PERVIOUS PAVEMENT 2B 2,198 cf, Depth= 3.19"

2,198 cf, Depth= 3.19"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.42"

Area (ac) CN Description

0.190 98 Paved roads w/curbs & sewers, HSG A

0.190 98 100.00% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs) Description

3.5 35 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.42"

0.8 137 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps

4.3 172 Total

Subcatchment 7S: DA-P2 IMPERVIOUS

Hydrograph for Subcatchment 7S: DA-P2 IMPERVIOUS

Page 19

Summary for Subcatchment 8S: DA-P1 IMPERVIOUS

Runoff = 1.33 cfs @ 12.11 hrs, Volume= Routed to Pond 5P : BIORETENTION BASIN 1A

4,627 cf, Depth= 3.19"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.42"

Area (ac) CN Description

0.400 98 Paved roads w/curbs & sewers, HSG A

0.400 98 100.00% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs)

1.4 235 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps

1.1 137 2.00 Direct Entry, Pipe Flow

2.5 372 Total

Subcatchment 8S: DA-P1_IMPERVIOUS Pipe Flow

Subcatchment 8S: DA-P1 IMPERVIOUS

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours)

Hydrograph for Subcatchment 8S: DA-P1 IMPERVIOUS

Page 21

Summary for Subcatchment 14S: LOT 11 Roof

Runoff = 0.25 cfs @ 12.09 hrs, Volume= Routed to Pond 2P : Subsurface Infiltration Basin 1 797 cf, Depth= 3.19"

797 cf, Depth= 3.19"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-72.00 hrs, dt= NOAA 24-hr D 2 YR-C Rainfall=3.42"

Area (sf) CN Description

3,000 98 Roofs, HSG A

3,000 98 100.00% Impervious Area

Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity (cfs)

0.3 40 2.00 Direct Entry, Pipe Flow

Subcatchment 14S: LOT 11 Roof

Hydrograph for Subcatchment 14S: LOT 11 Roof

Page 23

Analysis - Proposed Conditions NOAA 24-hr D 2 YR-C Rainfall=3.42" Prepared by Civil Core Consulting Printed 12/19/2025 HydroCAD® 10.20-8a s/n 13637 © 2025 HydroCAD Software Solutions LLC Page 24

Pond 2P: Subsurface Infiltration Basin 1 - Chamber Wizard Field A

Chamber Model = ADS N-12 36" (ADS N-12® Pipe) Inside= 36.1"W x 36.1"H => 7.10 sf x 20.00'L = 142.0 cf Outside= 42.0"W x 42.0"H => 8.86 sf x 20.00'L = 177.2 cf 42.0" Wide + 21.0" Spacing = 63.0" C-C Row Spacing 4 Chambers/Row x 20.00' Long +3.50' Header x 2 = 87.00' Row Length +18.0" End Stone x 2 = 90.00' Base Length 5 Rows x 42.0" Wide + 21.0" Spacing x 4 + 18.0" Side Stone x 2 = 27.50' Base Width 6.0" Stone Base + 42.0" Chamber Height + 24.0" Stone Cover = 6.00' Field Height 20 Chambers x 142.0 cf + 24.50' Header x 7.10 sf x 2 = 3,187.9 cf Chamber Storage 20 Chambers x 177.2 cf + 24.50' Header x 8.86 sf x 2 = 3,978.6 cf Displacement 14,850.0 cf Field - 3,978.6 cf Chambers = 10,871.4 cf Stone x 40.0% Voids = 4,348.5 cf Stone Storage Chamber Storage + Stone Storage = 7,536.4 cf = 0.173 af Overall Storage Efficiency = 50.8% Overall System Size = 90.00' x 27.50' x 6.00' 20 Chambers 550.0 cy Field 402.6 cy Stone

Pond 2P: Subsurface Infiltration Basin 1

Pond 2P: Subsurface Infiltration Basin 1

Page 27

Pond 2P: Subsurface Infiltration Basin 1

Stage-Area-Storage

Hydrograph for Pond 2P: Subsurface Infiltration Basin 1

Page 29

Stage-Discharge for Pond 2P: Subsurface Infiltration Basin 1

Page 30

Stage-Area-Storage for Pond 2P: Subsurface Infiltration Basin 1