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Stormwater Management, Groundwater Recharge and Water Quality Analysis

For 1980 Swarthmore LLC

30 S. Hope Chapel Road (CR 547) Block 20901, Lot 15 Township of Jackson Ocean County, New Jersey

Prepared by:

D DYNAMIC ENGINEERING

5 Greentree Centre, Suite 406 Marlton, NJ 08053 (732) 974-0198

Rodman R. Ritchie, PE, PP NJ Professional Engineer License #43547

August 2023 Last Revised February 2026 DEC #3342-99-007

TABLE OF CONTENTS

Page No.

1. SITE DESCRIPTION AND PROJECT OVERVIEW ..... - 1
2. DESIGN OVERVIEW ..... - 1
3. EXISTING DRAINAGE CONDITIONS ..... - 3
4. PROPOSED DRAINAGE CONDITIONS ..... - 4
5. STORMWATER MANAGEMENT SYSTEM DESIGN ..... - 6
6. GREEN INFRASTRUCTURE COMPLIANCE ..... - 6
7. WATER QUALITY COMPLIANCE ..... - 8
8. GROUNDWATER RECHARGE COMPLIANCE ..... - 8
9. GROUNDWATER MOUNDING ..... - 8
10. PINELANDS NITROGEN REMOVAL REQUIREMENT ..... - 9
11. STORM SEWER DESIGN ..... - 9
12. SOIL EROSION AND SEDIMENT CONTROL COMPLIANCE ..... - 9
13. CONCLUSION ..... - 12

APPENDIX

• NRCS Web Soil Survey
• Hydrograph Summary Reports – Existing & Proposed Conditions 2, 10, & 100-year
• Hydrograph Summary Reports – Existing & Proposed Water Quality Storm
• Hydrograph Comparison – Study Area Road Undetained 2, 10 & 100-year
• Stormwater Collection System Calculations (Pipe Sizing)
• Conduit Outlet Protection Calculations
• Groundwater Recharge Calculation
• Groundwater Mounding Calculation
• Basin Drain Time Calculations
• Offsite Stability Failure Analysis
• Report of Geotechnical & Stormwater Basin Area Investigation, prepared by Dynamic Earth, LLC
• Drainage Area Maps
• Nitrogen Removal Exhibit

1. SITE DESCRIPTION AND PROJECT OVERVIEW

The subject site is located at 30 South Hope Chapel Road (C.R. 547) in the Township of Jackson, Ocean County, New Jersey. The site is identified as Block 20901, Lot 15 on the Township of Jackson Tax Map Sheet #209. The subject site is currently developed with one 2,164 SF single family home, three one-story garages and a contractor's yard. The property is bounded to the north by residential uses with wooded areas, commercial uses and East Veterans Highway beyond, to the south by Garden Street with residential uses beyond, to the east by S. Hope Chapel (CR 547) with commercial uses beyond, and to the west by residential uses with wooded areas beyond.

The proposed project consists of the development of a 3-story office building. The office building will consist of a total footprint of 4,937 SF, and a total square footage of 14,979 SF. The proposed project will also include associated site improvements including parking areas, landscaping, lighting, stormwater management facilities, and utilities.

2. DESIGN OVERVIEW

This report has been prepared to define and analyze the stormwater drainage conditions that would occur as a result of the development of the subject site. Based upon the fact that the proposed development will result in more than 1 acre of land disturbance, increase in impervious coverage by more than 1/4 acre, and increase motor vehicle surfaces by more than 1/4 acre, this project is classified as a “major development” as defined in NJAC 7:8 and NJAC 7:50. Therefore, the proposed development has been designed to meet the stormwater water runoff quantity, quality, and groundwater recharge standards, as set forth by the Township of Jackson Land Use Ordinance, NJAC 7:8 and NJAC 7:50.

The following documents and data were used in the support of the design of the project.

• A survey entitled “Boundary, Location & Topographic Survey” prepared by Dynamic Survey, LLC, dated October 22, 2021;
• Site Plans entitled “Preliminary and Final Site Plan” prepared by Dynamic Engineering Consultants, PC dated August 25, 2023;
• Geotechnical Report entitled “Report of Geotechnical & Stormwater Basin Area Investigation Report” prepared by Dynamic Earth, LLC dated June 24, 2022;
• NRCS Web Soil Survey
• NJDEP Stormwater Management Best Management Practices Manual
• NJDEP New Jersey Pinelands Comprehensive Management Plan

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

The hydrology for the site was calculated using the NRCS Runoff Equation and Dimensionless Unit Hydrograph as noted in Part 630, Hydrology National Engineering Handbook. The following particular references were used:

• Curve Numbers were established via Chapter 9 – Hydrological Soil-Cover Complexes
• Time of Concentration were calculated in accordance with Chapter 15
• Rainfall Distributions are based on NOAA Type D rainfall distribution
• The Delmarva Unit Hydrograph was utilized
• The rainfall depths are based on Ocean County NOAA Atlas 14 Data as noted below:

Based upon the Ocean County Soil Survey, the soil types native to the site include:

Based on the methodology and data noted above a hydrologic evaluation of the NJDEP Water Quality, 2-, 10-, and 100-year storm event was prepared.

This report will address compliance with the following standards:

• Groundwater Recharge Standards (NJAC 7:50-56.84(a)6.iv(1))
• Stormwater Runoff Quality Standards (NJAC 7:8-5.5 and NJAC 7:50-56.84(a)6.iv(6))
• Stormwater Runoff Quantity Standards (NJAC 7:8-5.6 and NJAC 7:50-56.84(a)6))
• Calculation of Stormwater Runoff (NJAC 7:8-5.7 and NJAC 7:50-56.84(a)6)
• Green Infrastructure Standards (NJAC 7:8-5.3 and NJAC 7:50-56.84(a)6)

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

3. EXISTING DRAINAGE CONDITIONS

The area to be analyzed consists of approximately 1.17 acres and is comprised of mostly grassy area, with a residential building, garages, and asphalt paving. Currently, the stormwater runoff generated by the existing site drains to the western and eastern portions of the site via overland flow. Due to commercial development that occurred since 1981 without application to the Pinelands Commission the subject site has been evaluated using an Historical Area Map from 1972 as depicted in the Existing Drainage Area Map included in the Appendix of this report.

Point of Analysis #1 – Existing Study Area West

Existing Study Area West: This area consists of 1.020 acres and is comprised of mostly grassy area, a one-story house, two (2) garages, and asphalt paving. Under existing conditions, the stormwater runoff generated by the existing site drains to the western portion of the site via overland flow.

Existing Conditions Input Summary Table

Existing Conditions Flow Summary Table

Point of Analysis #2 - Existing Study Area Road

Existing Study Area Road: This area consists of 0.150 acres and is comprised of mostly grassy area, concrete, and asphalt paving as well as a portion of the existing South Hope Chapel Road (C.R. 547) right-of-way along the subject property frontage. Under existing conditions, the stormwater runoff generated by the existing site drains to the eastern portion of the site via overland flow.

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

Existing Conditions Input Summary Table

Existing Conditions Flow Summary Table

4. PROPOSED DRAINAGE CONDITIONS

The proposed development will incorporate one (1) underground infiltration basin and one (1) manufactured treatment device (MTD) into the layout of the facility for stormwater management. The basin is designed to detain, treat, and infiltrate a portion of stormwater runoff generated by the development in order to meet the stormwater management requirements. The proposed site conditions have been evaluated using the following drainage sub-watershed areas as depicted on the Proposed Drainage Area Map included in the Appendix of this report.

Point of Analysis #1 – Study Area West

Study Area WQ MTD A-110: This area consists of 0.63 acres in the central portion of the site which includes open space and impervious areas. Under proposed conditions, stormwater runoff generated by this area flows to proposed inlets via overland flow and through the pipe conveyance system to the proposed MTD and underground infiltration basin. Stormwater from the basin is released through an outlet control structure to the proposed stormwater conveyance system and discharged via the proposed scour hole.

Study Area Roof: This area consists of 0.11 acres in the central portion of the site which includes only the roof of the proposed building. Under proposed conditions, stormwater runoff generated by this area flows to proposed stormwater management infrastructure via channel flow within the proposed roof leader the proposed pipe conveyance system to the proposed underground infiltration basin. Stormwater from the basin

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

is released through an outlet control structure to the proposed stormwater conveyance system and discharged via the proposed scour hole.

Study Area West Undetained: The area consists of 0.31 acres in the northern, southern, and western portions of the site which includes open, grassy areas. Under proposed conditions, stormwater runoff captured in this area will run offsite via overland flow.

Proposed Conditions Input Summary Table

Proposed Conditions Flow Summary Table

Point of Analysis #2 – Study Area Road Undetained

Study Area Road Undetained: The area consists of 0.12 acres in the eastern portion of the site which includes open, grassy areas and asphalt pavement. Under proposed conditions, stormwater runoff captured in this area will run offsite via overland flow.

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

Proposed Conditions Input Summary Table

Proposed Conditions Flow Summary Table

Study Area Road Undetained – Total

5. STORMWATER MANAGEMENT SYSTEM DESIGN

A summary of each basin's water surface elevation (WSEL) and outflow rated for the Water Quality, 2-, 10-, and 100-year storm event for current conditions are provided below. These WSELs and outflows assume normal operating conditions for each basin. Routing calculations for the basin are included in the Appendix.

Basin A Summary Table

6. GREEN INFRASTRUCTURE COMPLIANCE

The basin noted above has been designed to comply with the stormwater runoff quantity, quality, and groundwater recharge requirements for the proposed development as applicable. The basin has been designed in accordance with NJAC 7:8, NJAC 7:50 and the New Jersey Stormwater Best Management Practices. The table below summarizes the design considerations for each basin, see the Site Plan details for additional information.

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

Small-Scale Infiltration Basins (Table 5-1 – Quantity, Quality, & Recharge)

7. WATER QUANTITY CONTROL COMPLIANCE

The site has been designed to meet the flow reduction requirements as noted in NJAC 7:8-5.6(b)3. The points of analysis have been identified on the Drainage Area Maps as previously described. Below is a summary table demonstrating compliance with the flow reduction requirements. Peak Flow Reduction Calculations are included within the appendix of this report.

Point of Analysis #1 (Study Area West)

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

Point of Analysis #2 (Study Area Road)

The post-construction runoff hydrographs for the current and projected 2-, 10-, and 100-year storm events do not exceed, at any point in time, the pre-construction runoff hydrographs for the same storm events. Refer to appendix for hydrograph comparisons of this point of analysis.

8. WATER QUALITY COMPLIANCE

In accordance with NJAC 7:8-5.5, stormwater quality standards are applicable when a major development results in an increase of one-quarter acre or more of regulated motor vehicle surface. The proposed development utilizes the following BMP in order to meet the required 80% TSS removal rate as annual average:

9. GROUNDWATER RECHARGE COMPLIANCE

The project has been designed to satisfy the groundwater recharge requirements set forth in NJAC 7:50-56.84(a)6.iv(1) by infiltrating the total runoff generated from the net increase in impervious surfaces by a 10-year, 24-hour storm. HydroCAD Stormwater Modeling Software has been utilized to verify satisfaction of the recharge requirement. Groundwater Recharge Calculations are included within the appendix of this report.

10. GROUNDWATER MOUNDING

The proposed underground infiltration basin has been designed to retain and infiltrate the total runoff volume generated from the net increase in impervious surfaces by the 10-year, 24-hour storm, per NJAC 7:50 requirements. The total volume that is required to be retained and infiltrated is 13,939 cubic feet. The volume requirement is met by modeling exfiltration within HydroCAD for the proposed underground infiltration basin. This provides approximately 17,075 cubic feet of water to be infiltrated during the 10-year projected rainfall event. When utilizing the infiltrated volume the maximum mound during the 10-year storm is 8.664 feet. Seasonal High Groundwater was not encountered during the field tests, therefore the termination elevation for SPP-1 (105.8) was used to determine the approximate height of the mound during the 10-year storm. The mound during the 10-year storm could reach a maximum elevation of 114.46 which is 3.04 feet below the

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

proposed bottom of basin (elevation 117.50). Therefore, no negative impacts are anticipated. The ground water mounding calculations can be found in the appendix of this report.

11. PINELANDS NITROGEN REMOVAL REQUIREMENT

The project has been designed to satisfy the Nitrogen removal requirements set forth in NJAC 7:50 through the use of an underground basin with a manufactured treatment device. The grading and stormwater conveyance system has been designed to route runoff from motor vehicle surface, landscaped areas and roofs to a proposed underground basin with a MTD to comply with the required nitrogen removal of 53.2%, the proposed Nitrogen removal rate is 59.0%. Further it is noted that the proposed roof and sidewalk areas are not generating nitrogen; therefore 100% nitrogen removal has been provided within those areas. The Pinelands Nitrogen Removal calculations and Exhibit can be found in the Appendix of this report.

12. STORM SEWER DESIGN

The proposed stormwater management collection system has been designed to have hydraulic capacity for the 25-year storm event. The Rational Method was used to determine inflow rates to each structure and Manning's Equation was used to establish pipe capacity. In accordance with the NJDEP BMP Manual Chapter 5, weighted runoff coefficients were computed for each drainage area based on land cover and hydrologic soil group. The time of concentration was calculated for each area. Rainfall intensity was based upon the Trenton Rainfall intensity curve. Supporting calculations and the Inlet Drainage Area Map can be found in the appendix.

13. SOIL EROSION AND SEDIMENT CONTROL COMPLIANCE

The project has been designed to comply with the Standards for Soil Erosion and Sediment Control in New Jersey. Soil erosion control measures such as a stabilized construction entrance, inlet protection and silt fence are shown on the plans. In addition, conduit outlet protection is proposed at the outflow point of the storm sewer system with supporting calculations included in the Appendix of this report. Finally, this project has been designed to satisfy the off-site stability standards set forth in the Standards for Soil Erosion and Sediment Control in New Jersey.

As noted previously, the proposed peak flows meet the necessary requirements set forth in NJAC 7:8-5.6 and NJAC 7:50-56.84(a)6), thereby achieving off-site stability.

Special consideration shall be given to the use of infiltration for peak flow modifications as follows:

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

Point Of Discharge Stability Analysis

When infiltration practices are proposed, an alternate analysis (failure analysis) must be provided which ignores infiltration (no dead storage volume available, no static or dynamic infiltration loss rates in the routing calculations, etc.) and demonstrates that no erosion will occur at the point of discharge if infiltration fails to function. Flow rates based solely upon basin inlet and outlet hydraulics must be used in comparison to Table 21-1 (below) to document a stable outlet.

A failure analysis has been provided within the Appendix of this report, which ignores infiltration and demonstrates that no erosion will occur at the point of discharge if infiltration fails to function. To summarize, when disregarding any infiltration and dead storage within the proposed basin the peak outflow for the 25 year storm is 1.06 CFS which complies with the point discharge requirements within the Standards for Soil Erosion and Sediment Control in New Jersey.

Downstream (Off-Site) Stability Analysis

Infiltration may be used to meet peak flow reduction requirements (outlined below) for the purposes of documenting stability of the downstream receiving channel, provided that the complete loss of infiltration function does not result in an increase in peak flow values above the predevelopment levels.

Analysis below the points of discharge to the downstream receiving channel have been provided below.

Point of Discharge - Methods for Achieving Stability

1. Well-defined waterway below the point of discharge:

There is a well-defined waterway (Dove Mill Branch Tributary) below the point of discharge; therefore, this method will be used.

• A.Retain pre-developed runoff characteristics. Do not increase the rate of runoff from the development.
• As documented in the subsections above, there is a decrease in the rate of runoff from the development to all points of analysis.
• B.Analyze the waterway or channel for stability under the planned rate of discharge using the Standard for Grassed Waterways or Standard for Channel Stabilization, as appropriate. Peak flows from the 2-and 10-year storms shall be analyzed.

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

As noted above, the proposed peak flows meet the above reductions, thereby achieving off-site stability, therefore; this section is not applicable.

• C.C. Modify the waterway or channel to a stable design condition.

As noted above, the proposed peak flows meet the above reductions, thereby achieving off-site stability, therefore; this section is not applicable.

Downstream of the Point of Discharge (Off-Site Stability Analysis)

In addition to ensuring erosion does not occur at the point of discharge, areas downstream and beyond the immediate area of site development may be damaged due to erosive forces resulting from extended duration of hydrograph peak flows. An unintended consequence of the practice of detaining and slowly releasing stormwater is the ability for peak flows to be sustained for longer periods of time, offering an opportunity for upstream discharges to coincide with project site discharges. The resulting combined discharge may be equal to or even exceed that of the pre-development condition.

To limit the potential for such an occurrence the designer may choose either of two approaches for downstream stability protection:

1. Examine hydraulic characteristics of the receiving stream channel considering upstream discharge in combination with site discharge to assess channel stability. The scope and scale of the analysis shall be appropriate to the scale of the project and the post development peak discharge rate and volume. Of particular concern are hydraulic control points, (culverts, bridges, etc.), bends in streams and sudden changes in channel cross sections downstream of the discharge point. The following may be utilized to assess stability:
2. The proposed design utilizes approach 2 as described below.
2. In lieu of performing a comprehensive watershed analysis, design a detention facility that reduces peak flows to the following levels. Infiltration may be used to meet these criteria:

2-year storm – 50% of the predevelopment peak

10-year storm – 75% of the predevelopment peak

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

The post-construction runoff hydrographs for the current and projected two-, 10-, and 100-year storm events do not exceed, at any point in time, the pre-construction runoff hydrographs for the same storm events.

Reductions in peak flows are to be compared to pre-developed drainage area points of discharge in the event that drainage is re-directed in the post developed condition. Reductions are only required of the developed or modified portions of the project site.

As documented in the subsections above, the proposed peak flows meet the above reductions, thereby achieving off-site stability.

14. CONCLUSION

The proposed development has been designed to control stormwater runoff in a manner consistent with the existing drainage patterns. In addition, the proposed development satisfies the runoff quantity, quality and groundwater recharge requirements set forth by the Township of Jackson Land Use Ordinance, Pinelands CMP and NJAC 7:8 through the use of the proposed small-scale underground infiltration basins. With this stated, it is evident that the proposed development will not have a negative impact on the existing drainage conditions, water quality or groundwater recharge on-site or within the vicinity of the subject site.

1980 Swarthmore LLC DEC #3342-99-007

August 2023 Last Revised February 2026

APPENDIX

NRCS WEB SOIL SURVEY

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

6/14/2023 Page 2 of 4

MAP LEGEND

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.

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

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

Soil Survey Area: Ocean County, New Jersey Survey Area Data: Version 20, Aug 30, 2022

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

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.

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

Soil Rating Points

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

MAP INFORMATION

Hydrologic Soil Group

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

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

6/14/2023 Page 3 of 4

Component Percent Cutoff: None Specified

Tie-break Rule: Higher

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

6/14/2023 Page 4 of 4

HYDROGRAPH SUMMARY REPORTS – EXISTING & PROPOSED CONDITIONS 2, 10, & 100-YEAR

Project Notes

Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NRCS-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Defined 1 rainfall events from NJ-DEP IDF Defined 1 rainfall events from NJ-DEP IDF

2026-02 Existing and Proposed Prepared by Dynamic Engineering HydroCAD\textregistered 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Printed 2/10/2026 Page 4

Rainfall Events Listing (selected events)

Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC

1 2-Year-Current NOAA 24-hr D Default 24.00 1 3.42 2

2 2-Year-Projected NOAA 24-hr D Default 24.00 1 4.04 2

3 10-Year-Current NOAA 24-hr D Default 24.00 1 5.38 2

4 10-Year-Projected NOAA 24-hr D Default 24.00 1 6.34 2

5 100-Year-Current NOAA 24-hr D Default 24.00 1 9.48 2

6 100-Year-Projected NOAA 24-hr D Default 24.00 1 11.41 2

2026-02 Existing and Proposed Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD ® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 5 2026-02 Existing and Proposed Prepared by Dynamic Engineering

HydroCAD ® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC

Soil Listing (selected nodes) Ground Covers (selected nodes)

Area (acres) Soil Group Subcatchment Numbers HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers

2.340 HSG A 3S, 4S, 6S, 7S, 10S, 11S, 12S, 14S, 15S, 19S 1.470 0.000 0.000 0.000 0.000 1.470 >75% Grass cover, Good

0.000 HSG B 3S, 7S, 11S,

0.000 HSG C 14S,

0.000 HSG D 19S

0.000 Other 0.710 0.000 0.000 0.000 0.000 0.710 Paved parking 4S, 6S,

2.340 TOTAL AREA 10S, 12S

0.160 0.000 0.000 0.000 0.000 0.160 Roofs 4S, 15S

2.340 0.000 0.000 0.000 0.000 2.340 TOTAL AREA

Pipe Listing (selected nodes)

2026-02 Existing and Proposed Prepared by Dynamic Engineering HydroCAD\circledR 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC NOAA 24-hr D 2-Year-Current Rainfall=3.42" Printed 2/10/2026 Page 9

Link 18L: Study Area Road Undetained (Total) Inflow=0.06 cfs 0.008 af Primary=0.06 cfs 0.008 af

Total Runoff Area = 2.340 ac Runoff Volume = 0.232 af Average Runoff Depth = 1.19' 62.82% Pervious = 1.470 ac 37.18% Impervious = 0.870 ac

2026-02 Existing and Proposed Prepared by Dynamic Engineering HydroCAD\circledR 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC NOAA 24-hr D 2-Year-Current Rainfall=3.42" Printed 2/10/2026 Page 10

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Area (ac) CN Description

0.930 39 >75% Grass cover, Good, HSG A

0.930 39 100.00% Pervious Area

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

8.4 47 0.0350 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 4.04" Using McCuen-Spiess flow length

0.4 51 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

8.8 98 Total, Increased to minimum Tc = 10.0 min

Subcatchment 3S: Ex. Study Area West (Perv)

Summary for Subcatchment 4S: Ex. Study Area West (Imp)

Runoff = 0.19 cfs @ 12.19 hrs, Volume= 0.024 af, Depth= 3.19" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Area (ac) CN Description

0.040 98 Paved parking, HSG A

0.050 98 Roofs, HSG A

0.090 98 Weighted Average

0.090 98 100.00% Impervious Area

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

0.9 100 0.0300 1.82 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.1 148 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

2.0 248 Total Increased to minimum T= 10.0 min

2.0 248 Total, Increased to minimum Tc = 10.0 min

Subcatchment 4S: Ex. Study Area West (Imp)

Summary for Subcatchment 6S: Ex. Study Area Road (Imp)

Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.008 af, Depth= 3.19" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

1.0 82 0.0150 1.32

Sheet Flow, A-B

Smooth surfaces n= 0.011 P2= 4.04"

1.0 82 Total Increased to minimum Tc = 10.0 min

1.0 82 Total, Increased to minimum Tc = 10.0 min

Subcatchment 6S: Ex. Study Area Road (Imp)

Summary for Subcatchment 7S: Ex. Study Area Road (Perv)

Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth= 0.01" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

1.0 61 Total, Increased to minimum Tc = 10.0 min

Subcatchment 7S: Ex. Study Area Road (Perv)

Summary for Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Runoff = 1.30 cfs @ 12.19 hrs, Volume= 0.162 af, Depth= 3.19"

Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Area (ac) CN Description

0.610 98 Paved parking, HSG A

0.610 98 100.00% Impervious Area

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

0.6 55 0.0302 1.62 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.3 297 0.0035 3.68 4.52 Pipe Channel, B-C 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

1.9 352 Total, Increased to minimum Tc = 10.0 min

Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Summary for Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth= 0.01" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Area (ac) CN Description

0.020 39 >75% Grass cover, Good, HSG A

0.020 39 100.00% Pervious Area

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

1.4 8 0.0125 0.10 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

0.2 46 0.0380 3.96 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps

1.3 297 0.0035 3.68 4.52 Pipe Channel, C-D 15.0" Round Area= 1.2 sf Perm= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

2.9 351 Total, Increased to minimum Tc = 10.0 min

Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Summary for Subcatchment 12S: Study Area Road Undetained (Imp)

Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.008 af, Depth= 3.19" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.008 af, Depth= 3.19" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

0.4 35 0.0322 1.52

Sheet Flow, A-B

Smooth surfaces n= 0.011

P2= 4.04"

0.4 35 Total, Increased to minimum Tc = 10.0 min

Subcatchment 12S: Study Area Road Undetained (Imp)

Summary for Subcatchment 14S: Study Area West Undetained

Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth= 0.01" Routed to Link 14L : Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Area (ac) CN Description

0.310 39 >75% Grass cover, Good, HSG A

0.310 39 100.00% Pervious Area

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

2.7 48 0.0850 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

2.7 48 Total, Increased to minimum Tc = 10.0 min

Subcatchment 14S: Study Area West Undetained

Summary for Subcatchment 15S: Study Area Roof (Imp)

Runoff = 0.23 cfs @ 12.19 hrs, Volume= 0.029 af, Depth= 3.19"

Routed to Link 16L : Study Area Basin A (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Area (ac) CN Description

0.110 98 Roofs, HSG A

0.110 98 100.00% Impervious Area

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

0.8 207 0.0100 4.50 1.57 Pipe Channel, A-B 8.0" Round Area= 0.3 sf Perm= 2.1' r= 0.17' n= 0.010 PVC, smooth interior

0.8 207 Total, Increased to minimum Tc = 10.0 min

Subcatchment 15S: Study Area Roof (Imp)

Summary for Subcatchment 19S: Study Area Road Undetained (Perv)

Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth= 0.01" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Current Rainfall=3.42"

Subcatchment 19S: Study Area Road Undetained (Perv)

Summary for Pond 21P: Basin A Routing (StormBrixx)

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 117.82' @ 12.56 hrs Surf.Area= 3,001 sf Storage= 937 cf

Plug-Flow detention time=6.8 min calculated for 0.191 af (100% of inflow) Center-of-Mass det. time=6.8 min (773.5 - 766.7)

8,729 cf Total Available Storage

Storage Group A created with Chamber Wizard

Pond 21P: Basin A Routing (StormBrixx) - Chamber Wizard Field A

Chamber Model = ACO StormBrixx SD 1 (ACO StormBrixx® SD) Inside = 23.7" W × 36.0" H => 5.75 sf × 3.95' L = 22.7 cf Outside = 23.7" W × 36.0" H => 5.93 sf × 3.95' L = 23.4 cf

24 Chambers/Row x 3.95' Long = 94.88' Row Length 16 Rows x 23.7" Wide = 31.63' Base Width 36.0" Chamber Height = 3.00' Field Height

384 Chambers x 22.7 cf = 8.728.7 cf Chamber Storage 384 Chambers x 23.4 cf = 8.998.6 cf Displacement

Chamber Storage = 8,728.7 cf = 0.200 af Overall Storage Efficiency = 97.0% Overall System Size = 94.88' x 31.63' x 3.00'

384 Chambers 333.3 cy Field

Pond 21P: Basin A Routing (StormBrixx)

Summary for Link 5L: Ex Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 5L: Ex Study Area West (Total)

Summary for Link 8L: Existing Study Area Road (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 8L: Existing Study Area Road (Total)

Summary for Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Inflow Area = 0.630 ac, 96.83% Impervious, Inflow Depth = 3.09" for 2-Year-Current event Inflow = 1.30 cfs @ 12.19 hrs, Volume = 0.162 af Primary = 1.30 cfs @ 12.19 hrs, Volume = 0.162 af, Atten = 0%, Lag = 0.0 min

Routed to Link 16L : Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Fixed water surface Elevation= 117.75'

Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Summary for Link 14L: Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 14L: Study Area West (Total)

Summary for Link 16L: Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 16L: Study Area Basin A (Total)

Summary for Link 18L: Study Area Road Undetained (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 18L: Study Area Road Undetained (Total)

2026-02 Existing and Proposed NOAA 24-hr D 2-Year-Projected Rainfall=4.04" Prepared by Dynamic Engineering Printed 2/10/2026 HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 30

Link 18L: Study Area Road Undetained (Total) Inflow=0.08 cfs 0.010 af

Primary=0.08 cfs 0.010 af

Total Runoff Area = 2.340 ac Runoff Volume = 0.282 af Average Runoff Depth = 1.45" 62.82% Pervious = 1.470 ac 37.18% Impervious = 0.870 ac

Summary for Subcatchment 3S: Ex. Study Area West (Perv)

Runoff = 0.01 cfs @ 17.02 hrs, Volume= 0.004 af, Depth= 0.05" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Area (ac) CN Description

0.930 39 >75% Grass cover, Good, HSG A

0.930 39 100.00% Pervious Area

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

8.4 47 0.0350 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 4.04" Using McCuen-Spiess flow length

0.4 51 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

8.8 98 Total, Increased to minimum Tc = 10.0 min

Subcatchment 3S: Ex. Study Area West (Perv)

Summary for Subcatchment 4S: Ex. Study Area West (Imp)

Runoff = 0.23 cfs @ 12.19 hrs, Volume= 0.029 af, Depth= 3.81" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Area (ac) CN Description

0.040 98 Paved parking, HSG A

0.050 98 Roofs, HSG A

0.090 98 Weighted Average

0.090 98 100.00% Impervious Area

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

0.9 100 0.0300 1.82 Sheet Flow, A-B

1.1 148 0.0200 2.28 Smooth surfaces n= 0.011 P2= 4.04"

Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

2.0 248 Total, Increased to minimum Tc = 10.0 min

Subcatchment 4S: Ex. Study Area West (Imp)

Summary for Subcatchment 6S: Ex. Study Area Road (Imp)

Runoff = 0.08 cfs @ 12.19 hrs, Volume= 0.010 af, Depth= 3.81" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

1.0 82 0.0150 1.32 Sheet Flow, A-B Smooth surfaces n = 0.011 P2= 4.04"

1.0 82 Total, Increased to minimum Tc = 10.0 min

Subcatchment 6S: Ex. Study Area Road (Imp)

2026-02 Existing and Proposed NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\circledR 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 34

Summary for Subcatchment 7S: Ex. Study Area Road (Perv)

Runoff = 0.00 cfs @ 17.02 hrs, Volume= 0.001 af, Depth= 0.05" Routed to Link 8L : Existing Study Area Road (Total)

Runoff = 0.00 cfs @ 17.02 hrs, Volume= 0.001 af, Depth= 0.05"

Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

1.0 61 Total, Increased to minimum Tc = 10.0 min

Subcatchment 7S: Ex. Study Area Road (Perv)

Summary for Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Runoff = 1.54 cfs @ 12.19 hrs, Volume= 0.193 af, Depth= 3.81" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Area (ac) CN Description

0.610 98 Paved parking, HSG A

0.610 98 100.00% Impervious Area

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

0.6 55 0.0302 1.62 Sheet Flow, A-B

1.3 297 0.0035 3.68 4.52 Smooth surfaces n= 0.011 P2= 4.04"

Pipe Channel, B-C

15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'

n= 0.011 Concrete pipe, straight & clean

1.9 352 Total, Increased to minimum Tc = 10.0 min

Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Summary for Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Runoff = 0.00 cfs @ 17.02 hrs, Volume= 0.000 af, Depth= 0.05" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Area (ac) CN Description

0.020 39 >75% Grass cover, Good, HSG A

0.020 39 100.00% Pervious Area

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

1.4 8 0.0125 0.10 Sheet Flow, A-B

0.2 46 0.0380 3.96 Grass: Short n= 0.150 P2= 4.04"

1.3 297 0.0035 3.68 4.52 Shallow Concentrated Flow, B-C

Paved Kv= 20.3 fps

Pipe Channel, C-D

15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'

n= 0.011 Concrete pipe, straight & clean

2.9 351 Total. Increased to minimum Tc = 10.0 min

Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Hydrograph

Summary for Subcatchment 12S: Study Area Road Undetained (Imp)

Runoff = 0.08 cfs @ 12.19 hrs, Volume= 0.010 af, Depth= 3.81" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

0.4 35 0.0322 1.52 Sheet Flow, A-B Smooth surfaces n = 0.011 P2= 4.04"

0.4 35 Total, Increased to minimum Tc = 10.0 min

Subcatchment 12S: Study Area Road Undetained (Imp)

Summary for Subcatchment 14S: Study Area West Undetained

Runoff = 0.00 cfs @ 17.02 hrs, Volume= 0.001 af, Depth= 0.05"

Routed to Link 14L : Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

2.7 48 Total, Increased to minimum Tc = 10.0 min

Subcatchment 14S: Study Area West Undetained

Summary for Subcatchment 15S: Study Area Roof (Imp)

Runoff = 0.28 cfs @ 12.19 hrs, Volume= 0.035 af, Depth= 3.81" Routed to Link 16L : Study Area Basin A (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Area (ac) CN Description

0.110 98 Roofs, HSG A

0.110 98 100.00% Impervious Area

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

0.8 207 0.0100 4.50 1.57 Pipe Channel, A-B 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.010 PVC, smooth interior

0.8 207 Total, Increased to minimum Tc = 10.0 min

Subcatchment 15S: Study Area Roof (Imp)

2026-02 Existing and Proposed NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\circledR 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 40

Summary for Subcatchment 19S: Study Area Road Undetained (Perv)

Runoff = 0.00 cfs @ 17.02 hrs, Volume= 0.000 af, Depth= 0.05"

Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-Year-Projected Rainfall=4.04"

4.8 58 Total, Increased to minimum Tc = 10.0 min

Subcatchment 19S: Study Area Road Undetained (Perv)

Summary for Pond 21P: Basin A Routing (StormBrixx)

Inflow Area = 0.740 ac, 97.30% Impervious, Inflow Depth = 3.70" for 2-Year-Projected event

Inflow = 1.81 cfs @ 12.19 hrs, Volume= 0.228 af

Outflow = 0.70 cfs @ 12.63 hrs, Volume= 0.228 af, Atten= 62%, Lag= 26.5 min

Discarded = 0.70 cfs @ 12.63 hrs, Volume= 0.228 af

Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af

Routed to Link 14L : Study Area West (Total)

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

Peak Elev= 117.98' @ 12.63 hrs Surf.Area= 3,001 sf Storage= 1,394 cf

Plug-Flow detention time= 10.0 min calculated for 0.228 af (100% of inflow) Center-of-Mass det. time= 10.0 min (773.3 - 763.3)

8,729 cf Total Available Storage

Storage Group A created with Chamber Wizard

Pond 21P: Basin A Routing (StormBrixx) - Chamber Wizard Field A

Chamber Model = ACO StormBrixx SD 1 (ACO StormBrixx SD) Inside = 23.7" W × 36.0" H => 5.75 sf × 3.95' L = 22.7 cf Outside = 23.7" W × 36.0" H => 5.93 sf × 3.95' L = 23.4 cf 24 Chambers/Row × 3.95' Long = 94.88' Row Length 16 Rows × 23.7" Wide = 31.63' Base Width 36.0" Chamber Height = 3.00' Field Height 384 Chambers × 22.7 cf = 8,728.7 cf Chamber Storage 384 Chambers × 23.4 cf = 8,998.6 cf Displacement Chamber Storage = 8,728.7 cf = 0.200 af Overall Storage Efficiency = 97.0% Overall System Size = 94.88' × 31.63' × 3.00' 384 Chambers 333.3 cy Field

☐ ☐ ☐ ☐

Pond 21P: Basin A Routing (StormBrixx)

Summary for Link 5L: Ex Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 5L: Ex Study Area West (Total)

Summary for Link 8L: Existing Study Area Road (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 8L: Existing Study Area Road (Total)

Summary for Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Routed to Link 16L : Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Fixed water surface Elevation= 117.75'

Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Summary for Link 14L: Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 14L: Study Area West (Total)

Summary for Link 16L: Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 16L: Study Area Basin A (Total)

Hydrograph

Summary for Link 18L: Study Area Road Undetained (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 18L: Study Area Road Undetained (Total)

Link 16L: Study Area Basin A (Total) Inflow=2.42 cfs 0.309 af Primary=2.42 cfs 0.309 af

2026-02 Existing and Proposed Prepared by Dynamic Engineering HydroCAD\circledR 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC NOAA 24-hr D 10-Year-Current Rainfall=5.38" Printed 2/10/2026 Page 51

Link 18L: Study Area Road Undetained (Total) Inflow=0.10 cfs 0.015 af Primary=0.10 cfs 0.015 af

Total Runoff Area = 2.340 ac Runoff Volume = 0.408 af Average Runoff Depth = 2.09" 62.82% Pervious = 1.470 ac 37.18% Impervious = 0.870 ac

Summary for Subcatchment 3S: Ex. Study Area West (Perv)

Runoff = 0.05 cfs @ 12.93 hrs, Volume= 0.022 af, Depth= 0.28" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

Area (ac) CN Description

0.930 39 >75% Grass cover, Good, HSG A

0.930 39 100.00% Pervious Area

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

8.4 47 0.0350 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 4.04" Using McCuen-Spiess flow length

0.4 51 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

8.8 98 Total, Increased to minimum Tc= 10.0 min

Subcatchment 3S: Ex. Study Area West (Perv)

Summary for Subcatchment 4S: Ex. Study Area West (Imp)

Runoff = 0.30 cfs @ 12.19 hrs, Volume= 0.039 af, Depth= 5.14" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

Area (ac) CN Description

0.040 98 Paved parking, HSG A

0.050 98 Roofs, HSG A

0.090 98 Weighted Average

0.090 98 100.00% Impervious Area

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

0.9 100 0.0300 1.82 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.1 148 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

2.0 248 Total Increased to minimum Tc = 10.0 min

2.0 248 Total, Increased to minimum Tc = 10.0 min

Subcatchment 4S: Ex. Study Area West (Imp)

Summary for Subcatchment 6S: Ex. Study Area Road (Imp)

Runoff = 0.10 cfs @ 12.19 hrs, Volume= 0.013 af, Depth= 5.14" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

1.0 82 0.0150 1.32

Sheet Flow, A-B

Smooth surfaces n= 0.011 P2= 4.04"

1.0 82 Total Increased to minimum Tc = 10.0 min

1.0 82 Total, Increased to minimum Tc = 10.0 min

Subcatchment 6S: Ex. Study Area Road (Imp)

Summary for Subcatchment 7S: Ex. Study Area Road (Perv)

Runoff = 0.01 cfs @ 12.93 hrs, Volume= 0.003 af, Depth= 0.28" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

1.0 61 Total, Increased to minimum Tc = 10.0 min

Subcatchment 7S: Ex. Study Area Road (Perv)

Summary for Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Runoff = 2.05 cfs @ 12.19 hrs, Volume= 0.261 af, Depth= 5.14" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

Area (ac) CN Description

0.610 98 Paved parking, HSG A

0.610 98 100.00% Impervious Area

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

0.6 55 0.0302 1.62 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.3 297 0.0035 3.68 4.52 Pipe Channel, B-C 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

1.9 352 Total Increased to minimum Tc = 10.0 min

1.9 352 Total, Increased to minimum Tc = 10.0 min

Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Summary for Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Runoff = 0.00 cfs @ 12.93 hrs, Volume= 0.000 af, Depth= 0.28" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

Area (ac) CN Description

0.020 39 >75% Grass cover, Good, HSG A

0.020 39 100.00% Pervious Area

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

1.4 8 0.0125 0.10 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

0.2 46 0.0380 3.96 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps

1.3 297 0.0035 3.68 4.52 Pipe Channel, C-D 15.0" Round Area= 1.2 sf Perm= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

2.9 351 Total, Increased to minimum Tc = 10.0 min

Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Summary for Subcatchment 12S: Study Area Road Undetained (Imp)

Runoff = 0.10 cfs @ 12.19 hrs, Volume= 0.013 af, Depth= 5.14" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff = 0.10 cfs @ 12.19 hrs, Volume= 0.013 af, Depth= 5.14" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

Summary for Subcatchment 14S: Study Area West Undetained

Runoff = 0.02 cfs @ 12.93 hrs, Volume= 0.007 af, Depth= 0.28" Routed to Link 14L : Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

Area (ac) CN Description

0.310 39 >75% Grass cover, Good, HSG A

0.310 39 100.00% Pervious Area

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

2.7 48 0.0850 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

2.7 48 Total, Increased to minimum Tc = 10.0 min

Subcatchment 14S: Study Area West Undetained

Summary for Subcatchment 15S: Study Area Roof (Imp)

Runoff = 0.37 cfs @ 12.19 hrs, Volume= 0.047 af, Depth= 5.14"

Routed to Link 16L : Study Area Basin A (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Current Rainfall=5.38"

Area (ac) CN Description

0.110 98 Roofs, HSG A

0.110 98 100.00% Impervious Area

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

0.8 207 0.0100 4.50 1.57 Pipe Channel, A-B 8.0" Round Area= 0.3 sf Perm= 2.1' r= 0.17' n= 0.010 PVC, smooth interior

0.8 207 Total, Increased to minimum Tc = 10.0 min

Subcatchment 15S: Study Area Roof (Imp)

Summary for Subcatchment 19S: Study Area Road Undetained (Perv)

Runoff = 0.00 cfs @ 12.93 hrs, Volume= 0.002 af, Depth= 0.28"

Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 10-Year-Current Rainfall=5.38"

4.8 58 Total, Increased to minimum Tc = 10.0 min

Subcatchment 19S: Study Area Road Undetained (Perv)

Summary for Pond 21P: Basin A Routing (StormBrixx)

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 118.37' @ 12.76 hrs Surf.Area= 3,001 sf Storage= 2,530 cf

Plug-Flow detention time= 18.8 min calculated for 0.309 af (100% of inflow) Center-of-Mass det. time= 18.8 min (777.0 - 758.2)

8,729 cf Total Available Storage

Storage Group A created with Chamber Wizard

Pond 21P: Basin A Routing (StormBrixx) - Chamber Wizard Field A

Chamber Model = ACO StormBrixx SD 1 (ACO StormBrixx® SD) Inside = 23.7" W x 36.0" H => 5.75 sf x 3.95" L = 22.7 cf Outside = 23.7" W x 36.0" H => 5.93 sf x 3.95" L = 23.4 cf

24 Chambers/Row x 3.95' Long = 94.88' Row Length 16 Rows x 23.7" Wide = 31.63' Base Width 36.0" Chamber Height = 3.00' Field Height

384 Chambers x 22.7 cf = 8.728.7 cf Chamber Storage 384 Chambers x 23.4 cf = 8.998.6 cf Displacement

Chamber Storage = 8,728.7 cf = 0.200 af Overall Storage Efficiency = 97.0% Overall System Size = 94.88' x 31.63' x 3.00'

384 Chambers 333.3 cy Field

☐ ☐ ☐ ☐

Pond 21P: Basin A Routing (StormBrixx)

Summary for Link 5L: Ex Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 5L: Ex Study Area West (Total)

Summary for Link 8L: Existing Study Area Road (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 8L: Existing Study Area Road (Total)

Summary for Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Inflow Area = 0.630 ac, 96.83% Impervious, Inflow Depth = 4.99" for 10-Year-Current event Inflow = 2.05 cfs @ 12.19 hrs, Volume = 0.262 af Primary = 2.05 cfs @ 12.19 hrs, Volume = 0.262 af, Atten = 0%, Lag = 0.0 min

Routed to Link 16L : Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Fixed water surface Elevation= 117.75'

Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Summary for Link 14L: Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 14L: Study Area West (Total)

Summary for Link 16L: Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 16L: Study Area Basin A (Total)

Summary for Link 18L: Study Area Road Undetained (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 18L: Study Area Road Undetained (Total)

2026-02 Existing and Proposed NOAA 24-hr D 10-Year-Projected Rainfall=6.34" Prepared by Dynamic Engineering Printed 2/10/2026 HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 72

Link 18L: Study Area Road Undetained (Total) Inflow=0.13 cfs 0.019 af

Primary=0.13 cfs 0.019 af

Total Runoff Area = 2.340 ac Runoff Volume = 0.509 af Average Runoff Depth = 2.61" 62.82% Pervious = 1.470 ac 37.18% Impervious = 0.870 ac

Summary for Subcatchment 3S: Ex. Study Area West (Perv)

Runoff = 0.14 cfs @ 12.53 hrs, Volume= 0.042 af, Depth= 0.55" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

Area (ac) CN Description

0.930 39 >75% Grass cover, Good, HSG A

0.930 39 100.00% Pervious Area

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

8.4 47 0.0350 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 4.04" Using McCuen-Spiess flow length

0.4 51 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

8.8 98 Total, Increased to minimum Tc = 10.0 min

Subcatchment 3S: Ex. Study Area West (Perv)

Summary for Subcatchment 4S: Ex. Study Area West (Imp)

Runoff = 0.36 cfs @ 12.19 hrs, Volume= 0.046 af, Depth= 6.10" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

Area (ac) CN Description

0.040 98 Paved parking, HSG A

0.050 98 Roofs, HSG A

0.090 98 Weighted Average

0.090 98 100.00% Impervious Area

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

0.9 100 0.0300 1.82 Sheet Flow, A-B

1.1 148 0.0200 2.28 Smooth surfaces n= 0.011 P2= 4.04"

Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

2.0 248 Total, Increased to minimum Tc = 10.0 min

Subcatchment 4S: Ex. Study Area West (Imp)

Summary for Subcatchment 6S: Ex. Study Area Road (Imp)

Runoff = 0.12 cfs @ 12.19 hrs, Volume= 0.015 af, Depth= 6.10" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

1.0 82 0.0150 1.32 Sheet Flow, A-B Smooth surfaces n = 0.011 P2= 4.04"

1.0 82 Total, Increased to minimum Tc = 10.0 min

Subcatchment 6S: Ex. Study Area Road (Imp)

Summary for Subcatchment 7S: Ex. Study Area Road (Perv)

Runoff = 0.02 cfs @ 12.53 hrs, Volume= 0.005 af, Depth= 0.55"

Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

1.0 61 Total, Increased to minimum Tc = 10.0 min

Subcatchment 7S: Ex. Study Area Road (Perv)

Summary for Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Runoff = 2.42 cfs @ 12.19 hrs, Volume= 0.310 af, Depth= 6.10" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

Area (ac) CN Description

0.610 98 Paved parking, HSG A

0.610 98 100.00% Impervious Area

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

0.6 55 0.0302 1.62 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.3 297 0.0035 3.68 4.52 Pipe Channel, B-C 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

1.9 352 Total, Increased to minimum Tc = 10.0 min

Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Summary for Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Runoff = 0.00 cfs @ 12.53 hrs, Volume= 0.001 af, Depth= 0.55" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

Area (ac) CN Description

0.020 39 >75% Grass cover, Good, HSG A

0.020 39 100.00% Pervious Area

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

1.4 8 0.0125 0.10 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

0.2 46 0.0380 3.96 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps

1.3 297 0.0035 3.68 4.52 Pipe Channel, C-D 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

2.9 351 Total. Increased to minimum Tc = 10.0 min

Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Summary for Subcatchment 12S: Study Area Road Undetained (Imp)

Runoff = 0.12 cfs @ 12.19 hrs, Volume= 0.015 af, Depth= 6.10" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

0.4 35 0.0322 1.52 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

0.4 35 Total, Increased to minimum Tc = 10.0 min

Subcatchment 12S: Study Area Road Undetained (Imp)

Summary for Subcatchment 14S: Study Area West Undetained

Runoff = 0.05 cfs @ 12.53 hrs, Volume= 0.014 af, Depth= 0.55"

Routed to Link 14L : Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

2.7 48 Total, Increased to minimum Tc = 10.0 min

Subcatchment 14S: Study Area West Undetained

Summary for Subcatchment 15S: Study Area Roof (Imp)

Runoff = 0.44 cfs @ 12.19 hrs, Volume= 0.056 af, Depth= 6.10"

Routed to Link 16L : Study Area Basin A (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

Area (ac) CN Description

0.110 98 Roofs, HSG A

0.110 98 100.00% Impervious Area

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

0.8 207 0.0100 4.50 1.57 Pipe Channel, A-B 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.010 PVC, smooth interior

0.8 207 Total, Increased to minimum Tc = 10.0 min

Subcatchment 15S: Study Area Roof (Imp)

Summary for Subcatchment 19S: Study Area Road Undetained (Perv)

Runoff = 0.01 cfs @ 12.53 hrs, Volume= 0.004 af, Depth= 0.55" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-Year-Projected Rainfall=6.34"

4.8 58 Total, Increased to minimum Tc = 10.0 min

Subcatchment 19S: Study Area Road Undetained (Perv)

Summary for Pond 21P: Basin A Routing (StormBrixx)

Inflow Area = 0.740 ac, 97.30% Impervious, Inflow Depth = 5.95" for 10-Year-Projected event

Inflow = 2.86 cfs @ 12.19 hrs, Volume= 0.367 af

Outflow = 0.70 cfs @ 12.86 hrs, Volume= 0.367 af, Atten= 75%, Lag= 40.0 min

Discarded = 0.70 cfs @ 12.86 hrs, Volume= 0.367 af

Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af

Routed to Link 14L : Study Area West (Total)

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

Peak Elev= 118.68' @ 12.86 hrs Surf.Area= 3,001 sf Storage= 3,445 cf

Plug-Flow detention time= 26.6 min calculated for 0.367 af (100% of inflow)

Center-of-Mass det. time= 26.6 min ( 782.3 - 755.7 )

8,729 cf Total Available Storage

Storage Group A created with Chamber Wizard

Pond 21P: Basin A Routing (StormBrixx) - Chamber Wizard Field A

Chamber Model = ACO StormBrixx SD 1 (ACO StormBrix Inside = 23.7"W x 36.0"H => 5.75 sf x 3.95'L = 22.7 cf Outside = 23.7"W x 36.0"H => 5.93 sf x 3.95'L = 23.4 cf 24 Chambers/Row x 3.95' Long = 94.88' Row Length 16 Rows x 23.7" Wide = 31.63' Base Width 36.0" Chamber Height = 3.00' Field Height 384 Chambers x 22.7 cf = 8,728.7 cf Chamber Storage 384 Chambers x 23.4 cf = 8,998.6 cf Displacement Chamber Storage = 8,728.7 cf = 0.200 af Overall Storage Efficiency = 97.0% Overall System Size = 94.88' x 31.63' x 3.00' 384 Chambers 333.3 cy Field

☐ ☐ ☐ ☐

Pond 21P: Basin A Routing (StormBrixx)

Summary for Link 5L: Ex Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 5L: Ex Study Area West (Total)

Summary for Link 8L: Existing Study Area Road (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 8L: Existing Study Area Road (Total)

Summary for Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Inflow Area = 0.630 ac, 96.83% Impervious, Inflow Depth = 5.93" for 10-Year-Projected event Inflow = 2.42 cfs @ 12.19 hrs, Volume = 0.311 af Primary = 2.42 cfs @ 12.19 hrs, Volume = 0.311 af, Atten = 0%, Lag = 0.0 min Routed to Link 16L: Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Fixed water surface Elevation= 117.75'

Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Summary for Link 14L: Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 14L: Study Area West (Total)

Summary for Link 16L: Study Area Basin A (Total)

Inflow Area = 0.740 ac, 97.30% Impervious, Inflow Depth = 5.95" for 10-Year-Projected event Inflow = 2.86 cfs @ 12.19 hrs, Volume = 0.367 af Primary = 2.86 cfs @ 12.19 hrs, Volume = 0.367 af, Atten = 0%, Lag = 0.0 min Routed to Pond 21P: Basin A Routing (StormBrixx)

Routed to Pond 21P : Basin A Routing (StormBrixx)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 16L: Study Area Basin A (Total)

Hydrograph

Summary for Link 18L: Study Area Road Undetained (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 18L: Study Area Road Undetained (Total)

Link 16L: Study Area Basin A (Total) Inflow=4.30 cfs 0.557 af Primary=4.30 cfs 0.557 af

2026-02 Existing and Proposed NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\textregistered 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 93

Link 18L: Study Area Road Undetained (Total) Inflow=0.27 cfs 0.037 af

Primary=0.27 cfs 0.037 af

Total Runoff Area = 2.340 ac Runoff Volume = 0.895 af Average Runoff Depth = 4.59"

62.82% Pervious = 1.470 ac 37.18% Impervious = 0.870 ac

2026-02 Existing and Proposed Prepared by Dynamic Engineering HydroCAD\circledR 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC NOAA 24-hr D 100-Year-Current Rainfall=9.48" Printed 2/10/2026 Page 94

Summary for Subcatchment 3S: Ex. Study Area West (Perv)

Runoff = 0.98 cfs @ 12.22 hrs, Volume= 0.142 af, Depth= 1.83" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.930 39 >75% Grass cover, Good, HSG A

0.930 39 100.00% Pervious Area

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

8.4 47 0.0350 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 4.04" Using McCuen-Spiess flow length

0.4 51 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

8.8 98 Total, Increased to minimum Tc= 10.0 min

Subcatchment 3S: Ex. Study Area West (Perv)

Hydrograph

Summary for Subcatchment 4S: Ex. Study Area West (Imp)

Runoff = 0.54 cfs @ 12.19 hrs, Volume= 0.069 af, Depth= 9.24" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.040 98 Paved parking, HSG A

0.050 98 Roofs, HSG A

0.090 98 Weighted Average

0.090 98 100.00% Impervious Area

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

0.9 100 0.0300 1.82 Sheet Flow, A-B

1.1 148 0.0200 2.28 Smooth surfaces n= 0.011 P2= 4.04"

Shallow Concentrated Flow, B-C

Unpaved Kv= 16.1 fps

2.0 248 Total Increased to minimum Tc = 10.0 min

2.0 248 Total. Increased to minimum Tc = 10.0 min

Subcatchment 4S: Ex. Study Area West (Imp)

Summary for Subcatchment 6S: Ex. Study Area Road (Imp)

Runoff = 0.18 cfs @ 12.19 hrs, Volume= 0.023 af, Depth= 9.24" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

1.0 82 0.0150 1.32

Sheet Flow, A-B

Smooth surfaces n= 0.011

P2= 4.04"

1.0 82 Total, Increased to minimum Tc = 10.0 min

Subcatchment 6S: Ex. Study Area Road (Imp)

Summary for Subcatchment 7S: Ex. Study Area Road (Perv)

Runoff = 0.13 cfs @ 12.22 hrs, Volume= 0.018 af, Depth= 1.83" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.120 39 >75% Grass cover, Good, HSG A

0.120 39 100.00% Pervious Area

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

1.0 61 0.0100 1.06 Sheet Flow, A-B Smooth surfaces n = 0.011 P2= 4.04"

1.0 61 Total, Increased to minimum Tc = 10.0 min

Subcatchment 7S: Ex. Study Area Road (Perv)

Summary for Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Runoff = 3.63 cfs @ 12.19 hrs, Volume= 0.470 af, Depth= 9.24" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.610 98 Paved parking, HSG A

0.610 98 100.00% Impervious Area

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

0.6 55 0.0302 1.62 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.3 297 0.0035 3.68 4.52 Pipe Channel, B-C 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

1.9 352 Total Increased to minimum Tc = 10.0 min

1.9 352 Total, Increased to minimum Tc = 10.0 min

Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Summary for Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Runoff = 0.02 cfs @ 12.22 hrs, Volume= 0.003 af, Depth= 1.83" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.020 39 >75% Grass cover, Good, HSG A

0.020 39 100.00% Pervious Area

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

1.4 8 0.0125 0.10 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

0.2 46 0.0380 3.96 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps

1.3 297 0.0035 3.68 4.52 Pipe Channel, C-D 15.0" Round Area= 1.2 sf Perm= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

2.9 351 Total, Increased to minimum Tc = 10.0 min

Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Summary for Subcatchment 12S: Study Area Road Undetained (Imp)

Runoff = 0.18 cfs @ 12.19 hrs, Volume= 0.023 af, Depth= 9.24" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

0.4 35 0.0322 1.52

Sheet Flow, A-B

Smooth surfaces n= 0.011 P2= 4.04"

0.4 35 Total Increased to minimum Tc = 10.0 min

0.4 35 Total, Increased to minimum Tc = 10.0 min

Subcatchment 12S: Study Area Road Undetained (Imp)

Summary for Subcatchment 14S: Study Area West Undetained

Runoff = 0.33 cfs @ 12.22 hrs, Volume= 0.047 af, Depth= 1.83" Routed to Link 14L : Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.310 39 >75% Grass cover, Good, HSG A

0.310 39 100.00% Pervious Area

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

2.7 48 0.0850 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

2.7 48 Total, Increased to minimum Tc = 10.0 min

Subcatchment 14S: Study Area West Undetained

Summary for Subcatchment 15S: Study Area Roof (Imp)

Runoff = 0.65 cfs @ 12.19 hrs, Volume= 0.085 af, Depth= 9.24" Routed to Link 16L : Study Area Basin A (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Current Rainfall=9.48"

Area (ac) CN Description

0.110 98 Roofs, HSG A

0.110 98 100.00% Impervious Area

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

0.8 207 0.0100 4.50 1.57 Pipe Channel, A-B 8.0" Round Area= 0.3 sf Perm= 2.1' r= 0.17' n= 0.010 PVC, smooth interior

0.8 207 Total, Increased to minimum Tc = 10.0 min

Subcatchment 15S: Study Area Roof (Imp)

Summary for Subcatchment 19S: Study Area Road Undetained (Perv)

Runoff = 0.09 cfs @ 12.22 hrs, Volume= 0.014 af, Depth= 1.83"

Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 100-Year-Current Rainfall=9.48"

4.8 58 Total, Increased to minimum Tc = 10.0 min

Subcatchment 19S: Study Area Road Undetained (Perv)

Summary for Pond 21P: Basin A Routing (StormBrixx)

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 119.50' @ 12.73 hrs Surf.Area= 3,001 sf Storage= 5,809 cf

Plug-Flow detention time=37.4 min calculated for 0.557 af (100% of inflow) Center-of-Mass det. time=37.3 min (788.0 - 750.6)

8,729 cf Total Available Storage

Storage Group A created with Chamber Wizard

Pond 21P: Basin A Routing (StormBrixx) - Chamber Wizard Field A

Chamber Model = ACO StormBrixx SD 1 (ACO StormBrixx® SD) Inside = 23.7" W x 36.0" H => 5.75 sf x 3.95' L = 22.7 cf Outside = 23.7" W x 36.0" H => 5.93 sf x 3.95' L = 23.4 cf

24 Chambers/Row x 3.95' Long = 94.88' Row Length 16 Rows x 23.7" Wide = 31.63' Base Width 36.0" Chamber Height = 3.00' Field Height

384 Chambers x 22.7 cf = 8.728.7 cf Chamber Storage 384 Chambers x 23.4 cf = 8.998.6 cf Displacement

Chamber Storage = 8,728.7 cf = 0.200 af Overall Storage Efficiency = 97.0% Overall System Size = 94.88' x 31.63' x 3.00'

384 Chambers 333.3 cy Field

Pond 21P: Basin A Routing (StormBrixx)

☐ ☐ ☐ ☐

Summary for Link 5L: Ex Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 5L: Ex Study Area West (Total)

Summary for Link 8L: Existing Study Area Road (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 8L: Existing Study Area Road (Total)

Summary for Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Inflow Area = 0.630 ac, 96.83% Impervious, Inflow Depth = 9.00" for 100-Year-Current event Inflow = 3.65 cfs @ 12.19 hrs, Volume = 0.473 af Primary = 3.65 cfs @ 12.19 hrs, Volume = 0.473 af, Atten = 0%, Lag = 0.0 min

Routed to Link 16L : Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Fixed water surface Elevation= 117.75'

Link 10L: Study Area Study Area WQ MTD A-110 (Total)

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 14L: Study Area West (Total)

Inflow Area = 1.050 ac, 68.57% Impervious, Inflow Depth = 1.14" for 100-Year-Current event

Inflow = 0.80 cfs @ 12.63 hrs, Volume= 0.099 af

Primary = 0.80 cfs @ 12.63 hrs, Volume= 0.099 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 14L: Study Area West (Total)

Summary for Link 16L: Study Area Basin A (Total)

Inflow Area = 0.740 ac, 97.30% Impervious, Inflow Depth = 9.04" for 100-Year-Current event Inflow = 4.30 cfs @ 12.19 hrs, Volume = 0.557 af Primary = 4.30 cfs @ 12.19 hrs, Volume = 0.557 af, Atten = 0%, Lag = 0.0 min Routed to Pond 21P: Basin A Routing (StormBrixx)

Routed to Pond 21P : Basin A Routing (StormBrixx)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 16L: Study Area Basin A (Total)

Summary for Link 18L: Study Area Road Undetained (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 18L: Study Area Road Undetained (Total)

Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN

Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

Subcatchment3S: Ex. Study Area West Runoff Area=0.930 ac 0.00% Impervious Runoff Depth=2.87"

Flow Length=98' Tc=10.0 min CN=39 Runoff=1.73 cfs 0.222 af

Subcatchment4S: Ex. Study Area West Runoff Area=0.090 ac 100.00% Impervious Runoff Depth=11.17"

Flow Length=248' Tc=10.0 min CN=98 Runoff=0.64 cfs 0.084 af

Subcatchment6S: Ex. Study Area Road Runoff Area=0.030 ac 100.00% Impervious Runoff Depth=11.17"

Flow Length=82' Slope=0.0150 /" Tc=10.0 min CN=98 Runoff=0.21 cfs 0.028 af

Subcatchment7S: Ex. Study Area Road Runoff Area=0.120 ac 0.00% Impervious Runoff Depth=2.87"

Flow Length=61' Slope=0.0100 /" Tc=10.0 min CN=39 Runoff=0.22 cfs 0.029 af

Subcatchment10S: Study Area WQ MTD Runoff Area=0.610 ac 100.00% Impervious Runoff Depth=11.17"

Flow Length=352' Tc=10.0 min CN=98 Runoff=4.37 cfs 0.568 af

Subcatchment11S: Study Area WQ MTD Runoff Area=0.020 ac 0.00% Impervious Runoff Depth=2.87"

Flow Length=351' Tc=10.0 min CN=39 Runoff=0.04 cfs 0.005 af

Subcatchment12S: Study Area Road Runoff Area=0.030 ac 100.00% Impervious Runoff Depth=11.17"

Flow Length=35' Slope=0.0322 /" Tc=10.0 min CN=98 Runoff=0.21 cfs 0.028 af

Subcatchment14S: Study Area West Runoff Area=0.310 ac 0.00% Impervious Runoff Depth=2.87"

Flow Length=48' Slope=0.0850 /" Tc=10.0 min CN=39 Runoff=0.58 cfs 0.074 af

Subcatchment15S: Study Area Roof Runoff Area=0.110 ac 100.00% Impervious Runoff Depth=11.17"

Flow Length=207' Slope=0.0100 /" Tc=10.0 min CN=98 Runoff=0.79 cfs 0.102 af

Subcatchment19S: Study Area Road Runoff Area=0.090 ac 0.00% Impervious Runoff Depth=2.87"

Flow Length=58' Slope=0.0300 /" Tc=10.0 min CN=39 Runoff=0.17 cfs 0.022 af

Pond 21P: Basin A Routing (StormBrixx) Peak Elev=120.00' Storage=7,267 cf Inflow=5.20 cfs 0.675 af Discarded=0.71 cfs 0.572 af Primary=0.91 cfs 0.103 af Outflow=1.62 cfs 0.675 af

Link 5L: Ex Study Area West (Total) Inflow=2.37 cfs 0.306 af Primary=2.37 cfs 0.306 af

Link 8L: Existing Study Area Road (Total) Inflow=0.44 cfs 0.057 af Primary=0.44 cfs 0.057 af

Link 10L: Study Area Study Area WQ MTD A-110 (Total) Inflow=4.41 cfs 0.573 af Primary=4.41 cfs 0.573 af

Link 14L: Study Area West (Total) Inflow=1.22 cfs 0.177 af Primary=1.22 cfs 0.177 af

Link 16L: Study Area Basin A (Total) Inflow=5.20 cfs 0.675 af Primary=5.20 cfs 0.675 af

Link 18L: Study Area Road Undetained (Total) Inflow=0.38 cfs 0.049 af

Inflow=0.38 cfs 0.049 af Primary=0.38 cfs 0.049 af

Total Runoff Area = 2.340 ac Runoff Volume = 1.161 af Average Runoff Depth = 5.95" 62.82% Pervious = 1.470 ac 37.18% Impervious = 0.870 ac

Summary for Subcatchment 3S: Ex. Study Area West (Perv)

Runoff = 1.73 cfs @ 12.21 hrs, Volume= 0.222 af, Depth= 2.87" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Area (ac) CN Description

0.930 39 >75% Grass cover, Good, HSG A

0.930 39 100.00% Pervious Area

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

8.4 47 0.0350 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 4.04" Using McCuen-Spiess flow length

0.4 51 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

8.8 98 Total, Increased to minimum Tc = 10.0 min

Subcatchment 3S: Ex. Study Area West (Perv)

Summary for Subcatchment 4S: Ex. Study Area West (Imp)

Runoff = 0.64 cfs @ 12.19 hrs, Volume= 0.084 af, Depth=11.17" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Area (ac) CN Description

0.040 98 Paved parking, HSG A

0.050 98 Roofs, HSG A

0.090 98 Weighted Average

0.090 98 100.00% Impervious Area

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

0.9 100 0.0300 1.82 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.1 148 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

2.0 248 Total, Increased to minimum Tc = 10.0 min

Subcatchment 4S: Ex. Study Area West (Imp)

Hydrograph

Summary for Subcatchment 6S: Ex. Study Area Road (Imp)

Runoff = 0.21 cfs @ 12.19 hrs, Volume= 0.028 af, Depth=11.17" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

1.0 82 0.0150 1.32 Sheet Flow, A-B Smooth surfaces n = 0.011 P2= 4.04"

1.0 82 Total, Increased to minimum Tc = 10.0 min

Subcatchment 6S: Ex. Study Area Road (Imp)

2026-02 Existing and Proposed NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\circledR 10.20-8a s/n 08640\circledR 2025 HydroCAD Software Solutions LLC Page 118

Summary for Subcatchment 7S: Ex. Study Area Road (Perv)

Runoff = 0.22 cfs @ 12.21 hrs, Volume= 0.029 af, Depth= 2.87"

Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

1.0 61 Total, Increased to minimum Tc = 10.0 min

Subcatchment 7S: Ex. Study Area Road (Perv)

Summary for Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Runoff = 4.37 cfs @ 12.19 hrs, Volume= 0.568 af, Depth=11.17" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Area (ac) CN Description

0.610 98 Paved parking, HSG A

0.610 98 100.00% Impervious Area

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

0.6 55 0.0302 1.62 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.3 297 0.0035 3.68 4.52 Pipe Channel, B-C 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

1.9 352 Total, Increased to minimum Tc = 10.0 min

Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Summary for Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Runoff = 0.04 cfs @ 12.21 hrs, Volume= 0.005 af, Depth= 2.87" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Area (ac) CN Description

0.020 39 >75% Grass cover, Good, HSG A

0.020 39 100.00% Pervious Area

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

1.4 8 0.0125 0.10 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

0.2 46 0.0380 3.96 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps

1.3 297 0.0035 3.68 4.52 Pipe Channel, C-D 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

2.9 351 Total. Increased to minimum Tc = 10.0 min

Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

Summary for Subcatchment 12S: Study Area Road Undetained (Imp)

Runoff = 0.21 cfs @ 12.19 hrs, Volume= 0.028 af, Depth=11.17" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

0.4 35 0.0322 1.52 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

0.4 35 Total, Increased to minimum Tc = 10.0 min

Subcatchment 12S: Study Area Road Undetained (Imp)

Summary for Subcatchment 14S: Study Area West Undetained

Runoff = 0.58 cfs @ 12.21 hrs, Volume= 0.074 af, Depth= 2.87"

Routed to Link 14L : Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

2.7 48 Total, Increased to minimum Tc = 10.0 min

Subcatchment 14S: Study Area West Undetained

Summary for Subcatchment 15S: Study Area Roof (Imp)

Runoff = 0.79 cfs @ 12.19 hrs, Volume= 0.102 af, Depth=11.17" Routed to Link 16L : Study Area Basin A (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Area (ac) CN Description

0.110 98 Roofs, HSG A

0.110 98 100.00% Impervious Area

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

0.8 207 0.0100 4.50 1.57

0.8 207 Total, Increased to minimum Tc = 10.0 min

Subcatchment 15S: Study Area Roof (Imp)

2026-02 Existing and Proposed NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

Prepared by Dynamic Engineering Printed 2/10/2026

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Summary for Subcatchment 19S: Study Area Road Undetained (Perv)

Runoff = 0.17 cfs @ 12.21 hrs, Volume= 0.022 af, Depth= 2.87"

Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 100-Year-Projected Rainfall=11.41"

4.8 58 Total, Increased to minimum Tc = 10.0 min

Subcatchment 19S: Study Area Road Undetained (Perv)

Runoff

Summary for Pond 21P: Basin A Routing (StormBrixx)

Inflow Area = 0.740 ac, 97.30% Impervious, Inflow Depth = 10.94" for 100-Year-Projected event

Inflow = 5.20 cfs @ 12.19 hrs, Volume= 0.675 af

Outflow = 1.62 cfs @ 12.72 hrs, Volume= 0.675 af, Atten= 69%, Lag= 32.1 min

Discarded = 0.71 cfs @ 12.72 hrs, Volume= 0.572 af

Primary = 0.91 cfs @ 12.72 hrs, Volume= 0.103 af

Routed to Link 14L : Study Area West (Total)

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

Peak Elev= 120.00' @ 12.72 hrs Surf.Area= 3,001 sf Storage= 7,267 cf

Plug-Flow detention time= 40.1 min calculated for 0.675 af (100% of inflow)

Center-of-Mass det. time= 40.1 min ( 788.9 - 748.8 )

8,729 cf Total Available Storage

Storage Group A created with Chamber Wizard

Pond 21P: Basin A Routing (StormBrixx) - Chamber Wizard Field A

Chamber Model = ACO StormBrixx SD 1 (ACO StormBrixx SD) Inside = 23.7" W × 36.0" H => 5.75 sf × 3.95' L = 22.7 cf Outside = 23.7" W × 36.0" H => 5.93 sf × 3.95' L = 23.4 cf 24 Chambers/Row × 3.95' Long = 94.88' Row Length 16 Rows × 23.7" Wide = 31.63' Base Width 36.0" Chamber Height = 3.00' Field Height 384 Chambers × 22.7 cf = 8,728.7 cf Chamber Storage 384 Chambers × 23.4 cf = 8,998.6 cf Displacement Chamber Storage = 8,728.7 cf = 0.200 af Overall Storage Efficiency = 97.0% Overall System Size = 94.88' × 31.63' × 3.00' 384 Chambers 333.3 cy Field

☐ ☐ ☐ ☐

Pond 21P: Basin A Routing (StormBrixx)

Summary for Link 5L: Ex Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 5L: Ex Study Area West (Total)

Summary for Link 8L: Existing Study Area Road (Total)

Inflow Area = 0.150 ac, 20.00% Impervious, Inflow Depth = 4.53" for 100-Year-Projected event Inflow = 0.44 cfs @ 12.20 hrs, Volume = 0.057 af Primary = 0.44 cfs @ 12.20 hrs, Volume = 0.057 af, Atten = 0%, Lag = 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 8L: Existing Study Area Road (Total)

Summary for Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Fixed water surface Elevation= 117.75'

Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Summary for Link 14L: Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 14L: Study Area West (Total)

Summary for Link 16L: Study Area Basin A (Total)

Inflow Area = 0.740 ac, 97.30% Impervious, Inflow Depth = 10.94" for 100-Year-Projected event Inflow = 5.20 cfs @ 12.19 hrs, Volume = 0.675 af Primary = 5.20 cfs @ 12.19 hrs, Volume = 0.675 af, Atten = 0%, Lag = 0.0 min Routed to Bond 21P: Basin A Routing (StormBrixx)

Routed to Pond 21P : Basin A Routing (StormBrixx)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 16L: Study Area Basin A (Total)

Hydrograph

Summary for Link 18L: Study Area Road Undetained (Total)

Inflow Area = 0.120 ac, 25.00% Impervious, Inflow Depth = 4.94" for 100-Year-Projected event Inflow = 0.38 cfs @ 12.20 hrs, Volume = 0.049 af Primary = 0.38 cfs @ 12.20 hrs, Volume = 0.049 af, Atten = 0%, Lag = 0.0 min

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 18L: Study Area Road Undetained (Total)

HYDROGRAPH SUMMARY REPORTS – WATER QUALITY STORM

Project Notes

Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NRCS-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Defined 1 rainfall events from NJ-DEP IDF Defined 1 rainfall events from NJ-DEP IDF

Rainfall Events Listing (selected events)

2026-02 Existing and Proposed Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 3

Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC

1 WQ NJ DEP 2-hr Default 2.00 1 1.24 2

026-02 Existing and Proposed

Prepared by Dynamic Engineering Printed 2/10/2026 hydroCAD\textregistered 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 3

2026-02 Existing and Proposed Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD ® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 5 2026-02 Existing and Proposed Prepared by Dynamic Engineering

HydroCAD ® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC

Soil Listing (selected nodes) Ground Covers (selected nodes)

Area (acres) Soil Group Subcatchment Numbers HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers

2.340 HSG A 3S, 4S, 6S, 7S, 10S, 11S, 12S, 14S, 15S, 19S 1.470 0.000 0.000 0.000 0.000 1.470 >75% Grass cover, Good

0.000 HSG B 3S, 7S, 11S,

0.000 HSG C 14S,

0.000 HSG D 19S

0.000 Other 4S, 6S,

2.340 TOTAL AREA 0.710 0.000 0.000 0.000 0.000 0.710 Paved parking 10S, 12S

0.160 0.000 0.000 0.000 0.000 0.160 Roofs 4S, 15S

2.340 0.000 0.000 0.000 0.000 2.340 TOTAL AREA

Pipe Listing (selected nodes)

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\circledR 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 9

Link 18L: Study Area Road Undetained (Total) Inflow=0.06 cfs 0.003 af

Primary=0.06 cfs 0.003 af

Total Runoff Area = 2.340 ac Runoff Volume = 0.074 af Average Runoff Depth = 0.38"

62.82% Pervious = 1.470 ac 37.18% Impervious = 0.870 ac

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\circledR 10.20-8a s/n 08640\circledC 2025 HydroCAD Software Solutions LLC Page 10

Summary for Subcatchment 3S: Ex. Study Area West (Perv)

[45] Hint: Runoff=Zero

Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

Area (ac) CN Description

0.930 39 >75% Grass cover, Good, HSG A

0.930 39 100.00% Pervious Area

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

8.4 47 0.0350 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 4.04" Using McCuen-Spiess flow length

0.4 51 0.0200 2.28 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps

8.8 98 Total. Increased to minimum Tc = 10.0 min

Subcatchment 3S: Ex. Study Area West (Perv)

Runoff

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD ® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 11

Summary for Subcatchment 4S: Ex. Study Area West (Imp)

Runoff = 0.17 cfs @ 1.17 hrs, Volume= 0.008 af, Depth= 1.02" Routed to Link 5L : Ex Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

Area (ac) CN Description

0.040 98 Paved parking, HSG A

0.050 98 Roofs, HSG A

0.090 98 Weighted Average

0.090 98 100.00% Impervious Area

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

0.9 100 0.0300 1.82 Sheet Flow, A-B

1.1 148 0.0200 2.28 Smooth surfaces n= 0.011 P2= 4.04"

Shallow Concentrated Flow, B-C

Unpaved Kv= 16.1 fps

2.0 248 Total Increased to minimum Tc = 10.0 min

2.0 248 Total, Increased to minimum Tc = 10.0 min

Subcatchment 4S: Ex. Study Area West (Imp)

Summary for Subcatchment 6S: Ex. Study Area Road (Imp)

Runoff = 0.06 cfs @ 1.17 hrs, Volume= 0.003 af, Depth= 1.02"

Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

Area (ac) CN Description

0.030 98 Paved parking, HSG A

0.030 98 100.00% Impervious Area

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

1.0 82 0.0150 1.32

Sheet Flow, A-B

Smooth surfaces n= 0.011 P2= 4.04"

1.0 82 Total. Increased to minimum

Subcatchment 6S: Ex. Study Area Road (Imp)

Runoff

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24" Prepared by Dynamic Engineering Printed 2/10/2026 HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 13

Summary for Subcatchment 7S: Ex. Study Area Road (Perv)

[45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 8L : Existing Study Area Road (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

1.0 61 Total, Increased to minimum Tc = 10.0 min

Subcatchment 7S: Ex. Study Area Road (Perv)

Summary for Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

Runoff = 1.12 cfs @ 1.17 hrs, Volume= 0.052 af, Depth= 1.02" Routed to Link 10L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

Area (ac) CN Description

0.610 98 Paved parking, HSG A

0.610 98 100.00% Impervious Area

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

0.6 55 0.0302 1.62 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.3 297 0.0035 3.68 4.52 Pipe Channel, B-C 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

1.9 352 Total, Increased to minimum Tc = 10.0 min

Subcatchment 10S: Study Area WQ MTD A-110 (Imp)

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24" Prepared by Dynamic Engineering Printed 2/10/2026 HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 15

Summary for Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

[45] Hint: Runoff=Zero

Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 10L: Study Area Study Area WQ MTD A-110 (Total) Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

Area (ac) CN Description

0.020 39 >75% Grass cover, Good, HSG A

0.020 39 100.00% Pervious Area

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

1.4 8 0.0125 0.10 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

0.2 46 0.0380 3.96 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps

1.3 297 0.0035 3.68 4.52 Pipe Channel, C-D 15.0" Round Area= 1.2 sf Perm= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

2.9 351 Total, Increased to minimum Tc = 10.0 min

Subcatchment 11S: Study Area WQ MTD A-110 (Perv)

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\circledR 10.20-8a s/n 08640\circledC 2025 HydroCAD Software Solutions LLC Page 16

Summary for Subcatchment 12S: Study Area Road Undetained (Imp)

Runoff = 0.06 cfs @ 1.17 hrs, Volume= 0.003 af, Depth= 1.02"

Routed to Link 18L : Study Area Road Undetained (Total)

Runoff = 0.06 cfs @ 1.17 hrs, Volume= 0.003 af, Depth= 1.02"

Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24" Prepared by Dynamic Engineering Printed 2/10/2026 HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 17

Summary for Subcatchment 14S: Study Area West Undetained

[45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 14L : Study Area West (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

Area (ac) CN Description

0.310 39 >75% Grass cover, Good, HSG A

0.310 39 100.00% Pervious Area

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

2.7 48 0.0850 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

2.7 48 Total, Increased to minimum Tc = 10.0 min

Subcatchment 14S: Study Area West Undetained

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\circledR 10.20-8a s/n 08640\circledC 2025 HydroCAD Software Solutions LLC Page 18

Summary for Subcatchment 15S: Study Area Roof (Imp)

Runoff = 0.20 cfs @ 1.17 hrs, Volume= 0.009 af, Depth= 1.02" Routed to Link 16L : Study Area Basin A (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

Area (ac) CN Description

0.110 98 Roofs, HSG A

0.110 98 100.00% Impervious Area

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

0.8 207 0.0100 4.50 1.57 Pipe Channel, A-B 8.0" Round Area= 0.3 sf Perm= 2.1' r= 0.17' n= 0.010 PVC, smooth interior

0.8 207 Total, Increased to minimum Tc = 10.0 min

Subcatchment 15S: Study Area Roof (Imp)

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\circledR 10.20-8a s/n 08640\circledR 2025 HydroCAD Software Solutions LLC Page 19

Summary for Subcatchment 19S: Study Area Road Undetained (Perv)

[45] Hint: Runoff=Zero

Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 18L : Study Area Road Undetained (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NJ DEP 2-hr WQ Rainfall=1.24"

4.8 58 Total, Increased to minimum Tc = 10.0 min

Subcatchment 19S: Study Area Road Undetained (Perv)

Summary for Pond 21P: Basin A Routing (StormBrixx)

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 117.70' @ 1.43 hrs Surf.Area= 3,001 sf Storage= 580 cf

Plug-Flow detention time=7.8 min calculated for 0.061 af (100% of inflow) Center-of-Mass det. time=7.8 min (87.9 - 80.1)

8,729 cf Total Available Storage

Storage Group A created with Chamber Wizard

Pond 21P: Basin A Routing (StormBrixx) - Chamber Wizard Field A

Chamber Model = ACO StormBrixx SD 1 (ACO StormBrixx® SD) Inside = 23.7" W × 36.0" H => 5.75 sf × 3.95' L = 22.7 cf Outside = 23.7" W × 36.0" H => 5.93 sf × 3.95' L = 23.4 cf

24 Chambers/Row x 3.95' Long = 94.88' Row Length 16 Rows x 23.7" Wide = 31.63' Base Width 36.0" Chamber Height = 3.00' Field Height

384 Chambers x 22.7 cf = 8.728.7 cf Chamber Storage 384 Chambers x 23.4 cf = 8.998.6 cf Displacement

Chamber Storage = 8,728.7 cf = 0.200 af Overall Storage Efficiency = 97.0% Overall System Size = 94.88' x 31.63' x 3.00'

384 Chambers 333.3 cy Field

Pond 21P: Basin A Routing (StormBrixx)

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)

Inflow Outflow Discarded Primary

☐ ☐ ☐ ☐

Summary for Link 5L: Ex Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 5L: Ex Study Area West (Total)

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.2

Prepared by Dynamic Engineering Printed 2/10/202

HydroCAD\circledR 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 2

Summary for Link 8L: Existing Study Area Road (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 8L: Existing Study Area Road (Total)

Summary for Link 10L: Study Area Study Area WQ MTD A-110 (Total)

Inflow Area = 0.630 ac, 96.83% Impervious, Inflow Depth = 0.99" for WQ event Inflow = 1.12 cfs @ 1.17 hrs, Volume = 0.052 af Primary = 1.12 cfs @ 1.17 hrs, Volume = 0.052 af, Atten = 0%, Lag = 0.0 min Routed to Link 16L : Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Fixed water surface Elevation= 117.75'

Link 10L: Study Area Study Area WQ MTD A-110 (Total)

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)

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\textregistered 10.20-8a s/n 08640\circledR 2025 HydroCAD Software Solutions LLC

Summary for Link 14L: Study Area West (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 14L: Study Area West (Total)

Summary for Link 16L: Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 16L: Study Area Basin A (Total)

2026-02 Existing and Proposed NJ DEP 2-hr WQ Rainfall=1.24"

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD\textregistered 10.20-8a s/n 08640\circledR 2025 Page 28

Summary for Link 18L: Study Area Road Undetained (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 18L: Study Area Road Undetained (Total)

HYDROGRAPH COMPARISON – STUDY AREA ROAD UNDETAINED 2, 10 & 100-YEAR

Primary Comparison

Primary Comparison

Primary Comparison

Primary (cfs)

Primary Comparison

2026-02 Existing and Proposed NOAA 24-hr D 10-Year-Projected Rainfall=6.34" Prepared by Dynamic Engineering Printed 2/10/2026 HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC

Primary Comparison

Link 8L

Link 18L

Primary Comparison

Primary (cfs)

2026-02 Existing and Proposed NOAA 24-hr D 100-Year-Projected Rainfall=11.41" Prepared by Dynamic Engineering Printed 2/10/2026 HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC

STORMWATER COLLECTION SYSTEM CALCULATIONS (PIPE SIZING)

Stormwater Collection System Calculations

NOTES:

Project: Proposed Office Building Job #: 3342-99-007 Location: Jackson, NJ Design Storm: 25 yr NJDEP Computed By: NC Checked By: RTO Date: 2/13/2026 Last Revised: 1) Design method used is Rational Method, unless otherwise noted. 2) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values

Start Node INLET A-310 OCS A-100 INLET A-203 INLET A-220 INLET A-210 INLET A-200 INLET A-200 INLET A-210 Stop Node MTD 15" FES INLET A-210 INLET A-210 Upstream Inlet Area (acres) 0.10 (N/A) 0.10 0.10 0.10 0.10 0.10 System Intensity (in/h) 7.045 8.020 7.700 7.700 7.507 7.143 7.365 Upstream Inlet Tc (hours) 0.100 0.000 0.100 0.100 0.100 Flow (cfs) 4.18 3.02 0.72 0.72 1.56 3.57 1.39 Capacity (Full Flow) (cfs) 6.21 4.44 3.82 3.82 3.82 Velocity (Out) (ft/s) 4.48 4.28 1.39 1.25 1.57 3.94 1.40 Diameter (in) 18 15 15 15 15 15 Section Type Circle Circle Concrete 0.013 0.013 0.013 0.013 0.013 Material 0.013 0.013 0.013 0.013 0.013 Manning's n 17 22 152 87 132 91 147 Length (ft) 0.0035 0.0050 0.0035 0.0035 0.0035 Slope (ft/ft) 118.37 117.50 119.73 119.45 119.15 118.69 118.69 119.20 Start Invert (ft) 118.31 117.40 119.20 119.15 118.31 118.26 120.10 119.83 119.75 119.63 119.63 HGL In (ft) 119.23 118.10 119.75 119.75 HGL Out (ft) 119.09 118.10 119.75 119.75

CONDUIT OUTLET PROTECTION CALCULATIONS

D DYNAMIC ENGINEERING

Preformed Scour Hole Design

Discharge not in Basin, Therefore Tailwater is less than 0.5 x Do

When using Y = (.5)(Do):

When using Y = (D0):

Use D50 equal to 6 inches

Use D50 equal to 6 inches

Equations used: Tw=0.2*Do (If Tw cannot be computed) Where Y=1/2 Do D50=(0.0125/Tw)*(q^1.33) Where Y=Do D50=(0.0082/Tw)*(q^1.33)

Notes: ___

1. The use of scour holes shall comply with county or local ordinances which would restrict the use of such devices due to the possible problems with mosquito breeding.
2. No bends or curves at the intersection of the conduit and apron or scour hole will be permitted.
3. There shall be no overfall from the end of the apron to the receiving material.
4. The thickness of the riprap lining, filter, and quality shall meet the requirements in the Riprap Standard Section of the Standards for Soil Erosion Control in New Jersey.
5. Use a D50 of 6 inches minimum.

GROUNDWATER RECHARGE CALCULATION

Pinelands Net Impervious 10 Year Infiltration Calculations

GROUNDWATER MOUNDING CALCULATIONS

Input Values

10.00 R Recharge rate (permeability rate) (in/hr) Specific yield, Sy (dimensionless)

0.150 Sy default value is 0.15; max value is 0.2 provided that a lab test data is submitted Horizontal hydraulic conductivity (in/hr)

50.00 Kh Kh = 5xRecharge Rate (R) in the costal plan; Kh=R outside the coastal plan

47.500 x 1/2 length of basin (x direction, in feet)

16.000 y 1/2 width of basin (y direction, in feet)

6.74 t Duration of infiltration period (hours)

10.00 hi(0) Initial thickness of saturated zone (feet)

Disclaimer

This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions.

BASIN DRAIN TIME CALCULATIONS

Infiltration Basin Drain time Calculations

NC

8/9/23

Revised:

02/10/2026

Basin Name: Prop. StormBrixx

Effective Depth of Runoff to be Infiltrated = Volume of Runoff to be Infiltrated / Surface Area of Infiltration Area = 7,267 cubic feet

3,040 square feet

2.39 feet

20 inches per hour

10 inches per hour

Effective Depth of Runoff to be Infiltrated / Design Recharge Rate = Time to Empty Basin =

2.87 hours**

*Note : Factor of Safety of 2 is applied to the Field Tested Recharge Rate to establish the Design Recharge Rate**Note : Time to Empty Basin must be less than 72 hours. Therefore; Drain time is less than 72 Hours, therefore, design is acceptable

OFFSITE STABILITY FAILURE ANALYSIS

Routing Diagram for 2026-02 Offsite Stability Prepared by Dynamic Engineering, Printed 2/10/2026 HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC

Project Notes

Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NRCS-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Defined 1 rainfall events from NJ-DEP IDF Defined 1 rainfall events from NJ-DEP IDF Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D Rainfall events imported from "NJ-Rain.txt" for 6614 NJ Ocean-D

Rainfall Events Listing (selected events)

Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC P2 (inches)

1 25-Year NOAA 24-hr D Default 24.00 1 6.68 2 4.04

Soil Listing (selected nodes)

Ground Covers (selected nodes)

2026-02 Offsite Stability Prepared by Dynamic Engineering HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Printed 2/10/2026 Page 7

2026-02 Offsite Stability NOAA 24-nt D 25-Year Rainfall=0.68 , P2=4.04

Prepared by Dynamic Engineering Printed 2/10/2026

HydroCAD® 10.20-8a s/n 08640 © 2025 HydroCAD Software Solutions LLC Page 8

Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

Subcatchment16S: Study Area Roof (Imp) Runoff Area=0.110 ac 100.00% Impervious Runoff Depth=6.44" Flow Length=207' Slope=0.0100 /" Tc=10.0 min CN=98 Runoff=0.46 cfs 0.059 af

Subcatchment18S: Study Area WQ MTD Runoff Area=0.610 ac 100.00% Impervious Runoff Depth=6.44" Flow Length=352' Tc=10.0 min CN=98 Runoff=2.55 cfs 0.327 af

Subcatchment19S: Study Area WQ MTD Runoff Area=0.020 ac 0.00% Impervious Runoff Depth=0.66" Flow Length=351' Tc=10.0 min CN=39 Runoff=0.00 cfs 0.001 af

Pond 17P: Basin A Routing (StormBrixx) Peak Elev=120.31' Storage=8,183 cf Inflow=3.02 cfs 0.388 af Outflow=1.06 cfs 0.300 af

Link 18L: Study Area Study Area WQ MTD A-110 (Total) Inflow=2.56 cfs 0.329 af Primary=2.56 cfs 0.329 af

Link 19L: Study Area Basin A (Total) Inflow=3.02 cfs 0.388 af Primary=3.02 cfs 0.388 af

Total Runoff Area = 0.740 ac Runoff Volume = 0.388 af Average Runoff Depth = 6.28

Total Runoff Area = 0.740 ac Runoff Volume = 0.388 af Average Runoff Depth = 6.28" 2.70% Pervious = 0.020 ac 97.30% Impervious = 0.720 ac

Summary for Subcatchment 16S: Study Area Roof (Imp)

Runoff = 0.46 cfs @ 12.19 hrs, Volume= 0.059 af, Depth= 6.44" Routed to Link 191 : Study Area Basin A (Total)

Routed to Link 19L : Study Area Basin A (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 25-Year Rainfall=6.68", P2=4.04"

Area (ac) CN Description

0.110 98 Roofs, HSG A

0.110 98 100.00% Impervious Area

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

0.8 207 0.0100 4.50 1.57 Pipe Channel, A-B 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.010 PVC, smooth interior

0.8 207 Total, Increased to minimum Tc = 10.0 min

Subcatchment 16S: Study Area Roof (Imp)

Summary for Subcatchment 18S: Study Area WQ MTD A-110 (Imp)

Runoff = 2.55 cfs @ 12.19 hrs, Volume= 0.327 af, Depth= 6.44"

Routed to Link 18L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs

NOAA 24-hr D 25-Year Rainfall=6.68", P2=4.04"

Area (ac) CN Description

0.610 98 Paved parking, HSG A

0.610 98 100.00% Impervious Area

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

0.6 55 0.0302 1.62 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 4.04"

1.3 297 0.0035 3.68 4.52 Pipe Channel, B-C 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

1.9 352 Total, Increased to minimum Tc = 10.0 min

Subcatchment 18S: Study Area WQ MTD A-110 (Imp)

Summary for Subcatchment 19S: Study Area WQ MTD A-110 (Perv)

Runoff = 0.00 cfs @ 12.38 hrs, Volume= 0.001 af, Depth= 0.66" Routed to Link 18L : Study Area Study Area WQ MTD A-110 (Total)

Runoff by SCS TR-20 method, UH=Delmarva, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 25-Year Rainfall=6.68", P2=4.04"

Area (ac) CN Description

0.020 39 >75% Grass cover, Good, HSG A

0.020 39 100.00% Pervious Area

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

1.4 8 0.0125 0.10 Sheet Flow, A-B Grass: Short n= 0.150 P2= 4.04"

0.2 46 0.0380 3.96 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps

1.3 297 0.0035 3.68 4.52 Pipe Channel, C-D 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean

2.9 351 Total, Increased to minimum Tc = 10.0 min

Subcatchment 19S: Study Area WQ MTD A-110 (Perv)

Summary for Pond 17P: Basin A Routing (StormBrixx)

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 120.31' @ 12.67 hrs Surf.Area= 3,001 sf Storage= 8,183 cf

Plug-Flow detention time=244.3 min calculated for 0.300 af (77% of inflow) Center-of-Mass det. time=155.0 min (910.0 - 755.0)

8,729 cf Total Available Storage

Storage Group A created with Chamber Wizard

Primary OutFlow Max=1.06 cfs @ 12.67 hrs HW=120.31' (Free Discharge) 1=Culvert (Passes 1.06 cfs of 9.70 cfs potential flow) 2=Orifice (Orifice Controls 1.06 cfs @ 5.38 fps)

Pond 17P: Basin A Routing (StormBrixx) - Chamber Wizard Field A

Chamber Model = ACO StormBrixx SD 1 (ACO StormBrixx® SD) Inside = 23.7" W x 36.0" H => 5.75 sf x 3.95' L = 22.7 cf Outside = 23.7" W x 36.0" H => 5.93 sf x 3.95' L = 23.4 cf

24 Chambers/Row x 3.95' Long = 94.88' Row Length 16 Rows x 23.7" Wide = 31.63' Base Width 36.0" Chamber Height = 3.00' Field Height

384 Chambers x 22.7 cf = 8.728.7 cf Chamber Storage 384 Chambers x 23.4 cf = 8.998.6 cf Displacement

Chamber Storage = 8,728.7 cf = 0.200 af Overall Storage Efficiency = 97.0% Overall System Size = 94.88' x 31.63' x 3.00'

384 Chambers 333.3 cy Field

Pond 17P: Basin A Routing (StormBrixx)

☐ ☐ ☐ ☐

Summary for Link 18L: Study Area Study Area WQ MTD A-110 (Total)

Inflow Area = 0.630 ac, 96.83% Impervious, Inflow Depth = 6.26" for 25-Year event Inflow = 2.56 cfs @ 12.19 hrs, Volume = 0.329 af Primary = 2.56 cfs @ 12.19 hrs, Volume = 0.329 af, Atten = 0%, Lag = 0.0 min Routed to Link 191: Study Area Basin A (Total)

Routed to Link 19L : Study Area Basin A (Total)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Fixed water surface Elevation= 117.75'

Link 18L: Study Area Study Area WQ MTD A-110 (Total)

Summary for Link 19L: Study Area Basin A (Total)

Inflow Area = 0.740 ac, 97.30% Impervious, Inflow Depth = 6.28" for 25-Year event Inflow = 3.02 cfs @ 12.19 hrs, Volume= 0.388 af Primary = 3.02 cfs @ 12.19 hrs, Volume= 0.388 af, Atten= 0%, Lag= 0.0 min Routed to Pond 17P : Basin A Routing (StormBrixx)

Primary outflow = Inflow, Time Span = 0.00-72.00 hrs, dt = 0.05 hrs

Link 19L: Study Area Basin A (Total)

Hydrograph

STORMWATER BASIN AREA INVESTIGATION REPORT, PREPARED BY DYNAMIC EARTH, LLC

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