Mega Palace 5211 Route 38; Pennsauken, Nj 08109

STORMWATER MANAGEMENT REPORT

MEGA PALACE 5211 ROUTE 38; PENNSAUKEN, NJ 08109

PREPARED FOR: MEGA PALACE INVESTMENT, LP 5201 ROUTE 38 PENNSAUKEN, NJ 08109

PREPARED BY: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. 370 EAST MAPLE AVE; SUITE 304 LANGHORNE, PA 19047

CEC PROJECT 194-266

FEBRUARY 2020 REVISED MAY 2020 MEGA PALACE STORMWATER MANAGEMENT REPORT

TABLE OF CONTENTS

1.0 GENERAL PROJECT DESCRIPTION ...... 3 1.1 Site/Project Information ...... 3 1.2 Owner of Record: Mega Palace Investment, LP ...... 3 1.3 Existing Conditions ...... 3 1.4 Soil Information ...... 4 1.5 Geologic Conditions ...... 4 1.6 Proposed Development ...... 5

2.0 STORMWATER MANAGEMENT...... 5 2.1 Existing Stormwater Drainage ...... 5 2.1.1 Stonegate 1 ...... 5 2.1.2 Saigon Plaza ...... 5 2.1.3 Mega Palace ...... 5 2.1.4 Existing Outlet Pipe ...... 6 2.2 Proposed Stormwater Management ...... 6 2.2.1 Conveyance ...... 7 2.2.2 Groundwater Recharge ...... 7 2.2.3 Stormwater Quality ...... 7 2.2.4 Stormwater Quantity ...... 8 2.2.5 Existing Outlet Pipe ...... 9

3.0 EROSION AND SEDIMENTATION CONTROL ...... 9 3.1 Overview ...... 9 3.2 Sequence of Construction ...... 10

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TABLES

Table 1 NOAA Rainfall Table

APPENDICES

Appendix A Soils Information Appendix B Pre-to-Post Peak Rate Calculations Appendix C Wet Pond Calculations Appendix D Storm Sewer Calculations Appendix E Drainage Area Boundary Maps Appendix F Off-Site Conveyance Pipe Flows Appendix G Existing Outlet Pipe

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1.0 GENERAL PROJECT DESCRIPTION

1.1 SITE/PROJECT INFORMATION

1.2 OWNER OF RECORD: MEGA PALACE INVESTMENT, LP 5201 Route 38 Pennsauken, NJ 08109

Parcel Information: Block 6001; Lot 73.04 Deed Book 10680, Page 1950 Property Address: 5211 Route 38 Gross Area: 3.27± Acres; (142,462± SF)

Project Surveyor: Vargo Associates Surveying & Mapping PO Box 647 Franklinville, NJ 08322 Phone: 856-694-1716

Wetland Specialist: The Hyland Group 2001 US-46; Suite #310 Parsippany, NJ 07054 Phone: 973-879-6696

1.3 EXISTING CONDITIONS

The parcel referenced above is a land locked parcel located immediately north of the existing Saigon Plaza. The parcel is nearly rectangular, having a minimum width of 592± feet and a depth of 229± feet. The width of the parcel faces Route 38 at an angle. In addition to Saigon Plaza to the south, the property is bound by additional commercial property to the southeast; single family residential to the northeast; Age & Income qualified apartments to the north; a former school to the northwest; and single family residence to the southwest.

For the purposes of this report, the property is mostly wooded with some open meadow at the northern corner of the site. We should note that at the time of the report some of the trees had been removed.

The Hyland Group investigated the property and delineated wetlands within a drainage ditch along the southern property line and a wetland within the eastern part of the site. A 50-foot transition area applies to the eastern delineated wetland. The wetland within the drainage ditch does not have a buffer.

The slope of the site ranges from nearly level (0-3%) in the western half to slight (3-8%) approaching the wetland. There are some steeper slopes, which define the banks of the drainage ditch.

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A review of the NJ-GeoWeb indicates:

• A wetland in the approximate area that the Hyland Group delineated a wetland onsite. • A known contaminated property off the southern corner of the property.

The only structure on-site is a storm sewer line, conveying water from the existing basin on the Age & Income Qualified property north of the property to the drainage ditch along the southern property line.

1.4 SOIL INFORMATION

The soils present on this parcel are:

Symbol Soil Series Name Hydrologic Group Slope HowB Howell Urban Land Complex C 0-5% USUDHB Urban Land – Udifluvents Complex Unranked 0-5%

The above referenced soils have the following restrictions, which are applicable to this project:

Depth to Saturation Zone: The contractor shall have a pump on site with filter bag. Filter bags shall be placed in areas not subject to erosion and installed as per the manufacture recommendations.

Frost Action: Grading shall be minimized during winter months. Contractor shall utilize appropriate shoring methods at all times.

1.5 GEOLOGIC CONDITIONS

This property is within the CAPE MAY FORMATION (Qcm2)

(Salisbury and Knapp, 1917)--Fine-to-coarse sand, minor silt and clay; yellow, brownish-yellow, reddish-yellow, very pale brown, light-gray; minor pebble gravel. Massive to well stratified. Sand is quartz with a little glauconite and a trace of mica and feldspar. Gravel composition as in unit Qtu. As much as 40 feet thick. Unit Qcm2 (Newell and others, 1995) forms a terrace with a maximum surface elevation of about 35 feet. Fossils, pollen, and amino-acid racemization ratios in shells from this unit elsewhere in the Delaware estuary and Delaware Bay area indicate that it is an estuarine or fluvial-estuarine deposit of Sangamon age (about 125,000 years ago), when sea level was approximately 30 feet higher than at present in this region (Woolman, 1897; Newell and others, 1995; Lacovara, 1997; Wehmiller, 1997). Unit Qcm1 is an older estuarine or fluvial- estuarine deposit of uncertain age that forms a terrace with a maximum elevation of about 50 feet. A bed of black clay within Qcm1 (the "Fish House Clay" of Woolman, 1897), formerly exposed in the pit just south of Delair Junction, contained freshwater mussels, horse bones and teeth, pine and birch bark, and maple, oak, and basswood leaves (Woolman, 1897; Bogan and others, 1989). These fossils indicate that the Cape May 1 unit was deposited in a temperate, interglacial climate. Because it is at higher elevation than Sangamon-age deposits, it was probably laid down during a pre- Sangamon

Civil & Environmental Consultants, Inc. -4- 194-266 May 4, 2020 MEGA PALACE STORMWATER MANAGEMENT REPORT interglacial sea-level highstand and is of early or middle Pleistocene age (Lacovara, 1997; O'Nea1 and McGeary, 2002). Salisbury and Knapp (1917) included fluvial terrace deposits within the Cape May Formation; here they are mapped separately as units Qt1 and Qtu.

1.6 PROPOSED DEVELOPMENT

The purpose of this project is to construct a Multi-use Commercial building and associated parking. The proposed building will face Siagon Plaza and Route 38. Four (4) new access points will be constructed: three (3) to Saigon Plaza and one (1) to the former school property. There is no proposed connection or improvement to any of the surrounding public streets.

This facility will be served by public water and sewer. Both of these will be extended from the Former School property.

2.0 STORMWATER MANAGEMENT

2.1 EXISTING STORMWATER DRAINAGE

2.1.1 Stonegate 1

An existing 24 inch storm sewer pipe is located on the Mega Palace parcel. This pipe conveys runoff from an existing basin located on the Stonegate 1 parcel. Attempts to retrieve the SWM design calculations for the basin were unsuccessful. To quantify a design flow through this existing pipe a preconstruction runoff computation was performed to determine the maximum allowable flow that would have been permitted to discharge from the existing basin. The runoff from the existing basin for the 25 year storm is projected to be 10.36 cfs. See Appendix F for the summary sheets.

2.1.2 Saigon Plaza An existing underground detention basin is located within the northern portion of the Saigon Plaza parking lot. This system was installed circa 2006. The basin outlet pipe connects to the existing outlet pipe being used for the Mega Palace project. The Report prepared in 2006 that documents the basin hydraulics was obtained, and a routing analysis was done in HydroCAD to model the basin outflow results for the 25-year storm using the current design’s rainfall values. A routing analysis was also done for the 100-year storm using the 2006 Report’s rainfall value to confirm that the HydroCAD basin parameters used in this Report match the basin parameters used in 2006. The runoff from the basin for the 25-year storm is 8.38 cfs. See Appendix F for the summary sheets.

2.1.3 Mega Palace Stormwater runoff from this property discharges to an existing storm sewer system. In reviewing the NJ-GeoWeb, we believe that this storm sewer system ultimately drains to Chandlers Run (FW2-NT). There are two areas of interest:

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First is the existing headwall near the southern corner of the property. This headwall collects water from the existing drainage ditch along the southern property line. This will be known as Point of Interest A or POI A.

Second is the eastern property line. The balance of the site drains to a low point within the site and then spills over the property line. This will be known as Line of Interest B or LOI B.

Using the SCS stormwater modeling method with rainfall intensity from the NOAA website, the current runoff rates are as follows:

2-year event 10-year event 100-year event POI A 4.007 9.430 13.72 LOI B 1.371 4.876 7.80

The offsite area within POI A will not be subject to water quality or rate reduction. The onsite combined total subject to design is:

2-year event 10-year event 100-year event 2.235 7.937 12.73

2.1.4 Existing Outlet Pipe Flow leaving the Mega Palace site is conveyed downstream by an existing horizontal elliptical reinforced concrete pipe. The pipe is located in a 10-foot wide right-of-way. The size of the pipe is believed to be 27” x 42”. The field survey indicates a 27” x 36” size, however that does not match the industry standard sizes for this type of pipe. The pipe upstream of this pipe is labeled as a 24” x 42” pipe, however, that pipe does not match the industry standard. It is possible that the height value for these pipes was transposed on the field survey drawing. This report will utilize the industry standard sizes of 24” x 38” and 27” x 42”. When work restrictions are lifted, the pipe sizes will be field confirmed. The chart below summarizes the existing runoff that is being conveyed by the existing outlet pipe. Based on the information provided in Appendix G the existing outlet pipe has a capacity of 43.03 cfs.

25 year event Stonegate 1 10.36 Saigon Plaza 8.38 Pre POI A 9.43 Total Design Flow 28.17 Capacity of 27”x42” Pipe 43.03 Capacity of 24”x38” Pipe 97.12

2.2 PROPOSED STORMWATER MANAGEMENT

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2.2.1 Conveyance

The stormwater conveyance for this site is split between four (4) different pipe runs:

The offsite runoff from the former school to the Northwest is proposed to be collected in an inlet near the property line and conveyed through the property to a manhole, which is proposed to replace the existing headwall at POI A. As this is all offsite water, this project only proposes conveyance.

The Basin Discharge Pipe from the Age & Income Qualified property to the north will be cut and re-routed around the proposed building into the bypass run described above.

The roof drainage from the proposed building will exit the rear of the building and connect to a proposed conveyance system along the northern property line. This storm sewer system will then flow west to east and then along the eastern access drive to an inlet where the water is combined within the fourth pipe run collecting water from the front parking field.

2.2.2 Groundwater Recharge

The groundwater recharge requirements are determined by the utilization of the Groundwater Recharge Spreadsheet, provided by the N.J.D.E.P., or by infiltrating the difference in runoff volume between the pre-development and post-development 2-year storm events. The N.J.D.E.P. Stormwater Management Rules N.J.A.C. 7:8-5.4(a)2.ii, states that the groundwater recharge requirement does not apply to projects within the Urban Redevelopment Area. The Urban Redevelopment Area is defined as previously developed areas within the Metropolitan Planning area. This site is within the Metropolitan Planning Area. Therefore, groundwater recharge measures have not been proposed

2.2.3 Stormwater Quality

The stormwater quality requirements can be met by removing 80% TSS from the stormwater entering the stormwater management system. Proper TSS removal can be performed by using stormwater management measures documented in the N.J.D.E.P. Stormwater Management BMP Manual.

This project will meet this requirement by utilizing a Wet Pond. We believe that this type of BMP will work well here due to the current soil conditions. (An isolated wetland and depth to water table). Additionally, immediately to the north is a wet pond that sustains a permanent water level. This pond is designed with a permanent water level at elevation 17 and will have a 6.5 water depth. As per N.J.D.E.P. design criteria, there will be two safety benches.

According to the N.J.D.E.P. Stormwater Management BMP Manual, the amount of TSS removal is a function of permanent water storage and duration of the storm event.

Drainage area to the Pond = 3.12 acres Water Quality Volume = (3.12*43560) * (1.75/12) = 19,820 CF

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Change Average Stage Total Elevation Area in Area Volume Volume TV / WQV (FT) (SF) Elevation (SF) (CF) (TV) (CF) (FT) 17 11555 11023 1 11023 16 10491 10381 0.5 5190.5 15.5 10271 9276.5 0.5 4638.25 15 8282 7910.5 1 7910.5 14 7539 6677 0.5 3338.5 13.5 5815 5497 1 5497 12.5 5179 4875.5 1 4875.5 11.5 4572 4284 1 4284 10.5 3996 46757 2.4

According the Elevation vs Time graph provided in the calculations later in this report. The Water Quality event drains completely out of the basin in 96 hrs. with a peak discharge occurring at 15.9 hrs. 96-15.9 = 80.1 hrs.

Using the chart within section 9.11 of the N.J.D.E.P. Stormwater Management BMP Manual, the pond will have a TSS removal efficiency of 87%. LOI-B is bypass flow, which does not include any Water Quality treatment. Therefore, using similar triangles, the total project water quality is:

[(3.12 ac * 87%) + (0.27 ac * 0%)]/ (3.12 + 0.27) 80.1% TSS removal

2.2.4 Stormwater Quantity

The stormwater quantity requirements can be satisfied by the using one of the following options:

• Demonstrate through hydrologic and hydraulic analysis that for stormwater leaving the site, post-construction runoff hydrographs for the 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. • Demonstrate through hydrologic and hydraulic analysis that there is no increase, as compared to the pre-construction condition, in the peak runoff rates of stormwater leaving the site for the 2, 10, and 100-year storm events and that the increased volume or change in timing of stormwater runoff will not increase flood damage at/or downstream of the site. This analysis shall include the analysis of impacts of existing land uses and projected land uses, assuming full development under existing zoning and land use ordinances in the drainage area. • Design stormwater management measures so that the post-construction peak runoff rates

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for the 2, 10 and 100-year storm events are 50, 75 and 80 percent, respectively, of the pre- construction peak runoff rates. The percentages apply only to the post-construction stormwater runoff that is attributable to the portion of the site on which the proposed development or project is to be constructed.

A comparison of the pre and post development runoff rates is as follows:

Allowable Storm Event Pre-Dev Discharge Proposed Discharge Discharge 2-year 2.236 1.118 1.072 10-year 7.937 5.952 2.545 100-year 12.73 10.184 9.963

As shown in the table above the increase in runoff from the proposed development is controlled by the proposed wet pond.

2.2.5 Existing Outlet Pipe The chart below summarizes the post-construction design flows that will pass through the existing outlet pipe. Also provided in the chart is the capacity of the existing pipe that is directly upstream of the existing outlet pipe. For both pipes the flowing full capacity is greater than the design flow.

25 year event Stonegate 1 10.36 Saigon Plaza 8.38 Offsite A-Impervious 5.68 Offsite A-Pervious 1.22 Pond Discharge 1.58 Post POI-A Bypass 1.34 Total Design Flow 28.56 Capacity of 27” x 42”Pipe 43.03 Capacity of 24” x 38”Pipe 97.12

3.0 EROSION AND SEDIMENTATION CONTROL

3.1 OVERVIEW

The disturbance for this project is greater than 1 acre, but less than 5 acres. Because the disturbance exceeds an acre, a greater erosion control strategy needs to be employed. Being less than 5 acres, we do not believe that larger, more structural controls are warranted. In our experience, this size project is best controlled by adherence to a well-developed sequence of construction.

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Therefore, our erosion control strategy is to use silt fence, rock filter berms, and a temporary pump and filter bag with the understanding that the majority of the site will be stabilized within a few months from start of construction.

3.2 SEQUENCE OF CONSTRUCTION

Note: All earth disturbance activities shall proceed in accordance with the following sequence. Each stage shall be completed before the following stage is initiated. Clearing and grubbing shall be limited only to those areas described in each stage.

Note: At least seven (7) days before starting any earth disturbance activities, the operator shall invite all contractors involved in those activities including, but not limited to, the landowner, all appropriate municipal officials, and a representative from the county conservation district to an on-site pre-construction meeting.

1. A NJ One Call must be made three (3) days prior to any earth moving actives as per state law; 2. Stake the limit of disturbance as shown on the plan; 3. Install the compost silt fence & limit of construction fence as shown on the plan; 4. Install rock filter berms along the existing drainage ditch as per plan and detail; 5. Install rock construction entrance as per plan and detail; 6. Construct Wet Pond: a. Strip topsoil in the area of the wet pond and stockpile where shown; b. Stabilize the stockpile immediately; c. Grade the Pond, installing the berm and excavating the permanent pool; d. Install pump and filter bag for dewatering the Pond; e. Install the outlet structure and connection to the existing storm sewer; - Do not install the cool water drain until after sediment stage; f. Re-spread topsoil and install erosion control matting on the side slopes; 7. Install stormwater bypass system inclusive of Inlet 20 and Storm Manholes 21-24 a. Install inlet protection within Inlet 20; 8. Strip the topsoil for the remainder of the site. Stockpile where shown. Stabilize immediately; Note: Cessation of activity for four (4) days or longer requires temporary stabilization. 9. Perform bulk grading for the site, preparing the pad for building construction while maintaining positive flow towards the Pond; a. Install temporary diversion berms/swales if necessary. Protect these

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temporary practices from erosion; b. Once the building pad is prepped, building construction can commence as per the architect’s sequence of construction; 10. Install sanitary sewer; 11. Install storm sewer: a. Install storm system from downstream to upstream; b. Install inlet protection in all inlets as inlets are installed; 12. Install remaining utilities (water, electric, gas, telecom, etc.) 13. Final grade and construct the parking field; a. Do not connect access drives to the existing shopping center until the upslope parking field is stabilized; b. Remove any temporary diversion berms/swales and bring the parking field to final grade; b. Install curbing, stone subbase and paving (final wearing course need not be applied as this time); 14. Remove the sediment pump from the Pond and excavate to final grade. Install Cool water drain. Stabilize immediately. 15. After inspection and approval by the conservation district, the erosion and sediment controls may be removed. Any areas disturbed during the removal of said controls shall be stabilized immediately.

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TABLES

2/1/2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Merchantville, New Jersey, USA* Latitude: 39.9366°, Longitude: -75.0651° Elevation: 24.72 ft** * source: ESRI Maps ** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES

G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley

NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials

PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 0.348 0.415 0.491 0.545 0.611 0.658 0.704 0.747 0.798 0.838 (0.318‑0.381) (0.379‑0.454) (0.447‑0.536) (0.496‑0.596) (0.553‑0.668) (0.593‑0.721) (0.632‑0.774) (0.665‑0.823) (0.703‑0.886) (0.732‑0.936) 10-min 0.556 0.664 0.786 0.871 0.974 1.05 1.12 1.18 1.26 1.32 (0.509‑0.608) (0.607‑0.727) (0.717‑0.859) (0.793‑0.953) (0.882‑1.07) (0.944‑1.15) (1.00‑1.23) (1.05‑1.31) (1.11‑1.40) (1.15‑1.47) 15-min 0.696 0.835 0.994 1.10 1.24 1.33 1.42 1.49 1.59 1.66 (0.636‑0.761) (0.763‑0.913) (0.906‑1.09) (1.00‑1.21) (1.12‑1.35) (1.20‑1.45) (1.27‑1.56) (1.33‑1.65) (1.40‑1.77) (1.45‑1.85) 30-min 0.954 1.15 1.41 1.60 1.83 2.00 2.17 2.32 2.53 2.68 (0.872‑1.04) (1.05‑1.26) (1.29‑1.54) (1.45‑1.75) (1.66‑2.00) (1.80‑2.19) (1.94‑2.38) (2.07‑2.56) (2.23‑2.81) (2.34‑3.00) 60-min 1.19 1.45 1.81 2.08 2.44 2.71 2.99 3.26 3.63 3.92 (1.09‑1.30) (1.32‑1.58) (1.65‑1.98) (1.89‑2.27) (2.21‑2.66) (2.44‑2.97) (2.68‑3.28) (2.90‑3.60) (3.20‑4.03) (3.42‑4.37) 2-hr 1.43 1.74 2.19 2.53 2.99 3.36 3.73 4.10 4.61 5.01 (1.30‑1.58) (1.59‑1.92) (1.99‑2.41) (2.29‑2.78) (2.69‑3.29) (3.00‑3.69) (3.31‑4.11) (3.61‑4.54) (4.01‑5.14) (4.32‑5.62) 3-hr 1.57 1.91 2.40 2.79 3.31 3.73 4.17 4.62 5.23 5.73 (1.43‑1.73) (1.73‑2.10) (2.18‑2.65) (2.52‑3.07) (2.97‑3.65) (3.33‑4.11) (3.69‑4.61) (4.05‑5.12) (4.52‑5.84) (4.89‑6.43) 6-hr 1.96 2.37 2.97 3.46 4.16 4.74 5.35 6.00 6.93 7.70 (1.78‑2.17) (2.16‑2.63) (2.70‑3.29) (3.13‑3.82) (3.73‑4.60) (4.21‑5.23) (4.71‑5.92) (5.22‑6.67) (5.92‑7.76) (6.47‑8.68) 12-hr 2.38 2.88 3.63 4.27 5.21 6.02 6.90 7.87 9.30 10.5 (2.17‑2.64) (2.62‑3.19) (3.30‑4.03) (3.86‑4.73) (4.66‑5.76) (5.33‑6.66) (6.03‑7.66) (6.77‑8.78) (7.81‑10.5) (8.66‑11.9) 24-hr 2.73 3.30 4.20 4.96 6.08 7.05 8.11 9.28 11.0 12.5 (2.53‑2.96) (3.06‑3.57) (3.88‑4.55) (4.57‑5.36) (5.58‑6.56) (6.42‑7.58) (7.33‑8.72) (8.32‑9.97) (9.74‑11.8) (10.9‑13.5) 2-day 3.14 3.81 4.85 5.72 6.98 8.06 9.23 10.5 12.4 14.0 (2.90‑3.42) (3.51‑4.13) (4.46‑5.26) (5.25‑6.19) (6.38‑7.55) (7.32‑8.71) (8.32‑9.96) (9.39‑11.4) (10.9‑13.4) (12.2‑15.1) 3-day 3.31 4.01 5.08 5.97 7.27 8.36 9.55 10.8 12.7 14.3 (3.06‑3.60) (3.70‑4.35) (4.69‑5.51) (5.50‑6.46) (6.66‑7.85) (7.62‑9.03) (8.64‑10.3) (9.74‑11.7) (11.3‑13.7) (12.6‑15.5) 4-day 3.48 4.21 5.31 6.23 7.56 8.67 9.87 11.2 13.1 14.6 (3.23‑3.78) (3.90‑4.56) (4.91‑5.76) (5.75‑6.74) (6.94‑8.15) (7.92‑9.35) (8.97‑10.6) (10.1‑12.0) (11.7‑14.1) (12.9‑15.8) 7-day 4.07 4.88 6.09 7.09 8.54 9.76 11.1 12.5 14.5 16.2 (3.79‑4.38) (4.55‑5.27) (5.66‑6.57) (6.58‑7.64) (7.89‑9.19) (8.97‑10.5) (10.1‑11.9) (11.3‑13.4) (13.0‑15.6) (14.4‑17.5) 10-day 4.61 5.52 6.78 7.81 9.26 10.4 11.7 13.0 14.9 16.5 (4.31‑4.94) (5.16‑5.92) (6.33‑7.27) (7.28‑8.36) (8.60‑9.91) (9.66‑11.2) (10.8‑12.5) (11.9‑13.9) (13.6‑16.0) (14.9‑17.8) 20-day 6.24 7.41 8.88 10.1 11.7 12.9 14.2 15.5 17.3 18.7 (5.90‑6.62) (7.01‑7.87) (8.40‑9.42) (9.49‑10.7) (11.0‑12.3) (12.1‑13.7) (13.3‑15.1) (14.5‑16.5) (16.0‑18.4) (17.2‑19.9) 30-day 7.76 9.16 10.8 12.0 13.7 15.0 16.3 17.6 19.2 20.5 (7.36‑8.18) (8.69‑9.66) (10.2‑11.3) (11.4‑12.7) (12.9‑14.4) (14.1‑15.8) (15.3‑17.1) (16.4‑18.5) (17.9‑20.3) (19.0‑21.7) 45-day 9.88 11.6 13.4 14.8 16.6 17.9 19.2 20.4 22.0 23.1 (9.39‑10.4) (11.0‑12.2) (12.8‑14.1) (14.1‑15.6) (15.7‑17.4) (17.0‑18.8) (18.1‑20.2) (19.3‑21.5) (20.6‑23.1) (21.6‑24.4) 60-day 11.8 13.9 15.9 17.4 19.3 20.7 22.0 23.2 24.8 25.9 (11.3‑12.4) (13.2‑14.6) (15.1‑16.7) (16.6‑18.3) (18.4‑20.3) (19.7‑21.8) (20.9‑23.1) (22.0‑24.4) (23.4‑26.1) (24.3‑27.3)

1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top

PF graphical

https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.9366&lon=-75.0651&data=depth&units=english&series=pds 1/4 2/1/2020 Precipitation Frequency Data Server

Maps & aerials

Small scale terrain

https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.9366&lon=-75.0651&data=depth&units=english&series=pds 2/4 2/1/2020 Precipitation Frequency Data Server

+ – 3km

2mi

Large scale terrain

+ – 100km

60mi

Large scale map

+ – 100km

60mi

Large scale aerial

https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.9366&lon=-75.0651&data=depth&units=english&series=pds 3/4 2/1/2020 Precipitation Frequency Data Server

+ – 100km

60mi

US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: [email protected]

Disclaimer

https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.9366&lon=-75.0651&data=depth&units=english&series=pds 4/4

APPENDIX A SOILS INFORMATION

Soil Map—Camden County, New Jersey (Mega-Palace) 75° 4' 0'' W 75° 3' 46'' W

494310 494340 494370 494400 494430 494460 494490 494520 494550 494580 494610 39° 56' 15'' N 39° 56' 15'' N 4420820 4420820 4420790 4420790 4420760 4420760 4420730 4420730 4420700 4420700 4420670 4420670 4420640 4420640 Soil Map may not be valid at this scale.

39° 56' 8'' N 39° 56' 8'' N 494310 494340 494370 494400 494430 494460 494490 494520 494550 494580 494610

Map Scale: 1:1,460 if printed on A landscape (11" x 8.5") sheet.

75° 4' 0'' W Meters N 0 20 40 80 120 75° 3' 46'' W Feet 0 50 100 200 300 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Camden County, New Jersey (Mega-Palace)

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:12,000. Stony Spot Soils Very Stony Spot Warning: Soil Map may not be valid at this scale. Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features Special Point Features scale. Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Closed Depression Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot projection, which preserves direction and shape but distorts Major Roads distance and area. A projection that preserves area, such as the Landfill Local Roads Albers equal-area conic projection, should be used if more Lava Flow accurate calculations of distance or area are required. Background Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Mine or Quarry Soil Survey Area: Camden County, New Jersey Miscellaneous Water Survey Area Data: Version 13, Sep 16, 2019 Perennial Water Soil map units are labeled (as space allows) for map scales Rock Outcrop 1:50,000 or larger.

Saline Spot Date(s) aerial images were photographed: Jun 15, 2014—Jun 24, 2014 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip

Sodic Spot

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Camden County, New Jersey Mega-Palace

Map Unit Legend

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

HowB Howell-Urban land complex, 0 0.2 4.6% to 5 percent slopes USUDHB Urban land-Udifluvents 4.4 95.4% complex, 0 to 5 percent slopes Totals for Area of Interest 4.6 100.0%

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description---Camden County, New Jersey Mega-Palace

Map Unit Description

The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions in this report, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named, soils that are similar to the named components, and some minor components that differ in use and management from the major soils. Most of the soils similar to the major components have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Some minor components, however, have properties and behavior characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities.

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 1 of 5 Map Unit Description---Camden County, New Jersey Mega-Palace

Soils that have profiles that are almost alike make up a soil series. All the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of a given series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Additional information about the map units described in this report is available in other soil reports, which give properties of the soils and the limitations, capabilities, and potentials for many uses. Also, the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Report—Map Unit Description

Camden County, New Jersey

HowB—Howell-Urban land complex, 0 to 5 percent slopes

Map Unit Setting National map unit symbol: rvqc Elevation: 10 to 170 feet

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 2 of 5 Map Unit Description---Camden County, New Jersey Mega-Palace

Mean annual precipitation: 28 to 59 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 161 to 231 days Farmland classification: Not prime farmland

Map Unit Composition Howell and similar soils: 55 percent Urban land: 30 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Howell Setting Landform: Hills Landform position (two-dimensional): Summit Down-slope shape: Linear Across-slope shape: Convex Parent material: Unconsolidated sediments fine-loamy diatomaceous earth and/or greensands Typical profile Ap - 0 to 10 inches: loam BA - 10 to 15 inches: loam Bt - 15 to 25 inches: clay loam BC - 25 to 32 inches: clay loam C - 32 to 60 inches: silty clay Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 11.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Hydric soil rating: No

Description of Urban Land Setting Landform: Low hills Down-slope shape: Convex, linear Across-slope shape: Linear

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 3 of 5 Map Unit Description---Camden County, New Jersey Mega-Palace

Parent material: Surface covered by pavement, concrete, buildings, and other structures underlain by disturbed and natural soil material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: Unranked

Minor Components Freehold Percent of map unit: 10 percent Landform: Flats, low hills Landform position (two-dimensional): Summit Down-slope shape: Linear, convex Across-slope shape: Linear Hydric soil rating: No Holmdel Percent of map unit: 5 percent Landform: Flats Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No

USUDHB—Urban land-Udifluvents complex, 0 to 5 percent slopes

Map Unit Setting National map unit symbol: v3bk Mean annual precipitation: 28 to 59 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 161 to 231 days Farmland classification: Not prime farmland

Map Unit Composition Urban land: 60 percent Udifluvents and similar soils: 30 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Urban Land Setting Landform: Flood plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Surface covered by pavement, concrete, buildings, and other structures underlain by disturbed and natural soil material

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 4 of 5 Map Unit Description---Camden County, New Jersey Mega-Palace

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: Unranked

Description of Udifluvents Setting Landform: Flood plains Down-slope shape: Concave Across-slope shape: Linear Parent material: Alluvium Typical profile A - 0 to 9 inches: loam B - 9 to 30 inches: clay loam C - 30 to 60 inches: stratified sandy loam to clay Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 12 to 18 inches Frequency of flooding: None Frequency of ponding: Rare Available water storage in profile: High (about 11.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Hydric soil rating: No

Minor Components Fluvaquents, occasionally flooded Percent of map unit: 10 percent Landform: Flood plains Landform position (three-dimensional): Talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: Yes Data Source Information

Soil Survey Area: Camden County, New Jersey Survey Area Data: Version 13, Sep 16, 2019

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 5 of 5 Dwellings and Small Commercial Buildings---Camden County, New Jersey Mega-Palace

Dwellings and Small Commercial Buildings

Soil properties influence the development of building sites, including the selection of the site, the design of the structure, construction, performance after construction, and maintenance. This table shows the degree and kind of soil limitations that affect dwellings and small commercial buildings. The ratings in the table are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect building site development. Not limited indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. Somewhat limited indicates that the soil has features that are moderately favorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. Very limited indicates that the soil has one or more features that are unfavorable for the specified use. The limitations generally cannot be overcome without major soil reclamation, special design, or expensive installation procedures. Poor performance and high maintenance can be expected. Numerical ratings in the table indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). Dwellings are single-family houses of three stories or less. For dwellings without basements, the foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum frost penetration, whichever is deeper. For dwellings with basements, the foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of about 7 feet. The ratings for dwellings are based on the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load-supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink-swell potential), and compressibility. Compressibility is inferred from the Unified classification. The properties that affect the ease and amount of excavation include depth to a water table, ponding, flooding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, and the amount and size of rock fragments.

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 1 of 3 Dwellings and Small Commercial Buildings---Camden County, New Jersey Mega-Palace

Small commercial buildings are structures that are less than three stories high and do not have basements. The foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum frost penetration, whichever is deeper. The ratings are based on the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load-supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink-swell potential), and compressibility (which is inferred from the Unified classification). The properties that affect the ease and amount of excavation include flooding, depth to a water table, ponding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, and the amount and size of rock fragments. Information in this table is intended for land use planning, for evaluating land use alternatives, and for planning site investigations prior to design and construction. The information, however, has limitations. For example, estimates and other data generally apply only to that part of the soil between the surface and a depth of 5 to 7 feet. Because of the map scale, small areas of different soils may be included within the mapped areas of a specific soil. The information is not site specific and does not eliminate the need for onsite investigation of the soils or for testing and analysis by personnel experienced in the design and construction of engineering works. Government ordinances and regulations that restrict certain land uses or impose specific design criteria were not considered in preparing the information in this table. Local ordinances and regulations should be considered in planning, in site selection, and in design. Report—Dwellings and Small Commercial Buildings

[Onsite investigation may be needed to validate the interpretations in this table and to confirm the identity of the soil on a given site. The numbers in the value columns range from 0.01 to 1.00. The larger the value, the greater the potential limitation. The table shows only the top five limitations for any given soil. The soil may have additional limitations]

Dwellings and Small Commercial Buildings–Camden County, New Jersey

Map symbol and soil Pct. of Dwellings without Dwellings with basements Small commercial buildings name map basements unit Rating class and Value Rating class and Value Rating class and Value limiting features limiting features limiting features

HowB—Howell-Urban land complex, 0 to 5 percent slopes Howell 55 Somewhat limited Somewhat limited Somewhat limited Shrink-swell 0.50 Depth to saturated 0.96 Shrink-swell 0.50 zone Shrink-swell 0.50 Urban land 30 Not rated Not rated Not rated

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 2 of 3 Dwellings and Small Commercial Buildings---Camden County, New Jersey Mega-Palace

Dwellings and Small Commercial Buildings–Camden County, New Jersey

USUDHB—Urban land-Udifluvents complex, 0 to 5 percent slopes Urban land 60 Not rated Not rated Not rated Udifluvents 30 Very limited Very limited Very limited Ponding 1.00 Ponding 1.00 Ponding 1.00 Depth to saturated 1.00 Depth to saturated 1.00 Depth to saturated 1.00 zone zone zone Shrink-swell 0.06 Shrink-swell 0.06

Data Source Information

Soil Survey Area: Camden County, New Jersey Survey Area Data: Version 13, Sep 16, 2019

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 3 of 3 Ponds and Embankments---Camden County, New Jersey Mega-Palace

Ponds and Embankments

This table gives information on the soil properties and site features that affect water management. The degree and kind of soil limitations are given for pond reservoir areas; embankments, dikes, and levees; and aquifer-fed excavated ponds. The ratings are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect these uses. Not limited indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. Somewhat limited indicates that the soil has features that are moderately favorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. Very limited indicates that the soil has one or more features that are unfavorable for the specified use. The limitations generally cannot be overcome without major soil reclamation, special design, or expensive installation procedures. Poor performance and high maintenance can be expected. Numerical ratings in the table indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). Pond reservoir areas hold water behind a dam or embankment. Soils best suited to this use have low seepage potential in the upper 60 inches. The seepage potential is determined by the saturated hydraulic conductivity (Ksat) of the soil and the depth to fractured bedrock or other permeable material. Excessive slope can affect the storage capacity of the reservoir area. Embankments, dikes, and levees are raised structures of soil material, generally less than 20 feet high, constructed to impound water or to protect land against overflow. Embankments that have zoned construction (core and shell) are not considered. In this table, the soils are rated as a source of material for embankment fill. The ratings apply to the soil material below the surface layer to a depth of 5 or 6 feet. It is assumed that soil layers will be uniformly mixed and compacted during construction. The ratings do not indicate the ability of the natural soil to support an embankment. Soil properties to a depth even greater than the height of the embankment can affect performance and safety of the embankment. Generally, deeper onsite investigation is needed to determine these properties. Soil material in embankments must be resistant to seepage, piping, and erosion and have favorable compaction characteristics. Unfavorable features include less than 5 feet of suitable material and a high content of stones or boulders, organic matter, or salts or sodium. A high water table affects the amount of usable material. It also affects trafficability.

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 1 of 3 Ponds and Embankments---Camden County, New Jersey Mega-Palace

Aquifer-fed excavated ponds are pits or dugouts that extend to a ground-water aquifer or to a depth below a permanent water table. Excluded are ponds that are fed only by surface runoff and embankment ponds that impound water 3 feet or more above the original surface. Excavated ponds are affected by depth to a permanent water table, Ksat of the aquifer, and quality of the water as inferred from the salinity of the soil. Depth to bedrock and the content of large stones affect the ease of excavation. Information in this table is intended for land use planning, for evaluating land use alternatives, and for planning site investigations prior to design and construction. The information, however, has limitations. For example, estimates and other data generally apply only to that part of the soil between the surface and a depth of 5 to 7 feet. Because of the map scale, small areas of different soils may be included within the mapped areas of a specific soil. The information is not site specific and does not eliminate the need for onsite investigation of the soils or for testing and analysis by personnel experienced in the design and construction of engineering works. Government ordinances and regulations that restrict certain land uses or impose specific design criteria were not considered in preparing the information in this table. Local ordinances and regulations should be considered in planning, in site selection, and in design. Report—Ponds and Embankments

Ponds and Embankments–Camden County, New Jersey

Map symbol and soil Pct. of Embankments, dikes, and Aquifer-fed excavated ponds Pond reservoir areas name map levees unit Rating class and Value Rating class and Value Rating class and Value limiting features limiting features limiting features

HowB—Howell-Urban land complex, 0 to 5 percent slopes Howell 55 Somewhat limited Somewhat limited Somewhat limited Depth to saturated 0.46 Slow refill 0.46 Seepage 0.54 zone Dusty 0.03 Depth to saturated 0.24 zone Unstable excavation 0.10 walls Urban land 30 Not rated Not rated Not rated

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 2 of 3 Ponds and Embankments---Camden County, New Jersey Mega-Palace

Ponds and Embankments–Camden County, New Jersey

USUDHB—Urban land-Udifluvents complex, 0 to 5 percent slopes Urban land 60 Not rated Not rated Not rated Udifluvents 30 Very limited Very limited Not limited Ponding 1.00 Depth to water 1.00 Depth to saturated 1.00 zone Dusty 0.03

Data Source Information

Soil Survey Area: Camden County, New Jersey Survey Area Data: Version 13, Sep 16, 2019

Natural Resources Web Soil Survey 1/21/2020 Conservation Service National Cooperative Soil Survey Page 3 of 3

APPENDIX B PRE-TO-POST PEAK RATE CALCULATIONS

Hydrograph Return Period RecapHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

1 SCS Runoff ------1.072 2.998 ------4.537 5.573 ------7.447 Offsite A -Impervious

2 SCS Runoff ------0.003 0.428 ------1.024 1.474 ------2.336 Offsite A - Pervious

3 SCS Runoff ------0.006 0.877 ------2.153 3.121 ------4.982 Pre-Onsite A

4 Combine 1, 2, 3 1.072 4.007 ------7.158 9.430 ------13.72 Pre POI A

6 SCS Runoff ------0.010 1.371 ------3.357 4.876 ------7.800 Pre LOI B

7 Combine 3, 6 0.016 2.235 ------5.480 7.937 ------12.73 Total Pre-Dev

10 SCS Runoff ------1.093 3.056 ------4.626 5.681 ------7.591 Offsite A -Impervious

11 SCS Runoff ------0.002 0.355 ------0.850 1.223 ------1.938 Offsite A - Pervious

12 SCS Runoff ------2.107 8.435 ------13.59 17.03 ------23.20 Post to Pond

13 Reservoir 12 0.077 0.193 ------0.350 1.578 ------8.618 Pond Discharge

14 SCS Runoff ------0.115 0.614 ------1.046 1.337 ------1.861 Post POI-A Bypass

15 Combine 10, 11, 13, 1.236 4.105 ------6.603 8.317 ------15.96 Post POI A 14

17 SCS Runoff ------0.006 0.324 ------0.714 1.000 ------1.537 Post LOI B

18 Combine 13, 14, 17 0.144 1.072 ------1.942 2.545 ------9.963 Total Post Dev

21 Combine 3, 6, 0.016 2.235 ------5.480 7.937 ------12.73 Pre-dev on-ste

22 Combine 13, 14, 17, 0.144 1.072 ------1.942 2.545 ------9.963 Post Dev On-ste

Proj. file: 194-266-1 wjk.gpw Tuesday, 05 / 5 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 1.072 2 726 3,868 ------Offsite A -Impervious

2 SCS Runoff 0.003 2 822 71 ------Offsite A - Pervious

3 SCS Runoff 0.006 2 886 159 ------Pre-Onsite A

4 Combine 1.072 2 726 4,098 1, 2, 3 ------Pre POI A

6 SCS Runoff 0.010 2 888 267 ------Pre LOI B

7 Combine 0.016 2 888 426 3, 6 ------Total Pre-Dev

10 SCS Runoff 1.093 2 726 3,943 ------Offsite A -Impervious

11 SCS Runoff 0.002 2 822 59 ------Offsite A - Pervious

12 SCS Runoff 2.107 2 724 6,319 ------Post to Pond

13 Reservoir 0.077 2 956 6,249 12 17.33 4,072 Pond Discharge

14 SCS Runoff 0.115 2 724 361 ------Post POI-A Bypass

15 Combine 1.236 2 726 10,612 10, 11, 13, ------Post POI A 14

17 SCS Runoff 0.006 2 742 68 ------Post LOI B

18 Combine 0.144 2 726 6,678 13, 14, 17 ------Total Post Dev

21 Combine 0.016 2 888 426 3, 6, ------Pre-dev on-ste

22 Combine 0.144 2 726 6,678 13, 14, 17, ------Post Dev On-ste

194-266-1 wjk.gpw Return Period: 1 Year Tuesday, 05 / 5 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 2.998 2 726 11,468 ------Offsite A -Impervious

2 SCS Runoff 0.428 2 728 1,602 ------Offsite A - Pervious

3 SCS Runoff 0.877 2 736 4,282 ------Pre-Onsite A

4 Combine 4.007 2 726 17,351 1, 2, 3 ------Pre POI A

6 SCS Runoff 1.371 2 738 7,176 ------Pre LOI B

7 Combine 2.235 2 738 11,458 3, 6 ------Total Pre-Dev

10 SCS Runoff 3.056 2 726 11,690 ------Offsite A -Impervious

11 SCS Runoff 0.355 2 728 1,329 ------Offsite A - Pervious

12 SCS Runoff 8.435 2 724 25,968 ------Post to Pond

13 Reservoir 0.193 2 1024 25,645 12 18.49 19,091 Pond Discharge

14 SCS Runoff 0.614 2 724 1,847 ------Post POI-A Bypass

15 Combine 4.105 2 726 40,511 10, 11, 13, ------Post POI A 14

17 SCS Runoff 0.324 2 724 1,014 ------Post LOI B

18 Combine 1.072 2 724 28,506 13, 14, 17 ------Total Post Dev

21 Combine 2.235 2 738 11,458 3, 6, ------Pre-dev on-ste

22 Combine 1.072 2 724 28,506 13, 14, 17, ------Post Dev On-ste

194-266-1 wjk.gpw Return Period: 2 Year Tuesday, 05 / 5 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 4.537 2 726 17,660 ------Offsite A -Impervious

2 SCS Runoff 1.024 2 726 3,559 ------Offsite A - Pervious

3 SCS Runoff 2.153 2 734 9,688 ------Pre-Onsite A

4 Combine 7.158 2 726 30,907 1, 2, 3 ------Pre POI A

6 SCS Runoff 3.357 2 736 16,238 ------Pre LOI B

7 Combine 5.480 2 736 25,926 3, 6 ------Total Pre-Dev

10 SCS Runoff 4.626 2 726 18,003 ------Offsite A -Impervious

11 SCS Runoff 0.850 2 726 2,954 ------Offsite A - Pervious

12 SCS Runoff 13.59 2 724 43,004 ------Post to Pond

13 Reservoir 0.350 2 980 42,211 12 19.41 32,556 Pond Discharge

14 SCS Runoff 1.046 2 724 3,213 ------Post POI-A Bypass

15 Combine 6.603 2 726 66,380 10, 11, 13, ------Post POI A 14

17 SCS Runoff 0.714 2 724 2,143 ------Post LOI B

18 Combine 1.942 2 724 47,567 13, 14, 17 ------Total Post Dev

21 Combine 5.480 2 736 25,926 3, 6, ------Pre-dev on-ste

22 Combine 1.942 2 724 47,567 13, 14, 17, ------Post Dev On-ste

194-266-1 wjk.gpw Return Period: 10 Year Tuesday, 05 / 5 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 5.573 2 726 21,842 ------Offsite A -Impervious

2 SCS Runoff 1.474 2 726 5,056 ------Offsite A - Pervious

3 SCS Runoff 3.121 2 734 13,850 ------Pre-Onsite A

4 Combine 9.430 2 726 40,748 1, 2, 3 ------Pre POI A

6 SCS Runoff 4.876 2 736 23,213 ------Pre LOI B

7 Combine 7.937 2 736 37,064 3, 6 ------Total Pre-Dev

10 SCS Runoff 5.681 2 726 22,266 ------Offsite A -Impervious

11 SCS Runoff 1.223 2 726 4,195 ------Offsite A - Pervious

12 SCS Runoff 17.03 2 724 54,661 ------Post to Pond

13 Reservoir 1.578 2 772 53,832 12 19.50 34,060 Pond Discharge

14 SCS Runoff 1.337 2 724 4,161 ------Post POI-A Bypass

15 Combine 8.317 2 726 84,455 10, 11, 13, ------Post POI A 14

17 SCS Runoff 1.000 2 724 2,988 ------Post LOI B

18 Combine 2.545 2 724 60,982 13, 14, 17 ------Total Post Dev

21 Combine 7.937 2 736 37,064 3, 6, ------Pre-dev on-ste

22 Combine 2.545 2 724 60,982 13, 14, 17, ------Post Dev On-ste

194-266-1 wjk.gpw Return Period: 25 Year Tuesday, 05 / 5 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 7.447 2 726 29,426 ------Offsite A -Impervious

2 SCS Runoff 2.336 2 726 7,976 ------Offsite A - Pervious

3 SCS Runoff 4.982 2 734 22,010 ------Pre-Onsite A

4 Combine 13.72 2 728 59,412 1, 2, 3 ------Pre POI A

6 SCS Runoff 7.800 2 736 36,890 ------Pre LOI B

7 Combine 12.73 2 734 58,900 3, 6 ------Total Pre-Dev

10 SCS Runoff 7.591 2 726 29,997 ------Offsite A -Impervious

11 SCS Runoff 1.938 2 726 6,618 ------Offsite A - Pervious

12 SCS Runoff 23.20 2 724 75,942 ------Post to Pond

13 Reservoir 8.618 2 736 75,078 12 19.76 38,034 Pond Discharge

14 SCS Runoff 1.861 2 724 5,907 ------Post POI-A Bypass

15 Combine 15.96 2 730 117,600 10, 11, 13, ------Post POI A 14

17 SCS Runoff 1.537 2 724 4,616 ------Post LOI B

18 Combine 9.963 2 736 85,601 13, 14, 17 ------Total Post Dev

21 Combine 12.73 2 734 58,900 3, 6, ------Pre-dev on-ste

22 Combine 9.963 2 736 85,601 13, 14, 17, ------Post Dev On-ste

194-266-1 wjk.gpw Return Period: 100 Year Tuesday, 05 / 5 / 2020 Hydraflow Rainfall Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020

Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A)

1 0.0000 0.0000 0.0000 ------

2 124.3483 17.2000 1.0242 ------

3 0.0000 0.0000 0.0000 ------

5 99.7064 14.8000 0.9304 ------

10 111.5512 15.6000 0.9297 ------

25 68.0966 10.8000 0.7853 ------

50 152.4500 17.8000 0.9350 ------

100 148.2064 17.1000 0.9014 ------

File name: NJ.IDF

Intensity = B / (Tc + D)^E

Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60

1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2 5.20 4.22 3.55 3.06 2.69 2.40 2.16 1.97 1.81 1.67 1.55 1.45

3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5 6.20 5.03 4.24 3.67 3.24 2.90 2.63 2.40 2.22 2.06 1.92 1.80

10 6.70 5.47 4.64 4.03 3.56 3.20 2.90 2.66 2.46 2.28 2.13 2.00

25 7.79 6.28 5.30 4.61 4.10 3.70 3.38 3.11 2.89 2.70 2.54 2.40

50 8.19 6.81 5.83 5.11 4.55 4.10 3.74 3.43 3.18 2.96 2.77 2.60

100 9.10 7.57 6.50 5.70 5.09 4.60 4.20 3.87 3.59 3.34 3.13 2.95

Tc = time in minutes. Values may exceed 60.

Precip. file name: Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

SCS 24-hour 1.25 3.30 0.00 3.30 4.96 6.08 6.80 8.11

SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00

Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00

Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 1 Offsite A -Impervious Hydrograph type = SCS Runoff Peak discharge = 2.998 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 11,468 cuft Drainage area = 1.030 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A -Impervious Q (cfs) Q (cfs) Hyd. No. 1 -- 2 Year 3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 1 TR55 Tc Worksheet

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 1 Offsite A -Impervious

Description A B C Totals

Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 59.0 0.0 0.0 Two-year 24-hr precip. (in) = 5.20 0.00 0.00 Land slope (%) = 1.70 0.00 0.00

Travel Time (min) = 7.83 + 0.00 + 0.00 = 7.83

Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter (ft) = 6.28 0.00 0.00 Channel slope (%) = 0.50 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =4.41 0.00 0.00

Flow length (ft) ({0})203.0 0.0 0.0

Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77

Total Travel Time, Tc ...... 8.60 min Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 2 Offsite A - Pervious Hydrograph type = SCS Runoff Peak discharge = 0.428 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 1,602 cuft Drainage area = 0.470 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A - Pervious Q (cfs) Q (cfs) Hyd. No. 2 -- 2 Year 0.50 0.50

0.45 0.45

0.40 0.40

0.35 0.35

0.30 0.30

0.25 0.25

0.20 0.20

0.15 0.15

0.10 0.10

0.05 0.05

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 2 TR55 Tc Worksheet

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 2 Offsite A - Pervious

Description A B C Totals

Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 59.0 0.0 0.0 Two-year 24-hr precip. (in) = 5.20 0.00 0.00 Land slope (%) = 1.70 0.00 0.00

Travel Time (min) = 7.83 + 0.00 + 0.00 = 7.83

Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Flow length (ft) ({0})203.0 0.0 0.0

Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77

Total Travel Time, Tc ...... 8.60 min Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 3 Pre-Onsite A Hydrograph type = SCS Runoff Peak discharge = 0.877 cfs Storm frequency = 2 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 4,282 cuft Drainage area = 1.330 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.50 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(1.110 x 70) + (0.220 x 71)] / 1.330

Pre-Onsite A Q (cfs) Q (cfs) Hyd. No. 3 -- 2 Year 1.00 1.00

0.90 0.90

0.80 0.80

0.70 0.70

0.60 0.60

0.50 0.50

0.40 0.40

0.30 0.30

0.20 0.20

0.10 0.10

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 TR55 Tc Worksheet

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 3 Pre-Onsite A

Description A B C Totals

Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 5.20 0.00 0.00 Land slope (%) = 0.80 0.00 0.00

Travel Time (min) = 16.15 + 0.00 + 0.00 = 16.15

Shallow Concentrated Flow Flow length (ft) = 44.00 0.00 0.00 Watercourse slope (%) = 0.80 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.44 0.00 0.00

Travel Time (min) = 0.51 + 0.00 + 0.00 = 0.51

Channel Flow X sectional flow area (sqft) = 3.14 0.00 0.00 Wetted perimeter (ft) = 6.28 0.00 0.00 Channel slope (%) = 2.20 0.00 0.00 Manning's n-value = 0.040 0.015 0.015 Velocity (ft/s) =3.47 0.00 0.00

Flow length (ft) ({0})384.0 0.0 0.0

Travel Time (min) = 1.84 + 0.00 + 0.00 = 1.84

Total Travel Time, Tc ...... 18.50 min Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 4 Pre POI A Hydrograph type = Combine Peak discharge = 4.007 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 17,351 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 2.830 ac

Pre POI A Q (cfs) Q (cfs) Hyd. No. 4 -- 2 Year 5.00 5.00

4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 6 Pre LOI B Hydrograph type = SCS Runoff Peak discharge = 1.371 cfs Storm frequency = 2 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 7,176 cuft Drainage area = 2.190 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 22.00 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(1.430 x 70) + (0.760 x 71)] / 2.190

Pre LOI B Q (cfs) Q (cfs) Hyd. No. 6 -- 2 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 6 TR55 Tc Worksheet

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 6 Pre LOI B

Description A B C Totals

Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 5.20 0.00 0.00 Land slope (%) = 0.60 0.00 0.00

Travel Time (min) = 18.12 + 0.00 + 0.00 = 18.12

Shallow Concentrated Flow Flow length (ft) = 485.00 0.00 0.00 Watercourse slope (%) = 1.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.10 0.00 0.00

Travel Time (min) = 3.84 + 0.00 + 0.00 = 3.84

Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Total Travel Time, Tc ...... 22.00 min Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 7 Total Pre-Dev Hydrograph type = Combine Peak discharge = 2.235 cfs Storm frequency = 2 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 11,458 cuft Inflow hyds. = 3, 6 Contrib. drain. area = 3.520 ac

Total Pre-Dev Q (cfs) Q (cfs) Hyd. No. 7 -- 2 Year 3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 3 Hyd No. 6 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 10 Offsite A -Impervious Hydrograph type = SCS Runoff Peak discharge = 3.056 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 11,690 cuft Drainage area = 1.050 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A -Impervious Q (cfs) Q (cfs) Hyd. No. 10 -- 2 Year 4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 10 TR55 Tc Worksheet

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 10 Offsite A -Impervious

Description A B C Totals

Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 59.0 0.0 0.0 Two-year 24-hr precip. (in) = 5.20 0.00 0.00 Land slope (%) = 1.70 0.00 0.00

Travel Time (min) = 7.83 + 0.00 + 0.00 = 7.83

Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Flow length (ft) ({0})203.0 0.0 0.0

Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77

Total Travel Time, Tc ...... 8.60 min Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 11 Offsite A - Pervious Hydrograph type = SCS Runoff Peak discharge = 0.355 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 1,329 cuft Drainage area = 0.390 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A - Pervious Q (cfs) Q (cfs) Hyd. No. 11 -- 2 Year 0.50 0.50

0.45 0.45

0.40 0.40

0.35 0.35

0.30 0.30

0.25 0.25

0.20 0.20

0.15 0.15

0.10 0.10

0.05 0.05

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 TR55 Tc Worksheet

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 11 Offsite A - Pervious

Description A B C Totals

Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 59.0 0.0 0.0 Two-year 24-hr precip. (in) = 5.20 0.00 0.00 Land slope (%) = 1.70 0.00 0.00

Travel Time (min) = 7.83 + 0.00 + 0.00 = 7.83

Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Flow length (ft) ({0})203.0 0.0 0.0

Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77

Total Travel Time, Tc ...... 8.60 min Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 12 Post to Pond Hydrograph type = SCS Runoff Peak discharge = 8.435 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 25,968 cuft Drainage area = 3.120 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(2.350 x 98) + (0.770 x 74)] / 3.120

Post to Pond Q (cfs) Q (cfs) Hyd. No. 12 -- 2 Year 10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 12 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 13 Pond Discharge Hydrograph type = Reservoir Peak discharge = 0.193 cfs Storm frequency = 2 yrs Time to peak = 1024 min Time interval = 2 min Hyd. volume = 25,645 cuft Inflow hyd. No. = 12 - Post to Pond Max. Elevation = 18.49 ft Reservoir name = Wet Pond Max. Storage = 19,091 cuft

Storage Indication method used.

Pond Discharge Q (cfs) Q (cfs) Hyd. No. 13 -- 2 Year 10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 13 Hyd No. 12 Total storage used = 19,091 cuft Pond Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Pond No. 1 - Wet Pond Pond Data Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 17.00 ft

Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 17.00 11,654 0 0 1.00 18.00 13,118 12,378 12,378 2.00 19.00 14,544 13,823 26,201 3.00 20.00 16,612 15,565 41,766 4.00 21.00 18,604 17,597 59,363 4.50 21.50 19,381 9,495 68,858

Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 18.00 2.50 0.00 0.00 Crest Len (ft) = 11.54 27.00 0.00 0.00 Span (in) = 18.00 2.50 0.00 0.00 Crest El. (ft) = 19.40 20.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 15.50 17.00 0.00 0.00 Weir Type = 1 Broad ------Length (ft) = 25.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope (%) = 2.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00

Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

Stage (ft) Stage / Discharge Elev (ft) 5.00 22.00

4.00 21.00

3.00 20.00

2.00 19.00

1.00 18.00

0.00 17.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0 150.0 Discharge (cfs) Total Q Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 14 Post POI-A Bypass Hydrograph type = SCS Runoff Peak discharge = 0.614 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,847 cuft Drainage area = 0.260 ac Curve number = 88* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(0.150 x 98) + (0.110 x 74)] / 0.260

Post POI-A Bypass Q (cfs) Q (cfs) Hyd. No. 14 -- 2 Year 1.00 1.00

0.90 0.90

0.80 0.80

0.70 0.70

0.60 0.60

0.50 0.50

0.40 0.40

0.30 0.30

0.20 0.20

0.10 0.10

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 14 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 15 Post POI A Hydrograph type = Combine Peak discharge = 4.105 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 40,511 cuft Inflow hyds. = 10, 11, 13, 14 Contrib. drain. area = 1.700 ac

Post POI A Q (cfs) Q (cfs) Hyd. No. 15 -- 2 Year 5.00 5.00

4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 13 Hyd No. 14 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 17 Post LOI B Hydrograph type = SCS Runoff Peak discharge = 0.324 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,014 cuft Drainage area = 0.270 ac Curve number = 74* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = + (0.270 x 74)] / 0.270

Post LOI B Q (cfs) Q (cfs) Hyd. No. 17 -- 2 Year 0.50 0.50

0.45 0.45

0.40 0.40

0.35 0.35

0.30 0.30

0.25 0.25

0.20 0.20

0.15 0.15

0.10 0.10

0.05 0.05

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 17 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 18 Total Post Dev Hydrograph type = Combine Peak discharge = 1.072 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 28,506 cuft Inflow hyds. = 13, 14, 17 Contrib. drain. area = 0.530 ac

Total Post Dev Q (cfs) Q (cfs) Hyd. No. 18 -- 2 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 Time (min) Hyd No. 18 Hyd No. 13 Hyd No. 14 Hyd No. 17 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 21 Pre-dev on-ste Hydrograph type = Combine Peak discharge = 2.235 cfs Storm frequency = 2 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 11,458 cuft Inflow hyds. = 3, 6 Contrib. drain. area = 3.520 ac

Pre-dev on-ste Q (cfs) Q (cfs) Hyd. No. 21 -- 2 Year 3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 21 Hyd No. 3 Hyd No. 6 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 22 Post Dev On-ste Hydrograph type = Combine Peak discharge = 1.072 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 28,506 cuft Inflow hyds. = 13, 14, 17 Contrib. drain. area = 0.530 ac

Post Dev On-ste Q (cfs) Q (cfs) Hyd. No. 22 -- 2 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 Time (min) Hyd No. 22 Hyd No. 13 Hyd No. 14 Hyd No. 17 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 1 Offsite A -Impervious Hydrograph type = SCS Runoff Peak discharge = 4.537 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 17,660 cuft Drainage area = 1.030 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A -Impervious Q (cfs) Q (cfs) Hyd. No. 1 -- 10 Year 5.00 5.00

4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 1 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 2 Offsite A - Pervious Hydrograph type = SCS Runoff Peak discharge = 1.024 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 3,559 cuft Drainage area = 0.470 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A - Pervious Q (cfs) Q (cfs) Hyd. No. 2 -- 10 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 2 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 3 Pre-Onsite A Hydrograph type = SCS Runoff Peak discharge = 2.153 cfs Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 9,688 cuft Drainage area = 1.330 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.50 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(1.110 x 70) + (0.220 x 71)] / 1.330

Pre-Onsite A Q (cfs) Q (cfs) Hyd. No. 3 -- 10 Year 3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 4 Pre POI A Hydrograph type = Combine Peak discharge = 7.158 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 30,907 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 2.830 ac

Pre POI A Q (cfs) Q (cfs) Hyd. No. 4 -- 10 Year 8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 6 Pre LOI B Hydrograph type = SCS Runoff Peak discharge = 3.357 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 16,238 cuft Drainage area = 2.190 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 22.00 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(1.430 x 70) + (0.760 x 71)] / 2.190

Pre LOI B Q (cfs) Q (cfs) Hyd. No. 6 -- 10 Year 4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 6 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 7 Total Pre-Dev Hydrograph type = Combine Peak discharge = 5.480 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 25,926 cuft Inflow hyds. = 3, 6 Contrib. drain. area = 3.520 ac

Total Pre-Dev Q (cfs) Q (cfs) Hyd. No. 7 -- 10 Year 6.00 6.00

5.00 5.00

4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 3 Hyd No. 6 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 10 Offsite A -Impervious Hydrograph type = SCS Runoff Peak discharge = 4.626 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 18,003 cuft Drainage area = 1.050 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A -Impervious Q (cfs) Q (cfs) Hyd. No. 10 -- 10 Year 5.00 5.00

4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 10 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 11 Offsite A - Pervious Hydrograph type = SCS Runoff Peak discharge = 0.850 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 2,954 cuft Drainage area = 0.390 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A - Pervious Q (cfs) Q (cfs) Hyd. No. 11 -- 10 Year 1.00 1.00

0.90 0.90

0.80 0.80

0.70 0.70

0.60 0.60

0.50 0.50

0.40 0.40

0.30 0.30

0.20 0.20

0.10 0.10

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 12 Post to Pond Hydrograph type = SCS Runoff Peak discharge = 13.59 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 43,004 cuft Drainage area = 3.120 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(2.350 x 98) + (0.770 x 74)] / 3.120

Post to Pond Q (cfs) Q (cfs) Hyd. No. 12 -- 10 Year 14.00 14.00

12.00 12.00

10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 12 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 13 Pond Discharge Hydrograph type = Reservoir Peak discharge = 0.350 cfs Storm frequency = 10 yrs Time to peak = 980 min Time interval = 2 min Hyd. volume = 42,211 cuft Inflow hyd. No. = 12 - Post to Pond Max. Elevation = 19.41 ft Reservoir name = Wet Pond Max. Storage = 32,556 cuft

Storage Indication method used.

Pond Discharge Q (cfs) Q (cfs) Hyd. No. 13 -- 10 Year 14.00 14.00

12.00 12.00

10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) Hyd No. 13 Hyd No. 12 Total storage used = 32,556 cuft Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 14 Post POI-A Bypass Hydrograph type = SCS Runoff Peak discharge = 1.046 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,213 cuft Drainage area = 0.260 ac Curve number = 88* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(0.150 x 98) + (0.110 x 74)] / 0.260

Post POI-A Bypass Q (cfs) Q (cfs) Hyd. No. 14 -- 10 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 14 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 15 Post POI A Hydrograph type = Combine Peak discharge = 6.603 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 66,380 cuft Inflow hyds. = 10, 11, 13, 14 Contrib. drain. area = 1.700 ac

Post POI A Q (cfs) Q (cfs) Hyd. No. 15 -- 10 Year 7.00 7.00

6.00 6.00

5.00 5.00

4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 13 Hyd No. 14 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 17 Post LOI B Hydrograph type = SCS Runoff Peak discharge = 0.714 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 2,143 cuft Drainage area = 0.270 ac Curve number = 74* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 4.96 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = + (0.270 x 74)] / 0.270

Post LOI B Q (cfs) Q (cfs) Hyd. No. 17 -- 10 Year 1.00 1.00

0.90 0.90

0.80 0.80

0.70 0.70

0.60 0.60

0.50 0.50

0.40 0.40

0.30 0.30

0.20 0.20

0.10 0.10

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 17 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 18 Total Post Dev Hydrograph type = Combine Peak discharge = 1.942 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 47,567 cuft Inflow hyds. = 13, 14, 17 Contrib. drain. area = 0.530 ac

Total Post Dev Q (cfs) Q (cfs) Hyd. No. 18 -- 10 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 Time (min) Hyd No. 18 Hyd No. 13 Hyd No. 14 Hyd No. 17 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 21 Pre-dev on-ste Hydrograph type = Combine Peak discharge = 5.480 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 25,926 cuft Inflow hyds. = 3, 6 Contrib. drain. area = 3.520 ac

Pre-dev on-ste Q (cfs) Q (cfs) Hyd. No. 21 -- 10 Year 6.00 6.00

5.00 5.00

4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 21 Hyd No. 3 Hyd No. 6 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 22 Post Dev On-ste Hydrograph type = Combine Peak discharge = 1.942 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 47,567 cuft Inflow hyds. = 13, 14, 17 Contrib. drain. area = 0.530 ac

Post Dev On-ste Q (cfs) Q (cfs) Hyd. No. 22 -- 10 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 Time (min) Hyd No. 22 Hyd No. 13 Hyd No. 14 Hyd No. 17 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 1 Offsite A -Impervious Hydrograph type = SCS Runoff Peak discharge = 7.447 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 29,426 cuft Drainage area = 1.030 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A -Impervious Q (cfs) Q (cfs) Hyd. No. 1 -- 100 Year 8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 1 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 2 Offsite A - Pervious Hydrograph type = SCS Runoff Peak discharge = 2.336 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 7,976 cuft Drainage area = 0.470 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A - Pervious Q (cfs) Q (cfs) Hyd. No. 2 -- 100 Year 3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 2 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 3 Pre-Onsite A Hydrograph type = SCS Runoff Peak discharge = 4.982 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 22,010 cuft Drainage area = 1.330 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.50 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(1.110 x 70) + (0.220 x 71)] / 1.330

Pre-Onsite A Q (cfs) Q (cfs) Hyd. No. 3 -- 100 Year 5.00 5.00

4.00 4.00

3.00 3.00

2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 4 Pre POI A Hydrograph type = Combine Peak discharge = 13.72 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 59,412 cuft Inflow hyds. = 1, 2, 3 Contrib. drain. area = 2.830 ac

Pre POI A Q (cfs) Q (cfs) Hyd. No. 4 -- 100 Year 14.00 14.00

12.00 12.00

10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 6 Pre LOI B Hydrograph type = SCS Runoff Peak discharge = 7.800 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 36,890 cuft Drainage area = 2.190 ac Curve number = 70* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 22.00 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(1.430 x 70) + (0.760 x 71)] / 2.190

Pre LOI B Q (cfs) Q (cfs) Hyd. No. 6 -- 100 Year 8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 6 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 7 Total Pre-Dev Hydrograph type = Combine Peak discharge = 12.73 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 58,900 cuft Inflow hyds. = 3, 6 Contrib. drain. area = 3.520 ac

Total Pre-Dev Q (cfs) Q (cfs) Hyd. No. 7 -- 100 Year 14.00 14.00

12.00 12.00

10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 7 Hyd No. 3 Hyd No. 6 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 10 Offsite A -Impervious Hydrograph type = SCS Runoff Peak discharge = 7.591 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 29,997 cuft Drainage area = 1.050 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A -Impervious Q (cfs) Q (cfs) Hyd. No. 10 -- 100 Year 8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 10 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 11 Offsite A - Pervious Hydrograph type = SCS Runoff Peak discharge = 1.938 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 6,618 cuft Drainage area = 0.390 ac Curve number = 71 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.60 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Offsite A - Pervious Q (cfs) Q (cfs) Hyd. No. 11 -- 100 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 12 Post to Pond Hydrograph type = SCS Runoff Peak discharge = 23.20 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 75,942 cuft Drainage area = 3.120 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(2.350 x 98) + (0.770 x 74)] / 3.120

Post to Pond Q (cfs) Q (cfs) Hyd. No. 12 -- 100 Year 24.00 24.00

20.00 20.00

16.00 16.00

12.00 12.00

8.00 8.00

4.00 4.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 12 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 13 Pond Discharge Hydrograph type = Reservoir Peak discharge = 8.618 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 75,078 cuft Inflow hyd. No. = 12 - Post to Pond Max. Elevation = 19.76 ft Reservoir name = Wet Pond Max. Storage = 38,034 cuft

Storage Indication method used.

Pond Discharge Q (cfs) Q (cfs) Hyd. No. 13 -- 100 Year 24.00 24.00

20.00 20.00

16.00 16.00

12.00 12.00

8.00 8.00

4.00 4.00

0.00 0.00 0 480 960 1440 1920 2400 2880 3360 3840 4320 Time (min) Hyd No. 13 Hyd No. 12 Total storage used = 38,034 cuft Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 14 Post POI-A Bypass Hydrograph type = SCS Runoff Peak discharge = 1.861 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 5,907 cuft Drainage area = 0.260 ac Curve number = 88* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(0.150 x 98) + (0.110 x 74)] / 0.260

Post POI-A Bypass Q (cfs) Q (cfs) Hyd. No. 14 -- 100 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min) Hyd No. 14 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 15 Post POI A Hydrograph type = Combine Peak discharge = 15.96 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 117,600 cuft Inflow hyds. = 10, 11, 13, 14 Contrib. drain. area = 1.700 ac

Post POI A Q (cfs) Q (cfs) Hyd. No. 15 -- 100 Year 18.00 18.00

15.00 15.00

12.00 12.00

9.00 9.00

6.00 6.00

3.00 3.00

0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Time (min) Hyd No. 15 Hyd No. 10 Hyd No. 11 Hyd No. 13 Hyd No. 14 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 17 Post LOI B Hydrograph type = SCS Runoff Peak discharge = 1.537 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 4,616 cuft Drainage area = 0.270 ac Curve number = 74* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 8.11 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = + (0.270 x 74)] / 0.270

Post LOI B Q (cfs) Q (cfs) Hyd. No. 17 -- 100 Year 2.00 2.00

1.00 1.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 17 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 18 Total Post Dev Hydrograph type = Combine Peak discharge = 9.963 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 85,601 cuft Inflow hyds. = 13, 14, 17 Contrib. drain. area = 0.530 ac

Total Post Dev Q (cfs) Q (cfs) Hyd. No. 18 -- 100 Year 10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 Time (min) Hyd No. 18 Hyd No. 13 Hyd No. 14 Hyd No. 17 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 21 Pre-dev on-ste Hydrograph type = Combine Peak discharge = 12.73 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 58,900 cuft Inflow hyds. = 3, 6 Contrib. drain. area = 3.520 ac

Pre-dev on-ste Q (cfs) Q (cfs) Hyd. No. 21 -- 100 Year 14.00 14.00

12.00 12.00

10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 21 Hyd No. 3 Hyd No. 6 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 05 / 5 / 2020 Hyd. No. 22 Post Dev On-ste Hydrograph type = Combine Peak discharge = 9.963 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 85,601 cuft Inflow hyds. = 13, 14, 17 Contrib. drain. area = 0.530 ac

Post Dev On-ste Q (cfs) Q (cfs) Hyd. No. 22 -- 100 Year 10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 Time (min) Hyd No. 22 Hyd No. 13 Hyd No. 14 Hyd No. 17

APPENDIX C WET POND CALCULATIONS

Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Wednesday, 04 / 22 / 2020 Hyd. No. 13 Pond Discharge Hydrograph type = Reservoir Peak discharge = 0.077 cfs Storm frequency = 1 yrs Time to peak = 15.93 hrs Time interval = 2 min Hyd. volume = 6,249 cuft Inflow hyd. No. = 12 - Post to Pond Max. Elevation = 17.33 ft Reservoir name = Wet Pond Max. Storage = 4,072 cuft

Storage Indication method used.

Pond Discharge Elev (ft) Elev (ft) Hyd. No. 13 -- 1 Year 19.00 19.00

18.00 18.00

17.00 17.00 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) 1. Wet Pond Weir Report

Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Apr 22 2020

Wet Pond Spillway

Trapezoidal Weir Highlighted Crest = Sharp Depth (ft) = 0.47 Bottom Length (ft) = 27.00 Q (cfs) = 23.20 Total Depth (ft) = 1.50 Area (sqft) = 13.35 Side Slope (z:1) = 3.00 Velocity (ft/s) = 1.74 Top Width (ft) = 29.82 Calculations Weir Coeff. Cw = 2.60 Compute by: Known Q Known Q (cfs) = 23.20

Depth (ft) Wet Pond Spillway Depth (ft)

2.00 2.00

1.50 1.50

1.00 1.00

0.50 0.50

0.00 0.00

-0.50 -0.50 0 5 10 15 20 25 30 35 40 45 50 Weir W.S. Length (ft)

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VbuRT+a+b`Iff+b+a+Gx+iV9Y+j+klPHBm+a+Q99Y+pRanRo

}yr| ptyxssr|t r|v|r~t rt~ ~r|t pqrst utrvq wxsvqryzt {t|}vx~ rxzs utrys wt~q qtry ~ytss qtry ~ytss rv~}y pr~~ty VbuRT VA@IGBA urWu+Hf pWur+Af TWUu+A TWTut r+`fAu uWSp+`fAu UWuu VsDk PgFFAIAFY PYF@`cGP VA@IGBA urWu+Hf pWur+Af TWUu+A TWTut rWup+`fAu uWSS+`fAu UWrS VsDk VlfA@IAF VbuRT VA@IGBA urWu+Hf qWpR+Af TWUr+A TWTru UT+`fAu uWqS+`fAu rWpn VsDk dFGP9@HFY FFAIAG9P PYF@`cGP VA@IGBA urWu+Hf qWpR+Af TWUr+A TWTru r+`fAu uWqu+`fAu UWUR VsDk VlfA@IAF

!"!#$%&'()00123425203)$66(!17 $$

APPENDIX D STORM SEWER CALCULATIONS

APPENDIX E DRAINAGE AREA BOUNDARY MAPS

8 7 6 5 4 3 2 1 254.48'

H H N01°30'02"W,

NORTH

TAX LOT 73.04 R-1 BLOCK 6001

AREAACRES = 2.61± R-1 DESCRIPTION (113,823± S.F.) S57°18'15"E, 592.53' REVISION RECORD

G G

440.38'

S88°29'58"W,26.81' DATE NO

N88°29'58"E,26.81'

F F

230.01'

S29°39'19"W,

214.76'

S32°41'01"W,

N32°41'01"E, www.cecinc.com

R-1 E E TAX LOT 73.03 BLOCK 6001 AREAACRES = 3.27± Ph: 267.568.2300 · 888.267.7891 Fax: 267.568.2205

(142,462± S.F.) 370 East Maple Avenue, Suite 304 - Langhorne, PA 19047

N57°19'00"W, 626.86' N57°19'00"W, 283.04' S57°19'00"E, 526.75' D D

201.45' C C

S31°36'48"W, MEGA PALACE MIXED USE FACILITY 5211 ROUTE 38, PENNSAUKEN, NJ 08109 SAR BDS WJK

C-1 194-266

TAX LOT 54 BLOCK 6001 B AREAACRES = 4.62± B - STOP - (201,379± S.F.) CALL BEFORE YOU DIG NEW JERSEY ONE CALL SYSTEM, INC. 3 WORKING DAYS NOTICE IS THE LAW! CHECKED BY: DRAWN BY: 1-800-242-1776 1"=30' 2/5/2020

FOR PERMITTING ONLY 02/04/2020 AREA BOUNDARY PLAN PRE DEVELOPMENT DRAINAGE DWG SCALE: APPROVED BY: PROJECT NO: DATE: A DRAWING NO.: A BRIAN D. SPRAY, P.E. C100 SHEET 2 OF 20 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1

H H

NORTH

DESCRIPTION 254.48'

REVISION RECORD N01°30'02"W,

G G DATE

R-1 NO

R-1 S57°18'15"E, 592.53'

F 440.38' F

N33°02'11"E,

S88°29'58"W,26.81' 5 8 17 9

N88°29'58"E,26.81' www.cecinc.com

E New Multi-Use Building; 26,800SF E

230.01' Ph: 267.568.2300 · 888.267.7891 Fax: 267.568.2205

S29°39'19"W, 370 East Maple Avenue, Suite 304 - Langhorne, PA 19047

214.76'

S32°41'01"W,

N32°41'01"E,

R-1

14 21 D D

15 22

N57°19'00"W, 626.86'

N57°19'00"W, 22 283.04' 15 S57°19'00"E, 526.75'

C C 5 10 MEGA PALACE MIXED USE FACILITY 5211 ROUTE 38, PENNSAUKEN, NJ 08109 SAR BDS WJK 194-266

201.45'

S31°36'48"W, B B - STOP - CALL BEFORE YOU DIG NEW JERSEY ONE CALL SYSTEM, INC. 3 WORKING DAYS NOTICE IS THE LAW! CHECKED BY: DRAWN BY: 1-800-242-1776 1"=30'

FOR PERMITTING ONLY 02/04/2020 C-1 AREA BOUNDARY PLAN POST DEVELOPMENT DRAINAGE DWG SCALE: APPROVED BY: PROJECT NO: DATE: A DRAWING NO.: A BRIAN D. SPRAY, P.E. C300 SHEET 5 OF 20 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1

H H

NORTH

DESCRIPTION 254.48'

REVISION RECORD N01°30'02"W,

G G DATE

R-1 NO

R-1 S57°18'15"E, 592.53'

F 440.38' F

N33°02'11"E,

S88°29'58"W,26.81' 5 8 17 9

N88°29'58"E,26.81' www.cecinc.com

E New Multi-Use Building; 26,800SF E

230.01' Ph: 267.568.2300 · 888.267.7891 Fax: 267.568.2205

S29°39'19"W, 370 East Maple Avenue, Suite 304 - Langhorne, PA 19047

214.76'

S32°41'01"W,

N32°41'01"E,

R-1

14 21 D D

15 22

N57°19'00"W, 626.86'

N57°19'00"W, 22 283.04' 15 S57°19'00"E, 526.75'

C C 5 10 MEGA PALACE MIXED USE FACILITY 5211 ROUTE 38, PENNSAUKEN, NJ 08109 SAR BDS WJK 194-266

201.45'

S31°36'48"W, B B - STOP - CALL BEFORE YOU DIG NEW JERSEY ONE CALL SYSTEM, INC. 3 WORKING DAYS NOTICE IS THE LAW! CHECKED BY: DRAWN BY: 1-800-242-1776 1"=30'

FOR PERMITTING ONLY 02/04/2020 INLET DRAINAGE C-1 AREA BOUNDARY PLAN DWG SCALE: APPROVED BY: PROJECT NO: DATE: A DRAWING NO.: A BRIAN D. SPRAY, P.E. C300 SHEET 5 OF 20 8 7 6 5 4 3 2 1

APPENDIX F OFF-SITE CONVEYANCE PIPE FLOWS

Untitled Map Legend Write a description for your map. 5201 NJ-38 ABC Discount Appliances Feature 1 Feature 2 Feature 3 Penn Florist ➤ N

E=22.0 300.64 ft 33.75 ft

DE;shallow flow;unpaved [email protected]

93.99 ft D=21.0

17.66 ft CD;shallow flow;unpaved [email protected]

52.52 ft 177,572.8 sf C=20.0

BC;sheet flow;dense grass [email protected]

79.41 ft

B=19.0

AB;sheet flow;dense grass 23.30 ft [email protected]

A=18.70 2 TR55 Tc Worksheet

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 5 Stonegate 1

Description A B C Totals

Sheet Flow Manning's n-value = 0.240 0.240 0.011 Flow length (ft) = 23.0 80.0 0.0 Two-year 24-hr precip. (in) = 3.30 3.30 0.00 Land slope (%) = 1.30 1.25 0.00

Travel Time (min) = 5.15 + 14.19 + 0.00 = 19.34

Shallow Concentrated Flow Flow length (ft) = 71.00 94.00 34.00 Watercourse slope (%) = 1.41 1.06 1.47 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =1.92 1.66 1.96

Travel Time (min) = 0.62 + 0.94 + 0.29 = 1.85

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Total Travel Time, Tc ...... 21.19 min 3 Hydrograph Report

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Saturday, 05 / 2 / 2020 Hyd. No. 5 Stonegate 1 Hydrograph type = SCS Runoff Peak discharge = 10.36 cfs Storm frequency = 25 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 49,028 cuft Drainage area = 4.080 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 6.08 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484

Stonegate 1 Q (cfs) Q (cfs) Hyd. No. 5 -- 25 Year 12.00 12.00

10.00 10.00

8.00 8.00

6.00 6.00

4.00 4.00

2.00 2.00

0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 5

Summary for Pond basin: detention

Inflow Area = 113,670 sf, 79.26% Impervious, Inflow Depth > 7.78" for mega 100 yr bach event Inflow = 20.51 cfs @ 12.09 hrs, Volume= 73,707 cf Outflow = 14.84 cfs @ 12.17 hrs, Volume= 71,366 cf, Atten= 28%, Lag= 5.0 min Primary = 14.84 cfs @ 12.17 hrs, Volume= 71,366 cf

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 100.27' @ 12.17 hrs Surf.Area= 5,820 sf Storage= 15,762 cf

Plug-Flow detention time= 65.5 min calculated for 71,366 cf (97% of inflow) Center-of-Mass det. time= 45.9 min ( 795.9 - 750.0 )

Volume Invert Avail.Storage Storage Description #1 98.44' 927 cf 24.0" Round horizontal cylinder L= 295.0' #2 98.44' 7,917 cf 24.0" Round horizontal cylinder x 8 x 8 L= 315.0' #3 98.44' 3,063 cf 24.0" Round horizontal cylinder x 3 x 3 L= 325.0' #4 98.44' 2,199 cf 24.0" Round horizontal cylinder x 2 x 2 L= 350.0' #5 98.44' 2,325 cf 24.0" Round horizontal cylinder x 2 x 2 L= 370.0' 16,431 cf Total Available Storage

Device Routing Invert Outlet Devices #1 Primary 98.44' 20.0 deg x 0.25' rise Sharp-Crested Vee/Trap Weir Cv= 2.69 (C= 3.36) #2 Primary 98.69' 1.0' long x 0.25' rise 1' Weir 2 End Contraction(s) 0.5' Crest Height #3 Primary 98.94' 1.3' long x 0.50' rise 1.33' Weir 2 End Contraction(s) 0.5' Crest Height #4 Primary 99.44' 3.5' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32

Primary OutFlow Max=14.48 cfs @ 12.17 hrs HW=100.25' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Orifice Controls 0.07 cfs @ 6.47 fps) 2=1' Weir (Orifice Controls 1.93 cfs @ 8.13 fps) 3=1.33' Weir (Orifice Controls 4.00 cfs @ 6.67 fps) 4=Broad-Crested Rectangular Weir (Weir Controls 8.48 cfs @ 2.98 fps) 194-266 wjk swm calcs bach-mega pre Type III 24-hr mega 025yr III Rainfall=6.08" Prepared by CEC, Inc. Printed 5/4/2020 HydroCAD® 10.00-25 s/n 08453 © 2019 HydroCAD Software Solutions LLC

Summary for Pond basin: detention

Inflow Area = 113,670 sf, 79.26% Impervious, Inflow Depth > 5.40" for mega 025yr III event Inflow = 14.36 cfs @ 12.09 hrs, Volume= 51,196 cf Outflow = 8.38 cfs @ 12.21 hrs, Volume= 49,127 cf, Atten= 42%, Lag= 7.3 min Primary = 8.38 cfs @ 12.21 hrs, Volume= 49,127 cf

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 99.93' @ 12.21 hrs Surf.Area= 9,121 sf Storage= 13,124 cf

Plug-Flow detention time= 78.4 min calculated for 49,127 cf (96% of inflow) Center-of-Mass det. time= 54.3 min ( 809.1 - 754.7 )

Primary OutFlow Max=8.32 cfs @ 12.21 hrs HW=99.93' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Orifice Controls 0.06 cfs @ 5.79 fps) 2=1' Weir (Orifice Controls 1.60 cfs @ 6.73 fps) 3=1.33' Weir (Orifice Controls 3.12 cfs @ 5.20 fps) 4=Broad-Crested Rectangular Weir (Weir Controls 3.54 cfs @ 2.08 fps)

APPENDIX G EXISTING OUTLET PIPE

24" x 38" rcp;9'+/-;inv up=13.93, inv dwn=13.45;slope 0.0533

27" x 42" rcp;300'+/-;inv up=13.45, inv dwn=11.68;slope 0.0059