SW6191006_SW Narrative_20200706

LRI LANDTECH RESOURCES, INC.
ENGINEERING SURVEYING GPS
3925 Midlands Road Williamsburg, VA 23188
Ph.: [phone] Fax: [phone]
Web: landtechresources.com
SOF STS Operations Facilities (W912PM-17-R-0007)
Stormwater Design Narrative
Pope Army Air Field
Fort Bragg, North Carolina
Special Tactics Team Building &
Human Performance Training Center
100% IFC SET / ASI-2 (06/17/2019)
SOF STS Operations Facilities (W912PM-17-R-0007)
Stormwater Narrative

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TABLE OF CONTENTS

SECTION PAGE

1.0 INTRODUCTION ................................................................................................................... 1
2.0 EXISTING CONDITIONS ..................................................................................................... 2
2.1 EXISTING TOPOGRAPHY AND HYDROLOGY ....................................................... 2
2.2 EXISTING SOILS ........................................................................................................... 2
3.0 PROPOSED CONDITIONS .................................................................................................. 4
3.1 DESIGN REQUIREMENTS ........................................................................................... 4
3.2 WATERSHED DELINEATION & ANALYSIS ............................................................ 4
3.3 HYDROLOGY ................................................................................................................ 5
3.4 STORMWATER CONTROL MEASURE DESIGN ...................................................... 6
3.5 HYDROLOGY MODEL ................................................................................................. 7
3.6 HYDRAULIC MODEL .................................................................................................. 8
4.0 RESULTS ................................................................................................................................. 9
BIBLIOGRAPHY .............................................................................................................................. 10

LIST OF TABLES

Table 1 - Impervious Area Summary ................................................................................................. 5
Table 2 - Fort Bragg Rainfall Data ..................................................................................................... 6
Table 3 - Hydrology Summary ............................................................................................................ 6
Table 4 - Stormwater Control Measure Sizing .................................................................................. 7
Table 5 - Geotechnical Summary ........................................................................................................ 7
Table 6 - Routing Summary ................................................................................................................ 9

LIST OF FIGURES

Figure 1 - Project Location Map ......................................................................................................... 1
Figure 2 - Drainage Area Map ............................................................................................................ 5
Figure 3 - Subcatchment Area Map .................................................................................................... 8

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APPENDIX

Appendix A – Report of Subsurface Exploration and Geotechnical Evaluation for 21st STS
Operations Facility (Selected Pages)
Appendix B – NRCS Custom Soil Resources Report for Cumberland County
Appendix C – Infiltration Basin Sizing Calculations
Appendix D – Filterra Sizing Calculations
Appendix E – HydroCAD Stormwater Modeling Results
Appendix F – Hydraflow Storm Sewers Modeling Results
Appendix G – Rip Rap Outlet Sizing Calculations
Appendix H – EISA 438 Compliance
Appendix I – Scaled Drainage Map
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1.0 INTRODUCTION

The United States Army proposes to construct a Special Tactics Team Building and Human
Performance Training Center SOF STS Operations Facilities (W912PM-17-R-0007) on an
approximately 4-acre undeveloped area located within Pope Army Air Field, Fort Bragg, North
Carolina. The project is within Cumberland County, just north of Fayetteville. The site is located
approximately one-half mile south of Pope Army Air Field and bound on the northwest by Gena
Street, northeast by an existing railroad, and southeast by Hurst Drive. The project drains to Tank
Creek, DWR primary surface water classification C (18-23-27). The project is located at coordinates:

• Latitude: 35d10’2.16”N
• Longitude: 79d0’23.74”W

Figure 1 - Project Location Map

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2.0 EXISTING CONDITIONS

The site is bounded on all sites by other areas of the Fort Bragg installation. To the north is a
large asphalt parking lot located along Interceptor Road that will serve as the project staging area as
well as an existing railroad track running parallel to the compound perimeter fencing. To the
southeast is the existing special operations forces compound that consists of building #3910, an
asphalt parking lot, and other smaller outbuildings used for storage of miscellaneous field equipment.
To the southwest is an approximately 6-acre site that houses the jet fuel storage tanks for Pope Army
Air Field as well as an area of wetlands that will be largely impacted by this project. To the
northwest of the project site lies Gena Street.

2.1 EXISTING TOPOGRAPHY AND HYDROLOGY

The existing site is predominately wooded and is characterized by sloping topography from a
high point at elevation 253 ft-MSL on the eastern portion of the site, adjacent to Hurst Drive, to a
low-lying wetland area at elevation 220 ft-MSL on the western portion of the site. Adjacent land uses
include a fuel tank farm, parking areas, and an existing STS Operations Facility (Building #3910).
Stormwater runoff from the adjacent STS Operations Facility is conveyed towards the project site to
two (2) existing dry detention basins, which outfall towards the western portion of the site and the
existing wetland area. The northern dry detention basin will be demolished as part of this project and
runoff from the existing built-upon-area (BUA) will be conveyed through the proposed project site.
The existing wetland area drains through a 36” reinforced concrete pipe (RCP) culvert pipe under
Gena Street and eventually into Tank Creek, DWR primary surface water classification C (18-23-27).
The existing culvert pipe is affixed with an emergency sliding gate to protect the culvert and
downstream areas from potential fuel spills from the adjacent fuel storage area.

2.2 EXISTING SOILS

The project site is underlain by Wagram-Urban Land Complex (WgB) type soils, which are
classified as HSG Type A soils, although the map unit composition is approximately 40 percent
Wagram and similar soils with 30 percent urban land and the remaining 30 percent other soil types.
The Report of Subsurface Exploration and Geotechnical Evaluation for 21st STS Operations Facility,
prepared by Building & Earth, depicts the general soil conditions to be sand (silty sand, clayey sand,
poorly graded sand with silt and clay) underlain by clay (sandy clay and clay with sand). Based on
SOF STS Operations Facilities (W912PM-17-R-0007)
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these evaluations, the site was assumed to be 40 percent HSG Type A soils and 60 percent HSG Type
D soils.

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3.0 PROPOSED CONDITIONS

3.1 DESIGN REQUIREMENTS

The project proposes to construct two (2) buildings with associated driveways, parking areas
and sidewalks. The stormwater management system was designed to meet National Pollutant
Discharge Elimination System (NPDES) requirements, North Carolina Department of Environment
(NCDEQ) requirements, and all requirements of EISA Section 438. In addition to the NCDEQ
requirements, the project shall:
• Provide the permanent measures to keep the post construction rate of stormwater discharge
for the 10-year, 24-hour storm at or below the pre-developed discharge rate in accordance
with EISA Section 438;
• Provide the permanent measures to accommodate the 100-year, 24-hour storm without
significant flooding or damage to the stormwater system and facilities in the surrounding
area;
• Calculate the pre-developed discharge rate and quantity of discharge as if the site was
completely undeveloped forest land;
• Design the permanent measures to keep the post construction quantity of stormwater
discharge for the 95th percentile rain event (1.8 inch, 24-hour rainfall) at or below the pre-
developed quantity of discharge.

Permitting for the disturbed wetland area has been approved prior to the issuance of the RFP
by the Federal Government.

3.2 WATERSHED DELINEATION & ANALYSIS

Three (3) watersheds were delineated for the site based on proposed grading and storm
drainage network connectivity. Each watershed was evaluated for proposed built-upon-area (BUA),
runoff curve number, time of concentration, and runoff volume and rate.

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Figure 2 - Drainage Area Map

Table 1 - Impervious Area Summary
Infiltration Area 1 (STS) Infiltration Area 2 (HPTC) Drainage Area 3 (Driveway)
On-Site Drainage
Area
68,801 SF On-Site Drainage
Area
61,849 SF On-Site Drainage
Area
5,671 SF
Off-Site Drainage
Area
0 SF Off-Site Drainage
Area
23,558 SF Off-Site Drainage
Area
0 SF
Impervious 44,870 SF Impervious 56,876 SF Impervious 5,062 SF
Buildings 28,721 SF Buildings 17,459 SF Buildings 0 SF
Sidewalks 2,633 SF Sidewalks 1,742 SF Sidewalks 169 SF
Roadways 13,072 SF Roadways 13,253 SF Roadways 4,468 SF
Parking 394 SF Parking 814 SF Parking 425 SF
Other 50 SF Other 50 SF Other 0 SF
Future 0 SF Future 0 SF Future 0 SF
Offsite 0 SF Offsite 23,558 SF Offsite 0 SF
Impervious Cover 65.2% Impervious Cover 66.6% Impervious Cover 89.3%

3.3 HYDROLOGY

A hydrologic analysis was completed using TR-55 watershed modeling techniques to
calculate peak discharges for pre- and post-development conditions. Curve Numbers (CN) and sub-
watershed lag times were computed to compile the various watershed characteristics including
roadway networks, soils, topographic and land cover conditions. The hydrologic model described in
TR-55 uses a rainfall amount uniformly imposed on a watershed over a specified time distribution.
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The mass rainfall is converted to mass runoff by using the runoff CN, which in turn is based on soils,
plant cover, impervious areas, interception and surface storage. For the purposes of this analysis, the
rainfall storm estimates provide by Fort Bragg were used with a Type II, 24-hour Synthetic rainfall
distribution.

Table 2 - Fort Bragg Rainfall Data
Storm Event Rainfall Depth
1-year, 1-hour 1.5 inches
2-year, 1-hour 1.8 inches
10-year, 24-hour 5.4 inches
25-year, 24-hour 6.5 inches
50-year, 24-hour 7.3 inches
100-year, 24-hour 8.2 inches

Curve numbers were generated using the Soil Conservation Service (SCS) curve number
methodology in the United States Department of Agriculture’s Technical Release TR-55. Soils and
landcover data were digitally analyzed to develop the curve number.

Table 3 - Hydrology Summary
Infiltration
Area
Drainage Area
(Acre)
Pre-Dev.
CN
Post Dev.
CN
Tc
(Min.)
1 (STS) 1.58 58 77 15.6 / 5
2 (HPTC) 1.96 58 78 14.9 / 5
3 (Driveway) 0.13 59 92 16.7 / 5

3.4 STORMWATER CONTROL MEASURE DESIGN

The proposed built-upon-area will be treated using two (2) underground infiltration basins
comprised of Oldcastle stormwater management tanks, and one (1) Contech Filterra tree box
biofilteration system. Each stormwater control measure (SCM) was designed as a primarily offline
system with a bypass structure upstream of the SCM. The bypass structure will be integrated with a
weir structure to convey the design volume to the SCM while bypassing larger flow events to a rip
rap outfall. Stormwater runoff is conveyed to each bypass structure through a storm drainage network
composed of catch basins, drop inlets, and yard inlets connected by reinforced concrete pipe or HDPE
pipe. Each SCM is sized to provide the post construction quantity of stormwater for the first 1.8-
inches of rainfall, which is to be infiltrated into the existing soils.
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Table 4 - Stormw ater Control Measure Sizing Inf. Area 1
(STS)
Inf. Area 2
(HPTC)
Drainage
Area 3
Runoff Coefficient, Rv 0.637 IN/IN 0.649 IN/IN 0.853 IN/IN
1.0" Required Treatment Volume 3,652 CF 4,622 CF 403 CF
1.8” Required Treatment Volume 5,894 CF 7,496 CF 687 CF
Proposed Storage Volume 6,263 CF 7,668 CF N/A CF

3.5 HYDROLOGY MODEL

The watershed data was input into HydroCAD stormwater design software to develop pre-
and post-development runoff volumes and rates for each watershed, as well as model the routing of
the proposed stormwater control measures. HydroCAD was employed to define the interconnections
between each sub-watershed and estimate the peak discharge for the 1-year, 2-year, 10-year, 25-year,
50-year, and 100-year return events associated with the runoff to the outfall node.

As per the RFP, the HydroCAD model results were analyzed to compare the pre- and post-
development peak flow rate for the 10-year, 24-hour storm event. Due to very low pre-development
runoff curve numbers, additional volume was provided in the infiltration basins to provide attenuation
of the peak flow rate for the 10-year, 24-hour storm.

Within the HydroCAD model, each SCM was routed with subsurface infiltration occurring
during the storm event. Infiltration rates were obtained from the Report of Subsurface Exploration
and Geotechnical Evaluation for 21st STS Operations Facility, prepared by Building & Earth. Based
on the explorations made the SHWT is not located within 24” of the proposed stone invert for the
infiltrating systems.

Table 5 - Geotechnical Summary
SCM Geotechnical Boring SHWT SCM Bottom Elev. Infiltration Rate
1 Tank 01 Not Encountered 224.0 FT 1.48 IN/HR*
2 Tank 02 Not Encountered 233.0 FT 2.96 IN/HR**
* A design rate of 0.74 IN/HR was used in the design of SWM Tank #1
** A design rate of 1.48 IN/HR was used in the design of SWM Tank #2

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3.6 HYDRAULIC MODEL

The storm drainage collection system was input into Hydraflow Storm Sewers Extension for
AutoCAD Civil 3D (Storm Sewers) to analyze the pipe capacity and gutter spread of the proposed
system. The project site was delineated into subcatchment areas and the Rational Method was used to
calculate peak discharge rates. The project site was designed and analyzed for conveyance of the 10-
year storm event and checked for flooding during the 100-year storm event.

Figure 3 - Subcatchment Area Map

SOF STS Operations Facilities (W912PM-17-R-0007)
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4.0 RESULTS
The proposed stormwater management plan utilizes underground infiltration and tree box
biofiltration to provide treatment of the first 1.8 inches of runoff from the site as well as reduce the
post development 2- and 10-year peak discharge rates to at or below pre-development discharge rates.
The project uses conventional curb inlets and drop inlets with a piped drainage network to convey
post development discharges to the stormwater control measures. The piped drainage network is sized
to convey the 10-year peak discharge and reduce flooding during the 100-year event. The routing
summary below shows that each of the underground infiltration basins provide peak control for the
contributing drainage area as well as peak control for the project as a whole. The project discharges
into an existing 36” Metal pipe located under Gena Street that has a existing capacity approximately
80 CFS, the proposed project will not result in downstream flooding during major storm events.
Table 6 - Routing Summary
Drainage Area 2-Year Q (CFS)10-Year Q (CFS)100-Year Q (CFS)
Pre-Dev Post Dev Pre-Dev Post Dev Pre-Dev Post Dev
1 0.75 0.00 2.55 3.64 6.45 15.12
2 0.97 0.00 3.26 2.15 8.19 18.40
3 0.07 0.63 0.22 0.97 0.53 1.53
Outfall 1.78 0.63 6.03 5.89 15.16 34.90
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BIBLIOGRAPHY

DWR, 2017
North Carolina Stormwater Design Manual
Department of Environmental Quality, Division of Energy, Mineral and Land Resources
Raleigh, North Carolina 2017

NOAA, 2018
NOAA Atlas 14: Precipitation-Frequency Atlas of the United States
National Oceanic and Atmospheric Administration (NOAA) National Climatic Data Center (NCDC
June 2018

NRCS, 1986
Urban Hydrology for Small Watersheds, Technical Release 55 (TR-55)
United States Department of Agriculture Soil, Natural Resources Conservation Service
June 1986

Appendix A

Report of Subsurface Exploration and Geotechnical Evaluation for 21st STS Operations
Facility (Selected Pages)

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Liquid Used:Depth of Water Table:Water Temp ( ºF):ºF
Test Location:Depth of Observed Water inches
Flow rate used:Hole Diameter:inches
Start Saturation:Water Head:inches
Hole Radius:Hole Depth:inches
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13
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1.485/23 31.00.07
32.0 105 10545/23 0.02
384.453
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1.485/23 33.00.03
34.0 105 10525/23 0.02
768.901
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2.965/23 34.00.02
36.0 105 2105/23 0.02
Remarks: Weather conditions, etc.Reading
Tube
Flow
Flow
cm³
Flow Rate
in³/hr Ksat in/hr
1.500 60
Test Data
Trial #Date Time
Elapsed
Time (hrs)
Δ | Total
Flow Readings
Saturated
Conductivity
11:50 8
Storage Tube 5L 2 On 105.000
Sight Tube 1L 1 On 20.000
Tank 01 24
Constants:Capacity
Liquid Containers 105 3
setting Rate cm³/cm
Test Constants
Municipal Water NA 65
2
Technician:Monique Lumpkin Date:5/23/2019
Client Name:Leebcor Services, LLC Report Number:1
Compact Constant Head Permeameter - ASTM D-5126 {4.1.6}
In-situ Field Saturated Conductivity of Soils in the Vadose Zone via Amoozemeter
Project Name:21st STS Operations Facility Project Number:RD180433
of
Liquid Used:Depth of Water Table:Water Temp ( ºF):ºF
Test Location:Depth of Observed Water inches
Flow rate used:Hole Diameter:inches
Start Saturation:Water Head:inches
Hole Radius:Hole Depth:inches
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in³/hr Ksat in/hr
1 5/23 0.02 0.02
40.0 105
Test Data
Trial #Date Time
Elapsed
Time (hrs)
Δ | Total
Flow Readings
Saturated
Conductivity
Remarks: Weather conditions, etc.Reading
Storage Tube 5L 2 On 105.000
1.500 28
Sight Tube 1L 1 On 20.000 13:00 8
Constants:Capacity
Liquid Containers 105 3
setting Rate cm³/cm
Test Constants
Municipal Water NA 65
Tank 02 24
Client Name:Leebcor Services, LLC Report Number:2 2
Technician:Monique Lumpkin Date:5/23/2019
Compact Constant Head Permeameter - ASTM D-5126 {4.1.6}
In-situ Field Saturated Conductivity of Soils in the Vadose Zone via Amoozemeter
Project Name:21st STS Operations Facility Project Number:RD180433

Appendix B

NRCS Custom Soil Resources Report for Cumberland County

United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Cumberland
County, North
Carolina
Natural
Resources
Conservation
Service
October 29, 2018
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Cumberland County, North Carolina...............................................................13
WgB—Wagram-Urban land complex, 0 to 8 percent slopes.......................13
References............................................................................................................15
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How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
389329038933403893390389344038934903893540389329038933403893390389344038934903893540681350 681400 681450 681500 681550 681600 681650 681700 681750 681800
681350 681400 681450 681500 681550 681600 681650 681700 681750 681800
35° 10' 7'' N 79° 0' 31'' W35° 10' 7'' N79° 0' 13'' W35° 9' 57'' N
79° 0' 31'' W35° 9' 57'' N
79° 0' 13'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,140 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Cumberland County, North Carolina
Survey Area Data: Version 19, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 13, 2014—Feb
4, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
WgB Wagram-Urban land complex, 0
to 8 percent slopes
18.1 100.0%
Totals for Area of Interest 18.1 100.0%
Map Unit Descriptions
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, 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 and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils 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. Other minor components, however, have properties
and behavioral 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.
Custom Soil Resource Report
11
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.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one 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.
Custom Soil Resource Report
12
Cumberland County, North Carolina
WgB—Wagram-Urban land complex, 0 to 8 percent slopes
Map Unit Setting
National map unit symbol: w72n
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Wagram and similar soils: 40 percent
Urban land: 30 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wagram
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 8 inches: loamy sand
E - 8 to 24 inches: loamy fine sand
Bt - 24 to 75 inches: sandy clay loam
BC - 75 to 83 inches: sandy loam
Properties and qualities
Slope: 0 to 6 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 to
high (0.57 to 1.98 in/hr)
Depth to water table: About 60 to 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2s
Hydrologic Soil Group: A
Hydric soil rating: No
Description of Urban Land
Interpretive groups
Land capability classification (irrigated): None specified
Custom Soil Resource Report
13
Land capability classification (nonirrigated): 8
Hydric soil rating: No
Custom Soil Resource Report
14
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
15
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
16

Appendix C

Infiltration Basin Sizing Calculations

Infiltration Area 1 (STS)
On-Site Drainage Area 68,801 SF Value from CAD
Off-Site Drainage Area SF Value from CAD
Impervious 44,870 SF Value from CAD
Buildings 28,721 SF Value from CAD
Sidewalks (total)2,633 SF Total pervious + impervious
Roadways (total)13,072 SF Total pervious + impervious
Parking (total)394 SF Total pervious + impervious
Other 50 SF Value from CAD
Future 0 SF Value from CAD
Offsite 0 SF Value from CAD
Impervious Cover 65.2%
Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient, Rv 0.637 IN/IN
Rv=0.05+0.009*(% Impervious)
1.0" Required Treatment Volume 3,652 CF 1.0 inch*(Rv)*1ftt/12 in*(Total DA)
1.8" Required Treatment Volume 5,894 CF SCS Method
Provided Treatment Volume 6,263 CF Storage volume below bypass weir
Peak Flow Attenuation
Predeveloped Curve Number 58 SCS Curve Number
Predeveloped 1-yr Discharge 0.32 CFS SCS Method
Postdeveloped Curve Number 77 SCS Curve Number
Postdeveloped 1-yr Discharge 0.00 CFS SCS Method (see attached routing analysis)
Drawdown
Reported Soil Permeability 1.48 IN/HR From soils report
Design Soil Permeability 0.74 IN/HR Measured / 2
Infiltration Area 2,244 SF Bottom contour of infiltration trench
Drawdown Infiltration Rate 0.038 CFS
Infiltration Area * Drawdown permeability
rate /(12in * 3600s/hr)
Drawdown of 1.0" Treatment Volume 1.10 DAYS
Drawdown of 1.8" Treatment Volume 1.89 DAYS
Oldcastle Infiltration Tank #1
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Infiltration Area 2 (HPTC)
On-Site Drainage Area 61,849 SF Value from CAD
Off-Site Drainage Area 23,558 SF Value from CAD
Impervious 56,876 SF Value from CAD
Buildings 17,459 SF Value from CAD
Sidewalks (total)1,742 SF Total pervious + impervious
Roadways (total)13,253 SF Total pervious + impervious
Parking (total)814
Other 50 SF Value from CAD
Future 0 SF Value from CAD
Offsite 23,558 SF Value from CAD
Impervious Cover 66.6%
Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient, Rv 0.649 IN/IN
Rv=0.05+0.009*(% Impervious)
1.0" Required Treatment Volume 4,622 CF 1.0 inch*(Rv)*1ftt/12 in*(Total DA)
1.8" Required Treatment Volume 7,496 CF SCS Method
Provided Treatment Volume 7,668 CF Storage volume below bypass weir
Peak Flow Attenuation
Predeveloped Curve Number 58 SCS Curve Number
Predeveloped 1-yr Discharge 0.40 CFS SCS Method
Postdeveloped Curve Number 78 SCS Curve Number
Postdeveloped 1-yr Discharge 0.00 CFS SCS Method (see attached routing analysis)
Drawdown
Reported Soil Permeability 2.96 IN/HR From soils report
Design Soil Permeability 1.48 IN/HR Measured / 2
Infiltration Area 2,772 SF Bottom contour of infiltration trench
Drawdown Infiltration Rate 0.095 CFS
Infiltration Area * Drawdown permeability
rate /(12in * 3600s/hr)
Drawdown of 1.0" Treatment Volume 0.56 DAYS
Drawdown of 1.8" Treatment Volume 0.93 DAYS
Oldcastle Infiltration Tank #2
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SCS Method Runoff Volume
Weighted Volume Method
S 7.24138
CN 58
P 1.8
Q 0.01629
Drainage Area #1 (STS)
Pre-Development
1.58
Total Runoff Volume (CFS)
93
SCS Method Runoff Volume
Weighted Volume Method
S 0.20408
CN 98
P 1.8
Q 1.57632
Post development calculation only takes into
account the runoff from the impervious
surfaces; areas with CN value less than 60
are assumed to have no runoff are are not
averaged into the overall CN for volume
calculations
1.03
Total Runoff Volume (CFS)
5894
Drainage Area #1 (STS)
Post-Development
SCS Method Runoff Volume
Weighted Volume Method
S 7.24138
CN 58
P 1.8
Q 0.01629
Drainage Area #2 (HPTC)
Pre-Development
1.96
Total Runoff Volume (CFS)
116
SCS Method Runoff Volume
Weighted Volume Method
S 0.20408
CN 98
P 1.8
Q 1.57632
Drainage Area #1 (STS)
Post-Development
1.31
Total Runoff Volume (CFS)
7496
Post development calculation only takes into
account the runoff from the impervious
surfaces; areas with CN value less than 60
are assumed to have no runoff are are not
averaged into the overall CN for volume
calculations
SCS Method Runoff Volume
Weighted Volume Method
S 7.24138
CN 58
P 1.8
Q 0.01629
Drainage Area #2 (HPTC)
Pre-Development
0.13
Total Runoff Volume (CFS)
8
SCS Method Runoff Volume
Weighted Volume Method
S 0.20408
CN 98
P 1.8
Q 1.57632
Drainage Area #1 (STS)
Post-Development
0.12
Total Runoff Volume (CFS)
687
Post development calculation only takes into
account the runoff from the impervious
surfaces; areas with CN value less than 60
are assumed to have no runoff are are not
averaged into the overall CN for volume
calculations

Appendix D

Filterra Sizing Calculations

Drainage Area 3
On-Site Drainage Area 5,671 SF Value from CAD
Off-Site Drainage Area 0 SF Value from CAD
Impervious 5,062 SF Value from CAD
Buildings 0 SF Value from CAD
Sidewalks (total)169 SF Total pervious + impervious
Roadways (total)4,468 SF Total pervious + impervious
Parking (total)425
Other 0 SF Value from CAD
Future 0 SF Value from CAD
Offsite 0 SF Value from CAD
Impervious Cover 89.3%Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient, Rv 0.853 IN/IN Rv=0.05+0.009*(% Impervious)
1.0" Required Treatment Volume 403 CF 1.0 inch*(Rv)*1ftt/12 in*(Total DA)
1.8" Required Treatment Volume 687 CF SCS Method
Impervious Drainage Area 0.12 AC
Filterra Model 4X6/6X4 Model No. FTIBC058045-C
Filterra
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Appendix E

HydroCAD Stormwater Modeling Results

7S
Pre-Infiltration Area 1
(STS)
8S
Pre-Infiltration Area 2
(HPTC)
9S
Pre-Drainage Area 3
Driveway
10R
Pre Combined
Routing Diagram for LRI Calculations
Prepared by Hewlett-Packard Company, Printed 5/29/2019
HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Pre-Development Runoff
LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 2HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Area Listing (selected nodes)
Area
(sq-ft)
CN Description
(subcatchment-numbers)
63,582 30 Woods, Good, HSG A (7S, 8S, 9S)
96,297 77 Woods, Good, HSG D (7S, 8S, 9S)
159,879 58 TOTAL AREA
Pre-Development Runoff
LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 3HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Ground Covers (selected nodes)
HSG-A
(sq-ft)
HSG-B
(sq-ft)
HSG-C
(sq-ft)
HSG-D
(sq-ft)
Other
(sq-ft)
Total
(sq-ft)
Ground
Cover
Subcatchment
Numbers
63,582 0 0 96,297 0 159,879 Woods, Good 7S
,
8S
,
9S
63,582 0 0 96,297 0 159,879 TOTAL
AREA
Pre-Development Runoff
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 4HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff = 0.32 cfs @ 12.14 hrs, Volume= 1,464 cf, Depth> 0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-Year Rainfall=3.10"
Area (sf) CN Description
41,382 77 Woods, Good, HSG D
27,419 30 Woods, Good, HSG A
68,801 58 Weighted Average
68,801 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.8 90 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
3.8 281 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.6 371 Total
Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.34
0.32
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
Type II 24-hr
1-Year Rainfall=3.10"
Runoff Area=68,801 sf
Runoff Volume=1,464 cf
Runoff Depth>0.26"
Flow Length=371'
Slope=0.0600 '/'
Tc=15.6 min
CN=58
0.32 cfs
Pre-Development Runoff
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 5HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff = 0.40 cfs @ 12.13 hrs, Volume= 1,818 cf, Depth> 0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-Year Rainfall=3.10"
Area (sf) CN Description
51,430 77 Woods, Good, HSG D
33,977 30 Woods, Good, HSG A
85,407 58 Weighted Average
85,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.9 100 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
2.0 150 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
14.9 250 Total
Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.44
0.42
0.4
0.38
0.36
0.34
0.32
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
Type II 24-hr
1-Year Rainfall=3.10"
Runoff Area=85,407 sf
Runoff Volume=1,818 cf
Runoff Depth>0.26"
Flow Length=250'
Slope=0.0600 '/'
Tc=14.9 min
CN=58
0.40 cfs
Pre-Development Runoff
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 6HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff = 0.03 cfs @ 12.15 hrs, Volume= 134 cf, Depth> 0.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-Year Rainfall=3.10"
Area (sf) CN Description
3,485 77 Woods, Good, HSG D
2,186 30 Woods, Good, HSG A
5,671 59 Weighted Average
5,671 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 150 0.0700 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.032
0.03
0.028
0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0
Type II 24-hr
1-Year Rainfall=3.10"
Runoff Area=5,671 sf
Runoff Volume=134 cf
Runoff Depth>0.28"
Flow Length=150'
Slope=0.0700 '/'
Tc=16.7 min
CN=59
0.03 cfs
Pre-Development Runoff
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 7HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 10R: Pre Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 0.00% Impervious, Inflow Depth > 0.26" for 1-Year event
Inflow = 0.75 cfs @ 12.13 hrs, Volume= 3,416 cf
Outflow = 0.75 cfs @ 12.13 hrs, Volume= 3,416 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 10R: Pre Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.8
0.75
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Inflow Area=159,879 sf
0.75 cfs0.75 cfs
Pre-Development Runoff
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 8HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff = 0.75 cfs @ 12.12 hrs, Volume= 2,622 cf, Depth> 0.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-Year Rainfall=3.70"
Area (sf) CN Description
41,382 77 Woods, Good, HSG D
27,419 30 Woods, Good, HSG A
68,801 58 Weighted Average
68,801 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.8 90 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
3.8 281 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.6 371 Total
Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.8
0.75
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Type II 24-hr
2-Year Rainfall=3.70"
Runoff Area=68,801 sf
Runoff Volume=2,622 cf
Runoff Depth>0.46"
Flow Length=371'
Slope=0.0600 '/'
Tc=15.6 min
CN=58
0.75 cfs
Pre-Development Runoff
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 9HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff = 0.97 cfs @ 12.11 hrs, Volume= 3,256 cf, Depth> 0.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-Year Rainfall=3.70"
Area (sf) CN Description
51,430 77 Woods, Good, HSG D
33,977 30 Woods, Good, HSG A
85,407 58 Weighted Average
85,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.9 100 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
2.0 150 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
14.9 250 Total
Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)1
0
Type II 24-hr
2-Year Rainfall=3.70"
Runoff Area=85,407 sf
Runoff Volume=3,256 cf
Runoff Depth>0.46"
Flow Length=250'
Slope=0.0600 '/'
Tc=14.9 min
CN=58
0.97 cfs
Pre-Development Runoff
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 10HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff = 0.07 cfs @ 12.13 hrs, Volume= 234 cf, Depth> 0.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-Year Rainfall=3.70"
Area (sf) CN Description
3,485 77 Woods, Good, HSG D
2,186 30 Woods, Good, HSG A
5,671 59 Weighted Average
5,671 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 150 0.0700 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.075
0.07
0.065
0.06
0.055
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
0
Type II 24-hr
2-Year Rainfall=3.70"
Runoff Area=5,671 sf
Runoff Volume=234 cf
Runoff Depth>0.50"
Flow Length=150'
Slope=0.0700 '/'
Tc=16.7 min
CN=59
0.07 cfs
Pre-Development Runoff
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 11HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 10R: Pre Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 0.00% Impervious, Inflow Depth > 0.46" for 2-Year event
Inflow = 1.78 cfs @ 12.11 hrs, Volume= 6,112 cf
Outflow = 1.78 cfs @ 12.11 hrs, Volume= 6,112 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 10R: Pre Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)1
0
Inflow Area=159,879 sf
1.78 cfs1.78 cfs
Pre-Development Runoff
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 12HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff = 2.55 cfs @ 12.09 hrs, Volume= 7,096 cf, Depth> 1.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-Year Rainfall=5.40"
Area (sf) CN Description
41,382 77 Woods, Good, HSG D
27,419 30 Woods, Good, HSG A
68,801 58 Weighted Average
68,801 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.8 90 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
3.8 281 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.6 371 Total
Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)2
1
0
Type II 24-hr
10-Year Rainfall=5.40"
Runoff Area=68,801 sf
Runoff Volume=7,096 cf
Runoff Depth>1.24"
Flow Length=371'
Slope=0.0600 '/'
Tc=15.6 min
CN=58
2.55 cfs
Pre-Development Runoff
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 13HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff = 3.26 cfs @ 12.09 hrs, Volume= 8,812 cf, Depth> 1.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-Year Rainfall=5.40"
Area (sf) CN Description
51,430 77 Woods, Good, HSG D
33,977 30 Woods, Good, HSG A
85,407 58 Weighted Average
85,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.9 100 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
2.0 150 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
14.9 250 Total
Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)3
2
1
0
Type II 24-hr
10-Year Rainfall=5.40"
Runoff Area=85,407 sf
Runoff Volume=8,812 cf
Runoff Depth>1.24"
Flow Length=250'
Slope=0.0600 '/'
Tc=14.9 min
CN=58
3.26 cfs
Pre-Development Runoff
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 14HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff = 0.22 cfs @ 12.11 hrs, Volume= 617 cf, Depth> 1.30"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-Year Rainfall=5.40"
Area (sf) CN Description
3,485 77 Woods, Good, HSG D
2,186 30 Woods, Good, HSG A
5,671 59 Weighted Average
5,671 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 150 0.0700 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0
Type II 24-hr
10-Year Rainfall=5.40"
Runoff Area=5,671 sf
Runoff Volume=617 cf
Runoff Depth>1.30"
Flow Length=150'
Slope=0.0700 '/'
Tc=16.7 min
CN=59
0.22 cfs
Pre-Development Runoff
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 15HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 10R: Pre Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 0.00% Impervious, Inflow Depth > 1.24" for 10-Year event
Inflow = 6.03 cfs @ 12.09 hrs, Volume= 16,525 cf
Outflow = 6.03 cfs @ 12.09 hrs, Volume= 16,525 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 10R: Pre Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)6
5
4
3
2
1
0
Inflow Area=159,879 sf
6.03 cfs6.03 cfs
Pre-Development Runoff
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 16HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff = 3.99 cfs @ 12.09 hrs, Volume= 10,677 cf, Depth> 1.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-Year Rainfall=6.50"
Area (sf) CN Description
41,382 77 Woods, Good, HSG D
27,419 30 Woods, Good, HSG A
68,801 58 Weighted Average
68,801 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.8 90 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
3.8 281 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.6 371 Total
Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)4
3
2
1
0
Type II 24-hr
25-Year Rainfall=6.50"
Runoff Area=68,801 sf
Runoff Volume=10,677 cf
Runoff Depth>1.86"
Flow Length=371'
Slope=0.0600 '/'
Tc=15.6 min
CN=58
3.99 cfs
Pre-Development Runoff
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 17HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff = 5.07 cfs @ 12.08 hrs, Volume= 13,259 cf, Depth> 1.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-Year Rainfall=6.50"
Area (sf) CN Description
51,430 77 Woods, Good, HSG D
33,977 30 Woods, Good, HSG A
85,407 58 Weighted Average
85,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.9 100 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
2.0 150 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
14.9 250 Total
Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)5
4
3
2
1
0
Type II 24-hr
25-Year Rainfall=6.50"
Runoff Area=85,407 sf
Runoff Volume=13,259 cf
Runoff Depth>1.86"
Flow Length=250'
Slope=0.0600 '/'
Tc=14.9 min
CN=58
5.07 cfs
Pre-Development Runoff
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 18HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff = 0.33 cfs @ 12.10 hrs, Volume= 920 cf, Depth> 1.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-Year Rainfall=6.50"
Area (sf) CN Description
3,485 77 Woods, Good, HSG D
2,186 30 Woods, Good, HSG A
5,671 59 Weighted Average
5,671 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 150 0.0700 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.36
0.34
0.32
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
Type II 24-hr
25-Year Rainfall=6.50"
Runoff Area=5,671 sf
Runoff Volume=920 cf
Runoff Depth>1.95"
Flow Length=150'
Slope=0.0700 '/'
Tc=16.7 min
CN=59
0.33 cfs
Pre-Development Runoff
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 19HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 10R: Pre Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 0.00% Impervious, Inflow Depth > 1.87" for 25-Year event
Inflow = 9.38 cfs @ 12.08 hrs, Volume= 24,856 cf
Outflow = 9.38 cfs @ 12.08 hrs, Volume= 24,856 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 10R: Pre Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)10
9
8
7
6
5
4
3
2
1
0
Inflow Area=159,879 sf
9.38 cfs9.38 cfs
Pre-Development Runoff
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 20HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff = 5.11 cfs @ 12.09 hrs, Volume= 13,530 cf, Depth> 2.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 50-Year Rainfall=7.30"
Area (sf) CN Description
41,382 77 Woods, Good, HSG D
27,419 30 Woods, Good, HSG A
68,801 58 Weighted Average
68,801 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.8 90 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
3.8 281 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.6 371 Total
Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)5
4
3
2
1
0
Type II 24-hr
50-Year Rainfall=7.30"
Runoff Area=68,801 sf
Runoff Volume=13,530 cf
Runoff Depth>2.36"
Flow Length=371'
Slope=0.0600 '/'
Tc=15.6 min
CN=58
5.11 cfs
Pre-Development Runoff
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 21HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff = 6.50 cfs @ 12.08 hrs, Volume= 16,801 cf, Depth> 2.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 50-Year Rainfall=7.30"
Area (sf) CN Description
51,430 77 Woods, Good, HSG D
33,977 30 Woods, Good, HSG A
85,407 58 Weighted Average
85,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.9 100 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
2.0 150 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
14.9 250 Total
Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)7
6
5
4
3
2
1
0
Type II 24-hr
50-Year Rainfall=7.30"
Runoff Area=85,407 sf
Runoff Volume=16,801 cf
Runoff Depth>2.36"
Flow Length=250'
Slope=0.0600 '/'
Tc=14.9 min
CN=58
6.50 cfs
Pre-Development Runoff
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 22HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff = 0.42 cfs @ 12.10 hrs, Volume= 1,160 cf, Depth> 2.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 50-Year Rainfall=7.30"
Area (sf) CN Description
3,485 77 Woods, Good, HSG D
2,186 30 Woods, Good, HSG A
5,671 59 Weighted Average
5,671 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 150 0.0700 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.46
0.44
0.42
0.4
0.38
0.36
0.34
0.32
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
Type II 24-hr
50-Year Rainfall=7.30"
Runoff Area=5,671 sf
Runoff Volume=1,160 cf
Runoff Depth>2.45"
Flow Length=150'
Slope=0.0700 '/'
Tc=16.7 min
CN=59
0.42 cfs
Pre-Development Runoff
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 23HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 10R: Pre Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 0.00% Impervious, Inflow Depth > 2.36" for 50-Year event
Inflow = 12.03 cfs @ 12.08 hrs, Volume= 31,490 cf
Outflow = 12.03 cfs @ 12.08 hrs, Volume= 31,490 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 10R: Pre Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=159,879 sf
12.03 cfs12.03 cfs
Pre-Development Runoff
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 24HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff = 6.45 cfs @ 12.08 hrs, Volume= 16,939 cf, Depth> 2.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-Year Rainfall=8.20"
Area (sf) CN Description
41,382 77 Woods, Good, HSG D
27,419 30 Woods, Good, HSG A
68,801 58 Weighted Average
68,801 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.8 90 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
3.8 281 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.6 371 Total
Subcatchment 7S: Pre-Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)7
6
5
4
3
2
1
0
Type II 24-hr
100-Year Rainfall=8.20"
Runoff Area=68,801 sf
Runoff Volume=16,939 cf
Runoff Depth>2.95"
Flow Length=371'
Slope=0.0600 '/'
Tc=15.6 min
CN=58
6.45 cfs
Pre-Development Runoff
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 25HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff = 8.19 cfs @ 12.08 hrs, Volume= 21,034 cf, Depth> 2.96"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-Year Rainfall=8.20"
Area (sf) CN Description
51,430 77 Woods, Good, HSG D
33,977 30 Woods, Good, HSG A
85,407 58 Weighted Average
85,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.9 100 0.0600 0.13 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
2.0 150 0.0600 1.22 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
14.9 250 Total
Subcatchment 8S: Pre-Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100-Year Rainfall=8.20"
Runoff Area=85,407 sf
Runoff Volume=21,034 cf
Runoff Depth>2.96"
Flow Length=250'
Slope=0.0600 '/'
Tc=14.9 min
CN=58
8.19 cfs
Pre-Development Runoff
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 26HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff = 0.53 cfs @ 12.10 hrs, Volume= 1,446 cf, Depth> 3.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-Year Rainfall=8.20"
Area (sf) CN Description
3,485 77 Woods, Good, HSG D
2,186 30 Woods, Good, HSG A
5,671 59 Weighted Average
5,671 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 150 0.0700 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.70"
Subcatchment 9S: Pre-Drainage Area 3 Driveway
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Type II 24-hr
100-Year Rainfall=8.20"
Runoff Area=5,671 sf
Runoff Volume=1,446 cf
Runoff Depth>3.06"
Flow Length=150'
Slope=0.0700 '/'
Tc=16.7 min
CN=59
0.53 cfs
Pre-Development Runoff
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 5/29/2019Prepared by Hewlett-Packard Company
Page 27HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 10R: Pre Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 0.00% Impervious, Inflow Depth > 2.96" for 100-Year event
Inflow = 15.16 cfs @ 12.08 hrs, Volume= 39,419 cf
Outflow = 15.16 cfs @ 12.08 hrs, Volume= 39,419 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 10R: Pre Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=159,879 sf
15.16 cfs15.16 cfs
1S
Infiltration Area 1 (STS)
2S
Infiltration Area 2
(HPTC)
3S
Drainage Area 3
(Driveway)
7R
Post Combined
5P
Oldcastle Tank #1
6P
Oldcastle Tank #2
Routing Diagram for LRI Calculations
Prepared by Hewlett-Packard Company, Printed 6/17/2019
HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Post Development
LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 2HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Area Listing (selected nodes)
Area
(sq-ft)
CN Description
(subcatchment-numbers)
53,071 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S)
106,808 98 Impervious BUA (1S, 2S, 3S)
159,879 78 TOTAL AREA
Post Development
LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 3HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Ground Covers (selected nodes)
HSG-A
(sq-ft)
HSG-B
(sq-ft)
HSG-C
(sq-ft)
HSG-D
(sq-ft)
Other
(sq-ft)
Total
(sq-ft)
Ground
Cover
Sub
Num
53,071 000053,071 >75% Grass
cover, Good
0000106,808 106,808 Impervious BUA
53,071 0 0 0 106,808 159,879 TOTAL AREA
Post Development
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 4HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Infiltration Area 1 (STS)
Runoff = 3.34 cfs @ 11.97 hrs, Volume= 5,937 cf, Depth> 1.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-Year Rainfall=3.10"
Area (sf) CN Description
* 44,870 98 Impervious BUA
23,931 39 >75% Grass cover, Good, HSG A
68,801 77 Weighted Average
23,931 34.78% Pervious Area
44,870 65.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)3
2
1
0
Type II 24-hr
1-Year Rainfall=3.10"
Runoff Area=68,801 sf
Runoff Volume=5,937 cf
Runoff Depth>1.04"
Tc=5.0 min
CN=77
3.34 cfs
Post Development
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 5HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff = 4.37 cfs @ 11.97 hrs, Volume= 7,774 cf, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-Year Rainfall=3.10"
Area (sf) CN Description
* 56,876 98 Impervious BUA
28,531 39 >75% Grass cover, Good, HSG A
85,407 78 Weighted Average
28,531 33.41% Pervious Area
56,876 66.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)4
3
2
1
0
Type II 24-hr
1-Year Rainfall=3.10"
Runoff Area=85,407 sf
Runoff Volume=7,774 cf
Runoff Depth>1.09"
Tc=5.0 min
CN=78
4.37 cfs
Post Development
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 6HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff = 0.51 cfs @ 11.96 hrs, Volume= 998 cf, Depth> 2.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-Year Rainfall=3.10"
Area (sf) CN Description
* 5,062 98 Impervious BUA
609 39 >75% Grass cover, Good, HSG A
5,671 92 Weighted Average
609 10.74% Pervious Area
5,062 89.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Type II 24-hr
1-Year Rainfall=3.10"
Runoff Area=5,671 sf
Runoff Volume=998 cf
Runoff Depth>2.11"
Tc=5.0 min
CN=92
0.51 cfs
Post Development
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 7HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 7R: Post Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 66.81% Impervious, Inflow Depth > 0.07" for 1-Year event
Inflow = 0.51 cfs @ 11.96 hrs, Volume= 998 cf
Outflow = 0.51 cfs @ 11.96 hrs, Volume= 998 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 7R: Post Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Inflow Area=159,879 sf
0.51 cfs0.51 cfs
Post Development
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 8HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 5P: Oldcastle Tank #1
Inflow Area = 68,801 sf, 65.22% Impervious, Inflow Depth > 1.04" for 1-Year event
Inflow = 3.34 cfs @ 11.97 hrs, Volume= 5,937 cf
Outflow = 0.07 cfs @ 16.51 hrs, Volume= 2,227 cf, Atten= 98%, Lag= 272.9 min
Discarded = 0.07 cfs @ 16.51 hrs, Volume= 2,227 cf
Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 227.12' @ 16.51 hrs Surf.Area= 4,148 sf Storage= 3,877 cf
Plug-Flow detention time= 229.6 min calculated for 2,227 cf (38% of inflow)
Center-of-Mass det. time= 138.6 min ( 940.7 - 802.1 )
Volume Invert Avail.Storage Storage Description
#1 224.00' 1,795 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 226.00' 7,446 cf Oldcastle_Storm_Capture SC1 4 x 17
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
9,241 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
224.00 2,244 0.0 0 0
226.00 2,244 40.0 1,795 1,795
Device Routing Invert Outlet Devices
#1 Discarded 224.00'0.740 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 226.00'24.0" Round Culvert L= 79.3' Ke= 0.500
Inlet / Outlet Invert= 226.00' / 225.60' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#3 Device 2 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 7.00 7.00
#4 Primary 221.75'24.0" Round Culvert L= 45.0' Ke= 0.500
Inlet / Outlet Invert= 221.75' / 219.50' S= 0.0500 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#5 Device 4 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 6.00 6.00
Discarded OutFlow Max=0.07 cfs @ 16.51 hrs HW=227.12' (Free Discharge)
1=Exfiltration ( Controls 0.07 cfs)
Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=224.00' TW=0.00' (Dynamic Tailwater)
2=Culvert ( Controls 0.00 cfs)
3=Custom Weir/Orifice ( Controls 0.00 cfs)
4=Culvert (Passes 0.00 cfs of 16.91 cfs potential flow)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
Post Development
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 9HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 5P: Oldcastle Tank #1
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)3
2
1
0
Inflow Area=68,801 sf
Peak Elev=227.12'
Storage=3,877 cf
3.34 cfs
0.07 cfs0.07 cfs
0.00 cfs
Post Development
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 10HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 6P: Oldcastle Tank #2
Inflow Area = 85,407 sf, 66.59% Impervious, Inflow Depth > 1.09" for 1-Year event
Inflow = 4.37 cfs @ 11.97 hrs, Volume= 7,774 cf
Outflow = 0.18 cfs @ 13.70 hrs, Volume= 5,459 cf, Atten= 96%, Lag= 103.9 min
Discarded = 0.18 cfs @ 13.70 hrs, Volume= 5,459 cf
Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 235.83' @ 13.70 hrs Surf.Area= 5,124 sf Storage= 4,138 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 142.3 min ( 942.1 - 799.8 )
Volume Invert Avail.Storage Storage Description
#1 233.00' 2,218 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 235.00' 9,198 cf Oldcastle_Storm_Capture SC1 4 x 21
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
11,416 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
233.00 2,772 0.0 0 0
235.00 2,772 40.0 2,218 2,218
Device Routing Invert Outlet Devices
#1 Discarded 233.00'1.480 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 235.00'30.0" Round Culvert L= 42.1' Ke= 0.500
Inlet / Outlet Invert= 235.00' / 230.50' S= 0.1069 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#3 Device 2 237.37'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 237.37 238.13 238.13 239.00
Width (feet) 1.00 1.00 7.00 7.00
Discarded OutFlow Max=0.18 cfs @ 13.70 hrs HW=235.83' (Free Discharge)
1=Exfiltration ( Controls 0.18 cfs)
Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=233.00' TW=0.00' (Dynamic Tailwater)
2=Culvert ( Controls 0.00 cfs)
3=Custom Weir/Orifice ( Controls 0.00 cfs)
Post Development
Type II 24-hr 1-Year Rainfall=3.10"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 11HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 6P: Oldcastle Tank #2
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)4
3
2
1
0
Inflow Area=85,407 sf
Peak Elev=235.83'
Storage=4,138 cf
4.37 cfs
0.18 cfs0.18 cfs
0.00 cfs
Post Development
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 12HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Infiltration Area 1 (STS)
Runoff = 4.64 cfs @ 11.96 hrs, Volume= 8,283 cf, Depth> 1.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-Year Rainfall=3.70"
Area (sf) CN Description
* 44,870 98 Impervious BUA
23,931 39 >75% Grass cover, Good, HSG A
68,801 77 Weighted Average
23,931 34.78% Pervious Area
44,870 65.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)5
4
3
2
1
0
Type II 24-hr
2-Year Rainfall=3.70"
Runoff Area=68,801 sf
Runoff Volume=8,283 cf
Runoff Depth>1.44"
Tc=5.0 min
CN=77
4.64 cfs
Post Development
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 13HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff = 6.01 cfs @ 11.96 hrs, Volume= 10,761 cf, Depth> 1.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-Year Rainfall=3.70"
Area (sf) CN Description
* 56,876 98 Impervious BUA
28,531 39 >75% Grass cover, Good, HSG A
85,407 78 Weighted Average
28,531 33.41% Pervious Area
56,876 66.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)6
5
4
3
2
1
0
Type II 24-hr
2-Year Rainfall=3.70"
Runoff Area=85,407 sf
Runoff Volume=10,761 cf
Runoff Depth>1.51"
Tc=5.0 min
CN=78
6.01 cfs
Post Development
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 14HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff = 0.63 cfs @ 11.96 hrs, Volume= 1,255 cf, Depth> 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-Year Rainfall=3.70"
Area (sf) CN Description
* 5,062 98 Impervious BUA
609 39 >75% Grass cover, Good, HSG A
5,671 92 Weighted Average
609 10.74% Pervious Area
5,062 89.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Type II 24-hr
2-Year Rainfall=3.70"
Runoff Area=5,671 sf
Runoff Volume=1,255 cf
Runoff Depth>2.66"
Tc=5.0 min
CN=92
0.63 cfs
Post Development
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 15HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 7R: Post Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 66.81% Impervious, Inflow Depth > 0.09" for 2-Year event
Inflow = 0.63 cfs @ 11.96 hrs, Volume= 1,255 cf
Outflow = 0.63 cfs @ 11.96 hrs, Volume= 1,255 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 7R: Post Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Inflow Area=159,879 sf
0.63 cfs0.63 cfs
Post Development
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 16HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 5P: Oldcastle Tank #1
Inflow Area = 68,801 sf, 65.22% Impervious, Inflow Depth > 1.44" for 2-Year event
Inflow = 4.64 cfs @ 11.96 hrs, Volume= 8,283 cf
Outflow = 0.07 cfs @ 18.64 hrs, Volume= 2,326 cf, Atten= 98%, Lag= 400.7 min
Discarded = 0.07 cfs @ 18.64 hrs, Volume= 2,326 cf
Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 228.25' @ 18.64 hrs Surf.Area= 4,148 sf Storage= 5,992 cf
Plug-Flow detention time= 225.5 min calculated for 2,326 cf (28% of inflow)
Center-of-Mass det. time= 134.1 min ( 929.2 - 795.1 )
Volume Invert Avail.Storage Storage Description
#1 224.00' 1,795 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 226.00' 7,446 cf Oldcastle_Storm_Capture SC1 4 x 17
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
9,241 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
224.00 2,244 0.0 0 0
226.00 2,244 40.0 1,795 1,795
Device Routing Invert Outlet Devices
#1 Discarded 224.00'0.740 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 226.00'24.0" Round Culvert L= 79.3' Ke= 0.500
Inlet / Outlet Invert= 226.00' / 225.60' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#3 Device 2 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 7.00 7.00
#4 Primary 221.75'24.0" Round Culvert L= 45.0' Ke= 0.500
Inlet / Outlet Invert= 221.75' / 219.50' S= 0.0500 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#5 Device 4 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 6.00 6.00
Discarded OutFlow Max=0.07 cfs @ 18.64 hrs HW=228.25' (Free Discharge)
1=Exfiltration ( Controls 0.07 cfs)
Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=224.00' TW=0.00' (Dynamic Tailwater)
2=Culvert ( Controls 0.00 cfs)
3=Custom Weir/Orifice ( Controls 0.00 cfs)
4=Culvert (Passes 0.00 cfs of 16.91 cfs potential flow)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
Post Development
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 17HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 5P: Oldcastle Tank #1
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)5
4
3
2
1
0
Inflow Area=68,801 sf
Peak Elev=228.25'
Storage=5,992 cf
4.64 cfs
0.07 cfs0.07 cfs
0.00 cfs
Post Development
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 18HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 6P: Oldcastle Tank #2
Inflow Area = 85,407 sf, 66.59% Impervious, Inflow Depth > 1.51" for 2-Year event
Inflow = 6.01 cfs @ 11.96 hrs, Volume= 10,761 cf
Outflow = 0.18 cfs @ 14.56 hrs, Volume= 5,669 cf, Atten= 97%, Lag= 155.7 min
Discarded = 0.18 cfs @ 14.56 hrs, Volume= 5,669 cf
Primary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 236.79' @ 14.56 hrs Surf.Area= 5,124 sf Storage= 6,344 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 139.3 min ( 932.3 - 793.0 )
Volume Invert Avail.Storage Storage Description
#1 233.00' 2,218 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 235.00' 9,198 cf Oldcastle_Storm_Capture SC1 4 x 21
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
11,416 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
233.00 2,772 0.0 0 0
235.00 2,772 40.0 2,218 2,218
Device Routing Invert Outlet Devices
#1 Discarded 233.00'1.480 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 235.00'30.0" Round Culvert L= 42.1' Ke= 0.500
Inlet / Outlet Invert= 235.00' / 230.50' S= 0.1069 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#3 Device 2 237.37'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 237.37 238.13 238.13 239.00
Width (feet) 1.00 1.00 7.00 7.00
Discarded OutFlow Max=0.18 cfs @ 14.56 hrs HW=236.79' (Free Discharge)
1=Exfiltration ( Controls 0.18 cfs)
Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=233.00' TW=0.00' (Dynamic Tailwater)
2=Culvert ( Controls 0.00 cfs)
3=Custom Weir/Orifice ( Controls 0.00 cfs)
Post Development
Type II 24-hr 2-Year Rainfall=3.70"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 19HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 6P: Oldcastle Tank #2
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)6
5
4
3
2
1
0
Inflow Area=85,407 sf
Peak Elev=236.79'
Storage=6,344 cf
6.01 cfs
0.18 cfs0.18 cfs
0.00 cfs
Post Development
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 20HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Infiltration Area 1 (STS)
Runoff = 8.58 cfs @ 11.96 hrs, Volume= 15,694 cf, Depth> 2.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-Year Rainfall=5.40"
Area (sf) CN Description
* 44,870 98 Impervious BUA
23,931 39 >75% Grass cover, Good, HSG A
68,801 77 Weighted Average
23,931 34.78% Pervious Area
44,870 65.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10-Year Rainfall=5.40"
Runoff Area=68,801 sf
Runoff Volume=15,694 cf
Runoff Depth>2.74"
Tc=5.0 min
CN=77
8.58 cfs
Post Development
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 21HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff = 10.96 cfs @ 11.96 hrs, Volume= 20,124 cf, Depth> 2.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-Year Rainfall=5.40"
Area (sf) CN Description
* 56,876 98 Impervious BUA
28,531 39 >75% Grass cover, Good, HSG A
85,407 78 Weighted Average
28,531 33.41% Pervious Area
56,876 66.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10-Year Rainfall=5.40"
Runoff Area=85,407 sf
Runoff Volume=20,124 cf
Runoff Depth>2.83"
Tc=5.0 min
CN=78
10.96 cfs
Post Development
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 22HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff = 0.97 cfs @ 11.96 hrs, Volume= 1,995 cf, Depth> 4.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-Year Rainfall=5.40"
Area (sf) CN Description
* 5,062 98 Impervious BUA
609 39 >75% Grass cover, Good, HSG A
5,671 92 Weighted Average
609 10.74% Pervious Area
5,062 89.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)1
0
Type II 24-hr
10-Year Rainfall=5.40"
Runoff Area=5,671 sf
Runoff Volume=1,995 cf
Runoff Depth>4.22"
Tc=5.0 min
CN=92
0.97 cfs
Post Development
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 23HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 7R: Post Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 66.81% Impervious, Inflow Depth > 1.15" for 10-Year event
Inflow = 5.89 cfs @ 12.06 hrs, Volume= 15,257 cf
Outflow = 5.89 cfs @ 12.06 hrs, Volume= 15,257 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 7R: Post Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)6
5
4
3
2
1
0
Inflow Area=159,879 sf
5.89 cfs5.89 cfs
Post Development
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 24HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 5P: Oldcastle Tank #1
Inflow Area = 68,801 sf, 65.22% Impervious, Inflow Depth > 2.74" for 10-Year event
Inflow = 8.58 cfs @ 11.96 hrs, Volume= 15,694 cf
Outflow = 3.71 cfs @ 12.06 hrs, Volume= 9,394 cf, Atten= 57%, Lag= 5.8 min
Discarded = 0.07 cfs @ 12.06 hrs, Volume= 2,581 cf
Primary = 3.64 cfs @ 12.06 hrs, Volume= 6,813 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 228.87' @ 12.06 hrs Surf.Area= 4,148 sf Storage= 7,137 cf
Plug-Flow detention time= 131.0 min calculated for 9,384 cf (60% of inflow)
Center-of-Mass det. time= 56.0 min ( 837.5 - 781.5 )
Volume Invert Avail.Storage Storage Description
#1 224.00' 1,795 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 226.00' 7,446 cf Oldcastle_Storm_Capture SC1 4 x 17
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
9,241 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
224.00 2,244 0.0 0 0
226.00 2,244 40.0 1,795 1,795
Device Routing Invert Outlet Devices
#1 Discarded 224.00'0.740 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 226.00'24.0" Round Culvert L= 79.3' Ke= 0.500
Inlet / Outlet Invert= 226.00' / 225.60' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#3 Device 2 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 7.00 7.00
#4 Primary 221.75'24.0" Round Culvert L= 45.0' Ke= 0.500
Inlet / Outlet Invert= 221.75' / 219.50' S= 0.0500 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#5 Device 4 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 6.00 6.00
Discarded OutFlow Max=0.07 cfs @ 12.06 hrs HW=228.87' (Free Discharge)
1=Exfiltration ( Controls 0.07 cfs)
Primary OutFlow Max=3.60 cfs @ 12.06 hrs HW=228.87' TW=0.00' (Dynamic Tailwater)
2=Culvert (Passes 1.82 cfs of 18.00 cfs potential flow)
3=Custom Weir/Orifice (Weir Controls 1.82 cfs @ 1.79 fps)
4=Culvert (Passes 1.78 cfs of 37.42 cfs potential flow)
5=Custom Weir/Orifice (Weir Controls 1.78 cfs @ 1.85 fps)
Post Development
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 25HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 5P: Oldcastle Tank #1
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)9
8
7
6
5
4
3
2
1
0
Inflow Area=68,801 sf
Peak Elev=228.87'
Storage=7,137 cf
8.58 cfs
3.71 cfs
0.07 cfs
3.64 cfs
Post Development
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 26HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 6P: Oldcastle Tank #2
Inflow Area = 85,407 sf, 66.59% Impervious, Inflow Depth > 2.83" for 10-Year event
Inflow = 10.96 cfs @ 11.96 hrs, Volume= 20,124 cf
Outflow = 2.33 cfs @ 12.11 hrs, Volume= 12,690 cf, Atten= 79%, Lag= 8.7 min
Discarded = 0.18 cfs @ 12.11 hrs, Volume= 6,240 cf
Primary = 2.15 cfs @ 12.11 hrs, Volume= 6,449 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 238.13' @ 12.11 hrs Surf.Area= 5,124 sf Storage= 9,405 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 61.7 min ( 841.3 - 779.6 )
Volume Invert Avail.Storage Storage Description
#1 233.00' 2,218 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 235.00' 9,198 cf Oldcastle_Storm_Capture SC1 4 x 21
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
11,416 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
233.00 2,772 0.0 0 0
235.00 2,772 40.0 2,218 2,218
Device Routing Invert Outlet Devices
#1 Discarded 233.00'1.480 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 235.00'30.0" Round Culvert L= 42.1' Ke= 0.500
Inlet / Outlet Invert= 235.00' / 230.50' S= 0.1069 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#3 Device 2 237.37'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 237.37 238.13 238.13 239.00
Width (feet) 1.00 1.00 7.00 7.00
Discarded OutFlow Max=0.18 cfs @ 12.11 hrs HW=238.12' (Free Discharge)
1=Exfiltration ( Controls 0.18 cfs)
Primary OutFlow Max=2.14 cfs @ 12.11 hrs HW=238.12' TW=0.00' (Dynamic Tailwater)
2=Culvert (Passes 2.14 cfs of 32.35 cfs potential flow)
3=Custom Weir/Orifice (Weir Controls 2.14 cfs @ 2.84 fps)
Post Development
Type II 24-hr 10-Year Rainfall=5.40"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 27HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 6P: Oldcastle Tank #2
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=85,407 sf
Peak Elev=238.13'
Storage=9,405 cf
10.96 cfs
2.33 cfs
0.18 cfs
2.15 cfs
Post Development
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 28HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Infiltration Area 1 (STS)
Runoff = 11.24 cfs @ 11.96 hrs, Volume= 20,862 cf, Depth> 3.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-Year Rainfall=6.50"
Area (sf) CN Description
* 44,870 98 Impervious BUA
23,931 39 >75% Grass cover, Good, HSG A
68,801 77 Weighted Average
23,931 34.78% Pervious Area
44,870 65.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25-Year Rainfall=6.50"
Runoff Area=68,801 sf
Runoff Volume=20,862 cf
Runoff Depth>3.64"
Tc=5.0 min
CN=77
11.24 cfs
Post Development
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 29HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff = 14.27 cfs @ 11.96 hrs, Volume= 26,621 cf, Depth> 3.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-Year Rainfall=6.50"
Area (sf) CN Description
* 56,876 98 Impervious BUA
28,531 39 >75% Grass cover, Good, HSG A
85,407 78 Weighted Average
28,531 33.41% Pervious Area
56,876 66.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25-Year Rainfall=6.50"
Runoff Area=85,407 sf
Runoff Volume=26,621 cf
Runoff Depth>3.74"
Tc=5.0 min
CN=78
14.27 cfs
Post Development
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 30HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff = 1.19 cfs @ 11.96 hrs, Volume= 2,480 cf, Depth> 5.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-Year Rainfall=6.50"
Area (sf) CN Description
* 5,062 98 Impervious BUA
609 39 >75% Grass cover, Good, HSG A
5,671 92 Weighted Average
609 10.74% Pervious Area
5,062 89.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)1
0
Type II 24-hr
25-Year Rainfall=6.50"
Runoff Area=5,671 sf
Runoff Volume=2,480 cf
Runoff Depth>5.25"
Tc=5.0 min
CN=92
1.19 cfs
Post Development
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 31HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 7R: Post Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 66.81% Impervious, Inflow Depth > 2.00" for 25-Year event
Inflow = 20.83 cfs @ 12.01 hrs, Volume= 26,684 cf
Outflow = 20.83 cfs @ 12.01 hrs, Volume= 26,684 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 7R: Post Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=159,879 sf
20.83 cfs20.83 cfs
Post Development
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 32HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 5P: Oldcastle Tank #1
Inflow Area = 68,801 sf, 65.22% Impervious, Inflow Depth > 3.64" for 25-Year event
Inflow = 11.24 cfs @ 11.96 hrs, Volume= 20,862 cf
Outflow = 10.34 cfs @ 11.99 hrs, Volume= 14,543 cf, Atten= 8%, Lag= 1.8 min
Discarded = 0.07 cfs @ 11.99 hrs, Volume= 2,721 cf
Primary = 10.27 cfs @ 11.99 hrs, Volume= 11,822 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 229.08' @ 11.99 hrs Surf.Area= 4,148 sf Storage= 7,537 cf
Plug-Flow detention time= 106.4 min calculated for 14,543 cf (70% of inflow)
Center-of-Mass det. time= 38.9 min ( 814.1 - 775.2 )
Volume Invert Avail.Storage Storage Description
#1 224.00' 1,795 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 226.00' 7,446 cf Oldcastle_Storm_Capture SC1 4 x 17
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
9,241 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
224.00 2,244 0.0 0 0
226.00 2,244 40.0 1,795 1,795
Device Routing Invert Outlet Devices
#1 Discarded 224.00'0.740 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 226.00'24.0" Round Culvert L= 79.3' Ke= 0.500
Inlet / Outlet Invert= 226.00' / 225.60' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#3 Device 2 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 7.00 7.00
#4 Primary 221.75'24.0" Round Culvert L= 45.0' Ke= 0.500
Inlet / Outlet Invert= 221.75' / 219.50' S= 0.0500 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#5 Device 4 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 6.00 6.00
Discarded OutFlow Max=0.07 cfs @ 11.99 hrs HW=229.08' (Free Discharge)
1=Exfiltration ( Controls 0.07 cfs)
Primary OutFlow Max=10.12 cfs @ 11.99 hrs HW=229.08' TW=0.00' (Dynamic Tailwater)
2=Culvert (Passes 5.29 cfs of 19.45 cfs potential flow)
3=Custom Weir/Orifice (Weir Controls 5.29 cfs @ 2.11 fps)
4=Culvert (Passes 4.83 cfs of 38.06 cfs potential flow)
5=Custom Weir/Orifice (Weir Controls 4.83 cfs @ 2.16 fps)
Post Development
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 33HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 5P: Oldcastle Tank #1
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=68,801 sf
Peak Elev=229.08'
Storage=7,537 cf
11.24 cfs
10.34 cfs
0.07 cfs
10.27 cfs
Post Development
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 34HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 6P: Oldcastle Tank #2
Inflow Area = 85,407 sf, 66.59% Impervious, Inflow Depth > 3.74" for 25-Year event
Inflow = 14.27 cfs @ 11.96 hrs, Volume= 26,621 cf
Outflow = 10.44 cfs @ 12.02 hrs, Volume= 18,959 cf, Atten= 27%, Lag= 3.5 min
Discarded = 0.18 cfs @ 12.02 hrs, Volume= 6,578 cf
Primary = 10.26 cfs @ 12.02 hrs, Volume= 12,381 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 238.58' @ 12.02 hrs Surf.Area= 5,124 sf Storage= 10,447 cf
Plug-Flow detention time= 106.5 min calculated for 18,939 cf (71% of inflow)
Center-of-Mass det. time= 40.9 min ( 814.3 - 773.3 )
Volume Invert Avail.Storage Storage Description
#1 233.00' 2,218 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 235.00' 9,198 cf Oldcastle_Storm_Capture SC1 4 x 21
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
11,416 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
233.00 2,772 0.0 0 0
235.00 2,772 40.0 2,218 2,218
Device Routing Invert Outlet Devices
#1 Discarded 233.00'1.480 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 235.00'30.0" Round Culvert L= 42.1' Ke= 0.500
Inlet / Outlet Invert= 235.00' / 230.50' S= 0.1069 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#3 Device 2 237.37'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 237.37 238.13 238.13 239.00
Width (feet) 1.00 1.00 7.00 7.00
Discarded OutFlow Max=0.18 cfs @ 12.02 hrs HW=238.58' (Free Discharge)
1=Exfiltration ( Controls 0.18 cfs)
Primary OutFlow Max=10.21 cfs @ 12.02 hrs HW=238.58' TW=0.00' (Dynamic Tailwater)
2=Culvert (Passes 10.21 cfs of 36.05 cfs potential flow)
3=Custom Weir/Orifice (Weir Controls 10.21 cfs @ 2.63 fps)
Post Development
Type II 24-hr 25-Year Rainfall=6.50"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 35HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 6P: Oldcastle Tank #2
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=85,407 sf
Peak Elev=238.58'
Storage=10,447 cf
14.27 cfs
10.44 cfs
0.18 cfs
10.26 cfs
Post Development
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 36HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Infiltration Area 1 (STS)
Runoff = 13.19 cfs @ 11.96 hrs, Volume= 24,738 cf, Depth> 4.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 50-Year Rainfall=7.30"
Area (sf) CN Description
* 44,870 98 Impervious BUA
23,931 39 >75% Grass cover, Good, HSG A
68,801 77 Weighted Average
23,931 34.78% Pervious Area
44,870 65.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50-Year Rainfall=7.30"
Runoff Area=68,801 sf
Runoff Volume=24,738 cf
Runoff Depth>4.31"
Tc=5.0 min
CN=77
13.19 cfs
Post Development
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 37HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff = 16.70 cfs @ 11.96 hrs, Volume= 31,482 cf, Depth> 4.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 50-Year Rainfall=7.30"
Area (sf) CN Description
* 56,876 98 Impervious BUA
28,531 39 >75% Grass cover, Good, HSG A
85,407 78 Weighted Average
28,531 33.41% Pervious Area
56,876 66.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50-Year Rainfall=7.30"
Runoff Area=85,407 sf
Runoff Volume=31,482 cf
Runoff Depth>4.42"
Tc=5.0 min
CN=78
16.70 cfs
Post Development
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 38HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff = 1.35 cfs @ 11.96 hrs, Volume= 2,835 cf, Depth> 6.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 50-Year Rainfall=7.30"
Area (sf) CN Description
* 5,062 98 Impervious BUA
609 39 >75% Grass cover, Good, HSG A
5,671 92 Weighted Average
609 10.74% Pervious Area
5,062 89.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)1
0
Type II 24-hr
50-Year Rainfall=7.30"
Runoff Area=5,671 sf
Runoff Volume=2,835 cf
Runoff Depth>6.00"
Tc=5.0 min
CN=92
1.35 cfs
Post Development
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 39HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 7R: Post Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 66.81% Impervious, Inflow Depth > 2.65" for 50-Year event
Inflow = 28.64 cfs @ 11.99 hrs, Volume= 35,363 cf
Outflow = 28.64 cfs @ 11.99 hrs, Volume= 35,363 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 7R: Post Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=159,879 sf
28.64 cfs28.64 cfs
Post Development
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 40HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 5P: Oldcastle Tank #1
Inflow Area = 68,801 sf, 65.22% Impervious, Inflow Depth > 4.31" for 50-Year event
Inflow = 13.19 cfs @ 11.96 hrs, Volume= 24,738 cf
Outflow = 12.96 cfs @ 11.97 hrs, Volume= 18,407 cf, Atten= 2%, Lag= 0.8 min
Discarded = 0.07 cfs @ 11.97 hrs, Volume= 2,829 cf
Primary = 12.88 cfs @ 11.97 hrs, Volume= 15,578 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 229.15' @ 11.97 hrs Surf.Area= 4,148 sf Storage= 7,659 cf
Plug-Flow detention time= 95.0 min calculated for 18,387 cf (74% of inflow)
Center-of-Mass det. time= 32.9 min ( 804.3 - 771.4 )
Volume Invert Avail.Storage Storage Description
#1 224.00' 1,795 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 226.00' 7,446 cf Oldcastle_Storm_Capture SC1 4 x 17
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
9,241 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
224.00 2,244 0.0 0 0
226.00 2,244 40.0 1,795 1,795
Device Routing Invert Outlet Devices
#1 Discarded 224.00'0.740 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 226.00'24.0" Round Culvert L= 79.3' Ke= 0.500
Inlet / Outlet Invert= 226.00' / 225.60' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#3 Device 2 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 7.00 7.00
#4 Primary 221.75'24.0" Round Culvert L= 45.0' Ke= 0.500
Inlet / Outlet Invert= 221.75' / 219.50' S= 0.0500 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#5 Device 4 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 6.00 6.00
Discarded OutFlow Max=0.07 cfs @ 11.97 hrs HW=229.15' (Free Discharge)
1=Exfiltration ( Controls 0.07 cfs)
Primary OutFlow Max=12.77 cfs @ 11.97 hrs HW=229.15' TW=0.00' (Dynamic Tailwater)
2=Culvert (Passes 6.71 cfs of 19.88 cfs potential flow)
3=Custom Weir/Orifice (Weir Controls 6.71 cfs @ 2.25 fps)
4=Culvert (Passes 6.06 cfs of 38.26 cfs potential flow)
5=Custom Weir/Orifice (Weir Controls 6.06 cfs @ 2.30 fps)
Post Development
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 41HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 5P: Oldcastle Tank #1
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=68,801 sf
Peak Elev=229.15'
Storage=7,659 cf
13.19 cfs
12.96 cfs
0.07 cfs
12.88 cfs
Post Development
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 42HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 6P: Oldcastle Tank #2
Inflow Area = 85,407 sf, 66.59% Impervious, Inflow Depth > 4.42" for 50-Year event
Inflow = 16.70 cfs @ 11.96 hrs, Volume= 31,482 cf
Outflow = 14.94 cfs @ 11.99 hrs, Volume= 23,752 cf, Atten= 11%, Lag= 2.1 min
Discarded = 0.18 cfs @ 11.99 hrs, Volume= 6,802 cf
Primary = 14.76 cfs @ 11.99 hrs, Volume= 16,950 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 238.75' @ 11.99 hrs Surf.Area= 5,124 sf Storage= 10,830 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 34.4 min ( 804.0 - 769.5 )
Volume Invert Avail.Storage Storage Description
#1 233.00' 2,218 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 235.00' 9,198 cf Oldcastle_Storm_Capture SC1 4 x 21
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
11,416 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
233.00 2,772 0.0 0 0
235.00 2,772 40.0 2,218 2,218
Device Routing Invert Outlet Devices
#1 Discarded 233.00'1.480 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 235.00'30.0" Round Culvert L= 42.1' Ke= 0.500
Inlet / Outlet Invert= 235.00' / 230.50' S= 0.1069 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#3 Device 2 237.37'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 237.37 238.13 238.13 239.00
Width (feet) 1.00 1.00 7.00 7.00
Discarded OutFlow Max=0.18 cfs @ 11.99 hrs HW=238.74' (Free Discharge)
1=Exfiltration ( Controls 0.18 cfs)
Primary OutFlow Max=14.60 cfs @ 11.99 hrs HW=238.74' TW=0.00' (Dynamic Tailwater)
2=Culvert (Passes 14.60 cfs of 37.29 cfs potential flow)
3=Custom Weir/Orifice (Weir Controls 14.60 cfs @ 2.90 fps)
Post Development
Type II 24-hr 50-Year Rainfall=7.30"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 43HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 6P: Oldcastle Tank #2
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=85,407 sf
Peak Elev=238.75'
Storage=10,830 cf
16.70 cfs
14.94 cfs
0.18 cfs
14.76 cfs
Post Development
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 44HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Infiltration Area 1 (STS)
Runoff = 15.40 cfs @ 11.96 hrs, Volume= 29,186 cf, Depth> 5.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-Year Rainfall=8.20"
Area (sf) CN Description
* 44,870 98 Impervious BUA
23,931 39 >75% Grass cover, Good, HSG A
68,801 77 Weighted Average
23,931 34.78% Pervious Area
44,870 65.22% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Infiltration Area 1 (STS)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100-Year Rainfall=8.20"
Runoff Area=68,801 sf
Runoff Volume=29,186 cf
Runoff Depth>5.09"
Tc=5.0 min
CN=77
15.40 cfs
Post Development
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 45HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff = 19.45 cfs @ 11.96 hrs, Volume= 37,050 cf, Depth> 5.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-Year Rainfall=8.20"
Area (sf) CN Description
* 56,876 98 Impervious BUA
28,531 39 >75% Grass cover, Good, HSG A
85,407 78 Weighted Average
28,531 33.41% Pervious Area
56,876 66.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Infiltration Area 2 (HPTC)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100-Year Rainfall=8.20"
Runoff Area=85,407 sf
Runoff Volume=37,050 cf
Runoff Depth>5.21"
Tc=5.0 min
CN=78
19.45 cfs
Post Development
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 46HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff = 1.53 cfs @ 11.96 hrs, Volume= 3,235 cf, Depth> 6.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-Year Rainfall=8.20"
Area (sf) CN Description
* 5,062 98 Impervious BUA
609 39 >75% Grass cover, Good, HSG A
5,671 92 Weighted Average
609 10.74% Pervious Area
5,062 89.26% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Drainage Area 3 (Driveway)
Runoff
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)1
0
Type II 24-hr
100-Year Rainfall=8.20"
Runoff Area=5,671 sf
Runoff Volume=3,235 cf
Runoff Depth>6.84"
Tc=5.0 min
CN=92
1.53 cfs
Post Development
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 47HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 7R: Post Combined
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 159,879 sf, 66.81% Impervious, Inflow Depth > 3.40" for 100-Year event
Inflow = 34.90 cfs @ 11.98 hrs, Volume= 45,306 cf
Outflow = 34.90 cfs @ 11.98 hrs, Volume= 45,306 cf, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Reach 7R: Post Combined
Inflow
Outflow
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=159,879 sf
34.90 cfs34.90 cfs
Post Development
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 48HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 5P: Oldcastle Tank #1
Inflow Area = 68,801 sf, 65.22% Impervious, Inflow Depth > 5.09" for 100-Year event
Inflow = 15.40 cfs @ 11.96 hrs, Volume= 29,186 cf
Outflow = 15.19 cfs @ 11.97 hrs, Volume= 22,841 cf, Atten= 1%, Lag= 0.7 min
Discarded = 0.07 cfs @ 11.97 hrs, Volume= 2,949 cf
Primary = 15.12 cfs @ 11.97 hrs, Volume= 19,892 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 229.20' @ 11.97 hrs Surf.Area= 4,148 sf Storage= 7,757 cf
Plug-Flow detention time= 86.5 min calculated for 22,841 cf (78% of inflow)
Center-of-Mass det. time= 29.1 min ( 796.7 - 767.6 )
Volume Invert Avail.Storage Storage Description
#1 224.00' 1,795 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 226.00' 7,446 cf Oldcastle_Storm_Capture SC1 4 x 17
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
9,241 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
224.00 2,244 0.0 0 0
226.00 2,244 40.0 1,795 1,795
Device Routing Invert Outlet Devices
#1 Discarded 224.00'0.740 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 226.00'24.0" Round Culvert L= 79.3' Ke= 0.500
Inlet / Outlet Invert= 226.00' / 225.60' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#3 Device 2 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 7.00 7.00
#4 Primary 221.75'24.0" Round Culvert L= 45.0' Ke= 0.500
Inlet / Outlet Invert= 221.75' / 219.50' S= 0.0500 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#5 Device 4 228.40'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 228.40 228.81 228.81 230.00
Width (feet) 1.50 1.50 6.00 6.00
Discarded OutFlow Max=0.07 cfs @ 11.97 hrs HW=229.20' (Free Discharge)
1=Exfiltration ( Controls 0.07 cfs)
Primary OutFlow Max=14.98 cfs @ 11.97 hrs HW=229.20' TW=0.00' (Dynamic Tailwater)
2=Culvert (Passes 7.89 cfs of 20.21 cfs potential flow)
3=Custom Weir/Orifice (Weir Controls 7.89 cfs @ 2.36 fps)
4=Culvert (Passes 7.09 cfs of 38.42 cfs potential flow)
5=Custom Weir/Orifice (Weir Controls 7.09 cfs @ 2.40 fps)
Post Development
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 49HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 5P: Oldcastle Tank #1
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=68,801 sf
Peak Elev=229.20'
Storage=7,757 cf
15.40 cfs
15.19 cfs
0.07 cfs
15.12 cfs
Post Development
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 50HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 6P: Oldcastle Tank #2
Inflow Area = 85,407 sf, 66.59% Impervious, Inflow Depth > 5.21" for 100-Year event
Inflow = 19.45 cfs @ 11.96 hrs, Volume= 37,050 cf
Outflow = 18.58 cfs @ 11.98 hrs, Volume= 29,266 cf, Atten= 4%, Lag= 1.3 min
Discarded = 0.18 cfs @ 11.98 hrs, Volume= 7,087 cf
Primary = 18.40 cfs @ 11.98 hrs, Volume= 22,179 cf
Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.02 hrs
Peak Elev= 238.87' @ 11.98 hrs Surf.Area= 5,124 sf Storage= 11,107 cf
Plug-Flow detention time= 86.1 min calculated for 29,235 cf (79% of inflow)
Center-of-Mass det. time= 30.1 min ( 795.9 - 765.7 )
Volume Invert Avail.Storage Storage Description
#1 233.00' 2,218 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 235.00' 9,198 cf Oldcastle_Storm_Capture SC1 4 x 21
Inside= 84.0"W x 48.0"H => 27.38 sf x 16.00'L = 438.0 cf
Outside= 96.0"W x 55.0"H => 36.67 sf x 16.00'L = 586.7 cf
11,416 cf Total Available Storage
Elevation Surf.Area Voids Inc.Store Cum.Store
(feet) (sq-ft) (%) (cubic-feet) (cubic-feet)
233.00 2,772 0.0 0 0
235.00 2,772 40.0 2,218 2,218
Device Routing Invert Outlet Devices
#1 Discarded 233.00'1.480 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 1.00'
#2 Primary 235.00'30.0" Round Culvert L= 42.1' Ke= 0.500
Inlet / Outlet Invert= 235.00' / 230.50' S= 0.1069 '/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#3 Device 2 237.37'Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Elev. (feet) 237.37 238.13 238.13 239.00
Width (feet) 1.00 1.00 7.00 7.00
Discarded OutFlow Max=0.18 cfs @ 11.98 hrs HW=238.86' (Free Discharge)
1=Exfiltration ( Controls 0.18 cfs)
Primary OutFlow Max=18.36 cfs @ 11.98 hrs HW=238.86' TW=0.00' (Dynamic Tailwater)
2=Culvert (Passes 18.36 cfs of 38.22 cfs potential flow)
3=Custom Weir/Orifice (Weir Controls 18.36 cfs @ 3.11 fps)
Post Development
Type II 24-hr 100-Year Rainfall=8.20"LRI Calculations
Printed 6/17/2019Prepared by Hewlett-Packard Company
Page 51HydroCAD® 10.00-19 s/n 08542 © 2016 HydroCAD Software Solutions LLC
Pond 6P: Oldcastle Tank #2
Inflow
Outflow
Discarded
Primary
Hydrograph
Time (hours)
2019181716151413121110987654321Flow (cfs)21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=85,407 sf
Peak Elev=238.87'
Storage=11,107 cf
19.45 cfs
18.58 cfs
0.18 cfs
18.40 cfs

Appendix F

Hydraflow Storm Sewers Modeling Results

Appendix G

Rip Rap Outlet Sizing Calculations

Outlet flowrate 7.14 cfs
Pipe diameter 24 inches
Outlet pipe slope 5 percent
Des. flow velocity 11.4 ft/sec
Zone from graph above =2
Outlet pipe diameter 24 in.Length =12.0 ft.
Outlet flowrate 7.1 cfs Width =6.0 ft.
Outlet velocity 11.4 ft/sec Stone diameter =6 in.
Material =Class B Thickness =22 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Special study required
Outlet Name & location: 1A
Project Name: 21 STS Operations Facilities
Project #: 1068
Date: 05/29/19Rip-rap Design Worksheet
11.4 ft/sec
0
5
10
15
20
25
012345678910Velocity (ft/sec)Pipe diameter (ft)
Figure 8.06.b.1
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
068_Fort Bragg_Rip Rap Outfall Protection_20190525.xls
5/29/2019
Outlet flowrate 1.82 cfs
Pipe diameter 24 inches
Outlet pipe slope 5 percent
Des. flow velocity 7.6 ft/sec
Zone from graph above =2
Outlet pipe diameter 24 in.Length =12.0 ft.
Outlet flowrate 1.8 cfs Width =6.0 ft.
Outlet velocity 7.6 ft/sec Stone diameter =6 in.
Material =Class B Thickness =22 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Special study required
Rip-rap Design Worksheet Date: 05/29/19
Project Name: 21 STS Operations Facilities
Project #: 1068
Outlet Name & location: 5B
7.6 ft/sec
0
5
10
15
20
25
012345678910Velocity (ft/sec)Pipe diameter (ft)
Figure 8.06.b.1
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
068_Fort Bragg_Rip Rap Outfall Protection_20190525.xls
5/29/2019
Outlet flowrate 2.14 cfs
Pipe diameter 30 inches
Outlet pipe slope 10.7 percent
Des. flow velocity 10.1 ft/sec
Zone from graph above =2
Outlet pipe diameter 30 in.Length =15.0 ft.
Outlet flowrate 2.1 cfs Width =7.5 ft.
Outlet velocity 10.1 ft/sec Stone diameter =6 in.
Material =Class B Thickness =22 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Special study required
Rip-rap Design Worksheet Date: 05/29/19
Project Name: 21 STS Operations Facilities
Project #: 1068
Outlet Name & location: 12B
10.1 ft/sec
0
5
10
15
20
25
012345678910Velocity (ft/sec)Pipe diameter (ft)
Figure 8.06.b.1
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
068_Fort Bragg_Rip Rap Outfall Protection_20190525.xls
5/29/2019
Outlet flowrate 0.97 cfs
Pipe diameter 15 inches
Outlet pipe slope 3.9 percent
Des. flow velocity 6.2 ft/sec
Zone from graph above =1
Outlet pipe diameter 15 in.Length =5.0 ft.
Outlet flowrate 1.0 cfs Width =3.8 ft.
Outlet velocity 6.2 ft/sec Stone diameter =3 in.
Material =Class A Thickness =9 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Special study required
Rip-rap Design Worksheet Date: 05/29/19
Project Name: 21 STS Operations Facilities
Project #: 1068
Outlet Name & location: 19
6.2 ft/sec
0
5
10
15
20
25
012345678910Velocity (ft/sec)Pipe diameter (ft)
Figure 8.06.b.1
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
068_Fort Bragg_Rip Rap Outfall Protection_20190525.xls
5/29/2019

Appendix H

EISA 438 Compliance

Maintaining Hydrology on Army Construction Projects

1

SECTION A: PROJECT INFORMATION

1. Installation/Activity Name

Name: STS Operations Center
City: Fort Bragg
State: North Carolina

2. Project Name

STS Operations Center
3. Project Street Address

N/A
4. GPS Coordinates of Approximate Center of
Site (from Google Earth)

Latitude: 37° 14’ 59.9” N
Longitude: 77° 19’ 27.5” W
5. Project Description

SOF STS Operations Facilities

6. DD1391 Project Number

7. Project Funding Source (e.g. MILCON, OMA,
etc.)

8. Installation Master Planner

Name:
Email:
Phone #:

9. USACE Geographic District

Wilmington District
10. USACE Project Manager

Name:
Email:
Phone #:

11. USACE or AE LID Designer of Record

Name: K.M. Jenkins, II
Email: N/A
Phone #: [phone]

Maintaining Hydrology on Army Construction Projects

2

SECTION B: EISA SECTION 438 LID CALCULATIONS
To be filled in by LID Designer of Record
(Reference UFC 3-210-10, Army LID Technical User Guide, and Army LID Planning Tool)

12. Project Limit of Disturbance (LOD) (acres)

3.95 acres

13. 95th Percentile Rainfall Depth (e.g. Baltimore,
1.6 inches)

1.8 (Fayetteville)

14. Pre-Project Site Runoff Curve Number

58, 58, 59

15. Pre-Project Runoff Volume (ft3)

93, 116, 8 (219 Total) increment

16. Post-Project Site Runoff Curve Number

98, 98, 98

17. Post-Project Runoff Volume (ft3)

5894, 7496, 687 (14,077 Total)

18. LID Volume Required to be Retained on Site
(Difference between pre-project and post-project
runoff, #17 - #15, ft3)

13,860

19. Total Volume Retained on Site by LID BMPs
(Infiltrated or Reused, ft3)

13,931

20. Does project comply with EISA? YES if
Runoff Volume Retained on site (#19) is greater
than or equal to Volume Required (#18).

If NO, provide justification in #25.

Yes

Note: The word “Retained” implies storm water is managed through infiltration to underlying
soils or rainwater harvesting/reuse.

Maintaining Hydrology on Army Construction Projects

3

SECTION C: LID BMPS IMPLEMENTED

21. BMP
Type

BMP Location
on Site
State Plane
Coordinates
(Northings and
Eastings)
BMP
Surface
Area (ft2)

Impervious
Area
Treated (ft2)

Volume of
Runoff
Retained (ft3)
BMP*
Cost
(000)

Infiltration 
Basin 1 
NW site, near Gena N: 515969.7 
E: 1998016.6 
2,244 ft2 44,870 ft2 6,263 ft3  
Infiltration 
Basin 2 
SW site N: 515650.2 
E: 1998117.0 
2,772 ft2 56,876 ft2 7,668 ft3  

*  LID BMP cost estimates are developed using the Army LID BMP Cost Estimator Tool. 

SECTION D: OTHER STORMWATER MANAGEMENT REQUIREMENTS

22. Name of Watershed (per State and/or EPA)
project is located in

Cape Fear River

23. If the installation/activity is required to comply
with Total Maximum Daily Load regulations?
N/A

24. Name of State and/or Local Stormwater
Management Regulatory Authority (e.g. Maryland
Department of the Environment)
State of North Carolina
Department of Environment and Natural
Resources
Division of Energy, Mineral and Land
Resources

SECTION E: TECHNICAL INFEASABILITY

25. If project does not fully comply with EISA,
attach a technical infeasibility report to this
reporting form.

Appendix I

Scaled Drainage Map

X XXXXXXX
SPECIAL TACTICSTEAM BUILDINGHUMAN PERFORMANCETRAINING CENTERSOLICITATION NO.:
DESIGNED BY:1ASIZE:
SUBMITTED BY:
CONTRACT NO.:CHECKED BY:
DRAWN BY:
ISSUE DATE:SHEET IDBCDEFG2345678910®US Army Corpsof EngineersU.S. ARMY CORPS OF ENGINEERS
DA101OVERALL DRAINAGE MAP
KJ
WSF
MHC
WSFLANDTECH
RESOURCES, INC.
ENGINEERING & SURVEYING CONSULTANTS
LRI
N
W912PM18C0013
FILE NAME:
TMKH_003_003_DA101.DWG
CATEGORY CODE:
141
DESCRIPTIONMARK DATEANSI D
W912PM-17-R-0007
01-04-19
WILMINGTON, NC 28403-1343
69 DARLINGTON AVE
WILMINGTON DISTRICT
TMKH 003 003
FT. BRAGG, NC
SOF STS OPERATIONS FACILITIES DRAINAGE AREA #1 (STS)TOTAL DRAINAGE AREA = 1.58 ACRES% IMPERVIOUS COVER = 65.2%PRE-DEVELOPMENT WEIGHTED CN = 58PRE-DEVELOPMENT TC = 15.6 Min.POST-DEVELOPMENT WEIGHTED CN = 77POST-DEVELOPMENT TC = 5 Min.DRAINAGE AREA #2 (HPTC)TOTAL DRAINAGE AREA = 1.96 ACRES% IMPERVIOUS COVER = 66.6%PRE-DEVELOPMENT WEIGHTED CN = 58PRE-DEVELOPMENT TC = 14.9 Min.POST-DEVELOPMENT WEIGHTED CN = 78POST-DEVELOPMENT TC = 5 Min.DRAINAGE AREA #3 (DRIVEWAY)TOTAL DRAINAGE AREA = 0.13 ACRES% IMPERVIOUS COVER = 89.3%PRE-DEVELOPMENT WEIGHTED CN = 59PRE-DEVELOPMENT TC = 16.7 Min.POST-DEVELOPMENT WEIGHTED CN = 92POST-DEVELOPMENT TC = 5 Min.D.A. 3-1D.A. 3-2BUILT UPON AREA TABLEBASIN INFORMATIONDRAINAGE AREA 1DRAINAGE AREA 2DRAINAGE AREA 3-1DRAINAGE AREA 3-2RECEIVING STREAM NAMETANK CREEKTANK CREEKTANK CREEKTANK CREEKSTREAM CLASSCCCCSTREAM INDEX NUMBER18-23-2718-23-2718-23-2718-23-27TOTAL DRAINAGE AREA (sf)688018540728192852ON-SITE DRAINAGE AREA (sf)688016184928192852OFF-SITE DRAINAGE AREA (sf)02355800PROPOSED IMPERVIOUS AREA (sf)448703331824002662% IMPERVIOUS (total)65.266.685.193.3BUILT UPON AREA TABLE (cont.)IMPERVIOUS SURFACEAREADRAINAGE AREA 1DRAINAGE AREA 2DRAINAGE AREA 3-1DRAINAGE AREA 3-2ON-SITE BUILDINGS (sf)287211745900ON-SITE STREETS (sf)130721325318062662ON-SITE PARKING (sf)3948144250ON-SITE SIDEWALKS (sf)263317421690OTHER ON-SITE (sf)505000FUTURE (sf)0000OFF-SITE (sf)02355800EXISTING BUA (sf)0000TOTAL (sf)448705687624002662ANSI D
W912PM-17-R-0007
01-04-19
WILMINGTON, NC 28403-1343
69 DARLINGTON AVE
WILMINGTON DISTRICT
TMKH 003 003
FT. BRAGG, NC
SOF STS OPERATIONS FACILITIES100% IFC SET / ASI-3 (16/12/19)3 ASI-3 16/12/193