SW6240702_Stormwater Report_20240924

STORMWATER REPORT
for
HIGHWAY 27 SELF - STORAGE
Prepared for:
T&L COATS, LLC
165 SOMMERVILLE PARK ROAD
RALEIGH, NC 27603
Underfoot Project #: C18020.00
1st Submittal: July 2, 2024
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_ 2024.07.02
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- Landon Lovelace, PE
1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
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ENGINEERING www.underfootengineering.com

underfoot 1149 Executive Circle-Suite C-1,Cary, NC 27511
919.576.9733 I NCBELS C-3847
: NGINEERING
TABLE OF CONTENTS
TABLE OF CONTENTS 1
1. INTRODUCTION AND BACKGROUND 3
1 .1 PROJECT INFORMATION AND DATA 3
1 .2 STORMWATER MANAGEMENT REQUIREMENTS 4
1 .3 PROJECT DESCRIPTION 5
2. STORMWATER CALCULATIONS 6
2.1 METHODOLOGY 6
2.2 CONCLUSIONS 7
APPENDIX A: MAPS A
APPENDIX B: SCM CALCULATIONS B
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I I underfoot 1149 Executive Circle-Suite C-1,Cary, NC 27511
919.576.9733 I NCBELS C-3847
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1 . INTRODUCTION AND BACKGROUND
1.1 PROJECT INFORMATION AND DATA
The Highway 27 Self-Storage project is is a 8.26 acre property on which a mixed use of
self-storage, commercial, and RV/boat storage has been constructed. The Harnett
County parcel identification number(s) (PIN(s)) for the site is 0690-85-8312, 0690-95-1317,
and 0690-95-3453.The property is located in Coats, NC at the intersection of NC Highway
27 and North Orange Street. The pre-development conditions of the site consisted of
primarily farm field,with a small number of dilapidated structures and minimal tree cover.
The existing topography of the site is very flat, and drainage exits the site at three (3)
separate POIs, at both northern corners and the southeastern corner of the site.
The property is located within the Town of Coats in Harnett County, zoned general
commercial for all existing parcels within the site. The site is in the Cape Fear Watershed
/ Upper Black River Sub Basin (HUC 030300060101). There are no FEMA mapped flood
plain per FIRM Panel 372006800J, effective date October 3, 2006. There is no buffered
stream, wetlands, or other environmental features on the property.
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_ underfoot 1149 Executive Circle-Suite C-1,Cary, NC 27511
_ 919.576.9733 I NCBELS C-3847
NGINEERING
1
.T E Stewart
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FIGURE 1: AERIAL VIEW OF THE SITE
1.2 STORMWATER MANAGEMENT REQUIREMENTS
This project is subject to the regulations set forth in the North Carolina Department of
Environmental Quality (NCDEQ) Post Construction Stormwater Program. As a high-density
project, the proposed development will be required to meet Chapter A-1 of the NCDEQ
Stormwater Design Manual treatment requirements. The purpose of this report is to
demonstrate the site's compliance with all stormwater regulations and to provide
supporting documentation to that effect. This project has been completed with an
authorization to construct (ATC) as a result of a previously approved fast track
application through the NCDEQ Stormwater program. After completion of construction,
it has been observed that the two SCMs (previously designed as infiltration basins) are
not functioning as intended, due to unexpected poor soil infiltration rates. The design for
both SCMs has been modified to be constructed wetlands, utilizing the existing footprint
of the infiltration basins and ensuring all design requirements are met for this primary SCM
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I II underfoot 1149 Executive Circle-Suite C-1,Cary, NC 27511
919.576.9733 I NCBELS C-3847
`' ENGINEERING
type. The Stormwater Runoff Control requirements of the Stormwater Program state that
the Minimum Design Criteria (MDC) for constructed wetlands is that they shall control and
treat the difference in stormwater runoff rate leaving the project site between the pre-
and post-development conditions for the 1-year, 24-hour storm. The design volume shall
be drawn down within 48 - 120 hours. Additionally, the SCMs must remove 85% total
suspended solids (TSS). Calculations were run to identify the peak flows for the design
storm under the existing conditions, as well as after the proposed build out for the point
of Interest. Two constructed wetlands will be used to mitigate the increase in run-off
associated with the proposed development. The following section outlines how all
stormwater requirements are being met.
1.3 PROJECT DESCRIPTION
The proposed development includes the necessary roadway, utility, and stormwater
infrastructure to construct this mixed use development as well as managed pervious
areas (open sapce / landscaping). The project site work has been completed in
compliance with Town of Coats, NCDEQ, NCDOT, Harnett County, and Harnet Regional
Water requirements as well as other regulatory agency requirements.
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I I underfoot 1149 Executive Circle-Suite C-1,Cary, NC 27511
919.576.9733 I NCBELS C-3847
1i ENGINEERING
2. STORMWATER CALCULATIONS
2.1 METHODOLOGY
This stormwater study was conducted using the natural drainage features and existing
impervious areas as depicted by an existing field survey provided by Joyner Piedmont
Surveying, as well as the proposed impervious areas based on the site design. Drainage
areas were based on field survey and GIS data and proposed development within those
drainage areas. The scope of work included the following analyses:
Hydrology:
Formulation of the 1-year peak flow for the pre-development and post-development
drainage areas were generated with HydroCAD. The SCS Method was used to develop
peak flows for the Type II, 24-hour storm events in the Town of Coats area. This method
requires three basic parameters: a weighted curve number (CN), Rainfall Depth (P), and
drainage area in acres (A). The curve number values, and drainage areas were
computed using information taken directly from the field survey and GIS information and
TR-55 Table of Curve Numbers. The rainfall depth was determined from the NOAA Atlas
14 rainfall data for Coats, NC.
Hydraulics:
Computer simulated reservoir routing of the 1-year, 2-year, 25-year, and 100-year design
storms utilized stage-storage and stage-discharge functions was completed in
HydraFlow. Stage-storage functions were derived from the proposed grading of the
proposed SCMs. A non-linear regression relation for surface area versus elevation was
derived for the SCM. This relation estimates the incremental volume of the basin to the
stage or elevation of the basin. Stage-discharge functions were developed to size the
proposed outlet structure for the SCM. The resulting pre-development and post-
development flows out of the proposed SCM and for untreated areas are then analyzed
to ensure that there is no increase in flow for the 1-yr design storm.
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I I underfoot 1149 Executive Circle-Suite C-1,Cary, NC 27511
919.576.9733 I NCBELS C-3847
11r ENGINEERING
The HydraFlow modeling results are provided as appendices to this report.
2.2 CONCLUSIONS
The final SCM design is based on the Simple Method for the First 1 " volume calculation
and NCDENR's SCM Manual account for the attenuation required to ensure that the site
meets the pre-post requirement for peak flow. Based on the routing study, the proposed
basin has sufficient volume to safely pass the 100-year storm without overtopping the
dam. The outlet was designed to discharge the runoff resulting from the first 1" of rainfall
over 2 to 5 days to meet water quality guidelines. There is no proposed increase in peak
runoff, for the site as a whole and at each study point, for the 1-yr design storm. Per the
SCM Manual, a wet detention basin removes 85% TSS, which meets the required 85% TSS
removal. Please refer to Appendices for all supporting calculations and documentation.
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APPENDIX A: MAPS
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1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 1919.576.9733
underfoot
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ENGINEERING www.underfootengineering.com

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Basemap Imagery Source:USGS National Map 2023

NOAA Atlas 14,Volume 2,Version 3
`0'- Location name:Coats,North Carolina, USA* '',,,u'',N
lt. Latitude:35.4131°,Longitude: -78.6668° .. none
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POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.432 0.508 0.586 0.651 0.724 0.779 0.831 0.879 0.935 0.984
(0.395-0.475) (0.465-0.557) (0.535-0.643) (0.594-0.713) (0.658-0.792) (0.706-0.852) (0.748-0.908) (0.787-0.960) (0.830-1.02) (0.866-1.08)
10-min 0.690 0.812 0.938 1.04 1.15 1.24 1.32 1.39 1.48 1.55
(0.631-0.758) (0.743-0.891) (0.858-1.03) (0.950-1.14) (1.05-1.26) (1.12-1.36) (1.19-1.44) (1.25-1.52) (1.31-1.62) (1.36-1.70)
15-min 0.863 1.02 1.19 1.32 1.46 1.57 1.67 I 1.76 1.86 1.94
(0.789-0.948) (0.934-1.12) (1.08-1.30) (1.20-1.44) (1.33-1.60) (1.42-1.72) (1.50-1.82) (1.57-1.92) (1.65-2.04) (1.71-2.13)
30-min 1.18 1.41 1.69 1.91 2.17 I 2.37 2.56 2.74 2.96 3.15
(1.08-1.30) (1.29-1.55) (1.54-1.85) (1.74-2.09) (1.97-2.37) (2.14-2.59) (2.30-2.79) (2.45-2.99) (2.63-3.24) (2.77-3.45)
60-min 1.48 1.77 2.16 2.48 I 2.88 3.21 3.52 3.84 4.25 4.60
(1.35-1.62) (1.62-1.94) (1.98-2.37) I (2.27-2.72) (2.62-3.16) 1 (2.90-3.50) (3.17-3.85) I (3.44-4.19) (3.77-4.65) (4.04-5.04)
2-hr 1.74 2.09 2.60 3.02 3.57 4.03 4.49 4.97 5.62 6.18
(1.57-1.93) (1.90-2.32) (2.35-2.88) (2.73-3.35) (3.20-3.96) (3.60-4.47) (3.99-4.97) (4.38-5.50) (4.91-6.21) (5.34-6.84)
3-hr1
1.84 2.22 2.77 3.25 3.88 4.42 I 4.98 I 5.58 6.41 7.14
(1.67-2.05) (2.02-2.47) (2.51-3.08) (2.94-3.61) (3.48-4.31) (3.95-4.91) (4.41-5.52) (4.90-6.18) (5.56-7.10) (6.12-7.91)
6-hr 2.19 2.65 3.30 3.88 4.66 5.32 6.02 6.76 7.81 8.73
I (2.00-2.43)_ (2.41-2.93) (3.00-3.65) (3.52-4.29) I (4.19-5.14) (4.76-5.87) (5.33-6.63) (5.93-7.44) (6.76-8.59) (7.45-9.62)
12-hr 2.58 3.11 3.90 4.61 5.57 6.41 7.29 8.24 9.61 10.8
(2.34-2.86) (2.83-3.45) (3.53-4.33) (4.16-5.11) (4.98-6.16) (5.69-7.07) (6.41-8.03) (7.17-9.08) (8.22-10.6) (9.12-11.9)
24-hr I 3.02 3.66 4.66 5.46 6.57 7.48 8.42 9.41 10.8 11.9
(2.77-3.29) (3.36-4.00) (4.27-5.09) (4.99-5.96) (5.98-7.18) (6.79-8.16) (7.62-9.19) (8.48-10.3) (9.67-11.8) (10.6-13.1)
2-day 3.53 4.26 5.39 6.28 7.52 8.53 9.58 10.7 12.2 13.5
(3.24-3.83) (3.92-4.63) (4.94-5.85) (5.75-6.82) (6.86-8.17) (7.75-9.27) (8.67-10.4) (9.62-11.6) (10.9-13.3) _(12.0-14.7)
3-day 3.75 4.52 5.68 6.60 7.88 8.91 9.98 11.1 12.7 13.9
(3.46-4.06) (4.18-4.89) (5.24-6.15) (6.07-7.14) (7.21-8.52) (8.12-9.64) (9.06-10.8) (10.0-12.0) (11.4-13.8) (12.5-15.2)
4-day 3.97 4.78 5.98 6.92 8.23 9.29 10.4 11.5 13.1 14.4
(3.68-4.28) (4.44-5.16) (5.52-6.44) (6.39-7.45) (7.56-8.87) (8.50-10.0) (9.46-11.2) (10.5-12.5) (11.8-14.2) (12.9-15.6)
7-day 4.59 5.51 6.80 7.82 9.23 10.4 11.5 12.7 14.4 15.7
(4.26-4.96) (5.10-5.95) (6.28-7.34) (7.21-8.43) (8.48-9.95) (9.48-11.2) (10.5-12.4) (11.6-13.8) (13.0-15.6) (14.1-17.1)
10-day 5.25 6.27 7.62 8.67 10.1 11.2 12.4 13.5 15.1 16.4
(4.91-5.62) (5.86-6.71) (7.10-8.16) `(8.06-9.27) (9.35-10.8) (10.4-12.0) (11.4-13.2) (12.4-14.5) (13.8-16.2) (14.9-17.6)
20-day 7.06 8.37 10.0 I 11.3 13.0 14.4 15.7 17.1 19.0 20.5
(6.58-7.56) (7.81-8.97) (9.32-10.7) (10.5-12.1) (12.1-13.9) (13.3-15.4) 1 (14.5-16.9) i (15.7-18.4) (17.4-20.4) (18.7-22.1)
30-day 8.79 10.4 12.2 13.6 15.4 I 16.8 1 18.2 19.7 21.5 23.0
(8.22-9.42) (9.71-11.1) (11.4-13.1) (12.7-14.6) (14.3-16.5) (15.6-18.0) (16.9-19.6) (18.2-21.1) (19.8-23.1) (21.1-24.7)
45-day 11.2 13.1 15.2 16.8 18.8 20.3 21.8 23.3 25.3 26.8
(10.5-11.9) (12.4-14.0) (14.3-16.2) (15.7-17.8) (17.6-20.0) (19.0-21.6) (20.4-23.3) (21.7-24.9) I (23.5-27.0) (24.8-28.7)
60-day 13.4 15.7 18.0 19.7 21.9 23.6 25.2 26.8 28.9 30.4
(12.6-14.2) (14.8-16.6) (16.9-19.1) (18.5-20.9) (20.6-23.3) I (22.1-25.0) I (23.6-26.8) (25.0-28.5) (26.9-30.8) (28.3-32.5)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.4131°, Longitude: -78.6668°
30 - _ I Average recurrence
interval
(years)
25 -
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2
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c 15 - — 25
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V
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— 200
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rl fV N f17 4 I� pO
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questionsnoaa.gov
Disclaimer

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
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Federal agencies, State
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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.nres.usda.gov/wps/portal/nres/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(202) 720-6382 (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
Harnett County, North Carolina 13
DoA—Dothan loamy sand, 0 to 2 percent slopes 13
NoB—Norfolk loamy sand, 2 to 6 percent slopes 14
References 16
4

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

Custom Soil Resource Report
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
6

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
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

Custom Soil Resource Report
Soil Map
M
711590 711630 711670 711710 711750 711790 711830 711870 711910 711950 711993
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3 3
Map Scale:1:2,000 if printed on A landscape(11"x 8.5")sheet.
Meters
N 0 25 50 100 150
Feet
0 50 100 200 300
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Harnett County,North Carolina
+ Saline Spot Survey Area Data: Version 21,Sep 13,2023
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 24,2022—May
31 Slide or Slip 9,2022
oa Sodic Spot 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.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
DoA Dothan loamy sand,0 to 2 16.0 90.3%
percent slopes
NoB Norfolk loamy sand,2 to 6 1.7 9.7%
percent slopes
Totals for Area of Interest 17.7 100.0%
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,
11

Custom Soil Resource Report
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
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.
12

Custom Soil Resource Report
Harnett County, North Carolina
DoA—Dothan loamy sand, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2wb8x
Elevation: 50 to 660 feet
Mean annual precipitation: 40 to 69 inches
Mean annual air temperature: 55 to 70 degrees F
Frost-free period: 190 to 310 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Dothan and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dothan
Setting
Landform: Interfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 7 inches: loamy sand
E- 7 to 13 inches: loamy sand
Bt- 13 to 40 inches: sandy clay loam
Btv-40 to 79 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table:About 36 to 59 inches
Frequency of flooding: None
Frequency of ponding: None
Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 6.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: B
Forage suitability group: Loamy and clayey soils on rises and knolls of mesic
uplands (G133AA321 FL)
Other vegetative classification: Loamy and clayey soils on rises and knolls of
mesic uplands (G133AA321FL)
Hydric soil rating: No
13

Custom Soil Resource Report
Minor Components
Norfolk
Percent of map unit: 7 percent
Landform: Interfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Fuquay
Percent of map unit:4 percent
Landform: Interfluves
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Goldsboro
Percent of map unit:4 percent
Landform: Interfluves
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
NoB—Norfolk loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2v75y
Elevation: 30 to 450 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
Minor components: 17 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Convex, linear
14

Custom Soil Resource Report
Across-slope shape: Convex, linear
Parent material: Loamy marine deposits
Typical profile
Ap- 0 to 8 inches: loamy sand
E- 8 to 14 inches: loamy sand
Bt- 14 to 65 inches: sandy clay loam
BC- 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
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 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Ecological site: F153AY030NC - Dry Loamy Rises and Flats
Hydric soil rating: No
Minor Components
Wag ram
Percent of map unit: 10 percent
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Riser, rise
Down-slope shape: Linear, convex
Across-slope shape: Convex
Ecological site: F153AY030NC - Dry Loamy Rises and Flats
Hydric soil rating: No
Goldsboro
Percent of map unit: 7 percent
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: F153AY040NC - Moist Loamy Rises and Flats
Hydric soil rating: No
15

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.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_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=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_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
17

APPENDIX B: SCM CALCULATIONS
millishi_,11.
111161111711 1 149 Executive Circle, Suite C-1 Cary, NC 27511
NCBELS # C-3847 , 919,576.9733
underfoot
Forward Thinking. Grounded Design.
ENGINEERING www.underfootengineering.com

EXISTING CONDITIONS
Project Name: Coats Mini Storage
Project Number: C18020
Date: 2024.05.30
Designed By: ZA
Checked By: LL
DRAINAGE AREA= PRE DA-1A
LAND COVER HSG CN AREA(SF) CN*Area AREA(AC)
Onsite Open Space (Fair) A 49 0 0 0.00
Onsite Open Space (Fair) B 69 85455 5896395 1.96
Offsite Open Space (Fair) B 69 7739 533991 0.18
Onsite Woods(Fair) A 36 0 0 0.00
Onsite Woods(Fair) B 60 118 7080 0.00
Onsite Impervious - 98 499 48902 0.01
Offsite Impervious - 98 4486 439628 0.10
98297 6925996 2.26
WEIGHTED CURVE NUMBER= 70
DRAINAGE AREA=PRE DA-1B
LAND COVER HSG CN AREA(SF) CN*Area AREA(AC)
Onsite Open Space (Fair) A 49 5381 263669 0.12
Onsite Open Space (Fair) B 69 26116 1802004 0.60
Offsite Open Space (Fair) A 49 1305 63945 0.03
Offsite Open Space (Fair) B 69 4073 281037 0.09
Onsite Woods(Fair) A 36 3918 141048 0.09
Onsite Woods(Fair) B 60 8128 487680 0.19
Onsite Impervious - 98 3273 320754 0.08
Offsite Impervious - 98 4279 419342 0.10
56473 3779479 1.30
WEIGHTED CURVE NUMBER= 67
DRAINAGE AREA=PRE DA-2A
LAND COVER HSG CN AREA(SF) CN*Area AREA(AC)
Onsite Open Space (Fair) B 69 127520 8798880 2.93
Offsite Open Space (Fair) B 69 14192 979248 0.33
Offsite Impervious - 98 9706 951188 0.22
151418 10729316 3.48
WEIGHTED CURVE NUMBER= 71
DRAINAGE AREA= PRE DA-3A
LAND COVER HSG CN AREA(SF) CN*Area AREA(AC)
Onsite Open Space (Fair) B 69 100185 6912765 2.30
Offsite Open Space (Fair) B 69 455 31395 0.01
Offsite Impervious - 98 66 6468 0.00
100706 6950628 2.31
WEIGHTED CURVE NUMBER= 69

POST DEVELOPMENT CONDITIONS
Project Name: Coats Mini Storage
Project Number: C18020
Date: 2024.05.30
Designed By: ZA
Checked By: LL
DRAINAGE AREA=Post DA-1A to SCM#2
LAND COVER HSG CN AREA(SF) CN*Area AREA(ACJ
Onsite Open Space(Fair) A 49 3374 165326 0.08
Onsite Open Space(Fair) B 69 27526 1899294 0.63
Offsite Open Space(Fair) B 69 322 22218 0.01
Onsite Impervious - 98 68526 6715548 1.57
Offsite Impervious - 98 856 83888 0.02
100604 8886274 2.31
WEIGHTED CURVE NUMBER= 88
DRAINAGE AREA=Post DA-1 B Undetained
LAND COVER HSG CN ' AREA(SF) CN*Area AREA(ACJ
Onsite Open Space(Fair) A 49 6276 307524 0.14
Onsite Open Space(Fair) B 69 26251 1811319 0.60
Offsite Open Space(Fair) A 49 1139 55811 0.03
Offsite Open Space(Fair) B 69 7054 486726 0.16
Onsite Impervious - 98 281 27538 0.01
Offsite Impervious - 98 12777 1252146 0.29
53778 3941064 1.23
WEIGHTED CURVE NUMBER= 73
DRAINAGE AREA=Post DA-2A Undetained
LAND COVER HSG CN AREA(SF) CN*Area AREA(ACJ
Onsite Open Space(Fair) B 69 15613 1077297 0.36
Offsite Open Space(Fair) B 69 6076 419244 0.14
Onsite Impervious - 98 1222 119756 0.03
Offsite Impervious - 98 13835 1355830 0.32
37885 3027938 0.87
WEIGHTED CURVE NUMBER= 80
DRAINAGE AREA=Post DA-3A to SCM#1
LAND COVER HSG CN 1 AREA(SF) CN*Area AREA(ACJ
Onsite Open Space(Fair) B 69 39281 2710389 0.90
Offsite Open Space(Fair) B 69 2425 167325 0.06
Onsite Impervious - 98 160633 15742034 3.69
Offsite Impervious - 98 1851 181398 0.04
204190 18801146 4.69
WEIGHTED CURVE NUMBER= 92
DRAINAGE AREA=Post DA-3B Undetained
LAND COVER HSG CN AREA(SF) CN*Area AREA(ACJ
Onsite Open Space(Fair) B 69 9802 676338 0.23
9802 676338 0.23
WEIGHTED CURVE NUMBER= 69

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
1 2 3 4 5 6 7 8 9
t702D CD CD" ap ELD E:3
10 1
vpi3
\ 12
\v/
14
Legend
Hyd. Origin Description
1 SCS Runoff DA 1 B-PRE
2 SCS Runoff DA 1A-PRE
3 SCS Runoff DA 1A-POST
4 SCS Runoff DA 1 B-POST
5 SCS Runoff DA 2A-PRE
6 SCS Runoff DA 2A-POST
7 SCS Runoff DA 3A-PRE
8 SCS Runoff DA 3A-POST
9 SCS Runoff DA 3B-POST
10 Combine PRE DA1 COMBINED
11 Reservoir POST DA-3A Routed
12 Combine POST DA3 TOTAL
13 Reservoir DA 1A POST Routed
14 Combine POST DA1 TOTAL
Project: Updated SCM Routing.gpw Thursday, 06/6/2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
I
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 0.958 1.646 2.872 3.946 5.540 6.926 8.396 DA 1 B-PRE
2 SCS Runoff 1.680 2.727 4.562 6.170 8.536 10.55 12.67 DA 1A-PRE
3 SCS Runoff 7.062 9.188 12.52 15.19 18.87 21.86 24.95 DA 1A-POST
4 SCS Runoff 1.804 2.696 4.206 5.487 7.372 8.952 10.60 DA 1 B-POST
5 SCS Runoff 2.552 4.087 6.764 9.074 12.48 15.38 18.42 DA 2A-PRE
6 SCS Runoff 1.868 2.587 3.792 4.781 6.168 7.311 8.493 DA 2A-POST
7 SCS Runoff 1.751 2.877 4.859 6.621 9.206 11.41 13.73 DA 3A-PRE
8 SCS Runoff 16.54 20.86 27.57 32.90 40.25 46.23 52.40 DA 3A-POST
9 SCS Runoff 0.256 0.408 0.671 0.897 1.227 1.514 1.816 DA 3B-POST
10 Combine 1,2, 2.550 4.237 7.213 9.815 13.70 17.01 20.51 PRE DA1 COMBINED
11 Reservoir 8 1.201 7.514 15.42 17.17 25.80 33.43 40.52 POST DA-3A Routed
12 Combine 9, 11 1.227 7.641 15.92 17.64 26.79 34.63 41.95 POST DA3 TOTAL
13 Reservoir 3 0.447 1.790 7.646 13.21 18.22 20.98 23.89 DA 1A POST Routed
14 Combine 4, 13 1.844 3.123 10.83 18.69 25.52 29.79 34.28 POST DA1 TOTAL
Proj. file: Updated SCM Routing.gpw Thursday, 06/6/2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.958 2 722 2,895 DA 1 B-PRE
2 SCS Runoff 1.680 2 726 5,951 DA 1A-PRE
3 SCS Runoff 7.062 2 716 14,433 DA 1A-POST
4 SCS Runoff 1.804 2 718 3,640 DA 1 B-POST
5 SCS Runoff 2.552 2 728 9,926 DA 2A-PRE
6 SCS Runoff 1.868 2 718 3,745 DA 2A-POST
7 SCS Runoff 1.751 2 724 5,563 DA 3A-PRE
8 SCS Runoff 16.54 2 716 34,795 DA 3A-POST
9 SCS Runoff 0.256 2 718 533 DA 3B-POST
10 Combine 2.550 2 724 8,846 1,2, PRE DA1 COMBINED
11 Reservoir 1.201 2 750 34,157 8 191.71 20,470 POST DA-3A Routed
12 Combine 1.227 2 750 34,690 9, 11 POST DA3 TOTAL
13 Reservoir 0.447 2 760 13,882 3 194.36 8,391 DA 1A POST Routed
14 Combine 1.844 2 718 17,522 4, 13 POST DA1 TOTAL
Updated SCM Routing.gpw Return Period: 1 Year Thursday, 06/6/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 1
DA 1B - PRE
Hydrograph type = SCS Runoff Peak discharge = 0.958 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 2,895 cuft
Drainage area = 1.300 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1B - PRE
Q (cfs) Hyd. No. 1 -- 1 Year Q(cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 1
DA 1 B - PRE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.200 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.66 0.00 0.00
Land slope (%) = 1.69 0.00 0.00
Travel Time (min) = 9.80 + 0.00 + 0.00 = 9.80
Shallow Concentrated Flow
Flow length (ft) = 158.00 0.00 0.00
Watercourse slope (%) = 4.98 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.60 0.00 0.00
Travel Time (min) = 0.73 + 0.00 + 0.00 = 0.73
Channel Flow
X sectional flow area (sqft) = 15.00 0.00 0.00
Wetted perimeter(ft) = 7.00 0.00 0.00
Channel slope (%) = 5.00 0.00 0.00
Manning's n-value = 0.040 0.015 0.015
Velocity (ft/s) =13.88
0.00
0.00
Flow length (ft) ({0})51.0 0.0 0.0
Travel Time (min) = 0.06 + 0.00 + 0.00 = 0.06
Total Travel Time, Tc 10.60 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 2
DA1A - PRE
Hydrograph type = SCS Runoff Peak discharge = 1.680 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 5,951 cuft
Drainage area = 2.260 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.99 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1A - PRE
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
2.00 2.00
1.00 - 1.00
0.00 - \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 2
DA 1A - PRE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.200 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.66 0.00 0.00
Land slope (%) = 0.43 0.00 0.00
Travel Time (min) = 16.94 + 0.00 + 0.00 = 16.94
Shallow Concentrated Flow
Flow length (ft) = 228.00 0.00 0.00
Watercourse slope (%) = 1.37 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.89 0.00 0.00
Travel Time (min) = 2.01 + 0.00 + 0.00 = 2.01
Channel Flow
X sectional flow area (sqft) = 10.00 0.00 0.00
Wetted perimeter(ft) = 7.00 0.00 0.00
Channel slope (%) = 5.00 0.00 0.00
Manning's n-value = 0.040 0.015 0.015
Velocity (ft/s) =10.58
0.00
0.00
Flow length (ft) ({0})654.0 0.0 0.0
Travel Time (min) = 1.03 + 0.00 + 0.00 = 1.03
Total Travel Time, Tc 19.99 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 3
DA 1A - POST
Hydrograph type = SCS Runoff Peak discharge = 7.062 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 14,433 cuft
Drainage area = 2.310 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 A - POST
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
8.00 - 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 4
DA 1 B - POST
Hydrograph type = SCS Runoff Peak discharge = 1.804 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,640 cuft
Drainage area = 1.230 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 B - POST
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
2.00 - 2.00
•
1.00 - •
1.00
•
•
0.00 � 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 5
DA 2A - PRE
Hydrograph type = SCS Runoff Peak discharge = 2.552 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 9,926 cuft
Drainage area = 3.480 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - PRE
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
3.00 i 3.00
2.00 2.00
1.00 - 1.00
0.00 \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 5
DA 2A - PRE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.200 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.66 0.00 0.00
Land slope (%) = 0.81 0.00 0.00
Travel Time (min) = 13.15 + 0.00 + 0.00 = 13.15
Shallow Concentrated Flow
Flow length (ft) = 601.00 0.00 0.00
Watercourse slope (%) = 0.73 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.38 0.00 0.00
Travel Time (min) = 7.27 + 0.00 + 0.00 = 7.27
Channel Flow
X sectional flow area (sqft) = 6.00 0.00 0.00
Wetted perimeter(ft) = 4.00 0.00 0.00
Channel slope (%) = 0.20 0.00 0.00
Manning's n-value = 0.040 0.015 0.015
Velocity (ft/s) =2.19
0.00
0.00
Flow length (ft) ({0})56.0 0.0 0.0
Travel Time (min) = 0.43 + 0.00 + 0.00 = 0.43
Total Travel Time, Tc 20.80 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 6
DA 2A - POST
Hydrograph type = SCS Runoff Peak discharge = 1.868 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,745 cuft
Drainage area = 0.870 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - POST
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - s - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 7
DA 3A - PRE
Hydrograph type = SCS Runoff Peak discharge = 1.751 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 5,563 cuft
Drainage area = 2.310 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - PRE
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
2.00 i 2.00
•
•
1.00 - •
•
1.00
•
•
•
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

14
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. No. 7
DA 3A - PRE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.200 0.011 0.011
Flow length (ft) = 75.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.66 0.00 0.00
Land slope (%) = 1.19 0.00 0.00
Travel Time (min) = 11.28 + 0.00 + 0.00 = 11.28
Shallow Concentrated Flow
Flow length (ft) = 504.00 0.00 0.00
Watercourse slope (%) = 1.22 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.78 0.00 0.00
Travel Time (min) = 4.71 + 0.00 + 0.00 = 4.71
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter(ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 16.00 min

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 8
DA 3A - POST
Hydrograph type = SCS Runoff Peak discharge = 16.54 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 34,795 cuft
Drainage area = 4.690 ac Curve number = 92
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - POST
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
1
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 9
DA 3B - POST
Hydrograph type = SCS Runoff Peak discharge = 0.256 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 533 cuft
Drainage area = 0.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3B - POST
Q (cfs) Hyd. No. 9-- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
::: t
0.05
— ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 10
PRE DA1 COMBINED
Hydrograph type = Combine Peak discharge = 2.550 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 8,846 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 3.560 ac
PRE DA1 COMBINED
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 - 1.00
I L
0.00 - _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 1 Hyd No. 2

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 11
POST DA-3A Routed
Hydrograph type = Reservoir Peak discharge = 1.201 cfs
Storm frequency = 1 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 34,157 cuft
Inflow hyd. No. = 8 - DA 3A - POST Max. Elevation = 191.71 ft
Reservoir name = SCM #1 Max. Storage = 20,470 cuft
Storage Indication method used.
POST DA-3A Routed
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760
Time (min)
Hyd No. 11 Hyd No. 8 111111111 Total storage used = 20,470 cuft

Pond Report 19
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Pond No. 1 - SCM #1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=190.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 190.00 10,521 0 0
1.00 191.00 12,106 11,303 11,303
2.00 192.00 13,757 12,921 24,225
3.00 193.00 15,481 14,609 38,834
3.60 193.60 16,554 9,608 48,441
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 2.00 4.00 0.00 Crest Len(ft) = 20.00 20.00 0.00 0.00
Span(in) = 18.00 2.00 12.00 0.00 Crest El.(ft) = 191.70 192.40 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 188.00 190.00 191.25 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 83.50 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.20 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 190.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.10 1,130 190.10 9.51 ic 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.015
0.20 2,261 190.20 9.51 ic 0.04 is 0.00 --- 0.00 0.00 --- --- --- 0.036
0.30 3,391 190.30 9.51 ic 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- 0.049
0.40 4,521 190.40 9.51 ic 0.06 is 0.00 --- 0.00 0.00 --- --- --- --- 0.059
0.50 5,652 190.50 9.51 ic 0.07 is 0.00 --- 0.00 0.00 --- --- --- 0.068
0.60 6,782 190.60 9.51 ic 0.08 is 0.00 --- 0.00 0.00 --- --- --- 0.075
0.70 7,912 190.70 9.51 ic 0.08 is 0.00 --- 0.00 0.00 --- --- --- --- 0.082
0.80 9,042 190.80 9.51 ic 0.09 is 0.00 --- 0.00 0.00 --- --- --- 0.089
0.90 10,173 190.90 9.51 ic 0.09 is 0.00 --- 0.00 0.00 --- --- --- 0.095
1.00 11,303 191.00 9.51 ic 0.10 is 0.00 --- 0.00 0.00 --- --- --- --- 0.101
1.10 12,595 191.10 9.51 ic 0.11 is 0.00 --- 0.00 0.00 --- --- --- --- 0.106
1.20 13,887 191.20 9.51 ic 0.11 is 0.00 --- 0.00 0.00 --- --- --- 0.111
1.30 15,180 191.30 9.51 ic 0.12 is 0.04 is --- 0.00 0.00 --- --- --- --- 0.154
1.40 16,472 191.40 9.51 ic 0.12 is 0.20 is --- 0.00 0.00 --- --- --- --- 0.318
1.50 17,764 191.50 9.51 ic 0.13 is 0.43 is --- 0.00 0.00 --- --- --- 0.551
1.60 19,056 191.60 9.51 ic 0.13 is 0.69 is --- 0.00 0.00 --- --- --- 0.817
1.70 20,348 191.70 9.51 ic 0.13 is 0.85 is --- 0.00 0.00 --- --- --- --- 0.988
1.80 21,640 191.80 9.51 ic 0.14 is 0.99 is --- 2.11 0.00 --- --- --- --- 3.238
1.90 22,932 191.90 9.51 ic 0.14 is 1.12 is --- 5.96 0.00 --- --- --- --- 7.219
2.00 24,225 192.00 12.28 is 0.11 is 1.23 ic --- 10.94 0.00 --- --- --- --- 12.28
2.10 25,685 192.10 15.07 oc 0.05 ic 0.72 ic --- 14.30 s 0.00 --- --- --- --- 15.07
2.20 27,146 192.20 15.50 oc 0.03 ic 0.53 ic --- 14.93 s 0.00 --- --- --- --- 15.49
2.30 28,607 192.30 15.80 oc 0.03 ic 0.41 ic --- 15.35 s 0.00 --- --- --- --- 15.79
2.40 30,068 192.40 16.06 oc 0.02 ic 0.34 ic --- 15.68 s 0.00 --- --- --- --- 16.04
2.50 31,529 192.50 16.29 oc 0.02 ic 0.28 ic --- 15.97 s 1.64 --- --- --- --- 17.92
2.60 32,990 192.60 16.51 oc 0.02 ic 0.25 ic --- 16.24 s 4.65 --- --- --- --- 21.15
2.70 34,451 192.70 16.72 oc 0.01 ic 0.21 ic --- 16.48 s 8.54 --- --- --- --- 25.25
2.80 35,912 192.80 16.93 oc 0.01 ic 0.19 ic --- 16.71 s 13.16 --- --- --- --- 30.07
2.90 37,373 192.90 17.13 oc 0.01 ic 0.17 ic --- 16.89 s 18.39 --- --- --- --- 35.46
3.00 38,834 193.00 17.33 oc 0.01 ic 0.15 ic --- 17.12 s 24.17 --- --- --- --- 41.45
3.06 39,794 193.06 17.44 oc 0.01 ic 0.14 ic --- 17.21 s 27.88 --- --- --- --- 45.25
3.12 40,755 193.12 17.56 oc 0.01 ic 0.14 ic --- 17.35 s 31.77 --- --- --- --- 49.27
3.18 41,716 193.18 17.68 oc 0.01 ic 0.13 ic --- 17.48 s 35.82 --- --- --- --- 53.44
3.24 42,677 193.24 17.79 oc 0.01 ic 0.12 ic --- 17.64 s 40.03 --- --- --- --- 57.80
3.30 43,637 193.30 17.90 oc 0.01 ic 0.12 ic --- 17.67 s 44.40 --- --- --- --- 62.20
3.36 44,598 193.36 18.02 oc 0.01 ic 0.11 ic --- 17.88 s 48.91 --- --- --- --- 66.91
3.42 45,559 193.42 18.13 oc 0.01 ic 0.11 ic --- 18.01 s 53.57 --- --- --- --- 71.69
Continues on next page...

20
SCM#1
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.48 46,520 193.48 18.24 oc 0.01 is 0.10 is --- 18.07 s 58.36 --- --- 76.55
3.54 47,481 193.54 18.35 oc 0.01 is 0.10 is --- 18.23 s 63.29 --- --- --- 81.63
3.60 48,441 193.60 18.46 oc 0.01 is 0.10 is --- 18.35 s 68.36 --- --- --- --- 86.81
...End

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 12
POST DA3 TOTAL
Hydrograph type = Combine Peak discharge = 1.227 cfs
Storm frequency = 1 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 34,690 cuft
Inflow hyds. = 9, 11 Contrib. drain. area = 0.230 ac
POST DA3 TOTAL
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 12 Hyd No. 9 Hyd No. 11

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 13
DA 1A POST Routed
Hydrograph type = Reservoir Peak discharge = 0.447 cfs
Storm frequency = 1 yrs Time to peak = 760 min
Time interval = 2 min Hyd. volume = 13,882 cuft
Inflow hyd. No. = 3 - DA 1A - POST Max. Elevation = 194.36 ft
Reservoir name = SCM #2 Max. Storage = 8,391 cuft
Storage Indication method used.
DA 1A POST Routed
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
8.00 - 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 13 Hyd No. 3 111111111 Total storage used = 8,391 cuft

Pond Report 23
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Pond No. 2 - SCM #2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=193.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 193.00 5,433 0 0
1.00 194.00 6,398 5,908 5,908
2.00 195.00 7,421 6,902 12,811
3.00 196.00 8,501 7,954 20,765
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 1.25 6.00 0.00 Crest Len(ft) = 20.00 20.00 0.00 0.00
Span(in) = 18.00 1.25 12.00 0.00 Crest El.(ft) = 194.75 194.80 0.00 0.00
No.Barrels = 1 1 3 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 190.00 193.00 194.25 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 74.80 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 2.68 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 193.00 0.00 0.00 0.00 --- 0.00 0.00 0.000
0.10 591 193.10 12.76 ic 0.01 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.009
0.20 1,182 193.20 12.76 ic 0.02 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.016
0.30 1,773 193.30 12.76 is 0.02 is 0.00 --- 0.00 0.00 --- 0.020
0.40 2,363 193.40 12.76 is 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- 0.024
0.50 2,954 193.50 12.76 is 0.03 is 0.00 --- 0.00 0.00 --- --- --- --- 0.027
0.60 3,545 193.60 12.76 is 0.03 is 0.00 --- 0.00 0.00 --- 0.030
0.70 4,136 193.70 12.76 is 0.03 is 0.00 --- 0.00 0.00 --- 0.033
0.80 4,727 193.80 12.76 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.035
0.90 5,318 193.90 12.76 is 0.04 is 0.00 --- 0.00 0.00 --- 0.038
1.00 5,908 194.00 12.76 is 0.04 is 0.00 --- 0.00 0.00 --- 0.040
1.10 6,599 194.10 12.76 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.042
1.20 7,289 194.20 12.76 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.044
1.30 7,979 194.30 12.76 is 0.05 is 0.11 is --- 0.00 0.00 --- --- 0.160
1.40 8,669 194.40 12.76 is 0.05 is 0.59 is --- 0.00 0.00 --- --- --- --- 0.641
1.50 9,360 194.50 12.76 is 0.05 is 1.28 is --- 0.00 0.00 --- --- --- --- 1.326
1.60 10,050 194.60 12.76 is 0.05 is 2.12 ic --- 0.00 0.00 --- --- --- --- 2.166
1.70 10,740 194.70 12.76 is 0.05 is 3.08 ic --- 0.00 0.00 --- --- --- --- 3.136
1.80 11,430 194.80 12.76 is 0.05 is 3.96 ic --- 0.74 0.00 --- --- --- --- 4.755
1.90 12,121 194.90 12.76 is 0.06 is 4.57 ic --- 3.87 1.65 --- --- --- --- 10.14
2.00 12,811 195.00 13.49 is 0.05 is 5.11 ic --- 8.32 4.65 --- --- --- --- 18.14
2.10 13,606 195.10 17.16 is 0.02 is 3.83 ic --- 13.31 s 8.54 --- --- --- --- 25.71
2.20 14,402 195.20 17.64 is 0.02 is 2.79 ic --- 14.83 s 13.15 --- --- --- --- 30.80
2.30 15,197 195.30 17.96 is 0.01 is 2.20 ic --- 15.74 s 18.38 --- --- --- --- 36.34
2.40 15,992 195.40 18.22 is 0.01 is 1.81 ic --- 16.40 s 24.17 --- --- --- --- 42.39
2.50 16,788 195.50 18.46 is 0.01 is 1.52 ic --- 16.92 s 30.45 --- --- --- --- 48.90
2.60 17,583 195.60 18.67 is 0.01 is 1.31 ic --- 17.34 s 37.21 --- --- --- --- 55.86
2.70 18,379 195.70 18.88 is 0.01 is 1.14 ic --- 17.72 s 44.40 --- --- --- --- 63.26
2.80 19,174 195.80 19.08 is 0.01 is 1.01 ic --- 18.05 s 52.00 --- --- --- --- 71.07
2.90 19,970 195.90 19.28 is 0.01 is 0.90 ic --- 18.35 s 60.00 --- --- --- --- 79.26
3.00 20,765 196.00 19.47 is 0.00 is 0.82 ic --- 18.61 s 68.36 --- --- --- --- 87.79

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 14
POST DA1 TOTAL
Hydrograph type = Combine Peak discharge = 1.844 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 17,522 cuft
Inflow hyds. = 4, 13 Contrib. drain. area = 1.230 ac
POST DA1 TOTAL
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
2.00 - - 2.00
1.00 - 1.00
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 13

25
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 1.646 2 722 4,581 DA 1 B-PRE
2 SCS Runoff 2.727 2 726 9,092 DA 1A-PRE
3 SCS Runoff 9.188 2 716 18,985 DA 1A-POST
4 SCS Runoff 2.696 2 718 5,393 DA 1 B-POST
5 SCS Runoff 4.087 2 728 15,003 DA 2A-PRE
6 SCS Runoff 2.587 2 716 5,223 DA 2A-POST
7 SCS Runoff 2.877 2 724 8,594 DA 3A-PRE
8 SCS Runoff 20.86 2 716 44,532 DA 3A-POST
9 SCS Runoff 0.408 2 718 823 DA 3B-POST
10 Combine 4.237 2 724 13,673 1,2, PRE DA1 COMBINED
11 Reservoir 7.514 2 724 43,882 8 191.91 23,008 POST DA-3A Routed
12 Combine 7.641 2 724 44,705 9, 11 POST DA3 TOTAL
13 Reservoir 1.790 2 726 18,423 3 194.56 9,741 DA 1A POST Routed
14 Combine 3.123 2 720 23,816 4, 13 POST DA1 TOTAL
Updated SCM Routing.gpw Return Period: 2 Year Thursday, 06/6/2024

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 1
DA 1B - PRE
Hydrograph type = SCS Runoff Peak discharge = 1.646 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 4,581 cuft
Drainage area = 1.300 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1B - PRE
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
2.00 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 2
DA1A - PRE
Hydrograph type = SCS Runoff Peak discharge = 2.727 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 9,092 cuft
Drainage area = 2.260 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.99 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1A - PRE
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
3.00 3.00
•
2.00 •
2.00
•
1.00 - •
1.00
•
•
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 3
DA 1A - POST
Hydrograph type = SCS Runoff Peak discharge = 9.188 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 18,985 cuft
Drainage area = 2.310 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 A - POST
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 4
DA 1 B - POST
Hydrograph type = SCS Runoff Peak discharge = 2.696 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 5,393 cuft
Drainage area = 1.230 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 B - POST
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
3.00 3.00
•
2.00 •
2.00
•
1.00 - •
1.00
•
•
0.00 - s - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 5
DA 2A - PRE
Hydrograph type = SCS Runoff Peak discharge = 4.087 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 15,003 cuft
Drainage area = 3.480 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - PRE
Q (cfs) Hyd. No. 5-- 2 Year Q(cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
I
1.00 1.00
0.00 J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 6
DA 2A - POST
Hydrograph type = SCS Runoff Peak discharge = 2.587 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 5,223 cuft
Drainage area = 0.870 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - POST
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 ._ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 7
DA 3A - PRE
Hydrograph type = SCS Runoff Peak discharge = 2.877 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 8,594 cuft
Drainage area = 2.310 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - PRE
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 - 1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 8
DA 3A - POST
Hydrograph type = SCS Runoff Peak discharge = 20.86 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 44,532 cuft
Drainage area = 4.690 ac Curve number = 92
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - POST
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
21.00 21.00
18.00 ( 18.00
l
15.00 15.00
12.00 12.00
9.00 9.00
6.00 I 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 8 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 9
DA 3B - POST
Hydrograph type = SCS Runoff Peak discharge = 0.408 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 823 cuft
Drainage area = 0.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3B - POST
Q (cfs) Hyd. No. 9-- 2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 10
PRE DA1 COMBINED
Hydrograph type = Combine Peak discharge = 4.237 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 13,673 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 3.560 ac
PRE DA1 COMBINED
Q (cfs) Hyd. No. 10 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — " NP'— lik. - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 — Hyd No. 1 Hyd No. 2

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 11
POST DA-3A Routed
Hydrograph type = Reservoir Peak discharge = 7.514 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 43,882 cuft
Inflow hyd. No. = 8 - DA 3A - POST Max. Elevation = 191.91 ft
Reservoir name = SCM #1 Max. Storage = 23,008 cuft
Storage Indication method used.
POST DA-3A Routed
Q (cfs) Hyd. No. 11 -- 2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - ' — 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 11 Hyd No. 8 111111111 Total storage used = 23,008 cuft

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 12
POST DA3 TOTAL
Hydrograph type = Combine Peak discharge = 7.641 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 44,705 cuft
Inflow hyds. = 9, 11 Contrib. drain. area = 0.230 ac
POST DA3 TOTAL
Q (cfs) Hyd. No. 12 -- 2 Year Q (cfs)
8.00 - 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 - — 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 12 Hyd No. 9 Hyd No. 11

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 13
DA 1A POST Routed
Hydrograph type = Reservoir Peak discharge = 1.790 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 18,423 cuft
Inflow hyd. No. = 3 - DA 1A - POST Max. Elevation = 194.56 ft
Reservoir name = SCM #2 Max. Storage = 9,741 cuft
Storage Indication method used.
DA 1A POST Routed
Q (cfs) Hyd. No. 13 -- 2 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 13 Hyd No. 3 111111111 Total storage used = 9,741 cuft

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 14
POST DA1 TOTAL
Hydrograph type = Combine Peak discharge = 3.123 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 23,816 cuft
Inflow hyds. = 4, 13 Contrib. drain. area = 1.230 ac
POST DA1 TOTAL
Q (cfs) Hyd. No. 14 -- 2 Year Q (cfs)
4.00 - 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - � 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
— Hyd No. 14 Hyd No. 4 Hyd No. 13

40
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 3.946 2 722 10,367 DA 1 B-PRE
2 SCS Runoff 6.170 2 724 19,554 DA 1A-PRE
3 SCS Runoff 15.19 2 716 32,290 DA 1A-POST
4 SCS Runoff 5.487 2 716 11,078 DA 1 B-POST
5 SCS Runoff 9.074 2 726 31,761 DA 2A-PRE
6 SCS Runoff 4.781 2 716 9,764 DA 2A-POST
7 SCS Runoff 6.621 2 722 18,788 DA 3A-PRE
8 SCS Runoff 32.90 2 716 72,451 DA 3A-POST
9 SCS Runoff 0.897 2 718 1,799 DA 3B-POST
10 Combine 9.815 2 722 29,921 1,2, PRE DA1 COMBINED
11 Reservoir 17.17 2 722 71,774 8 192.46 30,944 POST DA-3A Routed
12 Combine 17.64 2 722 73,573 9, 11 POST DA3 TOTAL
13 Reservoir 13.21 2 718 31,706 3 194.94 12,385 DA 1A POST Routed
14 Combine 18.69 2 718 42,784 4, 13 POST DA1 TOTAL
Updated SCM Routing.gpw Return Period: 10 Year Thursday, 06/6/2024

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 1
DA 1B - PRE
Hydrograph type = SCS Runoff Peak discharge = 3.946 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 10,367 cuft
Drainage area = 1.300 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 B - PRE
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 2
DA1A - PRE
Hydrograph type = SCS Runoff Peak discharge = 6.170 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 19,554 cuft
Drainage area = 2.260 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.99 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1A - PRE
Q (cfs) Hyd. No. 2 -- 10 Year Q(cfs)
7.00 7.00
6.00 6.00
I
5.00 ---- 5.00
4.00 ---- 4.00
3.00 3.00
2.00 ---- I' 2.00
I■
IN
1.00 ---- ii I 1.00
0.00 -1 \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 3
DA 1A - POST
Hydrograph type = SCS Runoff Peak discharge = 15.19 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 32,290 cuft
Drainage area = 2.310 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 A - POST
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
1
12.00 12.00
9.00 9.00
6.00 6.00
T
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 3 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 4
DA 1 B - POST
Hydrograph type = SCS Runoff Peak discharge = 5.487 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 11,078 cuft
Drainage area = 1.230 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 B - POST
Q (cfs) Hyd. No. 4 -- 10 Year Q(cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 5
DA 2A - PRE
Hydrograph type = SCS Runoff Peak discharge = 9.074 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 31,761 cuft
Drainage area = 3.480 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - PRE
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 6
DA 2A - POST
Hydrograph type = SCS Runoff Peak discharge = 4.781 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 9,764 cuft
Drainage area = 0.870 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - POST
Q (cfs) Hyd. No. 6 -- 10 Year Q(cfs)
5.00 5.00
4.00 4.00
I
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - " 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 7
DA 3A - PRE
Hydrograph type = SCS Runoff Peak discharge = 6.621 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 18,788 cuft
Drainage area = 2.310 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - PRE
Q (cfs) Hyd. No. 7 -- 10 Year Q(cfs)
7.00 7.00
6.00 6.00
5.00 ---- 5.00
4.00 ---- I 4.00
3.00 ---- I 3.00
2.00 ---- II 2.00
1.00 ---- I' 1.00
� II
■
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 8
DA 3A - POST
Hydrograph type = SCS Runoff Peak discharge = 32.90 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 72,451 cuft
Drainage area = 4.690 ac Curve number = 92
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - POST
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 - 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 8 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 9
DA 3B - POST
Hydrograph type = SCS Runoff Peak discharge = 0.897 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,799 cuft
Drainage area = 0.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3B - POST
Q (cfs) Hyd. No. 9-- 10 Year Q(cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
l
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 10
PRE DA1 COMBINED
Hydrograph type = Combine Peak discharge = 9.815 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 29,921 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 3.560 ac
PRE DA1 COMBINED
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
10.00 — 10.00
8.00 8.00
6.00 — 6.00
4.00 — 4.00
2.00j\‘'......."*..---......:
2.00
0.00 `` 4 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 1 Hyd No. 2

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 11
POST DA-3A Routed
Hydrograph type = Reservoir Peak discharge = 17.17 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 71,774 cuft
Inflow hyd. No. = 8 - DA 3A - POST Max. Elevation = 192.46 ft
Reservoir name = SCM #1 Max. Storage = 30,944 cuft
Storage Indication method used.
POST DA-3A Routed
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
— lil 1
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 8 111111111 Total storage used = 30,944 cuft

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 12
POST DA3 TOTAL
Hydrograph type = Combine Peak discharge = 17.64 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 73,573 cuft
Inflow hyds. = 9, 11 Contrib. drain. area = 0.230 ac
POST DA3 TOTAL
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
•
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 9 Hyd No. 11

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 13
DA 1A POST Routed
Hydrograph type = Reservoir Peak discharge = 13.21 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 31,706 cuft
Inflow hyd. No. = 3 - DA 1A - POST Max. Elevation = 194.94 ft
Reservoir name = SCM #2 Max. Storage = 12,385 cuft
Storage Indication method used.
DA 1A POST Routed
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 3 111111111 Total storage used = 12,385 cuft

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 14
POST DA1 TOTAL
Hydrograph type = Combine Peak discharge = 18.69 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 42,784 cuft
Inflow hyds. = 4, 13 Contrib. drain. area = 1.230 ac
POST DA1 TOTAL
Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
:::
300- — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 13

55
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 5.540 2 720 14,442 DA 1 B-PRE
2 SCS Runoff 8.536 2 724 26,778 DA 1A-PRE
3 SCS Runoff 18.87 2 716 40,693 DA 1A-POST
4 SCS Runoff 7.372 2 716 14,932 DA 1 B-POST
5 SCS Runoff 12.48 2 726 43,260 DA 2A-PRE
6 SCS Runoff 6.168 2 716 12,729 DA 2A-POST
7 SCS Runoff 9.206 2 722 25,872 DA 3A-PRE
8 SCS Runoff 40.25 2 716 89,868 DA 3A-POST
9 SCS Runoff 1.227 2 716 2,477 DA 3B-POST
10 Combine 13.70 2 722 41,221 1,2, PRE DA1 COMBINED
11 Reservoir 25.80 2 720 89,181 8 192.71 34,619 POST DA-3A Routed
12 Combine 26.79 2 720 91,658 9, 11 POST DA3 TOTAL
13 Reservoir 18.22 2 718 40,100 3 195.00 12,820 DA 1A POST Routed
14 Combine 25.52 2 718 55,031 4, 13 POST DA1 TOTAL
Updated SCM Routing.gpw Return Period: 25 Year Thursday, 06/6/2024

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 1
DA 1B - PRE
Hydrograph type = SCS Runoff Peak discharge = 5.540 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 14,442 cuft
Drainage area = 1.300 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1B - PRE
Q (cfs) Hyd. No. 1 -- 25 Year Q(cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
J -
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 2
DA1A - PRE
Hydrograph type = SCS Runoff Peak discharge = 8.536 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 26,778 cuft
Drainage area = 2.260 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.99 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1A - PRE
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
10.00 - 10.00
8.00 I 8.00
6.00 - 6.00
4.00 - 4.00
2.00J 4'.--------. ' 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 3
DA 1A - POST
Hydrograph type = SCS Runoff Peak discharge = 18.87 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 40,693 cuft
Drainage area = 2.310 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 A - POST
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 1 15.00
12.00 12.00
9.00 9.00
6.00 ( 6.00
3.00 3.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 3 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 4
DA 1 B - POST
Hydrograph type = SCS Runoff Peak discharge = 7.372 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 14,932 cuft
Drainage area = 1.230 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 B - POST
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
8.00 - 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time (min)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 5
DA 2A - PRE
Hydrograph type = SCS Runoff Peak discharge = 12.48 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 43,260 cuft
Drainage area = 3.480 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - PRE
Q (cfs) Hyd. No. 5-- 25 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - - 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 6
DA 2A - POST
Hydrograph type = SCS Runoff Peak discharge = 6.168 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 12,729 cuft
Drainage area = 0.870 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - POST
Q (cfs) Hyd. No. 6 -- 25 Year Q(cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 J 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 7
DA 3A - PRE
Hydrograph type = SCS Runoff Peak discharge = 9.206 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 25,872 cuft
Drainage area = 2.310 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - PRE
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
10.00 - 10.00
8.00 1 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 - 1"1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 8
DA 3A - POST
Hydrograph type = SCS Runoff Peak discharge = 40.25 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 89,868 cuft
Drainage area = 4.690 ac Curve number = 92
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - POST
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
1
30.00 30.00
20.00 20.00
10.00 10.00
Ji
0.00 _ ' -____
0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 8 Time (min)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 9
DA 3B - POST
Hydrograph type = SCS Runoff Peak discharge = 1.227 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,477 cuft
Drainage area = 0.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.57 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3B - POST
Q (cfs) Hyd. No. 9-- 25 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 10
PRE DA1 COMBINED
Hydrograph type = Combine Peak discharge = 13.70 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 41,221 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 3.560 ac
PRE DA1 COMBINED
Q (cfs) Hyd. No. 10 --25 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 i 4.00
2.00 2.00
L.,,� _H
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 1 Hyd No. 2

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 11
POST DA-3A Routed
Hydrograph type = Reservoir Peak discharge = 25.80 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 89,181 cuft
Inflow hyd. No. = 8 - DA 3A - POST Max. Elevation = 192.71 ft
Reservoir name = SCM #1 Max. Storage = 34,619 cuft
Storage Indication method used.
POST DA-3A Routed
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 � '- — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 - Hyd No. 8 TTTTTT II Total storage used = 34,619 cuft

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 12
POST DA3 TOTAL
Hydrograph type = Combine Peak discharge = 26.79 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 91,658 cuft
Inflow hyds. = 9, 11 Contrib. drain. area = 0.230 ac
POST DA3 TOTAL
Q (cfs) Hyd. No. 12 --25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 9 Hyd No. 11

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 13
DA 1A POST Routed
Hydrograph type = Reservoir Peak discharge = 18.22 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 40,100 cuft
Inflow hyd. No. = 3 - DA 1A - POST Max. Elevation = 195.00 ft
Reservoir name = SCM #2 Max. Storage = 12,820 cuft
Storage Indication method used.
DA 1A POST Routed
Q (cfs) Hyd. No. 13 --25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
•
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 13 Hyd No. 3 111111111 Total storage used = 12,820 cuft

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 14
POST DA1 TOTAL
Hydrograph type = Combine Peak discharge = 25.52 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 55,031 cuft
Inflow hyds. = 4, 13 Contrib. drain. area = 1.230 ac
POST DA1 TOTAL
Q (cfs) Hyd. No. 14 --25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 •
12.00
8.00 8.00
4.00 4.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 13

70
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 8.396 2 720 21,764 DA 1B-PRE
2 SCS Runoff 12.67 2 724 39,602 DA 1A-PRE
3 SCS Runoff 24.95 2 716 54,865 DA 1A-POST
4 SCS Runoff 10.60 2 716 21,699 DA 1 B-POST
5 SCS Runoff 18.42 2 726 63,596 DA 2A-PRE
6 SCS Runoff 8.493 2 716 17,823 DA 2A-POST
7 SCS Runoff 13.73 2 722 38,497 DA 3A-PRE
8 SCS Runoff 52.40 2 716 119,058 DA 3A-POST
9 SCS Runoff 1.816 2 716 3,686 DA 3B-POST
10 Combine 20.51 2 722 61,366 1,2, PRE DA1 COMBINED
11 Reservoir 40.52 2 720 118,359 8 192.98 38,607 POST DA-3A Routed
12 Combine 41.95 2 720 122,044 9, 11 POST DA3 TOTAL
13 Reservoir 23.89 2 718 54,268 3 195.08 13,415 DA 1A POST Routed
14 Combine 34.28 2 718 75,967 4, 13 POST DA1 TOTAL
Updated SCM Routing.gpw Return Period: 100 Year Thursday, 06/6/2024

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 1
DA 1B - PRE
Hydrograph type = SCS Runoff Peak discharge = 8.396 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 21,764 cuft
Drainage area = 1.300 ac Curve number = 67
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.60 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1B - PRE
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
10.00 — 10.00
8.00 8.00
6.00 — 6.00
4.00 — 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 2
DA1A - PRE
Hydrograph type = SCS Runoff Peak discharge = 12.67 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 39,602 cuft
Drainage area = 2.260 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.99 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA1A - PRE
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 3
DA 1A - POST
Hydrograph type = SCS Runoff Peak discharge = 24.95 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 54,865 cuft
Drainage area = 2.310 ac Curve number = 88
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 A - POST
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 1 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 3 Time (min)

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 4
DA 1 B - POST
Hydrograph type = SCS Runoff Peak discharge = 10.60 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 21,699 cuft
Drainage area = 1.230 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 B - POST
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
12.00 12.00
10.00 — 10.00
l
8.00 8.00
6.00 6.00
4.00 - - 4.00
2.00 2.00
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 4 Time (min)

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 5
DA 2A - PRE
Hydrograph type = SCS Runoff Peak discharge = 18.42 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 63,596 cuft
Drainage area = 3.480 ac Curve number = 71
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2A - PRE
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
I
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 6
DA 2A - POST
Hydrograph type = SCS Runoff Peak discharge = 8.493 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 17,823 cuft
Drainage area = 0.870 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2A - POST
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 — 2.00
0.00 - . ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

77
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 7
DA 3A - PRE
Hydrograph type = SCS Runoff Peak discharge = 13.73 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 38,497 cuft
Drainage area = 2.310 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA3A - PRE
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
14.00 - 14.00
12.00 - 12.00
10.00 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 - -•2 "."----"-- 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 8
DA 3A - POST
Hydrograph type = SCS Runoff Peak discharge = 52.40 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 119,058 cuft
Drainage area = 4.690 ac Curve number = 92
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3A - POST
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 •
10.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 8 Time (min)

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 9
DA 3B - POST
Hydrograph type = SCS Runoff Peak discharge = 1.816 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 3,686 cuft
Drainage area = 0.230 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.42 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3B - POST
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 9 Time (min)

80
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 10
PRE DA1 COMBINED
Hydrograph type = Combine Peak discharge = 20.51 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 61,366 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 3.560 ac
PRE DA1 COMBINED
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 I 6.00
3.00 3.00
�.�.- r
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 1 Hyd No. 2

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 11
POST DA-3A Routed
Hydrograph type = Reservoir Peak discharge = 40.52 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 118,359 cuft
Inflow hyd. No. = 8 - DA 3A - POST Max. Elevation = 192.98 ft
Reservoir name = SCM #1 Max. Storage = 38,607 cuft
Storage Indication method used.
POST DA-3A Routed
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
\,...\_ _-
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 8 111111111 Total storage used = 38,607 cuft

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 12
POST DA3 TOTAL
Hydrograph type = Combine Peak discharge = 41 .95 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 122,044 cuft
Inflow hyds. = 9, 11 Contrib. drain. area = 0.230 ac
POST DA3 TOTAL
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — — - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 12 — Hyd No. 9 Hyd No. 11

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 13
DA 1A POST Routed
Hydrograph type = Reservoir Peak discharge = 23.89 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 54,268 cuft
Inflow hyd. No. = 3 - DA 1A - POST Max. Elevation = 195.08 ft
Reservoir name = SCM #2 Max. Storage = 13,415 cuft
Storage Indication method used.
DA 1A POST Routed
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - , ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 13 Hyd No. 3 MITI II Total storage used = 13,415 cuft

84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Hyd. No. 14
POST DA1 TOTAL
Hydrograph type = Combine Peak discharge = 34.28 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 75,967 cuft
Inflow hyds. = 4, 13 Contrib. drain. area = 1.230 ac
POST DA1 TOTAL
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
35.00 i 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 — 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 14 Hyd No. 4 Hyd No. 13

85
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,06/6/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 65.1414 12.6000 0.8832
2 71.8477 13.3000 0.8718
3 0.0000 0.0000 0.0000
5 75.7517 14.2000 0.8271
10 86.7192 15.3000 0.8244
25 103.3028 16.6000 0.8227
50 116.5747 17.3000 0.8234
100 124.5731 17.6000 0.8144
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 5.17 4.15 3.48 3.00 2.65 2.37 2.15 1.97 1.82 1.69 1.58 1.48
2 5.70 4.62 3.90 3.38 2.99 2.69 2.45 2.24 2.08 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.58 5.43 4.65 4.08 3.64 3.30 3.02 2.79 2.59 2.42 2.28 2.15
10 7.25 6.05 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.81 4.38 4.03 3.73 3.48 3.26 3.08 2.91
50 9.05 7.66 6.67 5.92 5.34 4.87 4.48 4.16 3.88 3.64 3.43 3.25
100 9.83 8.35 7.30 6.49 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
)jects\2021\C21016-Page Road-Pulte\Technical\Calculations and Reports\Stormwater\BMP Calculatons\Raleigh.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.02 3.66 0.00 4.66 5.46 6.57 7.48 8.42
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

C-4:STORMWATER WETLAND DESIGN
PROJECT INFORMATION
Project Name:L Coats Mini Storage
Project Location: Durham,NC
Project Number: C18020
Date: 7/1/2024
Project Designer: ZA
Checked By:
�
DRAINAGE AREA INFORMATION
Drainage Area Name: DA 3A-POST
Drainage Area (DA)= 204,190 SF
Impervious Area (IA)= 162,484 SF
Percent Impervious(I) = 79.57
Water Quality Design Storm= 1 INCHE(S)
REQUIRED STORAGE VOLUME-SIMPLE METHOC
Determine Rv Value= 0.05+0.009 (I)= 0.77 IN/IN
Storage Volume Required= 13,037 CF Based on Simple Method
REQUIRED SUFACE AREA
STORAGE DEPTH (PERMANENT POOL TO TEMPORARY POOL1 1.25 FT
Min Req'd Surface Area= 10,430 SF(at Permanent Pool)
CONSTRUCTED WETLAND ELEVATION;
Top of Dam Elevation=,194.10 FT
Emergency Spillway Elevation= 192.40 FT
Permanent Pool Elevation= 190.00 FT
Constructed Wetland Bottom= 187.00 FT
PERMANENT POOL AREA
Area of Permanent Pool= 10,521 SF Elev. 190.00
PERMANENT POOL SURFACE ARE/
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes
Proposed Surface Area= 10,521 SF
Required surface Area= 10,430 SF

C-4:STORMWATER WETLAND DESIGN CONT'D
1.0 INCH VOLUME ELEVATION
Contour Incremental Accumulated
Contour Area Volume Volume,S Stage,Z
sq ft cu ft cu ft ft
190.00 10,521 0 0 0.0
Required Temporary Pool Volume= 13,037 CF 191.00 12,106 11,314 11,314 1.0
Permanent Pool Elevaton= 190.00 192.00 13,757 12,932 24,245 2.0
Temporary Pool Elevation= 191.25 193.00 15,481 14,619 38,864 3.0
Provided Temporary Pool Volume= 14,376 CF
191.25 12,509 14,376 3.00 I
ORIFICE SIZING
Q2 Days= 0.0832 CFS
Q5 Days= 0.0333 CFS
Orifice Size= 2.00 IN
Driving Head(Ha)= 0.35 FT
Q Orifice= 0.066 CFS
Drawdown Time= 2.54 DAYS
less than 5 days(yes/no)? Yes
greater than 2 days(yes/no)? Yes
ANTI FLOTATION CALCULATIONS
Outside Length= 6.00 FT
Outside Width= 6.00 FT
Inside Length= 5.00 FT
Inside Width= 5.00 FT
Bottom Thickness= 0.50 FT
Top of Riser= 191.70 FT
Invert of Riser= 188.00 FT
Area= 36.0 SF (Outside Dim.=6-ft x 6-ft,Inside Dim.=5-ft x 5-ft)
Volume= 151 CF (Water Displaced-Top of Riser to Bottom of Riser)
Weight= 9,435 LBS (Weight Water Displaced)
Factor of Safety= 1.25
WT Req'd of Anti-Flotation Device= 11,794 LBS
Volume of Concrete Req'd= 134.6 CF (Unit WT of Concrete=150 pcf)Submerged Concrete Unit Weight 87.6 pcf
Depth Provided= 2.50 FT
Volume Provided= 148.7 CF
WT of Anti-Flotation Device Provided= 13,026 LBS OK
Invert of Anti-Flotation Device= 185.50 FT

C-4:STORMWATER WETLAND DESIGN
PROJECT INFORMATION
Project Name:L Coats Mini Storage
Project Location: Durham,NC
Project Number: C18020
Date: 7/1/2024
Project Designer: ZA
Checked By:
�
DRAINAGE AREA INFORMATION
Drainage Area Name: DA 1A-POST
Drainage Area (DA)= 100,604 SF
Impervious Area (IA)= 69,382 SF
Percent Impervious(I) = 68.97
Water Quality Design Storm= 1 INCHE(S)
REQUIRED STORAGE VOLUME-SIMPLE METHOC
Determine Rv Value= 0.05+0.009 (I)= 0.67 IN/IN
Storage Volume Required= 5,623 CF Based on Simple Method
REQUIRED SUFACE AREA
STORAGE DEPTH (PERMANENT POOL TO TEMPORARY POOL 1.25 FT
Min Req'd Surface Area= 4,498 SF(at Permanent Pool)
WET POND ELEVATIONS
Top of Dam Elevation= 196.50 FT
Emergency Spillway Elevation= 195.60 FT
Permanent Pool Elevation=I 19003. FT
PERMANENT POOL AREA
Area of Permanent Pool= 5,433 SF Elev. 193.00
PERMANENT POOL SURFACE ARE/
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes
Proposed Surface Area= 5,433 SF
Required surface Area= 4,498 SF

C-4:STORMWATER WETLAND DESIGN CONT'D
1.0 INCH VOLUME ELEVATION
Contour Incremental Accumulated
Contour Area Volume Volume,S Stage,Z
sq ft cu ft cu ft ft
193.00 5,433 0 0 0.0
Required Temporary Pool Volume= 5,623 CF 194.00 6,398 5,916 5,916 1.0
Permanent Pool Elevaton= 193.00 195.00 7,421 6,910 12,825 2.0
Temporary Pool Elevation= 194.25 196.00 8,501 7,961 20,786 3.0
Provided Temporary Pool Volume= 7,526 CF
194.25 6,628 7,526 -193.00
ORIFICE SIZING
Q2 Days= 0.0436 CFS
Q5 Days= 0.0174 CFS
Orifice Size= 1.25 IN
Driving Head(Ha)= 0.30 FT
Qodece= 0.026 CFS
Drawdown Time= 3.36 DAYS
less than 5 days(yes/no)? Yes
greater than 2 days(yes/no)? Yes
ANTI FLOTATION CALCULATIONS
Outside Length= 6.00 FT
Outside Width= 6.00 FT
Inside Length= 5.00 FT
Inside Width= 5.00 FT
Bottom Thickness= 0.50 FT
Top of Riser= 194.75 FT
Invert of Riser= 190.00 FT
Area= 36.0 SF (Outside Dim.=6-ft x 6-ft,Inside Dim.=5-ft x 5-ft)
Volume= 189 CF (Water Displaced-Top of Riser to Bottom of Riser)
Weight= 11,794 LBS (Weight Water Displaced)
Factor of Safety= 1.25
WT Req'd of Anti-Flotation Device= 14,742 LBS
Volume of Concrete Req'd= 168.3 CF (Unit WT of Concrete=150 pcf)Submerged Concrete Unit Weight 87.6 pcf
Depth Provided= 3.00 FT
Volume Provided= 178.3 CF
WT of Anti-Flotation Device Provided= 15,615 LBS OK
Invert of Anti-Flotation Device= 187.00 FT