20050242 Ver 2_Erosion Control and SW Package_20160805

EROSION CONTROL AND STORM
DRAINAGE CALCULATION PACKAGE
TARYN LAKE SUBDIVISION
Zebulon, North Carolina
Prepared for: D.R. HORTON, INC.
2000 Aerial Center Parkway, Suite 110
Morrisville, NC 27560
[phone]
Prepared by: ESP ASSOCIATES, P.A.
5121 Kingdom Way
Raleigh, NC 27607
[phone]
Project No. DX42.401 ti�`�� •••••..��' ��''�,
Date: June 13, 2016 _ LICENSE NO.: _
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2.
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7.
8.
9.
10
11
12
13
TABLE OF CONTENTS
PROJECT NARRATIVE
LOCATION MAP
FEMA FLOOD INSURANCE MAPS
SOILS MAP & INFORMATION
USGS MAP
USACE NOTIFICATION OF JURISDICTIONAL DETERMINATION
RAINFALL DATA
STORMWATER DRAINAGE PIPE SIZING CALCULATIONS
DRAINAGE AREA MAPS
WAKE COUNTY STORMWATER HYBRID TOOL
STORMWATER BMP CALCULATIONS
SKIMMER BASIN CALCULATIONS
RIP RAP APRON SIZING CALCULATIONS

PROJECT NARRATIVE

PROJECT SUMMARY
The following report presents an analysis of the stormwater management system
for construction of Taryn Lake Subdivision, which is the second phase of the
Taryn Meadows Subdivision. The project site is located at the northeast corner of
the intersection of Zebulon Road (SR 96) and Proctor Street (SR 2320) in the
Town of Zebulon, Wake County, North Carolina. The preliminary subdivision was
approved in 2003 and included rezoning to R-13-SUD and a Special Use Permit
(SUP) for 203 lots on 69.62 acres. This proposal consists of 97 lots on 44.50
acres with a road connection to Zebulon Road and extension of the stub road
from Phase 1, Watsonia Drive. There are two properties in this phase with PIN
numbers 1796848742 (DB 8099 PG 2734) and 2706041511 (DB 14570 PG
2409).
PRE -DEVELOPED CONDITIONS:
The project site is partially located along Beaverdam Creek, which is a tributary
to the Neuse River and is classified as a C;NSW stream. There is an associated
Floodway and Flood Zones AE and X adjacent to the creek, as shown on Flood
Insurance Rate Maps (FIRM) 3720179600J and 3720270600J. The 0.2% annual
chance (100 -year) flood elevations range from 300 to 308 and is located
completely outside the area of construction. The site consists of rolling terrain
that drains into several small wetlands, an existing pond and eventually into
Beaverdam Creek.
Survey and LIDAR data was utilized to delineate five drainage basins consisting
of 44.5 acres of the development site and 0.44 acres of off-site areas.
POST DEVELOPMENT CONDITIONS:
Comprehensive erosion control plans have been prepared to minimize the threat
of erosion during construction. These plans include installation of a construction
entrance, sediment fencing, concrete washout area, rip -rap aprons, skimmer
basins, etc.
The proposed development includes construction of two stormwater BMP Wet
Detention Basins. Runoff will be directed to these basins via overland flow and
an enclosed storm drainage pipe network. The BMP's have been designed in
accordance with the NCDENR Stormwater BMP manual and meets the
requirements of the Town of Zebulon Stormwater Ordinance. Relevant
calculations are provided in Section 10 of this report.
The hydrologic modeling for the pre and post development analysis was
accomplished using standard SCS runoff procedures and modeled using
Hydraflow Hydrographs Extension for AutoCAD Civil3D 2015.

STORMWATER PIPED NETWORK:
The proposed development will capture stormwater runoff through a system of
inlets and pipes that will channel the runoff to the stormwater BMP ponds. The
stormwater network has been designed and analyzed using Hydraflow Storm
Sewers Extension for AutoCAD Civil3D 2015. The system was sized for the 10 -
year storm event and will safely convey runoff to the proposed stormwater BMP
basins.
CONCLUSION:
With the proposed temporary erosion control measures and permanent
stormwater system, the proposed project is not anticipated to have negative
impacts on downstream or adjacent properties. The plans have been designed in
accordance with statutory regulations and can be utilized for permit approvals.

2
LOCATION MAP

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3
FEMA FLOOD INSURANCE MAPS

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FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL 1196
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY CID No. PANEL SUFFIX
WAKE COUNTY 370366 1796 J
ZEBULON.TOWN OF 370246 1796 J
Notice to User' The Nap Number shown below should be used
when placing map orders, theCmmmum3ty Number shown
above should be used on nsurance appfeatons for the subject
community.
EFFECTIVE DATE
MAP NUMBER
MAY 2, 2006
START OF EXISTING 0.2%1
ON-)
0
CHANCE FLOOD BOUNDARY
Carolina
Federal Emergency Management Agency
END OF FUTURE 1% ANNU
CHANCE FLOOD BOUNDARY
L NIIT • F OODWAY
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ZONE AE/
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250 0 500 1000
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m PANEL 1796J
FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL 1196
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY CID No. PANEL SUFFIX
WAKE COUNTY 370366 1796 J
ZEBULON.TOWN OF 370246 1796 J
Notice to User' The Nap Number shown below should be used
when placing map orders, theCmmmum3ty Number shown
above should be used on nsurance appfeatons for the subject
community.
EFFECTIVE DATE
MAP NUMBER
MAY 2, 2006
37201796001
ON-)
0
State of North
Carolina
Federal Emergency Management Agency
This is an otflcial copy of a portion of the above referenced flood map. It
was extracted using F-MITOn-Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov

ZONES X : �
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J U KEF�E�O
LU "' �� of v�P MAP SCALE 1" = 500' (1 6,000)
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n FLOOD INSURANCE RATE MAP
ZONE%E yam" w:• `1' NORTH CAROLINA
Beauerdam Creek C ®
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\ (SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
\ PANEL LAYOUT)
.t
CONTAINS:
C COMMUNITY CID No. PANEL SUFFIX
® WAKE COUNTY 370368 2706 J
ZEBULON,TOWN OF 370246 2706 J
ZONE X
CD
rl
Natce to User The Map Nunber shown below should he used
-
when placing map orlon inthenConnunitY Number shown
when should be used on i sura to applications for the sublet[
ommunity.
EFFECTIVE DATE MAP NUMBER
wW L MAY 2, 2006 37202106001
^3— 42 � � •' ssWt> 4nnTM
:r 4 s �* t _M1 1"•,b �..! {I� 4'"'N
x State of North Carolina
Federal Emergency Management Agency
ET 2 -��qs This is an official copy of a portion of the above referenced flood map. It
was extracted using F-MITOn-Line. This map does not reflect changes
r+:.. s'e or amendments which may have been made subsequent to the date on the
i title block. For the latest product information about National Flood Insurance
�: :�'•- •`` 5-.- Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov

4
SOILS MAP & INFORMATION

USDA United States
Department of
Agriculture
MRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Wake County,
North Carolina
April 28, 2016

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.nres.usda.gov/wps/portal/
nres/main/soils/health/) and certain conservation and engineering applications. For
more detailed information, contact your local USDA Service Center (http://
offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_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 alternative means
2

for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at [phone] (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call [phone]
(voice) or [phone] (TDD). USDA is an equal opportunity provider and
employer.
3

Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................7
SoilMap................................................................................................................8
Legend..................................................................................................................9
MapUnit Legend................................................................................................10
MapUnit Descriptions........................................................................................10
Wake County, North Carolina.........................................................................13
ApB—Appling sandy loam, 2 to 6 percent slopes.......................................13
ApB2—Appling sandy loam, 2 to 6 percent slopes, moderately eroded .....
14
ApC—Appling sandy loam, 6 to 10 percent slopes.....................................15
ApC2—Appling sandy loam, 6 to 10 percent slopes, moderately eroded
... 16
ApD—Appling sandy loam, 10 to 15 percent slopes...................................17
CnA—Colfax sandy loam, 0 to 3 percent slopes.........................................18
DuB—Durham loamy sand, 2 to 6 percent slopes......................................19
DuB2—Durham loamy sand, 2 to 6 percent slopes, moderately eroded ....
20
DuC—Durham loamy sand, 6 to 10 percent slopes....................................21
LoC—Louisburg loamy sand, 6 to 10 percent slopes..................................22
MeA—Mantachie sandy loam, 0 to 2 percent slopes, rarely flooded ..........
23
VaB2—Vance sandy loam, 2 to 6 percent slopes, moderately eroded.......
24
W—W ate r....................................................................................................25
WoA—Wehadkee and Bibb soils, 0 to 2 percent slopes, frequently
flooded..................................................................................................25
WyA—Worsham sandy loam, 0 to 3 percent slopes...................................26
References............................................................................................................2 9
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
scientists classified and named the soils in the survey area, they compared the
5

Custom Soil Resource Report
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
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
9

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.
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Custom Soil Resource Report
Map Unit Legend
Wake County, North Carolina (NC183)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ApB
Appling sandy loam, 2 to 6
108.4
21.2%
percent slopes
ApB2
Appling sandy loam, 2 to 6
104.1
20.4%
percent slopes, moderately
eroded
ApC
Appling sandy loam, 6 to 10
30.4
5.9%
percent slopes
ApC2
Appling sandy loam, 6 to 10
13.4
2.6%
percent slopes, moderately
eroded
ApD
Appling sandy loam, 10 to 15
1.1
0.2%
percent slopes
CnA
Colfax sandy loam, 0 to 3
51.8
10.1%
percent slopes
DuB
Durham loamy sand, 2 to 6
80.0
15.6%
percent slopes
DuB2
Durham loamy sand, 2 to 6
2.4
0.5%
percent slopes, moderately
eroded
DuC
Durham loamy sand, 6 to 10
4.7
0.9%
percent slopes
LoC
Louisburg loamy sand, 6 to 10
1.9
0.4%
percent slopes
MeA
Mantachie sandy loam, 0 to 2
13.7
2.7%
percent slopes, rarely flooded
VaB2
Vance sandy loam, 2 to 6
8.2
1.6%
percent slopes, moderately
eroded
W
Water
6.8
1.3%
WoA
Wehadkee and Bibb soils, 0 to 2
49.6
9.7%
percent slopes, frequently
flooded
WyA
Worsham sandy loam, 0 to 3
34.8
6.8%
percent slopes
Totals for Area of Interest
511.4
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.
10

Custom Soil Resource Report
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
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.
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Custom Soil Resource Report
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.
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Custom Soil Resource Report
Wake County, North Carolina
ApB—Appling sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 4lyz
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Appling and similar soils: 92 percent
Minor components: 4 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy loam
Bt1 - 6 to 18 inches: sandy clay loam
Bt2 - 18 to 36 inches: clay
BC - 36 to 52 inches: sandy clay loam
C - 52 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Minor Components
Vance
Percent of map unit: 3 percent
Landform: Interfluves
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Custom Soil Resource Report
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Helena
Percent of map unit: 1 percent
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across -slope shape: Concave
Ap132—Appling sandy loam, 2 to 6 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 1vfv1
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Appling, moderately eroded, and similar soils: 83 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
Bt1 - 4 to 18 inches: sandy clay loam
Bt2 - 18 to 36 inches: clay
BC - 36 to 52 inches: sandy clay loam
C - 52 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
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Custom Soil Resource Report
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
ApC—Appling sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 41zl
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Appling and similar soils: 90 percent
Minor components: 2 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy loam
Bt1 - 6 to 18 inches: sandy clay loam
Bt2 - 18 to 36 inches: clay
BC - 36 to 52 inches: sandy clay loam
C - 52 to 80 inches: sandy loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
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Custom Soil Resource Report
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Minor Components
Vance
Percent of map unit: 1 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Helena
Percent of map unit: 1 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Shoulder, backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Concave
Across -slope shape: Concave, convex
ApC2—Appling sandy loam, 6 to 10 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 1 vfv2
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Appling, moderately eroded, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
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Custom Soil Resource Report
Bt1 - 4 to 18 inches: sandy clay loam
Bt2 - 18 to 36 inches: clay
BC - 36 to 52 inches: sandy clay loam
C - 52 to 80 inches: sandy loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
ApD—Appling sandy loam, 10 to 15 percent slopes
Map Unit Setting
National map unit symbol: 41yy
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Appling and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy loam
E - 6 to 9 inches: sandy loam
BE - 9 to 12 inches: sandy clay loam
Bt - 12 to 48 inches: clay
BC - 48 to 53 inches: sandy clay loam
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Custom Soil Resource Report
C - 53 to 80 inches: sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
CnA—Colfax sandy loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 1 vfvf
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Colfax and similar soils: 85 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Colfax
Setting
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Concave
Parent material: Loamy alluvium and/or colluvium over saprolite derived from granite
and gneiss
Typical profile
Ap - 0 to 7 inches: sandy loam
E - 7 to 14 inches: sandy loam
Bt - 14 to 29 inches: sandy clay loam
Btx - 29 to 48 inches: sandy loam
C - 48 to 59 inches: sandy loam
Cr - 59 to 65 inches: weathered bedrock
R - 65 to 80 inches: unweathered bedrock
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Custom Soil Resource Report
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 16 to 35 inches to fragipan; 40 to 60 inches to paralithic
bedrock; 60 to 80 inches to lithic bedrock
Natural drainage class: Somewhat poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 to 0.00
in/hr)
Depth to water table: About 6 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Minor Components
Worsham, undrained
Percent of map unit: 3 percent
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Concave
Wehadkee, undrained
Percent of map unit: 2 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
DuB—Durham loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 41zy
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Durham and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
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Custom Soil Resource Report
Description of Durham
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
H1 - 0 to 16 inches:
loamy sand
H2 - 16 to 36 inches:
clay loam
H3 - 36 to 42 inches:
sandy clay
H4 - 42 to 48 inches:
sandy clay loam
H5 - 48 to 60 inches:
sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
DuB2—Durham loamy sand, 2 to 6 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 1 vfx5
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Durham, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Durham, Moderately Eroded
Setting
Landform: Interfluves
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Custom Soil Resource Report
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
H1 - 0 to 4 inches: loamy sand
H2 - 4 to 36 inches: clay loam
H3 - 36 to 42 inches: sandy clay
H4 - 42 to 48 inches: sandy clay loam
H5 - 48 to 60 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
DuC—Durham loamy sand, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 4m00
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Durham and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Durham
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
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Custom Soil Resource Report
Parent material: Saprolite derived from granite and gneiss
Typical profile
H1 - 0 to 16 inches:
loamy sand
H2 - 16 to 36 inches:
clay loam
H3 - 36 to 42 inches:
sandy clay
H4 - 42 to 48 inches:
sandy clay loam
H5 - 48 to 60 inches:
sandy loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
LoC—Louisburg loamy sand, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 4m17
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of local importance
Map Unit Composition
Louisburg and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Louisburg
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and/or gneiss
Typical profile
H1 - 0 to 8 inches: loamy sand
H2 - 8 to 20 inches: sandy loam
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Custom Soil Resource Report
Cr - 20 to 50 inches: weathered bedrock
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: 40 inches to lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 1.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
MeA—Mantachie sandy loam, 0 to 2 percent slopes, rarely flooded
Map Unit Setting
National map unit symbol: 1 vfyn
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Mantachie and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Mantachie
Setting
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium
Typical profile
A - 0 to 18 inches: loam
B - 18 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 5.95 in/hr)
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Custom Soil Resource Report
Depth to water table: About 12 to 18 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water storage in profile: High (about 10.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: B/D
VaB2—Vance sandy loam, 2 to 6 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 1 vfy6
Elevation: 300 to 600 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Vance, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vance, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from granite and gneiss
Typical profile
Ap - 0 to 4 inches: sandy loam
Bt - 4 to 30 inches: clay
BC - 30 to 39 inches: sandy clay
C1 - 39 to 72 inches: sandy clay loam
C2 - 72 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.7 inches)
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Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
W—Water
Map Unit Setting
National map unit symbol: 4m2w
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
WoA—Wehadkee and Bibb soils, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 1 vfz6
Elevation: 80 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Bibb, undrained, and similar soils: 45 percent
Wehadkee, undrained, and similar soils: 45 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wehadkee, Undrained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 72 inches: sandy loam
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Custom Soil Resource Report
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Very high
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 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: B/D
Description of Bibb, Undrained
Setting
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Sandy and loamy alluvium
Typical profile
A - 0 to 6 inches: loamy sand
Cgl - 6 to 60 inches: sandy loam
Cg2 - 60 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: A/D
WyA—Worsham sandy loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 1vfx1
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Custom Soil Resource Report
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Worsham, undrained, and similar soils: 80 percent
Worsham, drained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Worsham, Undrained
Setting
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Concave
Parent material: Alluvium and/or colluvium over saprolite derived from granite and
gneiss
Typical profile
A - 0 to 6 inches: loam
BA - 6 to 16 inches: clay loam
Bt - 16 to 45 inches: clay
BC - 45 to 80 inches: clay loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: D
Description of Worsham, Drained
Setting
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Concave
Parent material: Alluvium and/or colluvium over saprolite derived from granite and
gneiss
Typical profile
A - 0 to 6 inches: loam
BA - 6 to 16 inches: clay loam
27

Custom Soil Resource Report
Bt - 16 to 45 inches: clay
BC - 45 to 80 inches: clay loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: D
28

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=nres142p2_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/
porta l/nres/deta il/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.nres.usda.gov/wps/portal/nres/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
29

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/deta il/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/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf
ME

5
USGS Map

"Jef.%Je U.S. DEPARTMENT
OF THE
ERIOR
U. S. GEOLOGICAL SURVEY
science for a changing world
78°22'30"
35°52':
397301
50'
47'
730
F
35°45'
7
The National Map
USTopo
20' 17'30"
ZEBULON QUADRANGLE
NORTH CAROLINA
7.5 -MINUTE SERIES
78°15'
35°52'30"
Produced by the United States Geological Survey
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1 000 -meter grid: Universal Transverse Mercator, Zone 17S
10 000 -foot ticks: North Carolina Coordinate System of 1983
Imagery ....................................NAIP, May 2012 - June 2012
Roads..............................................02006-2012 TomTom
Names..........................................................GNIS, 2013
Hydrography ....................National Hydrography Dataset, 2012
Contours............................National Elevation Dataset, 2008
Boundaries ....................Census, IBWC, IBC, USGS, 1972 - 2012
M.
9° 18'
165 MILS GN
1° 34"
28 MILS
UTM GRID AND 2013 MAGNETIC NORTH
DECLINATION AT CENTER OF SHEET
U.S. National Grid
100,000-m Square ID
Qv
Grid Zone Designation
17S
SCALE 1:24 000
1 0.5 0 KILOMETERS 1 2
1000 500 0 METERS 1000 2000
1 0.5 0 1
MILES
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
CONTOUR INTERVAL 10 FEET
NORTH AMERICAN VERTICAL DATUM OF 1988
This map was produced to conform with the
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.11
H
A
QUADRANGLE LOCATION
Rolesville
Bunn
Bunn
West
East
Knightdale
Zebulon
Middlesex
Clayton
Flowers
Stancils
Chapel
ADJOINING 7.5' QUADRANGLES
Expressway Local Connector
Secondary Hwy Local Road
Ramp 4WD
• Interstate Route 0 US Route O State Route
ZEBULON,NC
2013
73
70 000
-ET
72
71
70
50'
'68
'67
'66
'65
47'30"
'64
'63
'62
'61
160000„N
35°45'

6
USACE NOTIFICATION OF JURISDICTIONAL
DETERMINATION

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW -2016-00169 County: Wake U.S.G.S. Quad: NC-ZEBULON
Property Owner:
Address:
Telephone Number:
Size (acres)
Nearest Waterway
USGS HUC
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Watson Family 11, LLC
Attn:
6220 Forestville, Rd.
Raleieh, NC 27604
919-819-5509
COPY
44 Nearest Town Zebulon
Beaverdam Creek River Basin Neuse
03020203 Coordinates Latitude: 35.8492800525961
Longitude: -78.3272062188286
Location description: The Property is approximately 44 acres located adjacent to Watsonia Dr., and is identified by
PINS 27060415118 and 179684872 near the town of Zebulon, Wake County, North Carolina. Aquatic features on site
drain to Beaverdam Creek in the Neuse River basin.
Indicate Which of the Following Apply:
A. Preliminary Determination
Based on preliminary information, there may be waters of the U.S. including wetlands on the above described project area
. We strongly suggest you have this property inspected to determine the extent of Department of the Army (DA)
jurisdiction. To be considered final, a jurisdictional determination must be verified by the Corps. This preliminary
determination is not an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33
CFR Part 331). If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district
for further instruction. Also, you may provide new information for further consideration by the Corps to reevaluate the
1D.
B. Approved Determination
There are Navigable Waters of the United States within the above described project area subject to the permit requirements
of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law
or our published regulations, this determination may he relied upon for a period not to exceed five years from the date of
this notification.
X There are waters of the U.S. including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggest you have the waters of the U.S. including wetlands on your project area delineated. Due to the
size of your property and/or our present workload, the Corps may not be able to accomplish this wetland delineation in a
timely manner. For a more timely delineation, you may wish to obtain a consultant. To be considered final, any
delineation must be verified by the Corps.
_ The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWAjurisdiction on your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
Page 1 of 2

X The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on May 11, 2016. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
_ There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
_ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to
determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact James Lastineer at 919-554-4884 x32 or
Ja mes.C.Lastinaernusace.a rmv.m il.
C. Basis For Determination: Stream channels on site exhibit an established OHWM, and now to Beaverdam
adjacent to tributaries (RPWs) that flow to Beaverdam Creek.
D. Remarks:
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Atm: Jason Steele, Review Officer
60 Forsyth Street SW, Room IOM 15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by July 11, 2016.
"'It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.** 1
Corps Regulatory
Date: Mav 11.2016 V IExpiration Date: May 11, 2021

The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete our Customer Satisfaction Survey, located online at
http://reug latory.usacesurvey.com/.
Copy:
Soil and Environmental Consultants
Attn: Steven Ball
8412 Falls of Neuse Rd.
Suite 104
Raleieh, NC 27615

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Watson Family IL LLC I ile �'ambrr: S,%XN-2201(,-00169
Date: May 11, 2016
Attached is:
See Section below
INITIAL PROFFERED PERMIT Standard Permit or Letter of permission)A
PROFFERED PERMIT Standard Permit or Letter of ermission
B
PERMIT DENIAL
C
APPROVED JURISDICTIONAL DETERMINATION
D
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http•/Avww usace annv mil/Missions/CivilWorks/ReeulatorvProgramandPermits.asox or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section 11 of
this form and sending the forth to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section If of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section 11 of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
Egli
PROFFERED
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the If you only have questions regarding the appeal process you may
appeal process you may contact: also contact:
District Engineer, Wilmington Regulatory Division, Mr. Jason Steele, Administrative Appeal Review Officer
Raleigh Regulatory Field Office CESAD-PDO
Attn: James Lastinger, Regulatory Specialist U.S. Army Corps of Engineers, South Atlantic Division
3331 Heritage Trade Dr., suite 105 60 Forsyth Street, Room l OM 15
Wake Forest, NC 27587 Atlanta, Georgia 30303-8801
919-554-4884 est 32 Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunit to artici ate in all site investiations.
Date: Telephone number:
of appellant or
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, James Lastinger,
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

VICINITY MAP
, 3T TO SCIIuF
SITE
�'-.1L•C•'.FI
De
PROJECT DATA:
OWNER. WATSON FAMILY It. Ll C.
WANG: CCUNN PARCEL IR 2706041511 86 17998/872
RECORD DEED BOOK 15814570 PG 2409,
OB 8099 PG 27M OM 2005 M 1554,56)
TOTAL PARCEL AREA: 1970,109SF f "21ACRES
(1010 AC•2653AC)
SITE ZONIN^u: R"135U05OT1-g
ALL STREETS ARE PRIVATE -50 RIGMOF-V/AY
FEIN FIRM MAPS 03720179MG.J 0 93T 2700001
Floodplaln Boundary lines shown were provided by
the North Carolina Floodplain Mapping Program.
All floodplain boundary lines are effective
05/02/06 and reflect boundaries shove on
DFIRM 3720179600) 8 DFIRM 3720270600J
Horizontal Datum for floodplain NAD 83.
Vertical Datum for floodpla In NAVD 88.
WETLANDS DELINEATION WAS MARKED AND
FLAGGED BY SOIL 8 ENVIRONMENTAL
CONSULTANTS, PA(SBEC) ON 1/6/16.
(PROJECT #7246. W2)
8412 FALLS OF NEUSE RD, SUITE 104,
RALEIGH, NC 27615 [phone]
LEGEND
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2 Y xborxsl datum teed rw vis Pond I. NAD 97 0.5 S., f.».
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11. Pone bntbn is acproxmas.liiormaWn Glesined ffm Wake Cody GIS,
WETLAND CHART
TOTAL WETLAND AREA = 182,533 SF / 4.19 AC
TOTAL STREAM LENGTH(LF)= 2262 LF
NORTHCARODNA
WAKE COUNTY
'This ooflrf s that this copy of this per accurately depicts the
boundary of the jurisd,ction of Sed ion 404 of the Clean Water Act
as determined by the undersigned on t1Y3 dale. Unless there Is a
change in the law cr our published regulations, INS determination
of Section 404 jurisdiction may be relied upon for a period not 10
exceed Eve(5) Yeats from this date. The undersigned completed
[his determination ual¢Ing the appropriate Regional Supplement
tolhe7987 U.S. Arany CPlpsef E gineets Wettands DeSneahui
Manual'
Regulato Off
Title:
Date: i
Dale: L
USACE Action00/69
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NORTH CAROLINA
WAKE COUNTY
"This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there i9 a change in the law or our
pubashed regulations, this determination of Section 404
jurisdiction may be railed upon for a period not to exceed
frve(5) years from this date. The undersigned completed
this determination ublong the appropriate Regional
Supplement to 1he1987 U.S. Army Corps of Engineers
Wetlands Delineation Manual"
Regulatory
USACE Acton ID: 3Af-) r444'/L -'W /G 7
LEGEND
TYP.... TYPICAL
NMF. .... NO MONUMENTATION FOUND
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,AGPS..... GPS GRID TIE
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NORTH CAROLINA
WAKE COUNTY
"This certifies that this Copy ct this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by9he undelegnedm-
this date. Unless there is a change in the law or our
published regulations, this determination of Section 404
jurisdiction may be relied upon for a period not to exceed
five(5) years from this date. The undersigned completed
this determination utilizing the appropriate Regional
Supplement to the1987 U.S. Army Corps of Engineers
Wetlands Delineation Manual.'
Regulatory
USACE Action ID: 7
LEGEND
TYP.... YPICAL
NNI.1F..... NO MONUMENTATION FOUND
LF -LINEAR FEET
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SF ... SQUARE FEET
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LEGEND
TYP.._TYPICAL
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WETLANDS AREAS
FEMA FLOOD
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LOW SHEET 6
1K 40 A WF 401A \ '
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NORTH CAROLINA
WAKE COUNTY
"This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there is a change in the law or our
published regulatlons, this determination of Section 404
jurisdiction may be relied upon for a period not to exceed
fwe(5) years from this date. The undersigned competed
this determination utilizing the appropriate Regional
Supplement to the1987 U.S. Army Corps of Engineers
Wetlands Delineation Manual .•'
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NORTH CAROLINA
WAKE COUNTY
"This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Goan Water Act ae determined by the undersigned on
this dale. Unless there is a change in the law or our
published regulations, this detemInatlon of Section 404
jurisdiction may be relied upon for a period not to exceed
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Wetlands Delineation Manual."
Regulatory
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LEGEND
TYP.... TYPICAL
NMF NO MONUMENTMION FOUND
LF..LINEAR FEET
PL...PROPERTY LINE
SF ... SQUARE FEET
TT ... TIE TO
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FES ... FLARED END SECTION
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O EIP..... E-XISTING IRON PIPE
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— — — —WETLAND AREAS
— — — —
LINE 140T SURVEYED
—' —"'— — CREEK/STREAM
NEUSE RIPARIAN BUFFER
----'-'-- ----- 0.2% ANMIAL OMC: 8000 HAZARD
FEMA FLOOD ZONE AE
WETLANDS AREAS
GRAPHIC SCALE
( IN FEET )
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M 7115261.55
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LEGEND
TYP...TYPICAL -
NNF.....NO MONUMENTATION FOUND
LFAINEAR FEET
PL ... PROPERTY LINE
SF...SOUAREFEET
TT ... TIE TO
CH. -CHANNEL
FES... FLARED EVD SECTION
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0 1'?' I ;2 -WETLANDS FLAGr COMPUTED POINT
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WAKECOUNTY
'This certifies that this copy of this plat accurately depicts
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the boundary of the Jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there is a change in the taw or our
GRAPHIC SCALE
published regulations, this determination of Section 404
i=
Jurisdiction may be relied upon for a period not to exceed w•
o 2S 50' too'
five(5) years from this date. The undersigned completed
o Q Tn
this determination utilizing the appropriate Regional
Supplement to thel987 U.S. Army Corps of Engineers
Wetlands Delineation Manual.'
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NORTH CAROLINA
WAKE COUNTY
This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there k a change In the law or our
published regulations, this determination of Section 404
jurisdiction may be relied upon for a period not to exceed
Five(5) years from this date. The undersigned completed
this determination utilizing the appropriate Regional
Supplement to Ihe1987 U.S. Army Corps of Engineers
Wetlands Delineation ManuaC" _
Regulatory
USACEActi nla.. S46,)-c/.)L6 -,go/L7
LEGEND
TYR... TYPICAL ---
NMF ..... NO 1.10MUMENTATION FOUND
LFAINEAR FEET
PL ... PROPERTY LINE
SF—SOUAREFEET
TT... TIE TO
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RAINFALL DATA

NOAA Atlas 14, Volume 2, Version 3
Location name: Zebulon, North Carolina, US*
Latitude: 35.8570°, Longitude: -78.3187°
Elevation: 343 ft
* source: Google Maps
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
100 1000
����
1 2 5 10 25 50 200 500
0.404 OA66 0.529 0.599 0.668 0.726 0.777 0.824 0.876 0.927
5 -min
1(0.369-0.444)11(0.427-0.510) (0.483-0.578) (0.547-0.655) 1(0.607-0.729)11(0.656-0.792) (0.699-0.848) 1(0.736-0.900)11(0.777-0.959) (0.814-1.02)
0.645 0.746 0.847 0.958 1.06 1.16 1.24 1.31 1.39 1.46
10 -min
1(0.589-0.709)11(0.683-0.816)1(0.774-0.925)1(0.874-1.05) (0.967-1.16) (1.04-1.26) 1 (1.11-1.35) 1 (1.17-1.43) 11 (1.23-1.52) (1.28-1.60)
0.806 0.938 1.07 1.21 1.35 1.46 1.56 1.65 1.75 1.83
15 -min
1(0.736-0.886)11(0.858-1.03) (0.979-1.17) 1 (1.11-1.32) 1 (1.23-1.47) 11 (1.32-1.60) 1 (1.40-1.70) 1 (1.47-1.80) 1 (1.55-1.91) (1.61-2.01)
1.10 1.29 1.52 1.76 2.00 2.20 2.39 2.56 2.78 2.97
30 -min (1.01-1.21) 11 (1.19-1.42) 1 (1.39-1.66) 1 (1.60-1.92) 1 (1.82-2.18) 11 (1.99-2.41) 1 (2.15-2.61) 1 (2.29-2.80) 1 (2.46-3.04) (2.61-3.25)
60 -min 1.38 1.63 1.95 2.29 2.66 2.99 3.29 3.60 3.98 4.33
(1.26-1.51) (1.49-1.78) (1.78-2.13) (2.09-2.50) (2.42-2.91) (2.70-3.26) (2.96-3.59) (3.22-3.93) (3.53-4.36) (3.81-4.75)
2 -hr 1.61 1.91 2.32 2.75 3.26 3.73 4.17 4.64 5.26 5.83
(1.46-1.78) (1.74-2.09) (2.10-2.54) (2.49-3.02) (2.94-3.57) (3.34-4.08) (3.72-4.57) (4.11-5.08) (4.61-5.76) (5.07-6.40)
3 -hr 1.71 2.02 2.46 2.95 3.53 4.07 4.60 5.17 5.94 6.67
(1.55-1.90) 11 (1.84-2.24) 1 (2.24-2.73) 1 (2.67-3.25) 1 (3.17-3.88) 11 (3.64-4.47) 1 (4.08-5.06) 1 (4.55-5.68) 11 (5.18-6.53) (5.74-7.35)
24 -hr 2'85 3.45 4.37 5.12 6.17 7.04 7.96 8.94 10.4 11.5
(2.65-3.08) (3.20-3.73) 11 (4.06-4.72) (4.74-5.53) (5.69-6.66) 11 (6.46-7.60) (7.26-8.60) 1 (8.11-9.67) 11 (9.29-11.2) (10.2-12.5)
3.30 3.98 5.00 5.83 7.007F 7.95 8.95 10.0 11.5 12.8
2 -day (3.07-3.56) (3.70-4.29) (4.65-5.40) (5.41-6.29) (6.46-7.54) (7.30-8.57) (8.18-9.66) 1 (9.10-10.8) 11 (10.4-12.5) (11.4-13.9)
3.50 4.21 5.27 6.13 7.32 8.30 9.32 10.4 11.9 13.2
3{iay (3.26-3.76) (3.93-4.53) (4.91-5.67) (5.69-6.58) (6.77-7.87) (7.64-8.92) (8.54-10.0) 1 (9.47-11.2) 1 (10.8-12.9) (11.8-14.3)
3.71 4.45 5.54 6.42 7.65 8.65 9.69 10.8 12.3 13.6
4 -day (3.46-3.97) 11 (4.16-4.77) 1 (5.17-5.94) 1 (5.98-6.87) 1 (7.09-8.19) 11 (7.98-9.27) 1 (8.90-10.4) 1 (9.85-11.6) 1 (11.2-13.3) (12.2-14.7)
7 -day 4.30 F 5.15 F 6.33 F 7.29 F 8.61 F 9.68 F 10.8 F 12.0 13.6 14.9
(4.03-4.61) 11 (4.82-5.51) 1 (5.92-6.78) 1 (6.80-7.79) 11 (8.00-9.21) 11 (8.96-10.4) 1 (9.94-11.6) 1 (11.0-12.8) 11 (12.3-14.6) (13.5-16.1)
10 -day 4.91 F 5.86 F 7.10 F 8.09 F 9.44 F 10.5 F 11.6 F 12.8 14.4 15.6
(4.61-5.24) (5.49-6.24) (6.65-7.57) (7.57-8.61) (8.81-10.1) (9.78-11.2) (10.8-12.4) (11.8-13.7) (13.2-15.4) (14.2-16.8)
20�iay 6.59 7.81 9.31 10.5 12.1 13.4 14.8 16.1 18.0 19.4
(6.20-7.01) (7.35-8.30) (8.75-9.90) (9.86-11.2) (11.4-12.9) (12.5-14.3) (13.7-15.7) (14.9-17.2) 11 (16.5-19.2) (17.8-20.9)
30 -day 8.19 9.65 11.3 12.6 14.4 15.7 17.1 18.5 20 .3 21 .7
(7.73-8.69) (9.11-10.2) (10.7-12.0) (11.9-13.4) (13.5-15.3) (14.7-16.7) (16.0-18.2) 1 (17.2-19.7) 11 (18.8-21.7) (20.0-23.3)
45 -day 10.4 12.2 14.1 15.6 17.5 19.0 20.5 21.9 23.9 25.3
(9.89-11.0) (11.6-12.9) (13.4-14.9) (14.8-16.4) (16.6-18.5) (17.9-20.1) (19.2-21.6) (20.6-23.2) (22.2-25.3) (23.5-26.9)
60 -day 12.5 14.6 16.7 18.3 20.4 22.0 23.5 25.0 27.0 28.5
(11.9-13.1) (13.9-15.4) (15.9-17.6) (17.4-19.3) (19.3-21.5) (20.8-23.2) (22.2-24.8) (23.5-26.4) (25.3-28.6) (26.6-30.2)
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
2.05
2.43
2.96
3.54
4.25
4.92
5.60
6.32
7.30
8.24
6 -hr
(1.86-2.27)
11 (2.21-2.67)
1 (2.69-3.26)
1 (3.22-3.90)
1 (3.84-4.67) 11
(4.41-5.39)
1 (4.97-6.12)
1 (5.56-6.90)
1 (6.34-7.98)
(7.06-9.03)
2.41
2.86
3.50
4.21
5.10
5.94
6.79
7.73
9.02
10.3
12 -hr
(2.20-2.66)
11 (2.62-3.14)
1 (3.20-3.85)
1 (3.83-4.63)
1 (4.61-5.58) 11
(5.33-6.48)
1 (6.03-7.40)
1 (6.78-8.41)
11 (7.79-9.82)
(8.73-11.2)
24 -hr 2'85 3.45 4.37 5.12 6.17 7.04 7.96 8.94 10.4 11.5
(2.65-3.08) (3.20-3.73) 11 (4.06-4.72) (4.74-5.53) (5.69-6.66) 11 (6.46-7.60) (7.26-8.60) 1 (8.11-9.67) 11 (9.29-11.2) (10.2-12.5)
3.30 3.98 5.00 5.83 7.007F 7.95 8.95 10.0 11.5 12.8
2 -day (3.07-3.56) (3.70-4.29) (4.65-5.40) (5.41-6.29) (6.46-7.54) (7.30-8.57) (8.18-9.66) 1 (9.10-10.8) 11 (10.4-12.5) (11.4-13.9)
3.50 4.21 5.27 6.13 7.32 8.30 9.32 10.4 11.9 13.2
3{iay (3.26-3.76) (3.93-4.53) (4.91-5.67) (5.69-6.58) (6.77-7.87) (7.64-8.92) (8.54-10.0) 1 (9.47-11.2) 1 (10.8-12.9) (11.8-14.3)
3.71 4.45 5.54 6.42 7.65 8.65 9.69 10.8 12.3 13.6
4 -day (3.46-3.97) 11 (4.16-4.77) 1 (5.17-5.94) 1 (5.98-6.87) 1 (7.09-8.19) 11 (7.98-9.27) 1 (8.90-10.4) 1 (9.85-11.6) 1 (11.2-13.3) (12.2-14.7)
7 -day 4.30 F 5.15 F 6.33 F 7.29 F 8.61 F 9.68 F 10.8 F 12.0 13.6 14.9
(4.03-4.61) 11 (4.82-5.51) 1 (5.92-6.78) 1 (6.80-7.79) 11 (8.00-9.21) 11 (8.96-10.4) 1 (9.94-11.6) 1 (11.0-12.8) 11 (12.3-14.6) (13.5-16.1)
10 -day 4.91 F 5.86 F 7.10 F 8.09 F 9.44 F 10.5 F 11.6 F 12.8 14.4 15.6
(4.61-5.24) (5.49-6.24) (6.65-7.57) (7.57-8.61) (8.81-10.1) (9.78-11.2) (10.8-12.4) (11.8-13.7) (13.2-15.4) (14.2-16.8)
20�iay 6.59 7.81 9.31 10.5 12.1 13.4 14.8 16.1 18.0 19.4
(6.20-7.01) (7.35-8.30) (8.75-9.90) (9.86-11.2) (11.4-12.9) (12.5-14.3) (13.7-15.7) (14.9-17.2) 11 (16.5-19.2) (17.8-20.9)
30 -day 8.19 9.65 11.3 12.6 14.4 15.7 17.1 18.5 20 .3 21 .7
(7.73-8.69) (9.11-10.2) (10.7-12.0) (11.9-13.4) (13.5-15.3) (14.7-16.7) (16.0-18.2) 1 (17.2-19.7) 11 (18.8-21.7) (20.0-23.3)
45 -day 10.4 12.2 14.1 15.6 17.5 19.0 20.5 21.9 23.9 25.3
(9.89-11.0) (11.6-12.9) (13.4-14.9) (14.8-16.4) (16.6-18.5) (17.9-20.1) (19.2-21.6) (20.6-23.2) (22.2-25.3) (23.5-26.9)
60 -day 12.5 14.6 16.7 18.3 20.4 22.0 23.5 25.0 27.0 28.5
(11.9-13.1) (13.9-15.4) (15.9-17.6) (17.4-19.3) (19.3-21.5) (20.8-23.2) (22.2-24.8) (23.5-26.4) (25.3-28.6) (26.6-30.2)
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

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PDS -based depth -duration -frequency (DDF) Curves
Latitudes 35.85701, Longitude: -78.31871
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Average recurrence interval (years)
NCAA Atlas 14, volume 2, Version 3 Created (GMT): Thu Apr 28 19=00:44 201E
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interoul
(years)
— 1
2
5
— 10
25
50
100
200
500
1004
Duration
— 5 -mm
— 2 -day
— IU -mm
— 3 -day
15 -min
— 4 -day
— 30 -min
— 7 -day
— 64 -min
— 10 -day
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
— "r
— 45 -day
— 12 -hr
— 60 -day
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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?: [e-mail]
Disclaimer

NOAA Atlas 14, Volume 2, Version 3
Location name: Zebulon, North Carolina, US*
Latitude: 35.8570°, Longitude: -78.3187°
Elevation: 343 ft
* source: Google Maps
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/hour)1
Average recurrence interval (years)
Duration
100
����
1 2 5 10 25 50 200 500 1000
5 -min 4.85 5.59 6.35 7.19 8.02 8.71 9.32 9.89 10.5
(4.43-5.33) 11 (5.12-6.12) 1 (5.80-6.94) (6.56-7.86) (7.28-8.75) (7.87-9.50) (8.39-10.2) 1 (8.83-10.8) 1 (9.32-11.5) (9.77-12.2
3.87 4.48 5.08 5.75 6.38 6.94 7.41 7.84 8.32 8.75
10 -min (3.53-4.25) 1 (4.10-4.90) (4.64-5.55) (5.24-6.29) (5.80-6.97) (6.27-7.57) (6.66-8.08) (7.00-8.56) (7.37-9.11) (7.70-9.60)
3.22 3.75 4.28 4.85 5.40 5.85 6.24 6.59 6.98 7.33
15 -min (294-3.54) 11 (3.43-4.10) (3.92-4.68) (4.42-5.30) (4.90-5.89) (5.29-6.39) (5.61-6.81) (5.89-7.20) (6.19-7.64) (6.44-8.04)
2 -hr 0.806 0.953 1.16 1.38 1.63 1.86 2.09 2.32 2.63 2.92
1(0.730-0.892)1(0.868-1.05) 1 (1.05-1.27) 1 (1.25-1.51) 1 (1.47-1.79) 11 (1.67-2.04) 11 (1.86-2.28) 1 (2.05-2.54) 1 (2.31-2.88) 1 (2.53-3.20)
F3 -hr 0.568 0.674 0.821 0.982 1.18 1.35 1.53 1.72 1.98 2.22
1(0.515-0.632)11(0.613-0.745)11(0.746-0.908)11(0.889-1.08)11 (1.06-1.29) 11 (1.21-1.49) 11 (1.36-1.68) 11 (1.52-1.89) 11 (1.72-2.17) 11 (1.91-2.45)
2.21
2.59
3.04
3.51
4.00
4.41
4.78
5.13
5.55
5.93
30 -min
(2.02-2.43) 11
(2.37-2.83)
1 (2.78-3.33)
1 (3.20-3.84)
1 (3.63-4.36) 11
(3.99-4.81) 11
(4.30-5.22)
1 (4.59-5.61)
1 (4.93-6.08)
1 (5.21-6.51)
1.38
1.63
1.95
2.29
2.66
2.99
3.29
3.60
3.98
4.33
60 -min
(1.26-1.51) 11
(1.49-1.78)
1 (1.78-2.13)
1 (2.09-2.50)
1 (2.42-2.91) 11
(2.70-3.26) 11
(2.96-3.59)
1 (3.22-3.93)
1 (3.53-4.36)
1 (3.81-4.75)
2 -hr 0.806 0.953 1.16 1.38 1.63 1.86 2.09 2.32 2.63 2.92
1(0.730-0.892)1(0.868-1.05) 1 (1.05-1.27) 1 (1.25-1.51) 1 (1.47-1.79) 11 (1.67-2.04) 11 (1.86-2.28) 1 (2.05-2.54) 1 (2.31-2.88) 1 (2.53-3.20)
F3 -hr 0.568 0.674 0.821 0.982 1.18 1.35 1.53 1.72 1.98 2.22
1(0.515-0.632)11(0.613-0.745)11(0.746-0.908)11(0.889-1.08)11 (1.06-1.29) 11 (1.21-1.49) 11 (1.36-1.68) 11 (1.52-1.89) 11 (1.72-2.17) 11 (1.91-2.45)
24 -hr 0.119 0.144 0.182 0.213 0.257 0.293 0.332 0.373 0.431 0.479
(0.110-0.128) (0.133-0.155) (0.169-0.197) (0.197-0.230) (0.237-0.278) (0.269-0.317) (0.302-0.358) (0.338-0.403) (0.387-0.467) (0.427-0.521)
0.069 0.083 0.104 0.122 0.146 0.166 0.186 0.209 0.240 0.266
2 -day (0.064-0.074) (0.077-0.089) (0.097-0.112) (0.113-0.131) (0.134-0.157) (0.152-0.178) (0.170-0.201) (0.189-0.226) (0.216-0.261) (0.237-0.290)
0.049 0.059 0.073 0.085 0.102 0.115 0.129 0.145 0.166 0.183
3�lay (0.045-0.052) (0.055-0.063) (0.068-0.079) (0.079-0.091) (0.094-0.109) (0.106-0.124) (0.119-0.139) (0.132-0.156) (0.150-0.180) (0.164-0.199)
0.039 0.046 0.058 0.067 0.080 0.090 0.101 0.112 0.129 0.142
4 -day (0.036-0.041) (0.043-0.050) (0.054-0.062) (0.062-0.072) (0.074-0.085) (0.083-0.097) (0.093-0.108) (0.103-0.121) (0.116-0.139) (0.127-0.153)
7 -day 0.026 0.031 0.038 0.043 0.051 0.058 0.064 0.071 0.081 0.089
(0.024-0.027) (0.029-0.033) (0.035-0.040) (0.040-0.046) (0.048-0.055) (0.053-0.062) (0.059-0.069) (0.065-0.076) (0.074-0.087) (0.080-0.096)
10 -day 0.020 0.024 0.030 0.034 0.039 0.044 0.048 0.053 0.060 0.065
(0.019-0.022) (0.023-0.026) (0.028-0.032) (0.032-0.036) (0.037-0.042) (0.041-0.047) (0.045-0.052) (0.049-0.057) (0.055-0.064) (0.059-0.070)
20�iay 0.014 0.016 0.019 0.022 0.025 0.028 0.031 0.034 0.037 0.041
(0.013-0.015) (0.015-0.017) (0.018-0.021) (0.021-0.023) (0.024-0.027) (0.026-0.030) (0.029-0.033) (0.031-0.036) (0.034-0.040) (0.037-0.043)
30 -day 0.011 0.013 0.016 ) ( 0.018 0.020 0.022 0.024 0.026 0.028 0.030
(0.011-0.012) (0.013-0.014) (0.015-0.017 0.017-0.019) (0.019-0.021) (0.020-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.028-0.032)
45{lay 0.010 0.011 0.013 0.014 0.016 0.018 0.019 0.020 0.022 0.023
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.021) (0.021-0.023) (0.022-0.025)
60 -day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.019 0.020
]F
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.018-0.021)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
ven 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
necked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
lease refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
0.342
0.405
0.494
0.592
0.710
0.822
0.935
1.05
1.22
1.38
6 -hr
(0.311-0.379)
(0.370-0.447)
(0.450-0.544)
(0.537-0.651)
(0.641-0.779)
(0.737-0.901)
(0.830-1.02)
(0.928-1.15)
1 (1.06-1.33)
1 (1.18-1.51)
0.200
0.237
0.290
0.350
0.423
0.493
0.564
0.641
0.749
0.852
12 -hr
(0.183-0.221)
(0.217-0.261)
(0.265-0.319)
(0.318-0.384)
(0.382-0.463)
(0.442-0.538)
(0.500-0.614)
(0.563-0.698)
(0.647-0.815)
(0.725-0.929)
24 -hr 0.119 0.144 0.182 0.213 0.257 0.293 0.332 0.373 0.431 0.479
(0.110-0.128) (0.133-0.155) (0.169-0.197) (0.197-0.230) (0.237-0.278) (0.269-0.317) (0.302-0.358) (0.338-0.403) (0.387-0.467) (0.427-0.521)
0.069 0.083 0.104 0.122 0.146 0.166 0.186 0.209 0.240 0.266
2 -day (0.064-0.074) (0.077-0.089) (0.097-0.112) (0.113-0.131) (0.134-0.157) (0.152-0.178) (0.170-0.201) (0.189-0.226) (0.216-0.261) (0.237-0.290)
0.049 0.059 0.073 0.085 0.102 0.115 0.129 0.145 0.166 0.183
3�lay (0.045-0.052) (0.055-0.063) (0.068-0.079) (0.079-0.091) (0.094-0.109) (0.106-0.124) (0.119-0.139) (0.132-0.156) (0.150-0.180) (0.164-0.199)
0.039 0.046 0.058 0.067 0.080 0.090 0.101 0.112 0.129 0.142
4 -day (0.036-0.041) (0.043-0.050) (0.054-0.062) (0.062-0.072) (0.074-0.085) (0.083-0.097) (0.093-0.108) (0.103-0.121) (0.116-0.139) (0.127-0.153)
7 -day 0.026 0.031 0.038 0.043 0.051 0.058 0.064 0.071 0.081 0.089
(0.024-0.027) (0.029-0.033) (0.035-0.040) (0.040-0.046) (0.048-0.055) (0.053-0.062) (0.059-0.069) (0.065-0.076) (0.074-0.087) (0.080-0.096)
10 -day 0.020 0.024 0.030 0.034 0.039 0.044 0.048 0.053 0.060 0.065
(0.019-0.022) (0.023-0.026) (0.028-0.032) (0.032-0.036) (0.037-0.042) (0.041-0.047) (0.045-0.052) (0.049-0.057) (0.055-0.064) (0.059-0.070)
20�iay 0.014 0.016 0.019 0.022 0.025 0.028 0.031 0.034 0.037 0.041
(0.013-0.015) (0.015-0.017) (0.018-0.021) (0.021-0.023) (0.024-0.027) (0.026-0.030) (0.029-0.033) (0.031-0.036) (0.034-0.040) (0.037-0.043)
30 -day 0.011 0.013 0.016 ) ( 0.018 0.020 0.022 0.024 0.026 0.028 0.030
(0.011-0.012) (0.013-0.014) (0.015-0.017 0.017-0.019) (0.019-0.021) (0.020-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.028-0.032)
45{lay 0.010 0.011 0.013 0.014 0.016 0.018 0.019 0.020 0.022 0.023
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.021) (0.021-0.023) (0.022-0.025)
60 -day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.019 0.020
]F
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.018-0.021)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
ven 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
necked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
lease refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

100.000
10.000
s
E
Z,
c
1.000
a
c
0.100
CL
w
ts` 0.010
r!"Ti1 ■
PDS -based intensity -duration -frequency (IDF) curves
Latitude: 35.85701, Longitude: -78.31871
100.000
S
Z,
F-
2
° 0.100
i
CL
0.010
0.001, 1 I. 1 1 1 1 1 J I.
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Thu Apr 28 19=01:53 2016
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
inieroul
(years)
— 1
2
5
— 10
25
50
100
200
500
1000
Duration
— 5 -mm
— 2 -day
— t0 -min
— 3 -day
15 -min
— 4 -day
30 -min
— 7 -day
— 64 -min
— 10 -day
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
— "r
— 45 -day
— 12 -hr
— 60 -day
L L
L
L
-0-0
-0 -U
-0
-0
-0-0
EE
N-0
Ili
O
LPI
O
O
1
N
rV
A 4
A 6
d
O
A
1-1
r-1
rn
tD
ri
N
rn
V kc
DUratlOn
100.000
S
Z,
F-
2
° 0.100
i
CL
0.010
0.001, 1 I. 1 1 1 1 1 J I.
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Thu Apr 28 19=01:53 2016
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
inieroul
(years)
— 1
2
5
— 10
25
50
100
200
500
1000
Duration
— 5 -mm
— 2 -day
— t0 -min
— 3 -day
15 -min
— 4 -day
30 -min
— 7 -day
— 64 -min
— 10 -day
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
— "r
— 45 -day
— 12 -hr
— 60 -day
24 -hr
�'.. Fieaanok. VIRGINVA
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Norfolk ovirginia Beach
r r
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NORTH : Raloeigf�.j --, Wilson rci
kory4 i At IL I N�A Greenville
0

Charlotte
Fayetteville
0
New Bern
0
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Jacksonville
U
Morehead City
Florence
Wilmington
Gole
9
50 km
Map data ©Report a map error
Large
scale terrain
'fir Riley Ad
Hopkins
t�t4¢rE kd
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1743
2331
—
arebnam Rd
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P01
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97
96
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309
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ive Cvun'Map Report a map error
Large scale map
`
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Riley fid
66
Napkins
��j445E k,,
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1746
2331
� Oebnam Rd,
y
p5i11 fid
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P P P

Imagery ( Report a map error
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer

8
STORMWATER DRAINAGE PIPE
SIZING CALCULATIONS

Hydrology Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc
Taryn Lake - Watsonia Drive
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 60.690
Rainfall Inten (in/hr)
= 3.306
OF Curve
= Taryn Lake IDF.IDF
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 10 20 30
Runoff Hyd - Qp = 60.19 (cfs)
Tuesday, Jun 14 2016
Peak discharge (cfs) = 60.19
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 42
Rec limb factor = 1.00
Hydrograph Volume = 151,681 (cuft); 3.482 (acft)
Runoff Hydrograph
25 -yr frequency
40 50 60 70 80 90 v vv
Time (min)

Culvert Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc
CULVERT - WATSONIA DRIVE
Invert Elev Dn (ft)
= 301.92
Pipe Length (ft)
= 54.66
Slope (%)
= 1.99
Invert Elev Up (ft)
= 303.01
Rise (in)
= 36.0
Shape
= Circular
Span (in)
= 36.0
No. Barrels
= 2
n -Value
= 0.012
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
= 0.89
Top Elevation (ft)
= 310.38
Top Width (ft)
= 26.00
Crest Width (ft)
= 1.00
Eley (ft)
31 IDD
309.00
307 DD
305.00
303.00
30100
2990D
0
CULVERT - WATSONIA DRIVE
Tuesday, Jun 14 2016
Calculations
Qmin (cfs)
= 60.00
Qmax (cfs)
= 100.00
Tailwater Elev (ft)
= Normal
Highlighted
Qtotal (cfs)
= 60.00
Qpipe (cfs)
= 60.00
Qovertop (cfs)
= 0.00
Veloc Dn (ft/s)
= 10.82
Veloc Up (ft/s)
= 6.90
HGL Dn (ft)
= 303.17
HGL Up (ft)
= 304.78
Hw Elev (ft)
= 305.67
Hw/D (ft)
= 0.89
Flow Regime
= Inlet Control
Hw Depth (ft)
7.99
5.99
3:981
1.99
-201
5 10 15 20 25 30 35 40 45 so
Clrcul arCulvert HGL Embank
-401
55: 60 65 70 75
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc
Taryn Lake - Zebulon Road Culvert
Hydrograph type
= Rational
Storm frequency (yrs)
= 25
Drainage area (ac)
= 0.380
Rainfall Inten (in/hr)
= 8.012
OF Curve
= Taryn Lake IDF.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.50
0.40
0.30
0.20
Tuesday, Jun 14 2016
Peak discharge (cfs) = 0.913
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
25 -yr frequency
Hydrograph Volume = 274 (cuft); 0.006 (acft)
Q (cfs)
1.00
0.90
0.80
0.70
0.50
0.40
0.30
0.20
0 5 10
Time (min)
Runoff Hyd - Qp = 0.91 (cfs)

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
CULVERT - ZEBULON ROAD
Invert Elev Dn (ft)
= 346.74
Calculations
Pipe Length (ft)
= 67.67
Qmin (cfs)
Slope (%)
= 0.58
Qmax (cfs)
Invert Elev Up (ft)
= 347.13
Tailwater Elev (ft)
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
No. Barrels
= 1
Qpipe (cfs)
n -Value
= 0.012
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 348.68
Hw/D (ft)
Top Width (ft)
= 26.00
Flow Regime
Crest Width (ft)
= 1.00
E1w (fti
349.00
348.50
348 6O
347.50
347.OD
34650
346.00
0 5 10 15 2- 25 30 35 40 45 50 55 60 65 TO80 85
Circular Culvert HGL Embank
CULVERT - ZEBULON ROAD
Tuesday, Jun 14 2016
= 0. 91
= 5.00
= Normal
= 0.91
= 0.91
= 0.00
= 3.17
= 2.84
= 347.07
= 347.49
= 347.61
= 0.32
= Inlet Control
H, L Epth (ft,
R—n (fti

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Storm Sewers 00.40
YI#A38
40
41
Outf II
�utfall
1
YI#A
CB#A2
CB#A26 2
42
3
CB#
28
YI#A17
3
29
YI#A
39
YI#A47 8
30YI#A48
43
CB#A27
2
CB#A
31
CB#A23
4 35 34
Y CB#A28
CB#A24
33
32 YI#A19
2
CB#A226
CB#A21
YI#A4 CB#A5
CB#A25
37
5
45 CB#A29 2
YI#A20
CB#A6
6
YI#A43
CB#A30 CB#j¢7
23
CBfA322 7
CB#A8
46
8
CB#A9
20
CB#A321 9
YI#A44 CB#M�#A35 1
47 CB#A10
10
CB#A10A
Y 48
6 11
1
CB#aW12
13
CB#16 113,
165
CB#,Id§#A14
Project File: STORM A - REV.stm
Number of lines: 48
Date: 6/14/2016
Storm Sewers 00.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N (ft)
(in)
(n)
(K) (ft)
1
End
155.215
141.232
Comb
0.00
0.51
0.40
5.0
307.07
2.31
310.66
24
Cir
0.012
1.49
315.96
Pipe Al -2
2
1
114.670
17.995
Comb
0.00
0.34
0.40
5.0
311.16
4.12
315.88
18
Cir
0.012
1.49
320.21
Pipe A2-3
3
2
313.804
-15.600
Comb
0.00
0.18
0.40
5.0
316.08
3.50
327.05
18
Cir
0.012
1.50
332.05
Pipe A3-4
4
3
140.976
-11.619
Comb
0.00
0.12
0.40
5.0
327.30
4.20
333.22
15
Cir
0.012
1.49
337.14
Pipe A4-5
5
4
107.258
-13.212
Comb
0.00
0.13
0.40
5.0
333.42
1.43
334.95
15
Cir
0.012
1.49
339.58
Pipe A5-6
6
5
92.362
-8.298
Comb
0.00
0.01
0.40
5.0
335.15
1.00
336.07
15
Cir
0.012
1.36
340.83
Pipe A6-7
7
6
66.000
-0.482
Comb
0.00
0.10
0.40
5.0
336.27
1.00
336.93
15
Cir
0.012
1.50
341.71
Pipe A7-8
8
7
84.146
-0.974
Comb
0.00
0.14
0.40
5.0
337.13
1.39
338.30
15
Cir
0.012
0.84
342.83
Pipe A8-9
9
8
98.896
-7.689
Comb
0.00
0.08
0.40
5.0
338.50
1.75
340.23
15
Cir
0.012
1.50
344.16
Pipe A9-10
10
9
59.849
1.828
Comb
0.00
0.08
0.40
5.0
340.43
1.00
341.03
15
Cir
0.012
0.50
344.93
Pipe Al0-10A
11
10
67.571
10.139
Comb
0.00
0.07
0.40
5.0
341.23
1.01
341.91
15
Cir
0.012
1.50
345.81
Pipe A10A-11
12
11
38.441
8.434
Comb
0.00
0.08
0.40
5.0
342.11
0.49
342.30
15
Cir
0.012
0.50
346.30
PipeA11-11A
13
12
54.970
7.429
Comb
0.00
0.05
0.40
5.0
342.50
0.49
342.77
15
Cir
0.012
1.00
347.01
Pipe Al 1A-12
14
13
30.418
-38.156
Comb
0.00
0.03
0.40
5.0
342.97
0.53
343.13
15
Cir
0.012
1.17
347.60
Pipe Alt -13
15
14
21.000
47.471
Comb
0.00
0.04
0.40
5.0
343.33
0.48
343.43
15
Cir
0.012
1.17
347.60
Pipe Al 3-14
16
15
30.418
47.471
Comb
0.00
0.22
0.40
5.0
343.63
0.49
343.78
15
Cir
0.012
1.17
347.81
Pipe Al 4-15
17
16
21.000
47.471
Comb
0.00
0.28
0.40
5.0
343.98
1.00
344.19
15
Cir
0.012
1.00
347.81
Pipe Al 5-16
18
11
21.000
95.378
Comb
0.00
0.16
0.40
5.0
342.11
1.00
342.32
15
Cir
0.012
1.00
345.81
Pipe All -36
19
9
21.000
87.066
Comb
0.00
0.09
0.40
5.0
340.43
0.52
340.54
15
Cir
0.012
1.00
344.16
Pipe Al 0-35
20
8
73.269
30.447
Comb
0.00
0.23
0.40
5.0
338.50
2.01
339.97
15
Cir
0.012
1.01
343.85
Pipe A9-33
21
20
21.000
-38.403
Comb
0.00
0.33
0.40
5.0
340.17
1.00
340.38
15
Cir
0.012
1.00
343.85
Pipe A33-34
22
6
48.974
62.168
Comb
0.00
0.25
0.40
5.0
336.27
3.33
337.90
15
Cir
0.012
1.36
341.32
Pipe A7-30
23
22
21.000
-62.650
Comb
0.00
0.27
0.40
5.0
338.10
1.00
338.31
15
Cir
0.012
1.00
341.75
Pipe A30-31
Project File: STORM A - REV.stm
Number of lines: 48
Date: 6/14/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 2
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N (ft)
(in)
(n)
(K) (ft)
24
7
21.003
88.973
Comb
0.00
0.23
0.40
5.0
337.13
3.52
337.87
15
Cir
0.012
1.00
341.71
Pipe A8-32
25
5
21.000
84.295
Comb
0.00
0.16
0.40
5.0
335.15
3.52
335.89
15
Cir
0.012
1.00
339.58
Pipe A6-29
26
4
21.000
82.124
Comb
0.00
0.15
0.40
5.0
333.42
1.52
333.74
15
Cir
0.012
1.00
337.15
Pipe A5-28
27
3
21.000
85.888
Comb
0.00
0.22
0.40
5.0
327.30
3.76
328.09
15
Cir
0.012
1.00
332.05
Pipe A4-27
28
1
109.467
-81.037
Grate
0.00
0.15
0.40
5.0
311.41
0.50
311.96
15
Cir
0.012
1.50
314.84
Pipe A2-17
29
28
119.807
86.640
Grate
0.00
0.20
0.40
5.0
312.16
2.50
315.16
15
Cir
0.012
2.01
319.58
Plpe A17-18
30
29
46.248
-90.000
Grate
0.00
0.12
0.40
5.0
315.36
1.99
316.28
15
Cir
0.012
0.50
324.18
Pipe A18-48
31
30
111.774
0.000
Grate
0.00
0.20
0.40
5.0
316.28
2.00
318.52
15
Cir
0.012
2.14
322.04
Pipe A48-19
32
31
114.127
107.551
Comb
0.00
0.59
0.40
5.0
318.27
2.39
321.00
15
Cir
0.012
0.58
324.96
Plpe A19-21
33
32
115.351
19.653
Comb
0.00
0.19
0.40
5.0
321.20
2.00
323.51
15
Cir
0.012
1.48
326.98
Pipe A21-22
34
33
86.109
23.403
Comb
0.00
0.07
0.40
5.0
323.71
2.00
325.43
15
Cir
0.012
1.47
328.66
Pipe A22-23
35
34
21.000
-76.868
Comb
0.00
0.11
0.40
5.0
325.63
1.00
325.84
15
Cir
0.012
1.00
328.66
Pipe A23-24
36
33
21.000
-79.730
Comb
0.00
0.23
0.40
5.0
323.71
1.00
323.92
15
Cir
0.012
1.00
326.98
Pipe A22-25
37
31
107.208
35.497
Grate
0.00
0.06
0.40
5.0
318.72
2.00
320.86
15
Cir
0.012
1.00
324.24
Pipe A19-20
38
2
21.000
82.979
Comb
0.00
0.43
0.40
5.0
316.13
1.76
316.50
15
Cir
0.012
1.00
320.21
Pipe A3-26
39
29
58.426
20.081
Grate
0.00
0.30
0.40
5.0
316.14
0.99
316.72
15
Cir
0.012
1.00
322.47
Pipe A18-47
40
End
165.723
-161.42
Grate
0.00
0.29
0.40
5.0
307.07
3.00
312.04
15
Cir
0.012
1.31
315.32
Pipe A37-38
41
40
194.908
-58.073
Grate
0.00
0.50
0.40
5.0
312.24
2.00
316.14
15
Cir
0.012
0.50
320.89
Pipe A38-39
42
41
285.679
2.339
Grate
0.00
0.55
0.40
5.0
316.34
3.50
326.34
15
Cir
0.012
0.50
330.99
Pipe A39-40
43
42
271.170
-2.362
Grate
0.00
0.34
0.40
5.0
326.54
1.93
331.78
15
Cir
0.012
0.50
337.02
Pipe A40-41
44
43
88.244
9.115
Grate
0.00
0.27
0.40
5.0
331.98
0.59
332.50
15
Cir
0.012
0.50
340.84
Pipe A41-42
45
44
199.693
-12.841
Grate
0.00
0.77
0.40
5.0
332.70
0.50
333.70
15
Cir
0.012
1.12
337.65
Pipe A42-43
46
45
248.674
-44.424
Grate
0.00
0.14
0.40
5.0
333.90
1.90
338.62
15
Cir
0.012
0.50
344.31
Pipe A43-44
Project File: STORM A - REV.stm
Number of lines: 48
Date: 6/14/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 3
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
No.
Length
(ft)
angle
(deg)
Type
Q
(cfs)
Area
(ac)
Coeff
(C)
Time
(min)
EI Dn
(ft)
Slope EI Up
N (ft)
Size
(in)
Shape
Value
(n)
Coeff Rim EI
(K) (ft)
47
46
76.067
-13.151
Grate
0.00
0.73
0.40
5.0
338.82
0.70
339.35
15
Cir
0.012
1.37
343.61
Pipe A44-45
48
47
132.067
-63.402
Grate
0.00
0.19
0.40
5.0
339.55
0.60
340.34
15
Cir
0.012
1.00
343.71
Pipe A45-46
Project File: STORM A - REV.stm
Number of lines: 48
Date: 6/14/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
CB#A2
Combination
315.96
Rect
4.00
4.00
24
Cir
310.66
18
Cir
311.16
15
Cir
311.41
2
CB#A3
Combination
320.21
Rect
4.00
4.00
18
Cir
315.88
18
Cir
316.08
15
Cir
316.13
3
CB#A4
Combination
332.05
Rect
4.00
4.00
18
Cir
327.05
15
Cir
327.30
15
Cir
327.30
4
CB#A5
Combination
337.14
Rect
4.00
4.00
15
Cir
333.22
15
Cir
333.42
15
Cir
333.42
5
CB#A6
Combination
339.58
Rect
4.00
4.00
15
Cir
334.95
15
Cir
335.15
15
Cir
335.15
6
CB#A7
Combination
340.83
Rect
4.00
4.00
15
Cir
336.07
15
Cir
336.27
15
Cir
336.27
7
CB#A8
Combination
341.71
Rect
4.00
4.00
15
Cir
336.93
15
Cir
337.13
15
Cir
337.13
8
CB#A9
Combination
342.83
Rect
4.00
4.00
15
Cir
338.30
15
Cir
338.50
15
Cir
338.50
9
CB#A10
Combination
344.16
Rect
4.00
4.00
15
Cir
340.23
15
Cir
340.43
15
Cir
340.43
10
CB#A10A
Combination
344.93
Rect
4.00
4.00
15
Cir
341.03
15
Cir
341.23
11
CB#A11
Combination
345.81
Rect
4.00
4.00
15
Cir
341.91
15
Cir
342.11
15
Cir
342.11
12
CB#A11A
Combination
346.30
Rect
4.00
4.00
15
Cir
342.30
15
Cir
342.50
13
CB#Al2
Combination
347.01
Rect
4.00
4.00
15
Cir
342.77
15
Cir
342.97
14
CB#A13
Combination
347.60
Rect
4.00
4.00
15
Cir
343.13
15
Cir
343.33
15
CB#A14
Combination
347.60
Rect
4.00
4.00
15
Cir
343.43
15
Cir
343.63
16
CB#A15
Combination
347.81
Rect
4.00
4.00
15
Cir
343.78
15
Cir
343.98
17
CB#16
Combination
347.81
Rect
4.00
4.00
15
Cir
344.19
18
CB#A36
Combination
345.81
Rect
4.00
4.00
15
Cir
342.32
Project File: STORM A - REV.stm
Number of Structures: 48
Run Date: 6/14/2016
Storm Sewers v10.40

Structure Report
Page 2
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
19
CB#A35
Combination
344.16
Rect
4.00
4.00
15
Cir
340.54
20
CB#A33
Combination
343.85
Rect
4.00
4.00
15
Cir
339.97
15
Cir
340.17
21
CB#A34
Combination
343.85
Rect
4.00
4.00
15
Cir
340.38
22
CB#A30
Combination
341.32
Rect
4.00
4.00
15
Cir
337.90
15
Cir
338.10
23
CB#A31
Combination
341.75
Rect
4.00
4.00
15
Cir
338.31
24
CB#A32
Combination
341.71
Rect
4.00
4.00
15
Cir
337.87
25
CB#A29
Combination
339.58
Rect
4.00
4.00
15
Cir
335.89
26
CB#A28
Combination
337.15
Rect
4.00
4.00
15
Cir
333.74
27
CB#A27
Combination
332.05
Rect
4.00
4.00
15
Cir
328.09
28
YI#A17
Grate
314.84
Rect
4.00
4.00
15
Cir
311.96
15
Cir
312.16
29
YI#A18
Grate
319.58
Rect
4.00
4.00
15
Cir
315.16
15
Cir
315.36
15
Cir
316.14
30
YI#A48
Grate
324.18
Rect
4.00
4.00
15
Cir
316.28
15
Cir
316.28
31
YI#A19
Grate
322.04
Rect
4.00
4.00
15
Cir
318.52
15
Cir
318.27
15
Cir
318.72
32
CB#A21
Combination
324.96
Rect
4.00
4.00
15
Cir
321.00
15
Cir
321.20
33
CB#A22
Combination
326.98
Rect
4.00
4.00
15
Cir
323.51
15
Cir
323.71
15
Cir
323.71
34
CB#A23
Combination
328.66
Rect
4.00
4.00
15
Cir
325.43
15
Cir
325.63
35
CB#A24
Combination
328.66
Rect
4.00
4.00
15
Cir
325.84
36
CB#A25
Combination
326.98
Rect
4.00
4.00
15
Cir
323.92
37
YI#A20
Grate
324.24
Rect
4.00
4.00
15
Cir
320.86
38
CB#A26
Combination
320.21
Rect
4.00
4.00
15
Cir
316.50
39
YI#A47
Grate
322.47
Rect
4.00
4.00
15
Cir
316.72
Project File: STORM A - REV.stm
Number of Structures: 48
Run Date: 6/14/2016
Storm Sewers 00.40

Structure Report
Page 3
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(In)
(ft)
40
YI#A38
Grate
315.32
Rect
4.00
4.00
15
Cir
312.04
15
Cir
312.24
41
YI#A39
Grate
320.89
Rect
4.00
4.00
15
Cir
316.14
15
Cir
316.34
42
YI#A40
Grate
330.99
Rect
4.00
4.00
15
Cir
326.34
15
Cir
326.54
43
YI#A41
Grate
337.02
Rect
4.00
4.00
15
Cir
331.78
15
Cir
331.98
44
YI#A42
Grate
340.84
Rect
4.00
4.00
15
Cir
332.50
15
Cir
332.70
45
YI#A43
Grate
337.65
Rect
4.00
4.00
15
Cir
333.70
15
Cir
333.90
46
YI#A44
Grate
344.31
Rect
4.00
4.00
15
Cir
338.62
15
Cir
338.82
47
YI#A45
Grate
343.61
Rect
4.00
4.00
15
Cir
339.35
15
Cir
339.55
48
YI#A46
Grate
343.71
Rect
4.00
4.00
15
Cir
340.34
Project File: STORM A - REV.stm
Number of Structures: 48
Run Date: 6/14/2016
Storm Sewers v10.40

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
CB#A2
1.47
0.13
1.31
0.28
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.17
5.31
0.09
1.82
0.0
Off
2
CB#A3
0.98
0.15
1.00
0.13
Comb
4.0
1.50
0.00
1.50
2.00
0,040
2.00
0.050
0.020
0.013
0.15
4.41
0.07
1.36
0.0
1
3
CB#A4
0.52
0.01
0.53
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.12
2.76
0.00
0.00
0.0
4
CB#A5
0.34
0.00
0.34
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.10
1.96
0.00
0.00
0.0
5
CB#A6
0.37
0.00
0.37
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.10
2.06
0.00
0.00
0.0
6
CB#A7
0.03
0.02
0.05
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.05
0.96
0.00
0.00
0.0
7
CB#A8
0.29
0.01
0.30
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.09
1.86
0.00
0.00
0.0
6
8
CB#A9
0.40
0.02
0.42
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.11
2.26
0.01
0.14
0.0
7
9
CB#A10
0.23
0.00
0.23
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.08
1.68
0.00
0.00
0.0
10
CB#A10A
0.23
0.00
0.23
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.08
1.68
0.00
0.00
0.0
11
CB#A11
0.20
0.00
0.20
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0,040
2.00
0.050
0.020
0.013
0.08
1.60
0.00
0.00
0.0
10
12
CB#A11A
0.23
0.00
0.23
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.08
1.68
0.00
0.00
0.0
11
13
CB#Al2
0.14
0.00
0.14
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.07
1.42
0.00
0.00
0.0
12
14
CB#A13
0.09
0.00
0.09
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.06
1.16
0.00
0.00
0.0
13
15
CB#A14
0.11
0.02
0.13
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.07
1.38
0.00
0.00
0.0
14
16
CB#A15
0.63
0.03
0.65
0.02
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.12
3.21
0.03
0.64
0.0
15
17
CB#16
0.80
0.00
0.77
0.03
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.13
3.66
0.04
0.82
0.0
16
18
CB#A36
0.46
0.00
0.46
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.11
2.46
0.00
0.00
0.0
11
19
CB#A35
0.26
0.00
0.26
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.09
1.76
0.00
0.00
0.0
9
20
CB#A33
0.66
0.07
0.72
0.02
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.13
3.46
0.03
0.66
0.0
21
CB#A34
0.95
0.00
0.88
0.07
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.14
4.01
0.06
1.10
0.0
20
22
CB#A30
0.72
0.03
0.73
0.02
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.13
3.51
0.04
0.70
0.0
6
23
CB#A31
0.78
0.00
0.74
0.03
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.13
3.56
0.04
0.82
0.0
22
Project File: STORM A - REV.stm
Number of lines: 48
Run Date: 6/14/2016
NOTES: Inlet N -Values = 0.016; Intensity = 67.84 / (Inlet time + 12.00) ^ 0.79; Return period = 10 Yrs. ; Indicates Known Q added. All curb inlets are throat.
Storm Sewers 00.40

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
CB#A32
0.66
0.00
0.65
0.01
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.12
3.21
0.03
0.58
0.0
7
25
CB#A29
0.46
0.00
0.46
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0,040
2.00
0.050
0.020
0.013
0.11
2.46
0.00
0.00
0.0
26
CB#A28
0.43
0.00
0.43
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.11
2.31
0.00
0.00
0.0
27
CB#A27
0.63
0.00
0.62
0.01
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.12
3.11
0.03
0.54
0.0
28
YI#A17
0.43
0.01
0.44
0.00
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.11
2.41
0.00
0.00
0.0
1
29
YI#A18
0.57
0.05
0.61
0.01
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.12
3.06
0.03
0.58
0.0
28
30
YI#A48
0.34
0.06
0.40
0.00
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.10
2.21
0.00
0.00
0.0
29
31
YI#A19
0.57
0.33
0.85
0.06
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.14
3.91
0.05
1.02
0.0
0
32
CB#A21
1.70
0.00
1.37
0.33
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.17
5.46
0.10
1.92
0.0
31
33
CB#A22
0.55
0.01
0.56
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0,040
2.00
0.050
0.020
0.013
0.12
2.86
0.01
0.26
0.0
32
34
CB#A23
0.20
0.00
0.20
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0,040
2.00
0.050
0.020
0.013
0.08
1.60
0.00
0.00
0.0
33
35
CB#A24
0.32
0.00
0.32
0.00
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.10
1.90
0.00
0.00
0.0
34
36
CB#A25
0.66
0.00
0.65
0.01
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.12
3.21
0.03
0.58
0.0
33
37
YI#A20
0.17
0.00
0.17
0.00
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.08
1.52
0.00
0.00
0.0
31
38
CB#A26
1.24
0.00
1.08
0.15
Comb
4.0
1.50
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.15
4.66
0.07
1.44
0.0
39
YI#A47
0.86
0.00
0.82
0.05
Grate
0.0
0.00
0.00
1.50
2.00
0,040
2.00
0.050
0.020
0.013
0.14
3.81
0.05
0.92
0.0
29
40
YI#A38
0.83
0.35
1.05
0.13
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.15
4.56
0.07
1.38
0.0
Off
41
YI#A39
1.44
0.34
1.42
0.35
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.17
5.61
0.10
1.96
0.0
40
42
YI#A40
1.58
0.14
1.39
0.34
Grate
0.0
0.00
0.00
1.50
2,00
0,040
2.00
0.050
0.020
0.013
0.17
5.51
0.10
1.94
0.0
41
43
YI#A41
0.98
0.20
1.03
0.14
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.15
4.51
0.07
1.40
0.0
42
44
YI#A42
0.78
0.57
1.15
0.20
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.16
4.86
0.08
1.60
0.0
43
45
YI#A43
2.21
0.06
1.70
0.57
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.19
6.31
0.12
2.91
0.0
44
46
YI#A44
0.40
0.50
0.85
0.06
Grate
0.0
0.00
0.00
1.50
2.00
0.040
2.00
0.050
0.020
0.013
0.14
3.91
0.05
1.00
0.0
5
Project File: STORM A - REV.stm
Number of lines: 48
Run Date: 6/14/2016
NOTES: Inlet N -Values = 0.016; Intensity = 67.84 / (Inlet time + 12.00) " 0.79; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v10.40

Inlet Report
Page 3
Line
No
Inlet ID
Q =
CIA
(cfs)
Q
carry
(cfs)
Q
capt
(cfs)
Q
Byp
(cfs)
Junc
Type
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
Line
No
Ht
(in)
L
(ft)
Area
(sgft)
L
(ft)
W
(ft)
So
(ft/ft)
W
(ft)
Sw
(ft/ft)
Sx
(ft/ft)
n
Depth
(ft)
Spread
(ft)
Depth
(ft)
Spread
(ft)
Depr
(in)
47
48
YI#A45
YI#A46
2.10
0.55
0.00
0.00
1.60
0.55
0.50
0.00
Grate
Grate
0.0
0.0
0.00
0.00
0.00
0.00
1.50
1.50
2.00
2.00
0.040
0,040
2.00
2.00
0.050
0.050
0.020
0.020
0.013
0.013
0.18
0.12
6.06
2.81
0.11
0.01
2.61
0.12
0.0
0.0
46
47
Project File: STORM A - REV.stm
Number of lines: 48
Run Date: 6/14/2016
NOTES: Inlet N -Values = 0.016; Intensity = 67.84 / (Inlet time + 12.00) " 0.79; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v10.40

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
c
has
7
C 7
� Q
C 7
J C7
C 7
Q i
7i:-0
C 7
J DE
C 7 C 7
J C).F J �} E
..
7
A CIS
as
J 7
� o c
m
J
0
M �
46
w
.H E a
m WE
371.00
371.0
0
356.00
341.00
356. 0
341.00
f-15"@1.75%
9%
326.00
326.00
311.00
311.00
296.00
0
100 200
HGL
300
EGL
400 500 600 700
Reach (ft)
800 900
1000
1100
1200
296.00
Storm Sewers
■�■��I�%
�■■�■�'ii�iiii
'
i�
Storm Sewers

Storm Sewer Profile
N
q 4 R7
Elev. (ft) n�
357.00
353.00
349.00
345.00
341.00
337.00 —L
0
25 50 75
• HGL EGL
Proj. file: STORM A - REV.stm
uh
�r
w
ca
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c
c a
c
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etc
-7--35700
x
-345.00
.000Lf - 15" @ 1.00%
@ 0.49%
-341.00
337.00
100 125 150 175 200 225 250 275 300 325
Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
359.00
01YXIII7
335.00
323.00
311.00
Proj. file: STORM A - REV.stm
100 200 300 400 500 600 700 800
HGL EGL Reach (ft)
359.00
347.00
335.00
323.00
311.00
299.00
900 1000
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
328.00 ' 328.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
HGL EGL Reach (ft)
Storm Sewers
c ��
�
e �
e a
c a
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Qc
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cq in U3
q r r
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+� w w W
C;31wwW
n wuJW
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93.;3.;
11 €may
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0 jr
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W WE
W WEE
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M lYc
358.00 1 1
1 i I
i I
I i I
1 1, 358.00
328.00 ' 328.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
PLi�IMarlc a
ianotp-
I�JrA•1�11
307.00 ' 307.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers
M
c
J 7E
-
J 7 �,
J 3
J 7
�V
Inl TOM
I[1 AUI$F..
A7
M
INq1��
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ci
Elev. (ft) g �?,�
Aar,
.?�,,
;� r3;;;;
+n W wui
+ WwwWww
- Www
-f Www
Ww
E s a
aoa E>>
Eye
m Eat
Eby
N E�
TWEE
IrcE
_M
W drrc
W a! CE
W drec
W 0! -F
337.00
337.00
PLi�IMarlc a
ianotp-
I�JrA•1�11
307.00 ' 307.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
344.00
«ci7 M]
332.00
326.00
320.00
314.00
0
7
Q C
Proj. file: STORM A - REV.stm
C 7 G 7 C 7
J O C J OE J 0
25 50 75
- HGL EGL
344.00
338.00
332.00
326.00
326,W 1.00%
314.00
100 125 150 175 200 225 250 275 300 325 350
Reach (ft)
Storm Sewers
����WNI
�-��
25 50 75
- HGL EGL
344.00
338.00
332.00
326.00
326,W 1.00%
314.00
100 125 150 175 200 225 250 275 300 325 350
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
329.00
p W Ill W
E s a
� W c _
m
Q
+ aim
E a
W Ir
329.00
326.00
326.00
323.00
323.00
320.00
320.00
---
317.00
317.00
314.00
0 10
HGL
20 30
EGL
314.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
+wLUw
E s s
F C.E
r-
C3 w
-M E a
W I C
340.00
340.00
337.00
337.00
334.00
334.00
331.00
331.00
328.00
328.00
325.00
0 10
HGL
20 30
EGL
325.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)n
+wLUw
E s s
F C.E
M
N Mr!
0 wLU
_M E a
W t C
346.00
346.00
343.00
343.00
340.00
340.00
337.00
337.00
_.- .
334.00
334.00
331.00
0 10 20 30
HGL EGL
331.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
C31
n�'
+wLUw
E s s
F C.E
Ue
,
0 wtu
-M E a
W I C
348.00
348.00
345.00
345.00
342.00
342.00
339.00
339.00
-.......- — --
336.00
336.00
333.00
0 10
HGL
20 30
EGL
333.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
353.00
C
:* ww
E s s
� WEE
N
J ME
Q wwui
_% ass
W WEE
V%
c N
J 0
Q wm
-M Ea
W WE
353.00
349.00
349.00
345.00
341.00
345.00
341.00
337.00
337.00
- o
333.00
0 10 20 30
HGL EGL
40 50 60
Reach (ft)
70 80
333.00
90 100
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
329.00
�
DE
gMEd 06
+nwuiw
E s a
� WEE
c
Mai
M;;
ww
m E
W e
329.00
326.00
326.00
323.00
323.00
320.00
317.00
320.00
317.00
____._—. -..--
- IF a 0.99%
314.00
0 10 20
HGL EGL
30 40 50 60 70
Reach (ft)
314.00
80 90 100
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
�
+nwww
Ess
F C.E
c �
Q wus
_M Es
W fiffC
350.00
350.00
347.00
347.00
344.00
344.00
341.00
341.00
-
338.00
338.00
335.00
0 10
HGL
20 30
EGL
335.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
06od
9:31 A M LU v%
CP
+
W
C3
Mac;
*MA
0 Wall
E zp; a
-
N n ci
g 0 LU LU
+
ZI.-
A Ea
351.00
351.00
351.00
348.00
—348.00
345.00
345.00
342.00
339.00
342.00
339.00
.. ... ... .. ... -------
---------- —
2 I.DuMf - 151 -1.001%
336.00
0 10 20
— HGL EGL
30 40 50 60 70 80
Reach (ft)
336.00
90 100
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
+wLUw
E s 3.;
F C.E
m
C3 wtu
-M E a
W I C
353.00
353.00
350.00
350.00
347.00
347.00
344.00
344.00
341.003
_.... - .._
— - ..........
341.00
41.00
338.00
0 10
HGL
20 30
EGL
338.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
355.00
aRi
C31
R
Ill W
E a 3.;
� W c E
T
Q
e
C3 , �.}
0 in
p WW
-M E a
Ir
355.00
352.00
352.00
349.00
349.00
346.00
346.00
343.00
343.00
340.00
0 10
HGL
20 30
EGL
340.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM A - REV.stm
Elev. (ft)
' +wLUw
W c c
o wyu
WE
336.00
336.00
333.00
333.00
330.00
327.00
330.00
327.00
-__._ __.____.
324.00
324.00
321.00
0 10
HGL
20 30
EGL
321.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Storm Sewers 00.40
YI#B41
40
39
YI#B19
CB#B18
38
1
CB#Outfall
41
CB#B21 37
CB#B3
3
CB#B4
YI#1320
4
19
YI#1338
5 B
B22
32
YJ 37
CB#136 6 CB#B23
36
CB#137
7 21
CB#B32
CB#B17
CB#131 FP7
30
C
YI#B24
16
8
22
CB#B40
CB#B33
CB#B15A 15
C B#- 35 CB#B34 3
CB#B15 1413 CB�IZ
11 29 10 3 9
23 YI
CB1#b13
CB#B11 B#B10
24 Y
YI#B31
Yl
25
28
Yl
26
YI#B30 27
YI#629
Project File: STORM B.stm
Number of lines: 41
Date: 6/14/2016
Storm Sewers 00.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N (ft)
(in)
(n)
(K) (ft)
1
End
42.67
-164.98
Comb
0.00
0.04
0.40
5.0
303.50
1.36
304.08
24
Cir
0.012
1.37
310.54
Pipe 131-2
2
1
60.72
-59.81
Comb
0.00
0.04
0.40
5.0
304.28
0.74
304.73
24
Cir
0.012
1.32
310.93
Pipe 132-3
3
2
69.00
-38.19
Comb
0.00
0.06
0.40
5.0
304.93
0.99
305.61
24
Cir
0.012
0.74
311.66
Pipe 133-4
4
3
69.95
-25.90
Comb
0.00
0.01
0.40
5.0
305.81
0.96
306.48
24
Cir
0.012
1.77
312.40
Pipe 134-5
5
4
48.42
57.25
Comb
0.00
0.21
0.40
5.0
306.98
2.00
307.95
18
Cir
0.012
1.37
313.33
Pipe 135-6
6
5
21.00
-63.95
Comb
0.00
0.21
0.40
5.0
308.20
1.76
308.57
18
Cir
0.012
1.50
313.33
Pipe 136-7
7
6
148.66
90.29
Comb
0.00
0.31
0.40
5.0
308.77
1.50
311.00
18
Cir
0.012
1.50
315.55
Pipe 67-8
8
7
235.90
5.37
Comb
0.00
0.17
0.40
5.0
311.20
0.74
312.94
18
Cir
0.012
1.50
318.60
Pipe 138-9
9
8
119.13
7.12
Comb
0.00
0.13
0.40
5.0
313.14
1.54
314.97
15
Cir
0.012
1.50
321.36
Pipe 139-10
10
9
96.98
8.15
Comb
0.00
0.14
0.40
5.0
315.17
4.39
319.43
15
Cir
0.012
1.50
324.92
Pipe 1310-11
11
10
91.24
7.09
Comb
0.00
0.11
0.40
5.0
319.63
4.33
323.58
15
Cir
0.012
1.50
328.52
Pipe B11-12
12
11
90.96
-7.17
Comb
0.00
0.32
0.40
5.0
323.78
4.00
327.42
15
Cir
0.012
0.54
332.80
Pipe B12-13
13
12
21.00
17.94
Comb
0.00
0.36
0.40
5.0
327.62
4.00
328.46
15
Cir
0.012
1.14
332.80
Pipe B13-14
14
13
31.16
46.17
Comb
0.00
0.13
0.40
5.0
328.68
4.01
329.93
15
Cir
0.012
1.15
333.63
Pipe B14-15
15
14
80.91
-40.95
Comb
0.00
0.00
0.00
0.0
330.13
2.99
332.55
15
Cir
0.012
0.50
336.83
Pipe B15-16
16
15
80.61
1.57
Comb
0.00
0.10
0.40
5.0
332.75
2.77
334.98
15
Cir
0.012
1.50
339.56
Pipe B15-16 (1)
17
16
21.00
90.00
Comb
0.00
0.07
0.40
5.0
335.18
3.00
335.81
15
Cir
0.012
1.00
339.56
Pipe B16-17
18
14
21.00
46.25
Comb
0.00
0.19
0.40
5.0
330.13
0.52
330.24
15
Cir
0.012
1.00
333.85
Pipe 640-15
19
4
30.08
-48.64
Comb
0.00
0.02
0.40
5.0
306.68
0.50
306.83
18
Cir
0.012
0.56
312.38
Pipe 135-22
20
19
24.52
18.87
Comb
0.00
0.08
0.40
5.0
307.03
0.49
307.15
18
Cir
0.012
0.68
312.19
Pipe B22-23
21
20
106.16
23.27
DrGrt
0.00
0.23
0.40
5.0
307.35
0.50
307.88
18
Cir
0.012
1.50
311.23
Pipe B23-24
22
21
166.65
89.71
DrGrt
0.00
0.29
0.40
5.0
308.18
0.50
309.01
18
Cir
0.012
0.50
313.58
Pipe B24-25
23
22
174.03
4.03
DrGrt
0.00
0.32
0.40
5.0
309.21
1.78
312.31
18
Cir
0.012
0.50
316.24
Pipe B25-26
Project File: STORM B.stm
Number of lines: 41
Date: 6/14/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 2
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
No.
Length
(ft)
angle
(deg)
Type
Q
(cfs)
Area
(ac)
Coeff
(C)
Time
(min)
EI Dn
(ft)
Slope EI Up
N (ft)
Size
(in)
Shape
Value
(n)
Coeff Rim EI
(K) (ft)
24
23
173.95
2.42
DrGrt
0.00
0.48
0.40
5.0
312.51
1.00
314.25
18
Cir
0.012
0.50
318.62
Pipe B26-27
25
24
212.26
-1.77
DrGrt
0.00
0.43
0.40
5.0
314.50
2.98
320.82
15
Cir
0.012
0.50
325.93
Pipe B27-28
26
25
244.00
0.01
DrGrt
0.00
0.17
0.40
5.0
321.02
2.50
327.12
15
Cir
0.012
0.62
335.73
Pipe B28-29
27
26
132.96
21.03
DrGrt
0.00
1.03
0.40
5.0
327.32
0.50
327.98
15
Cir
0.012
1.50
331.92
Pipe B29-30
28
27
181.87
88.93
DrGrt
0.00
0.59
0.40
5.0
328.18
0.50
329.09
15
Cir
0.012
1.00
332.64
Pipe B30-31
29
10
21.00
93.71
Comb
0.00
0.11
0.40
5.0
319.64
0.48
319.74
15
Cir
0.012
0.50
324.92
Pipe B11-35
30
29
141.46
-0.06
DrGrt
0.00
0.40
0.40
5.0
319.94
0.50
320.65
15
Cir
0.012
1.48
323.91
Pipe B35-36
31
30
101.42
-79.28
DrGrt
0.00
0.93
0.40
5.0
320.85
0.80
321.66
15
Cir
0.012
0.50
325.14
Pipe B36-37
32
31
152.31
0.77
DrGrt
0.00
0.29
0.40
5.0
321.86
1.33
323.88
15
Cir
0.012
1.00
330.02
Pipe B37-38
33
11
21.00
93.44
Comb
0.00
0.17
0.40
5.0
323.78
1.00
323.99
15
Cir
0.012
1.00
328.52
P132
34
9
21.00
94.49
Comb
0.00
0.08
0.40
5.0
315.17
4.62
316.14
18
Cir
0.012
1.00
321.36
Pipe B10-34
35
8
21.00
92.63
Comb
0.00
0.07
0.40
5.0
313.14
1.00
313.35
15
Cir
0.012
1.00
318.60
Pipe 9-33
36
7
21.00
92.66
Comb
0.00
0.18
0.40
5.0
311.25
3.90
312.07
15
Cir
0.012
1.00
315.55
Pipe 138-32
37
2
21.00
58.60
Comb
0.00
0.22
0.40
5.0
305.48
1.29
305.75
15
Cir
0.012
1.00
310.93
Pipe 63-21
38
1
89.00
33.78
Comb
0.00
0.35
0.60
5.0
304.40
0.49
304.84
15
Cir
0.012
0.50
309.90
Pipe 132-18
39
38
108.56
12.57
DrGrt
0.00
0.14
0.40
5.0
305.09
0.37
305.49
12
Cir
0.012
1.50
0.00
B18 -B41
40
39
104.60
-109.49
DrGrt
0.00
0.36
0.40
5.0
305.06
0.20
305.27
15
Cir
0.012
1.06
307.96
Pipe B18-19
41
40
207.60
-41.09
DrGrt
0.00
0.39
0.40
5.0
305.27
0.80
306.93
15
Cir
0.012
1.00
311.09
Pipe B19-20
Project File: STORM B.stm
Number of lines: 41
Date: 6/14/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
CB#B2
Combination
310.54
Rect
4.00
4.00
24
Cir
304.08
24
Cir
304.28
15
Cir
304.40
2
CB#B3
Combination
310.93
Rect
4.00
4.00
24
Cir
304.73
24
Cir
304.93
15
Cir
305.48
3
CB#B4
Combination
311.66
Rect
4.00
4.00
24
Cir
305.61
24
Cir
305.81
4
CB#B5
Combination
312.40
Rect
4.00
4.00
24
Cir
306.48
18
Cir
306.98
18
Cir
306.68
5
CB#B6
Combination
313.33
Rect
4.00
4.00
18
Cir
307.95
18
Cir
308.20
6
CB#B7
Combination
313.33
Rect
4.00
4.00
18
Cir
308.57
18
Cir
308.77
7
CB#B8
Combination
315.55
Rect
4.00
4.00
18
Cir
311.00
18
Cir
311.20
15
Cir
311.25
8
CB#B9
Combination
318.60
Rect
4.00
4.00
18
Cir
312.94
15
Cir
313.14
15
Cir
313.14
9
CB#B10
Combination
321.36
Rect
4.00
4.00
15
Cir
314.97
15
Cir
315.17
18
Cir
315.17
10
CB#B11
Combination
324.92
Rect
4.00
4.00
15
Cir
319.43
15
Cir
319.63
15
Cir
319.64
11
CB#B12
Combination
328.52
Rect
4.00
4.00
15
Cir
323.58
15
Cir
323.78
15
Cir
323.78
12
CB#B13
Combination
332.80
Rect
4.00
4.00
15
Cir
327.42
15
Cir
327.62
13
CB#B14
Combination
332.80
Rect
4.00
4.00
15
Cir
328.46
15
Cir
328.68
14
CB#B15
Combination
333.63
Rect
4.00
4.00
15
Cir
329.93
15
Cir
330.13
15
Cir
330.13
15
CB#B15A
Combination
336.83
Rect
4.00
4.00
15
Cir
332.55
15
Cir
332.75
16
CB#B16
Combination
339.56
Rect
4.00
4.00
15
Cir
334.98
15
Cir
335.18
17
CB#B17
Combination
339.56
Rect
4.00
4.00
15
Cir
335.81
18
CB#B40
Combination
333.85
Rect
4.00
4.00
15
Cir
330.24
Project File: STORM B.stm
Number of Structures: 41
Run Date: 6/14/2016
Storm Sewers v10.40

Structure Report
Page 2
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(In)
(ft)
19
CB#B22
Combination
312.38
Rect
4.00
4.00
18
Cir
306.83
18
Cir
307.03
20
CB#B23
Combination
312.19
Cir
4.00
4.00
18
Cir
307.15
18
Cir
307.35
21
YI#1324
DropGrate
311.23
Cir
4.00
4.00
18
Cir
307.88
18
Cir
308.18
22
YI#625
DropGrate
313.58
Cir
4.00
4.00
18
Cir
309.01
18
Cir
309.21
23
YI#1326
DropGrate
316.24
Cir
4.00
4.00
18
Cir
312.31
18
Cir
312.51
24
YI#1327
DropGrate
318.62
Cir
4.00
4.00
18
Cir
314.25
15
Cir
314.50
25
YI#1328
DropGrate
325.93
Cir
4.00
4.00
15
Cir
320.82
15
Cir
321.02
26
YI#1329
DropGrate
335.73
Cir
4.00
4.00
15
Cir
327.12
15
Cir
327.32
27
YI#1330
DropGrate
331.92
Cir
4.00
4.00
15
Cir
327.98
15
Cir
328.18
28
YI#1331
DropGrate
332.64
Cir
4.00
4.00
15
Cir
329.09
29
CB#B35
Combination
324.92
Rect
4.00
4.00
15
Cir
319.74
15
Cir
319.94
30
YI#1336
DropGrate
323.91
Cir
4.00
4.00
15
Cir
320.65
15
Cir
320.85
31
YI#1337
DropGrate
325.14
Rect
4.00
4.00
15
Cir
321.66
15
Cir
321.86
32
YI#1338
DropGrate
330.02
Rect
4.00
4.00
15
Cir
323.88
33
CB#B39
Combination
328.52
Rect
4.00
4.00
15
Cir
323.99
34
CB#B34
Combination
321.36
Rect
4.00
4.00
18
Cir
316.14
35
CB#B33
Combination
318.60
Rect
4.00
4.00
15
Cir
313.35
36
CB#B32
Combination
315.55
Rect
4.00
4.00
15
Cir
312.07
37
CB#B21
Combination
310.93
Rect
4.00
4.00
15
Cir
305.75
38
CB#B18
Combination
309.90
Rect
4.00
4.00
15
Cir
304.84
12
Cir
305.09
39
YI#1341
DropGrate
0.00
Rect
4.00
4.00
12
Cir
305.49
15
Cir
305.06
40
YI#1319
DropGrate
307.96
Rect
4.00
4.00
15
Cir
305.27
15
Cir
305.27
41
YI#1320
DropGrate
311.09
Cir
4.00
4.00
15
Cir
306.93
Project File: STORM B.stm
Number of Structures: 41
Run Date: 6/14/2016
Storm Sewers v10.40

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
CB#B2
0.11
0.00
0.11
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0.007
2.00
0.050
0.020
0.013
0.09
1.80
0.00
0.00
0.0
Off
2
CB#B3
0.11
0.06
0.18
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0,010
2.00
0.050
0.020
0.013
0.10
1.98
0.00
0.00
0.0
Off
3
CB#B4
0.17
0.00
0.17
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.10
1.96
0.00
0.00
0.0
4
CB#B5
0.03
0.00
0.03
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0,010
2.00
0.050
0.020
0.013
0.05
1.00
0.00
0.00
0.0
5
CB#B6
0.60
0.07
0.62
0.06
Comb
4.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.15
4.36
0.06
1.22
0.0
Off
6
CB#B7
0.60
0.13
0.66
0.07
Comb
4.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.15
4.56
0.07
1.32
0.0
7
CB#B8
0.89
0.04
0.80
0.13
Comb
4.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.16
5.16
0.08
1.64
0.0
8
CB#B9
0.49
0.00
0.47
0.02
Comb
4.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.13
3.61
0.04
0.80
0.0
9
CB#B10
0.37
0.00
0.37
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0.031
2.00
0.050
0.020
0.013
0.11
2.31
0.00
0.00
0.0
10
CB#B11
0.40
-1.#J
-1.#J
-1.#J
Comb
4.0
3.00
0.00
3.00
2.00
0.040
2.00
0.050
0.020
0.013
5.00
247.00
5.00
247.00
0.0
Off
11
CB#B12
0.32
-1.#J
-1.#J
-1.#J
Comb
4.0
3.00
0.00
3.00
2.00
0,040
2.00
0.050
0.020
0.013
5.00
247.00
5.00
247.00
0.0
10
12
CB#B13
0.92
-1.#J
-1.#J
-1.#J
Comb
4.0
3.00
0.00
3.00
2.00
0.030
2.00
0.050
0.020
0.013
5.00
247.00
5.00
247.00
0.0
11
13
CB#B14
1.03
-1.#J
-1.#J
-1.#J
Comb
4.0
3.00
0.00
3.00
2.00
0.030
2.00
0.050
0.020
0.013
5.00
247.00
5.00
247.00
0.0
12
14
CB#B15
0.37
-1.#J
-1.#J
-1.#J
Comb
4.0
3.00
0.00
3.00
2.00
0.040
2.00
0.050
0.020
0.013
5.00
247.00
5.00
247.00
0.0
13
15
CB#B15A
0.00
0.00
-1.#J
-1.#J
Comb
4.0
3.00
0.00
3.00
2.00
0.029
2.00
0.050
0.020
0.013
0.00
0.00
5.00
247.00
0.0
14
16
CB#B16
0.29
0.00
0.29
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0,030
2.00
0.050
0.020
0.013
0.10
1.94
0.00
0.00
0.0
15
17
CB#B17
0.20
0.00
0.20
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0.030
2.00
0.050
0.020
0.013
0.09
1.70
0.00
0.00
0.0
16
18
CB#B40
0.55
0.00
0.55
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0.040
2.00
0.050
0.020
0.013
0.12
2.81
0.01
0.12
0.0
14
19
CB#B22
0.06
0.00
0.06
0.00
Comb
4.0
3.00
0.00
3.00
2,00
0.015
2.00
0.050
0.020
0.013
0.06
1.20
0.00
0.00
0.0
20
CB#B23
0.23
0.00
0.23
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.10
2.06
0.00
0.00
0.0
19
21
YI#1324
0.66
0.36
1.02
0.00
DrGrt
0.0
0.00
3.66
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.12
14.16
0.12
14.16
0.0
Off
22
YI#1325
0.83
0.00
0.48
0.36
DrGrt
0.0
0.00
0.00
2.00
2.00
2.000
2.00
0.020
0.020
0.013
0.03
5.10
0.03
5.10
0.0
21
23
YI#1326
0.92
1.38
2.30
0.00
DrGrt
0.0
0.00
3.66
2.00
2.00
rag
2.00
0.020
0.020
0.000
0.21
22.92
0.21
22.92
0.0
Off
Project File: STORM B.stm
-F
Number of lines: 41
Run Date: 6/14/2016
NOTES: Inlet N -Values = 0.016; Intensity = 67.84 / (Inlet time + 12.00) " 0.79; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v10.40

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
YI#B27
1.38
0.73
0.73
1.38
DrGrt
0.0
0.00
0.00
2.00
2.00
0.020
2.00
0.020
0.020
0.013
0.11
13.10
0.11
13.10
0.0
23
25
YI#B28
1.24
0.00
0.51
0.73
DrGrt
0.0
0.00
0.00
2.00
2.00
0,020
2.00
0.020
0.020
0.013
0.09
11.10
0.09
11.10
0.0
24
26
YI#B29
0.49
0.00
0.49
0.00
DrGrt
0.0
0.00
3.66
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.07
9.45
0.07
9.45
0.0
Off
27
YI#B30
2.96
0.00
2.96
0.00
DrGrt
0.0
0.00
3.66
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.25
26.77
0.25
26.77
0.0
Off
28
YI#631
1.70
0.00
1.70
0.00
DrGrt
0.0
0.00
3.66
2.00
2.00
Sag
2.00
0.020
0.020
0.000
0.17
19.08
0.17
19.08
0.0
Off
29
CB#B35
0.32
0.00
0.32
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0.040
2.00
0.050
0.020
0.013
0.10
1.90
0.00
0.00
0.0
10
30
YI#B36
1.15
2.16
1.00
2.31
DrGrt
0.0
0.00
0.00
2.00
2.00
0.020
2.00
0.020
0.020
0.013
0.14
16.10
0.14
16.10
0.0
Off
31
YI#B37
2.67
0.44
0.95
2.16
DrGrt
0.0
0.00
0.00
2.00
2.00
0.020
2.00
0.020
0.020
0.013
0.13
15.10
0.13
15.10
0.0
30
32
YI#B38
0.83
0.00
0.40
0.44
DrGrt
0.0
0.00
0.00
2.00
2.00
0.137
2.00
0.020
0.020
0.013
0.05
7.10
0.05
7.10
0.0
31
33
CB#B39
0.49
0.00
0.49
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0,040
2.00
0.050
0.020
0.013
0.11
2.56
0.01
0.26
0.0
11
34
CB#B34
0.23
0.00
0.23
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0,031
2.00
0.050
0.020
0.013
0.09
1.76
0.00
0.00
0.0
35
CB#B33
0.20
0.00
0.20
0.00
Comb
4.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.10
1.92
0.00
0.00
0.0
36
CB#B32
0.52
0.00
0.50
0.02
Comb
4.0
3.00
0.00
3.00
2.00
0.015
2.00
0.050
0.020
0.013
0.14
3.76
0.04
0.84
0.0
37
CB#B21
0.63
0.00
0.57
0.06
Comb
4.0
3.00
0.00
3.00
2.00
0.010
2.00
0.050
0.020
0.013
0.15
4.71
0.07
1.32
0.0
38
CB#B18
1.51
0.00
1.51
0.00
Comb
4.0
3.00
6.00
3.00
2.00
Sag
2.00
0.050
0.020
0.013
0.22
8.15
0.39
8.15
2.0
Off
39
YI#B41
0.40
0.00
0.40
0.00
DrGrt
0.0
0.00
3.66
2.00
2.00
Sag
2.00
0.020
0.020
0.013
0.07
8.54
0.07
8.54
0.0
38
40
YI#B19
1.03
0.00
1.03
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.00
0.020
0.020
0.013
0.12
14.28
0.12
14.28
0.0
39
41
YI#B20
1.12
0.00
0.47
0.65
DrGrt
0.0
0.00
0.00
2.00
2.00
0.075
2.00
0.020
0.020
0.013
0.07
9.10
0.07
9.10
0.0
Off
Project File: STORM B.stm
Number of lines: 41
Run Date: 6/14/2016
NOTES: Inlet N -Values = 0.016; Intensity = 67.84 / (Inlet time + 12.00) " 0.79; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v10.40

Storm Sewer Profile
C'
,J OE
C ❑ C
ra ua m n
a a
J a J 0E J � C J a— J Q�
C]
" f17R7
J mn�f
-S
' m
4303
' /q R]
' �IR7A
A.hti
DC7©
"� � oo rp
m Inn
en ,r, �
e+t u?"C3
Elev. (ft)vqn
nI
*mo w
WW
+ Www
+ WWW
+ Www
zY Www
,*.a WWW
+ WWui
C CC
C
C C
E C C
C C
E
c c
ireE c c
E
W n!
Ir -EEC
329.00
tyal[iIl7
317.00
311.00
305.00
Proj. file: STORM B.stm
329.00
0491 9181
317.00
311.00
305.00
299.00 ' 299.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
KPIRIM �;. BH
I I I I P -' J� I I I I I I I I
305.00 305.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650
HGL EGL Reach (ft)
Storm Sewers
m
J (.��_'
J (]�'
J QC
J a-
J Qom'
J ❑-
J 0
J 0s
J 0
�7 ,
!q 19m-
�y
fA Ql *a
W �DIgF.:
pFq*gy
2 0 m
l+7 vim-
FSi IRuWpk
R7 Klm�
Al 1 pp
A W Ci 6
� �;
p A6,6
M RM"
"Mm
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� �
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+C7, WWW
+ WWW
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f WWW
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lj WWW
WWlII
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Esa
9 Ear
Eaa
.p$ Eaa
A Eaa
_M €aa
_M Eas
q Es9
11 Eaa
_M Ea
�R"c.
R!cc
&EE
W a►cr
fA drec
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W W-F.E
W RrcE
0 feCc
W WE
360.00
3$0.00
KPIRIM �;. BH
I I I I P -' J� I I I I I I I I
305.00 305.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
Elev. (ft)
+ W LU W
E s s
S C E
P-
0 ul
_M E a
W I C
318.00
318.00
315.00
315.00
312.00
312.00
309.00
309.00
306.00
306.00
303.00
0 10 20 30
HGL EGL
303.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
Elev. (ft)�?a
328.00
p a� as
ik
C3,
IO OP
Fu ww
s a
FC.
J 8.E
L A 9mp
q r /0 M
era wwui
fas
IrC.E
C3
J
pp
Gb wwuw
m Fay
W &+CC
-
+ �wui
Ear
SCC
K
� wwui
1 E a z.;
M WCC
J
+ wui
E�a
WC
328.00
323.00
323.00
318.00
313.00
318.00
313.00
308.00
.�atl
308.00
- 1 B'o
- o
303.00
0
50
HGL
100
EGL
150 200
250 300 350
Reach (ft)
303.00
400 450 500 550
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
Storm Sewers
ti`7 Lp
��
R7
mQ
L7
RrR�9
mw
q LSA RSA
��
ry fpr
LiL Mm"
A
Elev. (ft)
L?"V5
rsmm
L?aa
:*Www
+ WLuuw
M Www
W Www
�+. Wiuw
WW
E s 3.;
Fss
vii Asa
Es9
Ea z.;
Ea
U! �5
fp SCC
Lq ���
LR R'
(A a►cc
351.00
351.00
342.00
342.00
333.00
333.00
324.00
324.00
315.00
315.00
306.00
306.00
0 100
200
300 400
500 600 700
800
900 1000
HGL
EGL
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
Elev. (ft)
�wEiw
E s 3.;
F C.E
2
wLU
E a
W W C
324.00
324.00
321.00
321.00
318.00
318.00
315.00
315.00
312.00
312.00
309.00
0 10
HGL
20 30
EGL
309.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
Elev. (ft)
a�
q W
www
Ess
F C.E
�n
oFn
0 wtu
-M E a
W I C
326.00
326.00
323.00
323.00
320.00
320.00
317.00
317.00
314.00
314.00
24 AN F
311.00
0 10
HGL
20 30
EGL
311.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
Elev. (ft)
+wLUw
E s s
WE
0 wLU
_M E a
W Irc
328.00
328.00
325.00
325.00
322.00
322.00
319.00
319.00
- �—
316.00
316.00
313.00
0 10
HGL
20 30
EGL
313.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
341.00
336.00
331.00
326.00
321.00
N c c
GE A c J A__ J OH J Q
Proj. file: STORM B.stm
341.00
09 MY
331.00
326.00
321.00
316.00
50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
Elev. (ft)n
p!mnr„
q W 1,'#
?
�wLUw
E s s
F C.E
M
' Sim
A'#
q W14
N
0 w
_M E a
W I C
336.00
336.00
333.00
333.00
330.00
330.00
327.00
327.00
324.00
324.00
321.00
0 10
HGL
20 30
EGL
321.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B.stm
Elev. (ft)
343.00
q Co
q vs 6[�
W FLiW
E' 77
C
a,
Jmg
eq
C3 r4
A W W
E7
I C
343.00
340.00
340.00
337.00
337.00
334.00
334.00
331.00
331.00
328.00
0 10
HGL
20 30
EGL
328.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
321.00
317.00
313.00
309.00
305.00
Proj. file: STORM B.stm
50
HGL
321.00
317.00
313.00
309.00
305.00
301.00
100 150 200 250 300 350 400 450 500 550
EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Outfall
1
CB#C2
2
CB#C3
Project File: STORM C.stm Number of lines: 2 Date: 6/14/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N (ft)
(in)
(n)
(K) (ft)
1
End
34.358
99.201
Comb
0.00
0.21
0.90
5.0
306.00
0.93
306.32
15
Cir
0.012
0.81
310.16
Pipe C1-2
2
1
21.000
29.092
Comb
0.00
0.33
0.90
5.0
306.52
1.00
306.73
15
Cir
0.012
1.00
310.16
Pipe C2-3
Project File: STORM C.stm
Number of lines: 2
Date: 6/14/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(In)
(ft)
1
CB#C2
Combination
310.16
Rect
4.00
4.00
15
Cir
306.32
15
Cir
306.52
2
CB#C3
Combination
310.16
Rect
4.00
4.00
15
Cir
306.73
Project File: STORM C.stm
Number of Structures: 2
Run Date: 6/14/2016
Storm Sewers v10.40

Inlet Report
Page 1
Line
No
Inlet ID
Q =
CIA
(cfs)
Q
carry
(cfs)
Q
capt
(cfs)
Q
Byp
(cfs)
Junc
Type
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
Line
No
Ht
(in)
L
(ft)
Area
(sgft)
L
(ft)
W
(ft)
So
(ft/ft)
W
(ft)
Sw
(ft/ft)
Sx
(ft/ft)
n
Depth
(ft)
Spread
(ft)
Depth
(ft)
Spread
(ft)
Depr
(in)
1
2
CB#C2
CB#C3
1.36
2.13
0.00
0.00
1.36
2.13
0.00
0.00
Comb
Comb
4.0
4.0
1.50
1.50
3.00
3.00
1.50
1.50
2.00
2.00
Sag
Sag
2.00
2.00
0.050
0.050
0.020
0.020
0.000
0.000
0.24
0.31
9.00
12.30
0.24
0.31
9.00
12.30
0.0
0.0
Off
Off
Project File: STORM C.stm
Number of lines: 2
Run Date: 6/14/2016
NOTES: Inlet N -Values = 0.016; Intensity = 67.84 / (Inlet time + 12.00) " 0.79; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v10.40

Storm Sewer Profile
Proj. file: STORM C.stm
Elev. (ft)
0
AAA
QOD l9
8
CM
C)
11� V%&Q gpmrw
La
" cm:$
+ UIHJW
'D
E � 7A
D
gn m
,F.
: -
OC6
crj
0+ LU LU
.� 7
319.00
319.00
316.00
316.00
313.00
313.00
310.00
307.00
310.00
307.00
.... ... ------ --------- - ----- .... ......... .. .. ... ... ...
...
1
304.00
0 10 20
- HGL EGL
30 40
50 60
Reach (ft)
304.00
70 80 90 100
Storm Sewers

9
DRAINAGE AREA MAPS

-
w0
BAR SCALE 1' =200' _ \ 1 �/ \ \ \ \ \ \-ApC--
0 100' 200' 400'
\\ \ xJ \ \ \\ \
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10
Wake County Stormwater Hybrid Tool

II�
wAU
COUNTY
n ulll 1-11-A
SITE DATA
Wake County Stormwater Hybrid Tool Version 2.2
Project Information
Project Name:
Taryn Lake
Permit No (if known):
Applicant:
DR Horton
Applicant Contact Name:
Frank Reynolds
Applicant Contact Number:
[phone]
Contact Email:
FLReynolds(d-)drhorton.com
Last Modified Date:
Monday, June 13, 2016
Site Data:
River Basin:
Neuse
Regulatory Watershed:
N/A
Physiographic/Geologic Region:
Piedmont
Type of Development (Select from Dropdown menu):
Residential
Zoning:
R-10
Total Site Area (Ac):
44.51
Existing Lake/Pond Area (Ac):
0.97
Proposed Disturbed Area (Ac):
Proposed Impervious Surface Area from DA Sheets (acre):
9.90
Percent Built Upon Area (BUA):
22%
Is the proposed project a site expansion?
Yes
Number of Drainage Areas on Site (Points of Analysis):
5
Annual Rainfall (in):
45.41
One-year, 24-hour rainfall (in):
3.00
Two-year, 24-hour rainfall (in):
3.60
Proposed Residential Stormwater Details (if applicable):
Site Square Footage:
1,938,856
Total Acreage in Lots:
17.55
Lot Square Footage:
764,560
Number of Lots:
97
Average Lot Size (SF):
7,882
Proposed Impervious Surface Area from DA sheets (SF):
431,244
Proposed Impervious Surface Area Devoted to Lots (SF):
280,962
Total Impervious Surface Area Devoted to Roads (SF):
144,531
Other Impervious Surface Area (SF):
5,751
SITE DATA Page 1

Wake County Stormwater Hybrid Tool Version 2.2
Stormwater Narrative (limit to 1,200 characters - attach additional pages with submittal if necessary):
project site is located at the northeast corner of the intersection of Zebulon Road (SR 96) and Proctor Street (SR 2320) in the Town of Zebulon, Wake County, North Carolina. The
minary subdivision was approved in 2003 and included rezoning to R-13-SUD and a Special Use Permit (SUP) for 203 lots on 69.62 acres. The Final Plat for Phase 1 was
oved 2005 and consisted of 98 lots on 25.11 acres with a road connection to Proctor Street. This proposal consists of 97 lots on 44.50 acres with a road connection to Zebulon
J and a stub road from Phase 1, Watsonia Drive. There are two properties in this phase with PIN numbers 1796848742 (DB 8099 PG 2734) and 2706041511 (DB 14570 PG
The project site is partially located along Beaverdam Creek, which is a tributary to the Neuse River and is classified as a C;NSW stream. There is an associated Floodway and Flood
Zones AE and X adjacent to the creek, as shown on Flood Insurance Rate Maps (FIRM) 3720179600J and 3720270600J. The 0.2% annual chance (100 -year) flood elevations range
from 300 to 308 and is located completely outside the area of construction. The site consists of rolling terrain that drains into several small wetlands, an existing pond and eventually
into Beaverdam Creek.
vey and LIDAR data was utilized to delineate three drainage basins consisting of 12.72 acres of the development site and 4.65 acres of off-site areas.
mprehensive erosion control plans have been prepared to minimize the threat of erosion during construction. These plans include installation of a construction entrance, sediment
cing, concrete washout area, rip -rap aprons, skimmer basins, etc.
proposed development includes construction of two stormwater BMP Wet Detention Basins. Runoff will be directed to these basins via overland flow and an enclosed storm
inage pipe network. The BMP's have been designed in accordance with the NCDENR Stormwater BMP manual and meets the requirements of the Town of Zebulon Stormwater
finance. Relevant calculations are provided in Section 10 of this report.
hydrologic modeling for the pre and post development analysis was accomplished using standard SCS runoff procedures and modeled using Hydraflow Hydrographs Extension
AutoCAD Civil3D 2015.
SITE DATA Page 2

W akeCountyStormwaterDesignTooIV2.2
Project Name: Taryn Lake
`A, DRAINAGE AREA 1
YY,AM STORMWATER PRE -POST CALCULATIONS
COUNTY
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
0.39
0.63
Site Acreage within Drainage=
0.39
0.63
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D
Soils
A
Soils
B Soils
C Soils
D
Soils
Commercial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
Industrial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
i Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
i
Roof
i
Open/Landscaped
!
Transportation
Site
! Offsite
Site
! Offsite
Site
! Offsite
Site
! Offsite
Site
! Offsite
Site
! Offsite
Site
! Offsite
Site
! Offsite
High Density (interstate, main)
High Density (Grassed Right-of-ways)
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Managed pervious (Open Space)
0.32
Unmanaged (pasture)
i
Woods (not on lots)
ResidentialSite
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Roadway
I
I
Right-of-ways
I
I
Driveway
!
0.05
!
!
!
Parking lotRoof
M2!Grassed
0.02
Sidewalk (Includes Patios)
Lawn
.
Managed pervious (Open Space)
0.34
Woods (on lots)
Land Taken up by BMP
JURISDICTIONAL LANDS =
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Natural wetland
Riparian buffer (Zone 1 only)
Open water
i
Totals (Ac)=
0.00
0.00
0.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.63
0.00
0.00
0.00
0.00
0.00
DA1 Page 3

W akeCountyStormwaterDesignTooIV2.2
SITE FLOW
PRE -DEVELOPMENT T.
POST -DEVELOPMENT Tc
Sheet Flow -
Length (ft)=
115.00
133.00
Slope (ft/ft)=
0.02
0.02
Surface Cover:
Grass
Grass
n -value=
0.24
0.240
T, (hrs)=
0.25
0.28
Shallow Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
Average Velocity (f /sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Channel Flow 1 0
Length (ft)=
Slope (ft/ft)=
Cross Sectional Flow Area (ft )=
Wetted Perimeter (ft)=
Channel Lining:
n -value=
Hydraulic Radius (ft)=
0.00
0.00
Average Velocity (f /sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Tc (hrs)=
0.25
0.28
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.07
0.18
Lot Impervious Surface Area (Ac) =
0.07
0.06
1 -year, 24-hour stone (Peak Flow)
Volume of runoff (ft') =
1,128
2,623
Volume change (ft) =
1,496
Runoff (inches) = Q*=
0.7965
1.1470
Peak Discharge (cfs)= Q=
0.3072
0.7167
Composite Curve Number (DA)--
68
74
Composite Curve Number (Site only)=
68
74
DISCONNECTED IMPERVIOUS - Credit given only to residential development
with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CNa j_d=
74
Site Only CN�j,,ea=
74
Post -development peak flow exceeds pre -development peak flow for this DA!
DA1 Page 4

W akeCountyStormwaterDesignTooIV2.2
Project Name: Taryn Lake
+� DRAINAGE AREA 2
WAKE STORMWATER PRE -POST CALCULATIONS
COUNTY
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
1.67
0.16
Site Acreage within Drainage=
1.67
0.16
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site
Offsite
Site
Offsite
Site
; Offsite
Site
Offsite
Site
; Offsite
Site
; Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
Industrial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
Transportation
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
High Density (interstate, main)
i
High Density (Grassed Right-of-ways)
i
Low Density (secondary, feeder)
I
I
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious
Site.
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Managed pervious (Open Space)
0.14
Unmanaged (pasture)
0.51
0.98
Woods (not on lots)
Residential
Site.
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Roadway
Grassed Right-of-ways
i
Driveway
0.04
Parking lot
Roof
I
Sidewalk (Includes Patios)
!
Lawn
!
!
Managed pervious (Open Space)
0.16
Woods (on lots)
Land Taken up by BMP
JURISDICTIONAL LANDS
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Natural wetland
Riparian buffer (Zone 1 only)
Open water
Totals (Ac)=
0.00
0.00
0.69
0.00
0.98
0.00
0.00
0.00
0.00
0.00
0.16
0.00
0.00
0.00
0.00
0.00 !
DA2 Page 5

W akeCountyStormwaterDesignTooIV2.2
SITE FLOW
PRE -DEVELOPMENT T.
POST -DEVELOPMENT Tc
Sheet Flow
Length (ft)=
150.00
34.00
Slope (fUft)=
0.02
0.01
Surface Cover:
Grass
Grass
n -value=
0.24
0.240
T,(hrs)=
0.31
0.16
Shallow Flow
Length (ft)=
109.00
Slope (ft/ft)=
0.05
Surface Cover:
Unpaved
Average Velocity (f /sec)=
3.53
0.00
T,(hrs)=
0.01
0.00
Channel Flow 1 '
Length (ft)=
Slope (ft/ft)=
Cross Sectional Flow Area (ft3)=
Wetted Perimeter (ft)=
Channel Lining:
n -value=
Hydraulic Radius (ft)=
0.00
0.00
Average Velocity (ft/sec)=
0.00
0.00
T,(hrs)=
0.00
0.00
Tc (hrs)=
0.32
0.16
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.04
0.00
Lot Impervious Surface Area (Ac) =
0.04
0.00
1 -year, 24-hour storm (Peak Flow)
Volume of runoff (ft) =
4,317
212
Volume change (ft) =
-4,105
Runoff (inches) = Q'=
0.7121
0.3651
Peak Discharge (cfs)= Q=
1.0565
0.0527
Composite Curve Number (DA)=,
70
61
Composite Curve Number (Site only)=
70
61
DISCONNECTED IMPERVIOUS - Credit given only to residential development with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CNadl„s„d=
61
Site Only CNedj_s =
61
DA2 Page 6

SAfA�
Y Ml's L'` -L:
COUNTY
Project Name: I Taryn Lake
DRAINAGE AREA 3
STORMWATER PRE -POST CALCULATIONS
W akeCountyStormwaterDesignTooIV2.2
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
5.08
0.39
Site Acreage within Drainage=
5.08
0.39
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site
Offsite
Site
Offsite
Site
; Offsite
Site
; Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
Industrial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
Transportation
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
High Density (interstate, main)
i
High Density (Grassed Right-of-ways)
i
Low Density (secondary, feeder)
I
l
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious T
Site.
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Managed pervious (Open Space)
0.21
Unmanaged (pasture)
1.41
1.40
1.86
Woods (not on lots)
0.05
0.07
0.06
Residential
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Roadway
Grassed Right-of-ways
Driveway
0.01
Parking lot
Roof
0.01
!
l
l
Sidewalk (Includes Patios)
!
l
Lawn
!
!
0.15
!
017
Managed pervious (Open Space)
Woods (on lots)
0.01
0.06
Land Taken up by BMP
JURISDICTIONAL LANDS
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Natural wetland
Riparian buffer (Zone 1 only)
Open water
Totals (Ac)=
0.00
0.00
1.69
0.00
1.47
0.00
1.92
0.00
0.00
0.00
0.16
0.00
0.00
0.00
0.23
0.00 !
DA3 Page 7

W akeCountyStormwaterDesignTooIV2.2
SITE FLOW
PRE -DEVELOPMENT T.
POST -DEVELOPMENT Tc
Sheet Flow
Length (ft)=
150.00
44.00
Slope (fUft)=
0.01
0.09
Surface Cover:
Grass
Grass
n -value=
0.24
0.240
T, (hrs)=
0.39
0.06
Shallow Flow
Length (ft)=
243.00
Slope (f /ft)=
0.01
Surface Cover:
Unpaved
Average Velocity (f /sec)=
1.84
0.00
T, (hrs)=
0.04
0.00
Channel Flow 1 '
Length (ft)=
101.00
361.00
Slope (f /ft)=
0.01
0.01
Cross Sectional Flow Area (ft2)=
5.00
5.00
Wetted Perimeter (ft)=
15.05
15.05
Channel Lining:
Weeds
Weeds
n -value=
0.04
0.040
Hydraulic Radius (ft)=
0.33
0.33
Average Velocity (ft/sec)=
1.79
1.79
T, (hrs)=
0.02
0.06
Tc (hrs)=
0.45
0.12
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.02
0.00
Lot Impervious Surface Area (Ac) =
0.02
0.00
1 -year, 24-hour storm (Peak Flow) WL
Volume of runoff (ft) =
14,898
1,116
Volume change (ft) =
-13,782
Runoff (inches) = Q"=
0.8079
0.7883
Peak Discharge (cfs)= Q=
3.1335
0.4283
Composite Curve Number (DA)=,
72
72
Composite Curve Number (Site only)=
72
72
DISCONNECTED IMPERVIOUS - Credit given only to residential development
with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CN�iu,,, =
72
Site Only CN.,j ,,a=
72
DA3 Page 8

SAfA�
Y Ml's L'`_L:
COUNTY
Project Name: I Taryn Lake
DRAINAGE AREA 4
STORMWATER PRE -POST CALCULATIONS
W akeCountyStormwaterDesignTooIV2.2
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
19.97
17.61
Site Acreage within Drainage=
19.53
17.61
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site
Offsite
Site
Offsite
Site
; Offsite
Site
Offsite
Site
Offsite
Site
; Offsite
Site
Offsite
Site
; Offsite
Parking lot
Roof
Open/Landscaped
Industrial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
Transportation
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
High Density (interstate, main)
i
High Density (Grassed Right-of-ways)
i
Low Density (secondary, feeder)
I
i
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious
Site.
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Managed pervious (Open Space)
Unmanaged (pasture)
5.11
0.17
4.24
0.27
1.97
Woods (not on lots)
1.33
0.26
4.73
0.10
1.70
Residential
Site.
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Roadway
1.76
Grassed Right-of-ways
i
0.34
0.27
0.03
Driveway
i
i
i
i
0.78
Parking lot
i
i
0.03
Roof
I
i
2.36
Sidewalk (Includes Patios).
!
0.27
Lawn
!
!
2.56
1.34
!
9.56
Managed pervious (Open Space)
0.81
0.02
1.64
Woods (on lots)
Land Taken up by BMP
0.20
JURISDICTIONAL LANDS
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Natural wetland
0.45
0.40
Riparian buffer (Zone 1 only)
0.36
0.36
Open water
1.08
1.08
Totals (Ac)=
0.00
0.00
6.44
0.17
4.50
0.27
8.59
0.00
0.00
0.00
9.01
0.00
1.63
0.00
6.97
0.00 !
DA4 Page 9

W akeCountyStormwaterDesignTooIV2.2
SITE FLOW
PRE -DEVELOPMENT T.
POST -DEVELOPMENT Tc
Sheet Flow -
Length (ft)=
150.00
59.00
Slope (ftlft)=
0,04
0.119
Surface Cover:
Grass
Grass
n -value=
0.24
0.240
T, (hrs)=
0.23
0.07
Shallow Flow
Length (ft)=
723.00
223.00
Slope (ft/ft)=
0.04
0.04
Surface Cover:
Unpaved
Unpaved
Average Velocity (ft/sec)=
3.15
3.15
T, (hrs)=
0.06
0.02
Channel Flow 1 '
Length (ft)=
687.00
687.00
Slope (ft/ft)=
0.01
0.01
Cross Sectional Flow Area (ft2)=
5.00
5.00
Wetted Perimeter (ft)=
15.05
15.05
Channel Lining:
Weeds
Weeds
n -value=
0.04
0.040
Hydraulic Radius (ft)=
0.33
0.33
Average Velocity (ft/sec)=
1.96
1.96
T, (hrs)=
0.10
0.10
Tc (hrs)=
0.39
0.19
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.00
5.20
Lot Impervious Surface Area (Ac) =
0.00
3.41
1 -year, 24-hour storm (Peak Flow)
Volume of runoff (ft) =
41,585
77,714
Volume change (ft) =
36,130
Runoff (inches) = Q'=
0.5736
1.2157
Peak Discharge (cfs)= Q=
8.4853
25.5729
Composite Curve Number (DA)=,
67
76
Composite Curve Number (Site only)=
67
76
DISCONNECTED IMPERVIOUS - Credit given only to residential development
with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CN�iu,,, =
76
Site Only CN.,j.,,,a=
76
Post -development peak flow exceeds pre -development peak flow for this DA!
DA4 Page 10

SAfA�
Y Ml's L'`_L:
COUNTY
Project Name: I Taryn Lake
DRAINAGE AREA 5
STORMWATER PRE -POST CALCULATIONS
W akeCountyStormwaterDesignTooIV2.2
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
17.83
26.16
Site Acreage within Drainage=
17.83
25.72
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site
Offsite
Site
Offsite
Site
; Offsite
Site
Offsite
Site
; Offsite
Site
; Offsite
Site
Offsite
Site
; Offsite
Parking lot
Roof
Open/Landscaped
Industrial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
Transportation
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
High Density (interstate, main)
i
High Density (Grassed Right-of-ways)
i
Low Density (secondary, feeder)
I
i
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious
Site.
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Managed pervious (Open Space)
Unmanaged (pasture)
2.09
1.49
0.93
0.17
0.27
Woods (not on lots)
1.31
0.70
4.64
0.98
0.62
4.05
Residential
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Roadway
1.43
Grassed Right-of-ways
i
0.24
0.21
0.20
Driveway
i
i
i
i
i
0.52
Parking lot
0.11
i
i
0.11
Roof
I
i
2.28
Sidewalk (Includes Patios).
!
0.18
Lawn
!
!
1.73
2.79
1.66
Managed pervious (Open Space)
0.62
0.14
1.14
Woods (on lots)
Land Taken up by BMP
0.26
JURISDICTIONAL LANDS
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Natural wetland
3.70
3.70
Riparian buffer (Zone 1 only)
2.86
2.86
Open water
Totals (Ac)=
0.00
0.00
3.51
0.00
2.19
0.00
12.13
0.00
0.00
0.00
3.57
0.17
3.76
0.27
18.39
0.00 !
DA5 Page 11

W akeCountyStormwaterDesignTooIV2.2
SITE FLOW
PRE -DEVELOPMENT T.
POST -DEVELOPMENT Tc
Sheet Flow -
Length (ft)=
150.00
150.00
Slope (ftlft)=
0.02
0.018
Surface Cover:
Grass
Grass
n -value=
0.24
0.240
T, (hrs)=
0.32
0.32
Shallow Flow
Length (ft)=
505.00
505.00
Slope (ft/ft)=
0.02
0.02
Surface Cover:
Unpaved
Unpaved
Average Velocity (ft/sec)=
2.34
2.34
T, (hrs)=
0.06
0.06
Channel Flow 1 '
Length (ft)=
623.00
623.00
Slope (ft/ft)=
0.01
0.01
Cross Sectional Flow Area (ft2)=
3.25
3.25
Wetted Perimeter (ft)=
8.16
8.16
Channel Lining:
Weeds
Weeds
n -value=
0.04
0.040
Hydraulic Radius (ft)=
0.40
0.40
Average Velocity (f /sec)=
2.02
2.02
T, (hrs)=
0.09
0.09
Tc (hrs)=
0.47
0.47
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.11
4.52
Lot Impervious Surface Area (Ac) =
0.00
2.98
1 -year, 24-hour storm (Peak Flow)
Volume of runoff (ft) =
58,202
118,430
Volume change (ft) =
60,228
Runoff (inches) = Q'=
0.8992
1.2471
Peak Discharge (cfs)= Q=
12.1969
25.9931
Composite Curve Number (DA)=,
74
78
Composite Curve Number (Site only)=
74
79
DISCONNECTED IMPERVIOUS - Credit given only to residential development
with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CN�iu,,, =
78
Site Only CN.,j.,,,a=
79
Post -development peak flow exceeds pre -development peak flow for this DAI
DA5 Page 12

Wake County SW Hybrid Tool Version 2.2
Project Name: Taryn Lake
0
WAKE DA SITE SUMMARY
COUNTY STORMWATER PRE -POST CALCULATIONS
NOR I I i (A 1101 INA
SITE SUMMARY
DRAINAGE AREA SUMMARIES
DRAINAGE AREA:
DA1
DA2
DA3
DA4
I DA5
DA6
Pre -Development (1 -year, 24-hour storm)
Runoff (in)=Q" =
0.796
0.712
0.808
0.574
0.899
Peak Flow (cfs)=Qpost =
0.307
1.057
3.134
8.485
12.197
Post -Development (1 -year, 24-hour storm)
Proposed Impervious Surface (acre) =
0.18
5.20
4.52
Runoff (in)=Q" =
1.147
0.365
0.788
1.216
1.247
Peak Flow (cfs)=Qpost =
0.717
0.053
0.428
25.573
25.993
TARGET CURVE NUMBER (TCN) - Residential Only
SITE \SOIL COMPOSITION
HYDROLOGIC SOIL GROUP
Site Area
%e
Target CN
A
0.00
0%
43
B
13.53
30%
63
C
5.39
12%
76
D
25.59
57%
81
Total Site Area (acres) =
44.51
Zoning =
R-10
Target Curve Number (TCN) =
75
% Impervious =
22%
Post Development CNadjusted =
77
Required Volume to be Managed (TCN)= ft3 =
21,592
SITE NITROGEN AND PHOSPHORUS LOADING
Nitrogen and Phosphorus Targets (Based on Regulatory Watershed)
Target Nitrogen Load (Ib/ac/yr)=
3.6
Target Phosphorus Load (Falls and Jordan Lakes Only) (Ib/ac/yr)=
N/A
• N Loading Reduction Option for Expansions (Falls and Jordan Lakes Only) =
N/A
% Loading Reduction Nitrogen Target (Falls and Jordan Lakes Only) (Ib/ac/yr)=
• P Loading Reduction Option for Expansions (Falls and Jordan Lakes Only) =
N/A
% Loading Reduction Phosphorus Target (Falls and Jordan Lakes Only) (Ib/ac/yr)=
Pre Development Nitrogen and Phosphorus Load
Total Nitrogen (Ib/ac/yr)=
1.40
Total Phosphorus (Ib/ac/yr)=
N/A
Post Development Nitrogen and Phosphorus Load
Total Nitrogen (Ib/ac/yr)=
3.71
Total Phosphorus (Ib/ac/yr)=
N/A
SITE SUMMARY Page 13

WAKE
COUNTY
1111-11-111,11
Project Name: Taryn Lake
DRAINAGE AREA 1
BMP CALCULATIONS
Wake County SW Hybrid Tool Version 2.2
DRAINAGE AREA 1 - BMP DEVICES AND ADJUSTMENTS
DA1 Site Acreage=
0.63
DA1 Off -Site Acreage=
0.00
Total Required Storage Volume for Site
TCN Requirement (ft')=
21,592
Will site use underground water harvesting?
No
Enter % volume reduction in
decimal form=
Note: Supporting information/details
should be submitted to demonstrate
water usage.
ENTER AREA TREATED BY BMP
Land Use (acres) Sub-DA1(a) Sub-DA1(b) Sub-DA1(c) Sub-DA1(d) Sub-DA1(e)
(Ac) (Ac) (Ac) (Ac) (Ac)
Commercial Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Parking lot
Roof
Open/Landscaped
Industrial Site Off-site Site
Off-site Site
Off-site Site Off-site Site
Off-site
Parking lot
Roof
Open/Landscaped
Transportation Site Off-site Site
Off-site Site
Off-site Site Off-site Site
Off-site
High Density (interstate, main) I I 1 I
High Density (Grassed Right-of-ways) I I I I
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Managed pervious
Unmanaged (pasture)
Woods (not on lots)
Residential Site Off-site Site j Off-site Site j Off-site Site j Off-site Site j Off-site
Roadway
Grassed Right-of-ways
Driveway
Parking lot
Roof
Sidewalk
Lawn
Managed pervious
Woods (on lots)
Land Taken up by BMP
JURISDICTIONAL LANDS Site Off-siteSite Offsite Site Offsite Site j Offsite Site Offsite
Natural wetland
Riparian buffer (Zone 1 only)
Totals (Ac)=l 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Sub-DA1(a) BMP(s)
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA1(b) BMP(s)
DA1_BMPs Page 14

Wake County SW Hybrid Tool version 2.2
If Sub-DA1(b) is connected to upstream sub-basin(s), select all contributing sub-basin(s from
dropdown menus):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA1 (c) BMP(s)
If Sub-DA1(c) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA1 (d) BMP(s)
If Sub-DA1(d) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(C.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outf ow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DAII (e) BMP(s)
If Sub-DA1(e) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
DA1 BMP SUMMARY
Total Volume Treated (c.f.)=
0
DA1 Outflow Total Nitrogen (Ib/ac/yr)=
DA1 Outflow Total Phosphorus (Ib/ac/yr)=
1 -year, 24-hour storm
Pre Development Peak Discharge (cfs)= Qi_yea
0.31
Post BMP Peak Discharge (cfs)= Q, -y-
012
DA1_BMPs Page 15

WAKE
COUNTY
1111-11-111,11
Project Name: Taryn Lake
DRAINAGE AREA 2
BMP CALCULATIONS
Wake County SW Hybrid Tool Version 2.2
DRAINAGE AREA 2 - BMP DEVICES AND ADJUSTMENTS
DA2 Site Acreage=
0.16
DA2 Off -Site Acreage=
0.00
Total Required Storage Volume for Site
TCN Requirement (ft')=
21,592
Will site use underground water harvesting?
Enter % volume reduction in
decimal form=
Note: Supporting information/details
should be submitted to demonstrate
water usage.
ENTER AREA TREATED BY BMP
Land Use (acres) Sub-DA2(a) Sub-DA2(b) Sub-DA2(c) Sub-DA2(d) Sub-DA2(e)
(Ac) (Ac) (Ac) (Ac) (Ac)
Commercial Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Parking lot
Roof
Open/Landscaped
Industrial Site Off-site Site
j Off-site Site
Off-site Site Off-site Site
Off-site
Parking lot
Roof
Open/Landscaped
Transportation Site Off-site Site
Off-site Site
Off-site Site Off-site Site
Off-site
High Density (interstate, main) I I 1 I
High Density (Grassed Right-of-ways) I I I I
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Managed pervious
Unmanaged (pasture)
Woods (not on lots)
Residential Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Roadway
Grassed Right-of-ways
Driveway
Parking lot
Roof
Sidewalk
Lawn
Managed pervious
Woods (on lots)
Land Taken up by BMP
JURISDICTIONAL LANDS Site j Off-site Site Offsite Site Offsite Site Offsite Site Offsite
Natural wetland 1 1
Riparian buffer (Zone 1 only)
Totals (Ac)=1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 0.00 0.00
Sub-DA2(a) BMP(s)
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA2(b) BMP(s)
DA2_BMPs Page 16

Wake County SW Hybrid Tool version 2.2
If Sub-DA2(b) is connected to upstream sub-basin(s), select all contributing sub-basin(s from
dropdown menus):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA2 (c) BMP(s)
If Sub-DA2(c) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA2 (d) BMP(s)
If Sub-DA2(d) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(C.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outf ow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA2 (e) BMP(s)
If Sub-DA2(e) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
DA2 BMP SUMMARY
Total Volume Treated (c.f.)=
0
DA2 Outflow Total Nitrogen (lb/ac/yr)=
DA2 Outflow Total Phosphorus (Ib/ac/yr)=
1 -year, 24-hour storm
Pre Development Peak Discharge (Cfs)= Qiyoua
1.06
Post BMP Peak Discharge (Cfs)= Q,_yaa,=
0.05
DA2_BMPs Page 17

WAKE
COUNTY
1111-11-111,11
Project Name: Taryn Lake
DRAINAGE AREA 3
BMP CALCULATIONS
Wake County SW Hybrid Tool Version 2.2
DRAINAGE AREA 3 - BMP DEVICES AND ADJUSTMENTS
DA3 Site Acreage=
0.39
DA3 Off -Site Acreage=
0.00
Total Required Storage Volume for Site
TCN Requirement (ft')=
21,592
Will site use underground water harvesting?
Enter % volume reduction in
decimal for
Note: Supporting information/details
should be submitted to demonstrate
water usage.
ENTER AREA TREATED BY BMP
Land Use (acres) Sub-DA3(a) Sub-DA3(b) Sub-DA3(c) Sub-DA3(d) Sub-DA3(e)
(Ac) (Ac) (Ac) (Ac) (Ac)
Commercial Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Parking lot
Roof
Open/Landscaped
Industrial Site Off-site Site
j Off-site Site
Off-site Site Off-site Site
Off-site
Parking lot
Roof
Open/Landscaped
Transportation Site Off-site Site
Off-site Site
Off-site Site Off-site Site
Off-site
High Density (interstate, main) I I 1 I
High Density (Grassed Right-of-ways) I I I I
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Managed pervious
Unmanaged (pasture)
Woods (not on lots)
Residential Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Roadway
Grassed Right-of-ways
Driveway
Parking lot
Roof
Sidewalk
Lawn
Managed pervious
Woods (on lots)
Land Taken up by BMP
JURISDICTIONAL LANDS Site j Off-site Site Offsite Site Offsite Site Offsite Site Offsite
Natural wetland 1 1
Riparian buffer (Zone 1 only)
Totals (Ac)=1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 0.00 0.00
Sub-DA3(a) BMP(s)
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA3(b) BMP(s)
DA3_BMPs Page 18

Wake County SW Hybrid Tool Version 2.2
If Sub-DA3(b) is connected to upstream sub-basin(s), select all contributing sub-basin(s from
dropdown menus):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA3 (c) BMP(s)
If Sub-DA3(c) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA3 (d) BMP(s)
If Sub-DA3(d) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outf ow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA3 (e) BMP(s)
If Sub-DA3(e) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
DA3 BMP SUMMARY
Total Volume Treated (c.f.)=
0
DA3 Outflow Total Nitrogen (lb/ac/yr)=
DA3 Outflow Total Phosphorus (Ib/ac/yr)=
1 -year, 24-hour storm
Pre Development Peak Discharge (Cfs)= QI_yea
3.13
Post BMP Peak Discharge (cfs)= Q, -y-
0.43
DA3_BMPs Page 19

WAKE
COUNTY
nanr❑ <.a.noe.iu.n
Project Name:1 Taryn Lake
DRAINAGE AREA 4
BMP CALCULATIONS
Wake County SW Hybrid Tool version 2.2
DRAINAGE AREA 4 - BMP DEVICES AND ADJUSTMENTS
DA4 Site Acreage=
17.61
DA4 Off -Site Acreage=
0.00
Total Required Storage Volume for Site
TCN Requirement (ft')=
21,592
Will site use underground water harvesting?
No
Enter % volume reduction in
decimal form=
Note: Supporting information/details
should be submitted to demonstrate
water usage.
ENTER AREA TREATED BY BMP
Land Use (acres) Sub-DA4(a) Sub-DA4(b) Sub-DA4(c) Sub-DA4(d) Sub-DA4(e)
(Ac) (Ac) (Ac) (Ac) (Ac)
Commercial Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Parking lot
Roof
Open/Landscaped
Industrial Site Off-site Site
j Off-site Site
Off-site Site Off-site Site
Off-site
Parking lot
Roof I
Open/Landscaped
Transportation Site Off-site Site
Off-site Site
Off-site Site Off-site Site
Off-site
High Density (interstate, main) I I I I
High Density (Grassed Right-of-ways) I
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Managed pervious
Unmanaged (pasture)
Woods (not on lots)
Residential Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Roadway 1.76
Grassed Right-of-ways 0.64
Driveway 0.78
Parking lot 0.03
Roof 2.28
Sidewalk 0.19
Lawn 4.97
Managed pervious 0.45
Woods (on lots)
Land Taken up by BMP 0.20
JURISDICTIONAL LANDS Site Off-site Site Offsite Site Offsite Site Offsite Site Offsite
Natural wetland
Riparian buffer (Zone 1 only)
Totals (Ac)=1 11.30 0.00 1 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00
Sub-DA4(a) BMP(s)
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
BMP A
Wet Detention Pond
18,517
1.32
6.36
0.35
1.71
1.04
4.52
0.14
0.61
18,517
Outflow Total Nitrogen (Ib/ac/yr)=
4.52
Outflow Total Phosphorus (Ib/ac/yr)=
0.61
Sub-DA4(b) BMP(s)
DA4_BMPs Page 20

Wake County SW Hybrid Tool version 2.2
If Sub-DA4(b) is connected to upstream sub-basin(s), select all contributing sub-basin(s from
dropdown menus):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA4 (c) BMP(s)
If Sub-DA4(c) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA4 (d) BMP(s)
If Sub-DA4(d) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(C.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outf ow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA4 (e) BMP(s)
If Sub-DA4(e) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
DA4 BMP SUMMARY
Total Volume Treated (c.f.)=
18517
DA4 Outflow Total Nitrogen (Ib/ac/yr)=
4.52
DA4 Outflow Total Phosphorus (Ib/ac/yr)=
0.61
1 -year, 24-hour storm
Pre Development Peak Discharge (Cfs)= Qiyoua
8.49
Post BMP Peak Discharge (Cfs)= Q,_yaa,=
3.44
DA4_BMPs Page 21

WAKE
COUNTY
nanr❑ <.a.noe.iu.n
Project Name:1 Taryn Lake
DRAINAGE AREA 5
BMP CALCULATIONS
Wake County SW Hybrid Tool version 2.2
DRAINAGE AREA 5 - BMP DEVICES AND ADJUSTMENTS
DA5 Site Acreage=
25.72
DA5 Off -Site Acreage=
0.44
Total Required Storage Volume for Site
TCN Requirement (ft')=
21,592
Will site use underground water harvesting?
No
Enter % volume reduction in
decimal form=
Note: Supporting information/details
should be submitted to demonstrate
water usage.
ENTER AREA TREATED BY BMP
Land Use (acres) Sub-DA5(a) Sub-DA5(b) Sub-DA5(c) Sub-DA5(d) Sub-DA5(e)
(Ac) (Ac) (Ac) (Ac) (Ac)
Commercial Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Parking lot
Roof
Open/Landscaped
Industrial Site Off-site Site
j Off-site Site
Off-site Site Off-site Site
Off-site
Parking lot
Roof I
Open/Landscaped
Transportation Site Off-site Site
Off-site Site
Off-site Site Off-site Site
Off-site
High Density (interstate, main) I I I I
High Density (Grassed Right-of-ways) I
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
Sidewalk
Misc. Pervious Site Off-site Site Off-site Site Off-site Site Off-site Site Off-site
Managed pervious
Unmanaged (pasture) 0.44
Woods (not on lots)
Residential Site j Off-site Site j Off-site Site j Off-site Site j Off-site Site Off-site
Roadway 1.19
Grassed Right-of-ways 0.49
Driveway 0.46
Parking lot
Roof 2.07
Sidewalk 0.13
Lawn 5.64
Managed pervious 0.40
Woods (on lots)
Land Taken up by BMP 0.26
JURISDICTIONAL LANDS Site Off-site Site Offsite Site Offsite Site Offsite Site Offsite
Natural wetland
Riparian buffer (Zone 1 only)
Totals (Ac)=, 10.64 : 0.44 0.00 : 0.00 0.00 : 0.00 0.00 0.00 0.00 0.00
Sub-DA5(a) BMP(s)
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(l f)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
NEMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(m9/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
BMP B
Wet Detention Pond
14,589
1.31
5.38
0.33
1.34
1.04
3.85
0.14
0.50
14,589
Outflow Total Nitrogen (Ib/ac/yr)=
3.85
Outflow Total Phosphorus (Ib/ac/yr)=
0.50
Sub-DA5(b) BMP(s)
DA5_BMPs Page 22

Wake County SW Hybrid Tool version 2.2
If Sub-DA5(b) is connected to upstream sub-basin(s), select all contributing sub-basin(s from
dropdown menus):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA5 (c) BMP(s)
If Sub-DA5(c) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA5 (d) BMP(s)
If Sub-DA5(d) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(C.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outf ow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA5 (e) BMP(s)
If Sub-DA5(e) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
DA5 BMP SUMMARY
Total Volume Treated (c.f.)=
14589
DA5 Outflow Total Nitrogen (Ib/ac/yr)=
3.85
DA5 Outflow Total Phosphorus (Ib/ac/yr)=
0.50
1 -year, 24-hour storm
Pre Development Peak Discharge (Cfs)= Qiyoua
12.20
Post BMP Peak Discharge (Cfs)= Q,_yaa,=
3.07
DA5_BMPs Page 23

Wake County SW Hybrid Tool Version 2.2
Project Name: Taryn Lake
��,��� DA SITE SUMMARY
� AU BMP CALCULATIONS
COUNTY
NORI'11 (:AR01 INA
BMP SUMMARY
DRAINAGE AREA SUMMARIES
DRAINAGE AREA:
DA1
I DA2
DA3
DA4
DA5
DA6
Post -Development (1 -year, 24-hour storm)
Peak Flow (cfs)=Q1_year=
0.72
1 0.05
0.43
25.57
25.99
Post -Development with BMPs (1 -year, 24-hour storm)
% Impervious =
22%
Volume Managed (CF)=
33,106
Post BMP Peak Discharge (cfs)= Ql_year=
0.72
0.05
1 0.43
1 3.44
3.07
Have Target Curve Number Requirements been met?
YES
Pre Development Nitrogen and Phosphorus Load
Total Nitrogen (Ib/ac/yr)=
1.40
Total Phosphorus (Ib/ac/yr)=
N/A
Post Development Nitrogen and Phosphorus Load
Total Nitrogen (Ib/ac/yr)=
3.71
Total Phosphorus (Ib/ac/yr)=
N/A
Post -BMP Nitrogen Loading
Outflow Total Nitrogen (Ib/ac/yr)=
2.86
Outflow Total Phosphorus (Ib/ac/yr)=
0.47
Has site met the Target?
YES
Has site met requirements for offsetting?
YES
BMP SUMMARY Page 24

11
STORMWATER BMP CALCULATIONS

Stage -Storage Data
BMPA
Stage
Elev
Forebay
Main Pool
Area
Volume
Cum Volume
29,050.50
41,668.50
56,964.00
74,214.50
Original
7912
10897
0
303
499
1723
2222
0
0.00
1
304
754
2696
3450
2836.00
2,836.00
2
305
1065
3751
4816
4133.00
6,969.00
3
306
1430
4883
6313
5564.50
12,533.50
4
307
1830
6082
7912
7112.50
19,646.00
5
308
2255
8642
10897
9404.50
29,050.50
6
309
0
14339
14339
12618.00
41,668.50
7
310
0
16252
16252
15295.50
56,964.00
8
311
0
18249
18249
17250.50
74,214.50
9
312
0
20335
20335
19292.00
93,506.50
10
313
0
23115
23115
21725.00
115,231.50
Average Depth Calculation (Min3'):
USE
Depth (ft) -->
4
5
6
7
8
Optionl => Perm Pool Volume=
19,646.00
29,050.50
41,668.50
56,964.00
74,214.50
Perm Pool Area
7912
10897
14339
16252
18249
Avg Depth (ft) =
2.5
2.7
2.9
3.5
4.1
Option 2 => Avg Depth (ft) =
2.6
3.1
3.6
4.1
4.6

BMPB
Stage
Elev
Forebay
Main Pool
Area
Volume
Cum Volume
35,203.50
48,404.00
63,855.00
80,933.50
Original
9040
11750
0
300
1131
2514
3645
0
0.00
1
301
1487
3339
4826
4235.5
4,235.50
2
302
1875
4243
6118
5472
9,707.50
3
303
2297
5225
7522
6820
16,527.50
4
304
2752
6288
9040
8281
24,808.50
5
305
3224
8526
11750
10395
35,203.50
6
306
0
14651
14651
13200.5
48,404.00
7
307
0
16251
16251
15451
63,855.00
8
308
0
17906
17906
17078.5
80,933.50
9
309
0
19864
19864
18885
99,818.50
Average Depth Calculation (Min3'):
Use
Depth (ft) -->
4
5
6
7
8
Optionl => Perm Pool Volume=
24,808.50
35,203.50
48,404.00
63,855.00
80,933.50
Perm Pool Area
9040
11750
14651
16251
17906
Avg Depth (ft) =
2.7
3.0
3.3
3.9
4.5
Option 2 => Avg Depth (ft) =
2.8
3.3
3.7
4.3
4.8

Volume Required for WO (First Flushl
Design Rainfall Event (in) = 1;0
Simple Method:
Runoff Coeff (Rv) = 0.05 +0.9 x Impervious Fraction
Runoff Volume (V) = 3630 x Rainfall x Rvx Drainage Area
Pre -Developed
Drainage Area (Ac) =
19.97
Impervious Area (Ac) =
1.08
Impervious Fraction (1) =
0.05
Rv (in/in) =
0.099
Post Developed
POND A
Table 10-1
Surface Area to Drainage Area Raffia for Permanent Pool Sizmg to Achieve Sa Pe -f TSS
Pollutu.t
R-.,.1 EFFi-- - u.. the A-, fain and Piens f Regions. Adaated from Da 11c 1986
Percent
Impervious
C.-
3.0
1.0
P-t Poal Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
1010
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20'6
0.97
0.79
070
0.59
0.51
0.46
0.44
301.
1.34
1.03
0.97
0.83
0.70
0.64
0.62
40'4
1.73
1.43
1.25
1.05
0.90
0.82
0.77
5016
206
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
701s
2,33
2.40
2.07
1.79
1.54
1.35
1.26
8014
3,36
2.78
2.38
2.10
1.86
1.60
1.42
901.
3,74
3.10
266
2.34
2.11
1.83
1.67
VALIDATE POND SHAPE/DEPTH FROM TABLE 10.1/Use Supplement table from DEN
Runoff Volume (V) = 3630 x Rainfall x Rv x DA sheet
Runoff Volume V (Cu Ft) = 7,152.92 %IA SA/DA - 3' SA/DA - 4' SA/DA @ 3.1'
40.0% 1.73 1.43 1.70
50.0% 2.06 1.73 2.03
44.6% 1.88 1.57 1.85
Drainage Area (Ac) = 11.30
Impervious Area (Ac) = 5.04
Impervious Fraction (1) = 0.446
Rv (in/in) = 0.451
Runoff Volume (V) = 3630 x Rainfall x DA
A. Runoff Volume - V (cu ft) = 18,516.63 cu ft
1 -year, 24 hour storm, intensity (in/hr) =C
B. Net Runoff Volume Post -Pre = 43,407.49 cu ft
Required WQ Volume (cu ft) =
Orifice Design
Sizing Permanent Pool
2-5 days
at depth (ft)
Corresponding SA/DA =
1.85
5
Reqd SA(SF)=
9,108.57
5
Provided SA (SF) =
9,404.50
OK
Pond Bottom Elev =
303
2222
Permanent Pool Elev =
308
9,404.50
Permanent Pool Vol (cu ft) =
29,050.50
in/hr at 15 -min
(Use B only when in Coastal Region - Not applicable in this case)
18,516.63 cu ft 4- USE (A)
Interpolate
Area
Area
Target Drawdown time =
2-5 days
Volume =
18,516.63
Cd =
0.6
From Stage -Storage info: Stage Cum Vol
Orifice Inv Elev WQ vol level Bottom of WQstorage (h1) 308 29,050.50 Head diff = 2
308 309.33 Next storage contour 310 56964.00 Vol Diff = 27913.5
WQ Elev (h2) 309.33 Delta Head= (0.67)
Driving Head, H = 1.33 ft
For drawdown calculations, use H/3 = 0.44 ft
Q= Cd x A x Sqrt (2gH)
Try Dia= 2 in
Orifice Area = 0.021815972 sq ft
Q= 0.070 cfs
Drawdown time = Required Volume / Qthrough Orifice
Drawdown time = 265072.70 sec
73.63 hrs
3.07 days

Volume Required for WO (First Flushl
Design Rainfall Event (in) = 1;0
Simple Method:
Runoff Coeff (Rv) = 0.05 +0.9 x Impervious Fraction
Runoff Volume (V) = 3630 x Rainfall x Rvx Drainage Area
Pre -Developed
Drainage Area (Ac) =
17.83
Impervious Area (Ac) =
0.11
Impervious Fraction (1) =
0.01
Rv (in/in) =
0.056
Post Developed
POND B
Table 10-1
Surface Area to Drainage Area Raffia for Permanent Pool Sizmg to Achieve Sa Pe -f TSS
Pollutu.t
R-.,.1 EFFi-- - u.. the A-, fain and Piens f Regions. Adaated from Da 11c 1986
Fercent
Impervious
C.-
3.0
1.0
P-t Poal Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
1010
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20'6
0.97
0.79
070
0.59
0.51
0.46
0.44
301.
1.34
1.03
0.97
4.83
0.70
0.64
0.62
40'4
1.73
1.43
1.25
1.05
0.90
0.82
0.77
5016
206
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
701s
2,53
2.40
2.07
1.79
1.54
1.35
1.26
8014
3,36
2.788
2.38
2.10
1.86
1.60
1.42
9010
3.74
3.10
2.66
2.34
2.11
1.83
1.67
VALIDATE POND SHAPE/DEPTH FROM TABLE 10.1/Use Supplement table from DEN
Runoff Volume (V) = 3630 x Rainfall x Rv x DA sheet
Runoff Volume V (Cu Ft) = 3,595.52 %IA SA/DA - 3' SA/DA - 4' SA/DA @ 3.3'
30.0% 1.34 1.08 1.26
40.0% 1.73 1.43 1.64
34.7% 1.53 1.25 1.44
Drainage Area (Ac) = 11.08
Impervious Area (Ac) = 3.85
Impervious Fraction (1) = 0.347
Rv (in/in) = 0.363
Runoff Volume (V) = 3630 x Rainfall x DA
A. Runoff Volume - V (cu ft) = 14,588.97 cu ft
1 -year, 24 hour storm, intensity (in/hr) =C
B. Net Runoff Volume Post -Pre = 37,063.89 cu ft
Required WQ Volume (cu ft) =
Orifice Design
Sizing Permanent Pool
2-5 days
at depth (ft)
Corresponding SA/DA =
1.44
5
Reqd SA (SF) =
6,957.07
5
Provided SA (SF) =
11,750.00
OK
Pond Bottom Elev =
300
3645
Permanent Pool Elev =
305
11,750.00
Permanent Pool Vol (cu ft) =
35,203.50
in/hr at 15 -min
(Use B only when in Coastal Region - Not applicable in this case)
14,588.97 cu ft *- USE (A)
Interpolate
Area
Area
Target Drawdown time =
2-5 days
Volume =
14,588.97
Cd =
0.6
From Stage -Storage info: Stage Cum Vol
Orifice Inv Elev WQ vol level Bottom of WQstorage (h1) 305 35,203.50 Head diff = 2
305 306.02 Next storage contour 307 63855.00 Vol Diff = 28651.5
WQ Elev (h2) 306.02 Delta Head= (0.98)
Driving Head, H = 1.02 ft
For drawdown calculations, use H/3 = 0.34 ft
Q= Cd x A x Sqrt (2gH)
Try Dia= 2 in
Orifice Area = 0.021815972 sq ft
Q= 0.061 cfs
Drawdown time = Required Volume / Qthrough Orifice
Drawdown time = 238376.19 sec
66.22 hrs
2.76 days

DRAINAGE BASIN ANALYSIS - Pre -Development Condition
Project: Taryn Lake - Phase 2
Basin ID
Drainage Basin Area (Ac)
Total DB
Area
% Impervious
1 -yr
cfs
2 -yr
cfs
Q
10 -yr
cfs
100 -yr
cfs
Pery - Woods Pery - Lawns Impervious
CN = 45 CN = 74 CN = 98
Ac
High Density:
DA -1
0.32
0
0.07
0.39
17.9%
0.265
0.437
0.946
2.069
DA -2
1.63
0
0.04
1.67
2.4%
1.218
1.939
4.043
8.590
DA -3
5.06
0
0.02
5.08
0.4%
3.588
5.540
11.160
23.050
DA -4
18.89
0
1.08
19.97
5.4%
8.933
15.490
35.310
79.210
DA -5
17.72
0
0.11
17.83
0.6%
16.120
24.060
46.570
93.240
TOTAL (Hydraflow)
43.62
0
1.32
44.94
2.9%
29.62
46.89
97.31
204.08

DRAINAGE BASIN AND DETENTION ANALYSIS
Project: Taryn Lake - Phase 2
Safe Conveyance
Basin ID
Drainage Basin Area (Ac)
Pery -Woods Pery -Lawns Impervious
Total DB
Area
% Imp
1 -yr
2 -yr
Q
10 -yr
100 -yr
Top of
pond
berm
Freeboard
for 100 yr
Check if
FB>=0.5'
Perm Pool
EI
WQ Elev
Ac
cfs 7 Elev (ft)
ds Elev (ft)
ds Elev (ft)
cfs Elev (ft)
ft
ft
ft
ft
Pre -Developed:
Total Pre -Developed
43.62
0
1.32
44.94
2.9%
29.62
46.89
97.31
204.08
Post Developed:
DA -1
0
0.45
0.18
0.63
28.6%
0.68
1.01
1.95
3.88
DA -2
0
0.16
0
0.16
0.0%
0.05
0.12
0.32
0.78
DA -3
0.07
0.32
0
0.39
0.0%
0.34
0.54
1.14
2.43
DA -4 UNDETAINED
1.8
3.27
1.24
6.31
19.7%
11.27
15.60
27.26
49.91
BMP A
0
6.26
5.04
11.3
44.6%
3.45 309.97
8.80 310.40
26.60 311.41
47.34 312.85
314
1.15
OK
308
309.33
DA -5 UNDETAINED
5.65
8.76
0.67
15.08
4.4%
13.14
19.14
35.91
70.05
BMP B
0
7.23
3.85
11.08
34.7%
3.09 306.69
7.94 307.09
27.56 307.88
61.85 308.70
309.5
0.80
OK
305
306.02
Total Post -Developed
7.52
26.45
10.98
44.95
24.4%
22.83
42.51 1
106.54 1
215.95
1 -yr 2 -yr
Verify if appropriate detention was achieved (Pre -post comparison) OK I OK

Hydraflow Table of Contents
Taryn Lake.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Saturday, 06 / 11 / 2016
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport......................................................................................................................... 3
2 - Year
SummaryReport......................................................................................................................... 4
10 - Year
SummaryReport......................................................................................................................... 5
100 - Year
SummaryReport......................................................................................................................... 6
OFReport.................................................................................................................... 7

Hydraflow Table of Contents Taryn Lake.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Saturday, 06 / 11 / 2016
1 - Year
HydrographReports...................................................................................................................
8
Hydrograph No. 1, SCS Runoff, DA -1 EXIST..........................................................................
8
TR -55 Tc Worksheet............................................................................................................ 9
Hydrograph No. 2, SCS Runoff, DA -2 EXIST........................................................................
10
TR -55 Tc Worksheet..........................................................................................................
11
Hydrograph No. 3, SCS Runoff, DA -3 EXIST........................................................................
12
TR -55 Tc Worksheet..........................................................................................................
13
Hydrograph No. 4, SCS Runoff, DA -4 EXIST........................................................................
14
TR -55 Tc Worksheet..........................................................................................................
15
Hydrograph No. 5, SCS Runoff, DA -5 EXIST........................................................................
16
TR -55 Tc Worksheet..........................................................................................................
17
Hydrograph No. 6, Combine, TOTAL RUNOFF EXIST..........................................................
18
Hydrograph No. 7, SCS Runoff, DA -1 PROP.........................................................................
19
TR -55 Tc Worksheet..........................................................................................................
20
Hydrograph No. 8, SCS Runoff, DA -2 PROP.........................................................................
21
TR -55 Tc Worksheet..........................................................................................................
22
Hydrograph No. 9, SCS Runoff, DA -3 PROP.........................................................................
23
TR -55 Tc Worksheet..........................................................................................................
24
Hydrograph No. 10, Combine, SUBTOTAL............................................................................
25
Hydrograph No. 11, SCS Runoff, DA -4 UNDETAINED.........................................................
26
TR -55 Tc Worksheet..........................................................................................................
27
Hydrograph No. 12, SCS Runoff, DA -4 BMP.........................................................................
28
TR -55 Tc Worksheet..........................................................................................................
29
Hydrograph No. 13, Reservoir, BMP A..................................................................................
30
PondReport - BMP A........................................................................................................
31
Hydrograph No. 14, SCS Runoff, DA -5 UNDETAINED.........................................................
32
TR -55 Tc Worksheet..........................................................................................................
33
Hydrograph No. 15, SCS Runoff, DA -5 BMP.........................................................................
34
TR -55 Tc Worksheet..........................................................................................................
35
Hydrograph No. 16, Reservoir, BMP B..................................................................................
36
PondReport - BMP B........................................................................................................
37
Hydrograph No. 17, Combine, TOTAL RUNOFF PROP ........................................................
38

I
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. x10.4
C
D
D
7
8
9
6
LOW
11
12
10
14 15
1
Legend
Hyd. origin Description
1
1 SCS Runoff DA -1 EXIST
2 SCS Runoff DA -2 EXIST
3 SCS Runoff DA -3 EXIST
4 SCS Runoff DA -4 EXIST
5 SCS Runoff DA -5 EXIST
6 Combine TOTAL RUNOFF EXIST
7 SCS Runoff DA -1 PROP
8 SCS Runoff DA -2 PROP
9 SCS Runoff DA -3 PROP
10 Combine SUBTOTAL
17
11 SCS Runoff DA -4 UNDETAINED
12 SCS Runoff DA -4 BMP
13 Reservoir BMP A
14 SCS Runoff DA -5 UNDETAINED
15 SCS Runoff DA -5 BMP
16 Reservoir BMP B
17 Combine TOTAL RUNOFF PROP
Project: Taryn Lake.gpw
Saturday, 06 / 11 / 2016

Hydrograph Return Period Recap
Hydra ow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
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
------
0.265
0.437
-------
0.683
0.946
1.345
1.692
2.069
DA -1 EXIST
2
SCS Runoff
------
1.218
1.939
-------
2.963
4.043
5.668
7.070
8.590
DA -2 EXIST
3
SCS Runoff
------
3.588
5.540
-------
8.288
11.16
15.43
19.10
23.05
DA -3 EXIST
4
SCS Runoff
------
8.933
15.49
-------
25.07
35.31
50.70
64.31
79.21
DA -4 EXIST
5
SCS Runoff
------
13.55
20.31
-------
29.73
39.44
53.79
66.03
79.19
DA -5 EXIST
6
Combine
1, 2, 3,
27.16
43.20
-------
66.05
90.03
125.57
156.20
189.37
TOTAL RUNOFF EXIST
4,5
7
SCS Runoff
-----
0.684
1.011
--- -
1.474
1.952
2.648
3.240
3.875
DA -1 PROP
8
SCS Runoff
------
0.054
0.115
-
0.211
0.316
0.478
0.622
0.782
DA -2 PROP
9
SCS Runoff
------
0.338
0.542
-------
0.833
1.138
1.596
1.996
2.430
DA -3 PROP
10
Combine
7, 8, 9
1.068
1.668
-------
2.518
3.406
4.716
5.842
7.058
SUBTOTAL
11
SCS Runoff
------
11.27
15.60
-------
21.42
27.26
35.58
42.53
49.91
DA -4 UNDETAINED
12
SCS Runoff
------
22.40
30.44
-------
41.10
51.71
66.72
79.21
92.42
DA -4 BMP
13
Reservoir
12
3.453
8.803
-------
14.46
26.60
39.00
44.00
47.34
BMP A
14
SCS Runoff
------
13.14
19.14
----
27.40
35.91
48.30
58.81
70.05
DA -5 UNDETAINED
15
SCS Runoff
------
18.22
25.01
-------
34.08
43.13
55.99
66.72
78.09
DA -5 BMP
16
Reservoir
15
3.086
7.936
-------
14.48
27.56
43.24
52.09
61.85
BMP B
17
Combine
10, 11, 13,
22.83
42.51
-------
67.50
106.54
155.67
186.24
215.95
TOTAL RUNOFF PROP
14, 16
Proj. file: Taryn Lake.gpw
Saturday, 06 / 11 / 2016

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.265
2
724
865
------
------
------
DA -1 EXIST
2
SCS Runoff
1.218
2
726
4,330
------
------
------
DA -2 EXIST
3
SCS Runoff
3.588
2
730
14,668
------
------
------
DA -3 EXIST
4
SCS Runoff
8.933
2
730
41,736
------
------
------
DA -4 EXIST
5
SCS Runoff
13.55
2
732
58,783
------
------
------
DA -5 EXIST
6
Combine
27.16
2
730
120,382
1, 2, 3,
------
------
TOTAL RUNOFF EXIST
4,5
7
SCS Runoff
0.684
2
724
2,025
------
------
------
DA -1 PROP
8
SCS Runoff
0.054
2
724
219
------
------
------
DA -2 PROP
9
SCS Runoff
0.338
2
722
978
------
------
------
DA -3 PROP
10
Combine
1.068
2
722
3,221
7, 8, 9
------
------
SUBTOTAL
11
SCS Runoff
11.27
2
722
29,526
------
------
------
DA -4 UNDETAINED
12
SCS Runoff
22.40
2
720
58,332
------
------
------
DA -4 BMP
13
Reservoir
3.453
2
744
56,820
12
309.97
27,470
BMP A
14
SCS Runoff
13.14
2
732
55,563
------
------
------
DA -5 UNDETAINED
15
SCS Runoff
18.22
2
722
51,508
------
------
------
DA -5 BMP
16
Reservoir
3.086
2
746
50,308
15
306.69
23,808
BMP B
17
Combine
22.83
2
730
195,439
10, 11, 13,
------
------
TOTAL RUNOFF PROP
14,16
Taryn Lake.gpw
Return Period: 1 Year
Saturday, 06 / 11 / 2016

4
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.437
2
724
1,325
------
------
------
DA -1 EXIST
2
SCS Runoff
1.939
2
726
6,489
------
------
------
DA -2 EXIST
3
SCS Runoff
5.540
2
730
21,544
------
------
------
DA -3 EXIST
4
SCS Runoff
15.49
2
730
64,710
------
------
------
DA -4 EXIST
5
SCS Runoff
20.31
2
732
84,748
------
------
------
DA -5 EXIST
6
Combine
43.20
2
730
178,816
1, 2, 3,
------
------
TOTAL RUNOFF EXIST
4,5
7
SCS Runoff
1.011
2
724
2,920
------
------
------
DA -1 PROP
8
SCS Runoff
0.115
2
722
370
------
------
------
DA -2 PROP
9
SCS Runoff
0.542
2
722
1,481
------
------
------
DA -3 PROP
10
Combine
1.668
2
722
4,771
7, 8, 9
------
------
SUBTOTAL
11
SCS Runoff
15.60
2
720
40,535
------
------
------
DA -4 UNDETAINED
12
SCS Runoff
30.44
2
720
78,912
------
------
------
DA -4 BMP
13
Reservoir
8.803
2
734
77,378
12
310.40
34,751
BMP A
14
SCS Runoff
19.14
2
732
78,733
------
------
------
DA -5 UNDETAINED
15
SCS Runoff
25.01
2
722
70,190
------
------
------
DA -5 BMP
16
Reservoir
7.936
2
736
68,978
15
307.09
30,094
BMP B
17
Combine
42.51
2
730
270,397
10, 11, 13,
------
------
TOTAL RUNOFF PROP
14,16
Taryn Lake.gpw
Return Period: 2 Year
Saturday, 06 / 11 / 2016

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.946
2
722
2,713
------
------
------
DA -1 EXIST
2
SCS Runoff
4.043
2
724
12,886
------
------
------
DA -2 EXIST
3
SCS Runoff
11.16
2
728
41,581
------
------
------
DA -3 EXIST
4
SCS Runoff
35.31
2
730
134,660
------
------
------
DA -4 EXIST
5
SCS Runoff
39.44
2
732
159,240
------
------
------
DA -5 EXIST
6
Combine
90.03
2
730
351,081
1, 2, 3,
------
------
TOTAL RUNOFF EXIST
4,5
7
SCS Runoff
1.952
2
722
5,486
------
------
------
DA -1 PROP
8
SCS Runoff
0.316
2
722
864
------
------
------
DA -2 PROP
9
SCS Runoff
1.138
2
722
2,986
------
------
------
DA -3 PROP
10
Combine
3.406
2
722
9,335
7, 8, 9
------
------
SUBTOTAL
11
SCS Runoff
27.26
2
720
70,812
------
------
------
DA -4 UNDETAINED
12
SCS Runoff
51.71
2
720
134,797
------
------
------
DA -4 BMP
13
Reservoir
26.60
2
730
133,239
12
311.41
52,869
BMP A
14
SCS Runoff
35.91
2
730
144,226
------
------
--
DA -5 UNDETAINED
15
SCS Runoff
43.13
2
722
121,237
------
------
------
DA -5 BMP
16
Reservoir
27.56
2
730
120,007
15
307.88
43,725
BMP B
17
Combine
106.54
2
728
477,617
10, 11, 13,
------
------
TOTAL RUNOFF PROP
14,16
Taryn Lake.gpw
Return Period: 10 Year
Saturday, 06 / 11 / 2016

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.069
2
722
5,800
------
------
------
DA -1 EXIST
2
SCS Runoff
8.590
2
724
26,855
------
------
------
DA -2 EXIST
3
SCS Runoff
23.05
2
728
84,578
------
------
------
DA -3 EXIST
4
SCS Runoff
79.21
2
728
291,720
------
------
------
DA -4 EXIST
5
SCS Runoff
79.19
2
730
316,490
------
------
------
DA -5 EXIST
6
Combine
189.37
2
730
725,442
1, 2, 3,
------
------
TOTAL RUNOFF EXIST
4,5
7
SCS Runoff
3.875
2
722
10,903
------
------
------
DA -1 PROP
8
SCS Runoff
0.782
2
722
2,045
------
------
------
DA -2 PROP
9
SCS Runoff
2.430
2
720
6,301
------
------
------
DA -3 PROP
10
Combine
7.058
2
722
19,249
7, 8, 9
------
------
SUBTOTAL
11
SCS Runoff
49.91
2
720
131,983
------
------
------
DA -4 UNDETAINED
12
SCS Runoff
92.42
2
720
246,267
------
------
------
DA -4 BMP
13
Reservoir
47.34
2
730
244,683
12
312.85
82,568
BMP A
14
SCS Runoff
70.05
2
730
280,354
------
------
--
DA -5 UNDETAINED
15
SCS Runoff
78.09
2
722
223,703
------
------
------
DA -5 BMP
16
Reservoir
61.85
2
728
222,455
15
308.70
58,790
BMP B
17
Combine
215.95
2
726
898,722
10, 11, 13,
------
------
TOTAL RUNOFF PROP
14,16
Taryn Lake.gpw
Return Period: 100 Year
Saturday, 06 / 11 / 2016

7
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Saturday, 06 / 11 / 2016
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
59.3109
12.3000
0.8785
--------
2
67.4001
12.6000
0.8686
--------
3
0.0000
0.0000
0.0000
--
5
69.1848
12.6000
0.8329
--------
10
67.8359
12.0000
0.7923
--------
25
64.4785
11.3000
0.7471
--------
50
57.5182
10.1000
0.6957
--------
100
53.2938
9.2000
0.6573
--------
File name: Taryn Lake.IDF
Intensity = B / (Tc + D)^E
Return
Period
(Yrs)
Intensity Values (in/hr)
5 min 10 15 20 25 30 35 40 45 50 55 60
1
4.85
3.88
3.25
2.80
2.47
2.21
2.00
1.83
1.69
1.57
1.47
1.38
2
5.58
4.49
3.78
3.27
2.89
2.59
2.35
2.16
1.99
1.85
1.73
1.63
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
6.35
5.15
4.36
3.80
3.37
3.04
2.77
2.55
2.36
2.21
2.07
1.95
10
7.19
5.86
4.98
4.35
3.88
3.51
3.21
2.96
2.76
2.58
2.42
2.29
25
8.01
6.56
5.60
4.92
4.40
4.00
3.67
3.40
3.17
2.98
2.81
2.66
50
8.70
7.13
6.11
5.38
4.84
4.41
4.06
3.78
3.54
3.33
3.15
2.99
100
9.32
7.64
6.56
5.80
5.23
4.78
4.42
4.12
3.86
3.65
3.46
3.29
Tc = time in minutes. Values may exceed 60.
Precip. He name: S:\RE1\Projects\2015\DX42.400 - Tarn Meadows Su bd ivision\Calcu lations\Storm\TarynLake. pc
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24-hour
3.00
3.60
0.00
4.37
5.12
6.17
7.04
7.96
SCS 6 -Hr
2.05
2.43
0.00
2.96
3.54
4.25
4.92
5.60
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

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
DA -1 EXIST
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.390 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 2 4
Hyd No. 1
DA -1 EXIST
Hyd. No. 1 -- 1 Year
Saturday, 06 / 11 / 2016
= 0.265 cfs
= 12.07 hrs
= 865 cuft
= 68
= Oft
= 14.80 min
= Type II
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
DA -1 EXIST
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 115.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 2.10
0.00
0.00
Travel Time (min)
= 14.75
+ 0.00 +
0.00 =
14.75
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00
+ 0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (sqft)
= 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..............................................................................
14.80 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
DA -2 EXIST
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.670 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0 2 4
Hyd No. 2
DA -2 EXIST
Hyd. No. 2 -- 1 Year
10
Saturday, 06 / 11 / 2016
= 1.218 cfs
= 12.10 hrs
= 4,330 cuft
= 70
= Oft
19.10 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
—1 0.00
26
Time (hrs)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
DA -2 EXIST
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 18.61 +
0.00 +
0.00 =
18.61
Shallow Concentrated Flow
Flow length (ft)
= 109.00
0.00
0.00
Watercourse slope (%)
= 4.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.53
0.00
0.00
Travel Time (min)
= 0.51 +
0.00 +
0.00 =
0.51
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..............................................................................
19.10 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
DA -3 EXIST
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.080 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 3
DA -3 EXIST
Hyd. No. 3 -- 1 Year
6 8 10 12 14 16
12
Saturday, 06 / 11 / 2016
= 3.588 cfs
= 12.17 hrs
= 14,668 cuft
= 72
= Oft
= 26.80 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
18 20 22 24 26
Time (hrs)

13
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
DA -3 EXIST
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 1.10
0.00
0.00
Travel Time (min)
= 23.64 +
0.00 +
0.00 =
23.64
Shallow Concentrated Flow
Flow length (ft)
= 243.00
0.00
0.00
Watercourse slope (%)
= 1.30
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.84
0.00
0.00
Travel Time (min)
= 2.20 +
0.00 +
0.00 =
2.20
Channel Flow
X sectional flow area (sqft)
= 5.00
0.00
0.00
Wetted perimeter (ft)
= 15.05
0.00
0.00
Channel slope (%)
= 1.00
0.00
0.00
Manning's n -value
= 0.040
0.015
0.015
Velocity (ft/s)
=1.78
0.00
0.00
Flow length (ft)
({0})101.0
0.0
0.0
Travel Time (min)
= 0.95 +
0.00 +
0.00 =
0.95
Total Travel Time, Tc..............................................................................
26.80 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 4
Time to peak
DA -4 EXIST
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 19.970 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
10.00
M
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 4
6 8
14
Saturday, 06 / 11 / 2016
Peak discharge
= 8.933 cfs
Time to peak
= 12.17 hrs
Hyd. volume
= 41,736 cuft
Curve number
= 67
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 23.70 min
Distribution
= Type II
Shape factor
= 484
DA -4 EXIST
Hyd. No. 4 -- 1 Year
Q (cfs)
10.00
M
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

15
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 4
DA -4 EXIST
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 4.10
0.00
0.00
Travel Time (min)
= 13.96 +
0.00 +
0.00 =
13.96
Shallow Concentrated Flow
Flow length (ft)
= 723.00
0.00
0.00
Watercourse slope (%)
= 3.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.15
0.00
0.00
Travel Time (min)
= 3.83 +
0.00 +
0.00 =
3.83
Channel Flow
X sectional flow area (sqft)
= 5.00
0.00
0.00
Wetted perimeter (ft)
= 15.05
0.00
0.00
Channel slope (%)
= 1.20
0.00
0.00
Manning's n -value
= 0.040
0.015
0.015
Velocity (ft/s)
=1.95
0.00
0.00
Flow length (ft)
({0})687.0
0.0
0.0
Travel Time (min)
= 5.87 +
0.00 +
0.00 =
5.87
Total Travel Time, Tc..............................................................................
23.70 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
Time to peak
DA -5 EXIST
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 17.830 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
.M
4.00
2.00
0.00
0 2 4
Hyd No. 5
6 8
16
Saturday, 06 / 11 / 2016
Peak discharge
= 13.55 cfs
Time to peak
= 12.20 hrs
Hyd. volume
= 58,783 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 28.20 min
Distribution
= Type II
Shape factor
= 484
DA -5 EXIST
Hyd. No. 5 -- 1 Year
Q (cfs)
14.00
12.00
10.00
M
4.00
f►a[iIi�
I e I I I I I I I N 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

17
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
DA -5 EXIST
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 1.80
0.00
0.00
Travel Time (min)
= 19.41 +
0.00 +
0.00 =
19.41
Shallow Concentrated Flow
Flow length (ft)
= 505.00
0.00
0.00
Watercourse slope (%)
= 2.10
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.34
0.00
0.00
Travel Time (min)
= 3.60 +
0.00 +
0.00 =
3.60
Channel Flow
X sectional flow area (sqft)
= 3.25
0.00
0.00
Wetted perimeter (ft)
= 8.16
0.00
0.00
Channel slope (%)
= 1.00
0.00
0.00
Manning's n -value
= 0.040
0.015
0.015
Velocity (ft/s)
=2.01
0.00
0.00
Flow length (ft)
({0})623.0
0.0
0.0
Travel Time (min)
= 5.17 +
0.00 +
0.00 =
5.17
Total Travel Time, Tc..............................................................................
28.20 min

18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Saturday, 06 / 11 / 2016
Hyd. No. 6
TOTAL RUNOFF EXIST
Hydrograph type = Combine Peak discharge = 27.16 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 120,382 cuft
Inflow hyds. = 1, 2, 3, 4, 5 Contrib. drain. area = 44.940 ac
TOTAL RUNOFF EXIST
Q (cfs) Hyd. No. 6 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (hrs)
Hyd No. 4 Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 7
DA -1 PROP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.630 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
Hyd No. 7
DA -1 PROP
Hyd. No. 7 -- 1 Year
19
Saturday, 06 / 11 / 2016
= 0.684 cfs
= 12.07 hrs
= 2,025 cuft
= 74
= Oft
16.60 min
= Type II
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

20
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 7
DA -1 PROP
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 133.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 2.10
0.00
0.00
Travel Time (min)
= 16.58
+ 0.00 +
0.00 =
16.58
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00
+ 0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (sqft)
= 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)
QOD0.0
0.0
0.0
Travel Time (min)
= 0.00
+ 0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
16.60 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 8
DA -2 PROP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.160 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.10
0.09
0.08
0.07
0.05
0.04
0.03
0.02
0.01
0.00
0 2 4
Hyd No. 8
DA -2 PROP
Hyd. No. 8 -- 1 Year
21
Saturday, 06 / 11 / 2016
= 0.054 cfs
= 12.07 hrs
= 219 cuft
= 61
= Oft
= 9.90 min
= Type II
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 8
DA -2 PROP
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
I1
= 0.240
= 34.0
= 3.60
= 0.50
= 9.88
= 0.00
= 0.00
= Paved
=0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) QOD0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 0.00
= 0.00
9.90 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 9
DA -3 PROP
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.390 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 2 4
Hyd No. 9
DA -3 PROP
Hyd. No. 9 -- 1 Year
23
Saturday, 06 / 11 / 2016
= 0.338 cfs
= 12.03 hrs
= 978 cuft
= 69
= Oft
= 13.00 min
= Type II
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 9
DA -3 PROP
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
24
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
I1
= 0.240
= 44.0
= 3.60
= 0.90
= 9.60
= 0.00
= 0.00
= Paved
=0.00
= 0.00
= 5.00
= 15.05
= 1.00
= 0.040
=1.78
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) Q0})361.0 0.0 0.0
Travel Time (min) = 3.38 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 9.60
= 0.00
= 3.38
13.00 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 10
SUBTOTAL
Hydrograph type
= Combine Peak discharge
Storm frequency
= 1 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyds.
= 7, 8, 9 Contrib. drain. area
Q (cfs)
2.00
1.00
SUBTOTAL
Hyd. No. 10 -- 1 Year
0.00
0 2 4 6 8 10 12 14 16
Hyd No. 10 Hyd No. 7 Hyd No. 8
25
Saturday, 06 / 11 / 2016
= 1.068 cfs
= 12.03 hrs
= 3,221 cuft
= 1.180 ac
18 20 22
Hyd No. 9
24
Q (cfs)
2.00
1.00
1 0.00
26
Time (hrs)

26
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Saturday, 06 / 11 / 2016
Hyd. No. 11
DA -4 UNDETAINED
Hydrograph type
= SCS Runoff
Peak discharge
= 11.27 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 29,526 cuft
Drainage area
= 6.310 ac
Curve number
= 80*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 11.40 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(1.240 x 98) + (2.100 x 77) + (2.070 x 80) + (0.100 x 74) + (0.700 x 61) + (0.100 x 55)] / 6.310
Q (cfs)
12.00
10.00
4.00
2.00
0.00 '
0 2 4
Hyd No. 11
6 8
DA -4 UNDETAINED
Hyd. No. 11 -- 1 Year
Q (cfs)
12.00
10.00
4.00
2.00
� - ' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 11
DA -4 UNDETAINED
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
27
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
I1
= 0.240
= 59.0
= 3.60
= 11.90
= 4.32
= 223.00
= 3.80
= Unpaved
=3.15
= 1.18
= 5.00
= 15.05
= 1.20
= 0.040
=1.95
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})687.0 0.0 0.0
Travel Time (min) = 5.87 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 4.32
= 1.18
= 5.87
11.40 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Saturday, 06 / 11 / 2016
Hyd. No. 12
DA -4 B M P
Hydrograph type
= SCS Runoff
Peak discharge
= 22.40 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 58,332 cuft
Drainage area
= 11.300 ac
Curve number
= 82*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.60 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(5.240 x 98) + (3.010 x 61) + (1.530 x 74) + (1.520 x 80)] / 11.300
Q (cfs)
24.00
20.00
16.00
12.00
RM
4.00
0.00 ' '
0 2 4
Hyd No. 12
DA -4 BMP
Hyd. No. 12 -- 1 Year
Q (cfs)
24.00
20.00
16.00
12.00
4.00
' ' ' ' 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 12
DA -4 B M P
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
I1
= 0.240
= 62.0
= 3.60
= 2.00
= 9.18
= 55.00
= 2.00
= Unpaved
=2.28
= 0.40
= 1.23
= 3.93
= 2.00
= 0.012
=8.06
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) Q0})1480.0 0.0 0.0
Travel Time (min) = 3.06 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 9.18
= 0.40
= 3.06
12.60 min

Hydrograph
Report
30
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk,
Inc. v10.4
Saturday, 06 / 11 / 2016
Hyd. No. 13
BMP A
Hydrograph type
= Reservoir
Peak discharge
= 3.453 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.40 hrs
Time interval
= 2 min
Hyd. volume
= 56,820 cuft
Inflow hyd. No.
= 12 - DA -4 BMP
Max. Elevation
= 309.97 ft
Reservoir name
= BMP A
Max. Storage
= 27,470 cuft
Storage Indication method used
Q (cfs)
24.00
20.00
16.00
12.00
Om
4.00
0.00 ' '
0 8 16
Hyd No. 13
BMP A
Hyd. No. 13 -- 1 Year
24 32 40 48 56 64 72 80
Hyd No. 12 1111111 Total storage used = 27,470 cuft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
—� 0.00
88
Time (hrs)

Pond Report
31
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Saturday, 06 / 11 / 2016
Pond No. 1 - BMP A
[A]
Pond Data
[C]
[PrfRsr]
Rise (in)
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 308.00 ft
Stage / Storage Table
Span (in)
= 30.00
2.00
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 308.00
10,897
0
0
1.00 309.00
14,339
12,618
12,618
2.00 310.00
16,252
15,296
27,914
3.00 311.00
18,249
17,251
45,164
4.00 312.00
20,335
19,292
64,456
5.00 313.00
23,115
21,725
86,181
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 30.00
2.00
12.00
0.00
Span (in)
= 30.00
2.00
36.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 307.50
308.00
309.50
0.00
Length (ft)
= 70.00
1.00
0.50
0.00
Slope (%)
= 0.50
0.10
0.10
n/a
N -Value
= .012
.012
.012
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.00 5.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Crest EI. (ft)
= 311.00
313.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
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 / Discharge
Elev (ft)
313.00
312.00
311.00
310.00
309.00
308.00
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Discharge (cfs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Saturday, 06 / 11 / 2016
Hyd. No. 14
DA -5 UNDETAINED
Hydrograph type
= SCS Runoff
Peak discharge
= 13.14 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 55,563 cuft
Drainage area
= 15.080 ac
Curve number
= 76*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 28.20 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.670 x 98) + (7.750 x 77) + (4.150 x 80) + (0.980 x 55) + (0.620 x 70) + (0.910 x 63)] / 15.080
Q (cfs)
14.00
12.00
10.00
.M
4.00
2.00
0.00
0 2 4
Hyd No. 14
6 8
DA -5 UNDETAINED
Hyd. No. 14 -- 1 Year
Q (cfs)
14.00
12.00
10.00
M
4.00
f►a[iIi�
I i I I I I I I I\ �1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

33
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 14
DA -5 UNDETAINED
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 1.80
0.00
0.00
Travel Time (min)
= 19.41 +
0.00 +
0.00 =
19.41
Shallow Concentrated Flow
Flow length (ft)
= 505.00
0.00
0.00
Watercourse slope (%)
= 2.10
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.34
0.00
0.00
Travel Time (min)
= 3.60 +
0.00 +
0.00 =
3.60
Channel Flow
X sectional flow area (sqft)
= 3.25
0.00
0.00
Wetted perimeter (ft)
= 8.16
0.00
0.00
Channel slope (%)
= 1.00
0.00
0.00
Manning's n -value
= 0.040
0.015
0.015
Velocity (ft/s)
=2.01
0.00
0.00
Flow length (ft)
({0})623.0
0.0
0.0
Travel Time (min)
= 5.17 +
0.00 +
0.00 =
5.17
Total Travel Time, Tc..............................................................................
28.20 min

34
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Saturday, 06 / 11 / 2016
Hyd. No. 15
DA -5 BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 18.22 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 51,508 cuft
Drainage area
= 11.080 ac
Curve number
= 81 *
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.20 min
Total precip.
= 3.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(4.110 x 98) + (2.010 x 61) + (3.250 x 74) + (1.710 x 80)] / 11.080
Q (cfs)
21.00
18.00
15.00
12.00
• m
am
3.00
0.00
0 2 4
Hyd No. 15
6 8
DA -5 BMP
Hyd. No. 15 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• 11
3.00
' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

35
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 15
DA -5 BMP
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 70.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 10.11 +
0.00 +
0.00 =
10.11
Shallow Concentrated Flow
Flow length (ft)
= 241.00
0.00
0.00
Watercourse slope (%)
= 2.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.28
0.00
0.00
Travel Time (min)
= 1.76 +
0.00 +
0.00 =
1.76
Channel Flow
X sectional flow area (sqft)
= 1.77
0.00
0.00
Wetted perimeter (ft)
= 4.71
0.00
0.00
Channel slope (%)
= 1.67
0.00
0.00
Manning's n -value
= 0.012
0.015
0.015
Velocity (ft/s)
=8.33
0.00
0.00
Flow length (ft)
({0})1174.0
0.0
0.0
Travel Time (min)
= 2.35 +
0.00 +
0.00 =
2.35
Total Travel Time, Tc..............................................................................
14.20 min

Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
am
. 11
3.00
BMP B
Hyd. No. 16 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• 11
. 11
3.00
0.00 ' ' dM ' ' 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 16 Hyd No. 15 1111111 Total storage used = 23,808 cuft
36
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk,
Inc. v10.4
Saturday, 06 / 11 / 2016
Hyd. No. 16
BMP B
Hydrograph type
= Reservoir
Peak discharge
= 3.086 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.43 hrs
Time interval
= 2 min
Hyd. volume
= 50,308 cuft
Inflow hyd. No.
= 15 - DA -5 BMP
Max. Elevation
= 306.69 ft
Reservoir name
= BMP B
Max. Storage
= 23,808 cuft
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
am
. 11
3.00
BMP B
Hyd. No. 16 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• 11
. 11
3.00
0.00 ' ' dM ' ' 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 16 Hyd No. 15 1111111 Total storage used = 23,808 cuft

Pond Report 37
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Saturday, 06 / 11 / 2016
Pond No. 2 - BMP B
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 305.00 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 305.00
11,750
0
0
1.00 306.00
14,651
13,201
13,201
2.00 307.00
16,251
15,451
28,652
3.00 308.00
17,906
17,079
45,730
4.00 309.00
19,864
18,885
64,615
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
2.00
12.00
0.00
Crest Len (ft)
= 16.00
15.00
0.00
0.00
Span (in)
= 36.00
2.00
36.00
0.00
Crest EI. (ft)
= 307.50
308.50
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert EI. (ft)
= 303.50
305.00
306.25
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 50.00
1.00
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.20
0.10
0.10
n/a
N -Value
= .012
.012
.012
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
Stage (ft)
4.00
3.00
I•tI11I01
1.00
0.00 ' '
0.00 8.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
16.00 24.00 32.00 40.00 48.00 56.00
Elev (ft)
309.00
308.00
[cIilrlf1I11
306.00
305.00
64.00 72.00 80.00
Discharge (cfs)

38
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Saturday, 06 / 11 / 2016
Hyd. No. 17
TOTAL RUNOFF PROP
Hydrograph type = Combine Peak discharge = 22.83 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 195,439 cuft
Inflow hyds. = 10, 11, 13, 14, 16 Contrib. drain. area = 21.390 ac
TOTAL RUNOFF PROP
Q (cfs) Hyd. No. 17 -- 1 Year Q (cfs)
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 4 8 12 16 20 24 28 32
Hyd No. 17 Hyd No. 10 Hyd No. 11 Hyd No. 13 Time (hrs)
Hyd No. 14 Hyd No. 16

12
SKIMMER BASIN CALCULATIONS

Project: Taryn Lake
County/City: Wake County Designed By: CBT Date: 5/19/2016
State: North Carolina Checked By: Date:
Sediment Basin: I SB -A Erosion Control Phase
Total Drainage Area to Basin: 14.42 Acres
Potential Max. Disturbed Area to Basin: 14.42 Acres
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
12.12
0.50
Woods
0.25
2.30
0.04
Grass
0.30
0.00
0.00
Gravel
0.55
0.00
0.00
Impervious
0.95
0.00
0.00
TOTAL:
-
14.42
0.54
Minimum Volume Requirement:
Minimum Volume =
Peak Inflows:
Minimum Volume =
Volume Provided =
1800 ft3/disturbed acre
25,956 ft'
29,673 ft3
0
565,928 Sq. Ft.
556,144 Sq. Ft.
OK
2 -Year rainfall intensity = 3.76 in/hr X15 Min. TOC
10 -Year rainfall intensity = 4.84 in/hr X15 Min. TOC
Runoff Coefficient (C) = 0.54
Q2= 29.50 cfs (Calculated by Rational Method)
QJo= 37.98 cfs (Calculated by Rational Method)
Minimum Basin Surface Area:
Minimum Surface Area = 435 sf/cfs (10 -year, 24 hour storm peak inflow)
Minimum Surface Area = 16,521 sf -
Surface Area Provided = 16,885 sf OK
Elevation
(FT)
Area (SF)
Incremental
Volume(CF)
Cumulative
Volume(CF)
308.00
12,598
0
0
309.00
14,931
13,765
13,765
310.00
16,885
15,908
29,673
311.00
18,919
33,850
47,615
312.00
21,034
19,977
67,591
Orifice Flow Check CA(2gH)0.1
= Q
Orifice Corf. (C):
0.60
Cross Sectional Area (A):
9.62-sf
Accel. Of Gravity (g): 32.20 ft/sect
Head (H):
1.00 -ft
Q2 IN =
29.50
Principal Spillway - Riser:
Weir Flow Check (CLH)l.s
= Q
Spillway Elevation:
310.00
Riser Diameter:
3.50 -ft
Spillway Length (L):
10.00 -ft
Weir Coef. (C):
2.80
Head (H):
1.00 -ft
(Must be 1' Minimum)
Q2 IN =
29.50
cfs (Calculated by Rational Method)
Q2 OUT =
148.16
cfs
Orifice Flow Check CA(2gH)0.1
= Q
Orifice Corf. (C):
0.60
Cross Sectional Area (A):
9.62-sf
Accel. Of Gravity (g): 32.20 ft/sect
Head (H):
1.00 -ft
Q2 IN =
29.50
cfs (Calculated by Rational Method)

Q2 OUT = 46.33 cfs
Pipe Flow Check A*[
2gh
]
0.5
= Q
3.32
8.47
cfs (Calculated by Rational Method)
0.40
ft (Based on Weir Equation)
Barrel Diameter:
3.00 -ft
312.5
Invert In:
308.00
ft OK
Invert Out:
307.20
3
Cross Sectional Area (A):
7.07-sf
inches (From Faircloth Skimmer Packet)
Accel. Of Gravity (g):
32.20 ft/sec2
Head (H):
2.30 -ft
(Measured at Outfall)
K,,,:
Barrel Length (L):
56.60 -ft
KP:
0.0243
(Taken from Table 8.07a, n=0.025)
Q2 IN =
29.50
cfs (Calculated by Rational Method)
Q2 OUT =
46.83
cfs
Emergency Spillway Design:
Spillway length
z 3 Spillway Q S illwa elevation
CL H Weir Coef. (c)_
Q10 Less Q2 =
Spillway stage (H):
Maximum slope:
Top of berm elevation:
Freeboard =
Skimmer Design:
Volume Required =
Drawdown Time =
Skimmer Size =
Orifice Size (diamter) _
10.00 -ft
311.00
3.32
8.47
cfs (Calculated by Rational Method)
0.40
ft (Based on Weir Equation)
12.00
% (from Table 8.07c)
312.5
1.10
ft OK
29,673
W
3
days (From NCDENR)
4.0
inches (From Faircloth Skimmer Packet)
1.40
inches (From Faircloth Skimmer Packet)

Project: Taryn Lake
County/City: Wake County Designed By: CBT Date: 5/19/2016
State: North Carolina Checked By: Date:
Skimmer Basin: I B Erosion Control Phase 0
Total Drainage Area to Basin: 3.92 Acres 170,597 Sq. Ft.
Potential Max. Disturbed Area to Basin: 3.92 Acres 170,597 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
3.32
0.51
Woods
0.25
0.60
0.04
Grass
0.30
0.00
0.00
Gravel
0.55
0.00
0.00
Impervious
0.95
0.00
0.00
TOTAL:
-
3.92
0.55
Minimum Volume Requirement:
Minimum Volume =
Peak Inflows:
Minimum Volume =
Volume Provided =
1800 ft3/disturbed acre
7,049 ft'
15,451 ft3
10 -Year rainfall intensity = 7.18 in/hr
Runoff Coefficient (C) = 0.55
Q10= 15.38 cfs (Calculated by Rational Method)
Minimum Basin Surface Area:
Minimum Surface Area = 325 sf/cfs (10 -year, 24 hour storm peak inflow)
Minimum Surface Area = 4,998 sf
Surface Area Provided = 16,251 sf OK
Elevation
(FT)
Area (SF)
Incremental
Volume(CF)
Cumulative
Volume(CF)
306.00
14,651
0
0
307.00
16,251
15,451
15,451
308.00
17,906
17,079
32,530
309.00
19,618
18,762
51,292
Emergency Spillway Design:
Spillway length
2 Spillway elevation
\
CQ I3=H
Weir Coef. (c):
Q10'
Spillway stage (H):
Maximum slope:
Top of berm elevation:
Freeboard =
10.00 -ft
307.40
3.32
15.38
cfs (Calculated by Rational Method)
0.60
ft (Based on Weir Equation)
12.00
% (from Table 8.07c)
309.0
1.00
ft see
Skimmer Design:
Volume Required = 15,451 ft3
Drawdown Time = 3 days (From NCDENR)
Skimmer Size = 2.5 inches (From Faircloth Skimmer Packet)
Orifice Size (diamter) = 1.2 inches (From Faircloth Skimmer Packet)

13
RIP RAP APRON SIZING CALCULATIONS

La= 20'
SEDI. BASIN A
FLOW= 46.8 CFI
3Do = 108" I
30
Outletw = Do + La W=23'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
to
6a.
�
,��ti 50
0r
141r
3 5 1U 20 50 100 200 500
Discharge (ftp/sec)
Q=46.8
Appendices
m
2 N
U]
CL
M
Q
it
O
LO
1 'a
Dso= 0.6'
.11 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (%„, r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rei: 1x/93
8.06.3

La= 14'
20
SKIM. BASIN B
FLOW= 15.38 C; S
3Do = 54"
30
Outlet w = 00 + La W=15.5'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
to
60.0
a.
50
0r
141 r
20 50 100
Q=Discharge (0/sec)
Q=15.38
Appendices
m
2 N_
U7
CL
w
Q
LOO
1 'a
.11 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a rcund pipe flowing full, minimum tailwater condition (Tw r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
(IN.)
IN.
(IN.)
1
5
10
17
2
9
14
23
Rei: 1x/93
8.06.3
Dso= 0.6'

20
La= 20'
10
FES #A1
FLOW= 37 (FS
3Do = 72" I
30
OutletW = 00 + La W=22'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
to
60.0 50
a.
0r
141r
3 5 10 20 50 100 200 500
Discharge (0/sec)
Q=37
Appendices
Lj 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (%„, r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rei: 1x/93
8.06.3
D50= 0.T

FES #A37
FLOW= 1z SFS
3Do = 45" I
3o
Do= 15" Outlet w = 00 + La W=15.25'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
t�
6a.
x,0.0 501 } W.
0r
20
La= 14'
10
Appendices
Dso= 0.5'
3 5 10 20 50 100 200 500 1000
Discharge (ftp/sec)
Q=12
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (%„, r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rei: 12193 8.06.3

La= 16'
FES #A47
FLOW= 32 SFS
3Do = 90"
30
Outlet w = Do + La W=18.5'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
t
60.0 50
a.
0r
Appendices
m
N
U7
CL
M
Q
LOO
1 'a
4.1 i i. ..;,
u;. i..,_ 1._ i I L '....1 ■ t , I i t I I ' . 1 I 1 t....j i 1 10
3 5 10 20 50 100 200 500 1000
Discharge {ftp/sec)
Q=32
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (%„, r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rei: 1x/93
8.06.3
Dso= 0.5'

FES #61
FLOW= Z9 C:F5
3Do = 54" I
30
Outletw = 00 + La W=20'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
NKNI
00 11:
0o' 60 .
Off, 50 . {
20
La= 18'
10
Appendices
m
N
U7
CL
M
Q
LOO
1 'a
L'L3 5 to 20 50 100 200 500 1000
Discharge {ftp/sec)
Q=29
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (%„, r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rei: 1x/93
8.06.3
Dso= 0.6'

La= 20' 20
Appendices
FES #642
FLOW= 33 C:F5
3Do = 108" I
30
Outletw = Do + La W=23'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
t
60.0 50
a.
0r
4..1. .._ il. _.. i... _ I 1 I I... i i - I .....t I 1 I I . .. I I r I t....1 i 1 10
3 5 10 PO 50 100 200 500 1000
Discharge (ftp/sec)
Q=33
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (%„, r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rei: 1x/93
8.06.3
m
N
U7
CL
M
Q
LOO
Dso= 0.6'

FES #C1
FLOW='/ CFS
3Do = 45" I
3o
Do= 15" Outlet w = Do + La W=10.25'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
10
t�
6a.
x,0.0 501 } W.
0r
3 5 10 20 50 100 200 500
Q=7 Discharge (ftp/sec)
Appendices
FDZ 0.3'
0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flawing full, minimum tailwater condition (%„, r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rei: 12193 8.06.3

HW#1&3
FLOW= -,UU CFS
3Do=18'
30
Outlet w = 00 + La W=45'
pipe
diameter (Do)
La —+1
7 ilwater 0.500
on `Va�I
t
p'k; 6a
5Vj ;j
lij
10 20 50 100 200 500
Discharge (ftp/sec)
Q=200
Appendices
m
2 N
U]
CL
M
Q
it
O
1 'a
DSo= 1.2'
.Lr10
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (%„, r 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rei: 1x/93
8.06.3