SW3190702_Engineering Calculations_20191021

ENGINEERING CALCULATIONS
FOR
WEDDINGTON POINTE
Union County, North Carolina
Century Communities Southeast, LLC
7400 Carmel Executive Park Drive, Suite 205
Charlotte, NC 28226
October, 2019
LandDesign Project #: 1018330
ySEAL
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Table of Contents
• Project Narrative
• Soils Map
• On Site Storm Drainage
• Pipe Node Report
• Gutter Spread Calculations
• Proposed Wet Pond #1
• Pre -Developed
• Water Quality
• Permanent Pool Storage
• Channel Protection
• Post -Developed
• Buoyancy Calculations
• Proposed Wet Pond #2
• Pre -Developed
• Water Quality
• Permanent Pool Storage
• Channel Protection
• Post -Developed
• Buoyancy Calculations

• Proposed Wet Pond #3
• Pre -Developed
• Water Quality
• Permanent Pool Storage
• Channel Protection
• Post -Developed
• Buoyancy Calculations
• Proposed Wet Pond #4
• Pre -Developed
• Water Quality
• Permanent Pool Storage
• Channel Protection
• Post -Developed
• Buoyancy Calculations
• Rip -Rap Apron Sizing
• Off -Site Storm Calculations
• Culvert Analysis
• Sediment Basin Design
• Skimmer Sizing

Project Narrative

Weddington Pointe
LDI Project No. 1018330
Developer:
Century Communities Southeast, LLC
7400 Carmel Executive Park Drive, Suite 205
Charlotte, NC 28226
Project Description:
The following calculations have been performed in support of the construction of Weddington
Pointe. The project is zoned R-6 CZ and will be constructed along Weddington Road in Union
County, NC. The construction will include installation of new buildings, associated utilities, storm
drainage, wet pond for private drainage, and offsite roadway improvements.
Soils Information:
The predominant soils for this site are BdB2, CmB (located in most undisturbed wetland area)
and TbB2. The site soils map showing detailed locations is included. For design purposes, "C"
and "B: was chosen as the hydrologic soil groups.
Erosion Control:
Silt fence will be used around the site to prevent sediment from entering adjacent properties and
the existing creeks. A temporary diversion ditches and a skimmer sediment basins will be
installed within the site to prevent sediment from entering the storm drainage system until the
areas around them have been stabilized.
Storm Water:
Pre -Developed Drainage:
The existing storm water collection system consists of sheet flow and shallow concentrated flow
across the entire site.
Post -Developed Drainage:
The proposed storm water collection system will consist of drainage swales and multiple wet
ponds within the project boundaries. The storm system was designed to detain the 10 and 25
year storm events and to have a minimum of 85% average annual removal for Total Suspended
Solids and 40% average annual removal for Total Phosphorus. Proposed water quality/channel
protection/detention requirements are being met according to the NCDEQ Requirements.

Stormwater Detention Summary:
Total Combined Flows for the 4 Proposed Wet Ponds:
Qz (Pre -Developed): 33.87 cfs
Q,o (Pre -Developed): 68.51 cfs
Qzs (Pre -Developed): 92.10 cfs
Qz (Post -Developed) Undetained and Detained Detention Release: 13.23 cfs < 33.87 cfs
Q,o (Post -Developed) Undetained and Detained Detention Release: 34.68 cfs < 68.51 cfs
Qzs (Post -Developed) Undetained and Detained Detention Release: 68.74 cfs < 92.10 cfs
Conclusion:
The engineering analysis presented herein this document demonstrates the ability of the Wet
Ponds to meet the design requirements. The calculations show the Wet Pond has sufficient
volume to meet the NCDEQ's requirements for BMPs. Moreover, the routing calculations show
the Wet Ponds ability to detain flows to pre -developed rates.

Soils Map

USDA United States
Department of
Agriculture
N RCS
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
Union County,
North Carolina
April 1, 2019

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
(https://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
2

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

Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Union County, North Carolina.........................................................................
13
BdB2—Badin channery silty clay loam, 2 to 8 percent slopes,
moderatelyeroded................................................................................13
CmB—Cid channery silt loam, 1 to 5 percent slopes..................................14
ScA—Secrest-Cid complex, 0 to 3 percent slopes......................................15
TbB2—Tarrus gravelly silty clay loam, 2 to 8 percent slopes,
moderately eroded................................................................................17
TbC2—Tarrus gravelly silty clay loam, 8 to 15 percent slopes,
moderately eroded................................................................................18
References............................................................................................................19
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
C�

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

ED
531400
35° 0' 28" N
9
0
F8
g
n
34° 59' 48" N
531400 531600 531800 532000 532200
Map Scale: 1:8,720 if printed on A landscape (11" x 8.5") sheet
Meters N
0 100 200 400 600
A Feet
D 40D SOD 1600 2400
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
Custom Soil Resource Report
Soil Map
531600 531800 5320M 532200 532400
5326M 532800 5330M
532400 5326M 532800 533000
533200
35° 0' 28" N
P2
A
34° 59' 48" N
533200
3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
N.tir
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
0
Closed Depression
Gravel Pit
Gravelly Spot
0
Landfill
A.
Lava Flow
4&
Marsh or swamp
Mine or Quarry
OMiscellaneous
Water
0
Perennial Water
V
Rock Outcrop
Saline Spot
Sandy Spot
4W
Severely Eroded Spot
Sinkhole
Slide or Slip
0o
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
.�
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
+F-r
Rails
measurements.
Interstate Highways
Source of Map: Natural Resources Conservation Service
py
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Y-
Major Roads
-_
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
.
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 18, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BdB2
Badin channery silty clay loam,
29.5
29.5%
2 to 8 percent slopes,
moderately eroded
CmB
Cid channery silt loam, 1 to 5
30.9
30.9%
percent slopes
ScA
Secrest-Cid complex, 0 to 3
8.4
8.4%
percent slopes
TbB2
Tarrus gravelly silty clay loam, 2
27.4
27.4%
to 8 percent slopes,
moderately eroded
TbC2
Tarrus gravelly silty clay loam, 8
3.8
3.8%
to 15 percent slopes,
moderately eroded
Totals for Area of Interest
100.0
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
11

Custom Soil Resource Report
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.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Union County, North Carolina
BdB2—Badin channery silty clay loam, 2 to 8 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mx85
Elevation: 200 to 650 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
Badin, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin, Moderately Eroded
Setting
Landform: I nterfl uves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: silty clay loam
Bt - 6 to 20 inches: silty clay
BC - 20 to 28 inches: channery silty clay loam
Cr - 28 to 42 inches: weathered bedrock
R - 42 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat)
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: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
Very low to high (0.00
13

Custom Soil Resource Report
CmB—Cid channery silt loam, 1 to 5 percent slopes
Map Unit Setting
National map unit symbol: 3wOq
Elevation: 200 to 650 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
Cid and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cid
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from metavolcanics and/or residuum
weathered from argillite
Typical profile
Ap - 0 to 9 inches: channery silt loam
Bt - 9 to 22 inches: silty clay loam
BC - 22 to 27 inches: channery silty clay
Cr - 27 to 32 inches: weathered bedrock
R - 32 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat)
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Hydric soil rating: No
Very low to moderately
14

Custom Soil Resource Report
ScA—Secrest-Cid complex, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 3w1 b
Elevation: 200 to 650 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
Secrest and similar soils: 65 percent
Cid and similar soils: 20 percent
Minor components: 2 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Secrest
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from argillite and/or residuum weathered
from metavolcanics
Typical profile
Ap - 0 to 8 inches: silt loam
BA - 8 to 11 inches: silt loam
Bt - 11 to 43 inches: silty clay loam
BCt - 43 to 54 inches: silty clay
Cr - 54 to 62 inches: weathered bedrock
R - 62 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 40 to 60 inches to paralithic bedrock; 60 to 80 inches
to lithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 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): 2w
15

Custom Soil Resource Report
Hydrologic Soil Group: C
Hydric soil rating: No
Description of Cid
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from argillite and/or residuum weathered
from metavolcanics
Typical profile
Ap - 0 to 9 inches: channery silt loam
Bt - 9 to 22 inches: silty clay loam
BC - 22 to 27 inches: channery silty clay
Cr - 27 to 32 inches: weathered bedrock
R - 32 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: D
Hydric soil rating: No
Minor Components
Wehadkee, undrained
Percent of map unit: 2 percent
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
16

Custom Soil Resource Report
TbB2—Tarrus gravelly silty clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mx8q
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
Tarrus, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tarrus, Moderately Eroded
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from schist and/or other metamorphic rock
Typical profile
Ap - 0 to 6 inches: gravelly silty clay loam
Bt - 6 to 45 inches: silty clay
Cr- 45 to 80 inches: weathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 40 to 60 inches to paralithic 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: Low (about 4.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
17

Custom Soil Resource Report
TbC2—Tarrus gravelly silty clay loam, 8 to 15 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mx8r
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
Tarrus, moderately eroded, and similar soils. 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tarrus, 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: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: gravelly silty clay loam
Bt - 6 to 45 inches: silty clay
Cr - 45 to 80 inches: weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 40 to 60 inches to paralithic 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: Low (about 4.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
18

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/portal/nres/detail/national/soils/?cid=nresl42p2_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=n res 142p2_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
19

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres 142p2_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 =nres 142 p2_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/nrcsl 42p2_052290.pdf
20

Pipe Node Report

4/1 /2019
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Monroe, North Carolina, USA*'
Latitude: 35.008°, Longitude:-80.6484°
Elevation: 637.34 ft**
source: ESRI Maps 0�N ^ m yrr
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular 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)
1
2
5
10
25
50
100
200
500
1000
5.04
5.95
6.90
7.61 '
8.40
8.95
9.46
9.90
10.4
10.8
5-min
(4.64-5.47)
(5.47-6.48)
(6.34-7.51) 11
(6.96-8.26)
(7.67-9.11)
(8.12-9.70)
(8.54-10.2)
1 (8.90-10.7)
(9.29-11.3)
(9.53-11.7)
4.02
4.76
5.53
6.08
6.69
7.13
7.51
7.85
8.24
8.48
10-min
(3.71-4.37)
(4.37-5.18)
(5.08-6.02)
(5.57-6.60)
(6.11-7.25)
(6.47-7.72)
(6.79-8.14)
1 (7.06-8.51)
(7.34-8.95)
(7.51-9.24)
3.35
3.98
4.66
5.13
5.66
6.02
6.33
6.60
6.91
7.10
15-min
(3.09-3.64)
(3.66-4.34)
(4.28-5.08)
(4.70-5.56)
(5.16-6.13)
(5.46-6.52)
(5.72-6.86)
(5.94-7.16)
(6.16-7.51)
(6.28-7.73)
2.30
2.75
3.31
3.71
4.19
4.53
4.85
5.14
5.50
5.75
30-min
(2.12-2.49)
(2.53-3.00)
(3.04-3.61)
(3.40-4.03)
(3.82-4.54)
(4.12-4.91)
(4.38-5.25)
(4.62-5.57)
(4.90-5.97)
(5.09-6.26)
1.43
1.73
2.12
2.42
2.79
3.07
3.34
3.60
3.94
4.20
60-min
(1.32-1.56)
(1.59-1.88)
(1.95-2.31)
(2.22-2.63)
(2.55-3.02)
1 (2.79-3.33)
1 (3.02-3.62)
1 (3.24-3.91)
1 (3.52-4.29)
1 (3.71-4.57)
0.827
1.00
1.24
1.42
1.66
1.84
2.02
2.20
2.43
2.61
2-hr
(0.758-0.904)
(0.916-1.10)1
1 (1.51-1.81)
(1.66-2.00)
1 (1.81-2.20)
1 (1.96-2.39)
1 (2.15-2.65)
1 (2.28-2.85)
0.586
0.707
0.882
1.02
1.20
1.35
1.49
1.64
1.85
2.01
3-hr
(0.536-0.644)
(0.647-0.777)
(0.806-0.969)
(0.926-1.12)
(1.09-1.31)
1 (1.21-1.47)
1 (1.33-1.63)
1 (1.46-1.79)
1 (1.62-2.02)
1 (1.74-2.19)
0.353
0.425
0.531
0.614
0.727
F 0.817
F 0.910
1.00
174
1.24
6-hr
(0.323-0.387)
(0.390-0.467)
(0.486-0.582)
(0.560-0.672)
(0.659-0.793)
(0.736-0.890)
(0.813-0.990)
(0.890-1.09)
(0.993-1.24)
(1.07-1.35)
0.207
0.250
0.314
0.365
0.435
0.492
0.551
0.614
0.701
0.772
12-hr
(0.190-0.227)
(0.230-0.275)
(0.287-0.344)
(0.333-0.399)
(0.394-0.475)
(0.442-0.537)
(0.491-0.600)
(0.540-0.667)
(0.607-0.762)
(0.659-0.839)
0.123
0.149
0.187
0.217
0.259
0.293
0.329
0.366
0.418
0.459
24-hr
(0.114-0.134)
(0.138-0.161)
(0.173-0.203)
(0.200-0.236)
(0.238-0.281)
(0.268-0.318 )
( 0.299-0.357 )
( 0.332-0.397 )
( 0.376-0.454 )
( 0.412-0.501 )
0.073
0.087
0.109
0.126
0.150
0.169
0.189
0.210
0.239
0.263
2-day
(0.067-0.079)
(0.081-0.095)
(0.101-0.118)
(0.116-0.137)
(0.138-0.163)
(0.155-0.184)
(0.173-0.205)
(0.191-0.228)
(0.216-0.261)
(0.235-0.287)
0.051
0.062
0.076
0.088
0.105
0.118
0.132
0.146
0.166
0.182
3-day
(0.048-0.055)
(0.057-0.067)
(0.071-0.083)
(0.082-0.096)
(0.096-0.113)
(0.108-0.128)
(0.120-0.143)
(0.133-0.158)
(0.150-0.181)
(0.164-0.199)
0.041
0.049
0.060
0.069
0.082
0.092
0.103
0.114
0.129
0.142
4-day
(0.038-0.044)
(0.045-0.053)
(0.056-0.065)
(0.064-0.075)
(0.076-0.089)
(0.085-0.100)
(0.094-0.111)
(0.104-0.123 )
( 0.117-0.140 )
( 0.128-0.154 )
0.027
0.032
0.039
0.045
0.052
0.059
0.065
0.072
0.081
0.089
7-day
(0.025-0.029)
(0.030-0.034)
(0.037-0.042)
(0.042-0.048)
(0.049-0.056)
(0.054-0.063)
(0.060-0.070)
(0.066-0.077)
(0.074-0.088)
(0.081-0.096)
0.022
0.026
0.031
0.035
0.041
0.045
0.050
0.054
0.060
0.066
10-day
(0.020-0.023)
(0.024-0.027)
(0.029-0.033)
(0.033-0.037)
(0.038-0.043)
(0.042-0.048)
(0.046-0.053)
(0.050-0.058)
(0.056-0.065)
(0.060-0.071)
0.014
0.017
0.020
0.023
0.026
0.028
0.031
0.034
0.037
0.040
20-day
(0.014-0.015)
(0.016-0.018)
(0.019-0.021)
(0.021-0.024 )
( 0.024-0.028 )
( 0.027-0.030)
(0.029-0.033)
(0.031-0.036)
(0.035-0.040 )
( 0.037-0.043 )
0.012
0.014
0.016
0.018
0.020
0.022
0.024
0.026
0.028
0.030
30-day
(0.011-0.012)
(0.013-0.015)
(0.015-0.017)
(0.017-0.019)
(0.019-0.021)
(0.021-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.030)
(0.028-0.032)
0.010
0.012
0.013
0.015
0.016
0.018
0.019
0.020
0.022
0.023
45-day
(0.009-0.010)
(0.011-0.012)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.017-0.018)
(0.018-0.020)
(0.019-0.021)
(0.020-0.023)
(0.021-0.024)
0.009
0.010
0.012
0.013
0.014
0.015
0.016
0.017
0.018
0.019
60-day
(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)
(0.017-0.019)
(0.018-0.020)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (fora
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0080&Ion=-80.6484&data=intensity&units=english&series=pds 1 /4

STORM CAD ANALYSIS RESULTS
(HEC-22 Energy Headloss Method)
Project: Weddington Pointe Storm Drainage Improvements
Job No.: 1018330
Location: Union County, NC
Storm Design: 10 Year
Diameter (in)
Start Node
Invert
(Upstream)
(ft)
Stop Node
Invert
(Downstream)
(ft)
Length
(Unified)
(ft)
Material
Inlet C
Catchment
Intensity
(in/h)
Area
(acres)
Manning's
n
Inlet Tc
(min)
Slope
(ft/ft)
Velocity
(Average)
(ft/s)
Total Flow
(ft3/s)
Capacity
(Full Flow)
(ft-/s)
Pipe Size
Label
RIM (ft)
Hydraulic
Grade Line
(In) (ft)
Hydraulic
Grade Line
(Out) (ft)
Headloss for
Conduit (ft) 3rd
Ed.
3X 4'
HW-1
629.41
HW-2
628.55
85.9
RCP
0.7
7.61
8.68
0.013
5
0.005
7.26
43.06
67.89
OK
HW-1
N/A
630.73
630.3
(N/A)
42
CB-22
612.78
FES-21
612.5
47.38
RCP
0.7
7.61
0.64
0.013
5
0.006
8.88
60.13
77.34
OK
CB-22
621.04
615.1
614.82
(N/A)
15
CB-22A
613.57
CB-22
612.78
131.06
RCP
0.7
7.61
0.12
0.013
5
0.006
2.88
3.53
5.02
OK
CB-22A
619.21
616.22
615.83
0.73
15
CB-22B
614.15
CB-22A
613.57
96.8
RCP
0.7
7.61
0.12
0.013
5
0.006
2.48
3.04
5
OK
CB-22B
617.8
616.52
616.3
0.08
15
CB-22C
614.35
CB-22B
614.15
34
RCP
0.7
7.61
0.5
0.013
5
0.006
2.02
2.48
4.95
OK
CB-22C
617.79
616.68
616.63
0.11
42
CB-23
612.99
CB-22
612.78
34
RCP
0.7
7.61
0.16
0.013
5
0.006
8.85
54.17
79.07
OK
CB-23
621.03
615.37
615.37
0.27
42
CB-24
613.55
CB-23
612.99
94.44
RCP
0.7
7.61
0.05
0.013
5
0.006
8.7
53.82
77.47
OK
CB-24
622.05
615.89
615.89
0.52
36
CB-24A
614.67
CB-24
614.06
82.58
RCP
0.7
7.61
0.66
0.013
5
0.007
8.69
38.47
57.32
OK
CB-24A
622.88
616.47
616.01
0.12
36
CB-25
616.17
CB-24A
614.67
199.4
RCP
0.7
7.61
0.03
0.013
5
0.008
8.63
36.01
57.85
OK
CB-25
624.83
617.88
616.52
0.05
36
CB-26
616.46
CB-25
616.17
38.51
RCP
0.7
7.61
0.01
0.013
5
0.008
8.63
35.97
57.88
OK
CB-26
625.25
618.41
618.41
0.53
15
CB-26A
619.04
CB-26
618.7
34
RCP
0.7
7.61
0.02
0.013
5
0.01
2.36
0.2
6.46
OK
CB-26A
625.25
619.19
618.87
0.45
15
CB-26B
619.43
CB-26A
619.04
38.83
RCP
0.7
7.61
0.02
0.013
5
0.01
1.93
0.1
6.47
OK
CB-26B
624.99
619.54
619.21
0.02
30
CB-27
618.3
CB-26
616.96
134.62
RCP
0.7
7.61
0.75
0.013
5
0.01
9.41
36.06
40.92
OK
CB-27
624.2
620.12
618.78
0.32
15
DCB-27A
618.64
CB-27
618.3
34
RCP
0.7
7.61
0.82
0.013
5
0.01
3.31
4.07
6.46
OK
DCB-27A
624.2
620.85
620.71
0.59
30
CB-28
621.9
CB-27B
619.7
220
RCP
0.7
7.61
0.46
0.013
5
0.01
8.41
21.07
41.01
OK
CB-28
627.57
623.17
621.38
0.12
30
CB-27B
619.7
CB-27
618.3
139.57
RCP
0.7
7.61
0.86
0.013
5
0.01
9.08
29.15
41.08
OK
CB-27B
625.37
621.26
620.27
0.15
15
CB-27C
620.54
CB-27B
620.2
34
RCP
0.7
7.61
0.96
0.013
5
0.01
5.75
4.76
6.46
OK
CB-27C
625.38
621.36
621.36
0.11
15
CB-28A
623.05
CB-28
622.71
34
RCP
0.7
7.61
0.77
0.013
5
0.01
5.48
3.82
6.46
OK
CB-28A
627.57
623.74
623.69
0.52
24
CB-28B
623.8
CB-28
622.08
172
RCP
0.7
7.61
0.46
0.013
5
0.01
7.75
15.5
22.62
OK
CB-28B
629.29
625.02
623.3
0.12
24
CB-29
625.66
CB-28B
623.8
185.94
RCP
0.7
7.61
0.39
0.013
5
0.01
6.94
9.79
22.62
OK
CB-29
631.17
626.58
625.12
0.11
18
CB-29A
626.39
CB-29
626.05
34
RCP
0.7
7.61
0.48
0.013
5
0.01
6.53
7.92
10.5
OK
CB-29A
631.17
627.36
627.02
0.28
18
CB-29B
627.11
CB-29A
626.39
72.05
RCP
0.7
7.61
0.41
0.013
5
0.01
6.04
5.62
10.5
OK
CB-29B
631.85
627.89
627.59
0.22
15
CB-28C
624.27
CB-28B
623.87
34
RCP
0.7
7.61
0.77
0.013
5
0.012
5.83
3.82
7.01
OK
CB-28C
629.29
625.12
625.12
0.1
15
CB-29C
627.64
CB-29B
627.11
52.62
RCP
0.7
7.61
0.73
0.013
5
0.01
5.43
3.62
6.48
OK
CB-29C
632.35
628.31
628
0.1
24
CB-30
616.83
CB-24
615.38
46.26
RCP
0.7
7.61
0.21
0.013
5
0.031
12.16
16.63
40.05
OK
CB-30
622.65
617.73
616.38
0.5
15
CB-30A
618.45
CB-30
618.21
24
RCP
0.7
7.61
0.36
0.013
5
0.01
4.5
1.79
6.46
OK
CB-30A
622.65
618.9
618.74
1.02
24
CB-31
619.25
CB-30
616.82
161.57
RCP
0.7
7.61
0.01
0.013
5
0.015
8.86
14.06
27.74
OK
CB-31
624.94
620.26
618.13
0.41
15
CB-31A
620.18
CB-31
619.94
24
RCP
0.7
7.61
0.8
0.013
5
0.01
5.53
3.97
6.46
OK
CB-31A
624.94
620.89
620.87
0.61
24
CB-32
619.63
CB-31
619.25
38.55
RCP
0.7
7.61
0.22
0.013
5
0.01
6.97
10.14
22.46
OK
CB-32
625.53
620.57
620.39
0.14
18
CB-32A
620.38
CB-32
620.13
24.5
RCP
0.7
7.61
0.46
0.013
5
0.01
6.75
9.09
10.61
OK
CB-32A
625.56
621.45
621.2
0.09
18
CB-32B
621.03
CB-32A
620.38
65.25
RCP
0.7
7.61
0.67
0.013
5
0.01
6.33
6.87
10.48
OK
CB-32B
626.24
621.92
621.88
0.43
15
CB-32C
621.53
CB-32B
621.28
24.97
RCP
0.7
7.61
0.72
0.013
5
0.01
5.4
3.57
6.46
OK
CB-32C
626.24
622.26
622.26
0.35
24
SDMH-34
617.5
FES-33
616.67
82.94
RCP
(N/A)
7.61
(N/A)
0.013
0
0.01
8.01
18.25
22.63
OK
SDMH-34
629
618.86
618.03
(N/A)
24
CB-35
618.78
SDMH-34
617.5
128
RCP
0.7
7.61
0.24
0.013
5
0.01
8.03
18.43
22.62
OK
CB-35
628.13
620.15
618.97
0.11
24
DCB-36
621.78
CB-35
618.78
299.5
RCP
0.7
7.61
0.81
0.013
5
0.01
7.98
17.76
22.64
OK
DCB-36
627.02
623.11
620.75
0.6
18
DCB-36A
622.09
DCB-36
621.85
24
RCP
0.7
7.61
0.78
0.013
5
0.01
6.12
5.93
10.5
OK
DCB-36A
627.02
623.27
623.27
0.16
15
CB-36B
623.22
DCB-36A
622.34
88.22
RCP
0.7
7.61
0.43
0.013
5
0.01
4.72
2.13
6.45
OK
CB-36B
627.82
623.71
623.44
0.17
18
CB-37
623.54
DCB-36
622.28
126.78
RCP
0.7
7.61
0.04
0.013
5
0.01
6.59
8.42
10.47
OK
CB-37
628.43
624.56
623.3
0.14
15
CB-37A
623.81
CB-37
623.57
24
RCP
1 0.7
1 7.61
0.64
0.013
1 5
1 0.01
5.24
1 3.17
1 6.46
1 OK
CB-37A
1 628.43
1 624.69
1 624.69
1 0.13

18
CB-37B
624.24
CB-37
623.54
69.71
RCP
0.7
7.61
0.04
0.013
5
0.01
5.95
5.24
10.53
OK
CB-37B
629.63
624.99
624.81
0.25
15
CB-38
625.02
CB-37B
624.24
77.99
RCP
0.7
7.61
0.41
0.013
5
0.01
5.84
5.1
6.46
OK
CB-38
631.99
625.86
625.08
0.05
15
CB-39
626.53
CB-38
625.02
150.95
RCP
0.7
7.61
0.03
0.013
5
0.01
5.25
3.19
6.46
OK
CB-39
632.78
627.15
626.13
0.27
15
CB-40
628.94
CB-39
628.46
48.25
RCP
0.7
7.61
0.13
0.013
5
0.01
5.19
3.06
6.44
OK
CB-40
633.99
629.55
629.07
0.23
15
CB-40A
629.28
CB-40
628.94
34
RCP
0.7
7.61
0.49
0.013
5
0.01
4.89
2.43
6.46
OK
CB-40A
633.99
629.81
629.76
0.22
48
CB-2
623.17
FES-1
620
92.28
RCP
0.7
7.61
0.6
0.013
5
0.034
17.97
71.58
266.22
OK
CB-2
634.42
624.59
621.42
(N/A)
48
CB-3
625.3
CB-2A
624.27
206.49
RCP
0.7
7.61
0.17
0.013
5
0.005
8.67
68.55
101.45
OK
CB-3
636.14
627.71
626.68
0.07
48
CB-2A
624.27
CB-2
623.26
100.54
RCP
0.7
7.61
0.42
0.013
5
0.01
11.35
69.4
143.96
OK
CB-2A
635.77
626.23
625.98
1.39
15
CB-3A
631.1
CB-3
630.86
24
RCP
0.7
7.61
0.26
0.013
5
0.01
4.11
1.29
6.46
OK
CB-3A
636.14
631.48
631.24
0.59
48
CB-4
626.4
CB-3
625.3
219.84
RCP
0.7
7.61
0.22
0.013
5
0.005
8.66
67.74
101.6
OK
CB-4
634.12
628.79
627.82
0.11
48
CB-5
626.52
CB-4
626.4
24
RCP
0.7
7.61
0.47
0.013
5
0.005
8.63
66.89
101.57
OK
CB-5
634.12
629.37
629.37
0.58
48
CB-5A
626.73
CB-5
626.52
42.02
RCP
0.7
7.61
0.04
0.013
5
0.005
8.57
65.04
101.54
OK
CB-5A
633.68
629.42
629.42
0.05
48
CB-6
626.92
CB-5A
626.73
38.54
RCP
0.7
7.61
0.84
0.013
5
0.005
8.53
65.04
100.85
OK
CB-6
633.54
629.45
629.45
0.03
18
DCB-6A
627.34
CB-6
627
34
RCP
0.7
7.61
1.33
0.013
5
0.01
3.73
6.6
10.5
OK
DCB-6A
633.54
630.47
630.34
0.89
42
CB-7
628.09
CB-6
626.92
232.59
RCP
0.7
7.61
0.01
0.013
5
0.005
8.22
56.49
71.35
OK
CB-7
635.86
630.44
629.59
0.14
36
CB-8
628.29
CB-7
628.09
39.97
RCP
0.7
7.61
0.02
0.013
5
0.005
6.94
27.75
47.18
OK
CB-8
636.42
630.76
630.76
0.32
36
DCB-9
628.86
CB-8
628.29
113.19
RCP
0.7
7.61
0.69
0.013
5
0.005
6.97
27.93
47.33
OK
DCB-9
634.88
630.89
630.89
0.14
18
DCB-9A
629.52
DCB-9
629.28
24
RCP
0.7
7.61
0.91
0.013
5
0.01
2.55
4.51
10.5
OK
DCB-9A
634.88
631.24
631.19
0.3
30
CB-10
630.06
DCB-9
628.86
199.97
RCP
0.7
7.61
0.56
0.013
5
0.006
6.92
21.07
31.77
OK
CB-10
636.34
631.55
630.96
0.07
15
CB-10A
631.21
CB-10
630.97
24
RCP
0.7
7.61
0.67
0.013
5
0.01
5.3
3.32
6.46
OK
CB-10A
636.34
631.95
631.95
0.4
24
CB-11A
631.32
CB-10
630.06
211.03
RCP
0.7
7.61
0.56
0.013
5
0.006
6.3
15.76
17.48
OK
CB-11A
637.96
632.81
631.59
0.04
18
CB-11 B
632.54
CB-11A
632.3
24
RCP
0.7
7.61
0.35
0.013
5
0.01
4.4
1.74
10.5
OK
CB-11 B
637.96
633.2
633.2
0.39
24
CB-11
632.51
CB-11A
631.32
198.4
RCP
0.7
7.61
0.03
0.013
5
0.006
5.98
11.73
17.52
OK
CB-11
639.5
633.71
632.85
0.05
24
CB-12
632.81
CB-11
632.51
39.43
RCP
0.7
7.61
0.07
0.013
5
0.008
6.54
11.63
19.73
OK
CB-12
640.33
633.91
633.88
0.17
24
CB-12A
633.24
CB-12
633
24
RCP
0.7
7.61
0.42
0.013
5
0.01
6.86
9.34
22.62
OK
CB-12A
640.33
634.14
634.13
0.22
18
DCB-12B
634.25
CB-12A
633.24
167.69
RCP
0.7
7.61
0.8
0.013
5
0.006
5.23
7.47
8.15
OK
DCB-12B
638.93
635.38
634.48
0.34
15
CB-12C
634.49
DCB-12B
634.25
24
RCP
0.7
7.61
0.71
0.013
5
0.01
5.38
3.52
6.46
OK
CB-12C
638.93
635.73
635.66
0.28
15
CB-14
635.71
CB-12
634.54
117.32
RCP
0.7
7.61
0.02
0.013
5
0.01
4.64
2.01
6.45
OK
CB-14
641.39
636.19
635.02
0.31
15
CB-14A
636.4
CB-14
635.71
69.07
RCP
0.7
7.61
0.39
0.013
5
0.01
4.6
1.93
6.46
OK
CB-14A
641.11
636.87
636.29
0.1
15
CB-16A
630.08
CB-16
629.74
34.3
RCP
0.7
7.61
0.84
0.013
5
0.01
3.4
4.17
6.43
OK
CB-16A
634.79
631.91
631.77
0.58
36
CB-16
629.46
CB-7
628.09
274.86
RCP
0.7
7.61
0.58
0.013
5
0.005
7.04
29.56
47.09
OK
CB-16
634.72
631.18
630.57
0.13
30
CB-17
629.68
CB-16
629.46
44.11
RCP
0.7
7.61
0.3
0.013
5
0.005
6.56
23.18
28.97
OK
CB-17
634.94
631.39
631.39
0.21
15
CB-17A
629.96
CB-17
629.72
24.01
RCP
0.7
7.61
0.17
0.013
5
0.01
1.2
1.47
6.46
OK
CB-17A
634.94
632.89
632.87
1.48
15
CB-17B
630.33
CB-17A
629.96
36.5
RCP
0.7
7.61
0.14
0.013
5
0.01
0.57
0.69
6.5
OK
CB-17B
634.77
632.92
632.92
0.03
30
CB-18
630.45
CB-17
629.68
153.25
RCP
0.7
7.61
0.69
0.013
5
0.005
6.43
20.71
29.07
OK
CB-18
636.08
632.01
631.68
0.29
15
CB-18A
631.64
CB-18
631.4
24
RCP
0.7
7.61
0.66
0.013
5
0.01
5.28
3.27
6.46
OK
CB-18A
636.08
632.36
632.36
0.35
24
CB-19
632.64
CB-18
630.45
219.46
RCP
0.7
7.61
0.68
0.013
5
0.01
7.66
14.72
22.6
OK
CB-19
637.72
633.82
632.06
0.05
18
CB-19A
632.88
CB-19
632.64
24
RCP
0.7
7.61
0.53
0.013
5
0.01
6.31
6.76
10.5
OK
CB-19A
637.72
634.01
634.01
0.2
15
CB-19B
633.53
CB-19A
633.13
40.06
RCP
0.7
7.61
0.38
0.013
5
0.01
4.56
1.88
6.45
OK
CB-19B
637.37
634.14
634.14
0.12
15
CB-19C
634.27
CB-19A
632.88
138.99
RCP
0.7
7.61
0.48
0.013
5
0.01
4.87
2.38
6.46
OK
CB-19C
638.77
634.8
634.09
0.08
18
CB-20
634.75
CB-19
632.64
210.46
RCP
0.7
7.61
0.15
0.013
5
0.01
5.89
5.04
10.52
OK
CB-20
639.3
635.48
633.95
0.14
15
CB-20A
634.99
CB-20
634.75
24
RCP
0.7
7.61
0.48
0.013
5
0.01
5.64
4.33
6.46
OK
CB-20A
639.3
635.75
635.75
0.27
15
CB-20B
636.39
CB-20A
634.99
140.53
RCP
0.7
7.61
0.41
0.013
5
0.01
4.65
2.03
6.45
OK
CB-20B
640.36
636.87
636.04
0.29
15
HW-3
615
HW-4
614.55
90.09
RCP
0.7
7.61
0.55
0.013
5
0.005
3.88
2.73
4.57
OK
HW-3
N/A
615.7
615.25
(N/A)
15
HW-5
635
HW-6
634.59
82.44
RCP
0.7
7.61
0.13
0.013
5
0.005
2.63
0.64
4.56
OK
HW-5
N/A
635.32
634.91
(N/A)
30
OFFSITE OP-1
633.7
OFFSITE OP-2
632.2
54.18
RCP
0.3
7.61
5.91
0.013
5
0.028
10.6
12.56
68.24
OK
OFFSITE OP-1
N/A
634.43
632.93
(N/A)
30
FES-51
629.92
SDMH-52
629.31
61.35
RCP
0.7
7.61
1.62
0.013
5
0.01
8.35
20.6
40.9
OK
FES-51
N/A
631.18
630.99
0.42
30
SDMH-52
629.31
SDMH-53
628.15
116.22
RCP
(N/A)
7.61
(N/A)
0.013
0
0.01
8.35
20.56
40.98
OK
SDMH-52
636.08
630.56
629.58
0.05
36
SDMH-53
628.15
FES-54
627.5
129.24
RCP
(N/A)
7.61
(N/A)
0.013
0
0.005
6.45
20.48
47.3
OK
SDMH-53
633.45
629.53
628.88
(N/A)
15
CB-50D
634.05
SDMH-50C
633.49
55.68
RCP
0.7
7.61
0.59
0.013
5
0.01
5.15
2.93
6.48
OK
CB-50D
639.91
634.64
634.12
0.04
15
SDMH-50C
633.49
CB-50
633.13
36.39
RCP
(N/A)
7.61
(N/A)
0.013
0
0.01
5.1
2.91
6.42
OK
SDMH-50C
639.01
634.08
633.72
0.06
30
DCB-49
625.05
CB-48
623.74
130.38
RCP
0.7
7.61
0.71
0.013
5
0.01
8.64
23.34
41.11
OK
DCB-49
632.39
626.4
625.27
0.07
18
DCB-49A
628
DCB-49
627.76
24
RCP
0.7
7.61
0.67
0.013
5
0.01
5.83
4.85
10.5
OK
DCB-49A
632.39
628.72
628.48
0.58
15
CB-49AA
629.25
DCB-49A
628.47
77.77
RCP
0.7
7.61
0.32
0.013
5
0.01
4.36
1.59
6.47
OK
CB-49AA
633.24
629.67
628.98
0.26
24
CB-49B
627.33
DCB-49
625.55
178.79
RCP
0.7
7.61
0.63
0.013
5
0.01
7.75
15.55
22.57
OK
CB-49B
634.9
628.55
626.77
0.07
15
CB-49C
630.04
CB-49B
629.8
24
RCP
0.7
7.61
0.76
1 0.013
5
0.01
5.47
3.77
6.46
OK
CB-49C
634.9
630.73
630.49
0.52
24
CB-50
630.52
CB-49B
628.4
212
RCP
0.7
7.61
0.55
0.013
5
0.01
6.8
9.07
22.62
OK
CB-50
638.42
631.4
629.28
0.06
18
CB-50A
633.13
CB-50
632.89
24
RCP
0.7
7.61
0.25
0.013
5
0.01
5.34
3.49
10.5
OK
CB-50A
638.42
633.73
633.49
0.33
15
CB-50B
633.94
CB-50A
633.38
56.41
RCP
0.7
7.61
0.46
0.013
5
0.01
4.79
2.28
6.44
OK
CB-50B
639.35
634.45
633.9
0.18
30
CB-48
623.74
CB-47
623.24
50.28
RCP
0.7
7.61
0.25
0.013
5
0.01
8.83
26.11
40.9
OK
CB-48
633.52
625.19
624.83
0.07
30
CB-47
623.24
SDMH-47A
621.86
137.52
RCP
0.7
7.61
0.42
0.013
5
0.01
9.02
28.21
41.09
OK
CB-47
634.07
624.76
623.45
0.07
30
SDMH-47A
621.86
CB-46
1 621.12
1 74.1
RCP
(N/A)
7.61
(N/A)
0.013
1 0
1 0.01
8.98
1 27.92
1 40.99
1 OK
I SDMH-47A
1 634.79
1 623.37
1 622.77
1 0.07
30
CB-46
621.12
CB-45
619.54
158.33
RCP
0.7
7.61
0.4
0.013
5
0.01
9.09
29.61
40.97
OK
CB-46
633.7
622.69
621.34
0.15
30
CB-45
619.54
CB-44
618.51
102.66
RCP
0.7
7.61
0.54
0.013
5
0.01
9.24
31.75
41.08
OK
CB-45
631.45
621.19
620.53
0.26
30
CB-44
618.51
CB-43
617.75
76.22
RCP
0.7
7.61
0.33
0.013
5
0.01
9.35
1 34.56
40.96
OK
CB-44
630.03
620.27
619.79
0.79

36
CB-43
617.25
SDMH-42
615.58
167.63
RCP
0.7
7.61
0.47
0.013
5
0.01
10
42.79
66.57
OK
CB-43
628.99
619
617.46
0.15
36
SDMH-42
615.58
FES-41
615.07
50.57
RCP
(N/A)
7.61
(N/A)
0.013
0
0.01
10.02
42.35
66.98
OK
SDMH-42
627
617.31
616.8
(N/A)
18
DCB-43A
622.65
CB-43
621.52
112.72
RCP
0.7
7.61
1.4
0.013
5
0.01
6.36
6.94
10.52
OK
DCB-43A
627.31
623.54
622.41
0.69
15
CB-44A
624.66
CB-44
624.42
24
RCP
0.7
7.61
0.34
0.013
5
0.01
4.43
1.69
6.46
OK
CB-44A
630.02
625.1
624.86
0.81
15
CB-48B
624.99
CB-48A
624.65
33.93
RCP
0.7
7.61
0.13
0.013
5
0.01
3.37
0.64
6.47
OK
CB-48B
633.39
625.4
625.4
0.05
15
CB-48A
624.65
CB-48
624.24
41.02
1 RCP
0.7
7.61
0.26
0.013
5
0.01
4.59
1.92
6.46
OK
CB-48A
633.39
625.35
625.35
0.16
15
CB-47A
628.7
CB-47
628.46
24
1 RCP
0.7
7.61
0.05
0.013
5
0.01
2.54
0.25
6.46
OK
CB-47A
634.07
628.87
628.63
0.69
NOTE
* 3' X 4' BOX CULVERT FROM HW-1 TO HW-2 SHALL BE INSTALLED WITH SIX INCH (6") EMBEDMENT. INVERT OF PIPE IS NOTED IN THE PIPE NODE REPORT. REFER TO SHEET C-6.1 FOR ADDITIONAL INFORMATION
REFER TO SHEET C-6.1 TO C-6.4 FOR RCP CLASSIFICATOIN
REFER TO SHEET C-6.17 FOR NCDOT STRUCTURE INFORMATION

STORM CAD ANALYSIS RESULTS
(HEC-22 Energy Headloss Method)
Project: Weddington Pointe Storm Drainage Improvements
Job No.: 1018330
Location: Union County, NC
Storm Design: 25 Year
Diameter (in)
Start Node
Invert
(Upstream)
(ft)
Stop Node
Invert
(Downstream)
(ft)
Length
(Unified)
(ft)
Material
Inlet C
Catchment
Intensity
(inlh)
Area
(acres)
Manning's
n
Inlet Tc
(min)
Slope
(ftlft)
Velocity
(Average)
(ftls)
Total Flow
(ft31S)
Capacity
(Full Flow)
(ft31S)
Pipe Size
Label
RIM (ft)
Hydraulic
Grade Line
(In) (ft)
Hydraulic
Grade Line
(Out) (ft)
Headloss for
Conduit (ft) 3rd
Ed.
3X 4'
HW-1
629.41
HW-2
628.55
85.9
RCP
0.7
8.4
8.68
0.013
5
0.005
7.77
55.31
67.89
OK
HW-1
N/A
631.03
630.6
(N/A)
42
CB-22
612.78
FES-21
612.5
47.38
RCP
0.7
8.4
0.64
0.013
5
0.006
9.16
77.23
77.34
OK
CB-22
621.04
615.91
615.63
(N/A)
15
C B-22A
613.57
C B-22
612.78
131.06
RCP
0.7
8.4
0.12
0.013
5
0.006
3.73
4.58
5.02
OK
C B-22A
619.21
617.39
1 616.73
0.82
15
CB-22B
614.15
CB-22A
613.57
96.8
RCP
0.7
8.4
0.12
0.013
5
0.006
3.19
3.92
5
OK
CB-22B
617.8
617.91
617.55
0.17
15
CB-22C
614.35
CB-22B
614.15
34
RCP
0.7
8.4
0.5
0.013
5
0.006
2.6
3.19
4.95
OK
CB-22C
617.79
617.88
617.8
0.25
42
CB-23
612.99
CB-22
612.78
34
RCP
0.7
8.4
0.16
0.013
5
0.006
9.27
69.57
79.07
OK
CB-23
621.03
616.21
616.21
0.3
42
CB-24
613.55
CB-23
612.99
94.44
RCP
0.7
8.4
0.05
0.013
5
0.006
7.2
69.23
77.47
OK
CB-24
622.05
617.24
616.79
0.58
36
C B-24A
614.67
CB-24
614.06
82.58
RCP
0.7
8.4
0.66
0.013
5
0.007
7.01
49.57
57.32
OK
C B-24A
622.88
617.9
617.45
0.21
36
CB-25
616.17
CB-24A
614.67
199.4
RCP
0.7
8.4
0.03
0.013
5
0.008
9.1
46.4
57.85
OK
CB-25
624.83
618.45
617.95
0.05
36
CB-26
616.46
CB-25
616.17
38.51
RCP
0.7
8.4
0.01
0.013
5
0.008
9.1
46.35
57.88
OK
CB-26
625.25
619
619
0.54
15
C B-26A
619.04
C B-26
618.7
34
RCP
0.7
8.4
0.02
0.013
5
0.01
2.55
0.25
6.46
OK
C B-26A
625.25
619.51
619.51
0.52
15
CB-26B
619.43
CB-26A
619.04
38.83
RCP
0.7
8.4
0.02
0.013
5
0.01
2.08
0.13
6.47
OK
CB-26B
624.99
619.55
619.51
0
30
CB-27
618.3
CB-26
616.96
134.62
RCP
0.7
8.4
0.75
0.013
5
0.01
9.47
46.47
40.92
UNDERSIZED
CB-27
624.2
621.09
619.36
0.36
15
DCB-27A
618.64
CB-27
618.3
34
RCP
0.7
8.4
0.82
0.013
5
0.01
4.26
5.23
6.46
OK
DCB-27A
624.2
622.08
621.86
0.77
30
CB-28
621.9
CB-27B
619.7
220
RCP
0.7
8.4
0.46
0.013
5
0.01
8.93
27.17
41.01
OK
CB-28
627.57
623.39
622.58
0.12
30
CB-27B
619.7
CB-27
618.3
139.57
RCP
0.7
8.4
0.86
0.013
5
0.01
7.67
37.63
41.08
OK
CB-27B
625.37
622.46
621.28
0.19
15
CB-27C
620.54
CB-27B
620.2
34
RCP
0.7
8.4
0.96
0.013
5
0.01
4.98
6.12
6.46
OK
CB-27C
625.38
623.6
623.3
0.84
15
C B-28A
623.05
C B-28
622.71
34
RCP
0.7
8.4
0.77
0.013
5
0.01
5.79
4.91
6.46
OK
C B-28A
627.57
624.11
624.02
0.64
24
CB-28B
623.8
CB-28
622.08
172
RCP
0.7
8.4
0.46
0.013
5
0.01
8.13
19.97
22.62
OK
CB-28B
629.29
625.26
623.54
0.14
24
CB-29
625.66
CB-28B
623.8
185.94
RCP
0.7
8.4
0.39
0.013
5
0.01
7.4
12.6
22.62
OK
CB-29
631.17
626.73
625.39
0.13
18
C B-29A
626.39
C B-29
626.05
34
RCP
0.7
8.4
0.48
0.013
5
0.01
6.77
10.19
10.5
OK
C B-29A
631.17
627.58
627.24
0.34
18
CB-29B
627.11
CB-29A
626.39
72.05
RCP
0.7
8.4
0.41
0.013
5
0.01
6.4
7.22
10.5
OK
CB-29B
631.85
628.02
627.85
0.27
15
CB-28C
624.27
CB-28B
623.87
34
RCP
0.7
8.4
0.77
0.013
5
0.012
4
4.91
7.01
OK
CB-28C
629.29
625.58
625.38
0.12
15
CB-29C
627.64
CB-29B
627.11
52.62
RCP
0.7
8.4
0.73
0.013
5
0.01
5.74
4.65
6.48
OK
CB-29C
632.35
628.42
628.15
0.13
24
CB-30
616.83
CB-24
615.38
46.26
RCP
0.7
8.4
0.21
0.013
5
0.031
12.95
21.33
40.05
OK
CB-30
622.65
617.95
617.78
0.55
15
C B-30A
618.45
CB-30
618.21
24
RCP
0.7
8.4
0.36
0.013
5
0.01
4.81
2.29
6.46
OK
C B-30A
622.65
619.04
619.04
1.1
24
CB-31
619.25
CB-30
616.82
161.57
RCP
0.7
8.4
0.01
0.013
5
0.015
9.4
18.01
27.74
OK
CB-31
624.94
620.42
618.38
0.44
15
C B-31 A
620.18
C B-31
619.94
24
RCP
0.7
8.4
0.8
0.013
5
0.01
5.83
5.1
6.46
OK
C B-31 A
624.94
621.18
621.18
0.75
24
CB-32
619.63
CB-31
619.25
38.55
RCP
0.7
8.4
0.22
0.013
5
0.01
7.41
12.99
22.46
OK
CB-32
625.53
620.72
620.59
0.17
18
CB-32A
620.38
CB-32
620.13
24.5
RCP
0.7
8.4
0.46
0.013
5
0.01
6.59
11.64
10.61
UNDERSIZED
CB-32A
625.56
621.83
621.53
0.11
18
CB-32B
621.03
CB-32A
620.38
65.25
RCP
0.7
8.4
0.67
0.013
5
0.01
4.99
8.82
10.48
OK
CB-32B
626.24
622.79
622.33
0.5
15
CB-32C
621.53
CB-32B
621.28
24.97
RCP
0.7
8.4
0.72
0.013
5
0.01
3.74
4.59
6.46
OK
CB-32C
626.24
623.48
623.35
0.56
24
SDMH-34
617.5
FES-33
616.67
82.94
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
8.2
23.04
22.63
UNDERSIZED
SDMH-34
629
619.38
618.52
(N/A)
24
CB-35
618.78
SDMH-34
617.5
128
RCP
0.7
8.4
0.24
0.013
5
0.01
8.19
23.27
22.62
UNDERSIZED
CB-35
628.13
1 620.85
619.5
0.11
24
DCB-36
621.78
CB-35
618.78
299.5
RCP
0.7
8.4
0.81
0.013
5
0.01
7.15
22.46
22.64
OK
DCB-36
627.02
624.46
621.51
0.66
18
DCB-36A
622.09
DCB-36
621.85
24
RCP
0.7
8.4
0.78
0.013
5
0.01
4.25
7.51
10.5
OK
DCB-36A
627.02
625.04
624.92
0.45
15
CB-36B
623.22
DCB-36A
622.34
88.22
RCP
0.7
8.4
0.43
0.013
5
0.01
2.23
2.74
6.45
OK
CB-36B
627.82
625.77
625.61
0.58
18
CB-37
623.54
DCB-36
622.28
126.78
RCP
0.7
1 8.4
0.04
0.013
1 5
1 0.01
6.04
1 10.67
1 10.47
UNDERSIZED
CB-37
628.43
626.19
624.88
1 0.41
15
C B-37A
623.81
C B-37
623.57
24
RCP
t 0.7
1 8.4
1 0.64
0.013
1 5
1 0.01
3.32
1 4.08
1 6.46
OK
C B-37A
628.43
626.62
1 626.52
1 0.33

18
CB-37B
624.24
CB-37
623.54
69.71
RCP
0.7
8.4
0.04
0.013
5
0.01
3.78
6.67
10.53
OK
CB-37B
629.63
626.84
626.56
0.38
15
CB-38
625.02
CB-37B
624.24
77.99
RCP
0.7
8.4
0.41
0.013
5
0.01
5.29
6.49
6.46
UNDERSIZED
CB-38
631.99
627.68
626.89
0.04
15
CB-39
626.53
CB-38
625.02
150.95
RCP
0.7
8.4
0.03
0.013
5
0.01
3.34
4.1
6.46
OK
CB-39
632.78
628.73
628.12
0.44
15
CB-40
628.94
CB-39
628.46
48.25
RCP
0.7
8.4
0.13
0.013
5
0.01
5.51
3.93
6.44
OK
CB-40
633.99
629.65
629.17
0.2
15
C B-40A
629.28
C B-40
628.94
34
RCP
0.7
8.4
0.49
0.013
5
0.01
5.22
3.12
6.46
OK
C B-40A
633.99
629.91
629.91
0.27
48
CB-2
623.17
FES-1
620
92.28
RCP
0.7
8.4
0.6
0.013
5
0.034
19.02
88.11
266.22
OK
CB-2
634.42
624.79
621.62
(N/A)
48
CB-3
625.3
C B-2A
624.27
206.49
RCP
0.7
8.4
0.17
0.013
5
0.005
9.02
84.09
101.45
OK
CB-3
636.14
628.16
627.13
0.08
48
CB-2A
624.27
CB-2
623.26
100.54
RCP
0.7
8.4
0.42
0.013
5
0.01
11.94
85.35
143.96
OK
CB-2A
635.77
626.54
626.5
1.72
15
CB-3A
631.1
CB-3
630.86
24
RCP
0.7
8.4
0.26
0.013
5
0.01
4.41
1.66
6.46
OK
CB-3A
636.14
631.53
631.29
0.72
48
CB-4
626.4
CB-3
625.3
219.84
RCP
0.7
8.4
0.22
0.013
5
0.005
9.01
82.79
101.6
OK
CB-4
634.12
629.23
628.29
0.13
48
CB-5
626.52
CB-4
626.4
24
RCP
0.7
8.4
0.47
0.013
5
0.005
8.99
81.75
101.57
OK
CB-5
634.12
629.94
629.94
0.71
48
CB-5A
626.73
CB-5
626.52
42.02
RCP
0.7
8.4
0.04
0.013
5
0.005
8.94
79.46
101.54
OK
CB-5A
633.68
630
630
0.06
48
CB-6
626.92
C B-5A
626.73
38.54
RCP
0.7
8.4
0.84
0.013
5
0.005
8.89
79.43
100.85
OK
CB-6
633.54
630.04
630.04
0.04
18
DCB-6A
627.34
CB-6
627
34
RCP
0.7
8.4
1.33
0.013
5
0.01
4.8
8.48
10.5
OK
DCB-6A
633.54
631.3
631.08
1.04
42
CB-7
628.09
CB-6
626.92
232.59
RCP
0.7
8.4
0.01
0.013
5
0.005
8.45
68.88
71.35
OK
CB-7
635.86
631.38
630.19
0.16
36
CB-8
628.29
CB-7
628.09
39.97
RCP
0.7
8.4
0.02
0.013
5
0.005
4.82
34.04
47.18
OK
CB-8
636.42
632.02
631.91
0.53
36
DCB-9
628.86
CB-8
628.29
113.19
RCP
0.7
8.4
0.69
0.013
5
0.005
4.87
34.39
47.33
OK
DCB-9
634.88
632.56
632.24
0.22
18
DCB-9A
629.52
DCB-9
629.28
24
RCP
0.7
8.4
0.91
0.013
5
0.01
3.28
5.8
10.5
OK
DCB-9A
634.88
633
632.92
0.36
30
CB-10
630.06
DCB-9
628.86
199.97
RCP
0.7
8.4
0.56
0.013
5
0.006
5.31
26.05
31.77
OK
CB-10
636.34
633.56
632.7
0.14
15
CB-10A
631.21
CB-10
630.97
24
RCP
0.7
8.4
0.67
0.013
5
0.01
3.48
4.27
6.46
OK
CB-10A
636.34
636.44
636.34
3.33
24
CB-11A
631.32
CB-10
630.06
211.03
RCP
0.7
8.4
0.56
0.013
5
0.006
6.2
19.47
17.48
UNDERSIZED
CB-11A
637.96
635.3
633.64
0.08
18
CB-11 B
632.54
CB-11A
632.3
24
RCP
0.7
8.4
0.35
0.013
5
0.01
1.26
2.23
10.5
OK
CB-11 B
637.96
636.04
636.03
0.73
24
CB-11
632.51
CB-11A
631.32
198.4
RCP
0.7
8.4
0.03
0.013
5
0.006
4.64
14.57
17.52
OK
CB-11
639.5
636.26
635.39
0.09
24
CB-12
632.81
CB-11
632.51
39.43
RCP
0.7
8.4
0.07
0.013
5
0.008
4.61
14.47
19.73
OK
CB-12
640.33
636.66
636.48
0.22
24
CB-12A
633.24
CB-12
633
24
RCP
0.7
8.4
0.42
0.013
5
0.01
3.82
12
22.62
OK
CB-12A
640.33
636.97
636.9
0.24
18
DCB-12B
634.25
CB-12A
633.24
167.69
RCP
0.7
8.4
0.8
0.013
5
0.006
5.42
9.58
8.15
UNDERSIZED
DCB-12B
638.93
638.95
637.56
0.59
15
CB-12C
634.49
DCB-12B
634.25
24
RCP
0.7
8.4
0.71
0.013
5
0.01
3.69
4.52
6.46
OK
CB-12C
638.93
639.05
638.93
1.24
15
CB-14
635.71
CB-12
634.54
117.32
RCP
0.7
8.4
0.02
0.013
5
0.01
2.08
2.55
6.45
OK
CB-14
641.39
638.26
638.07
1.42
15
CB-14A
636.4
CB-14
635.71
69.07
RCP
0.7
8.4
0.39
0.013
5
0.01
2.03
2.49
6.46
OK
CB-14A
641.11
638.42
638.32
0.06
15
CB-16A
630.08
CB-16
629.74
34.3
RCP
0.7
8.4
0.84
0.013
5
0.01
4.36
5.35
6.43
OK
CB-16A
634.79
633.21
632.97
0.48
36
CB-16
629.46
CB-7
628.09
274.86
RCP
0.7
8.4
0.58
0.013
5
0.005
5.13
36.29
47.09
OK
CB-16
634.72
632.49
631.59
0.21
30
CB-17
629.68
CB-16
629.46
44.11
RCP
0.7
8.4
0.3
0.013
5
0.005
5.8
28.48
28.97
OK
CB-17
634.94
633.02
632.79
0.3
15
CB-17A
629.96
CB-17
629.72
24.01
RCP
0.7
8.4
0.17
0.013
5
0.01
1.56
1.91
6.46
OK
CB-17A
634.94
634.96
634.94
1.97
15
CB-17B
630.33
CB-17A
629.96
36.5
RCP
0.7
8.4
0.14
0.013
5
0.01
0.73
0.89
6.5
OK
CB-17B
634.77
634.95
634.94
0.06
30
CB-18
630.45
CB-17
629.68
153.25
RCP
0.7
8.4
0.69
0.013
5
0.005
5.19
25.5
29.07
OK
CB-18
636.08
634.05
633.4
0.38
15
CB-18A
631.64
CB-18
631.4
24
RCP
0.7
8.4
0.66
0.013
5
0.01
3.43
4.21
6.46
OK
CB-18A
636.08
636.18
636.08
3.36
24
CB-19
632.64
CB-18
630.45
219.46
RCP
0.7
8.4
0.68
0.013
5
0.01
5.8
18.21
22.6
OK
CB-19
637.72
635.72
634.17
0.12
18
CB-19A
632.88
CB-19
632.64
24
RCP
0.7
8.4
0.53
0.013
5
0.01
4.83
8.54
10.5
OK
CB-19A
637.72
636.4
636.23
0.52
15
CB-19B
633.53
CB-19A
633.13
40.06
RCP
0.7
8.4
0.38
0.013
5
0.01
1.97
2.42
6.45
OK
CB-19B
637.37
636.92
636.86
0.46
15
CB-19C
634.27
CB-19A
632.88
138.99
RCP
0.7
8.4
0.48
0.013
5
0.01
2.49
3.06
6.46
OK
CB-19C
638.77
636.99
636.68
0.28
18
CB-20
634.75
CB-19
632.64
210.46
RCP
0.7
8.4
0.15
0.013
5
0.01
3.58
6.32
10.52
OK
CB-20
639.3
636.88
636.08
0.36
15
C B-20A
634.99
C B-20
634.75
24
RCP
0.7
8.4
0.48
0.013
5
0.01
4.42
5.43
6.46
O K
C B-20A
639.3
637.41
637.23
0.35
15
CB-20B
636.39
CB-20A
634.99
140.53
RCP
0.7
8.4
0.41
0.013
5
0.01
2.13
2.61
6.45
OK
CB-20B
640.36
638.02
637.79
0.39
15
H W-3
615
H W-4
614.55
90.09
RCP
0.7
8.4
0.55
0.013
5
0.005
4.1
3.5
4.57
O K
H W-3
N/A
615.82
615.37
(N/A)
15
H W-5
635
H W-6
634.59
82.44
RCP
0.7
8.4
0.13
0.013
5
0.005
2.82
0.83
4.56
O K
H W-5
N/A
635.36
634.95
(N/A)
30
OFFSITE OP-1
633.7
OFFSITE OP-2
632.2
54.18
RCP
0.3
8.4
5.91
0.013
5
0.028
11.38
16.14
68.24
OK
OFFSITE OP-1
N/A
634.53
633.03
(N/A)
30
FES-51
629.92
SDMH-52
629.31
61.35
RCP
0.7
8.4
1.62
0.013
5
0.01
8.86
26.46
40.9
OK
FES-51
N/A
631.38
631.3
0.53
30
SDMH-52
629.31
SDMH-53
628.15
116.22
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
8.87
26.42
40.98
OK
SDMH-52
636.08
630.77
629.81
0.06
36
SDMH-53
628.15
FES-54
627.5
129.24
RCP
(N/A)
8.4
(N/A)
0.013
0
0.005
6.87
26.33
47.3
OK
SDMH-53
633.45
629.75
629.1
(N/A)
15
CB-50D
634.05
SDMH-50C
633.49
55.68
RCP
0.7
8.4
0.59
0.013
5
0.01
5.47
3.76
6.48
OK
CB-50D
639.91
634.73
634.22
0.05
15
SDMH-50C
633.49
CB-50
633.13
36.39
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
5.43
3.73
6.42
OK
SDMH-50C
639.01
634.17
633.81
0.07
30
DCB-49
625.05
CB-48
623.74
130.38
RCP
0.7
8.4
0.71
0.013
5
0.01
9.15
30.1
41.11
OK
DCB-49
632.39
626.64
626.32
0.06
18
DCB-49A
628
DCB-49
627.76
24
RCP
0.7
8.4
0.67
0.013
5
0.01
6.2
6.24
10.5
OK
DCB-49A
632.39
628.83
628.59
0.72
15
CB-49AA
629.25
DCB-49A
628.47
77.77
RCP
0.7
8.4
0.32
0.013
5
0.01
4.67
2.04
6.47
OK
CB-49AA
633.24
629.73
629.16
0.32
24
CB-49B
627.33
DCB-49
625.55
178.79
RCP
0.7
8.4
0.63
0.013
5
0.01
8.12
20.03
22.57
OK
CB-49B
634.9
628.8
627.02
0.08
15
CB-49C
630.04
CB-49B
629.8
24
RCP
0.7
8.4
0.76
0.013
5
0.01
5.77
4.84
6.46
OK
CB-49C
634.9
630.85
630.61
0.64
24
CB-50
630.52
CB-49B
628.4
212
RCP
0.7
8.4
0.55
0.013
5
0.01
7.26
11.66
22.62
OK
CB-50
638.42
631.54
629.42
0.08
18
C B-50A
633.13
C B-50
632.89
24
RCP
0.7
8.4
0.25
0.013
5
0.01
5.71
4.49
10.5
OK
C B-50A
638.42
633.82
633.58
0.41
15
CB-50B
633.94
CB-50A
633.38
56.41
RCP
0.7
8.4
0.46
0.013
5
0.01
5.12
2.93
6.44
OK
CB-50B
639.35
634.53
634.04
0.22
30
CB-48
623.74
CB-47
623.24
50.28
RCP
0.7
8.4
0.25
0.013
5
0.01
6.86
33.69
40.9
OK
CB-48
633.52
626.25
625.92
0.07
30
C B-47
623.24
SDMH-47A
621.86
137.52
RCP
0.7
8.4
0.42
0.013
5
0.01
7.41
36.35
41.09
OK
C B-47
634.07
625.85
624.77
0.07
30
SDMH-47A
621.86
CB-46
621.12
74.1
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
7.32
35.92
40.99
OK
SDMH-47A
634.79
624.7
624.13
0.08
30
CB-46
621.12
CB-45
619.54
158.33
RCP
0.7
8.4
0.4
0.013
5
0.01
7.75
38.04
40.97
OK
CB-46
633.7
624.05
622.68
0.17
30
CB-45
619.54
CB-44
618.51
102.66
RCP
0.7
8.4
0.54
0.013
5
0.01
8.29
40.7
41.08
OK
CB-45
631.45
622.52
621.5
0.32
30
CB-44
618.51
CB-43
617.75
76.22
RCP
0.7
8.4
0.33
0.013
5
0.01
9.02
44.26
40.96
UNDERSIZED
CB-44
630.03
621.19
620.3
0.97
36
CB-43
617.25
SDMH-42
615.58
167.63
RCP
0.7
8.4
0.47
0.013
5
0.01
10.51
54.77
66.57
OK
CB-43
628.99
619.32
617.81
0.18
36
SDMH-42
615.58
FES-41
615.07
50.57
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
10.55
54.22
66.98
OK
SDMH-42
627
617.63
617.12
(N/A)

18
DCB-43A
622.65
CB-43
621.52
112.72
RCP
0.7
8.4
1.4
0.013
5
0.01
6.68
8.92
10.52
OK
DCB-43A
627.31
623.71
622.58
0.85
15
C B-44A
624.66
C B-44
624.42
24
RCP
0.7
8.4
0.34
0.013
5
0.01
4.74
2.17
6.46
OK
C B-44A
630.02
625.16
624.92
0.96
15
CB-48B
624.99
CB-48A
624.65
33.93
RCP
0.7
8.4
0.13
0.013
5
0.01
0.68
0.83
6.47
OK
CB-48B
633.39
627.46
627.45
0.06
15
C B-48A
624.65
C B-48
624.24
41.02
RCP
0.7
8.4
0.26
0.013
5
0.01
1.96
2.4
6.46
OK
C B-48A
633.39
627.39
627.33
1.08
15
C B-47A
628.7
C B-47
628.46
24
RCP
0.7
8.4
0.05
0.013
5
0.01
2.73
0.32
6.46
OK
C B-47A
634.07
628.89
628.65
0.64
NOTE
* Y X 4' BOX CULVERT FROM HW-1 TO HW-2 SHALL BE INSTALLED WITH SIX INCH (6") EMBEDMENT. INVERT OF PIPE IS NOTED IN THE PIPE NODE REPORT. REFER TO SHEET C-6.1 FOR ADDITIONAL INFORMATIOP
REFER TO SHEET C-6.1 TO C-6.4 FOR RCP CLASSIFICATOIN
REFER TO SHEET C-6.17 FOR NCDOT STRUCTURE INFORMATION

Gutter Spread Calculations

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 1 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
O
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D.A.
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Penwood Place - Structure in
CB-2
5+63.76
634.42
N/A
0.03
0.60
0.70
5.00
4.0
1.68
0.15
1.83
5.67
1.83
0.00
Sag - Maximum allowable
Gutter Spread = 6.5'
Penwood Place - Overflow to
CB-3
2+67.73
636.14
0.009
0.03
0.17
0.70
5.00
4.0
0.48
0.00
0.48
3.70
0.47
0.01
CB-4 - Maximum allowable
Gutter Spread = 6.5'
Penwood Place - Overflow to
CB-2A
4+74.70
635.77
0.009
0.03
0.42
0.70
5.00
4.0
1.18
0.00
1.18
5.34
1.03
0.15
CB-2 - Maximum allowable
Gutter Spread = 6.5'
Penwood Place - Overflow to
CB-3A
2+67.47
636.14
0.009
0.03
0.26
0.70
5.00
4.0
0.73
0.00
0.73
4.41
0.69
0.04
CB-5 - Maximum allowable
Gutter Spread = 6.5'
Penwood Place - Structure in
CB-4
0+48.38
634.12
N/A
0.03
0.22
0.70
5.00
4.0
0.62
0.01
0.63
2.71
0.63
0.00
Sag - Maximum allowable
Gutter Spread = 6.5'
Penwood Place - Overflow to
CB-5
0+47.99
634.12
0.009
0.03
0.47
0.70
5.00
4.0
1.32
0.04
1.36
5.73
1.15
0.21
CB-5A - Maximum allowable
Gutter Spread = 6.5'
Weddington Pointe Drive -
CB-5A
5+89.98
633.68
0.009
0.03
0.04
0.70
5.00
4.0
0.11
0.21
0.32
3.10
0.32
0.00
Overflow to CB-6 - Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
CB-6
5+52.37
633.54
N/A
0.03
0.84
0.70
5.00
4.0
2.35
0.00
2.35
6.70
2.35
0.00
Structure in Sag - Maximum
allowable Gutter Spread = 9.0'
Page 1

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 2 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
z
LU
LLJ
LL
J i
(� Q
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U w
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d
W
O
Q
0
Q
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REMARKS
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DES./ CONST.
D.A.
C
Tc
QD.A.
Qc
QT-QD.A.
n
Qg
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Weddington Pointe Drive -
DCB-6A
5+51.64
633.54
N/A
0.03
1.33
0.70
5.00
4.0
3.72
0.00
3.72
7.20
3.72
0.00
Structure in Sag - Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
CB-7
3+18.98
635.86
0.011
0.03
0.01
0.70
5.00
4.0
0.03
0.00
0.03
1.10
0.03
0.00
Overflow to CB-8 - Maximum
allowable Gutter Spread = 9.0'
Markfield Lane - Structure in
CB-8
7+60.68
636.42
N/A
0.03
0.02
0.70
5.00
4.0
0.06
0.00
0.06
1.00
0.06
0.00
Sag- Maximum allowable
Gutter Spread = 6.5'
Markfield Lane - Structure in
DCB-9
6+47.11
634.88
N/A
0.03
0.69
0.70
5.00
4.0
1.93
0.38
2.31
5.36
2.31
0.00
Sag- Maximum allowable
Gutter Spread = 6.5'
Markfield Lane - Structure in
DCB-9A
6+47.47
634.88
N/A
0.03
0.91
0.70
5.00
4.0
2.55
0.42
2.97
6.26
2.97
0.00
Sag- Maximum allowable
Gutter Spread = 6.5'
Markfield Lane - Overflow to
CB-10
4+47.58
636.34
0.008
0.03
0.56
0.70
5.00
4.0
1.57
0.29
1.86
6.37
1.48
0.38
DCB-9- Maximum allowable
Gutter Spread = 6.5'
Markfield Lane - Overflow to
CB-10A
4+47.44
636.34
0.008
0.03
0.67
0.70
5.00
4.0
1.88
0.10
1.98
6.47
1.56
0.42
DCB-9A- Maximum allowable
Gutter Spread = 6.5'
Markfield Lane - Overflow to
CB-11
0+38.22
639.50
0.008
0.03
0.03
0.70
5.00
4.0
0.08
0.00
0.08
1.81
0.08
0.00
CB-11A- Maximum allowable
Gutter Spread = 6.5'
Markfield Lane - Overflow to
CB-11A
2+36.42
637.96
0.008
0.03
0.56
0.70
5.00
4.0
1.57
0.00
1.57
6.21
1.28
0.29
CB-10- Maximum allowable
Gutter Spread = 6.5'
Page 2

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 3 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
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REMARKS
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00
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a
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m
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W
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z
U
DES./ CONST.
D.A.
C
Tc
I
QD.A.
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QT-QD.A.
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Markfield Lane - Overflow to
CB-11 B
2+36.41
637.96
0.008
0.03
0.35
0.70
5.00
4.0
0.98
0.00
0.98
5.15
0.88
0.10
CB-10A- Maximum allowable
Gutter Spread = 6.5'
Foxcroft Drive - Overflow to CB
CB-12
3+18.76
640.33
0.008
0.03
0.07
0.70
5.00
4.0
0.20
0.00
0.20
2.64
0.20
0.00
11- Maximum allowable Gutter
Spread = 6.5'
Foxcroft Drive - Overflow to
CB-12A
3+18.77
640.33
0.009
0.03
0.42
0.70
5.00
4.0
1.18
0.00
1.18
5.35
1.03
0.15
DCB-12B- Maximum allowable
Gutter Spread = 6.5'
Foxcroft Drive - Structure in
DCB-12B
1+51.11
638.93
N/A
0.03
0.80
0.70
5.00
4.0
2.24
0.15
2.39
5.48
2.39
0.00
Sag- Maximum allowable
Gutter Spread = 6.5'
Foxcroft Drive - Structure in
CB-12C
1+51.16
638.93
N/A
0.03
0.71
0.70
5.00
4.0
1.99
0.00
1.99
6.00
1.99
0.00
Sag- Maximum allowable
Gutter Spread = 6.5'
Foxcroft Drive - Overflow to CB
CB-14
4+36.39
641.39
0.008
0.03
0.02
0.70
5.00
4.0
0.06
0.00
0.06
1.55
0.06
0.00
12- Maximum allowable Gutter
Spread = 6.5'
Foxcroft Drive - In Sag-
CB-14A
4+92.55
641.11
N/A
0.03
0.39
0.70
5.00
4.0
1.09
0.00
1.09
4.00
1.09
0.00
Maximum allowable Gutter
Spread = 6.5'
Weddington Pointe Drive -
Overflow to DCB-6A-
CB-16A
0+44.43
634.79
N/A
0.03
0.84
0.70
5.00
4.0
2.35
0.00
2.35
6.70
2.35
0.00
Maximum allowable Gutter
Spread = 9.0'
Page 3

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 4 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
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REMARKS
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D.A.
C
Tc
I
Qp.A.
Qc
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Weddington Pointe Drive -
CB-16
0+44.14
634.72
N/A
0.03
0.58
0.70
5.00
4.0
1.62
0.00
1.62
5.20
1.62
0.00
Structure in Sag - Maximum
allowable Gutter Spread = 9.0'
Walkers Run Drive - Structure
CB-17
2+13.01
634.94
N/A
0.03
0.30
0.70
5.00
4.0
0.84
0.50
1.34
4.60
0.50
0.00
in Sag- Maximum allowable
Gutter Spread = 6.5'
Walkers Run Drive - Overflow
CB-17A
2+13.58
634.94
0.025
0.03
0.17
0.70
5.00
4.0
0.48
0.31
0.79
3.71
0.76
0.03
to CB-17B - Maximum
allowable Gutter Spread = 6.5'
Walkers Run Drive - Structure
CB-17B
1+77.61
634.77
N/A
0.03
0.14
0.70
5.00
4.0
0.39
0.03
0.42
1.98
0.42
0.00
in Sag- Maximum allowable
Gutter Spread = 6.5'
Walkers Run Drive - Overflow
CB-18
3+66.00
636.08
0.025
0.03
0.69
0.70
5.00
4.0
1.93
0.39
2.32
5.84
1.82
0.50
to CB-17- Maximum allowable
Gutter Spread = 6.5'
Walkers Run Drive - Overflow
CB-18A
3+66.19
636.08
0.025
0.03
0.66
0.70
5.00
4.0
1.85
0.00
1.85
5.24
1.54
0.31
to CB-17A- Maximum
allowable Gutter Spread = 6.5'
Walkers Run Drive - Overflow
CB-19
5+86.18
637.72
0.008
0.03
0.68
0.70
5.00
4.0
1.90
0.00
1.90
6.36
1.51
0.39
to CB-18- Maximum allowable
Gutter Spread = 6.5'
Page 4

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 5 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
O
z
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O
O
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QQ
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REMARKS
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D.A.
C
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QI
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Walkers Run Drive - Overflow
CB-19A
5+85.49
637.72
0.008
0.03
0.53
0.70
5.00
4.0
1.48
0.26
1.74
6.46
1.39
0.35
to CB-1913- Maximum
allowable Gutter Spread = 6.5'
Porters Lane - Structure in Sag
CB-19B
0+38.97
637.37
N/A
0.03
0.38
0.70
5.00
4.0
1.06
0.35
1.41
4.76
1.41
0.00
Maximum allowable Gutter
Spread = 6.5'
Walkers Run Drive - Overflow
CB-19C
7+24.46
638.77
0.008
0.03
0.48
0.70
5.00
4.0
1.34
0.23
1.57
5.82
1.31
0.26
to CB-19A- Maximum
allowable Gutter Spread = 6.5'
Walkers Run Drive - Overflow
CB-20
7+96.12
639.30
0.008
0.03
0.15
0.70
5.00
4.0
0.42
0.00
0.42
3.70
0.42
0.00
to CB-19- Maximum allowable
Gutter Spread = 6.5'
Walkers Run Drive - Overflow
CB-20A
7+96.11
639.30
0.008
0.03
0.48
0.70
5.00
4.0
1.34
0.13
1.47
5.75
1.24
0.23
to CB-19C- Maximum
allowable Gutter Spread = 6.5'
Walkers Run Drive - Overflow
CB-20B
9+36.98
640.36
0.008
0.03
0.41
0.70
5.00
4.0
1.15
0.00
1.15
5.16
1.02
0.13
to CB-20A- Maximum
allowable Gutter Spread = 6.5'
Weddington Pointe Drive -
Overflow to CB-22A -
CB-22
25+38.94
621.040
0.014
0.03
0.64
0.70
5.00
4.00
1.79
0.00
1.79
5.90
1.45
0.34
Maximum allowable Gutter
Spread = 9.0'
Page 5

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 6 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
O
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REMARKS
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0
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D.A.
C
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Weddington Pointe Drive -
Overflow to CB-22B -
CB-22A
26+71.51
619.21
0.014
0.03
0.12
0.70
5.00
4.00
0.34
0.34
0.68
4.00
0.65
0.03
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
CB-22B
27+74.54
617.80
0.014
0.03
0.12
0.70
5.00
4.00
0.34
0.03
0.37
3.10
0.37
0.00
Overflow offsite -Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
CB-22C
27+74.95
617.79
0.014
0.03
0.50
0.70
5.00
4.00
1.40
0.00
1.40
5.30
1.19
0.21
Overflow Offsite -Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-22C -
CB-23
25+39.69
621.030
0.010
0.03
0.16
0.70
5.00
4.00
0.45
0.00
0.45
3.60
0.45
0.00
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
CB-24
24+41.84
622.050
0.010
0.03
0.05
0.70
5.00
4.00
0.14
0.02
0.16
2.20
0.16
0.00
Overflow to CB-23 - Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-30A -
CB-24A
23+59.96
622.880
0.010
0.03
0.66
0.70
5.00
4.00
1.85
0.00
1.85
6.30
1.47
0.38
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-24A -
CB-25
21 +60.49
624.830
0.014
0.03
0.03
0.70
5.00
4.00
0.08
0.00
0.08
1.60
0.08
0.00
Maximum allowable Gutter
Spread = 9.0'
Page 6

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 7 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
O
z
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o
O
o
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REMARKS
W
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0
0
Q
0
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DES./ CONST.
D.A.
C
Tc
I
Qp.A.
Qc
QT-QD.A.
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Weddington Pointe Drive -
CB-26
20+78.31
625.250
0.010
0.03
0.01
0.70
5.00
4.00
0.03
0.00
0.03
1.20
0.03
0.00
Overflow to CB-27 -Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
CB-26A
20+78.39
625.250
N/A
0.03
0.02
0.70
5.00
4.00
0.06
0.00
0.06
1.00
0.06
0.00
Structure in Sag - Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-26A -
CB-26B
21+17.31
624.990
0.010
0.03
0.02
0.70
5.00
4.00
0.06
0.00
0.06
1.50
0.06
0.00
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
CB-27
19+43.76
624.200
N/A
0.03
0.75
0.70
5.00
4.00
2.10
0.75
2.85
7.80
2.85
0.00
Structure in Sag - Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
DCB-27A
19+43.75
624.200
N/A
0.03
0.82
0.70
5.00
4.00
2.30
1.17
3.47
7.10
3.47
0.00
Structure in Sag - Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-27B -
CB-28
15+84.18
627.570
0.010
0.03
0.46
0.70
5.00
4.00
1.29
0.23
1.52
5.90
1.26
0.26
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
CB-27B
18+04.07
625.370
0.010
0.03
0.86
0.70
5.00
4.00
2.41
0.26
2.67
7.40
1.92
0.75
Overflow to CB-27 -Maximum
allowable Gutter Spread = 9.0'
Page 7

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 8 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
O
z
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o
O
o
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aQ
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<
REMARKS
W
Q
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0
0
Q
0
0
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DES./ CONST.
D.A.
C
Tc
I
Qp.A.
Qc
QT-QD.A.
QI
QB
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Weddington Pointe Drive -
Overflow to CB-27A -
CB-27C
18+04.14
625.380
0.010
0.03
0.96
0.70
5.00
4.00
2.69
0.82
3.51
8.20
2.34
1.17
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-27C -
CB-28A
15+84.18
627.570
0.010
0.03
0.77
0.70
5.00
4.00
2.16
0.66
2.82
7.50
2.00
0.82
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
CB-28B
14+12.14
629.290
0.010
0.03
0.46
0.70
5.00
4.00
1.29
0.13
1.42
5.70
1.19
0.23
Overflow to CB-28 - Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-28A -
CB-28C
14+12.18
629.290
0.010
0.03
0.77
0.70
5.00
4.00
2.16
0.32
2.48
7.10
1.82
0.66
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-28B -
CB-29
12+25.10
631.170
0.010
0.03
0.39
0.70
5.00
4.00
1.09
0.00
1.09
5.20
0.96
0.13
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-28C -
CB-29A
12+25.25
631.170
0.010
0.03
0.48
0.70
5.00
4.00
1.34
0.33
1.67
6.10
1.35
0.32
Maximum allowable Gutter
Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-29A -
CB-29B
11+56.49
631.850
0.010
0.03
0.41
0.70
5.00
4.00
1.15
0.55
1.70
6.20
1.37
0.33
Maximum allowable Gutter
Spread = 9.0'
Page 8

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 9 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
z
ui
LLJ
LL
J i
(� Q
��
U w
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(
d
W
Q
0
Q
cn a-U)w
op
QQ
z�
zw
OU
wz
Q(q
zz
=�
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Q�
�_
Q
(A
REMARKS
CL
00
Z
[!)
Lu
�Z
QLL
QU
Z
DES./ CONST.
D.A.
C
Tc
QD.A.
Qc
QT-QD.A.
n
Qg
+QC
Weddington Pointe Drive -
Overflow to CB-29B -
CB-29C
11+06.88
632.350
0.010
0.03
0.73
0.70
5.00
4.00
2.04
0.19
2.23
6.90
1.68
0.55
Maximum allowable Gutter
Spread = 9.0'
Eastcott Avenue - Overflow to
CB-30
11+47.96
622.650
0.014
0.03
0.21
0.70
5.00
4.00
0.59
0.00
0.59
3.71
0.57
0.02
CB-24 - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Structure in
CB-30A
11+47.96
622.650
N/A
0.03
0.36
0.70
5.00
4.00
1.01
0.90
1.91
5.84
1.91
0.00
Sag - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Overflow to
CB-31
9+86.46
624.940
0.011
0.03
0.01
0.70
5.00
4.00
0.03
0.12
0.15
2.14
0.15
0.00
CB-30 - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Overflow to
CB-31A
9+86.39
624.940
0.014
0.03
0.80
0.70
5.00
4.00
2.24
0.00
2.24
6.36
1.72
0.52
CB-30A- Maximum allowable
Gutter Spread = 6.5'
Maylen Trace - Overflow to CB
CB-32
0+38.58
625.530
0.011
0.03
0.22
0.70
5.00
4.00
0.62
0.45
1.07
1.07
0.95
0.12
31 - Maximum allowable Gutter
Spread = 6.5'
Maylen Trace - Structure in
CB-32A
0+38.58
625.560
N/A
0.03
0.46
0.70
5.00
4.00
1.29
0.43
1.72
5.38
0.40
0.00
Sag - Maximum allowable
Gutter Spread = 6.5'
Maylen Trace - Overflow to CB
CB-32B
1+03.26
626.240
0.010
0.03
0.67
0.70
5.00
4.00
1.88
0.00
1.88
6.41
1.48
0.40
32A - Maximum allowable
Gutter Spread = 6.5'
Page 9

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 10 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
z
uj
Lu
LL
J i
(� Q
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U w
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d
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Q
(A
REMARKS
CL
00
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Lu
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QU
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DES./ CONST.
D.A.
C
Tc
QD.A.
Qc
QT=QD.A.
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Maylen Trace - Overflow to CB
CB-32C
1+03.79
626.240
0.011
0.03
0.72
0.70
5.00
4.00
2.02
0.00
2.02
6.47
1.57
0.45
32 - Maximum allowable Gutter
Spread = 6.5'
Eastcott Avenue - Overflow to
CB-35
7+60.43
628.130
0.015
0.03
0.24
0.70
5.00
4.00
0.67
0.00
0.67
3.89
0.64
0.03
CB-32A - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Structure in
DCB-36
4+61.14
627.020
N/A
0.03
0.81
0.70
5.00
4.00
2.27
0.00
2.27
5.48
2.27
0.00
Sag - Maximum allowable
Gutter Spread = 6.5"
Eastcott Avenue - Structure in
DCB-36A
4+60.99
627.020
N/A
0.03
0.78
0.70
5.00
4.00
2.18
0.48
2.66
6.05
2.66
0.00
Sag - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Overflow to
CB-36B
5+49.43
627.820
0.015
0.03
0.43
0.70
5.00
4.00
1.20
0.00
1.20
4.94
1.06
0.14
DCB-36A - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Overflow to
CB-37
3+35.26
628.430
0.015
0.03
0.04
0.70
5.00
4.00
0.11
0.00
0.11
1.76
0.11
0.00
CB-D36 - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Overflow to
CB-37A
3+35.26
628.430
0.015
0.03
0.64
0.70
5.00
4.00
1.79
0.00
1.79
5.80
1.45
0.34
DCB-36A - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Overflow to
CB-37B
2+68.82
629.630
0.015
0.03
0.04
0.70
5.00
4.00
0.11
0.13
0.24
2.47
0.24
0.00
CB-37 - Maximum allowable
Gutter Spread = 6.5'
Page 10

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 11 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
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REMARKS
J
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D.A.
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+QC
Eastcott Avenue - Overflow to
CB-38
1+94.54
631.990
0.015
0.03
0.41
0.70
5.00
4.00
1.15
0.00
1.15
4.86
1.02
0.13
CB-37B - Maximum allowable
Gutter Spread = 6.5'
Eastcott Avenue - Overflow to
CB-39
0+44.37
632.780
0.010
0.03
0.03
0.70
5.00
4.00
0.08
0.00
0.08
1.68
0.08
0.00
CB-38 - Maximum allowable
Gutter Spread = 6.5'
Weddington Pointe Drive -
CB-40
9+42.52
633.990
0.010
0.03
0.13
0.70
5.00
4.00
0.36
0.00
0.36
3.25
0.36
0.00
Overflow to CB-39 -Maximum
allowable Gutter Spread = 9.0'
Weddington Pointe Drive -
Overflow to CB-29C -
CB-40A
9+42.58
633.990
0.010
0.03
0.49
0.70
5.00
4.00
1.37
0.00
1.37
5.30
1.18
0.19
Maximum allowable Gutter
Spread = 9.0'
Yearden Lane - Overflow to CB
CB-50D
12+82.97
639.910
0.017
0.03
0.59
0.70
5.00
4.000
0.00
0.00
0.00
5.28
1.39
0.26
50 - Maximum allowable Gutter
Spread = 6.5'
Yearden Lane - Structure in
DCB-49
8+04.24
632.390
N/A
0.03
0.71
0.70
5.00
4.000
0.00
0.43
0.43
5.06
2.42
0.00
Sag - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Structure in
DCB-49A
8+04.33
632.390
N/A
0.03
0.99
0.70
5.00
4.000
0.00
0.18
0.18
6.02
3.21
0.00
Sag - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Overflow to
CB-49B
9+83.12
634.900
0.010
0.03
0.63
0.70
5.00
4.000
0.00
0.33
0.33
6.12
1.64
0.43
DCB-49 - Maximum allowable
Gutter Spread = 6.5'
Page 11

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 12 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
z
ui
LLJ
LL
J i
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��
U w
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(
d
W
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0
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cn a-U)w
op
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OU
wz
Q(q
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=�
_�
Q�
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(A
REMARKS
J
J
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UU)
['Q
OU
�O
Q
0d'
UJ�
0[/)
L
CL
m
Z
[!)
Lu
�Z
QLL
QU
UJ
Z
DES./ CONST.
D.A.
C
Tc
QD.A.
Qc
QT-QD.A.
n
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+QC
Yearden Lane - Overflow to CB
CB-49C
9+83.12
634.900
0.017
0.03
0.76
0.70
5.00
4.000
0.00
0.05
0.05
6.20
1.70
0.49
49AA - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Overflow to CB
CB-50
11+95.12
638.420
0.017
0.03
0.55
0.70
5.00
4.000
0.00
0.26
0.26
5.58
1.47
0.33
49B - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Overflow to CB
CB-50A
11+95.12
638.420
0.017
0.03
0.25
0.70
5.00
4.000
0.00
0.15
0.15
4.13
0.80
0.05
49C - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Overflow to CB
CB-50B
12+48.96
639.350
0.016
0.03
0.46
0.70
5.00
4.000
0.00
0.00
0.00
4.79
1.14
0.15
50A - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Overflow to CB
CB-48
6+73.95
633.520
0.010
0.03
0.25
0.70
5.00
4.000
0.00
0.15
0.15
4.57
0.79
0.06
47 - Maximum allowable Gutter
Spread = 6.5'
Yearden Lane - Overflow to CB
CB-47
6+23.63
634.070
0.014
0.03
0.42
0.70
5.00
4.000
0.00
0.06
0.06
4.94
1.08
0.15
48 - Maximum allowable Gutter
Spread = 6.5'
Yearden Lane - Overflow to CB
CB-46
4+09.67
633.700
0.014
0.03
0.40
0.70
5.00
4.000
0.00
0.00
0.00
4.76
1.00
0.12
45 - Maximum allowable Gutter
Spread = 6.5'
Yearden Lane - Overflow to CB
CB-45
2+53.80
631.450
0.014
0.03
0.54
0.70
5.00
4.000
0.00
0.12
0.12
5.52
1.36
0.27
44
Yearden Lane - Overflow to CB
CB-44
1+53.90
630.030
0.014
0.03
0.33
0.70
5.00
4.000
0.00
0.27
0.27
4.59
1.05
0.12
43
Page 12

INLET COMPUTATION SHEET
DATE: 10.18.2019 SHEET 13 OF 13
I.D. NO. PROJ. NO.: 1018330 COUNTY: UNION DESIGNED BY: MTG
DESCRIPTION: Weddington Pointe Gutter Spread Analaysis CHECKED BY: MLG
LOCATION
ROADWAY
RUNOFF
INLET
O
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0
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QQ
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D.A.
C
Tc
QD.A.
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+QC
Yearden Lane - Overflow to
CB-43
0+81.19
628.990
0.014
0.03
0.47
0.70
5.00
4.000
0.00
0.12
0.12
5.26
1.23
0.21
DCB-43A - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Structure in
DCB-43A
0+00
627.310
N/A
0.03
1.40
0.70
5.00
4.000
0.00
0.29
0.29
8.06
4.21
0.00
Sag & in Cul-de-Sac
Yearden Lane - Overflow to
CB-44A
1+53.90
630.020
0.014
0.03
0.34
0.70
5.00
4.000
0.00
0.00
0.00
4.46
0.88
0.08
DCB-43A - Maximum allowable
Gutter Spread = 6.5'
Glenford Drive - Overflow to
CB-48B
1+96.48
633.390
0.022
0.03
0.13
0.70
5.00
4.000
0.00
0.00
0.00
2.69
0.36
0.00
DCB-49 - Maximum allowable
Gutter Spread = 6.5'
Glenford Drive - Structure in
CB-48A
1+96.03
633.390
N/A
0.03
0.26
0.70
5.00
4.000
0.00
0.00
0.00
2.95
0.73
0.00
Sag - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Overflow to
CB-47A
6+23.68
634.790
0.010
0.03
0.05
0.70
5.00
4.000
0.00
0.00
0.00
2.10
0.14
0.00
DCB-49A - Maximum allowable
Gutter Spread = 6.5'
Yearden Lane - Overflow to
CB-49AA
13+55.47
634.790
0.010
0.03
0.32
0.70
5.00
4.000
0.00
0.49
0.49
4.87
1.21
0.18
DCB-49A - Maximum allowable
Gutter Spread = 6.5'
Page 13

Worksheet for CB-2 In Sag - 4inch Storm Event
Project Description I
Solve For Spread
Input Data
Discharge
1.83
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Both
Results
Spread
5.67 ft
Depth
0.19 ft
Gutter Depression
0.02 ft
Total Depression
0.19 ft
Open Grate Area
2.70 ft2
Active Grate Weir Length
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:28:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-2A On Grade - 4inch Storm Event
Project Description I -
Solve For Efficiency
Input Data I -
Discharge
1.18
W/s
Slope
0.00900
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
87.32
%
Intercepted Flow
1.03
ft3/s
Bypass Flow
0.15
ft3/s
Spread
5.34
ft
Depth
0.18
ft
Flow Area
0.46
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
2.55
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.09
Grate Flow Ratio
0.74
Equivalent Cross Slope
0.09897
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.18
Total Interception Length
8.48
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:28:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-3 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.48
W/s
Slope
0.00900
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
98.49
%
Intercepted Flow
0.47
ft3/s
Bypass Flow
0.01
ft3/s
Spread
3.70
ft
Depth
0.13
ft
Flow Area
0.23
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
2.07
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.12
Grate Flow Ratio
0.89
Equivalent Cross Slope
0.11344
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.28
Total Interception Length
5.34
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:29:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-3A On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.73
W/s
Slope
0.00900
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
94.38 %
Intercepted Flow
0.69 ft3/s
Bypass Flow
0.04 ft3/s
Spread
4.41 ft
Depth
0.15 ft
Flow Area
0.32 ft2
Gutter Depression
0.02 ft
Total Depression
0.18 ft
Velocity
2.28 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.11
Grate Flow Ratio
0.82
Equivalent Cross Slope
0.10691 ft/ft
Active Grate Length
1.50 ft
Length Factor
0.23
Total Interception Length
6.63 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:31:04 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-4 In Sag - 4inch Storm Event
Project Description I
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat Incline Angle
Options
Calculation Option
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
Spread
P-50 mm (P-1-7/8")
Horizontal
Use Both
0
0.63 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
0.50 ft
90.00 degrees
2.71 ft
0.10 ft
0.02 ft
0.19 ft
2.70 ft2
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:32:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-5 On Grade - 4inch Storm Event
Project Description
Solve For
Input Data
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Options
Calculation Option
Grate Flow Option
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
Efficiency
E
■
P-50 mm (P-1-7/8")
Use Both
Exclude None
1.36 W/s
0.00920 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
84.55 %
1.15 ft3/s
0.21 ft3/s
5.73 ft
0.19 ft
0.51 ft2
0.02 ft
0.19 ft
2.65 ft/s
6.99 ft/s
1.00
0.08
0.71
0.09599 ft/ft
1.50 ft
0.16
9.23 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:32:45 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-5A On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.32 cfs
Slope
0.009 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
99.94 %
Intercepted Flow
0.32 cfs
Bypass Flow
0.00 cfs
Spread
3.1 ft
Depth
1.4 in
Flow Area
0.2 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
1.90 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.138
Grate Flow Ratio
0.947
Equivalent Cross Slope
0.118 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.338
Total Interception Length
4.4 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - North Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for C13-6 In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
2.35 cfs
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
YP
P-50 mm (P-1
-7/8 )
Clogging
50.0 11/0
Curb Opening Length
3.0 ft
Opening Height
0.5 ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00 degrees
Options
Calculation Option
Use Both
Results
Spread
6.7 ft
Depth
2.7 in
Gutter Depression
0.2 in
Total Depression
2.2 in
Open Grate Area
2.7 ft?
Active Grate Weir Length
5.0 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - North Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for DCB-6A In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
3.72 cfs
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
6.0 ft
Grate Type
P-50 mm (P-1
-7/8")
Clogging
50.0 %
Curb Opening Length
6.0 ft
Opening Height
0.5 ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00 degrees
Options
Calculation Option
Use Both
Results
Spread
7.2 ft
Depth
2.9 In
Gutter Depression
0.2 in
Total Depression
2.2 in
Open Grate Area
5.4 ft?
Active Grate Weir Length
8.0 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - North Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-7 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.03 cfs
Slope
0.011 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
100.00 %
Intercepted Flow
0.03 cfs
Bypass Flow
0.00 cfs
Spread
1.1 ft
Depth
0.5 in
Flow Area
0.0 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
1.14 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.285
Grate Flow Ratio
1.000
Equivalent Cross Slope
0.123 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.887
Total Interception Length
1.7 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - North Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-8 In Sag - 4inch Storm Event
Project Description I
Solve For Spread
Input Data I
Discharge
0.06
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Both
Results
Spread
1.00 ft
Depth
-0.04 ft
Gutter Depression
0.02 ft
Total Depression
0.19 ft
Open Grate Area
2.70 ft2
Active Grate Weir Length
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:24:15 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for DCB-9 In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
2.31
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
6.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
6.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Both
Results
Spread
5.36 ft
Depth
0.19 ft
Gutter Depression
0.02 ft
Total Depression
0.18 ft
Open Grate Area
5.40 ft2
Active Grate Weir Length
8.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:23:07 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for DCB-9A In Sag - 4inch Storm Event
Project Description
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat Incline Angle
Options
Calculation Option
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
Spread
P-50 mm (P-1-7/8")
Horizontal
Use Both
2.97 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
6.00 ft
50.00 %
6.00 ft
0.50 ft
90.00 degrees
6.26 ft
0.21 ft
0.02 ft
0.18 ft
5.40 ft2
8.00 ft
■
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:22:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-10 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.86
W/s
Slope
0.00770
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
79.54
Intercepted Flow
1.48
ft3/s
Bypass Flow
0.38
W/s
Spread
6.37
ft
Depth
0.22
ft
Flow Area
0.68
ft2
Gutter Depression
0.01
ft
Total Depression
0.18
ft
Velocity
2.72
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.08
Grate Flow Ratio
0.65
Equivalent Cross Slope
0.09164
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.15
Total Interception Length
10.27
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:20:45 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-10A On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type P-50 mm (P-1-7/8")
Clogging
Curb Opening Length
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
1.98 W/s
0.00770 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
78.59 %
1.56 ft3/s
0.42 ft3/s
6.47 ft
0.23 ft
0.71 ft2
0.01 ft
0.18 ft
2.77 ft/s
6.99 ft/s
1.00
0.08
0.64
0.09105 ft/ft
1.50 ft
0.14
10.59 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:21:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-11 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.08
W/s
Slope
0.00750
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
100.00
%
Intercepted Flow
0.08
ft3/s
Bypass Flow
0.00
ft3/s
Spread
1.81
ft
Depth
0.07
ft
Flow Area
0.07
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
1.28
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.25
Grate Flow Ratio
1.00
Equivalent Cross Slope
0.12333
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.65
Total Interception Length
2.32
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:24:50 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-11 A On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.57
W/s
Slope
0.00750
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
81.78
%
Intercepted Flow
1.28
ft3/s
Bypass Flow
0.29
ft3/s
Spread
6.21
ft
Depth
0.21
ft
Flow Area
0.61
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
2.55
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.09
Grate Flow Ratio
0.67
Equivalent Cross Slope
0.09257
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.16
Total Interception Length
9.43
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:18:12 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-11 B On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type P-50 mm (P-1-7/8")
Clogging
Curb Opening Length
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
0.98 W/s
0.00750 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
89.90 %
0.88 ft3/s
0.10 ft3/s
5.15 ft
0.18 ft
0.43 ft2
0.02 ft
0.18 ft
2.28 ft/s
6.99 ft/s
1.00
0.11
0.75
0.10051 ft/ft
1.50 ft
0.20
7.37 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:17:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-12 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.20
W/s
Slope
0.00750
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
100.00 %
Intercepted Flow
0.20 ft3/s
Bypass Flow
0.00 ft3/s
Spread
2.64 ft
Depth
0.10 ft
Flow Area
0.13 ft2
Gutter Depression
0.02 ft
Total Depression
0.18 ft
Velocity
1.58 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.19
Grate Flow Ratio
0.98
Equivalent Cross Slope
0.12172 ft/ft
Active Grate Length
1.50 ft
Length Factor
0.45
Total Interception Length
3.37 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:49:50 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for DCB-12B In Sag - 4inch Storm Event
Project Description
Solve For
Spread
Input Data
-
Discharge
2.39
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
6.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
6.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option
Use Both
Results
Spread
5.48 ft
Depth
0.19 ft
Gutter Depression
0.02 ft
Total Depression
0.18 ft
Open Grate Area
5.40 ft2
Active Grate Weir Length
8.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:51:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-12C In Sag - 4inch Storm Event
Project Description I
Solve For Spread
Input Data
Discharge
1.99
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Both
Results
Spread
6.00 ft
Depth
0.20 ft
Gutter Depression
0.02 ft
Total Depression
0.19 ft
Open Grate Area
2.70 ft�
Active Grate Weir Length
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:53:24 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-14 On Grade - 4inch Storm Event
Project Description I
Solve For Efficiency
Input Data I
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Options
Calculation Option
Grate Flow Option
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
P-50 mm (P-1-7/8")
Use Both
Exclude None
0.06 W/s
0.00750 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
100.00 %
0.06 ft3/s
0.00 ft3/s
1.55 ft
0.06 ft
0.05 ft2
0.02 ft
0.18 ft
1.16 ft/s
6.99 ft/s
1.00
0.29
1.00
0.12333 ft/ft
1.50 ft
0.77
1.96 ft
N
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:49:03 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-14A In Sag - 4inch Storm Event
Project Description I
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat Incline Angle
Options
Calculation Option
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
Spread
P-50 mm (P-1-7/8")
Horizontal
Use Both
1.09 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
0.50 ft
90.00 degrees
4.00 ft
0.14 ft
0.02 ft
0.19 ft
2.70 ft2
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:48:19 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-16 In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
1.62 cfs
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
YP
P-50 mm (P-1
-7/8 )
Clogging
50.0 0/0
Curb Opening Length
3.0 ft
Opening Height
0.5 ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00 degrees
Options
Calculation Option
Use Both
Results
Spread
5.2 ft
Depth
2.1 In
Gutter Depression
0.2 in
Total Depression
2.2 in
Open Grate Area
2.7 ft?
Active Grate Weir Length
5.0 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - North Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for C13-16A In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
2.35 cfs
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
YP
P-50 mm (P-1
-7/8 )
Clogging
50.0 11/0
Curb Opening Length
3.0 ft
Opening Height
0.5 ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00 degrees
Options
Calculation Option
Use Both
Results
Spread
6.7 ft
Depth
2.7 in
Gutter Depression
0.2 in
Total Depression
2.2 in
Open Grate Area
2.7 ft?
Active Grate Weir Length
5.0 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - North Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-17 In Sag - 4inch Storm Event
Project Description I ■
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat Incline Angle
Options
Calculation Option
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
Spread
I M
P-50 mm (P-1-7/8")
Horizontal
Use Both
1.34 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
0.50 ft
90.00 degrees
4.60 ft
0.16 ft
0.02 ft
0.19 ft
2.70 ft2
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:26:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-17A On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.79
W/s
Slope
0.02450
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
95.84
Intercepted Flow
0.76
ft3/s
Bypass Flow
0.03
ft3/s
Spread
3.71
ft
Depth
0.13
ft
Flow Area
0.23
ft�
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
3.42
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.05
Grate Flow Ratio
0.89
Equivalent Cross Slope
0.11335
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.17
Total Interception Length
8.93
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:15:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-17B In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
0.42
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Both
Results
Spread
1.98 ft
Depth
0.08 ft
Gutter Depression
0.02 ft
Total Depression
0.19 ft
Open Grate Area
2.70 ft2
Active Grate Weir Length
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:16:31 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-18 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
2.32
W/s
Slope
0.02450
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
78.48
%
Intercepted Flow
1.82
ft3/s
Bypass Flow
0.50
ft3/s
Spread
5.84
ft
Depth
0.20
ft
Flow Area
0.53
ft�
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
4.37
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.03
Grate Flow Ratio
0.70
Equivalent Cross Slope
0.09518
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.10
Total Interception Length
15.59
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:12:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-18A On Grade - 4inch Storm Event
Project Description
I -
Solve For
Efficiency
Input Data
Discharge
1.85 W/s
Slope
0.02450 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
83.07
%
Intercepted Flow
1.54
ft3/s
Bypass Flow
0.31
ft3/s
Spread
5.24
ft
Depth
0.18
ft
Flow Area
0.44
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
4.17
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.04
Grate Flow Ratio
0.74
Equivalent Cross Slope
0.09977
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.11
Total Interception Length
13.78
ft
M
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:14:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-19 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.90
W/s
Slope
0.00750
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
79.46
%
Intercepted Flow
1.51
ft3/s
Bypass Flow
0.39
ft3/s
Spread
6.36
ft
Depth
0.23
ft
Flow Area
0.70
ft2
Gutter Depression
0.01
ft
Total Depression
0.18
ft
Velocity
2.72
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.09
Grate Flow Ratio
0.65
Equivalent Cross Slope
0.09186
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.15
Total Interception Length
10.28
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:10:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-19A On Grade - 4inch Storm Event
Project Description
I -
Solve For
Efficiency
Input Data
Discharge
1.74 W/s
Slope
0.00750 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
79.87
%
Intercepted Flow
1.39
ft3/s
Bypass Flow
0.35
ft3/s
Spread
6.46
ft
Depth
0.22
ft
Flow Area
0.66
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
2.62
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.09
Grate Flow Ratio
0.65
Equivalent Cross Slope
0.09086
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.15
Total Interception Length
9.96
ft
M
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:57:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-19B In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
1.41
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Both
Results
Spread
4.76 ft
Depth
0.16 ft
Gutter Depression
0.02 ft
Total Depression
0.19 ft
Open Grate Area
2.70 ft�
Active Grate Weir Length
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:08:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-19C On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.57
W/s
Slope
0.00750
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
83.27
Intercepted Flow
1.31 ft3/s
Bypass Flow
0.26 ft3/s
Spread
5.82 ft
Depth
0.21 ft
Flow Area
0.60 ft2
Gutter Depression
0.01 ft
Total Depression
0.18 ft
Velocity
2.61 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.10
Grate Flow Ratio
0.69
Equivalent Cross Slope
0.09556 ft/ft
Active Grate Length
1.50 ft
Length Factor
0.16
Total Interception Length
9.26 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:56:45 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-20 On Grade - 4inch Storm Event
Project Description I
Solve For Efficiency
Input Data I
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Options
Calculation Option
Grate Flow Option
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
P-50 mm (P-1-7/8")
Use Both
Exclude None
0.42 W/s
0.00750 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
99.03 %
0.42 ft3/s
0.00 ft3/s
3.70 ft
0.13 ft
0.22 ft2
0.02 ft
0.19 ft
1.87 ft/s
6.99 ft/s
1.00
0.14
0.90
0.11358 ft/ft
1.50 ft
0.31
4.80 ft
M
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:09:51 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-20A On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.47
W/s
Slope
0.00750
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
84.11
Intercepted Flow
1.24 ft3/s
Bypass Flow
0.23 ft'/s
Spread
5.75 ft
Depth
0.21 ft
Flow Area
0.57 ft2
Gutter Depression
0.01 ft
Total Depression
0.18 ft
Velocity
2.56 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.10
Grate Flow Ratio
0.69
Equivalent Cross Slope
0.09594 ft/ft
Active Grate Length
1.50 ft
Length Factor
0.17
Total Interception Length
8.98 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:55:25 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-20B On Grade - 4inch Storm Event
Project Description
I -
Solve For
Efficiency
Input Data
Discharge
1.15 W/s
Slope
0.00750 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
88.47
%
Intercepted Flow
1.02
ft3/s
Bypass Flow
0.13
ft3/s
Spread
5.16
ft
Depth
0.19
ft
Flow Area
0.48
ft2
Gutter Depression
0.01
ft
Total Depression
0.18
ft
Velocity
2.42
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.11
Grate Flow Ratio
0.74
Equivalent Cross Slope
0.10043
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.19
Total Interception Length
7.88
ft
M
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 3:54:42 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-22 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.79 cfs
Slope
0.014 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
80.77 %
Intercepted Flow
1.45 cfs
Bypass Flow
0.34 cfs
Spread
5.9 ft
Depth
2.4 in
Flow Area
0.5 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
3.30 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.056
Grate Flow Ratio
0.693
Equivalent Cross Slope
0.095 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.127
Total Interception Length
11.8 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-22A On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.68 cfs
Slope
0.014 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
95.91 %
Intercepted Flow
0.65 cfs
Bypass Flow
0.03 cfs
Spread
4.0 ft
Depth
1.7 in
Flow Area
0.3 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.64 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.082
Grate Flow Ratio
0.867
Equivalent Cross Slope
0.111 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.210
Total Interception Length
7.2 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-22B On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.37 cfs
Slope
0.014 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
99.82 %
Intercepted Flow
0.37 cfs
Bypass Flow
0.00 cfs
Spread
3.1 ft
Depth
1.3 in
Flow Area
0.2 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.30 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.102
Grate Flow Ratio
0.953
Equivalent Cross Slope
0.119 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.282
Total Interception Length
5.3 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-23 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.45 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.031 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
98.89 %
Intercepted Flow
0.45 cfs
Bypass Flow
0.00 cfs
Spread
3.6 ft
Depth
1.5 in
Flow Area
0.2 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.12 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.118
Grate Flow Ratio
0.908
Equivalent Cross Slope
0.115 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.280
Total Interception Length
5.3 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-24 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.16 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.031 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
100.00 %
Intercepted Flow
0.16 cfs
Bypass Flow
0.00 cfs
Spread
2.2 ft
Depth
1.0 in
Flow Area
0.1 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
1.68 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.169
Grate Flow Ratio
0.998
Equivalent Cross Slope
0.123 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.452
Total Interception Length
3.3 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-24A On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.85 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
P-50 mm (P-1
-7/8")
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
79.26 %
Intercepted Flow
1.47 cfs
Bypass Flow
0.38 cfs
Spread
6.3 ft
Depth
2.5 in
Flow Area
0.6 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.95 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.069
Grate Flow Ratio
0.660
Equivalent Cross Slope
0.092 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.135
Total Interception Length
11.1 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-25 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.08 cfs
Slope
0.014 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
P-50 mm (P-1
-7/8")
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
100.00 %
Intercepted Flow
0.08 cfs
Bypass Flow
0.00 cfs
Spread
1.6 ft
Depth
0.8 in
Flow Area
0.1 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
1.59 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.183
Grate Flow Ratio
1.000
Equivalent Cross Slope
0.123 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.549
Total Interception Length
2.7 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-26B On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.06 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
P-50 mm (P-1
-7/8")
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
100.00 %
Intercepted Flow
0.06 cfs
Bypass Flow
0.00 cfs
Spread
1.5 ft
Depth
0.7 in
Flow Area
0.0 ftz
Gutter Depression
0.1 in
Total Depression
2.1 in
Velocity
1.31 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.260
Grate Flow Ratio
1.000
Equivalent Cross Slope
0.123 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.683
Total Interception Length
2.2 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-27C On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
3.51 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
66.70 %
Intercepted Flow
2.34 cfs
Bypass Flow
1.17 cfs
Spread
8.2 ft
Depth
3.2 in
Flow Area
1.0 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
3.43 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.052
Grate Flow Ratio
0.546
Equivalent Cross Slope
0.081 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.096
Total Interception Length
15.6 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-28 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.52 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
82.71 %
Intercepted Flow
1.26 cfs
Bypass Flow
0.26 cfs
Spread
5.9 ft
Depth
2.4 in
Flow Area
0.5 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.81 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.073
Grate Flow Ratio
0.694
Equivalent Cross Slope
0.095 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.150
Total Interception Length
10.0 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-28A On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
2.82 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
70.91 %
Intercepted Flow
2.00 cfs
Bypass Flow
0.82 cfs
Spread
7.5 ft
Depth
2.9 in
Flow Area
0.9 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
3.26 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.057
Grate Flow Ratio
0.583
Equivalent Cross Slope
0.084 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.108
Total Interception Length
13.9 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-28B On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.42 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
83.95 %
Intercepted Flow
1.19 cfs
Bypass Flow
0.23 cfs
Spread
5.7 ft
Depth
2.3 in
Flow Area
0.5 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.76 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.075
Grate Flow Ratio
0.706
Equivalent Cross Slope
0.096 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.155
Total Interception Length
9.7 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-28C On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
2.48 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
73.40 %
Intercepted Flow
1.82 cfs
Bypass Flow
0.66 cfs
Spread
7.1 ft
Depth
2.8 in
Flow Area
0.8 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
3.16 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.060
Grate Flow Ratio
0.605
Equivalent Cross Slope
0.087 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.116
Total Interception Length
13.0 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-29 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.09 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
88.53 %
Intercepted Flow
0.96 cfs
Bypass Flow
0.13 cfs
Spread
5.2 ft
Depth
2.1 in
Flow Area
0.4 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.60 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.084
Grate Flow Ratio
0.755
Equivalent Cross Slope
0.100 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.179
Total Interception Length
8.4 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-29A On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.67 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
80.97 %
Intercepted Flow
1.35 cfs
Bypass Flow
0.32 cfs
Spread
6.1 ft
Depth
2.4 in
Flow Area
0.6 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.87 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.071
Grate Flow Ratio
0.676
Equivalent Cross Slope
0.093 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.143
Total Interception Length
10.5 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-29B On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.70 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
80.63 %
Intercepted Flow
1.37 cfs
Bypass Flow
0.33 cfs
Spread
6.2 ft
Depth
2.5 in
Flow Area
0.6 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
2.89 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.070
Grate Flow Ratio
0.673
Equivalent Cross Slope
0.093 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.141
Total Interception Length
10.6 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-29C On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
2.23 cfs
Slope
0.010 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.040 ft/ft
Road Cross Slope
0.030 ft/ft
Roughness Coefficient
0.013
Local Depression
2.0 in
Local Depression Width
24.0 in
Grate Width
2.00 ft
Grate Length
3.0 ft
Grate Type
Yp
P-50 mm (P-1
-7/8 )
Clogging
50.0 %
Curb Opening Length
3.0 ft
Options
Calculation Option
Use Both
Grate Flow Option
Exclude None
Results
Efficiency
75.46 %
Intercepted Flow
1.68 cfs
Bypass Flow
0.55 cfs
Spread
6.9 ft
Depth
2.7 in
Flow Area
0.7 ftz
Gutter Depression
0.2 in
Total Depression
2.2 in
Velocity
3.08 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.000
Side Flow Factor
0.063
Grate Flow Ratio
0.624
Equivalent Cross Slope
0.088 ft/ft
Active Grate Length
1.5 ft
Length Factor
0.122
Total Interception Length
12.3 ft
Bentley Systems, Inc. Haestad Methods Solution FlowMaster
Gutter Spread - Middle Site.fm8 Center [10.02.00.01]
10/17/2019 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

Worksheet for CB-30 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.59
W/s
Slope
0.01410
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
97.39 %
Intercepted Flow
0.57 ft3/s
Bypass Flow
0.02 ft'/s
Spread
3.71 ft
Depth
0.13 ft
Flow Area
0.23 ft2
Gutter Depression
0.02 ft
Total Depression
0.19 ft
Velocity
2.58 ft/s
Splash Over Velocity
6.99 ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.09
Grate Flow Ratio
0.89
Equivalent Cross Slope
0.11340 ft/ft
Active Grate Length
1.50 ft
Length Factor
0.22
Total Interception Length
6.69 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:44:35 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-31 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.15
W/s
Slope
0.01050
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
100.00
%
Intercepted Flow
0.15
ft3/s
Bypass Flow
0.00
ft3/s
Spread
2.14
ft
Depth
0.08
ft
Flow Area
0.09
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
1.68
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.17
Grate Flow Ratio
1.00
Equivalent Cross Slope
0.12329
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.46
Total Interception Length
3.28
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:43:59 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-31 A On Grade - 4 inch Storm Event
Project Description
I -
Solve For
Efficiency
Input Data
Discharge
2.24 W/s
Slope
0.01410 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
76.84
%
Intercepted Flow
1.72
ft3/s
Bypass Flow
0.52
ft3/s
Spread
6.36
ft
Depth
0.21
ft
Flow Area
0.64
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
3.52
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.05
Grate Flow Ratio
0.66
Equivalent Cross Slope
0.09149
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.11
Total Interception Length
13.33
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:48:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-32 On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.07
W/s
Slope
0.01050
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
89.11
Intercepted Flow
0.95
ft3/s
Bypass Flow
0.12
ft3/s
Spread
5.03
ft
Depth
0.17
ft
Flow Area
0.40
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
2.64
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.08
Grate Flow Ratio
0.77
Equivalent Cross Slope
0.10154
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.18
Total Interception Length
8.40
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:43:33 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-32A In Sag - 4 inch Storm Event
Project Description I
Solve For Spread
Input Data -
Discharge
1.72
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Both
Results
Spread
5.44 ft
Depth
0.18 ft
Gutter Depression
0.02 ft
Total Depression
0.19 ft
Open Grate Area
2.70 ft�
Active Grate Weir Length
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:47:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-32B On Grade - 4 inch Storm Event
Project Description
-
Solve For
Efficiency
Input Data
_
Discharge
1.88 W/s
Slope
0.01000 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
78.73
%
Intercepted Flow
1.48
ft3/s
Bypass Flow
0.40
ft3/s
Spread
6.41
ft
Depth
0.21
ft
Flow Area
0.64
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
2.96
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.07
Grate Flow Ratio
0.65
Equivalent Cross Slope
0.09112
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.13
Total Interception Length
11.20
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:45:13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-32C On Grade - 4 inch Storm Event
Project Description
-
Solve For
Efficiency
Input Data
-
Discharge
2.02 W/s
Slope
0.01050 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
77.78
%
Intercepted Flow
1.57
ft3/s
Bypass Flow
0.45
ft3/s
Spread
6.47
ft
Depth
0.22
ft
Flow Area
0.66
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
3.07
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.06
Grate Flow Ratio
0.65
Equivalent Cross Slope
0.09079
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.13
Total Interception Length
11.73
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:42:56 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-35 On Grade - 4 inch Storm Event
Project Description _
Solve For Efficiency
Input Data
Discharge
0.67
W/s
Slope
0.01500
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
96.24
%
Intercepted Flow
0.64
ft3/s
Bypass Flow
0.03
ft3/s
Spread
3.89
ft
Depth
0.14
ft
Flow Area
0.25
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
2.71
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.08
Grate Flow Ratio
0.88
Equivalent Cross Slope
0.11180
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.21
Total Interception Length
7.25
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:46:51 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for DCB-36 In Sag - 4 inch Storm Event
Project Description I
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat Incline Angle
Options
Calculation Option
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
Spread
P-50 mm (P-1-7/8")
Horizontal
Use Both
2.27 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
6.00 ft
50.00 %
6.00 ft
0.50 ft
90.00 degrees
5.48 ft
0.18 ft
0.02 ft
0.19 ft
5.40 ft2
8.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:38:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for DCB-36A In Sag - 4 inch Storm Event
Project Description
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat Incline Angle
Options
Calculation Option
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
Spread
M
P-50 mm (P-1-7/8")
Horizontal
Use Both
2.66 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
6.00 ft
50.00 %
6.00 ft
0.50 ft
90.00 degrees
6.05 ft
0.20 ft
0.02 ft
0.19 ft
5.40 ft2
8.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:40:57 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-36B On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type P-50 mm (P-1-7/8")
Clogging
Curb Opening Length
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
1.20 W/s
0.01500 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
88.19 %
1.06 ft3/s
0.14 ft3/s
4.94 ft
0.17 ft
0.39 ft2
0.02 ft
0.19 ft
3.10 ft/s
6.99 ft/s
1.00
0.06
0.77
0.10230 ft/ft
1.50 ft
0.15
9.77 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:40:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-37A On Grade - 4 inch Storm Event
Project Description
I -
Solve For
Efficiency
Input Data
Discharge
1.79 W/s
Slope
0.01500 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
81.10
%
Intercepted Flow
1.45
ft3/s
Bypass Flow
0.34
ft3/s
Spread
5.80
ft
Depth
0.19
ft
Flow Area
0.53
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
3.41
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.05
Grate Flow Ratio
0.70
Equivalent Cross Slope
0.09542
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.12
Total Interception Length
12.05
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:39:13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-37B On Grade - 4 inch Storm Event
Project Description
-
Solve For
Efficiency
Input Data
_
Discharge
0.24 W/s
Slope
0.01500 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
100.00
%
Intercepted Flow
0.24
ft3/s
Bypass Flow
0.00
ft3/s
Spread
2.47
ft
Depth
0.09
ft
Flow Area
0.11
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
2.15
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.11
Grate Flow Ratio
0.99
Equivalent Cross Slope
0.12255
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.34
Total Interception Length
4.46
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:37:05 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-38 On Grade - 4 inch Storm Event
Project Description _
Solve For Efficiency
Input Data
Discharge
1.15
W/s
Slope
0.01500
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
88.89
%
Intercepted Flow
1.02
ft3/s
Bypass Flow
0.13
W/s
Spread
4.86
ft
Depth
0.17
ft
Flow Area
0.37
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
3.07
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.06
Grate Flow Ratio
0.78
Equivalent Cross Slope
0.10302
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.16
Total Interception Length
9.56
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:36:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-39 On Grade - 4 inch Storm Event
Project Description
_
Solve For
Efficiency
Input Data
Discharge
0.08 W/s
Slope
0.01000 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
100.00
%
Intercepted Flow
0.08
ft3/s
Bypass Flow
0.00
ft3/s
Spread
1.68
ft
Depth
0.07
ft
Flow Area
0.06
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
1.41
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.21
Grate Flow Ratio
1.00
Equivalent Cross Slope
0.12333
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.60
Total Interception Length
2.48
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:35:52 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-40 On Grade - 4 inch Storm Event
Project Description
I _
Solve For
Efficiency
Input Data
Discharge
0.36 W/s
Slope
0.01000 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
99.76
%
Intercepted Flow
0.36
ft3/s
Bypass Flow
0.00
ft3/s
Spread
3.25
ft
Depth
0.12
ft
Flow Area
0.18
ft2
Gutter Depression
0.02
ft
Total Depression
0.19
ft
Velocity
2.02
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.13
Grate Flow Ratio
0.94
Equivalent Cross Slope
0.11750
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.31
Total Interception Length
4.80
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/16/2019 4:35:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-43 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.44
W/s
Slope
0.01430
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
85.33
%
Intercepted Flow
1.23
ft3/s
Bypass Flow
0.21
ft'/s
Spread
5.26
ft
Depth
0.18
ft
Flow Area
0.45
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
3.20
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.06
Grate Flow Ratio
0.74
Equivalent Cross Slope
0.09963
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.14
Total Interception Length
10.56
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:53:26 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for DCB-43A In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
4.21
W/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
6.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
6.00
ft
Opening Height
0.50
ft
Curb Throat Type
Horizontal
Throat Incline Angle
90.00
degrees
Options
Calculation Option Use Both
Results
Spread
8.06 ft
Depth
0.26 ft
Gutter Depression
0.02 ft
Total Depression
0.19 ft
Open Grate Area
5.40 ft�
Active Grate Weir Length
8.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:55:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-44 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.19
W/s
Slope
0.01430
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
88.54
Intercepted Flow
1.05
ft3/s
Bypass Flow
0.14
ft'/s
Spread
4.87
ft
Depth
0.17
ft
Flow Area
0.39
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
3.06
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.07
Grate Flow Ratio
0.78
Equivalent Cross Slope
0.10282
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.16
Total Interception Length
9.57
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:49:58 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-44A On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.95
W/s
Slope
0.01430
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
91.95
%
Intercepted Flow
0.88
ft3/s
Bypass Flow
0.08
ft3/s
Spread
4.46
ft
Depth
0.16
ft
Flow Area
0.33
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
2.91
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.07
Grate Flow Ratio
0.82
Equivalent Cross Slope
0.10649
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.18
Total Interception Length
8.53
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:53:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-45 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.63
W/s
Slope
0.01430
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
83.13
%
Intercepted Flow
1.36
ft3/s
Bypass Flow
0.27
ft'/s
Spread
5.52
ft
Depth
0.19
ft
Flow Area
0.49
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
3.30
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.06
Grate Flow Ratio
0.72
Equivalent Cross Slope
0.09754
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.13
Total Interception Length
11.27
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:49:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-46 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.12
W/s
Slope
0.01430
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
89.50
%
Intercepted Flow
1.00
ft3/s
Bypass Flow
0.12
ft3/s
Spread
4.76
ft
Depth
0.17
ft
Flow Area
0.37
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
3.02
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.07
Grate Flow Ratio
0.79
Equivalent Cross Slope
0.10383
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.16
Total Interception Length
9.27
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:48:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-47 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.23
W/s
Slope
0.01430
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
88.00
%
Intercepted Flow
1.08
ft3/s
Bypass Flow
0.15
ft3/s
Spread
4.94
ft
Depth
0.17
ft
Flow Area
0.40
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
3.09
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.07
Grate Flow Ratio
0.77
Equivalent Cross Slope
0.10227
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.15
Total Interception Length
9.73
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:47:01 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-47A On Grade - 4inch Storm Event
Project Description I
Solve For Efficiency
Input Data
Discharge
0.14
W/s
Slope
0.01000
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
100.00
%
Intercepted Flow
0.14
ft3/s
Bypass Flow
0.00
ft3/s
Spread
2.10
ft
Depth
0.08
ft
Flow Area
0.09
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
1.63
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.18
Grate Flow Ratio
1.00
Equivalent Cross Slope
0.12332
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.48
Total Interception Length
3.14
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:07:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-48 On Grade - 4inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
0.85
W/s
Slope
0.01000
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
92.64
Intercepted Flow
0.79
ft3/s
Bypass Flow
0.06
ft'/s
Spread
4.57
ft
Depth
0.16
ft
Flow Area
0.34
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
2.47
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.09
Grate Flow Ratio
0.81
Equivalent Cross Slope
0.10542
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.20
Total Interception Length
7.35
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:47:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-48A In Sag - 4inch Storm Event
Project Description I
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat Incline Angle
Options
Calculation Option
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
Spread
P-50 mm (P-1-7/8")
Horizontal
Use Both
0.73 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
0.50 ft
90.00 degrees
2.95 ft
0.11 ft
0.02 ft
0.18 ft
2.70 ft2
5.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:48:12 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-48B On Grade - 4inch Storm Event
Project Description
I -
Solve For
Efficiency
Input Data
Discharge
0.36 W/s
Slope
0.02240 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
99.98
%
Intercepted Flow
0.36
ft3/s
Bypass Flow
0.00
ft3/s
Spread
2.69
ft
Depth
0.10
ft
Flow Area
0.13
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
2.76
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.08
Grate Flow Ratio
0.98
Equivalent Cross Slope
0.12147
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.25
Total Interception Length
6.00
ft
M
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:45:41 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for DCB-49 In Sag - 4inch Storm Event
Project Description I -
Solve For
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Opening Height
Curb Throat Type
Throat Incline Angle
Options
Calculation Option
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
Spread
P-50 mm (P-1-7/8")
Horizontal
Use Both
2.42 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
6.00 ft
50.00 %
6.00 ft
0.50 ft
90.00 degrees
5.70 ft
0.19 ft
0.02 ft
0.19 ft
5.40 ft2
8.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:46:25 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for DCB-49A In Sag - 4inch Storm Event
Project Description
Solve For Spread
Input Data
Discharge
Gutter Width
Gutter Cross Slope
Road Cross Slope
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type P-50 mm (P-1-7/8")
Clogging
Curb Opening Length
Opening Height
Curb Throat Type Horizontal
Throat Incline Angle
Options
Calculation Option Use Both
Results
Spread
Depth
Gutter Depression
Total Depression
Open Grate Area
Active Grate Weir Length
2.95 W/s
2.00 ft
0.04 ft/ft
0.03 ft/ft
2.00 in
2.00 ft
2.00 ft
6.00 ft
50.00 %
6.00 ft
0.50 ft
90.00 degrees
6.28 ft
0.21 ft
0.02 ft
0.18 ft
5.40 ft2
8.00 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:42:19 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-49AA On Grade - 4 inch Storm Event
Project Description
Solve For Efficiency
Input Data
Discharge
1.39
W/s
Slope
0.01700
ft/ft
Gutter Width
2.00
ft
Gutter Cross Slope
0.04
ft/ft
Road Cross Slope
0.03
ft/ft
Roughness Coefficient
0.013
Local Depression
2.00
in
Local Depression Width
2.00
ft
Grate Width
2.00
ft
Grate Length
3.00
ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00
%
Curb Opening Length
3.00
ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
87.12
%
Intercepted Flow
1.21
ft3/s
Bypass Flow
0.18
ft3/s
Spread
4.87
ft
Depth
0.17
ft
Flow Area
0.41
ft2
Gutter Depression
0.01
ft
Total Depression
0.18
ft
Velocity
3.42
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.06
Grate Flow Ratio
0.77
Equivalent Cross Slope
0.10275
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.14
Total Interception Length
10.76
ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:41:00 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for CB-49B On Grade - 4 inch Storm Event
Project Description
Solve For
Input Data
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Options
Calculation Option
Grate Flow Option
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
Efficiency
P-50 mm (P-1-7/8")
Use Both
Exclude None
2.09 W/s
0.01000 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
78.06 %
1.63 ft3/s
0.46 ft3/s
6.34 ft
0.22 ft
0.68 ft2
0.01 ft
0.18 ft
3.09 ft/s
6.99 ft/s
1.00
0.07
0.65
0.09186 ft/ft
1.50 ft
0.13
11.65 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:44:50 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for CB-49C On Grade - 4 inch Storm Event
Project Description
Solve For
Input Data
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Options
Calculation Option
Grate Flow Option
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
Efficiency
P-50 mm (P-1-7/8")
Use Both
Exclude None
2.18 W/s
0.01600 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
79.70 %
1.74 ft3/s
0.44 ft3/s
5.71 ft
0.21 ft
0.58 ft2
0.01 ft
0.18 ft
3.77 ft/s
6.99 ft/s
1.00
0.05
0.69
0.09635 ft/ft
1.50 ft
0.11
13.27 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:37:46 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for CB-50 On Grade - 4inch Storm Event
Project Description I
Solve For Efficiency
Input Data I
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Options
Calculation Option
Grate Flow Option
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
P-50 mm (P-1-7/8")
Use Both
Exclude None
1.80 W/s
0.01660 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
81.92 %
1.47 ft3/s
0.33 ft3/s
5.58 ft
0.19 ft
0.50 ft2
0.02 ft
0.18 ft
3.57 ft/s
6.99 ft/s
1.00
0.05
0.72
0.09713 ft/ft
1.50 ft
0.12
12.32 ft
M
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:43:24 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-50A On Grade - 4inch Storm Event
Project Description
I -
Solve For
Efficiency
Input Data
Discharge
0.85 W/s
Slope
0.01660 ft/ft
Gutter Width
2.00 ft
Gutter Cross Slope
0.04 ft/ft
Road Cross Slope
0.03 ft/ft
Roughness Coefficient
0.013
Local Depression
2.00 in
Local Depression Width
2.00 ft
Grate Width
2.00 ft
Grate Length
3.00 ft
Grate Type
P-50 mm (P-1-7/8")
Clogging
50.00 %
Curb Opening Length
3.00 ft
Options
Calculation Option Use Both
Grate Flow Option Exclude None
Results
Efficiency
93.91
%
Intercepted Flow
0.80
ft3/s
Bypass Flow
0.05
ft3/s
Spread
4.13
ft
Depth
0.15
ft
Flow Area
0.28
ft2
Gutter Depression
0.02
ft
Total Depression
0.18
ft
Velocity
3.00
ft/s
Splash Over Velocity
6.99
ft/s
Frontal Flow Factor
1.00
Side Flow Factor
0.07
Grate Flow Ratio
0.85
Equivalent Cross Slope
0.10947
ft/ft
Active Grate Length
1.50
ft
Length Factor
0.18
Total Interception Length
8.37
ft
M
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:36:57 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for CB-50B On Grade - 4 inch Storm Event
Project Description
Solve For
Input Data
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Options
Calculation Option
Grate Flow Option
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
Efficiency
P-50 mm (P-1-7/8")
Use Both
Exclude None
1.29 W/s
0.01600 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
88.11
1.14 ft3/s
0.15 ft3/s
4.79 ft
0.17 ft
0.39 ft2
0.01 ft
0.18 ft
3.29 ft/s
6.99 ft/s
1.00
0.06
0.78
0.10347 ft/ft
1.50 ft
0.15
10.20 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:14:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for CB-50D On Grade - 4 inch Storm Event
Project Description
Solve For
Input Data
Discharge
Slope
Gutter Width
Gutter Cross Slope
Road Cross Slope
Roughness Coefficient
Local Depression
Local Depression Width
Grate Width
Grate Length
Grate Type
Clogging
Curb Opening Length
Options
Calculation Option
Grate Flow Option
Results
Efficiency
Intercepted Flow
Bypass Flow
Spread
Depth
Flow Area
Gutter Depression
Total Depression
Velocity
Splash Over Velocity
Frontal Flow Factor
Side Flow Factor
Grate Flow Ratio
Equivalent Cross Slope
Active Grate Length
Length Factor
Total Interception Length
Efficiency
M
P-50 mm (P-1-7/8")
Use Both
Exclude None
1.65 W/s
0.01600 ft/ft
2.00 ft
0.04 ft/ft
0.03 ft/ft
0.013
2.00 in
2.00 ft
2.00 ft
3.00 ft
50.00 %
3.00 ft
83.97 %
1.39 ft3/s
0.26 ft3/s
5.28 ft
0.19 ft
0.47 ft2
0.01 ft
0.18 ft
3.49 ft/s
6.99 ft/s
1.00
0.06
0.74
0.09949 ft/ft
1.50 ft
0.13
11.58 ft
Bentley Systems, Inc. Haestad Methods SolN' '19�eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 11:42:50 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Proposed Wet Pond #1

Pre -Developed

WEDDINGTON POINTE
DA#1 PRE TIME OF CONCENTRATION CALCULATIONS
Sheet Flow
LDI PN# 1018330
*T=[0.07(nL)0.8/(P2)0.5(S)0.4]
Max. Elevation:
638
Min. Elevation:
634.75
Flow Length (ft):
100
Slope:
3.25%
Mannings (grass):
0.24
Precipitation (2yr, 24 hr):
3.6
Travel Time (hr)*:
0.18
Channel Flow
V=(1.49/n)R"'s'"
Max. Elevation
634.75
Min. Elevation
614.5
Flow Length (ft):
1,117.0
A=Cross sectional flow area (ft2)
8.33
P=Wetted perimeter (ft)
10.11
A/P= Hydraulic radius (ft)
0.82
Slope (ft/ft):
0.018
Manning's
0.025
Velocity (fps)
7.05
Tt = L/3600V (hr)
0.044
TIME OF CONCENTRATION (hr): 0.23
TIME OF CONCENTRATION (min): 13.72
4/25/2019

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 1\PRE-DEVELOPED RUNOFF.PPW
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/1/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:03 AM 4/25/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
PRE -DEVELOPED... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
PRE -DEVELOPED... Runoff CN-Area ..................... 4.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:03 AM 4/25/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Pre-Developed Runoff.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth
Return Event in
Pre
2
3.6000
Pre
10
5.2000
Pre
25
6.2000
Pre
50
7.0000
Pre100
7.9000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Qpeak
Node
ID
Type
Event
cu.ft Trun
hrs
PRE -DEVELOPED
AREA
2
42010
12.0500
PRE -DEVELOPED
AREA
10
81001
12.0200
PRE -DEVELOPED
AREA
25
107596
12.0200
PRE -DEVELOPED
AREA
50
129677
12.0200
PRE -DEVELOPED
AREA
100
155158
12.0200
Max
Qpeak Max WSEL Pond Storage
cfs ft cu.ft
14.19
27.81
37.03
44.58
53.20
*PRE -OUT
JCT
2
37982
R
12.0500
14.19
*PRE -OUT
JCT
10
74256
R
12.0200
27.81
*PRE -OUT
JCT
25
99138
R
12.0200
37.03
*PRE -OUT
JCT
50
119850
R
12.0200
44.58
*PRE -OUT
JCT
100
143795
R
12.0200
53.20
S/N:
Bentley PondPack (10.01.04.00)
11:03 AM
Bentley Systems, Inc.
4/25/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Pre-Developed Runoff.ppw
Title... Project Date: 4/1/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Union County
Storm Tag Name = Pre 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N:
Bentley PondPack (10.01.04.00)
11:03 AM
Bentley Systems, Inc.
4/25/2019

Type.... Tc Calcs
Name.... PRE -DEVELOPED
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Pre-Developed Runoff.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .2300 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .2300 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:03 AM 4/25/2019

Type.... Tc Calcs
Name.... PRE -DEVELOPED
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Pre-Developed Runoff.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:03 AM 4/25/2019

Type.... Runoff CN-Area
Name.... PRE -DEVELOPED
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Pre-Developed Runoff.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Pasture, grassland, or range - good 74 8.840 74.00
COMPOSITE AREA & WEIGHTED CN ---> 8.840 74.00 (74)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:03 AM 4/25/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- P -----
PRE-DEVELOPED... 3.01, 4.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 11:03 AM 4/25/2019

Water Quality

Wet Pond Design (NCDENR - 2007)
Project Name: Weddington Pointe
Job Number: 1018330
Step 1: Compute the water quality volume (WQV).
WQv (Ft3) = (3630) X (RD) X (Rv) X (AD)
Where:
WQV = Water Quality Volume (Ft)
AD = Drainage Area to Wet Pond (acres).
Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious)
Rp = Design Storm Rainfall Depth (in). Typically 1.0".
Percent Impervious = 76%
AD = 16.95 acres
Rp = 1.0 in
Rv = 0.73
WQv = 45,123 Ft"

Step 2: Determine Surface Area Requirements.
Average Permanent Pool Depth = 4.4 Feet
Percent Impervious = 76%
SA / DA Ratio = 2.09
Required Surface Area = 15,431 Ft2
Step 3: Preliminary Temporary Water Quality Drawdown Calculations
Pond Height above Orifice
= 2.9
feet
Orifice Invert Elevation
= 0.0
feet
Pond Surface Area at Height Above Orifice
= 15,431
square feet
Pond Surface Area at Orifice Invert Elevation
= 15,431
square feet
Orifice Diameter (D)
= 2.50
inches = 0.21 feet
Orifice Area (a)
= 0.0341
square feet
Average Surface Area (A)
= 15,431
square feet
Gravitational Constatnt (g)
= 32.2
ft/sec2
Head (H)
= 2.80
feet
Discharge Coefficient (C)
= 0.6
Time (t)
= 181,517
seconds = 2.10 days
Note:
The above calculation is based on the Bernoulli Equation where:
t : x a x (2g)° x (0 - H/3°.5)
Step 4: Compute Site Hydraulic Input Parameters.
Condition
Area (Ac)
CN
Tc (hours)
Pre -developed
16.95
70
0.4
Post -developed
16.95
92
0.0833
Results
Condition
Q2-year
Q10-year
Q25-year
Q50-year
Pre -developed
14.19
27.81
37.03
44.58
Post -developed
7.58
17.49
29.68
36.17

Permanent Pool Storage

Wet Pond#1 Stage Storage
Pond -Main Pool
Elev
Area (so
Inc
Storage
(cf)
Total
Storage
(cf)
611
11041
0
0
615
14704
51,490
51,490
616
15692
15,198
66,688
616.5
16985
8,169
74,857
0
0
0
0
Pond - Forebay
Elev
Area (so
Inc
Storage
c
614
4361
0
615
4948
4,655616
N4,655
5564
5,256616.5
6,294
2,96500
Total Volume (cf)
= 74,857
Total Surface Area (so
= 16,985
Average Depth (ft)
= 4.4
Forbay Volume Req. (15%)
= 11,229
Forbay Provided (cf)
= 12,875

Channel Protection

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 1\POST-DEVELOPED CP - WET POND.PPW
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Poitne
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
ON -SITE DET..... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
ON -SITE DET..... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
WET POND #1..... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Pond #1......... Outlet Input Data .................. 6.01
S/N:
Bentley PondPack (10.01.04.00)
3:06 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed CP - Wet Pond.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth Rainfall
Return Event in Type
Dev 1 3.0000 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0100
hrs
Output Time Step =
.0100
hrs
ICPM Ending Time =
-------------------------------
120.0000
hrs
RNF ID
----------------
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Node ID
Type
Event
cu.ft Trun
ON -SITE DET
AREA
1
132967
*POST -OUT
T-E
1
101962 R
WET POND #1
POND
1
132967
WET POND #1
OUT POND
1
101962 R
S/N:
Bentley PondPack (10.01.04.00)
Max
Qpeak
Qpeak
Max WSEL
Pond Storage
hrs
cfs
ft
cu.ft
11.9200
56.04
23.5000
.33
616.50
11.9200
56.04
23.5000
.33
620.63
118148
3:06 PM
Bentley Systems, Inc.
10/8/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed CP - Wet Pond.ppw
Title... Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Poitne
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = Dev 1
Union County
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed CP - Wet Pond.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed CP - Wet Pond.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Type.... Runoff CN-Area
Name.... ON -SITE DET
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed CP - Wet Pond.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Impervious Areas - Paved parking to 98 12.870 98.00
Open space (Lawns,parks etc.) - Goo 74 4.080 74.00
COMPOSITE AREA & WEIGHTED CN ---> 16.950 92.22 (92)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Type.... Vol: Elev-Area
Name.... WET POND #1
Page 5.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed CP - Wet Pond.ppw
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
616.50
23278
0
0
0
617.00
25381
72966
12161
12161
618.00
27565
79396
26465
38626
619.00
29548
85652
28551
67177
620.00
31587
91685
30562
97739
621.00
33683
97888
32629
130368
622.00
35835
104260
34753
165122
623.00
38044
110802
36934
202056
624.00
40309
117513
39171
241227
625.00
42631
124394
41465
282692
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1. EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #1
Page 6.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed CP - Wet Pond.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 616.50 ft
Increment = .10 ft
Max. Elev.= 625.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- -----------------------------
Orifice-Circular WQ ---> TW 616.500 625.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #1
Page 6.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed CP - Wet Pond.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = WQ
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 616.50 ft
Diameter = 2.50 in
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- O -----
ON-SITE DET... 3.01, 4.01
----- P -----
Pond #1... 6.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
WET POND #1... 5.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:06 PM 10/8/2019

Volume vs. Time
WET POND #1 Dev 1
120000
100000
80000
U
60000
0
40000
20000
0k===+-'
0 10 20 30 40 50 60 70 80 90 100 110 120
Time (hrs)

Post -Developed

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 1\POST-DEVELOPED DETENTION - WET PON]
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
ON -SITE DET..... Tc Calcs ........................... 3.01
ON -SITE UNDET... Tc Calcs ........................... 3.03
********************** CN CALCULATIONS *********************
ON -SITE DET..... Runoff CN-Area ..................... 4.01
ON -SITE UNDET... Runoff CN-Area ..................... 4.02
*********************** POND VOLUMES ***********************
WET POND #1..... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Pond #1......... Outlet Input Data .................. 6.01
S/N:
Bentley PondPack (10.01.04.00)
3:09 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth
Return Event in
Dev
2
3.6000
Dev
10
5.2000
Dev
25
6.2000
Dev
50
7.0000
Dev100
7.9000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event
cu.ft
Trun
hrs
cfs
ft cu.ft
ON -SITE DET
AREA
2
168089
11.9160
70.14
ON -SITE DET
AREA
10
263564
11.9160
107.25
ON -SITE DET
AREA
25
323940
11.9160
130.21
ON -SITE DET
AREA
50
372448
11.9160
148.48
ON -SITE DET
AREA
100
427176
11.9160
168.95
ON -SITE UNDET
AREA
2
21290
12.0490
7.19
ON -SITE UNDET
AREA
10
41050
12.0200
14.09
ON -SITE UNDET
AREA
25
54528
12.0200
18.77
ON -SITE UNDET
AREA
50
65718
12.0200
22.59
ON -SITE UNDET
AREA
100
78632
12.0200
26.96
*POST -OUT
JCT
2
34633
R
12.0490
7.48
*POST -OUT
JCT
10
141732
R
12.0810
17.49
*POST -OUT
JCT
25
210651
R
12.0510
29.68
*POST -OUT
JCT
50
266391
R
12.0500
36.17
*POST -OUT
JCT
100
329596
R
12.0440
49.24
S/N:
Bentley PondPack (10.01.04.00)
3:09 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
cu.ft
Trun
hrs
cfs
ft
cu.ft
WET
POND
#1
IN
POND
2
157719
R
11.9160
70.14
WET
POND
#1
IN
POND
10
248280
R
11.9160
107.25
WET
POND
#1
IN
POND
25
305595
R
11.9160
130.21
WET
POND
#1
IN
POND
50
351669
R
11.9160
148.48
WET
POND
#1
IN
POND
100
403663
R
11.9160
168.95
WET
POND
#1
OUT
POND
2
36870
R
19.1170
.88
621.35
142447
WET
POND
#1
OUT
POND
10
125530
R
12.5890
7.44
622.04
166405
WET
POND
#1
OUT
POND
25
182106
R
12.4200
12.38
622.86
196852
WET
POND
#1
OUT
POND
50
227706
R
12.3380
16.14
623.57
224132
WET
POND
#1
OUT
POND
100
279250
R
12.1960
22.96
624.25
251488
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
Title... Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Union County
Storm Tag Name = Dev 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE UNDET
Page 3.03
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .2300 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .2300 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE UNDET
Page 3.04
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Runoff CN-Area
Name.... ON -SITE DET
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Impervious Areas - Paved parking to 98 12.870 98.00
Open space (Lawns,parks etc.) - Goo 74 4.080 74.00
COMPOSITE AREA & WEIGHTED CN ---> 16.950 92.22 (92)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Runoff CN-Area
Name.... ON -SITE UNDET
Page 4.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Open space (Lawns,parks etc.) - Goo 74 4.480 74.00
COMPOSITE AREA & WEIGHTED CN ---> 4.480 74.00 (74)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Vol: Elev-Area
Name.... WET POND #1
Page 5.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
616.50
23278
0
0
0
617.00
25381
72966
12161
12161
618.00
27565
79396
26465
38626
619.00
29548
85652
28551
67177
620.00
31587
91685
30562
97739
621.00
33683
97888
32629
130368
622.00
35835
104260
34753
165122
623.00
38044
110802
36934
202056
624.00
40309
117513
39171
241227
625.00
42631
124394
41465
282692
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1. EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #1
Page 6.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 616.50 ft
Increment = .10 ft
Max. Elev.= 625.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
Orifice-Area
----
DT
--->
-------
CO
---------
621.300
---------
625.000
Inlet Box
RO
--->
CO
623.500
625.000
Orifice -Circular
WQ
--->
CO
616.500
625.000
Culvert -Circular
CO
--->
TW
615.310
625.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #1
Page 6.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID = DT
Structure Type = Orifice -Area
------------------------------------
# of Openings = 1
Invert Elev. = 621.30 ft
Area = 2.0000 sq.ft
Top of Orifice = 622.30 ft
Datum Elev. = 621.30 ft
Orifice Coeff. _ .600
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 623.50
ft
Orifice Area
= 25.0000
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00
ft
Weir Coeff.
= 3.000
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = WQ
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 616.50 ft
Diameter = 2.50 in
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #1
Page 6.03
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 1\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 18.00
in
Upstream Invert
= 615.31
ft
Dnstream Invert
= 614.50
ft
Horiz. Length
= 90.49
ft
Barrel Length
= 90.49
ft
Barrel Slope
= .00895
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation
form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio (HW/D) _
.000
T2 ratio (HW/D) =
1.302
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 615.31 ft ---> Flow = 7.58 cfs
At T2 Elev = 617.26 ft ---> Flow = 8.66 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum
Iterations=
40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- O -----
ON-SITE DET... 3.01, 4.01
ON -SITE UNDET... 3.03, 4.02
----- P -----
Pond #1... 6.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
WET POND #1... 5.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/8/2019

Buoyancy Calculations

Bouyancy Calculations
Volume of Water Displaced (Structure)
Structure Dimensions:
Inner Length = 5
Feet
Inner Width = 5
Feet
Thickness = 0.5
Feet
Height = 10.5
Feet
Volume = 378
Cubic Feet
Specific Weight of Water =
62.4
Pounds per Cubic Foot
Weight of Displaced Volume =
23,587
Pounds
Volume of Water Displaced (Base):
Structure Dimensions:
Flange = 1
Feet
Length = 8
Feet
Width = 8
Feet
Height = 2
Feet
Volume = 128
Cubic Feet
Specific Weight of Water =
62.4
Pounds per Cubic Foot
Weight of Displaced Volume =
7,987
Pounds
Total Weight of Displaced Volume =
31,574
Pounds

Concrete Volume of Structure
Concrete Volume:
Inner Length = 5
Feet
Inner Width = 5
Feet
Thickness = 0.5
Feet
Height = 10.5
Feet
Volume = 116
Cubic Feet
Specific Weight of Concrete =
150
Pounds per Cubic Foot
Weight of Concrete =
17,325
Pounds
Volume of Concrete Required (Base):
Concrete Volume:
Flange = 1
Feet
Length = 8
Feet
Width = 8
Feet
Height = 2
Feet
Volume = 128
Cubic Feet
Specific Weight of Concrete =
150
Pounds per Cubic Foot
Weight of Concrete =
19,200
Pounds
Total Weight of Concrete =
36,525
Pounds
Factor of Safety (Minimum = 1) =
1.2

8ft
Pond Section
Ballast Pad Schematic
8ft
5' x 5' Riser
Ballast Pad
2ft

Proposed Wet Pond #2

Pre -Developed

WEDDINGTON POINTE
DA#2 PRE TIME OF CONCENTRATION CALCULATIONS
Sheet Flow
LDI PN# 1018330
*T=[0.07(nL)0.8/(P2)0.5(S)0.4]
Max. Elevation:
643.75
Min. Elevation:
642.25
Flow Length (ft):
100
Slope:
1.50%
Mannings (grass):
0.24
Precipitation (2yr, 24 hr):
3.6
Travel Time (hr)*:
0.25
Shallow Concentrated **UnPaved: V=16.1345(S)0.5
Max. Elevation:
642.25
Min. Elevation:
614
Flow Length (ft):
1276
Slope:
2.21 %
Velocity (fps)**:
2.40
Travel Time (hr):
0.15
TIME OF CONCENTRATION (hr): 0.40
TIME OF CONCENTRATION (min): 23.95
4/25/2019

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 2\PRE-DEVELOPED RUNOFF.PPW
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/1/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 12:52 PM 4/25/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
PRE -DEVELOPED #2 Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
PRE -DEVELOPED #2 Runoff CN-Area ..................... 4.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 12:52 PM 4/25/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Pre-Developed Runoff.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth
Return Event in
Pre
2
3.6000
Pre
10
5.2000
Pre
25
6.2000
Pre
50
7.0000
Pre100
7.9000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Qpeak
Node
ID
Type
Event
cu.ft Trun
hrs
PRE -DEVELOPED
#2
AREA
2
49518
12.1580
PRE -DEVELOPED
#2
AREA
10
95480
12.1060
PRE -DEVELOPED
#2
AREA
25
126828
12.1060
PRE -DEVELOPED
#2
AREA
50
152855
12.1060
PRE -DEVELOPED
#2
AREA
100
182890
12.1060
Max
Qpeak Max WSEL Pond Storage
cfs ft cu.ft
12.73
25.35
33.90
40.93
48.97
*PRE -OUT
JCT
2
44598
R
12.1580
12.73
*PRE -OUT
JCT
10
87237
R
12.1060
25.35
*PRE -OUT
JCT
25
116492
R
12.1060
33.90
*PRE -OUT
JCT
50
140846
R
12.1060
40.93
*PRE -OUT
JCT
100
169004
R
12.1060
48.97
S/N:
Bentley PondPack (10.01.04.00)
12:52 PM
Bentley Systems, Inc.
4/25/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Pre-Developed Runoff.ppw
Title... Project Date: 4/1/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Union County
Storm Tag Name = Pre 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N:
Bentley PondPack (10.01.04.00)
12:52 PM
Bentley Systems, Inc.
4/25/2019

Type.... Tc Calcs
Name.... PRE -DEVELOPED #2
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Pre-Developed Runoff.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .4000 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .4000 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 12:52 PM 4/25/2019

Type.... Tc Calcs
Name.... PRE -DEVELOPED #2
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Pre-Developed Runoff.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 12:52 PM 4/25/2019

Type.... Runoff CN-Area
Name.... PRE -DEVELOPED #2
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Pre-Developed Runoff.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Pasture, grassland, or range - good 74 10.420 74.00
COMPOSITE AREA & WEIGHTED CN ---> 10.420 74.00 (74)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 12:52 PM 4/25/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- P -----
PRE-DEVELOPED #2... 3.01, 4.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 12:52 PM 4/25/2019

Water Quality

Wet Pond Design (NCDENR - 2007)
Project Name: Weddington Pointe
Job Number: 1018330
Step 1: Compute the water quality volume (WQV).
WQv (Ft3) = (3630) X (RD) X (Rv) X (AD)
Where:
WQV = Water Quality Volume (Ft)
AD = Drainage Area to Wet Pond (acres).
Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious)
Rp = Design Storm Rainfall Depth (in). Typically 1.0".
Percent Impervious = 66%
AD = 4.23 acres
Rp = 1.0 in
Rv = 0.65
WQv = 9,948 Ft"

Step 2: Determine Surface Area Requirements.
Average Permanent Pool Depth = 3.8 Feet
Percent Impervious = 66%
SA / DA Ratio = 2.09
Required Surface Area = 3,851 Ft
Step 3: Preliminary Temporary Water Quality Drawdown Calculations
Pond Height above Orifice
= 2.6
feet
Orifice Invert Elevation
= 0.0
feet
Pond Surface Area at Height Above Orifice
= 3,851
square feet
Pond Surface Area at Orifice Invert Elevation
= 3,851
square feet
Orifice Diameter (D)
= 1.00
inches = 0.08 feet
Orifice Area (a)
= 0.0055
square feet
Average Surface Area (A)
= 3,851
square feet
Gravitational Constatnt (g)
= 32.2
ft/sec2
Head (H)
= 2.56
feet
Discharge Coefficient (C)
= 0.6
Time (t)
= 270,832
seconds = 3.13 days
Note:
The above calculation is based on the Bernoulli Equation where:
t : x a x (2g)° x (0 - H/3°.5)
Step 4: Compute Site Hydraulic Input Parameters.
Condition
Area (Ac)
CN
Tc (hours)
Pre -developed
4.23
70
0.4
Post -developed
4.23
85
0.0833
Results
Condition
Q2-year
Q10-year
Q25-year
Q50-year
Pre -developed
12.73
25.35
33.90
40.93
Post -developed
3.92
7.66
23.29
27.39

Permanent Pool Storage

Wet Pond#2 Stage Storage
Pond -Main Pool
Elev
Area (so
Inc
Storage
(cf)
Total
Storage
(cf)
610
1198
0
0
615
3014
10,530
10,530
616
3469
3,242
13,772
616.5
4096
1,891
15,663
0
0
0
0
Pond - Forebay
Elev
Area (so
Inc
Storage
c
Total
Storage
c
612
142
0
0
615
735
1,316
1,316
616
993
864
2,180
616.5
1,224
554
2,734
0
0
0
0
Total Volume (cf)
= 15,663
Total Surface Area (so
= 4,096
Average Depth (ft)
= 3.8
Forbay Volume Req. (15%)
= 2,349
Forbay Provided (cf)
= 2,734

Channel Protection

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 2\POST-DEVELOPED CP - WET POND.PPW
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
ON -SITE DET..... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
ON -SITE DET..... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
WET POND #2..... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Pond #2......... Outlet Input Data .................. 6.01
S/N:
Bentley PondPack (10.01.04.00)
3:15 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed CP - Wet Pond.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth Rainfall
Return Event in Type
Dev 1 3.0000 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0100
hrs
Output Time Step =
.0100
hrs
ICPM Ending Time =
-------------------------------
120.0000
hrs
RNF ID
----------------
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Node ID
Type
Event
cu.ft Trun
ON -SITE DET
AREA
1
30465
*POST -OUT
T-E
1
17115
WET POND #2
POND
1
30465
WET POND #2
OUT POND
1
17115
S/N:
Bentley PondPack (10.01.04.00)
Max
Qpeak
Qpeak
Max WSEL
Pond Storage
hrs
cfs
ft
cu.ft
11.9200
13.01
20.5900
.05
616.50
11.9200
13.01
20.5900
.05
620.14
28237
3:15 PM
Bentley Systems, Inc.
10/8/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed CP - Wet Pond.ppw
Title... Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = Dev 1
Union County
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed CP - Wet Pond.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed CP - Wet Pond.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Type.... Runoff CN-Area
Name.... ON -SITE DET
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed CP - Wet Pond.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Impervious Areas - Paved parking to 98 2.810 98.00
Open space (Lawns,parks etc.) - Goo 74 1.420 74.00
COMPOSITE AREA & WEIGHTED CN ---> 4.230 89.94 (90)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Type.... Vol: Elev-Area
Name.... WET POND #2
Page 5.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed CP - Wet Pond.ppw
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
616.50
5320
0
0
0
617.00
6344
17473
2912
2912
618.00
7448
20666
6889
9801
619.00
8488
23887
7962
17763
620.00
9585
27093
9031
26794
621.00
10738
30468
10156
36950
622.00
11948
34013
11338
48288
623.00
13214
37727
12576
60864
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1. EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed CP - Wet Pond.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 616.50 ft
Increment = .10 ft
Max. Elev.= 623.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- -----------------------------
Orifice-Circular WQ ---> TW 616.500 623.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed CP - Wet Pond.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = WQ
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 616.50 ft
Diameter = 1.00 in
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- O -----
ON-SITE DET... 3.01, 4.01
----- P -----
Pond #2... 6.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
WET POND #2... 5.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:15 PM 10/8/2019

Volume vs. Time
WET POND #2 Dev 1
20000
10000
A
0 10 20 30 40 50 60 70 80 90 100 110 120
Time (hrs)

Post -Developed

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 2\POST-DEVELOPED DETENTION - WET PON]
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
ON -SITE DET..... Tc Calcs ........................... 3.01
ON -SITE UNDET... Tc Calcs ........................... 3.03
********************** CN CALCULATIONS *********************
ON -SITE DET..... Runoff CN-Area ..................... 4.01
ON -SITE UNDET... Runoff CN-Area ..................... 4.02
*********************** POND VOLUMES ***********************
WET POND #2..... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Pond #2......... Outlet Input Data .................. 6.01
S/N:
Bentley PondPack (10.01.04.00)
3:18 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth
Return Event in
Dev
2
3.6000
Dev
10
5.2000
Dev
25
6.2000
Dev
50
7.0000
Dev100
7.9000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event
cu.ft
Trun
hrs
cfs
ft cu.ft
ON -SITE DET
AREA
2
32295
11.9170
13.94
ON -SITE DET
AREA
10
54548
11.9160
23.23
ON -SITE DET
AREA
25
68949
11.9160
29.07
ON -SITE DET
AREA
50
80633
11.9160
33.74
ON -SITE DET
AREA
100
93900
11.9160
38.98
ON -SITE UNDET
AREA
2
9171
11.9270
3.89
ON -SITE UNDET
AREA
10
17685
11.9270
7.66
ON -SITE UNDET
AREA
25
23491
11.9250
10.16
ON -SITE UNDET
AREA
50
28312
11.9170
12.23
ON -SITE UNDET
AREA
100
33875
11.9170
14.59
*POST -OUT
JCT
2
9805
R
11.9270
3.92
*POST -OUT
JCT
10
38404
R
11.9270
7.70
*POST -OUT
JCT
25
57456
R
12.0260
23.29
*POST -OUT
JCT
50
73041
R
11.9460
27.39
*POST -OUT
JCT
100
90839
R
11.9270
30.71
S/N:
Bentley PondPack (10.01.04.00)
3:18 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
cu.ft
Trun
hrs
cfs
ft
cu.ft
WET
POND
#2
IN
POND
2
29939
R
11.9170
13.94
WET
POND
#2
IN
POND
10
50933
R
11.9160
23.23
WET
POND
#2
IN
POND
25
64554
R
11.9160
29.07
WET
POND
#2
IN
POND
50
75618
R
11.9160
33.74
WET
POND
#2
IN
POND
100
88190
R
11.9160
38.98
WET
POND
#2
OUT
POND
2
4953
17.4010
.05
620.17
28449
WET
POND
#2
OUT
POND
10
25383
12.1270
4.58
620.30
29766
WET
POND
#2
OUT
POND
25
38860
12.0470
15.71
620.62
32927
WET
POND
#2
OUT
POND
50
49846
12.0550
16.40
620.97
36660
WET
POND
#2
OUT
POND
100
62345
12.0560
17.39
621.44
41817
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
Title... Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Union County
Storm Tag Name = Dev 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE UNDET
Page 3.03
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE UNDET
Page 3.04
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Runoff CN-Area
Name.... ON -SITE DET
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Impervious Areas - Paved parking to 98 1.860 98.00
Open space (Lawns,parks etc.) - Goo 74 2.370 74.00
COMPOSITE AREA & WEIGHTED CN ---> 4.230 84.55 (85)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Runoff CN-Area
Name.... ON -SITE UNDET
Page 4.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Open space (Lawns,parks etc.) - Goo 74 1.930 74.00
COMPOSITE AREA & WEIGHTED CN ---> 1.930 74.00 (74)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Vol: Elev-Area
Name.... WET POND #2
Page 5.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
616.50
5320
0
0
0
617.00
6344
17473
2912
2912
618.00
7448
20666
6889
9801
619.00
8488
23887
7962
17763
620.00
9585
27093
9031
26794
621.00
10738
30468
10156
36950
622.00
11948
34013
11338
48288
623.00
13214
37727
12576
60864
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1. EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 616.50 ft
Increment = .10 ft
Max. Elev.= 623.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
Orifice-Area
----
DT
--->
-------
CO
---------
620.200
---------
623.000
Inlet Box
RO
--->
CO
621.250
623.000
Orifice -Circular
WQ
--->
CO
616.500
623.000
Culvert -Circular
CO
--->
TW
615.320
623.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID = DT
Structure Type = Orifice -Area
------------------------------------
# of Openings = 3
Invert Elev. = 620.20 ft
Area = 3.0000 sq.ft
Top of Orifice = 621.20 ft
Datum Elev. = 620.20 ft
Orifice Coeff. _ .600
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 621.25
ft
Orifice Area
= 25.0000
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00
ft
Weir Coeff.
= 3.000
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = WQ
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 616.50 ft
Diameter = 1.00 in
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.03
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 2\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 18.00
in
Upstream Invert
= 615.32
ft
Dnstream Invert
= 614.00
ft
Horiz. Length
= 132.03
ft
Barrel Length
= 132.04
ft
Barrel Slope
= .01000
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation
form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio (HW/D) _
.000
T2 ratio (HW/D) =
1.302
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 615.32 ft ---> Flow = 7.58 cfs
At T2 Elev = 617.27 ft ---> Flow = 8.66 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum
Iterations=
40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- O -----
ON-SITE DET... 3.01, 4.01
ON -SITE UNDET... 3.03, 4.02
----- P -----
Pond #2... 6.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
WET POND #2... 5.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:18 PM 10/8/2019

Buoyancy Calculations

Bouyancy Calculations
Volume of Water Displaced (Structure)
Structure Dimensions:
Inner Length = 5
Feet
Inner Width = 5
Feet
Thickness = 0.5
Feet
Height = 7.75
Feet
Volume = 279
Cubic Feet
Specific Weight of Water =
62.4
Pounds per Cubic Foot
Weight of Displaced Volume =
17,410
Pounds
Volume of Water Displaced (Base):
Structure Dimensions:
Flange = 1
Feet
Length = 8
Feet
Width = 8
Feet
Height = 2
Feet
Volume = 128
Cubic Feet
Specific Weight of Water =
62.4
Pounds per Cubic Foot
Weight of Displaced Volume =
7,987
Pounds
Total Weight of Displaced Volume =
25,397
Pounds

Concrete Volume of Structure
Concrete Volume:
Inner Length = 5
Feet
Inner Width = 5
Feet
Thickness = 0.5
Feet
Height = 7.75
Feet
Volume = 85
Cubic Feet
Specific Weight of Concrete =
150
Pounds per Cubic Foot
Weight of Concrete =
12,788
Pounds
Volume of Concrete Required (Base):
Concrete Volume:
Flange = 1
Feet
Length = 8
Feet
Width = 8
Feet
Height = 2
Feet
Volume = 128
Cubic Feet
Specific Weight of Concrete =
150
Pounds per Cubic Foot
Weight of Concrete =
19,200
Pounds
Total Weight of Concrete =
31,988
Pounds
Factor of Safety (Minimum = 1) =
1.3

8ft
Pond Section
Ballast Pad Schematic
8ft
5' x 5' Riser
Ballast Pad
2ft

Proposed Wet Pond #3

Pre -Developed

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 3\PRE-DEVELOPED RUNOFF.PPW
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/1/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 1:14 PM 4/25/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
PRE -DEVELOPED #3 Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
PRE -DEVELOPED #3 Runoff CN-Area ..................... 4.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 1:14 PM 4/25/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Pre-Developed Runoff.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth
Return Event in
Pre
2
3.6000
Pre
10
5.2000
Pre
25
6.2000
Pre
50
7.0000
Pre100
7.9000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Qpeak
Node
ID
Type
Event
cu.ft Trun
hrs
PRE -DEVELOPED
#3
AREA
2
16052
12.0990
PRE -DEVELOPED
#3
AREA
10
33292
12.0990
PRE -DEVELOPED
#3
AREA
25
45407
12.0980
PRE -DEVELOPED
#3
AREA
50
55603
12.0980
PRE -DEVELOPED
#3
AREA
100
67483
12.0980
Max
Qpeak Max WSEL Pond Storage
cfs ft cu.ft
4.39
9.69
13.36
16.41
19.93
*PRE -OUT
JCT
2
14291
R
12.0990
4.39
*PRE -OUT
JCT
10
30192
R
12.0990
9.69
*PRE -OUT
JCT
25
41449
R
12.0980
13.36
*PRE -OUT
JCT
50
50955
R
12.0980
16.41
*PRE -OUT
JCT
100
62058
R
12.0980
19.93
S/N:
Bentley PondPack (10.01.04.00)
1:14 PM
Bentley Systems, Inc.
4/25/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Pre-Developed Runoff.ppw
Title... Project Date: 4/1/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Union County
Storm Tag Name = Pre 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N:
Bentley PondPack (10.01.04.00)
1:14 PM
Bentley Systems, Inc.
4/25/2019

Type.... Tc Calcs
Name.... PRE -DEVELOPED #3
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Pre-Developed Runoff.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .3300 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .3300 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 1:14 PM 4/25/2019

Type.... Tc Calcs
Name.... PRE -DEVELOPED #3
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Pre-Developed Runoff.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 1:14 PM 4/25/2019

Type.... Runoff CN-Area
Name.... PRE -DEVELOPED #3
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Pre-Developed Runoff.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Pasture, grassland, or range - fair 69 4.360 69.00
COMPOSITE AREA & WEIGHTED CN ---> 4.360 69.00 (69)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 1:14 PM 4/25/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- P -----
PRE-DEVELOPED #3... 3.01, 4.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 1:14 PM 4/25/2019

Water Quality

Wet Pond Design (NCDENR - 2007)
Project Name: Weddington Pointe
Job Number: 1018330
Step 1: Compute the water quality volume (WQV).
WQv (Ft3) = (3630) X (RD) X (Rv) X (AD)
Where:
WQV = Water Quality Volume (Ft)
AD = Drainage Area to Wet Pond (acres).
Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious)
Rp = Design Storm Rainfall Depth (in). Typically 1.0".
Percent Impervious = 63%
AD = 13.67 acres
Rp = 1.0 in
Rv = 0.62
WQv = 30,577 Ft"

Step 2: Determine Surface Area Requirements.
Average Permanent Pool Depth =®Feet
Percent Impervious = 63%
SA / DA Ratio = 1.77
Required Surface Area = 10,540 Ft2
Step 3: Preliminary Temporary Water Quality Drawdown Calculations
Pond Height above Orifice
= 2.9
feet
Orifice Invert Elevation
= 0.0
feet
Pond Surface Area at Height Above Orifice
= 10,540
square feet
Pond Surface Area at Orifice Invert Elevation
= 10,540
square feet
Orifice Diameter (D)
= 2.00
inches = 0.17 feet
Orifice Area (a)
= 0.0218
square feet
Average Surface Area (A)
= 10,540
square feet
Gravitational Constatnt (g)
= 32.2
ft/sec2
Head (H)
= 2.82
feet
Discharge Coefficient (C)
= 0.6
Time (t)
= 194,445
seconds = 2.25 days
Note:
The above calculation is based on the Bernoulli Equation where:
t : x a x (2g)° x (0 - H/3°.5)
Step 4: Compute Site Hydraulic Input Parameters.
Condition
Area (Ac)
CN
Tc (hours)
Pre -developed
13.67
70
0.4
Post -developed
13.67
84
0.0833
Results
Condition
Q2-year
Q10-year
Q25-year
Q50-year
Pre -developed
4.39
9.69
13.36
16.41
Post -developed
1.10
5.77
9.89
21.74

Permanent Pool Storage

Wet Pond#3 Stage Storage
Pond -Main Pool
Elev
Area (so
Inc
Storage
(cf)
Total
Storage
(cf)
607
5895
0
0
611
9297
30,384
30,384
612
10220
9,759
40,143
612.5
11423
5,411
45,553
0
0
0
0
Pond - Forebay
Elev
Area (so
Inc
Storage
c
Total
Storage
c
609
1345
0
0
611
2049
3,394
3,394
612
2446
2,248
5,642
612.5
2,870
1,329
6,971
0
0
0
0
Total Volume (cf)
= 45,553
Total Surface Area (so
= 11,423
Average Depth (ft)
= 4.0
Forbay Volume Req. (15%)
= 6,833
Forbay Provided (cf)
= 6,971

Channel Protection

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 3\POST-DEVELOPED CP - WET POND.PPW
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
ON -SITE DET..... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
ON -SITE DET..... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
WET POND #3..... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Pond #2......... Outlet Input Data .................. 6.01
S/N:
Bentley PondPack (10.01.04.00)
3:07 PM
Bentley Systems, Inc.
10/11/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed CP - Wet Pond.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth Rainfall
Return Event in Type
Dev 1 3.0000 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0100
hrs
Output Time Step =
.0100
hrs
ICPM Ending Time =
-------------------------------
120.0000
hrs
RNF ID
----------------
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Node ID
Type
Event
cu.ft Trun
ON -SITE DET
AREA
1
75240
*POST -OUT
T-E
1
60434 R
WET POND #3
POND
1
75240
WET POND #3
OUT POND
1
60434 R
S/N:
Bentley PondPack (10.01.04.00)
Max
Qpeak
Qpeak
Max WSEL
Pond Storage
hrs
cfs
ft
cu.ft
11.9200
32.52
23.0400
.20
612.50
11.9200
32.52
23.0400
.20
616.16
66802
3:07 PM
Bentley Systems, Inc.
10/11/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed CP - Wet Pond.ppw
Title... Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = Dev 1
Union County
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed CP - Wet Pond.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed CP - Wet Pond.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Type.... Runoff CN-Area
Name.... ON -SITE DET
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed CP - Wet Pond.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Impervious Areas - Paved parking to 98 8.600 98.00
Open space (Lawns,parks etc.) - Goo 61 5.070 61.00
COMPOSITE AREA & WEIGHTED CN ---> 13.670 84.28 (84)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Type.... Vol: Elev-Area
Name.... WET POND #3
Page 5.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed CP - Wet Pond.ppw
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
612.50
14292
0
0
0
613.00
15996
45408
7568
7568
614.00
17801
50671
16890
24458
615.00
19402
55787
18596
43054
616.00
21060
60676
20225
63280
617.00
22774
65734
21911
85191
618.00
24544
70960
23653
108845
619.00
26371
76356
25452
134297
620.00
28255
81923
27308
161604
621.00
30195
87659
29220
190824
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1. EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed CP - Wet Pond.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 612.50 ft
Increment = .10 ft
Max. Elev.= 621.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- -----------------------------
Orifice-Circular WQ ---> TW 612.500 621.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed CP - Wet Pond.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = WQ
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 612.50 ft
Diameter = 2.00 in
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- O -----
ON-SITE DET... 3.01, 4.01
----- P -----
Pond #2... 6.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
WET POND #3... 5.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:07 PM 10/11/2019

Volume vs. Time
WET POND #3 Dev 1
70000
60000
50000
40000
a�
E
0 30000
20000
10000
0'
0 10 20 30 40 50 60 70 80 90 100 110 120
Time (hrs)

Post -Developed

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 3\POST-DEVELOPED DETENTION - WET PON]
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
ON -SITE DET..... Tc Calcs ........................... 3.01
ON -SITE UNDET... Tc Calcs ........................... 3.03
********************** CN CALCULATIONS *********************
ON -SITE DET..... Runoff CN-Area ..................... 4.01
ON -SITE UNDET... Runoff CN-Area ..................... 4.02
*********************** POND VOLUMES ***********************
WET POND #3..... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Pond #2......... Outlet Input Data .................. 6.01
S/N:
Bentley PondPack (10.01.04.00)
3:09 PM
Bentley Systems, Inc.
10/11/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth
Return Event in
Dev
2
3.6000
Dev
10
5.2000
Dev
25
6.2000
Dev
50
7.0000
Dev100
7.9000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event
cu.ft
Trun
hrs
cfs
ft cu.ft
ON -SITE DET
AREA
2
100332
11.9170
43.36
ON -SITE DET
AREA
10
171348
11.9170
73.23
ON -SITE DET
AREA
25
217491
11.9160
92.11
ON -SITE DET
AREA
50
254991
11.9160
107.22
ON -SITE DET
AREA
100
297626
11.9160
124.18
ON -SITE UNDET
AREA
2
853
12.0000
.31
ON -SITE UNDET
AREA
10
2056
11.9260
.84
ON -SITE UNDET
AREA
25
2952
11.9260
1.24
ON -SITE UNDET
AREA
50
3726
11.9260
1.59
ON -SITE UNDET
AREA
100
4645
11.9270
2.00
*POST -OUT
JCT
2
22802
R
15.4170
1.10
*POST -OUT
JCT
10
88968
R
12.5120
5.77
*POST -OUT
JCT
25
132094
R
12.3790
9.89
*POST -OUT
JCT
50
167371
R
12.0650
21.74
*POST -OUT
JCT
100
207526
R
12.0270
23.53
S/N:
Bentley PondPack (10.01.04.00)
3:09 PM
Bentley Systems, Inc.
10/11/2019

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
cu.ft
Trun
hrs
cfs
ft
cu.ft
WET
POND
#3
IN
POND
2
92846
R
11.9170
43.36
WET
POND
#3
IN
POND
10
159782
R
11.9170
73.23
WET
POND
#3
IN
POND
25
203399
R
11.9160
92.11
WET
POND
#3
IN
POND
50
238890
R
11.9160
107.22
WET
POND
#3
IN
POND
100
279271
R
11.9160
124.18
WET
POND
#3
OUT
POND
2
37039
R
15.4750
1.09
616.44
72630
WET
POND
#3
OUT
POND
10
102437
R
12.5390
5.68
617.55
97940
WET
POND
#3
OUT
POND
25
145376
R
12.3800
9.72
618.55
122740
WET
POND
#3
OUT
POND
50
180441
R
12.1140
21.10
619.07
136180
WET
POND
#3
OUT
POND
100
220414
R
12.1310
22.51
619.88
158181
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
Title... Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Union County
Storm Tag Name = Dev 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Tc Calcs
Name.... ON -SITE UNDET
Page 3.03
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Tc Calcs
Name.... ON -SITE UNDET
Page 3.04
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Runoff CN-Area
Name.... ON -SITE DET
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Impervious Areas - Paved parking to 98 8.600 98.00
Open space (Lawns,parks etc.) - Goo 61 5.070 61.00
COMPOSITE AREA & WEIGHTED CN ---> 13.670 84.28 (84)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Runoff CN-Area
Name.... ON -SITE UNDET
Page 4.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Open space (Lawns,parks etc.) - Goo 61 .380 61.00
COMPOSITE AREA & WEIGHTED CN ---> .380 61.00 (61)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Vol: Elev-Area
Name.... WET POND #3
Page 5.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
612.50
14292
0
0
0
613.00
15996
45408
7568
7568
614.00
17801
50671
16890
24458
615.00
19402
55787
18596
43054
616.00
21060
60676
20225
63280
617.00
22774
65734
21911
85191
618.00
24544
70960
23653
108845
619.00
26371
76356
25452
134297
620.00
28255
81923
27308
161604
621.00
30195
87659
29220
190824
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1. EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 612.50 ft
Increment = .10 ft
Max. Elev.= 621.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
Orifice-Area
----
DT
--->
-------
CO
---------
616.250
---------
621.000
Inlet Box
RO
--->
CO
618.450
621.000
Orifice -Circular
WQ
--->
CO
612.500
621.000
Culvert -Circular
CO
--->
TW
612.370
621.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID = DT
Structure Type = Orifice -Area
------------------------------------
# of Openings = 1
Invert Elev. = 616.25 ft
Area = 1.0000 sq.ft
Top of Orifice = 617.25 ft
Datum Elev. = 616.25 ft
Orifice Coeff. _ .600
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 618.45
ft
Orifice Area
= 25.0000
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00
ft
Weir Coeff.
= 3.000
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = WQ
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 612.50 ft
Diameter = 2.00 in
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.03
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 3\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 18.00
in
Upstream Invert
= 612.37
ft
Dnstream Invert
= 611.75
ft
Horiz. Length
= 62.10
ft
Barrel Length
= 62.10
ft
Barrel Slope
= .00998
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation
form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio (HW/D) _
.000
T2 ratio (HW/D) =
1.302
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 612.37 ft ---> Flow = 7.58 cfs
At T2 Elev = 614.32 ft ---> Flow = 8.66 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum
Iterations=
40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- O -----
ON-SITE DET... 3.01, 4.01
ON -SITE UNDET... 3.03, 4.02
----- P -----
Pond #2... 6.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
WET POND #3... 5.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:09 PM 10/11/2019

Buoyancy Calculations

Bouyancy Calculations
Volume of Water Displaced (Structure)
Structure Dimensions:
Inner Length = 5
Feet
Inner Width = 5
Feet
Thickness = 0.5
Feet
Height = 8.95
Feet
Volume = 322
Cubic Feet
Specific Weight of Water =
62.4
Pounds per Cubic Foot
Weight of Displaced Volume =
20,105
Pounds
Volume of Water Displaced (Base):
Structure Dimensions:
Flange = 1
Feet
Length = 8
Feet
Width = 8
Feet
Height = 2
Feet
Volume = 128
Cubic Feet
Specific Weight of Water =
62.4
Pounds per Cubic Foot
Weight of Displaced Volume =
7,987
Pounds
Total Weight of Displaced Volume =
28,092
Pounds

Concrete Volume of Structure
Concrete Volume:
Inner Length = 5
Feet
Inner Width = 5
Feet
Thickness = 0.5
Feet
Height = 8.95
Feet
Volume = 98
Cubic Feet
Specific Weight of Concrete =
150
Pounds per Cubic Foot
Weight of Concrete =
14,768
Pounds
Volume of Concrete Required (Base):
Concrete Volume:
Flange = 1
Feet
Length = 8
Feet
Width = 8
Feet
Height = 2
Feet
Volume = 128
Cubic Feet
Specific Weight of Concrete =
150
Pounds per Cubic Foot
Weight of Concrete =
19,200
Pounds
Total Weight of Concrete =
33,968
Pounds
Factor of Safety (Minimum = 1) =
1.2

8ft
Pond Section
Ballast Pad Schematic
8ft
5' x 5' Riser
Ballast Pad
2ft

Proposed Wet Pond #4

Pre -Developed

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 4\PRE-DEVELOPED RUNOFF.PPW
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/1/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:16 PM 7/12/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
PRE -DEVELOPED #4 Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
PRE -DEVELOPED #4 Runoff CN-Area ..................... 4.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:16 PM 7/12/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Pre-Developed Runoff.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth
Return Event in
Pre
2
3.6000
Pre
10
5.2000
Pre
25
6.2000
Pre
50
7.0000
Pre100
7.9000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Qpeak
Node
ID
Type
Event
cu.ft Trun
hrs
PRE -DEVELOPED
#4
AREA
2
8026
12.1020
PRE -DEVELOPED
#4
AREA
10
16646
12.1020
PRE -DEVELOPED
#4
AREA
25
22703
12.1020
PRE -DEVELOPED
#4
AREA
50
27801
12.1020
PRE -DEVELOPED
#4
AREA
100
33741
12.1020
Max
Qpeak Max WSEL Pond Storage
cfs ft cu.ft
2.15
4.77
6.57
8.08
9.82
*PRE -OUT
JCT
2
7143
R
12.1020
2.15
*PRE -OUT
JCT
10
15092
R
12.1020
4.77
*PRE -OUT
JCT
25
20720
R
12.1020
6.57
*PRE -OUT
JCT
50
25472
R
12.1020
8.08
*PRE -OUT
JCT
100
31023
R
12.1020
9.82
S/N:
Bentley PondPack (10.01.04.00)
3:16 PM
Bentley Systems, Inc.
7/12/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Pre-Developed Runoff.ppw
Title... Project Date: 4/1/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Union County
Storm Tag Name = Pre 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N:
Bentley PondPack (10.01.04.00)
3:16 PM
Bentley Systems, Inc.
7/12/2019

Type.... Tc Calcs
Name.... PRE -DEVELOPED #4
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Pre-Developed Runoff.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .3400 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .3400 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:16 PM 7/12/2019

Type.... Tc Calcs
Name.... PRE -DEVELOPED #4
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Pre-Developed Runoff.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:16 PM 7/12/2019

Type.... Runoff CN-Area
Name.... PRE -DEVELOPED #4
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Pre-Developed Runoff.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Pasture, grassland, or range - fair 69 2.180 69.00
COMPOSITE AREA & WEIGHTED CN ---> 2.180 69.00 (69)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:16 PM 7/12/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- P -----
PRE-DEVELOPED #4... 3.01, 4.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:16 PM 7/12/2019

Water Quality

Wet Pond Design (NCDENR - 2007)
Project Name: Weddington Pointe
Job Number: 1018330
Step 1: Compute the water quality volume (WQV).
WQv (Ft3) = (3630) X (RD) X (Rv) X (AD)
Where:
WQV = Water Quality Volume (Ft)
AD = Drainage Area to Wet Pond (acres).
Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious)
Rp = Design Storm Rainfall Depth (in). Typically 1.0".
Percent Impervious = 76%
AD = 9.84 acres
Rp = 1.0 in
Rv = 0.74
WQv = 26,321 Ft"

Step 2: Determine Surface Area Requirements.
Average Permanent Pool Depth = 4.1 Feet
Percent Impervious = 76%
SA / DA Ratio = 2.09
Required Surface Area = 8,958 Ft2
Step 3: Preliminary Temporary Water Quality Drawdown Calculations
Pond Height above Orifice
= 2.9
feet
Orifice Invert Elevation
= 0.0
feet
Pond Surface Area at Height Above Orifice
= 8,958
square feet
Pond Surface Area at Orifice Invert Elevation
= 8,958
square feet
Orifice Diameter (D)
= 1.75
inches = 0.15 feet
Orifice Area (a)
= 0.0167
square feet
Average Surface Area (A)
= 8,958
square feet
Gravitational Constatnt (g)
= 32.2
ft/sec2
Head (H)
= 2.83
feet
Discharge Coefficient (C)
= 0.6
Time (t)
= 216,248
seconds = 2.50 days
Note:
The above calculation is based on the Bernoulli Equation where:
t : x a x (2g)° x (0 - H/3°.5)
Step 4: Compute Site Hydraulic Input Parameters.
Condition
Area (Ac)
CN
Tc (hours)
Pre -developed
9.84
70
0.4
Post -developed
9.84
89
0.0833
Results
Condition
Q2-year
Q10-year
Q25-year
Q50-year
Pre -developed
2.15
4.77
6.57
8.08
Post -developed
0.73
3.76
5.78
19.51

Permanent Pool Storage

Wet Pond#4 Stage Storage
Pond -Main Pool
Elev
Area (so
Inc
Storage
(cf)
Total
Storage
(cf)
609
5784
0
0
613
8674
28,916
28,916
614
9474
9,074
37,990
614.5
10607
5,020
43,010
0
0
0
0
Pond - Forebay
Elev
Area (so
Inc
Storage
c
610
766
0
613
1718
3,726
N82
614
2106
1,912
614.5
2,630
1,184
00
Total Volume (cf)
= 43,010
Total Surface Area (so
= 10,607
Average Depth (ft)
= 4.1
Forbay Volume Req. (15%)
= 6,452
Forbay Provided (cf)
= 6,822

Channel Protection

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 4\POST-DEVELOPED CP - WET POND.PPW
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
ON -SITE DET..... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
ON -SITE DET..... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
WET POND #4..... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Pond #2......... Outlet Input Data .................. 6.01
S/N:
Bentley PondPack (10.01.04.00)
3:30 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed CP - Wet Pond.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth Rainfall
Return Event in Type
Dev 1 3.0000 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0100
hrs
Output Time Step =
.0100
hrs
ICPM Ending Time =
-------------------------------
120.0000
hrs
RNF ID
----------------
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Node ID
Type
Event
cu.ft Trun
ON -SITE DET
AREA
1
67858
*POST -OUT
T-E
1
48472 R
WET POND #4
POND
1
67858
WET POND #4
OUT POND
1
48472 R
S/N:
Bentley PondPack (10.01.04.00)
Max
Qpeak
Qpeak
Max WSEL
Pond Storage
hrs
cfs
ft
cu.ft
11.9200
29.12
21.0400
.15
614.50
11.9200
29.12
21.0400
.15
618.06
61276
3:30 PM
Bentley Systems, Inc.
10/8/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed CP - Wet Pond.ppw
Title... Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = Dev 1
Union County
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed CP - Wet Pond.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed CP - Wet Pond.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Type.... Runoff CN-Area
Name.... ON -SITE DET
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed CP - Wet Pond.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Impervious Areas - Paved parking to 98 7.510 98.00
Open space (Lawns,parks etc.) - Goo 61 2.330 61.00
COMPOSITE AREA & WEIGHTED CN ---> 9.840 89.24 (89)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Type.... Vol: Elev-Area
Name.... WET POND #4
Page 5.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed CP - Wet Pond.ppw
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
614.50
13237
0
0
0
615.00
14980
42299
7050
7050
616.00
16811
47660
15887
22936
617.00
18558
53032
17677
40614
618.00
20361
58358
19453
60066
619.00
22221
63853
21284
81351
620.00
24137
69517
23172
104523
621.00
26110
75351
25117
129640
622.00
26110
78330
26110
155750
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1. EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed CP - Wet Pond.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 614.50 ft
Increment = .10 ft
Max. Elev.= 622.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- -----------------------------
Orifice-Circular WQ ---> TW 614.500 622.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed CP - Wet Pond.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = WQ
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 614.50 ft
Diameter = 1.75 in
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- O -----
ON-SITE DET... 3.01, 4.01
----- P -----
Pond #2... 6.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
WET POND #4... 5.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:30 PM 10/8/2019

Volume vs. Time
WET POND #4 Dev 1
70000
60000
50000
40000
a�
E
0 30000
20000
10000
0 k==� ''
0 10 20 30 40 50 60 70 80 90 100 110 120
Time (hrs)

Post -Developed

Job File: N:\ 2018\1018330\Docs\Calcs\Stormwater\Pond 4\POST-DEVELOPED DETENTION - WET PON]
Rain Dir: N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\
--------------------------
JOB TITLE
--------------------------
Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Union County.... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
ON -SITE DET..... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
ON -SITE DET..... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
WET POND #4..... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Pond #2......... Outlet Input Data .................. 6.01
S/N:
Bentley PondPack (10.01.04.00)
3:32 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Union County
Total
Depth
Return Event in
Dev
2
3.6000
Dev
10
5.2000
Dev
25
6.2000
Dev
50
7.0000
Dev100
7.9000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event
cu.ft
Trun
hrs
cfs
ft cu.ft
ON -SITE DET
AREA
2
87482
11.9160
37.27
ON -SITE DET
AREA
10
141546
11.9160
59.00
ON -SITE DET
AREA
25
176029
11.9160
72.51
ON -SITE DET
AREA
50
203836
11.9160
83.26
ON -SITE DET
AREA
100
235284
11.9160
95.29
*POST -OUT
JCT
2
15243
R
16.0160
.73
*POST -OUT
JCT
10
64895
R
12.6810
3.76
*POST -OUT
JCT
25
96564
R
12.5170
5.78
*POST -OUT
JCT
50
122277
R
12.1030
19.51
*POST -OUT
JCT
100
151349
R
12.0890
25.67
WET POND #4
IN
POND
2
81668
R
11.9160
37.27
WET POND #4
IN
POND
10
132840
R
11.9160
59.00
WET POND #4
IN
POND
25
165534
R
11.9160
72.51
WET POND #4
IN
POND
50
191916
R
11.9160
83.26
WET POND #4
IN
POND
100
221765
R
11.9160
95.29
S/N:
Bentley PondPack (10.01.04.00)
3:32 PM
Bentley Systems, Inc.
10/8/2019

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
cu.ft
Trun
hrs
cfs
ft
cu.ft
WET
POND
#4
OUT
POND
2
26700
R
16.1890
.73
618.35
67405
WET
POND
#4
OUT
POND
10
76827
R
12.6810
3.76
619.25
86952
WET
POND
#4
OUT
POND
25
109070
R
12.5170
5.78
620.09
106809
WET
POND
#4
OUT
POND
50
135175
R
12.1030
19.51
620.43
114999
WET
POND
#4
OUT
POND
100
164787
R
12.0890
25.67
620.93
127945
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Design Storms
Name.... Union County
Page 2.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
Title... Project Date: 4/2/2019
Project Engineer: ATB
Project Title: Weddington Pointe
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Union County
Storm Tag Name = Dev 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
------------------------
Total Tc: .0833 hrs
Calculated Tc G Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Tc Calcs
Name.... ON -SITE DET
Page 3.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Runoff CN-Area
Name.... ON -SITE DET
Page 4.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Impervious Areas - Paved parking to 98 7.510 98.00
Open space (Lawns,parks etc.) - Goo 61 2.330 61.00
COMPOSITE AREA & WEIGHTED CN ---> 9.840 89.24 (89)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Vol: Elev-Area
Name.... WET POND #4
Page 5.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
(cu.ft)
614.50
13237
0
0
0
615.00
14980
42299
7050
7050
616.00
16811
47660
15887
22936
617.00
18558
53032
17677
40614
618.00
20361
58358
19453
60066
619.00
22221
63853
21284
81351
620.00
24137
69517
23172
104523
621.00
26110
75351
25117
129640
622.00
26110
78330
26110
155750
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1. EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.01
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 614.50 ft
Increment = .10 ft
Max. Elev.= 622.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, ft
-----------------
Inlet Box
----
RO
--->
-------
CO
---------
620.050
---------
622.000
Orifice -Circular
WQ
--->
CO
614.500
622.000
Culvert -Circular
CO
--->
TW
614.020
622.000
Orifice -Circular
01
--->
TW
618.100
622.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.02
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 620.05
ft
Orifice Area
= 25.0000
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00
ft
Weir Coeff.
= 3.000
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = WQ
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 614.50 ft
Diameter = 1.75 in
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.03
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
------------------------------------
= Culvert -Circular
No. Barrels
= 1
Barrel Diameter
= 18.00
in
Upstream Invert
= 614.02
ft
Dnstream Invert
= 613.00
ft
Horiz. Length
= 102.85
ft
Barrel Length
= 102.86
ft
Barrel Slope
= .00992
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation
form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio (HW/D) _
.000
T2 ratio (HW/D) =
1.302
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 614.02 ft ---> Flow = 7.58 cfs
At T2 Elev = 615.97 ft ---> Flow = 8.66 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Type.... Outlet Input Data
Name.... Pond #2
Page 6.04
File.... N:\-2018\1018330\Docs\Calcs\Stormwater\Pond 4\Post-Developed Detention - Wet Pond
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 4
Invert Elev. = 618.10 ft
Diameter = 6.00 in
Orifice Coeff. _ .600
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum
Iterations=
40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- O -----
ON-SITE DET... 3.01, 4.01
----- P -----
Pond #2... 6.01
----- U -----
Union County... 2.01
----- W -----
Watershed... 1.01
WET POND #4... 5.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:32 PM 10/8/2019

Buoyancy Calculations

Bouyancy Calculations
Volume of Water Displaced (Structure)
Structure Dimensions:
Inner Length = 5
Feet
Inner Width = 5
Feet
Thickness = 0.5
Feet
Height = 8.55
Feet
Volume = 308
Cubic Feet
Specific Weight of Water =
62.4
Pounds per Cubic Foot
Weight of Displaced Volume =
19,207
Pounds
Volume of Water Displaced (Base):
Structure Dimensions:
Flange = 1
Feet
Length = 8
Feet
Width = 8
Feet
Height = 2
Feet
Volume = 128
Cubic Feet
Specific Weight of Water =
62.4
Pounds per Cubic Foot
Weight of Displaced Volume =
7,987
Pounds
Total Weight of Displaced Volume =
27,194
Pounds

Concrete Volume of Structure
Concrete Volume:
Inner Length = 5
Feet
Inner Width = 5
Feet
Thickness = 0.5
Feet
Height = 8.55
Feet
Volume = 94
Cubic Feet
Specific Weight of Concrete =
150
Pounds per Cubic Foot
Weight of Concrete =
14,108
Pounds
Volume of Concrete Required (Base):
Concrete Volume:
Flange = 1
Feet
Length = 8
Feet
Width = 8
Feet
Height = 2
Feet
Volume = 128
Cubic Feet
Specific Weight of Concrete =
150
Pounds per Cubic Foot
Weight of Concrete =
19,200
Pounds
Total Weight of Concrete =
33,308
Pounds
Factor of Safety (Minimum = 1) =
1.2

8ft
Pond Section
Ballast Pad Schematic
8ft
5' x 5' Riser
Ballast Pad
2ft

Rip -Rap Apron Sizing

Rip Rap Apron POND 1 OUTFALL Calculations
3
1
3 5 10 20 s0 100 200 s00
Discharge (ft3lsec)
Curves may not be extrapolated.
Design Of Riprap Apron Under Minimum Tailwater Conditions
Do= Pipe Diameter=18" RCP
Q10=7.44 cfs
W=DO+La=1.5'+ 10'=11.5'
Figure 8-1 d50=4"
CIi ."SIW TN7i$:1
s-5
Apron Thickness=1.5 x dmax=9"
4
3
1000

Rip Rap Apron POND #2 OUTFALL Calculations
3 5 10 20 s0 100 200 S00
Discharge (it3lsec)
Curves may not be extrapolated.
Design Of Riprap Apron Under Minimum Tailwater Conditions
Do= Pipe Diameter=18" RCP
Q 10=4.58 cfs
W=DO+La=1.5'+ 10'=11.5'
Figure 8-1 d50=4"
dmax= 1.5 x d50= 6"
s-s
Apron Thickness=1.5 x dmax=9"
4
3
c�
2
0
1000

Rip Rap Apron POND #3 OUTFALL Calculations
� sr
•.._all
1IMEil� NEIMINIMUM
1111,
@!"L111111 Igl>AI 11
law
®�i10 j �if•IOF� #�
slal>s��r1111 unnlipu •Ism
nue1���11u1 1lnwuwv��r�r .m 1
rsu�wrt.� �,r�uKt im�av�f.vJYrd ■�i�
Wllfrdllm m1111111i1if � 1• msmns■>amr�gpt��lla�
moIARIRI["iC11! 1111 111111111ni ® � t �.l�A■
m �IIIIIIn1111�Ri1 C� `� ..nrari�QJr '-
11m!liR t1111 1112LEuuT11111211 �E Aso . �s�rarro�r
111i1nm,W�1 Sli[lan
l _ .
i11I1>v��11, 1m
m>�i1i�oaultsO
10
u�ID>=
�
=
Curves may not be extrapolated.
Design Of Riprap Apron Under Minimum Tailwater Conditions
Do= Pipe Diameter=18" RCP
Q10=5.68 cfs
W=DO+La=1.5'+ 10'=11.5'
Figure 8-1 d50=4"
dmax= 1.5 x d50= 6"
s-s
Apron Thickness=1.5 x dmax=9"

Rip Rap Apron POND #4 OUTFALL Calculations
1
3 5 10 20 s0 100 200 S00
Discharge (it3lsec)
Curves may not be extrapolated.
Design Of Riprap Apron Under Minimum Tailwater Conditions
Do= Pipe Diameter=18" RCP
Q10=3.76 cfs
W=DO+La=1.5'+ 10'=11.5'
Figure 8-1 d50=4"
dmax= 1.5 x d50= 6"
s-s
Apron Thickness=1.5 x dmax=9"
4
3
c�
2
0
1000

Rip Rap Apron STORM OUTFALL 1 Calculations
10
0
30
Outlet k = Dp + 'a
pipe
diameter (Do)
�a �a
T iiwater < 0.5Da
J'
;
o �`
rot p'P� 60.,.
Leo 1
m 44
50..
3 5 10 20 50 100 200 500
Discharge (it3lsec)
Curves may not be extrapolated.
Design Of Riprap Apron Under Minimum Tailwater Conditions
4
3
c�
2
'__._' 0
1000
Do= Pipe Diameter=48" RCP W=DO+La=4'+26'=30'
Q10=71.58 cfs Figure 8-1 d50=10"
dmax= 1.5 x d50= 15"
s-s
Apron Thickness=1.5 x dmax=22.5"

Rip Rap Apron STORM OUTFALL 21 Calculations
20
10
0
30
Outlet k = Dp + 'a
pipe
diameter (Do)
�a �a
T iiwater < 0.5Da
J'
k�l
r 60..
veo .71 4 r {
3 5 10 20 50 100 200 500
Discharge (it3lsec)
Curves may not be extrapolated.
Design Of Riprap Apron Under Minimum Tailwater Conditions
4
3
c�
2
'__._' 0
1000
Do= Pipe Diameter=42" RCP W=DO+La=3.5'+22'=25.5'
Q10=60.13 cfs Figure 8-1 d50=9"
dmax= 1.5 x d50= 13.5"
s-s
Apron Thickness=1.5 x dmax=20.25"

Rip Rap Apron STORM OUTFALL 33 Calculations
10
0
3 5 10 20 s0 100 200 S00
Discharge (it3lsec)
Curves may not be extrapolated.
Design Of Riprap Apron Under Minimum Tailwater Conditions
2
0
1000
Do= Pipe Diameter=24" RCP W=DO+La=2'+14'=16'
Q10=18.25 cfs Figure 8-1 d50=5"
dmax= 1.5 x d50= 7.5"
s-s
Apron Thickness=1.5 x dmax=11.25"

Rip Rap Apron STORM OUTFALL 41 Calculations
30
Outlet k = Op + 'a
pipe
diameter (Do)
�a �a
T ilwater � O.5I)a
J'
,tor
o1 eogtrp.Q
61
v.
171I1�d3lm1'!�lIIIIIIIIq
- -
���
nusrusrt
�uumuunalpp®
i
mliliaSQI[Ym��lR11[Illllli[illi[C�
�lli�lmlulnklllllka
M31ll1R�fRlplullQ�llm>!
omms>.I[eal,�wnmlu�kulan
salmi
E1la��llB![IIA{
Rf71��lOt�l
t31I
1[
�!
[ffi�kk�i
I
mum,
ii l[k>slmE1
IIIOt�
1tEl�#
a>iilmlRl[IeAI
miqI{{
�muas[��lM_
_fi4p�w�ielm��
3 5 10 20 50 100 200 S00
Discharge (it3lsec)
Curves may not be extrapolated.
Design Of Riprap Apron Under Minimum Tailwater Conditions
MR
'_.._' 0
1000
Do= Pipe Diameter=36" RCP W=DO+La=3'+20'=23'
Q10=42.35 cfs Figure 8-1 d50=7"
dmax= 1.5 x d50= 10.5"
s-s
Apron Thickness=1.5 x dmax=15.75"

Off -Site Storm Calculations

OFFSITE STORM DRAINAGE CALCULATIONS NARRATIVE
The bypass storm drainage systems (FES-51 to FES-54, HW-1 to HW-2, HW-3 to HW-4, and HW-5
to HW-6) are sized using the 25 year storm intensity, rational method, and HY-8 culvert modeling.
Referencing sheets C-6.5, C-6.7, and sheet C-6.9, the drainage area for the aforementioned culverts are
calculated. The runoff coefficient for the storm drainage system is 0.7 and the rainfall intensity is 7.61
in/hr. Additional onsite drainage areas have been included for design flows for FES-51 to FES-54 and
HW-1 to HW-2. The bypass storm drainage system meets minimum flow requirements for the 25-year
storm event.
Based on the Culvert Analysis report and HY-8 modeling software, the minimum design flow
through proposed bypass systems (FES-51 to FES-54, HW-1 to HW-2, HW-3 to HW-4, and HW-5 to HW-6)
utilized a 7.61 in/hr rainfall intensity. The design flows utilized 8.4 in/hr and the maximum flows utilized
9.46 in/hr. Based on the HY-8 results, the HW/D does not exceed 1.2 in any instance and the headwater
elevation does not exceed the maximum elevation of the proposed roadways.

STORM CAD ANALYSIS RESULTS
(HEC-22 Energy Headloss Method)
Project: Weddington Pointe Storm Drainage Improvements
Job No.: 1018330
Location: Union County, NC
Storm Design: 25 Year
Diameter (in)
Start Node
Invert
(Upstream)
(ft)
Stop Node
Invert
(Downstream)
(ft)
Length
(Unified)
(ft)
Material
Inlet C
Catchment
Intensity
(inlh)
Area
(acres)
Manning's
n
Inlet Tc
(min)
Slope
(ftlft)
Velocity
(Average)
(ftls)
Total Flow
(ft31S)
Capacity
(Full Flow)
(ft31S)
Pipe Size
Label
RIM (ft)
Hydraulic
Grade Line
(In) (ft)
Hydraulic
Grade Line
(Out) (ft)
Headloss for
Conduit (ft) 3rd
Ed.
3X 4'
HW-1
629.41
HW-2
628.55
85.9
RCP
0.7
8.4
8.68
0.013
5
0.005
7.77
55.31
67.89
OK
HW-1
N/A
631.03
630.6
(N/A)
42
CB-22
612.78
FES-21
612.5
47.38
RCP
0.7
8.4
0.64
0.013
5
0.006
9.16
77.23
77.34
OK
CB-22
621.04
615.91
615.63
(N/A)
15
C B-22A
613.57
C B-22
612.78
131.06
RCP
0.7
8.4
0.12
0.013
5
0.006
3.73
4.58
5.02
OK
C B-22A
619.21
617.39
616.73
0.82
15
CB-22B
614.15
CB-22A
613.57
96.8
RCP
0.7
8.4
0.12
0.013
5
0.006
3.19
3.92
5
OK
CB-22B
617.8
617.91
617.55
0.17
15
CB-22C
614.35
CB-22B
614.15
34
RCP
0.7
8.4
0.5
0.013
5
0.006
2.6
3.19
4.95
OK
CB-22C
617.79
617.88
617.8
0.25
42
CB-23
612.99
CB-22
612.78
34
RCP
0.7
8.4
0.16
0.013
5
0.006
9.27
69.57
79.07
OK
CB-23
621.03
616.21
616.21
0.3
42
CB-24
613.55
CB-23
612.99
94.44
RCP
0.7
8.4
0.05
0.013
5
0.006
7.2
69.23
77.47
OK
CB-24
622.05
617.24
616.79
0.58
36
C B-24A
614.67
CB-24
614.06
82.58
RCP
0.7
8.4
0.66
0.013
5
0.007
7.01
49.57
57.32
OK
C B-24A
622.88
617.9
617.45
0.21
36
CB-25
616.17
CB-24A
614.67
199.4
RCP
0.7
8.4
0.03
0.013
5
0.008
9.1
46.4
57.85
OK
CB-25
624.83
618.45
617.95
0.05
36
CB-26
616.46
CB-25
616.17
38.51
RCP
0.7
8.4
0.01
0.013
5
0.008
9.1
46.35
57.88
OK
CB-26
625.25
619
619
0.54
15
C B-26A
619.04
C B-26
618.7
34
RCP
0.7
8.4
0.02
0.013
5
0.01
2.55
0.25
6.46
OK
C B-26A
625.25
619.51
619.51
0.52
15
CB-26B
619.43
CB-26A
619.04
38.83
RCP
0.7
8.4
0.02
0.013
5
0.01
2.08
0.13
6.47
OK
CB-26B
624.99
619.55
619.51
0
30
CB-27
618.3
CB-26
616.96
134.62
RCP
0.7
8.4
0.75
0.013
5
0.01
9.47
46.47
40.92
UNDERSIZED
CB-27
624.2
621.09
619.36
0.36
15
DCB-27A
618.64
CB-27
618.3
34
RCP
0.7
8.4
0.82
0.013
5
0.01
4.26
5.23
6.46
OK
DCB-27A
624.2
622.08
621.86
0.77
30
CB-28
621.9
CB-27B
619.7
220
RCP
0.7
8.4
0.46
0.013
5
0.01
8.93
27.17
41.01
OK
CB-28
627.57
623.39
622.58
0.12
30
CB-27B
619.7
CB-27
618.3
139.57
RCP
0.7
8.4
0.86
0.013
5
0.01
7.67
37.63
41.08
OK
CB-27B
625.37
622.46
621.28
0.19
15
CB-27C
620.54
CB-27B
620.2
34
RCP
0.7
8.4
0.96
0.013
5
0.01
4.98
6.12
6.46
OK
CB-27C
625.38
623.6
623.3
0.84
15
C B-28A
623.05
C B-28
622.71
34
RCP
0.7
8.4
0.77
0.013
5
0.01
5.79
4.91
6.46
OK
C B-28A
627.57
624.11
624.02
0.64
24
CB-28B
623.8
CB-28
622.08
172
RCP
0.7
8.4
0.46
0.013
5
0.01
8.13
19.97
22.62
OK
CB-28B
629.29
625.26
623.54
0.14
24
CB-29
625.66
CB-28B
623.8
185.94
RCP
0.7
8.4
0.39
0.013
5
0.01
7.4
12.6
22.62
OK
CB-29
631.17
626.73
625.39
0.13
18
C B-29A
626.39
C B-29
626.05
34
RCP
0.7
8.4
0.48
0.013
5
0.01
6.77
10.19
10.5
OK
C B-29A
631.17
627.58
627.24
0.34
18
CB-29B
627.11
CB-29A
626.39
72.05
RCP
0.7
8.4
0.41
0.013
5
0.01
6.4
7.22
10.5
OK
CB-29B
631.85
628.02
627.85
0.27
15
CB-28C
624.27
CB-28B
623.87
34
RCP
0.7
8.4
0.77
0.013
5
0.012
4
4.91
7.01
OK
CB-28C
629.29
625.58
625.38
0.12
15
CB-29C
627.64
CB-29B
627.11
52.62
RCP
0.7
8.4
0.73
0.013
5
0.01
5.74
4.65
6.48
OK
CB-29C
632.35
628.42
628.15
0.13
24
CB-30
616.83
CB-24
615.38
46.26
RCP
0.7
8.4
0.21
0.013
5
0.031
12.95
21.33
40.05
OK
CB-30
622.65
617.95
617.78
0.55
15
C B-30A
618.45
CB-30
618.21
24
RCP
0.7
8.4
0.36
0.013
5
0.01
4.81
2.29
6.46
OK
C B-30A
622.65
619.04
619.04
1.1
24
CB-31
619.25
CB-30
616.82
161.57
RCP
0.7
8.4
0.01
0.013
5
0.015
9.4
18.01
27.74
OK
CB-31
624.94
620.42
618.38
0.44
15
C B-31 A
620.18
C B-31
619.94
24
RCP
0.7
8.4
0.8
0.013
5
0.01
5.83
5.1
6.46
OK
C B-31 A
624.94
621.18
621.18
0.75
24
CB-32
619.63
CB-31
619.25
38.55
RCP
0.7
8.4
0.22
0.013
5
0.01
7.41
12.99
22.46
OK
CB-32
625.53
620.72
620.59
0.17
18
CB-32A
620.38
CB-32
620.13
24.5
RCP
0.7
8.4
0.46
0.013
5
0.01
6.59
11.64
10.61
UNDERSIZED
CB-32A
625.56
621.83
621.53
0.11
18
CB-32B
621.03
CB-32A
620.38
65.25
RCP
0.7
8.4
0.67
0.013
5
0.01
4.99
8.82
10.48
OK
CB-32B
626.24
622.79
622.33
0.5
15
CB-32C
621.53
CB-32B
621.28
24.97
RCP
0.7
8.4
0.72
0.013
5
0.01
3.74
4.59
6.46
OK
CB-32C
626.24
623.48
623.35
0.56
24
SDMH-34
617.5
FES-33
616.67
82.94
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
8.2
23.04
22.63
UNDERSIZED
SDMH-34
629
619.38
618.52
(N/A)
24
CB-35
618.78
SDMH-34
617.5
128
RCP
0.7
8.4
0.24
0.013
5
0.01
8.19
23.27
22.62
UNDERSIZED
CB-35
628.13
1 620.85
619.5
0.11
24
DCB-36
621.78
CB-35
618.78
299.5
RCP
0.7
8.4
0.81
0.013
5
0.01
7.15
22.46
22.64
OK
DCB-36
627.02
624.46
621.51
0.66
18
DCB-36A
622.09
DCB-36
621.85
24
RCP
0.7
8.4
0.78
0.013
5
0.01
4.25
7.51
10.5
OK
DCB-36A
627.02
625.04
624.92
0.45
15
CB-36B
623.22
DCB-36A
622.34
88.22
RCP
0.7
8.4
0.43
0.013
5
0.01
2.23
2.74
6.45
OK
CB-36B
627.82
625.77
625.61
0.58
18
CB-37
623.54
DCB-36
622.28
126.78
RCP
0.7
1 8.4
0.04
0.013
1 5
1 0.01
6.04
1 10.67
1 10.47
UNDERSIZED
CB-37
628.43
626.19
624.88
1 0.41
15
C B-37A
623.81
C B-37
623.57
24
RCP
t 0.7
1 8.4
1 0.64
0.013
1 5
1 0.01
3.32
1 4.08
1 6.46
OK
C B-37A
628.43
626.62
1 626.52
1 0.33

18
CB-37B
624.24
CB-37
623.54
69.71
RCP
0.7
8.4
0.04
0.013
5
0.01
3.78
6.67
10.53
OK
CB-37B
629.63
626.84
626.56
0.38
15
CB-38
625.02
CB-37B
624.24
77.99
RCP
0.7
8.4
0.41
0.013
5
0.01
5.29
6.49
6.46
UNDERSIZED
CB-38
631.99
627.68
626.89
0.04
15
CB-39
626.53
CB-38
625.02
150.95
RCP
0.7
8.4
0.03
0.013
5
0.01
3.34
4.1
6.46
OK
CB-39
632.78
628.73
628.12
0.44
15
CB-40
628.94
CB-39
628.46
48.25
RCP
0.7
8.4
0.13
0.013
5
0.01
5.51
3.93
6.44
OK
CB-40
633.99
629.65
629.17
0.2
15
C B-40A
629.28
C B-40
628.94
34
RCP
0.7
8.4
0.49
0.013
5
0.01
5.22
3.12
6.46
OK
C B-40A
633.99
629.91
629.91
0.27
48
CB-2
623.17
FES-1
620
92.28
RCP
0.7
8.4
0.6
0.013
5
0.034
19.02
88.11
266.22
OK
CB-2
634.42
624.79
621.62
(N/A)
48
CB-3
625.3
C B-2A
624.27
206.49
RCP
0.7
8.4
0.17
0.013
5
0.005
9.02
84.09
101.45
OK
CB-3
636.14
628.16
627.13
0.08
48
CB-2A
624.27
CB-2
623.26
100.54
RCP
0.7
8.4
0.42
0.013
5
0.01
11.94
85.35
143.96
OK
CB-2A
635.77
626.54
626.5
1.72
15
CB-3A
631.1
CB-3
630.86
24
RCP
0.7
8.4
0.26
0.013
5
0.01
4.41
1.66
6.46
OK
CB-3A
636.14
631.53
631.29
0.72
48
CB-4
626.4
CB-3
625.3
219.84
RCP
0.7
8.4
0.22
0.013
5
0.005
9.01
82.79
101.6
OK
CB-4
634.12
629.23
628.29
0.13
48
CB-5
626.52
CB-4
626.4
24
RCP
0.7
8.4
0.47
0.013
5
0.005
8.99
81.75
101.57
OK
CB-5
634.12
629.94
629.94
0.71
48
CB-5A
626.73
CB-5
626.52
42.02
RCP
0.7
8.4
0.04
0.013
5
0.005
8.94
79.46
101.54
OK
CB-5A
633.68
630
630
0.06
48
CB-6
626.92
C B-5A
626.73
38.54
RCP
0.7
8.4
0.84
0.013
5
0.005
8.89
79.43
100.85
OK
CB-6
633.54
630.04
630.04
0.04
18
DCB-6A
627.34
CB-6
627
34
RCP
0.7
8.4
1.33
0.013
5
0.01
4.8
8.48
10.5
OK
DCB-6A
633.54
631.3
631.08
1.04
42
CB-7
628.09
CB-6
626.92
232.59
RCP
0.7
8.4
0.01
0.013
5
0.005
8.45
68.88
71.35
OK
CB-7
635.86
631.38
630.19
0.16
36
CB-8
628.29
CB-7
628.09
39.97
RCP
0.7
8.4
0.02
0.013
5
0.005
4.82
34.04
47.18
OK
CB-8
636.42
632.02
631.91
0.53
36
DCB-9
628.86
CB-8
628.29
113.19
RCP
0.7
8.4
0.69
0.013
5
0.005
4.87
34.39
47.33
OK
DCB-9
634.88
632.56
632.24
0.22
18
DCB-9A
629.52
DCB-9
629.28
24
RCP
0.7
8.4
0.91
0.013
5
0.01
3.28
5.8
10.5
OK
DCB-9A
634.88
633
632.92
0.36
30
CB-10
630.06
DCB-9
628.86
199.97
RCP
0.7
8.4
0.56
0.013
5
0.006
5.31
26.05
31.77
OK
CB-10
636.34
633.56
632.7
0.14
15
CB-10A
631.21
CB-10
630.97
24
RCP
0.7
8.4
0.67
0.013
5
0.01
3.48
4.27
6.46
OK
CB-10A
636.34
636.44
636.34
3.33
24
CB-11A
631.32
CB-10
630.06
211.03
RCP
0.7
8.4
0.56
0.013
5
0.006
6.2
19.47
17.48
UNDERSIZED
CB-11A
637.96
635.3
633.64
0.08
18
CB-11 B
632.54
CB-11A
632.3
24
RCP
0.7
8.4
0.35
0.013
5
0.01
1.26
2.23
10.5
OK
CB-11 B
637.96
636.04
636.03
0.73
24
CB-11
632.51
CB-11A
631.32
198.4
RCP
0.7
8.4
0.03
0.013
5
0.006
4.64
14.57
17.52
OK
CB-11
639.5
636.26
635.39
0.09
24
CB-12
632.81
CB-11
632.51
39.43
RCP
0.7
8.4
0.07
0.013
5
0.008
4.61
14.47
19.73
OK
CB-12
640.33
636.66
636.48
0.22
24
CB-12A
633.24
CB-12
633
24
RCP
0.7
8.4
0.42
0.013
5
0.01
3.82
12
22.62
OK
CB-12A
640.33
636.97
636.9
0.24
18
DCB-12B
634.25
CB-12A
633.24
167.69
RCP
0.7
8.4
0.8
0.013
5
0.006
5.42
9.58
8.15
UNDERSIZED
DCB-12B
638.93
638.95
637.56
0.59
15
CB-12C
634.49
DCB-12B
634.25
24
RCP
0.7
8.4
0.71
0.013
5
0.01
3.69
4.52
6.46
OK
CB-12C
638.93
639.05
638.93
1.24
15
CB-14
635.71
CB-12
634.54
117.32
RCP
0.7
8.4
0.02
0.013
5
0.01
2.08
2.55
6.45
OK
CB-14
641.39
638.26
638.07
1.42
15
CB-14A
636.4
CB-14
635.71
69.07
RCP
0.7
8.4
0.39
0.013
5
0.01
2.03
2.49
6.46
OK
CB-14A
641.11
638.42
638.32
0.06
15
CB-16A
630.08
CB-16
629.74
34.3
RCP
0.7
8.4
0.84
0.013
5
0.01
4.36
5.35
6.43
OK
CB-16A
634.79
633.21
632.97
0.48
36
CB-16
629.46
CB-7
628.09
274.86
RCP
0.7
8.4
0.58
0.013
5
0.005
5.13
36.29
47.09
OK
CB-16
634.72
632.49
631.59
0.21
30
CB-17
629.68
CB-16
629.46
44.11
RCP
0.7
8.4
0.3
0.013
5
0.005
5.8
28.48
28.97
OK
CB-17
634.94
633.02
632.79
0.3
15
CB-17A
629.96
CB-17
629.72
24.01
RCP
0.7
8.4
0.17
0.013
5
0.01
1.56
1.91
6.46
OK
CB-17A
634.94
634.96
634.94
1.97
15
CB-17B
630.33
CB-17A
629.96
36.5
RCP
0.7
8.4
0.14
0.013
5
0.01
0.73
0.89
6.5
OK
CB-17B
634.77
634.95
634.94
0.06
30
CB-18
630.45
CB-17
629.68
153.25
RCP
0.7
8.4
0.69
0.013
5
0.005
5.19
25.5
29.07
OK
CB-18
636.08
634.05
633.4
0.38
15
CB-18A
631.64
CB-18
631.4
24
RCP
0.7
8.4
0.66
0.013
5
0.01
3.43
4.21
6.46
OK
CB-18A
636.08
636.18
636.08
3.36
24
CB-19
632.64
CB-18
630.45
219.46
RCP
0.7
8.4
0.68
0.013
5
0.01
5.8
18.21
22.6
OK
CB-19
637.72
635.72
634.17
0.12
18
CB-19A
632.88
CB-19
632.64
24
RCP
0.7
8.4
0.53
0.013
5
0.01
4.83
8.54
10.5
OK
CB-19A
637.72
636.4
636.23
0.52
15
CB-19B
633.53
CB-19A
633.13
40.06
RCP
0.7
8.4
0.38
0.013
5
0.01
1.97
2.42
6.45
OK
CB-19B
637.37
636.92
636.86
0.46
15
CB-19C
634.27
CB-19A
632.88
138.99
RCP
0.7
8.4
0.48
0.013
5
0.01
2.49
3.06
6.46
OK
CB-19C
638.77
636.99
636.68
0.28
18
CB-20
634.75
CB-19
632.64
210.46
RCP
0.7
8.4
0.15
0.013
5
0.01
3.58
6.32
10.52
OK
CB-20
639.3
636.88
636.08
0.36
15
C B-20A
634.99
C B-20
634.75
24
RCP
0.7
8.4
0.48
0.013
5
0.01
4.42
5.43
6.46
O K
C B-20A
639.3
637.41
637.23
0.35
15
CB-20B
636.39
CB-20A
634.99
140.53
RCP
0.7
8.4
0.41
0.013
5
0.01
2.13
2.61
6.45
OK
CB-20B
640.36
638.02
637.79
0.39
15
H W-3
615
H W-4
614.55
90.09
RCP
0.7
8.4
0.55
0.013
5
0.005
4.1
3.5
4.57
O K
H W-3
N/A
615.82
615.37
(N/A)
15
H W-5
635
H W-6
634.59
82.44
RCP
0.7
8.4
0.13
0.013
5
0.005
2.82
0.83
4.56
O K
H W-5
N/A
635.36
634.95
(N/A)
30
OFFSITE OP-1
633.7
OFFSITE OP-2
632.2
54.18
RCP
0.3
8.4
5.91
0.013
5
0.028
11.38
16.14
68.24
OK
OFFSITE OP-1
N/A
634.53
633.03
(N/A)
30
FES-51
629.92
SDMH-52
629.31
61.35
RCP
0.7
8.4
1.62
0.013
5
0.01
8.86
26.46
40.9
OK
FES-51
N/A
631.38
631.3
0.53
30
SDMH-52
629.31
SDMH-53
628.15
116.22
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
8.87
26.42
40.98
OK
SDMH-52
636.08
630.77
629.81
0.06
36
SDMH-53
628.15
FES-54
627.5
129.24
RCP
(N/A)
8.4
(N/A)
0.013
0
0.005
6.87
26.33
47.3
OK
SDMH-53
633.45
629.75
629.1
(N/A)
15
CB-50D
634.05
SDMH-50C
633.49
55.68
RCP
0.7
8.4
0.59
0.013
5
0.01
5.47
3.76
6.48
OK
CB-50D
639.91
634.73
634.22
0.05
15
SDMH-50C
633.49
CB-50
633.13
36.39
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
5.43
3.73
6.42
OK
SDMH-50C
639.01
634.17
633.81
0.07
30
DCB-49
625.05
CB-48
623.74
130.38
RCP
0.7
8.4
0.71
0.013
5
0.01
9.15
30.1
41.11
OK
DCB-49
632.39
626.64
626.32
0.06
18
DCB-49A
628
DCB-49
627.76
24
RCP
0.7
8.4
0.67
0.013
5
0.01
6.2
6.24
10.5
OK
DCB-49A
632.39
628.83
628.59
0.72
15
CB-49AA
629.25
DCB-49A
628.47
77.77
RCP
0.7
8.4
0.32
0.013
5
0.01
4.67
2.04
6.47
OK
CB-49AA
633.24
629.73
629.16
0.32
24
CB-49B
627.33
DCB-49
625.55
178.79
RCP
0.7
8.4
0.63
0.013
5
0.01
8.12
20.03
22.57
OK
CB-49B
634.9
628.8
627.02
0.08
15
CB-49C
630.04
CB-49B
629.8
24
RCP
0.7
8.4
0.76
0.013
5
0.01
5.77
4.84
6.46
OK
CB-49C
634.9
630.85
630.61
0.64
24
CB-50
630.52
CB-49B
628.4
212
RCP
0.7
8.4
0.55
0.013
5
0.01
7.26
11.66
22.62
OK
CB-50
638.42
631.54
629.42
0.08
18
C B-50A
633.13
C B-50
632.89
24
RCP
0.7
8.4
0.25
0.013
5
0.01
5.71
4.49
10.5
OK
C B-50A
638.42
633.82
633.58
0.41
15
CB-50B
633.94
CB-50A
633.38
56.41
RCP
0.7
8.4
0.46
0.013
5
0.01
5.12
2.93
6.44
OK
CB-50B
639.35
634.53
634.04
0.22
30
CB-48
623.74
CB-47
623.24
50.28
RCP
0.7
8.4
0.25
0.013
5
0.01
6.86
33.69
40.9
OK
CB-48
633.52
626.25
625.92
0.07
30
C B-47
623.24
SDMH-47A
621.86
137.52
RCP
0.7
8.4
0.42
0.013
5
0.01
7.41
36.35
41.09
OK
C B-47
634.07
625.85
624.77
0.07
30
SDMH-47A
621.86
CB-46
621.12
74.1
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
7.32
35.92
40.99
OK
SDMH-47A
634.79
624.7
624.13
0.08
30
CB-46
621.12
CB-45
619.54
158.33
RCP
0.7
8.4
0.4
0.013
5
0.01
7.75
38.04
40.97
OK
CB-46
633.7
624.05
622.68
0.17
30
CB-45
619.54
CB-44
618.51
102.66
RCP
0.7
8.4
0.54
0.013
5
0.01
8.29
40.7
41.08
OK
CB-45
631.45
622.52
621.5
0.32
30
CB-44
618.51
CB-43
617.75
76.22
RCP
0.7
8.4
0.33
0.013
5
0.01
9.02
44.26
40.96
UNDERSIZED
CB-44
630.03
621.19
620.3
0.97
36
CB-43
617.25
SDMH-42
615.58
167.63
RCP
0.7
8.4
0.47
0.013
5
0.01
10.51
54.77
66.57
OK
CB-43
628.99
619.32
617.81
0.18
36
SDMH-42
615.58
FES-41
615.07
50.57
RCP
(N/A)
8.4
(N/A)
0.013
0
0.01
10.55
54.22
66.98
OK
SDMH-42
627
617.63
617.12
(N/A)

Culvert Analysis

HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: HW-1 To HW-2
Headwater Elevation
(ft)
Total Discharge (cfs)
HW-1 TO HW-2
Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
632.14
43.06
43.06
0.00
1
632.26
46.35
46.35
0.00
1
632.40
49.64
49.64
0.00
1
632.56
52.93
52.93
0.00
1
632.67
55.31
55.31
0.00
1
632.87
59.51
59.51
0.00
1
633.03
62.79
62.79
0.00
1
633.20
66.08
66.08
0.00
1
633.37
69.37
69.37
0.00
1
633-54
72.66
72.66
0.00
1
633-71
75.95
75.95
0.00
1
635.26
99.14
99.14
0.00
Overtopping
Table 2 - Culvert Summary Table: HW-1 TO HW-2
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(f fs)
Tailwater
Velocity
iftls)
43-06
43.06
632.14
2.228
1.270
1-S2n
1.103
1.526
1.162
OMO
9.026
0.000
46.35
46.35
632.26
2.348
1.440
1-S2n
1.154
1.601
1.219
0.000
9.258
0.000
49.64
49.64
632.40
2.492
1.621
1-S2n
1.202
1.679
1.277
1 0.000
9.470
0.000
52.93
52.93
632.56
2.648
1.803
5-S2n
1.249
1.751
1.335
0.000
9.655P0.000
55.31
55.31
632.67
2.761
1.939
5-S2n
1.283
1.802
1.373
0.000
9.813
59.51
59.51
632.87
2.960
2.491
5-S2n
1.340
1.896
1.440
0.000
10.068
62.79
62.79
633.03
3.116
2.656
5-52n
384
1.964
1.494
0.000
10.241
66.08
66 08
633.20
3.286
2.828
5-S2n
1.427
2.032
1 543
0.000
10.432
69.37
69.37
633.37
3.457
3.006
5-S2n
1.469
2.098
1.594
0.000
10.604
72.66
72.66
633.54
1
3.629
3.191
5-S2n
1.510
2.163
1 1.646
1 0.000
10.763
1 0.000
75.95
75.95
633.71
3.800
3.385
5-S2n
1.551
2.232
1 1.695
1 0.000
10.917 1
0.000
100 YEAR STORM EVENT IS DENOTED BY BLUE ARROW. THE 100 YEAR ELEVATION FOR
HW-1 TO HW-2 IS 633.71
�wwwwwwwwww�wwwwwwwwyewwwwwwwwwwwwwwwwwwwwwwwwww�wwww:�ww:�wwwwwww:�wwwwwwwwwwwwwwww
Straight Culvert
Inlet Elevation (invert): 629.91 ft, Outlet Elevation (invert): 629.05 ft
Culvert Length: 85.90 ft, Culvert Slope, 0.0100
xwxwwxwxwwx■wxrxwwxrxwwxxrexwxw+�xw+�wxxwxerwaYwwwwxrwxww+�wwrxxwwwrewwxwrewxxwxwwwwxxww
HW / D = (632.67 - 629.91) / (2.5) = 1.10 < 1.20

Water Surface Profile Plot for Culvert: HW-1 TO HW-2
`rossu' lz - HW-1 TO HW- ., Design Discharge - 55.3 efs
11W-1 TO H-NV-2, uh-ert Discharge - 5 5 - 3 cfs
63E
64
— 63,
"D 632
aD
w 631
63C
62�
-LU U LU 1tv UU UU 1 UU
Stati an (ft)
Site Data - HW-1 TO HW-2
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 629.41 ft
Outlet Station: 85.90 ft
Outlet Elevation: 628.55 ft
Number of Barrels: 1
Culvert Data Summary - HW-1 TO HW-2
Barrel Shape: Concrete Box
Barrel Span: 4.00 ft
Barrel Rise: 3.00 ft
Barrel Material: Concrete
Embedment: 6.00 in
Barrel Manning's n: 0.0130 (top and sides)
Manning's n: 0.0130 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: HW-1 TO HW-2)
Flow (cfs)
Water Surface Elev (ft)
Depth (ft)
43.06
628.55
0.00
46.35
628.55
0.00
49.64
628.55
0.00
52.93
628.55
0.00
55.31
628.55
0.00
59.51
628.55
0.00
62.79
628.55
0.00
66.08
628.55
0.00
69.37
628.55
0.00
72.66
1 628.55
1 0.00
75.95
1 628.55
1 0.00
Tailwater Channel Data - HW-1 TO HW-2
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 628.55 ft
Roadway Data for Crossing: HW-1 TO HW-2
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 85.90 ft
Crest Elevation: 635.26 ft
Roadway Surface: Paved
Roadway Top Width: 56.88 ft

HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: HW-3 TO HW-4
Headwater Elevation
(ft)
Total Discharge (cfs)
HVV-3 to HW-4
Discharge (efs)
Roadway Discharge
(cfs)
Iterations
616.05
2.73
2.73
0.00
1
616-10
2.94
2.94
0_00
1
616.14
3.15
3.15
0.00
1
616,19
3,35
3.35
0,00
1
616.22
3.50
3.50
0.00
1
616.27
3,77
3.77
0.00
1
616.31
3,98
3,98
0.00
1
616.36
4,19
4,19
0.00
1
616.40
4.39
4.39
0.00
1
616.45
4,60
4.60
0.00
1
616.50
4.81
4.81
0.00
1
618.00
7.83
7.83
0.00
Overtopping
Table 2 - Culvert Summary Table: HW to HWA
Total
Discharge
(00
Culvert
Discharge
{0!s)
Neadwatar
Elevation {FC)
I niat Control
depth (Ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth eft}
Cntleal
Depth �Ft)
Outlet Depth
(ft)
Tatwater
Depih (n)
Outlet
velocity
I @+twofer
vedocily
kfr,t;.
2.73
2.73
616A5
0.9B5
1.054
2-M2c
0.87E
O-E62
0.M2
0.000
4.138
11.0110
2 94
294
616.10
1.031
1.099
2-M2c
0.710
0 6V
O.687
0 400
4.254
0.000
3.15
3.15
516.14
1.076
1.142
2-M2c
0.742
0.710
0.710
0.000
4.3TO
0.000
3.35
3 35
616.19
1.121
1.136
2-M2o
0.775
O.-M
0.731,
0 W
4 485
0,000
3.54
3.50
616.22
1.152
1.215
2-Mk
0.798
b_T52
0.752
4_t}00
4.535
0.004
3 T7
377
616,27
11211
1270
7-M2c
0,843
0781
O 70
0000
4.673
0.000
3.9E
1 3.9E
516.31
1.257
1.313
7-Mk
0.878
0.642
1 0.602
4_t}40
4.779
4.044
4.19
4-19
6}16,36
1.304
1356
7-M2a
4,91f+
O,E23
J423
0-0p4
4.38a
O,000
4.39
4.39
616.40
1.352
1.400
7-M2c
0.559
0.847
0-847
10-M 1
4.964
0.000
4.fi0
4.60
616.45
1.401
1.4a9
7-M2p
1.250
0,N7
0-867
0-0p0
5.066
1}-=
4 01
4.61
516.5d
1.452
1.499
7-M2c
1.25Q
O.E85
0.9E6
0.400
5.1fii9
4.000
Straight Culvert
Inlet Elevation (invert): 615.00 ft, Outlet Elevation (invert): 614.55 ft
Culvert Length: 90.09 ft, Culvert Slope: 0.0050
HW / D = (616.22 - 615.00) / (1.25) = .98 < 1.2

Water Surface Profile Plot for Culvert: HW-3 to HW-4
Crossing - HW-3 TO HW-4, Design Discharge - 3.5 cfs
- HW- - 3 to HW- -4. uh-ert Discharge - 3. 5 c fs
l 1 8 C
17 r
617
616_t
0
616_C
w
ell r, _
61 5_C
614_t
Station (ft)
Site Data - HW-3 to HW-4
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 615.00 ft
Outlet Station: 90.09 ft
Outlet Elevation: 614.55 ft
Number of Barrels: 1
Culvert Data Summary - HW-3 to HW-4
Barrel Shape: Circular
Barrel Diameter: 1.25 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: HW-3 TO HW-4)
Flow (cfs)
Water Surface Elev (ft)
Depth (ft)
2.73
614.55
0.00
2.94
614.55
0.00
3.15
614.55
0.00
3.35
614.55
0.00
3.50
614.55
0.00
3.77
614.55
0.00
3.98
614.55
0.00
4.19
614.55
0.00
4.39
614.55
0.00
4.60
614.55
0.00
4.81
1 614.55
1 0.00
Tailwater Channel Data - HW-3 TO HW-4
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 614.55 ft
Roadway Data for Crossing: HW-3 TO HW-4
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 90.09 ft
Crest Elevation: 618.00 ft
Roadway Surface: Paved
Roadway Tap Width: 47.47 ft

HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: HW-5 to HW-6
Headwater Elevation
(ft)
Total Discharge (cfs)
HW-5 to HW-6
Discharge (cfs)
Roadway Discharge
(cfs)
I Iterations
635.43
0.64
0,64
0.00
1
635.44
0.69
0.69
0.00
1
635.46
0.74
0.74
0.00
1
635.48
0.79
0.79
0.00
1
635.49
0.83
0.83
0.00
1
635.51
0.89
0,89
0.00
1
636.52
0.94
0.94
0.00
1
635.54
0.99
0.99
0.00
1
635.55
1.04
1.04
0.00
1
635.56
1.eq
1.09
0.00
1
635, 58
1.14
1.14
0.00
1
637.00
6.09
6.09
0.00
Overtopping
Table 2 - Culvert Summary Table: HW-5 to H -6
Total
Discharge
(ofs)
Culvert
Discharge
(afs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flog,
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(fus)
Tailwater
Velocity
(flts)
0.64
0.64
635.43
8.426
0.0'
1S2n
0.308
0.309
0.308
0.000
2.635
0.000
0.69
0.59
635-44
0-444
0.01
152n
0-320
0-322g32
0-000
2.695
0-000
0.74
0.74
635.46
0.461
0.0'
iS2n
0.331
0.334
0.000
2.760
0.000
0.79
0.79
635-48
0_476
0.0"
1S2n
0-343
0-346
0-000
2.797
0-000
0.83
0,83
635.49
0.489
0,0"
iS2n
0.352
0.355
0,000
2.838
0,000
0.89
0.09
635.51
MID8
0.0"
1S2n
0.364
0.365
0.000
2.904
0.000
0.94
0.94
63562
D522
0.0'
1S2n
0375
0376
0.000
2.936
0.000
0.99
0.99
635.54
6.537
0.011
1-32n
0.385
0.386
0.385
0.000
2.981
0.000
1.04
1.04
635.55
0_552
0.025
1S2n
0.395
0.397
0.395
0.000
3.028
C.000
1.09
1.09
635.56
0.565
0.039
1S2n
0.405
0.407
0,405
0,000
3.059
0.000
1.14
1.14
635.58
0.579
0.053
1S2n
o.d15
4.417
4.d15
4.000
3.098
0.000
Straight Culvert
Inlet Elevation (invert): 635.00 ft, Outlet Elevation (invert): 634.59 ft
Culvert Length: 82.44 ft, Culvert Slope: 0.0050
HW / D = (635.49 - 635.00) / (1.25) = 0.39 < 1.20

Water Surface Profile Plot for Culvert: HW-5 to HW-6
ros0 111a - HW-5 to HW- , Design Discharge - 0.8 ofs
Ct�1-. rt - HW--5 to HW--6. uh-ert Discharge - 0-8 cfs
6,237 C
112-, r
66.(
0
4-
aD
w 635-t
635-C
6 4-i
Station (ft)
Site Data - HW-5 to HW-6
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 635.00 ft
Outlet Station: 82.44 ft
Outlet Elevation: 634.59 ft
Number of Barrels: 1
Culvert Data Summary - HW-5 to HW-6
Barrel Shape: Circular
Barrel Diameter: 1.25 ft
Barrel Material:
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: HW-5 to HW-6)
Flow (cfs)
Water Surface Elev (ft)
Depth (ft)
0.64
634.59
0.00
0.69
634.59
0.00
0.74
634.59
0.00
0.79
634.59
0.00
0.83
634.59
0.00
0.89
634.59
0.00
0.94
634.59
0.00
0.99
634.59
0.00
1.04
634.59
0.00
1.09
1 634.59
1 0.00
1.14
1 634.59
1 0.00
Tailwater Channel Data - HW-5 to HW-6
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 634.59 ft
Roadway Data for Crossing: HW-5 to HW-6
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 82.44 ft
Crest Elevation: 637.00 ft
Roadway Surface: Paved
Roadway Top Width: 47.29 ft

HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: FES-51 TO FES-54
Headwater Elevation
(ft)
Total Discharge (cfs)
FES 51 TO FES 54
Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
632.37
20.97
20.97
0.00
1
632.51
22.51
22.51
0.00
1
632.66
24.04
24.04
0.00
1
632.82
25.58
25.58
0.00
1
632,92
26.46
26.46
0.00
1
633.17
28.65
28.65
0.00
1
633.36
30.19
30.19
0.00
1
633.56
31.72
31.72
0.00
1
633.78
33.26
33.26
0.00
1
634,00
34.79
34.79
0.00
1
634.23
36.33
36.33
0.00
1
636.00
45.73
45.73
0.00
Overtopping
Table 2 - Culvert Summary Table: FES 51 TO FES 54
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwaler
Depth (ft)
Outlet
Velocity
(ftls)
Tailwater
Velocity
(ftls)
20.97
20.97
632.37
2.449
0.0*
1-JSit
1.324
1.553
2.400
2.400
4.278
0.000
22.51
22.51
632.51
2.590
1.453
5-J51t
1,383
1.611
2.400
2.400
4.592
0.000
24.04
24.04
632.66
2.741
1.661
5-JSit
1.443
1.686
2.400
2.400
4.905
0.000
25.58
25.58
632.82
2.901
1.883
5-J8it
1.503
1.719
2.400
2.400
5.218
0.000
26.46
26.46
632.92
2.997
2.017
5-JSit
1.538
1.748
2.400
2.400
5.398
0.000
28.65
28.65
633,17
3.252
2,368
5-J51t
1,626
1.823
2,400
2.400
5.845
0.000
30.19
30.19
633.36
3.443
2.631
5-J51t
1.690
1.870
2 400
2.400
6.159
O.000
31.72
31.72
633.56
3.645
2.907
5-Jsit
1.756
1.916
2.400
2.400
6.472
OM
33.26
33.26
633.78
3.857
3.198
5-JS1t
1.826
1.960
2.400
2.400
6.785
0.000
34.79
34.79
634.00
4.080
3.502
5-JSit
1.902
2.002
2.400
2.400
7.099
0.000
36.33
36.33
634.23
4.313
3.819
5-JSit
1.986
2.041
2.400
2.400
7.412
0.000
Straight Culvert
Inlet Elevation (invert): 629.92 ft, Outlet Elevation (invert): 627.50 ft
Culvert Length: 306.82 ft. Culvert Slope: 0.0079
HW / D = (632.92 - 629.92) / 2.5 = 1.2 (FOR 30" PORTION - FES 51 TO SDMH 53)
HW / D = (632.92 - 629.92) / 3 = 1.0 (FOR 36" PORTION - SDMH 53 TO FES 54)

Water Surface Profile Plot for Culvert: FES 51 TO FES 54
ros�in2 - FES-51 TO FES- 4, Design Discharge - 26.5 cfs
C t�1-.rz - FES 51 TO FES 54, uh-ert Discharge - 2 6- 5 cts
3C
,2,r
62�
62�
iuu zuu _nm 14uu
tatl an (ft)
Site Data - FES 51 TO FES 54
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 629.92 ft
Outlet Station: 306.81 ft
Outlet Elevation: 627.50 ft
Number of Barrels: 1
Culvert Data Summary - FES 51 TO FES 54
Barrel Shape: Circular
Barrel Diameter: 2.50 ft
Barrel Material:
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Mitered to Conform to Slope
Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: FES-51 TO FES-54)
Flow (cfs)
Water Surface Elev (ft)
Depth (ft)
20.97
629.90
2.40
22.51
629.90
2.40
24.04
629.90
2.40
25.58
629.90
2.40
26.46
629.90
2.40
28.65
629.90
2.40
30.19
629.90
2.40
31.72
629.90
2.40
33.26
629.90
2.40
34.79
1 629.90
1 2.40
36.33
1 629.90
1 2.40
Tailwater Channel Data - FES-51 TO FES-54
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 629.90 ft
Roadway Data for Crossing: FES-51 TO FES-54
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 306.81 ft
Crest Elevation: 636.00 ft
Roadway Surface: Paved
Roadway Top Width: 193.00 ft

Sediment Basin Design

Sediment Basin Desio - Phase 1
Project: Weddington Pointe Residential Computed By: DJB
Location: Union County, North Carolina Checked By: ARW
Developer: Century Communities Southeast, LLC
Design Criteria:
Design Storm
Rational Runoff Coeff.
Intensity
10 yr
7.03 in/hr (Tc= 5 mina
Settling Efficiency Criteria:
Design Storm
Rational Runoff Coeff.
Intensity
Date: 4.23.2019
Revised: 7.24.2019
2 yr
5.03 in/hr (Tc= 5 mina
Basin
Number
Drainage
Area (Acres)
Denuded
Area (Acres)
Sediment Basin
Volume
Required Provided
Bottom
Area
Sq ft
Depth
ft.
Top
Area
Sq ft
Surface
Area
Required
Sq ft
Side-
slope
Skimmer
Size
(inches)
Orifice
Diameter
(inches)
Dewatering
Time
(days)
10-yr
Flow
cfs
SB #1
11.18
62.52
20,124
77,098
16,838
4
24,189
23,382
3
5.0
4.50
3.30
55.02
SSB #21
5.63
62.52
10,134
29,561
6,380
4
9,4531
9,004
3
1 4.0
2.80
3.26
27.71
SSB #3
3.12
62.52
5,616
152,347
35,836
4
42,632
4,990
3
6.0
6.00
3.66
15.35
SSB #4
3.65
62.52
6,570
29,079
6,178
4
9,496
5,838
3
3.0
3.00
2.80
17.96
SSB #5
7.28
62.52
13,104
42,585
9,298
4
13,385
11,643
3
4.0
3.40
3.19
35.82
SSB #6
1.56
62.52
2,808
40,530
8,968
4
12,504
2,495
3
4.0
3.30
3.22
7.68
SSB #7
1.36
62.52
2,448
7,305
1,240
4
3,040
2,175
3
2.0
1.70
2.19
6.69
SSB #8
2.82
62.52
5,076
17,293
3,469
4
6,074
4,510
3
2.5
2.40
2.60
13.88
SSB #9
3.92
62.52
7,056
100,458
23,296
4
28,794
6,269
3
6.0
4.80
3.78
19.29
SSB #10
3.52
62.52
6,336
87,034
19,890
4
25,540
5,630
3
5.0
4.70
3.41
17.32
SSB #11
1.72
62.52
3,096
13,934
2,692
4
5,109
2,751
3
2.5
2.20
2.49
8.46
SSB #12
1.83
62.52
3,294
9,202
1,3151
4
1 4,313
2,927
3
2.0
1.90
1 2.21
1 9.01
SSB #131
1.89
62.52
3,402
9,145
1,7191
4
1 3,4621
3,023
3
2.0
1.90
1 2.19
9.30
SSB #141
5.06
62.52
9,108
29,361
6,0371
4
1 9,9891
8,0931
3
1 4.0
2.80
1 3.24
1 24.90
Volume
Surface Area
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good
Good

Skimmer Sizing

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
77 098 Cu. Ft
3 Days
SIB #1
Skimmer Size
Orifice Radius
Orifice Diameter
5.0 Inch
2.2 Inch[es]
4.5 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
29 561 Cu. Ft
3 Days
SSB #2
Skimmer Size
Orifice Radius
Orifice Diameter
4.0 Inch
1.4 Inch[es]
2.8 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
152 347 Cu. Ft
3 Days
SSB #3
Skimmer Size
Orifice Radius
Orifice Diameter
6.0 Inch
3.0 Inch[es]
6.0 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
29 079 Cu. Ft
3 Days
SSB #4
Skimmer Size
Orifice Radius
Orifice Diameter
3.0 Inch
1.5 Inch[es]
3.0 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
42 585 Cu. Ft
3 Days
SSB #5
Skimmer Size
Orifice Radius
Orifice Diameter
4.0 Inch
1.7 Inch[es]
3.4 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
40 530 Cu. Ft
3 Days
SSB #6
Skimmer Size
Orifice Radius
Orifice Diameter
4.0 Inch
1.6 Inch[es]
3.3 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
7 305 Cu. Ft
3 Days
SSB #7
Skimmer Size
Orifice Radius
Orifice Diameter
2.0 Inch
0.8 Inch[es]
1.7 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
17 293 Cu. Ft
3 Days
SSB #8
Skimmer Size
Orifice Radius
Orifice Diameter
2.5 Inch
1.2 Inch[es]
2.4 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
100 458 Cu. Ft
3 Days
SSB #9
Skimmer Size
Orifice Radius
Orifice Diameter
6.0 Inch
2.4 Inch[es]
4.8 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
87 034 Cu. Ft
3 Days
SSB #10
Skimmer Size
Orifice Radius
Orifice Diameter
5.0 Inch
2.4 Inch[es]
4.7 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
13 934 Cu. Ft
3 Days
SSB #11
Skimmer Size
Orifice Radius
Orifice Diameter
2.5 Inch
1.1 Inch[es]
2.2 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
9 202 Cu. Ft
3 Days
SSB #12
Skimmer Size
Orifice Radius
Orifice Diameter
2.0 Inch
0.9 Inch[es]
1.9 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
9 145 Cu. Ft
3 Days
SSB #13
Skimmer Size
Orifice Radius
Orifice Diameter
2.0 Inch
0.9 Inch[es]
1.9 Inch[es]

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
29 361 Cu. Ft
3 Days
SSB #14
Skimmer Size
Orifice Radius
Orifice Diameter
4.0 Inch
1.4 Inch[es]
2.8 Inch[es]