SW1190801_3827 SW NARRATIVE 10022019_10/17/2019

Leicester Volunteer Fire Station
Buncombe County, NC
Stormwater Narrative
Prepared by:
Mattern & Craig, Inc.
403 EMarket Street,
Johnson City, TN
[phone]
M&C Comm. No. 3827
Contact: Jacob Grieb, P.E.
July 8, 2019
Mattern & Craig
ENGINEERS • SURVEYORS

Table of Contents
List of Appendix:
Appendix A
Soil Map
Appendix B
Hydrologic Soil Conditions
Appendix C
Drainage Area Maps
Appendix D
CN Table
Appendix E
Time of Concentration
Appendix F
Water Quality Calculations
Appendix G
HydroCAD Water Quantity Results
Appendix H
Stormwater Pipe Table

Project Description
The proposed Leicester Volunteer Fire Department facility is located at 1563 Alexander Road,
Leicester, NC. The property is located on a ±10.60-acre vacant parcel in Buncombe County. The fire
department will share a roadway connection with the Buncombe County Public Library. Existing
land use consists mostly of rolling pasture and grassland. The project does not have any wetlands
located on site. The project consists of constructing a Volunteer Fire Department with associated
parking and an access driveway. As part of the Buncombe County regulations stormwater
management is required. The following report will provide more detail in to the Stormwater BMP's
for the site.
Existing Site Conditions
Currently the site is located within a FEMA Flood Zone X and primarily consists of existing
pasture and grassland. Runoff from the site generally flows to the south east and north in a sheeting
manner to two unnamed tributaries of the Sluder Branch and the Newfound Creek. Onsite soils are
characterized as Hydrologic Soil Group B and consist mostly of Clifton clay loam per the USDA Soil
Survey (Appendix A & B).
Due to the sites unique existing features, it has four (4) drainage areas. The drainage areas are
labeled 1-4 on the Pre -Construction Drainage Area Map in Appendix C. The drainage areas are 5.11,
1.23, 0.85, & 3.98 acres respectively, all of which exhibit a curve number (CN) of 61. The time of
concentration for the existing drainage areas were calculated to be 7.95, 8.14, 8.45, & 9.17 minutes
respectively. Refer to appendix E for time of concentration calculations.
Proposed Developed Conditions
The project will consist of constructing a proposed Volunteer Fire Station, parking, and an
access driveway entering off of Alexander Road. The proposed development contains six (6) total
drainage areas. Two of the four predevelopment drainage areas remain the same, and the other two
predevelopment drainage areas are divided into two sub -drainage areas. The drainage areas have been
determined graphically based upon contours provided by Buncombe County GIS. The amounts of
impervious areas on the site were determined through aerial imagery and the survey performed by
Vaughn & Melton. These areas have been demonstrated on the Post -Construction Drainage Area
Map in Appendix C. The map depicts the four (4) drainage areas, which are labeled 1-4, as well as the
sub -drainage areas, which are labeled 1A, 1B, 2A, & 2B. Stormwater runoff from area 1B enters into
the stormwater pipe system where it is conveyed to and detained in a dry detention pond before
exiting the site through outlet 1A. Area 2A also enters the proposed stormwater pipe system where it
is then routed through a bioretention cell before exiting the site through outlet 2B. Drainage areas 3
& 4 are tracts of land located below the proposed development that exit the site through their own
respective outlet via sheet flow. The area for drainage areas 1A, 1B, 2A, 2B, 3, & 4 were determined
to be 4.46, 1.40, 2.68, 0.36, 0.64, & 2.69 acres, respectively. The corresponding CN value for areas
1B & 2A was determined to be 87 & 76. Additional impervious area was not introduced to the
remaining drainage areas therefore the CN value associated with drainage areas 1A, 2B, 3, & 4
remained at 61. Based on the drainage areas, land use, and flow lengths a Tc was calculated for each
of the proposed flow paths. The Tc for drainage areas 1A & 4 was determined to be 7.95 & 6.89
minutes respectively. The time of concentration for remaining drainage areas 1B, 2A, 2B & 3 was
assumed to be 5 minutes. See Appendix E for Tc maps and calculations.
Mattern & Craig
ENGINEERS • SURVEYORS
1 1 Page

Stormwater Pipe Network
The proposed storm water pipes have been designed to support the capacity of the 25-year
storm event. The pipes were also designed to ensure that water wouldn't overtop the catch basins
during a 100-year event. See Appendix H for stormwater pipe chart.
Water Quantity
Per the Buncombe County Stormwater Ordinance detention must be provided to manage runoff
produced by the 1-yr/24-hr storm event. The portion of drainage area 1 that flows across the
proposed development will be conveyed through the proposed stormwater system to a bioretention
cell before exiting the site. The portion of drainage area 2 that flows across the proposed
development is also conveyed through the proposed stormwater system, this runoff is then conveyed
into a bioretention cell where it is treated before exiting the site. The drainage areas associated with
outlet 3 & 4 were minimally affected by the proposed development. Therefore, no additional BMP's
were required to manage runoff produced by these areas. The results of the described actions provide
a reduction in water quantity under condition present during a 1-yr/24-hr storm event. Table 1
compares the pre and post construction flows though the outlets.
Table 1: Comparison of Existing and Proposed Flow Through Outlets 1, 2, 3, & 4
1 year (cfs)
Existing
Outlet 1
0.27
Outlet 2
0.06
Outlet 3
0.04
Outlet 4
0.19
Proposed
Outlet 1
0.27
Outlet 2
0.04
Outlet 3
0.04
Outlet 4
0.15
Mattern & Craig
ENGINEERS • SURVEYORS
2 1 Page

Water Quality
North Carolina Department of Environmental Quality classifies the general requirements for low
density projects in Rule 15A-NCAC-02H. The built -upon area for this project encompasses 14.84%
which is less than the threshold amount of 24%. However, the proposed design does not implement
dispersed flows or vegetated conveyances to move the water around the project site. Under these
classifications, the Leicester Volunteer Fire Department project does not meet the requirements to
be classified as a low -density project. Because the Leicester Volunteer Fire Station project is classified
as a high -density project, two (2) Stormwater Control Measures (SCMs) are required. The two
bioretention cells have been designed to retain water and filter the site's runoff to meet the 85% TSS
removal prior to exiting the site.
Conclusion
Based on the Buncombe County Stormwater Management Ordinance the proposed design as
shown per the construction documents and appendices will reduce the 1-yr/24-hr flow rate as well as
provide pretreatment to on -site runoff exiting the proposed development.
Mattern & Craig
ENGINEERS • SURVEYORS
31Page

Appendix A
Soil Map

3: Soil Map —Buncombe County, North Carolina
a (3827 AOI)
a
m
346390 346420 346450 346480 346510 346540 346570 346600
35o 39' 31" N
Y
0
P2
I5�'./15C5
r
P
Soil MaN may not I3e valiel at this scale. ,
35o 39' 24" N
346390 346420 346450 346480 346510 346540 346570
m
Map Scale: 1:1,600 if printed on A landscape (11" x 8.5") sheet.
` Meters
N 0 20 40 80 120
Feet
0 50 100 200 ?00
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
a
m
346690 346720
35o 39' 31" N
0
r
r
o
n
I
1
N
r
r
N
r
35o 39' 24" N
346690 346720
in
m
7/2/2019
Pagel of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
o
Sodic Spot
Soil Map —Buncombe County, North Carolina
(3827 AOI)
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:12,000.
Stony Spot
th
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
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
—
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Buncombe County, North Carolina
Survey Area Data: Version 15, 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: Nov 23, 2011—Nov
28, 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.
USDA Natural Resources Web Soil Survey 7/2/2019
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Buncombe County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CkC2
Clifton clay loam, 8 to 15
2.7
58.4%
percent slopes, moderately
eroded
CkD2
Clifton clay loam, 15 to 30
1.2
24.8%
percent slopes, moderately
eroded
EvE2
Evard-Cowee complex, 30 to
0.8
16.9%
50 percent slopes,
moderately eroded
Totals for Area of Interest
4.7
100.0%
USDA Natural Resources Web Soil Survey 7/2/2019
Conservation Service National Cooperative Soil Survey Page 3 of 3

Appendix B
Hydrologic Soil Conditions

3: Hydrologic Soil Group —Buncombe County, North Carolina
a (3827 AOI)
m m
346390 346420 346450 346480 346510 346540 346570 346600 346630 346660 346f 346720
35o 39' 31" N I I I t— 35o 39' 31" N
0
m
■
o Y �
N
r
r
N
r
Soil MaN may not he valiel at this scale.
35o 39' 24" N 35o 39' 24" N
346390 346420 346450 346480 346510 346540 346570 346600 346630 346660 346690 346720
m -in
Map Scale: 1:1,600 if printed on A landscape (11" x 8.5") sheet.
` Meters `
N 0 20 40 80 120
Feet
0 50 100 200 ?00
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 7/2/2019
Conservation Service National Cooperative Soil Survey Pagel of 4

Hydrologic Soil Group —Buncombe County, North Carolina
(3827 AOI)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
0
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
r
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:12,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Buncombe County, North Carolina
Survey Area Data: Version 15, 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: Nov 23, 2011—Nov
28, 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.
USDA Natural Resources Web Soil Survey 7/2/2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Buncombe County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CkC2
Clifton clay loam, 8 to 15
B
2.7
58.4%
percent slopes,
moderately eroded
CkD2
Clifton clay loam, 15 to
B
1.2
24.8%
30 percent slopes,
moderately eroded
EvE2
Evard-Cowee complex,
B
0.8
16.9%
30 to 50 percent
slopes, moderately
eroded
Totals for Area of Interest
4.7
100.0%
USDA Natural Resources Web Soil Survey 7/2/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Buncombe County, North Carolina
KI MI AMI[611
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 7/2/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

a
a
m
346439
35° 39'30"N P
r
A
P
r
A
35° 39' 28" N
346439 346443 346447 346451
Map Scale: 1:159 if printed on A portrait (8.5" x 11") sheet.
` Meters
N 0 2 4 8 12
Feet
0 5 10 ZO 30
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Saturated Hydraulic Conductivity (Ksat)—Buncombe County, North Carolina
(Bioretention Cell #1)
346443 346447 346451 346455 346459
a
m
346463
rn
rri 35° 39' 30" N
r
A
P
r
m
r
A
n
m
r
r
r
35° 39' 28" N
a
a
m
9/27/2019
Page 1 of 5

Saturated Hydraulic Conductivity (Ksat)—Buncombe County, North Carolina
(Bioretention Cell #1)
MAP LEGEND
Area of Interest (AOI)
C Area of Interest (AOI)
Soils
Soil Rating Polygons
0 = 9.0000
0 Not rated or not available
Soil Rating Lines
,.yam = 9.0000
r r Not rated or not available
Soil Rating Points
= 9.0000
0 Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
r Major Roads
Local Roads
Background
. Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:12,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Buncombe County, North Carolina
Survey Area Data: Version 16, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 23, 2011—Nov
28, 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.
USDA Natural Resources Web Soil Survey 9/27/2019
Conservation Service National Cooperative Soil Survey Page 2 of 5

Saturated Hydraulic Conductivity (Ksat)—Buncombe County, North Carolina
Bioretention Cell #1
Saturated Hydraulic Conductivity (Ksat)
Map unit symbol
Map unit name
Rating (micrometers
Acres in AOI
Percent of AOI
persecond)
EvE2
Evard-Cowee complex,
9.0000
0.1
100.0%
30 to 50 percent
slopes, moderately
eroded
Totals for Area of Interest
0.1
100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A "representative" value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits.
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Dominant Component
USDA Natural Resources Web Soil Survey 9/27/2019
Conservation Service National Cooperative Soil Survey Page 3 of 5

Saturated Hydraulic Conductivity (Ksat)—Buncombe County, North Carolina
Bioretention Cell #1
Aggregation is the process by which a set of component attribute values is
reduced to a single value that represents the map unit as a whole.
A map unit is typically composed of one or more "components". A component is
either some type of soil or some nonsoil entity, e.g., rock outcrop. For the
attribute being aggregated, the first step of the aggregation process is to derive
one attribute value for each of a map unit's components. From this set of
component attributes, the next step of the aggregation process derives a single
value that represents the map unit as a whole. Once a single value for each map
unit is derived, a thematic map for soil map units can be rendered. Aggregation
must be done because, on any soil map, map units are delineated but
components are not.
For each of a map unit's components, a corresponding percent composition is
recorded. A percent composition of 60 indicates that the corresponding
component typically makes up approximately 60% of the map unit. Percent
composition is a critical factor in some, but not all, aggregation methods.
The aggregation method "Dominant Component" returns the attribute value
associated with the component with the highest percent composition in the map
unit. If more than one component shares the highest percent composition, the
corresponding "tie -break" rule determines which value should be returned. The
"tie -break" rule indicates whether the lower or higher attribute value should be
returned in the case of a percent composition tie. The result returned by this
aggregation method may or may not represent the dominant condition throughout
the map unit.
Component Percent Cutoff.- None Specified
Components whose percent composition is below the cutoff value will not be
considered. If no cutoff value is specified, all components in the database will be
considered. The data for some contrasting soils of minor extent may not be in the
database, and therefore are not considered.
Tie -break Rule: Fastest
The tie -break rule indicates which value should be selected from a set of multiple
candidate values, or which value should be selected in the event of a percent
composition tie.
Interpret Nulls as Zero: No
This option indicates if a null value for a component should be converted to zero
before aggregation occurs. This will be done only if a map unit has at least one
component where this value is not null.
Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average)
USDA Natural Resources Web Soil Survey 9/27/2019
Conservation Service National Cooperative Soil Survey Page 4 of 5

Saturated Hydraulic Conductivity (Ksat)—Buncombe County, North Carolina
Bioretention Cell #1
For an attribute of a soil horizon, a depth qualification must be specified. In most
cases it is probably most appropriate to specify a fixed depth range, either in
centimeters or inches. The Bottom Depth must be greater than the Top Depth,
and the Top Depth can be greater than zero. The choice of "inches" or
"centimeters" only applies to the depth of soil to be evaluated. It has no influence
on the units of measure the data are presented in.
When "Surface Layer" is specified as the depth qualifier, only the surface layer or
horizon is considered when deriving a value for a component, but keep in mind
that the thickness of the surface layer varies from component to component.
When "All Layers" is specified as the depth qualifier, all layers recorded for a
component are considered when deriving the value for that component.
Whenever more than one layer or horizon is considered when deriving a value
for a component, and the attribute being aggregated is a numeric attribute, a
weighted average value is returned, where the weighting factor is the layer or
horizon thickness.
Top Depth: 0
Bottom Depth: 5
Units of Measure: Centimeters
USDA Natural Resources Web Soil Survey 9/27/2019
Conservation Service National Cooperative Soil Survey Page 5 of 5

a
a
m
346569
35o 39' 27" N
r
35o 39' 26" N
346569 346572 346575 346578 346581 346594 346587
Map Scale: 1:157 if printed on A landscape (11" x 8.5") sheet.
` Meters
N 0 2 4 8 12
Feet
0 5 10 20 30
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Saturated Hydraulic Conductivity (Ksat)—Buncombe County, North Carolina
(Bioretention Cell #2)
346572 346575 346578 346581 346584 346587 346590 346593
a
m
3466M
35o 39' 27" N
r
N
r
N
35o 39' 26" N
346602
a
a
m
9/27/2019
Pagel of 3

Saturated Hydraulic Conductivity (Ksat)—Buncombe County, North Carolina
(Bioretention Cell #2)
MAP LEGEND
Area of Interest (AOI)
C Area of Interest (AOI)
Soils
Soil Rating Polygons
0 = 9.0000
0 Not rated or not available
Soil Rating Lines
,.yam = 9.0000
r r Not rated or not available
Soil Rating Points
= 9.0000
0 Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
r Major Roads
Local Roads
Background
. Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:12,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Buncombe County, North Carolina
Survey Area Data: Version 16, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 23, 2011—Nov
28, 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.
USDA Natural Resources Web Soil Survey 9/27/2019
Conservation Service National Cooperative Soil Survey Page 2 of 3

Saturated Hydraulic Conductivity (Ksat)—Buncombe County, North Carolina
Bioretention Cell #2
Saturated Hydraulic Conductivity (Ksat)
Map unit symbol
Map unit name
Rating (micrometers
per second)
Acres in AOI
Percent of AOI
CkD2
Clifton clay loam, 15 to
30 percent slopes,
moderately eroded
9.0000
0.1
100.0%
Totals for Area of Interest
0.1
100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a
saturated soil transmit water. The estimates are expressed in terms of
micrometers per second. They are based on soil characteristics observed in the
field, particularly structure, porosity, and texture. Saturated hydraulic conductivity
is considered in the design of soil drainage systems and septic tank absorption
fields.
For each soil layer, this attribute is actually recorded as three separate values in
the database. A low value and a high value indicate the range of this attribute for
the soil component. A "representative" value indicates the expected value of this
attribute for the component. For this soil property, only the representative value is
used.
The numeric Ksat values have been grouped according to standard Ksat class
limits.
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Dominant Component
Component Percent Cutoff. None Specified
Tie -break Rule: Fastest
Interpret Nulls as Zero: No
Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average)
Top Depth: 0
Bottom Depth: 5
Units of Measure: Centimeters
USDA Natural Resources Web Soil Survey 9/27/2019
Conservation Service National Cooperative Soil Survey Page 3 of 3

Appendix C
Drainage Area Maps

O
1(
`. icester v � �C/� �
r - zoo
63
HAMPTO*,
OG
/\
FIGURE 1-USGS PROJECT LOCATION:
LEICESTER VOLUNTEER FIRE
DEPARTMENT
1563 ALEXANDER ROAD
LEICESTER, NC
COMM. NO. 3827 SCALE: 1 "=1000'
Mattern & Craig
ENGINEERS•SURVEYORS
403 EAST MARKET STREET
JOHNSON CITY, TENNESSEE 37601
�423� 979-2220
FAX [phone]

OUT-1
III
®� DA 1
# ` 40
5.11 AC �
0010
1 DA #4
f 3.98 AC
�.� m
�s i
MAW-•rs.IM
OUT-3
OUT-4
ESTER
VOLUNTEER FIRE STATION
PRE -CON. DRAINAGE AREAS
LEICESTER, NC
COMM. NO. 3827 SCALE 1" = 150'
ZVMattern & Craig
ENGINEERSoSURVEYORS
403 EAST MARKET STREET
JOHNSON CITY, TENNESSEE 37601
[phone]
FAX [phone]

OU40
T-1A /
/� ♦ DA #2A
2.68 AC
ss
DA #1A ��r..� - �lo
4.46 AC40#,
40
1 i
DA #1 B
1.40 AC
I
DA #4
2.69 AC
i
DA #2B
0.36 AC
' , I\ OUT-2B
DA #3
).64 AC
4
OUT-3
FIGURE 3: LEICESTER
VOLUNTEER FIRE STATION
POST -CON. DRAINAGE AREAS
LEICESTER, NC
COMM. NO. 3827 SCALE 1" = 150'
ZVMattern & Craig
ENGINEERSoSURVEYORS
403 EAST MARKET STREET
JOHNSON CITY, TENNESSEE 37601
[phone]
FAX [phone]

Appendix D
CN Tables

EXISTING
EXISTING DRAINAGE AREA 1
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Pasture Grasslands
5.11
B
61
Good Condition
Total Acres 5.11
CN 61
EXISTING DRAINAGE AREA 2
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Pasture Grasslands
1.23
B
61
Good Condition
Total Acres 1.23
CN 61
EXISTING DRAINAGE AREA 3
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Pasture Grasslands
0.85
B
61
Good Condition
Total Acres 0.85
CN 61
EXISTING DRAINAGE AREA 3
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Pasture Grasslands
3.98
B
61
Good Condition
Total Acres 3.98
CN 61
Page 1

PROPOSED
PROPOSED DRAINAGE AREA 1A
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Pasture Grassland
4.46
B
61
Good Condition
Total Acres 4.46
CN 61
PROPOSED DRAINAGE AREA 1 B
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Impervious
0.97
B
98
Open space
0.43
B
61
Good Condition
Total Acres 1.4
CN 87
PROPOSED DRAINAGE AREA 2A
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Impervious
1.08
B
98
Open Space
1.6
B
61
Good Condition
Total Acres 2.68
CN 76
PROPOSED DRAINAGE AREA 2B
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Pasture Grassland
0.36
B
61
Good Condition
Total Acres 0.36
CN 61
PROPOSED DRAINAGE AREA 3
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Pasture Grassland
0.64
B
61
Good Condition
Total Acres 0.64
CN 61
Page 1

PROPOSED
PROPOSED DRAINAGE AREA 4
DECSRIPTION
ACRES
SOIL GROUP
CN
NOTES
Pasture Grassland
2.69
B
61
Good Condition
Total Acres 2.69
CN 61
Page 2

Appendix E
Time of Concentration

TC FLOW -
PATH #1
Y®®!o
OUT-1
III ~,♦
4
10
TC FLOW'
PATH #4
m
/s �
5
4f'
TC FLOW
PATH #3
—Di
OUT-3
OUT-4
FIGURE 4: LEICESTER
VOLUNTEER FIRE STATION
PRE -CON. FLOW PATH
LEICESTER, NC
COMM. NO. 3827 SCALE 1" = 150'
ZVMattern & Craig
ENGINEERSoSURVEYORS
403 EAST MARKET STREET
JOHNSON CITY, TENNESSEE 37601
[phone]
FAX [phone]

PROJECT:
SUB -BASIN ID:
SHEET FLOW
MANNING'S "n"
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE (FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
Exist 1
TOTAL TIME OF CONCENTRATION (HOURS)
TOTAL TIME OF CONCENTRATION (MINUTES)
LAG TIME (HOURS)
LAG TIME (MINUTES)
Input Values in Gray Areas Only
SEG #1 SEG #2
0.150
2.71
100
2228.2
2221.6
0.0660 0.0000
0.110 0.000 0.110
SEG #1 SEG #2
U P
500
2221.6
2148.5
0.1463 0.0000
6.172 0.000
0.022 0.000 0.022
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
explode
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0.00001
0.0000
0.0001
0.000
0.000
0.000
0.0001
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLER ICAL\CALCU LAT ION S\TC

PROJECT:
SUB -BASIN ID:
SHEET FLOW
MANNING'S "n"
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE (FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
Exist 2
TOTAL TIME OF CONCENTRATION (HOURS)
TOTAL TIME OF CONCENTRATION (MINUTES)
LAG TIME (HOURS)
LAG TIME (MINUTES)
Input Values in Gray Areas Only
SEG #1 SEG #2
0.150
2.71
100
2192.0
2186.8
0.0520 0.0000
0.121 0.000 0.121
SEG #1 SEG #2
U I P
332
2186.8
2136.0
0.1530
6.311
0.015 id 0.015
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0.00001
0.0000
0.0001
0.0001
0.0001
0.000
0.0001
0.0001
0.0001
0.0001
0.000
0.136
8.142
0.081
4.9
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0000
0.0000
0.0001
0.0001
0.000
0.000
0.0001
0.0001
0.000
0.000
0.000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.0001
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

PROJECT:
SUB -BASIN ID:
SHEET FLOW
MANNING'S "n"
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE (FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
Exist 3
TOTAL TIME OF CONCENTRATION (HOURS)
TOTAL TIME OF CONCENTRATION (MINUTES)
LAG TIME (HOURS)
LAG TIME (MINUTES)
Input Values in Gray Areas Only
SEG #1 SEG #2
0.150
2.71
100
2189.3
2182.9
0.0635 0.0000
0.112 0.000 0.112
SEG #1 SEG #2
U P
561
2182.9
2121.0
0.1104 0.0000
5.362 0.000
0.029 0.000 0.029
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0.00001
0.0000
0.0001
0.0001
0.0001
0.000
0.0001
0.0001
0.0001
0.0001
0.000
0.141
8.449
0.084
5.1
explode
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0000
0.0000
0.0001
0.0001
0.000
0.000
0.0001
0.0001
0.000
0.000
0.000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.0001
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

PROJECT:
SUB -BASIN ID:
SHEET FLOW
MANNING'S "n"
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE (FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
Exist 4
TOTAL TIME OF CONCENTRATION (HOURS)
TOTAL TIME OF CONCENTRATION (MINUTES)
LAG TIME (HOURS)
LAG TIME (MINUTES)
Input Values in Gray Areas Only
SEG #1 SEG #2
0.150
2.71
100
2189.3
2183.4
0.0585 0.0000
0.116 0.000 0.116
SEG #1 SEG #2
U P
691
2183.4
2113.0
0.1019 0.0000
5.150 0.000
0.037 0.000 0.037
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.153
9.167
0.092
5.5
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0000
0.0000
0.0001
0.0001
0.000
0.000
0.0001
0.0001
0.000
0.000
0.000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.0001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

PROJECT:
SUB -BASIN ID:
SHEET FLOW
MANNING'S "n"
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE (FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
Input Values in Gray Areas Only
Proposed 1A
SEG #1 SEG #2
0.150
2.71
100
2228.2
2221.6
0.0660 0.0000
0.110 0.000 0.110
TOTAL TIME OF CONCENTRATION (HOURS)
TOTAL TIME OF CONCENTRATION (MINUTES)
LAG TIME (HOURS)
LAG TIME (MINUTES)
SEG #1 SEG #2
U I P
500
2221.6
2148.5
0.1463
6.172
0.022 id 0.022
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0.00001
0.0000
0.0001
0.0001
0.0001
0.000
0.0001
0.0001
0.0001
0.0001
0.000
0.133
7.953
0.080
4.8
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0000
0.0000
0.0001
0.0001
0.000
0.000
0.0001
0.0001
0.000
0.000
0.000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.0001
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

PROJECT:
SUB -BASIN ID:
SHEET FLOW
MANNING'S "n"
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE (FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
Input Values in Gray Areas Only
Proposed 2B
SEG #1 SEG #2
0.150
2.71
100
2173.3
2144.1
0.2915 0.0000
0.061 0.000 0.061
TOTAL TIME OF CONCENTRATION (HOURS)
TOTAL TIME OF CONCENTRATION (MINUTES)
LAG TIME (HOURS)
LAG TIME (MINUTES)
SEG #1 SEG #2
U I P
67
2144.1
2136.0
0.1214
5.623
0.003 id 0.003
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0.00001
0.0000
0.0001
0.0001
0.0001
0.000
0.0001
0.0001
0.0001
0.0001
0.000
0.064
3.843
0.038
2.3
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.0001
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

ASSUME 5 MIN
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

PROJECT:
SUB -BASIN ID:
SHEET FLOW
MANNING'S "n"
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE (FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
Input Values in Gray Areas Only
Proposed 3
SEG #1 SEG #2
0.150
2.71
100
2174.2
2149.4
0.2480 0.0000
0.065 0.000 0.065
TOTAL TIME OF CONCENTRATION (HOURS)
TOTAL TIME OF CONCENTRATION (MINUTES)
LAG TIME (HOURS)
LAG TIME (MINUTES)
SEG #1 SEG #2
U I P
186
2149.4
2130.0
0.1043
5.211
0.010 id 0.010
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0.00001
0.0000
0.0001
0.0001
0.0001
0.000
0.0001
0.0001
0.0001
0.0001
0.000
0.075
4.484
0.045
2.7
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.0001
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

ASSUME 5 MIN
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

PROJECT:
SUB -BASIN ID:
SHEET FLOW
MANNING'S "n"
2- YEAR, 24- HR. RAIN FALL (IN)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
LAND SLOPE (FT/FT)
TIME OF CONCENTRATION (HRS)
SHALLOW CONCENTRATED FLOW
SURFACE DESCRIPTION (P OR U)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FT/FT)
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
Input Values in Gray Areas Only
Proposed 4B
SEG #1 SEG #2
0.150
2.71
100
2176.5
2166.7
0.0980 0.0000
0.094 0.000 0.094
TOTAL TIME OF CONCENTRATION (HOURS)
TOTAL TIME OF CONCENTRATION (MINUTES)
LAG TIME (HOURS)
LAG TIME (MINUTES)
SEG #1 SEG #2
U I P
429
2166.7
2113.0
0.1252
5.708
0.021 id 0.021
RECTANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
TRIANGULAR CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0.00001
0.0000
0.0001
0.0001
0.0001
0.000
0.0001
0.0001
0.0001
0.0001
0.000
0.115
6.891
0.069
4.1
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00001
0.00001
0000
0.0000
0.0001
0.0001
0.000
0.000
0.0001
0.0001
0.000
0.000
0.000
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SEG #2 SEG #3 SEG #4
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.0000
0.0000
0.0000
0.0000
0.000
0.0001
0.000
0.000
0.000
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

Appendix F
Water Quality Calculations

Stormwater Management Calculations
Water Ouantity Volume
Bioretention Cell #1:
1-Year acre-ft
Existing Conditions 0.055
Proposed Conditions 0.177
0.122
VRequirea— 0.122 acre — ft (43,s6oftz= 5,314.32 ft3
I`\ lacr )
Bioretention Cell #2:
1-Year acre-ft
Existing Conditions 0.013
Proposed Conditions 0.126
0.113
VRequirea= 0.113 acre — ft (43,s6oftz= 4922.28 ft3
I`\ lacre )
Water Ouality Volume
Rv= 0.05 + 0. 9 * IA (NCDENR Stormwater BMP Manual Section 3.3.1)
• Rv= Runoff Coefficient (unitless)
• IA= Impervious Fraction (unitless)
Dv= 3630 * RD * Rv * A (NCDENR Stormwater BMP Manual Section 3.3.1)
• Dv= Design Volume (cubic feet)
• RD= Design Storm Depth (inches) WQ= 1.04"
• A= Drainage Area (acres)
Bioretention Cell #1:
Drainage Area = 1.40 acres
Impervious Area-- 0.97 acres
• Rv= 0.05 + 0. 9 * IA
• IA= 0.97 = 0.69
1.40
• Rv= 0.05 + 0. 9 * 0.69 = 0.67

• Dv=3630*RD*Rv*A
• RD= 1.04"
• Rv= 0.67
• A= 1.40 acres
• Dv= 3630 * 1.04 * 0.67 * 1.40 = 3541.14 ft3
• Dv= WQv = 3541.14 ft3
Bioretention Cell #2:
Drainage Area = 2.68 acres
Impervious Area-- 1.08 acres
• Rv= 0.05 + 0. 9 * IA
• IA i.o8 = 0.40
2.68
• Rv= 0.05 + 0. 9 * 0.40 = 0.41
• Dv= 3630 * RD * Rv * A
• RD= 1.04"
• Rv= 0.41
• A= 2.68 acres
• Dv= 3630 * 1.04 * 0.41 * 2.68 = 4148.19 ft3
• Dv= WQv = 4148.19 ft3

Appendix G
HydroCAD Water Quantity Results

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 1
Summary for Link 5L: OUT 1
Inflow Area = 5.110 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1-yr event
Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.055 of
Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 5L: OUT 1
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
r' Inflow
❑ Primary

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 2
Summary for Link 6L: OUT 2
Inflow Area = 1.230 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1-yr event
Inflow = 0.06 cfs @ 12.07 hrs, Volume= 0.013 of
Primary = 0.06 cfs @ 12.07 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 6L: OUT 2
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
C Inflow
❑ Primary

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 3
Summary for Link 7L: OUT 3
Inflow Area = 0.850 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1-yr event
Inflow = 0.04 cfs @ 12.07 hrs, Volume= 0.009 of
Primary = 0.04 cfs @ 12.07 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 7L: OUT 3
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
C Inflow
❑ Primary

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 4
Summary for Link 8L: OUT 4
Inflow Area = 3.980 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1-yr event
Inflow = 0.19 cfs @ 12.09 hrs, Volume= 0.042 of
Primary = 0.19 cfs @ 12.09 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 8L: OUT 4
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Inflow
❑ Primary

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 5
Summary for Link 16L: OUT 1
Inflow Area = 5.860 ac, 16.55% Impervious, Inflow Depth = 0.15" for 1-yr event
Inflow = 0.24 cfs @ 12.07 hrs, Volume= 0.075 of
Primary = 0.24 cfs @ 12.07 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 16L: OUT 1
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
I 1 nflow
❑ Primary

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 6
Summary for Link 17L: OUT2
Inflow Area = 3.040 ac, 35.53% Impervious, Inflow Depth = 0.05" for 1-yr event
Inflow = 0.04 cfs @ 22.29 hrs, Volume= 0.014 of
Primary = 0.04 cfs @ 22.29 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 17L: OUT2
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
C Inflow
❑ Primary

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 7
Summary for Link 18L: OUT3
Inflow Area = 0.640 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1-yr event
Inflow = 0.04 cfs @ 12.02 hrs, Volume= 0.007 of
Primary = 0.04 cfs @ 12.02 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 18L: OUT3
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
C Inflow
❑ Primary

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 8
Summary for Link 19L: OUT 4
Inflow Area = 2.690 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1-yr event
Inflow = 0.15 cfs @ 12.06 hrs, Volume= 0.029 of
Primary = 0.15 cfs @ 12.06 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 19L: OUT 4
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
C Inflow
❑ Primary

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 9
Summary for Pond 20P: BIO 1 B
Inflow Area = 1.400 ac, 69.29% Impervious, Inflow Depth = 1.10" for 1-yr event
Inflow = 2.78 cfs @ 11.96 hrs, Volume= 0.129 of
Outflow = 0.06 cfs @ 16.38 hrs, Volume= 0.028 af, Atten= 98%, Lag= 265.6 min
Primary = 0.06 cfs @ 16.38 hrs, Volume= 0.028 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,168.51' @ 16.38 hrs Surf.Area= 0.079 ac Storage= 0.102 of
Plug -Flow detention time= 474.9 min calculated for 0.028 of (21 % of inflow)
Center -of -Mass det. time= 336.9 min ( 1,167.5 - 830.6 )
Volume Invert Avail.Storage
Storage Description
#1 2,167.00' 0.142
of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,167.00 0.057
0.000 0.000
2,168.00 0.071
0.064 0.064
2,169.00 0.086
0.078 0.142
Device Routing Invert
Outlet Devices
#1 Primary 2,161.50'
18.0" Round Culvert
L= 32.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,161.50' / 2,158.00' S= 0.1094 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,168.50'
11.3' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
Primary OutFlow Max=0.04 cfs @ 16.38 hrs HW=2,168.51' (Free Discharge)
L1=Culvert (Passes 0.04 cfs of 26.62 cfs potential flow)
L2= Broad -Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.30 fps)

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 10
❑ Inflow
❑ Primary
N
U

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 11
Summary for Pond 22P: BIO 2A
Inflow Area = 2.680 ac, 40.30% Impervious, Inflow Depth = 0.55" for 1-yr event
Inflow = 2.51 cfs @ 11.97 hrs, Volume= 0.122 of
Outflow = 0.04 cfs @ 22.29 hrs, Volume= 0.010 af, Atten= 98%, Lag= 619.4 min
Primary = 0.04 cfs @ 22.29 hrs, Volume= 0.010 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,156.51' @ 22.29 hrs Surf.Area= 0.086 ac Storage= 0.114 of
Plug -Flow detention time= 659.3 min calculated for 0.010 of (8% of inflow)
Center -of -Mass det. time= 493.3 min ( 1,368.7 - 875.4 )
Volume Invert Avail.Storage Storage Description
#1 2,155.00' 0.157 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,155.00 0.064 0.000 0.000
2,156.00 0.079 0.071 0.071
2,157.00 0.093 0.086 0.157
Device Routing Invert Outlet Devices
#1 Primary 2,149.50' 18.0" Round Culvert
L= 29.2' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,149.50' / 2,148.00' S= 0.0514 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,156.50' 11.3' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
Primary OutFlow Max=0.03 cfs @ 22.29 hrs HW=2,156.51' (Free Discharge)
L1=Culvert (Passes 0.03 cfs of 26.61 cfs potential flow)
L2= Broad -Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.26 fps)

3827_Hydro_9-27-19 Type 1124-hr 1-yrRainfall=2.25"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 12
N
U
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 13
Summary for Link 5L: OUT 1
Inflow Area = 5.110 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-yr event
Inflow = 1.24 cfs @ 12.04 hrs, Volume= 0.111 of
Primary = 1.24 cfs @ 12.04 hrs, Volume= 0.111 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
I nflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 14
Summary for Link 6L: OUT 2
Inflow Area = 1.230 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-yr event
Inflow = 0.30 cfs @ 12.04 hrs, Volume= 0.027 of
Primary = 0.30 cfs @ 12.04 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 6L: OUT 2
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 15
Summary for Link 7L: OUT 3
Inflow Area = 0.850 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-yr event
Inflow = 0.20 cfs @ 12.05 hrs, Volume= 0.019 of
Primary = 0.20 cfs @ 12.05 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 7L: OUT 3
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
r' Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 16
Summary for Link 8L: OUT 4
Inflow Area = 3.980 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-yr event
Inflow = 0.91 cfs @ 12.05 hrs, Volume= 0.087 of
Primary = 0.91 cfs @ 12.05 hrs, Volume= 0.087 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 17
Summary for Link 16L: OUT 1
Inflow Area = 5.860 ac, 16.55% Impervious, Inflow Depth = 0.35" for 2-yr event
Inflow = 1.08 cfs @ 12.04 hrs, Volume= 0.170 of
Primary = 1.08 cfs @ 12.04 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
I nflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 18
Summary for Link 17L: OUT2
Inflow Area = 3.040 ac, 35.53% Impervious, Inflow Depth = 0.31" for 2-yr event
Inflow = 0.16 cfs @ 14.11 hrs, Volume= 0.079 of
Primary = 0.16 cfs @ 14.11 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 17L: OUT2
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 19
Summary for Link 18L: OUT3
Inflow Area = 0.640 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-yr event
Inflow = 0.19 cfs @ 12.00 hrs, Volume= 0.014 of
Primary = 0.19 cfs @ 12.00 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 18L: OUT3
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
r' Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 20
Summary for Link 19L: OUT 4
Inflow Area = 2.690 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-yr event
Inflow = 0.70 cfs @ 12.02 hrs, Volume= 0.059 of
Primary = 0.70 cfs @ 12.02 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 19L: OUT 4
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
r' Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 21
Summary for Pond 20P: BIO 1 B
Inflow Area = 1.400 ac, 69.29% Impervious, Inflow Depth = 1.49" for 2-yr event
Inflow = 3.73 cfs @ 11.96 hrs, Volume= 0.174 of
Outflow = 0.23 cfs @ 12.79 hrs, Volume= 0.072 af, Atten= 94%, Lag= 49.9 min
Primary = 0.23 cfs @ 12.79 hrs, Volume= 0.072 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,168.54' @ 12.79 hrs Surf.Area= 0.079 ac Storage= 0.104 of
Plug -Flow detention time= 295.3 min calculated for 0.072 of (42% of inflow)
Center -of -Mass det. time= 172.2 min ( 994.2 - 822.0 )
Volume Invert Avail.Storage
Storage Description
#1 2,167.00' 0.142
of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,167.00 0.057
0.000 0.000
2,168.00 0.071
0.064 0.064
2,169.00 0.086
0.078 0.142
Device Routing Invert
Outlet Devices
#1 Primary 2,161.50'
18.0" Round Culvert
L= 32.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,161.50' / 2,158.00' S= 0.1094 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,168.50'
11.3' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
Primary OutFlow Max=0.23 cfs @ 12.79 hrs HW=2,168.54' (Free Discharge)
L1=Culvert (Passes 0.23 cfs of 26.67 cfs potential flow)
L2= Broad -Crested Rectangular Weir (Weir Controls 0.23 cfs @ 0.53 fps)

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 22
❑ Inflow
❑ Primary
N
U

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 23
Summary for Pond 22P: BIO 2A
Inflow Area = 2.680 ac, 40.30% Impervious, Inflow Depth = 0.82" for 2-yr event
Inflow = 3.91 cfs @ 11.97 hrs, Volume= 0.184 of
Outflow = 0.15 cfs @ 14.12 hrs, Volume= 0.071 af, Atten= 96%, Lag= 129.1 min
Primary = 0.15 cfs @ 14.12 hrs, Volume= 0.071 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,156.53' @ 14.12 hrs Surf.Area= 0.086 ac Storage= 0.115 of
Plug -Flow detention time= 364.8 min calculated for 0.071 of (39% of inflow)
Center -of -Mass det. time= 217.7 min ( 1,079.4 - 861.7 )
Volume Invert Avail.Storage Storage Description
#1 2,155.00' 0.157 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,155.00 0.064 0.000 0.000
2,156.00 0.079 0.071 0.071
2,157.00 0.093 0.086 0.157
Device Routing Invert Outlet Devices
#1 Primary 2,149.50' 18.0" Round Culvert
L= 29.2' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,149.50' / 2,148.00' S= 0.0514 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,156.50' 11.3' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
Primary OutFlow Max=0.14 cfs @ 14.12 hrs HW=2,156.53' (Free Discharge)
L1=Culvert (Passes 0.14 cfs of 26.65 cfs potential flow)
L2= Broad -Crested Rectangular Weir (Weir Controls 0.14 cfs @ 0.45 fps)

3827_Hyd ro_9-27-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 24
❑ Inflow
❑ Primary
N
U

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 25
Summary for Link 5L: OUT 1
Inflow Area = 5.110 ac, 0.00% Impervious, Inflow Depth = 0.74" for 10-yr event
Inflow = 5.49 cfs @ 12.01 hrs, Volume= 0.316 of
Primary = 5.49 cfs @ 12.01 hrs, Volume= 0.316 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary
N
U
3
0
LL

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 26
Summary for Link 6L: OUT 2
Inflow Area = 1.230 ac, 0.00% Impervious, Inflow Depth = 0.74" for 10-yr event
Inflow = 1.31 cfs @ 12.01 hrs, Volume= 0.076 of
Primary = 1.31 cfs @ 12.01 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 27
Summary for Link 7L: OUT 3
Inflow Area = 0.850 ac, 0.00% Impervious, Inflow Depth = 0.74" for 10-yr event
Inflow = 0.89 cfs @ 12.02 hrs, Volume= 0.053 of
Primary = 0.89 cfs @ 12.02 hrs, Volume= 0.053 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 7L: OUT 3
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 28
Summary for Link 8L: OUT 4
Inflow Area = 3.980 ac, 0.00% Impervious, Inflow Depth = 0.74" for 10-yr event
Inflow = 3.99 cfs @ 12.03 hrs, Volume= 0.246 of
Primary = 3.99 cfs @ 12.03 hrs, Volume= 0.246 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I 1 nflow
❑ Primary
N
U
3
0
LL

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 29
Summary for Link 16L: OUT 1
Inflow Area = 5.860 ac, 16.55% Impervious, Inflow Depth = 0.96" for 10-yr event
Inflow = 9.12 cfs @ 12.02 hrs, Volume= 0.467 of
Primary = 9.12 cfs @ 12.02 hrs, Volume= 0.467 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Inflow
❑ Primary
N
U
3
0
LL

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 30
Summary for Link 17L: OUT2
Inflow Area = 3.040 ac, 35.53% Impervious, Inflow Depth = 1.08" for 10-yr event
Inflow = 4.44 cfs @ 12.06 hrs, Volume= 0.274 of
Primary = 4.44 cfs @ 12.06 hrs, Volume= 0.274 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary
N
U
3
0
LL

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 31
Summary for Link 18L: OUT3
Inflow Area = 0.640 ac, 0.00% Impervious, Inflow Depth = 0.74" for 10-yr event
Inflow = 0.77 cfs @ 11.98 hrs, Volume= 0.040 of
Primary = 0.77 cfs @ 11.98 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 18L: OUT3
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
r' Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 32
Summary for Link 19L: OUT 4
Inflow Area = 2.690 ac, 0.00% Impervious, Inflow Depth = 0.74" for 10-yr event
Inflow = 3.04 cfs @ 12.00 hrs, Volume= 0.166 of
Primary = 3.04 cfs @ 12.00 hrs, Volume= 0.166 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary
N
U
3
0
LL

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 33
Summary for Pond 20P: BIO 1 B
Inflow Area = 1.400 ac, 69.29% Impervious, Inflow Depth = 2.51" for 10-yr event
Inflow = 6.16 cfs @ 11.95 hrs, Volume= 0.293 of
Outflow = 4.18 cfs @ 12.03 hrs, Volume= 0.191 af, Atten= 32%, Lag= 4.4 min
Primary = 4.18 cfs @ 12.03 hrs, Volume= 0.191 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,168.77' @ 12.03 hrs Surf.Area= 0.082 ac Storage= 0.123 of
Plug -Flow detention time= 179.1 min calculated for 0.191 of (65% of inflow)
Center -of -Mass det. time= 75.1 min ( 882.3 - 807.2 )
Volume Invert Avail.Storage Storage Description
#1 2,167.00' 0.142 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,167.00 0.057 0.000 0.000
2,168.00 0.071 0.064 0.064
2,169.00 0.086 0.078 0.142
Device Routing Invert Outlet Devices
#1 Primary 2,161.50' 18.0" Round Culvert
L= 32.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,161.50' / 2,158.00' S= 0.1094 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,168.50' 11.3' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
Primary OutFlow Max=4.00 cfs @ 12.03 hrs HW=2,168.76' (Free Discharge)
L1=Culvert (Passes 4.00 cfs of 27.13 cfs potential flow)
L2= Broad -Crested Rectangular Weir (Weir Controls 4.00 cfs @ 1.37 fps)

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 34
❑ Inflow
❑ Primary
N
U

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 35
Summary for Pond 22P: BIO 2A
Inflow Area = 2.680 ac, 40.30% Impervious, Inflow Depth = 1.63" for 10-yr event
Inflow = 7.88 cfs @ 11.96 hrs, Volume= 0.364 of
Outflow = 4.23 cfs @ 12.06 hrs, Volume= 0.252 af, Atten= 46%, Lag= 6.1 min
Primary = 4.23 cfs @ 12.06 hrs, Volume= 0.252 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,156.77' @ 12.06 hrs Surf.Area= 0.090 ac Storage= 0.136 of
Plug -Flow detention time= 179.7 min calculated for 0.252 of (69% of inflow)
Center -of -Mass det. time= 69.4 min ( 910.3 - 840.9 )
Volume Invert Avail.Storage Storage Description
#1 2,155.00' 0.157 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,155.00 0.064 0.000 0.000
2,156.00 0.079 0.071 0.071
2,157.00 0.093 0.086 0.157
Device Routing Invert Outlet Devices
#1 Primary 2,149.50' 18.0" Round Culvert
L= 29.2' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,149.50' / 2,148.00' S= 0.0514 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,156.50' 11.3' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
Primary OutFlow Max=3.92 cfs @ 12.06 hrs HW=2,156.75' (Free Discharge)
L1=Culvert (Passes 3.92 cfs of 27.13 cfs potential flow)
L2= Broad -Crested Rectangular Weir (Weir Controls 3.92 cfs @ 1.36 fps)

3827_Hyd ro_9-27-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 36
❑ Inflow
❑ Primary
N
U

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 37
Summary for Link 5L: OUT 1
Inflow Area = 5.110 ac, 0.00% Impervious, Inflow Depth = 1.80" for 100-yr event
Inflow = 14.83 cfs @ 12.00 hrs, Volume= 0.767 of
Primary = 14.83 cfs @ 12.00 hrs, Volume= 0.767 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 5L: OUT 1
Hydrograph
Inflow
❑ Primary
V 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 38
Summary for Link 6L: OUT 2
Inflow Area = 1.230 ac, 0.00% Impervious, Inflow Depth = 1.80" for 100-yr event
Inflow = 3.54 cfs @ 12.00 hrs, Volume= 0.185 of
Primary = 3.54 cfs @ 12.00 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary
N
U
3
0
LL

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 39
Summary for Link 7L: OUT 3
Inflow Area = 0.850 ac, 0.00% Impervious, Inflow Depth = 1.80" for 100-yr event
Inflow = 2.41 cfs @ 12.01 hrs, Volume= 0.128 of
Primary = 2.41 cfs @ 12.01 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 40
Summary for Link 8L: OUT 4
Inflow Area = 3.980 ac, 0.00% Impervious, Inflow Depth = 1.80" for 100-yr event
Inflow = 10.91 cfs @ 12.02 hrs, Volume= 0.597 of
Primary = 10.91 cfs @ 12.02 hrs, Volume= 0.597 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
F
I
0
N
U
3
0
LL
Link 8L: OUT 4
Hydrograph
V 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
I 1 nflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 41
Summary for Link 16L: OUT 1
Inflow Area = 5.860 ac, 16.55% Impervious, Inflow Depth = 2.17" for 100-yr event
Inflow = 22.19 cfs @ 11.99 hrs, Volume= 1.060 of
Primary = 22.19 cfs @ 11.99 hrs, Volume= 1.060 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 16L: OUT 1
Hydrograph
V 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
C Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 42
Summary for Link 17L: OUT2
Inflow Area = 3.040 ac, 35.53% Impervious, Inflow Depth = 2.51" for 100-yr event
Inflow = 15.99 cfs @ 11.97 hrs, Volume= 0.637 of
Primary = 15.99 cfs @ 11.97 hrs, Volume= 0.637 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 17L: OUT2
Hydrograph
r' Inflow
❑ Primary
V 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 43
Summary for Link 18L: OUT3
Inflow Area = 0.640 ac, 0.00% Impervious, Inflow Depth = 1.80" for 100-yr event
Inflow = 2.05 cfs @ 11.97 hrs, Volume= 0.096 of
Primary = 2.05 cfs @ 11.97 hrs, Volume= 0.096 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 44
Summary for Link 19L: OUT 4
Inflow Area = 2.690 ac, 0.00% Impervious, Inflow Depth = 1.80" for 100-yr event
Inflow = 8.11 cfs @ 11.99 hrs, Volume= 0.404 of
Primary = 8.11 cfs @ 11.99 hrs, Volume= 0.404 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
I nflow
❑ Primary
N
U
3
0
LL

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 45
Summary for Pond 20P: BIO 1 B
Inflow Area = 1.400 ac, 69.29% Impervious, Inflow Depth = 4.22" for 100-yr event
Inflow = 10.07 cfs @ 11.95 hrs, Volume= 0.492 of
Outflow = 9.34 cfs @ 11.98 hrs, Volume= 0.391 af, Atten= 7%, Lag= 1.9 min
Primary = 9.34 cfs @ 11.98 hrs, Volume= 0.391 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,168.95' @ 11.98 hrs Surf.Area= 0.085 ac Storage= 0.138 of
Plug -Flow detention time= 130.3 min calculated for 0.391 of (79% of inflow)
Center -of -Mass det. time= 48.6 min ( 841.0 - 792.4 )
Volume Invert Avail.Storage Storage Description
#1 2,167.00' 0.142 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,167.00 0.057 0.000 0.000
2,168.00 0.071 0.064 0.064
2,169.00 0.086 0.078 0.142
Device Routing Invert Outlet Devices
#1 Primary 2,161.50' 18.0" Round Culvert
L= 32.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,161.50' / 2,158.00' S= 0.1094 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,168.50' 11.3' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
Primary OutFlow Max=9.04 cfs @ 11.98 hrs HW=2,168.94' (Free Discharge)
L1=Culvert (Passes 9.04 cfs of 27.51 cfs potential flow)
L2= Broad -Crested Rectangular Weir (Weir Controls 9.04 cfs @ 1.81 fps)

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 46
N
U
Pond 20P: BIO 1 B
Hydrograph
Time (hours)
❑ Inflow
❑ Primary

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 47
Summary for Pond 22P: BIO 2A
[93] Warning: Storage range exceeded by 0.11'
Inflow Area = 2.680 ac, 40.30% Impervious, Inflow Depth = 3.11" for 100-yr event
Inflow = 14.93 cfs @ 11.96 hrs, Volume= 0.696 of
Outflow = 14.84 cfs @ 11.97 hrs, Volume= 0.583 af, Atten= 1 %, Lag= 0.8 min
Primary = 14.84 cfs @ 11.97 hrs, Volume= 0.583 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,157.11' @ 11.97 hrs Surf.Area= 0.093 ac Storage= 0.157 of
Plug -Flow detention time= 107.3 min calculated for 0.582 of (84% of inflow)
Center -of -Mass det. time= 34.6 min ( 856.9 - 822.3 )
Volume Invert Avail.Storage Storage Description
#1 2,155.00' 0.157 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,155.00 0.064 0.000 0.000
2,156.00 0.079 0.071 0.071
2,157.00 0.093 0.086 0.157
Device Routing Invert Outlet Devices
#1 Primary 2,149.50' 18.0" Round Culvert
L= 29.2' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,149.50' / 2,148.00' S= 0.0514 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,156.50' 11.3' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
Primary OutFlow Max=13.98 cfs @ 11.97 hrs HW=2,157.09' (Free Discharge)
L1=Culvert (Passes 13.98 cfs of 27.81 cfs potential flow)
L2= Broad -Crested Rectangular Weir (Weir Controls 13.98 cfs @ 2.11 fps)

3827_Hyd ro_9-27-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 10/2/2019
HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC Page 48
Pond 22P: BIO 2A
Hydrograph
❑ Inflow
❑ Primary
Time (hours)

10S 11S
PR P1B PR P2A
1S 2S 3S 4S 9S OP 2P 12S 13S 15S
EXI T 1 EXI 3T 2 EXI T 3 EXI T 4 PROP 1A11B BIO IP 2B PR P 3 PR P 4
5L 6L 7L 8L 16L 17L 18L 19L
OUT OUT OUT OUT OUT OUT2 OUT3 OUT
Subcat Reach on Link Routing Diagram for 3827_Hydro_9-27-19
Prepared by Hewlett-Packard Company, Printed 10/2/2019
L. HydroCAD® 10.00-14 s/n 04889 © 2015 HydroCAD Software Solutions LLC

Appendix H
Stormwater Pipe Table

PIPE
NO.
AREA
ac
RUNOFF
COEFF.
SUM
C * A
TIME
CONC.
min
I
10 YR.
in/hr
I
25 YR.
in/hr
I
50 YR.
in/hr
I
100 YR
in/hr
Q
10 YR
cfs
Q
25 YR
cfs
Q
50 YR
cfs
Q
100 YR
cfs
PIPE
MATERIAL
PIPE
SIZE
in
PIPE
LENGTH
If
U/S
I.E.
If
D/S
I.E.
If
PIPE
SLOPE
ft/ft
VEL.
10 YR
fps
HW
10 YR
If
HW
25 YR
If
HW
50 YR
If
HW
100 YR
If
PIPE
CAPACITY
cfs
PIPE
COST
Dollars
1
0.19
0.60
0.11
5.00
6.31
7.26
7.97
8.69
0.7
0.8
0.9
1.0
HDPE
15
19
70.33
70.24
0.0050
2.8
0.4
0.5
0.5
0.5
4.9
$513.00
2
0.42
0.91
0.50
5.11
6.28
7.23
7.93
8.65
3.1
3.6
3.9
4.3
HDPE
15
149
70.14
69.39
0.0050
4.2
1.1
1.2
1.2
1.3
4.9
$4,023.00
3
0.10
0.20
0.68
5.70
6.13
7.05
7.74
8.44
4.2
4.8
5.3
5.8
HDPE
15
142
69.29
67.87
0.0100
5.9
1.3
1.5
1.6
1.7
7.0
$3,834.00
4
0.29
0.95
1.01
6.10
6.03
6.94
7.61
8.30
6.1
7.0
7.7
8.4
HDPE
18
39
67.62
67.23
0.0100
6.5
1.5
1.6
1.8
1.9
11.4
$1,170.00
5
0.17
0.95
0.17
5.00
6.31
7.26
7.97
8.69
1.0
1.2
1.3
1.4
HDPE
12
157
71.21
69.64
0.0100
4.1
0.6
0.7
0.7
0.7
3.9
$3,768.00
6
0.06
0.95
0.06
5.00
6.31
7.26
7.97
8.69
0.4
0.4
0.5
0.5
HDPE
12
176
69.88
68.12
0.0100
3.2
0.3
0.3
0.4
0.4
3.9
$4,224.00
7
0.08
0.95
0.08
5.00
6.31
7.26
7.97
8.69
0.5
0.6
0.6
0.7
HDPE
12
19
71.82
71.73
0.0050
2.6
0.4
0.4
0.4
0.5
2.7
$456.00
8
0.07
0.95
0.14
5.12
6.28
7.22
7.93
8.65
0.9
1.0
1.1
1.2
HDPE
12
25
71.63
71.50
0.0050
3.1
0.6
0.6
0.6
0.7
2.7
$600.00
9
0.15
0.95
0.14
5.00
6.31
7.26
7.97
8.69
0.9
1.0
1.1
1.2
HDPE
12
23
72.07
71.95
0.0050
3.1
0.6
0.6
0.6
0.7
2.7
$552.00
10
0.08
0.95
0.08
5.00
6.31
7.26
7.97
8.69
0.5
0.6
0.6
0.7
HDPE
12
55
72.55
72.00
0.0100
3.4
0.4
0.4
0.4
0.5
3.9
$1,320.00
11
0.50
0.40
0.20
5.00
6.31
7.26
7.97
8.69
1.3
1.5
1.6
1.7
HDPE
15
60
69.22
66.22
0.0500
8.1
0.6
0.7
0.7
0.7
15.6
$1,620.00
12
0.13
0.88
0.31
5.12
6.28
7.22
7.93
8.65
2.0
2.3
2.5
2.7
HDPE
15
45
66.12
63.87
0.0500
8.7
0.8
0.9
0.9
1.0
15.6
$1,215.00
13
0.16
0.50
0.39
5.21
6.26
7.20
7.90
8.61
2.5
2.8
3.1
3.4
HDPE
15
93
63.77
61.91
0.0200
6.7
0.9
1.0
1.1
1.1
9.9
$2,511.00
14
1.17
0.44
0.91
5.44
6.20
7.13
7.83
8.53
5.6
6.5
7.1
7.8
HDPE
15
19
61.81
61.43
0.0200
8.3
1.7
1.9
2.2
2.4
9.9
$513.00
15
0.16
0.95
1.06
5.48
6.19
7.12
7.81
8.52
6.6
7.6
8.3
9.0
HDPE
15
58
61.33
59.00
0.0402
11.3
2.0
2.3
2.6
3.0
14.0
$1,566.00