SW1190801_3827 SW REPORT_8/27/2019

Leicester Volunteer Fire Station
Buncombe County, NC
Stormwater Narrative
IIIItj,■
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Prepared by:
Mattern & Craig, Inc.
403 E Market 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
ProjectDescription...................................................................................................................... 1
ExistingSite Conditions.............................................................................................................. I
Proposed Developed Conditions
Stormwater Pipe Network ........
Water Quantity ..........................
Water Quality
Conclusion.....
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
HydroCAD Water Quantity Results
Appendix G
Stormwater Pipe Table
1
1
2
2
3

Project Description
The proposed Volunteer Fire Station 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 station will
share a roadway connection with the Buncombe County Public Library. Existing land use consists
mostly of rolling pasture and grassland. The project consists of constructing a Volunteer Fire Station
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 four (4)
drainage areas, two of which are comprised of sub -drainage areas. 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.
Stormwater Pipe Network
The proposed storm water pipes have been designed 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
Mader&Craig
EKG+NEERS • SVRVrYORS
1IPage

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 dry detention
basin 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 bioretntion 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
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 of 24% that is used to determine if a project meets the criteria to be
classified as a low -density project. Under these classifications, the Leicester Volunteer Fire Station
project meets the requirements to be classified as a low -density project. Because the Leicester
Volunteer Fire Station project is classified as a low -density project, no Stormwater Control Measures
(SCMs) are required. The biorientation cell and the dry pond provide pretreatment to the site's
runoff prior to exiting the site.
Mattern & Craig
WGINFIE • SVRVEYORS
21Page

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
WGINFIE • SURVEYORS
31Page

Appendix A
Soil Map

Soil Map —Buncombe County, North Carolina 3
a (3827 AOI) M
N N
O] W
346390 346420 346450 346480 346510 346540 346570 346600 346630 346660 3466% 346720
35' 39' 31" N R 35° 39' 31" N
t
c
z �
r
35° 39' 24" N i % i r 35° 39' 24" N
346390 346420 346450 346480 346510 346540 346570 3466W 346630 346660 346690 346720
3 3
a
Map Scale: 1:1,600 if printed on A landscape (11" x 8.5") sheet.
Meters a
N 0 ZO 40 80 120
Feet
0 50 100 200 300
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey 7/2/2019
Conservation Service National Cooperative Soil Survey Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
rwr
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Vo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.14
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
4
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
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
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
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:
rwr
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
L
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
3827 AOI
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
24.8%
Clifton clay loam, 15 to 30
1.2
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

Hydrologic Soil Group —Buncombe County, North Carolina
a (3827 AOI)
V
N
346390 346420 346450 346480 346510 346540 346570 346600 346630
35' 39' 31" N
35° 39' 24" N
346390 346420 346450 346480 346510 346540 346570
3
a
Map Scale: 1:1,600 W printed on A landscape (11" x 8.511) sheet.
Meters
N 0 20 40 80 120
Feet
0 50 100 200 300
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
3466W 346630 346660 346690
3
M
V
N
.346M �
R35° 39' 31" N
A
0
n
n
n
n
35° 39' 24" N
346720
3
7/2/2019
Page 1 of 4

Hydrologic Soil Group —Buncombe County, North Carolina
(3827 AOI)
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:12,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
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: 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.
UU� 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
3827 AOI
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
3827 AOI
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

Appendix C
Drainage Area Maps

OUT-1
Own \ ,♦
DA #1
: 5.11 AC \ \ " �
#*, �
,,���� • � � i,� 1D23 AC
OUT-2
DA #4
\ • 3.98 AC
DA #3
0.85 AC
lw
d
OUT-3
go
OUT-4

OUT-1A
DA #1 A •'� •.
4.46 AC •••
s�
DA #1 B
1.40 AC
DA #4
2.69 AC
It
•
X
DA #2A \
2.68 AC
DA #2B
0.36 AC
DA #3
0.64 AC
OUT-4
OUT-3
OUT-2B
11rcl qmm��
FIGURE 2: LEICESTER
VOLUNTEER FIRE STATION
POST -CON. DRAINAGE AREAS
LEICESTER, NC
COMM. NO. 3827 SCALE 1" = 150'
ZVMattern & Craig
ENGINEERS*SURVEYORS
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

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
0.0001
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
0.000
0.000
0.000
0.000
A
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
0.000
0.000
0.000
0.000
0.0001
0.0001
0.0001
0.0001
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 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 IP
332
2186.8
2136.0
0.1530
6.311
0.015 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
0.00001
0.00001
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.0001
0.0001
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
0.136
8.142
0.081
4.9
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?HA 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)
CHANNELFLOW
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
0.0001
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
0.0001
0.000
0.000
0.0001
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 IP
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
0.00001
0.00001
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.0001
0.0001
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
0.141
8.449
0.084
5.1
explode
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?HA 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)
CHANNELFLOW
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
0.0001
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
0.0001
0.000
0.000
0.0001
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 IP
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
0.00001
0.00001
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.0001
0.0001
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
0.153
9.167
0.092
5.5
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?HA 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)
CHANNELFLOW
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
0.0001
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
0.0001
0.000
0.000
0.0001
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

OUT-1
TC FLOW too" �'♦�
PATH #1 \
r • ,♦
I '
lk
�� ■
������r• TC FLOW
■ �\ PATH #2
♦' OUT-2
■
\I ; FIGURE 3: LEICESTER
TC FLOW TC FLOW VOLUNTEER FIRE STATION
PATH #4� PATH #3 PRE -CON. FLOW PATH
LEICESTER, NC
OUT-3 COMM. NO. 3827 SCALE 1" = 150'
Mattern & Craig
OUT-4 ENGINEERS*SURVEYORS
403 EAST MARKET STREET
JOHNSON CITY, TENNESSEE 37601
[phone]
r FAX [phone]

TC FLOW
PATH #1 A
op
Soto
10*
I
TC FLOW •
PATH #4 ,
OUT-1A
;'60I~
\ f-- OUT-1 B ��,
OUT-4
OUT-2A
OUT-3
OUT-2B
*NOTE: DUE TO DRAINAGE AREA SIZE AND/OR SURFACE
CHARACTERISTICS TIME OF CONCENTRATIONS ARE ASSUMED
TO BE 5 MINS. FOR DRAINAGE AREA 113, 2A, 213, AND 3.
FIGURE 4: LEICESTER
VOLUNTEER FIRE STATION
POST -CON. FLOW PATHS
LEICESTER, NC
COMM. NO. 3827 SCALE 1" = 150'
ZVMattern & Craig
ENGINEERS*SURVEYORS
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)
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 IP
500
2221.6
2148.5
0.1463
6.172
0.022 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
0.00001
0.00001
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.0001
0.0001
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
0.133
7.953
0.080
4.8
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?HA 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)
CHANNELFLOW
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
0.0001
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
0.0001
0.000
0.000
0.0001
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
0.15011
S
0.0000 0.000 0.061
SEG #1 SEG #2
U IP
67
2144.1
2136.0
0.1214
5.623
0.003 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
0.0001
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
0.0001
0.0001
0.0001
0.000
0.000
TOTAL TIME OF CONCENTRATION (HOURS) 0.064
TOTAL TIME OF CONCENTRATION (MINUTES) 3.843
LAG TIME (HOURS) 0.038
LAG TIME (MINUTES) 1 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)
CHANNELFLOW
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
0.0001
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
0.000
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 3
SEG #1 SEG #2
0.15011
S
0.0000
0.000 0.065
SEG #1 SEG #2
U IP
186
2149.4
2130.0
0.1043
5.211
0.010 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
0.0001
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
0.0001
0.0001
0.0001
0.000
0.000
TOTAL TIME OF CONCENTRATION (HOURS) 0.075
TOTAL TIME OF CONCENTRATION (MINUTES) 4.484
LAG TIME (HOURS) 0.045
LAG TIME (MINUTES) 1 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)
CHANNELFLOW
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
0.0001
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
0.000
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 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 IP
429
2166.7
2113.0
0.1252
5.708
0.021 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
0.00001
0.00001
0.0000
0.000
0.000
0.000
0.000
0.000
0.000
0.0001
0.0001
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
0.115
6.891
0.069
4.1
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?HA 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)
CHANNELFLOW
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
0.0001
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
0.0001
0.000
0.000
0.0001
0.0001
0.000
0.000
0.000
I:\3827 Leicester Fire Department\CLERICAL\CALCULATIONS\TC

Appendix F
HydroCAD Water Quantity Results

10S 11S
PR I
1B PR P2A
1S 2S 33 qg gS ;O� /2/2� 12S 13S 15S
EXIST 1 EXI 3T 2 EXIST 3 EXI T 4 PR P 4
PROP 1A P ND 1 B BIO P OP 26 PR P 3
5L 6L 7L 8L 16L 17L 18L 19L
PRE OUT 1 PRE OUT 2 PRE OUT 3 PRE OUT 4 POST OUT 1 POST OUT 2 POST OUT 3 POST OUT 4
Subcat Reach on Link Routing Diagram for 3827_Hydro_6-21-19
Prepared by Hewlett-Packard Company, Printed 7/10/2019
HydrOCAD® 10.00-16 s/n 04889 © 2015 HydroCAD Software Solutions LLC

3827_Hydro_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 2
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 5L: PRE OUT 1 Inflow=0.27 cfs 0.055 of
Primary=0.27 cfs 0.055 of
Link 6L: PRE OUT 2 Inflow=0.06 cfs 0.013 of
Primary=0.06 cfs 0.013 of
Link 7L: PRE OUT 3 Inflow=0.04 cfs 0.009 of
Primary=0.04 cfs 0.009 of
Link 8L: PRE OUT 4 Inflow=0.19 cfs 0.042 of
Primary=0.19 cfs 0.042 of
Link 16L: POST OUT 1 Inflow=0.27 cfs 0.177 of
Primary=0.27 cfs 0.177 of
Link 17L: POST OUT 2 Inflow=0.04 cfs 0.014 of
Primary=0.04 cfs 0.014 of
Link 18L: POST OUT 3 Inflow=0.04 cfs 0.007 of
Primary=0.04 cfs 0.007 of
Link 19L: POST OUT 4 Inflow=0.15 cfs 0.029 of
Primary=0.15 cfs 0.029 of
Pond 20P: POND 1 B Peak Elev=2,167.66' Storage=0.092 of Inflow=2.78 cfs 0.129 of
Outflow=0.04 cfs 0.129 of
Pond 22P: BIO 2A Peak Elev=2,156.51' Storage=0.114 of Inflow=2.51 cfs 0.122 of
Outflow=0.04 cfs 0.010 of

3827_Hydro_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 3
Summary for Link 5L: PRE 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
Link 5L: PRE OUT 1
Hydrograph
0.3
0.28
27 cfs 0.
-
H
H
H kr wv Area=5.110
lac
0.26
lllllllll
l
111
l
l
0.24
0.22
IIHIHIHIHIHIHIHIHIHIHIHI
IH
IHI
-�IHI
HI
IH
I-I�
-I
H
I
_0.18/
0.16
H H
H
H
I7
TI
TI
H
H
I7
TI
T
F1
I7 1
0 0.14
LL0.12
— —
H H
H
H
HIHIH
H
H
HIHIH
H
H
0.1
H
H
IH
IHIIIHI
H
H
i
IILI
H_1
I
0.08
0.06
Irt
IrtIrtH
H
�I�
H'—I
I�
0.04
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 50 525 4 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

3827_Hydro_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 4
Summary for Link 6L: PRE 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
Link 6L: PRE OUT 2
Hydrograph
0.07
� 0.06
cfs
I4Iac
"r Area=1.2�30
0.065
0.06
IH
HIHIHIHIHIHHIHI+II,IIIII
0.055
—
-.
—
LI
—
L
—
IL
—
IL I
—
LI
—
L
—
L
— —
IL I LI
—
LI
—
L
—
IL
—
I LI
0.05
0.045
fil
1
1-t
I t I
t-f� I
1--tI�
I t I t I
t_1
I _tI
t
0.04
LI
L
ILIIILI
L
ILILILILI
L
IL111
3 0.035
0
LL 0.03
�
I-T
I171
�
1i
111TI_rI
t_I
rt
I_rIT1
0.025
0.02
0.015
�I
71
0.01
0.005
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_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 5
Summary for Link 7L: PRE 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
Link 7L: PRE OUT 3
Hydrograph
I�Itltl
ICI
-rItI
0.048
0.04
— cfs
H
I—
-
-I
Inflow
Ares=A:85A
ac
0.044
0
I�IT_ITI�
I�ITIzI�I
�I�IT_I
0.04
0.04
0.038
0.036
I�
H
H
I-f
I H
H
H
H
I+ I fi I
H
H_+
I H
0.034
0 0.03
.03
—
4_I
�
14
41
_ I
I-4
I � 14-I
�I
_4
14
I � I
N 0.028
V 0.026
3 0.024
LL°002
H
ICI+I+_IH
HI+IJ_IH
IH_+I+I
0.018
0.016
0.014
0.012
—
t I
t 1t-1
t I t
t__I
�_t
I_t
I H
00.01
-
0.006
0.004
0.002
0
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_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 6
Summary for Link 8L: PRE 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
0.21
0.1 c
ME
0.17
ME
0.14
0.14
0.1
N 0.12
0.11
c 0.1
LL n nc
0.01
0.19 cfs
H
I�
LAO
0 2 4 6 8 10
Link 8L: PRE OUT 4
Hydrograph
_L I _L
_I H I- i - i -ir�" Ar"� 16M lac
7, t--I
IH
IH
I + I
+_I
n
H
,fi
+ I
_F_
_,__1
H
fit t_I
IrtItIfit
1_1
IrtItIt
h
Irt I
LI ❑
1:1
IZ
111
D
❑
I:
IZ
II
ZI
❑
I:1 1_
-�-1
H
14
14- 1
-�-1
H
IH
14
-�- I
-I
H
H I-
I H
H
1-+1+1-1
H
H
1-+1+1+-1
H
H I-
II
IrtITIfit
M
II
IrtITIfil
M
Irt I-
1:1:1T1:E1
❑
I_'_TITlT1
❑
I7'-
6 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_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 7
Summary for Link 16L: POST OUT 1
Inflow Area = 5.860 ac, 16.55% Impervious, Inflow Depth = 0.36" for 1-yr event
Inflow = 0.27 cfs @ 12.07 hrs, Volume= 0.177 of
Primary = 0.27 cfs @ 12.07 hrs, Volume= 0.177 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 16L: POST OUT 1
Hydrograph
IT IT I TI
TI IT
IT
IT I
F
0.3
0.28
0.27 cfs
I-4
I-+
I + I
+ Inflow Area=5.860 lac
0.26
J IL
I L
I L I
L
�
L I
L
LL
IL
0.24
0.22
I-f
I rt
I t I
fi I L1
I� I rt
t I
t l
L_l
Irt
0.2
14
�—
14
ICI
�I �
_4 14
1
4_I
N
I4
0.18
N
0.16
'
IT I I
I _tT
T
T T
T T
T
T
T
_1
0.120 0.14-
I-�
+ I�
I
I '�
I� 14
�I
H
I�
0.1
IL
LI
I_ I
LI
L
IL
0.08
0.06
1
+
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_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 8
Summary for Link 17L: POST OUT 2
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
Link 17L: POST OUT 2
Hydrograph
14
1+ 1
i H
i 4
i 1 i
-H
�
-
-
cfs
0:044
0.04
I
I
of 11"
Area=".
0
ac
0.042
0.
� � ��
I+ 14-I
H
I-4
I+ I *I
H
H
14
1 +
0.038
38
0.036
j
I-T
ITI
771
ITI
-7I
F1
IT
I-7I TI
T7I
FT
IT
IT
0.034
0.032
/
0.03
ICI+I
I
H
H
I+Ii- I
H
H
1-+1+
0.028
0.026
'
0.024
0.02
a
1 t I
t-I
h
H
I t I t I
t__l
h
I
I t
00.02
-
0.01
0.0144
I4
4_I
I
�- I
I-4
1 14-1
�-I
_4
14
1
0.012
0.01'/fiI
0.008
' /
j
f�
I�
Ifilfil
t-I
--t
I_tIt
0.006
0.004
0.002
0
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_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 9
Summary for Link 18L: POST OUT 3
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
Link 18L: POST OUT 3
Hydrograph
IH
H
HI
H
IH
1+ 1
HI
H
I-r
I
❑Inflow
❑Primary
0.042
0.04
cfs
Inflo
w Area=O �6 6
0.04
0.038
14I4
H 1
kH
14
1 H I
HI
H
1
I H I I
t--,
H
14
1 HI
0.036
0.032
Irt
fit
11
IfilfiI
f
l
I t I t I
t-I
H
IrtItI
0.
28
0.028
�1
H
I�I
I�H
I
a
H
IIJ_I
H
H
1jI
N 0.026
—
2, 0.024
-
1-1
H
I-
+ I�
I
H
IH
I t I t I
t--I
H
I--
I t I
0.022
LL 0.02
0.018
—
_1
H
11
IT
H
H
H
I i I H
H
IH
I a
I I I
0.016
0.014
—
-
-
HIHIHIHIHIIHIHIHIHIHIHIHI
0.012
—
0.01
0.008
—
0.004
0.002
0
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_Hydro_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 10
Summary for Link 19L: POST 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
Link 19L: POST OUT 4
Hydrograph
0.17
M T T'
T IT
I T
I T I
T i
❑Inflow
❑ Primary
0.16
0.15 cfs
fi Inflow
Area=�690
lac
0.1
0.14
-
—I H
IH
IHI
-H
l
r
IHI
Hl
H
-
H
0.13
H H
IHHIHIHHH14+1HHHI
0.12
0.1
N
0.09
t
L Li
L 11
1i
I _L I
i—I
H
I_1
I-
_L I
LI
H
I_L
c 0.08
LL 0.07
/—I
IT TI
H H
IT
I T 1
TI
1-1
IT
IT
T I
T
1-1
T
0.06
0.05
— —
1rt
— —
—I 11
—
1rt
—
I T I
—
fiI
—
H
—
I_t
—
Irt
—
T I
—
fil
—
H
—
Irt
0.04
0.03
H
IHIHIHI
HI
IH
'HI
H
IH'
0.02
0.01
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_Hydro_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 11
Summary for Pond 20P: POND 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 = 0.04 cfs @ 19.23 hrs, Volume= 0.129 af, Atten= 99%, Lag= 436.3 min
Primary = 0.04 cfs @ 19.23 hrs, Volume= 0.129 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,167.66' @ 19.23 hrs Surf.Area= 0.065 ac Storage= 0.092 of
Plug -Flow detention time= 1,202.4 min calculated for 0.129 of (100% of inflow
Center -of -Mass det. time= 1,203.3 min ( 2,033.9 - 830.6 )
Volume Invert Avail.Storage
Storage Description
#1 2,165.50' 0.198
of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(acres) (acre-feet) (acre-feet)
2,165.50
0.000
0.000 0.000
2,166.00
0.036
0.009 0.009
2,167.00
0.052
0.044 0.053
2,168.00
0.071
0.061 0.114
2,169.00
0.095
0.083 0.198
Device Routing
Invert
Outlet Devices
#1 Primary
2,165.40'
18.0" Round Culvert
L= 32.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,165.40' / 2,164.00' S= 0.0438'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1
2,165.50'
1.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
2,168.00'
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 @ 19.23 hrs HW=2,167.66' (Free Discharge)
L1=Culvert (Passes 0.04 cfs of 13.07 cfs potential flow)
�2=Orifice/G rate
(Orifice Controls 0.04 cfs @ 7.01 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

3827_Hyd ro_6-21-19 Type/1 24-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD®10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 12
U
3
0
LL
2
1
2.78 cfs
Pond 20P: POND 1 B
Hydrograph
I- 4 4- 1 4- I �-I k� I-4 I-� 1 4- I -�- e Inflow
�riflc vi AI rhea i 400 ac ❑ Primary
4- 14- 1 Itb,�age�=iO1.6§2�
�IIIIIIIIIIIIIII IIIIIIII
IIIIIIIIIIIIIIIIIIIIIII
4- 1 k 1-414 1--k 1 4 t-I k 1-4 1 1 4-1 1 1
I�IIIIIIIIIIIIIIIIIIIIIIIIII
� IIIIII IIIIIIIIIIIIIIIIIII
0.04 cfs
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_Hydro_6-21-19 Type 1124-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 13
Summary for Pond 22P: 11310 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_Hyd ro_6-21-19 Type/1 24-hr 1-yr Rainfall=2.25"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD®10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 14
Pond 22P: BIO 2A
Hydrograph
IIIIIIIIIIIIIII illllllllllllllll
2.51 cfs L
�riflc vi AI rhea 1 680 ac
IIII _ III �k 0-1��2, i s6..ki II
2 IIII ISt6ll�a66=bA1114 4
I I I I i 1 1 1 1 1 M MIMI
I11i III11I.1111111111I-11111111
3
0
LL ITT I TI T IT 17 1 T I T I TI T IT 1 T I T I TI 1
1
I11�1 I111111111111111111111111111
'I 111111111111111111
0.04 cfs
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)
e Inflow
❑ Primary

3827_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 15
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 5L: PRE OUT 1 Inflow=1.24 cfs 0.111 of
Primary=1.24 cfs 0.111 of
Link 6L: PRE OUT 2 Inflow=0.30 cfs 0.027 of
Primary=0.30 cfs 0.027 of
Link 7L: PRE OUT 3 Inflow=0.20 cfs 0.019 of
Primary=0.20 cfs 0.019 of
Link 8L: PRE OUT 4 Inflow=0.91 cfs 0.087 of
Primary=0.91 cfs 0.087 of
Link 16L: POST OUT 1 Inflow=1.12 cfs 0.270 of
Primary=1.12 cfs 0.270 of
Link 17L: POST OUT 2 Inflow=0.16 cfs 0.079 of
Primary=0.16 cfs 0.079 of
Link 18L: POST OUT 3 Inflow=0.19 cfs 0.014 of
Primary=0.19 cfs 0.014 of
Link 19L: POST OUT 4 Inflow=0.70 cfs 0.059 of
Primary=0.70 cfs 0.059 of
Pond 20P: POND 1 B Peak EIev=2,168.02' Storage=0.116 of Inflow=3.73 cfs 0.174 of
Outflow=0.11 cfs 0.173 of
Pond 22P: BIO 2A Peak EIev=2,156.53' Storage=0.115 of Inflow=3.91 cfs 0.184 of
Outflow=0.15 cfs 0.071 of

3827_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 16
Summary for Link 5L: PRE 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
Link 5L: PRE OUT 1
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 17
Summary for Link 6L: PRE 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
Link 6L: PRE OUT 2
Hydrograph
14 1-+14-1
H
1-4
14
1 + I
�-I
0.32
0.3
0.3
'Tr
�i �
li r
"=1.130
lac
0.28
TI
IT
IT
I T I
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H
IT
17
I T I
TI
H
IT 1
0.26
0.24
I�
1rt1tIt-I
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h
Irt 1
0.22
0.2
-�
-
IH
IH
I H I
HI
H
IH
14
H 1
HI
H
H 1
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3 0.16
LL0.14
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H
I_LIII_LI
H_1
I_
I I
L I
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0.12
0.1
1 T
TrI1_1ITIT1T1HI_TI-T
TITIHT1
0.08
0.06
IH
HI
H
1H
1H1
H
H
H
HI
H
I�
0.04
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 50 525 4 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

3827_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 18
Summary for Link 7L: PRE 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
Link 7L: PRE OUT 3
Hydrograph
I�
0.2;
0.20 cfs
-1
I�
I�
1Inflow
Ara-
10.850
lac
0.2
0.19
HIH1H1HIHIF-�H-H1HHIH
0.18
—
—
0.17
Irt
fit
t-I
1-�
Irt
I t I
fit
H
I�
Irt
t I
t
H
Irt
0.16
0.15
0.14
14
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14
11
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H
I-4
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4I
H
I-4
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t-I
t__I
1-f
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I t I
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IfiI
t
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H
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0.09
I:1
T_IH
HI:IITI:E1H
H1:11DHH
0.08
0.07
—
1H
HI
HI
IH
I
I H I
HI
HI
IH
1H
H 1
HI
H
IH
0.06
00.05
.04
I�
11I�I�I�I�HI�I�I�ItIHI�
0.03
0.02
0.01
0
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_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 19
Summary for Link 8L: PRE 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
Link 8L: PRE OUT 4
Hydrograph
❑ Inflow
❑ Primary
Time (hours)

3827_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 20
Summary for Link 16L: POST OUT 1
Inflow Area = 5.860 ac, 16.55% Impervious, Inflow Depth > 0.55" for 2-yr event
Inflow = 1.12 cfs @ 12.04 hrs, Volume= 0.270 of
Primary = 1.12 cfs @ 12.04 hrs, Volume= 0.270 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 16L: POST OUT 1
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 21
Summary for Link 17L: POST OUT 2
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
Link 17L: POST OUT 2
Hydrograph
Li I I I LI
H
❑Inflow
0.17
0.16 cfs
Ll
I-1
I —1
I 1 I
1—
nfl w
Ar -3.040
ac
❑ Primary0.16
0.15
H
IT
IT
ITI
TI
l
ITI
0.14
0.13
ITI
H
H
ITI
T I
TI
H
IT
ITI
T I
TI
H
IT
0.12
0.11
Irt
I�
Irt
rt
fil
1�
I�
Irt
rt
fil
h
Irt
0.1
3 0.09
I-
I-t
I-t
I t I
tI
H
l-t
I-
fi l
fil
N
" 008
0.07
I H I
HI
H
IH
IH
I H I
HI
H
IH
0.0
IHIHI
HI
IH
IHIHIHI
H
HI-
0.05
0.04
I-� I
ICI
-P
H
l-4
I-
I C I
-H
H
l4
0.03
0.02
0.01
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_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 22
Summary for Link 18L: POST OUT 3
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
Link 18L: POST OUT 3
Hydrograph
0.21
I�
11 I LI
❑
❑
I-L
1 1 1
LI
❑ Inflow
❑ Primary
0.2
0.19 cfs
1
Are—�640
liac
0.19
0.18
I�
+--1
I—t
1-�
I + I
_Inflow
�—I
I + 1
4-I
H
I4
0.17
—
—
0.15
I�
tI
�I
1—f
I�
I t I
fit
1_
I—
I—
H
I—
—
—
0.14
0.13
17
ZI❑
1�11IIIZI❑
I�11I11ZI❑I�1
ci 0.12
0.1
_�_I
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H
I4
c 0.1
LL 0.09
�1
H
H
1-+
1+ 1
-1
H
H
1-
+ 1
+-I
H
H
0.08
0.07
0.06
fiIM
I_tIrtITIfiIM
ItIrt
rI
-rlM
Irt
0.04 0.05
I�
�I
❑
I�ITI�I
❑
I�
�ITITI
❑
I7'
0.03
0.02
0.01
0
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_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 23
Summary for Link 19L: POST 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
Link 19L: POST OUT 4
Hydrograph
0.75
0.7
0.65
.
070
cfs
��
T
L Im
Inflow Ar -2.690 1C
0.6
- �__4
14
ICI
�_I t_�
I_4 14 �I
�
N
I4 I
0.55
0.5
III
IIIIIII1IIIIIIIIIIIIIIIIII
N 0.45
V 0.4
fi
LL 0.35
I -4
-I I-4
14
I � I
� I �-1
I-4 14 1
4-I
N
I-4 I
0.3
0.25
III
IWIIIIIIIIIIII
IIIIIIIIIII
0.2
0.15
Irt
I T I
fiI
0.1
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 50 525 4 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

3827_Hydro_6-21-19 Type 1124-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 24
Summary for Pond 20P: POND 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 = 0.11 cfs @ 14.47 hrs, Volume= 0.173 af, Atten= 97%, Lag= 150.5 min
Primary = 0.11 cfs @ 14.47 hrs, Volume= 0.173 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,168.02' @ 14.47 hrs Surf.Area= 0.071 ac Storage= 0.116 of
Plug -Flow detention time= 1,259.4 min calculated for 0.173 of (99% of inflow)
Center -of -Mass det. time= 1,255.7 min ( 2,077.8 - 822.0 )
Volume Invert Avail.Storage
Storage Description
#1 2,165.50' 0.198
of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(acres) (acre-feet) (acre-feet)
2,165.50
0.000
0.000 0.000
2,166.00
0.036
0.009 0.009
2,167.00
0.052
0.044 0.053
2,168.00
0.071
0.061 0.114
2,169.00
0.095
0.083 0.198
Device Routing
Invert
Outlet Devices
#1 Primary
2,165.40'
18.0" Round Culvert
L= 32.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,165.40' / 2,164.00' S= 0.0438'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1
2,165.50'
1.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
2,168.00'
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=0.10 cfs @ 14.47 hrs HW=2,168.02' (Free Discharge)
L1=Culvert (Passes 0.10 cfs of 14.53 cfs potential flow)
�2=Orifice/G rate
(Orifice Controls 0.04 cfs @ 7.57 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.33 fps)

3827_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 25
Pond 20P: POND 1 B
Hydrograph
�- I rt I t I �I �� I� Irt I rt I� I �I I� I rt I t I �I
j7CfS [IP Primary
fllow Area i .40b lace
IIIIIIIIIIII -Peak Elev=2,168.02'
3 Storage=0.116 af
IIIII IIIIIIIIIIIIIIII IIIIIIIIII
N - _
IIIII I1' IIIIIIIII1, IIIIIIIIII
3 2
0
LL I Illilllllllllllllllllllllllll
fil 1i II Irt I T I fi t-I ri Irt I T I T I fil 1
III IIIIIIIIIIIIIIIIIII
1;;;�_O.11 cfs
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_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 26
Summary for Pond 22P: 11310 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_Hydro_6-21-19 Type 11 24-hr 2-yr Rainfall=2.71 "
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 27
Pond 22P: BIO 2A
Hydrograph
IIIIIIIIIIIIIII IIIIIIIIIIIIIIIII
4 3.91 cfs lInfllow Area i ..168b lacI
IIIII III Peak Elev=2,156.53'1
IIIII
3 Storage=0.115 ai
IIIII IIIIIIIIII
11
Irt l Irt lrt l Tl 71 1
0 2
_tItItI t-I h I-tItItIt-I f
'lllllllllllllllllllllll
015cfs
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_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 28
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 5L: PRE OUT 1 Inflow=5.49 cfs 0.316 of
Primary=5.49 cfs 0.316 of
Link 6L: PRE OUT 2 Inflow=1.31 cfs 0.076 of
Primary=1.31 cfs 0.076 of
Link 7L: PRE OUT 3 Inflow=0.89 cfs 0.053 of
Primary=0.89 cfs 0.053 of
Link 8L: PRE OUT 4 Inflow=3.99 cfs 0.246 of
Primary=3.99 cfs 0.246 of
Link 16L: POST OUT 1 Inflow=7.52 cfs 0.567 of
Primary=7.52 cfs 0.567 of
Link 17L: POST OUT 2 Inflow=4.44 cfs 0.274 of
Primary=4.44 cfs 0.274 of
Link 18L: POST OUT 3 Inflow=0.77 cfs 0.040 of
Primary=0.77 cfs 0.040 of
Link 19L: POST OUT 4 Inflow=3.04 cfs 0.166 of
Primary=3.04 cfs 0.166 of
Pond 20P: POND 1 B Peak Elev=2,168.23' Storage=0.131 of Inflow=6.16 cfs 0.293 of
Outflow=3.30 cfs 0.291 of
Pond 22P: BIO 2A Peak Elev=2,156.77' Storage=0.136 of Inflow=7.88 cfs 0.364 of
Outflow=4.23 cfs 0.252 of

3827_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 29
Summary for Link 5L: PRE 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
Link 5L: PRE OUT 1
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 30
Summary for Link 6L: PRE 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
Link 6L: PRE OUT 2
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 31
Summary for Link 7L: PRE 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
Link 7L: PRE OUT 3
Hydrograph
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Time (hours)

3827_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 32
Summary for Link 8L: PRE 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
Link 8L: PRE OUT 4
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 33
Summary for Link 16L: POST OUT 1
Inflow Area = 5.860 ac, 16.55% Impervious, Inflow Depth > 1.16" for 10-yr event
Inflow = 7.52 cfs @ 12.04 hrs, Volume= 0.567 of
Primary = 7.52 cfs @ 12.04 hrs, Volume= 0.567 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 16L: POST OUT 1
Hydrograph
I-L ITITI
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1
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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
-11
❑ Primary

3827_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 34
Summary for Link 17L: POST OUT 2
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
Link 17L: POST OUT 2
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 35
Summary for Link 18L: POST OUT 3
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
Link 18L: POST OUT 3
Hydrograph
❑ Inflow
0.85
0.8
=
0.77
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IH
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Inflow
Area=0-640
lac
❑ Primary
cfs
0.75
14
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0.7
0.6
0.55
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0.15
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_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 36
Summary for Link 19L: POST 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
Link 19L: POST OUT 4
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 37
Summary for Pond 20P: POND 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 = 3.30 cfs @ 12.06 hrs, Volume= 0.291 af, Atten= 46%, Lag= 6.3 min
Primary = 3.30 cfs @ 12.06 hrs, Volume= 0.291 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,168.23' @ 12.06 hrs Surf.Area= 0.076 ac Storage= 0.131 of
Plug -Flow detention time= 764.8 min calculated for 0.291 of (100% of inflow)
Center -of -Mass det. time= 762.1 min ( 1,569.3 - 807.2 )
Volume Invert Avail.Storage
Storage Description
#1 2,165.50' 0.198
of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(acres) (acre-feet) (acre-feet)
2,165.50
0.000
0.000 0.000
2,166.00
0.036
0.009 0.009
2,167.00
0.052
0.044 0.053
2,168.00
0.071
0.061 0.114
2,169.00
0.095
0.083 0.198
Device Routing
Invert
Outlet Devices
#1 Primary
2,165.40'
18.0" Round Culvert
L= 32.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,165.40' / 2,164.00' S= 0.0438'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1
2,165.50'
1.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
2,168.00'
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=3.08 cfs @ 12.06 hrs HW=2,168.22' (Free Discharge)
L1=Culvert (Passes 3.08 cfs of 15.29 cfs potential flow)
�2=Orifice/G rate
(Orifice Controls 0.04 cfs @ 7.87 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 3.04 cfs @ 1.25 fps)

3827_Hyd ro_6-21-19 Type // 24-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD®10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 38
Pond 20P: POND 1 B
Hydrograph
L Iflow
6.16 cfs � � � � I � El Primary
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2
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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_Hydro_6-21-19 Type 1124-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 39
Summary for Pond 22P: 11310 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_6-21-19 Type/1 24-hr 10-yr Rainfall=3.86"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD®10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 40
Pond 22P: BIO 2A
Hydrograph
8
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2
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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_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 41
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 5L: PRE OUT 1 Inflow=14.83 cfs 0.767 of
Primary=14.83 cfs 0.767 of
Link 6L: PRE OUT 2 Inflow=3.54 cfs 0.185 of
Primary=3.54 cfs 0.185 of
Link 7L: PRE OUT 3 Inflow=2.41 cfs 0.128 of
Primary=2.41 cfs 0.128 of
Link 8L: PRE OUT 4 Inflow=10.91 cfs 0.597 of
Primary=10.91 cfs 0.597 of
Link 16L: POST OUT 1 Inflow=22.19 cfs 1.161 of
Primary=22.19 cfs 1.161 of
Link 17L: POST OUT 2 Inflow=15.99 cfs 0.637 of
Primary=15.99 cfs 0.637 of
Link 18L: POST OUT 3 Inflow=2.05 cfs 0.096 of
Primary=2.05 cfs 0.096 of
Link 19L: POST OUT 4 Inflow=8.11 cfs 0.404 of
Primary=8.11 cfs 0.404 of
Pond 20P: POND 1 B Peak Elev=2,168.45' Storage=0.149 of Inflow=10.07 cfs 0.492 of
Outflow=9.33 cfs 0.491 of
Pond 22P: BIO 2A Peak Elev=2,157.11' Storage=0.157 of Inflow=14.93 cfs 0.696 of
Outflow=14.84 cfs 0.583 of

3827_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 42
Summary for Link 5L: PRE 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: PRE OUT 1
Hydrograph
4
14 I C I
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❑ Inflow
❑ Primary
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14.83 cfs
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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_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 43
Summary for Link 6L: PRE 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
Link 6L: PRE OUT 2
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 44
Summary for Link 7L: PRE 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
Link 7L: PRE OUT 3
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 45
Summary for Link 8L: PRE 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
10.91 cfs
Link 8L: PRE OUT 4
Hydrograph
t I
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❑ Primary
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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_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 46
Summary for Link 16L: POST OUT 1
Inflow Area = 5.860 ac, 16.55% Impervious, Inflow Depth > 2.38" for 100-yr event
Inflow = 22.19 cfs @ 11.99 hrs, Volume= 1.161 of
Primary = 22.19 cfs @ 11.99 hrs, Volume= 1.161 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 16L: POST OUT 1
Hydrograph
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3
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1
0
0 2
4 6 8 10
12 14 16 18 20 22 24
26 28 30 32
Time
34 36 38 40 42 44 46
(hours)
48 50
52 54
56 58
60 62
64 66 68 70 72

3827_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 47
Summary for Link 17L: POST OUT 2
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: POST OUT 2
Hydrograph
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❑ Inflow
17
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Area=3.040
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3
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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_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 48
Summary for Link 18L: POST OUT 3
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
Link 18L: POST OUT 3
Hydrograph
❑ Inflow
❑ Primary
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_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 49
Summary for Link 19L: POST 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
Link 19L: POST OUT 4
Hydrograph
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❑ Primary
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Time (hours)

3827_Hydro_6-21-19 Type 1124-hr 100-yr Rainfall=5.69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD® 10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 50
Summary for Pond 20P: POND 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 = 9.33 cfs @ 11.99 hrs, Volume= 0.491 af, Atten= 7%, Lag= 2.0 min
Primary = 9.33 cfs @ 11.99 hrs, Volume= 0.491 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 2,168.45' @ 11.99 hrs Surf.Area= 0.082 ac Storage= 0.149 of
Plug -Flow detention time= 465.6 min calculated for 0.491 of (100% of inflow)
Center -of -Mass det. time= 463.9 min ( 1,256.3 - 792.4 )
Volume Invert Avail.Storage Storage Description
#1 2,165.50' 0.198 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
2,165.50 0.000 0.000 0.000
2,166.00 0.036 0.009 0.009
2,167.00 0.052 0.044 0.053
2,168.00 0.071 0.061 0.114
2,169.00 0.095 0.083 0.198
Device Routing Invert Outlet Devices
#1 Primary 2,165.40' 18.0" Round Culvert
L= 32.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 2,165.40' / 2,164.00' S= 0.0438'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
#2 Device 1 2,165.50' 1.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 2,168.00' 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=9.03 cfs @ 11.99 hrs HW=2,168.44' (Free Discharge)
L1=Culvert (Passes 9.03 cfs of 16.09 cfs potential flow)
�2=Orifice/G rate
(Orifice Controls 0.04 cfs @ 8.20 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 8.98 cfs @ 1.81 fps)

3827_Hyd ro_6-21-19 Type // 24-hr 100-yr Rainfall=5. 69"
Prepared by Hewlett-Packard Company Printed 7/10/2019
HydroCAD®10.00-16 s/n 04889 ©2015 HydroCAD Software Solutions LLC Page 51
Pond 20P: POND 1 B
Hydrograph
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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)
L Inflow
❑ Primary

Appendix G
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
ft
U/S
I.E.
ft
D/S
I.E.
ft
PIPE
SLOPE
ft/ft
VEL.
10 YR
fps
HW
10 YR
ft
HW
25 YR
ft
HW
50 YR
ft
HW
100 YR
ft
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
i 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 1.06
5.48
1 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