SW6211201_Stormwater Report_20220128

Prepared for:
MCKEE HOMES, LLC
4208 Six Forks Rd
Suite 810
Raleigh, NC 27609
Contact: Blayze DiPasquale
Stormwater & Erosion
Control Narrative
The Glen Subdivision
Cumberland County, NC
Grays Creek Township
Construction Drawing Submittal — October 22, 2021
Curr
ENGINEERING -
SE L _
36823 -
Prepared by:,,
Andrew Petty, PE
The Curry Engineering Group, PLLC 10/22/2021
PO Box 2018
205 S. Fuquay Ave.
Fuquay-Varina, NC 27526
[phone]

Curr
ENGINEERING
TABLE OF CONTENTS
NARRATIVES
Site Location and Description
Project Development
Erosion Control
Stormwater Management
Storm Sewer Hydraulic Gradeline
Storm Sewer Gutter Spread
SUPPORT DOCUMENTS
USGS Topography Map
FEMA Floodplain Map
NRCS Soils Information
NOAA Rainfall Data
Stream Classification
Soil Hydrology Classification
CALCULATIONS & ANALYSIS
Stormwater Management Calculations
• Curve Numbers
• SCM Worksheets
• Hydraflow Routing
Storm Sewer HGL Calculations
Gutter Spread Calculations
Outlet Protection Calculations
Sediment Basin Calculations
Ditch Liner Calculations
T [phone] 205 S. Fuquay Avenue
F [phone] Fuquay-Varina, NC 27526
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NARRATIVES
Site Location & Description
McKee Homes plans to develop approximately 12 acres of vacant property off NC Highway 87 in
Cumberland County, NC. The project consists of 4 parcels south of the Villages at Rockfish
Subdivision.
i
Project
Site`
k
71>
z 7
..STARLING RO
Figure 1 - Vicinity Map — Courtesy of Cumberland County GIS 2021
The site is a mix of open areas that were previously used for farming as wel I as wooded areas. Per an
environmental delineation performed by Spangler Environmental, there are a couple of areas of
jurisdictional wetlands on the subject properties. One area is near the entrance to the proposed
subdivision and will be required to be impacted. This will require a pre -construction notification (PCN)
sent to the US Army Corps of Engineers which will trigger a nationwide 404 permit.
3

Project Development
The developer plans to develop the property such that a total of 22 single family lots can be
constructed. The property is currently zoned Cumberland County Rural Residential (RR). The project
will develop the subdivision in one phase. The developer does plans to mass grade the property.
Public utilities will be required to be extended to the site due to the size of the lots and since the
project has readily available utilities from the Fayetteville Public Works Commission.
The nearest point of connection for potable water is a 16" public water main that runs along NC
Highway 87. This project proposes connecting to this 16" water main at the entrance of the
subdivision and extending an 8" water main throughout the subdivision. The nearest point of
connection to the sewer system is an existing 18" sewer outfall that runs along the north east corner
of the property.
Erosion Control
The purpose of this project is to clear and grub and construct infrastructure for a 22 lot residential
subdivision. The property is privately owned. See owner information on existing conditions plan. The
site is currently undeveloped.
Approximately 9.20 acres will be disturbed during construction. The maximum fill will be approx. 5-6
feet. This project will involve removal of topsoil to create residential roadway and infrastructure. The
disturbance area includes mass grading of lots. An underground storm drainage system will be
installed to convey stormwater to a permanent stormwater management area.
The project is scheduled to begin construction in fall of 2021 with project completion and final
stabilization by summer of 2022. The erosion and sediment control program for this project will
include the installation of a suitable construction entrance, temporary silt fencing, silt fence outlets,
diversion ditches, inlet protection measures and sediment basins.
The soils at this site are predominately loamy sands. Soils are moderately well drained with Ksat
ranges from moderately high to high. Slopes are largely between 2 to 6%. On -site soils are Pactolus,
Roanoke, Udorthents & Wickman. Pactolus soils are A type soils. Roanoke soils are D type soils.
Udorthents soils are C type soils. Wickman soils are B type soils.
Soils information has been obtained through the USDA & NRCS website:
http://websoilsurvey.nres.usda.gov/app/ for Cumberland County.
4

Stormwater Management
The project drains to Rockfish Creek within the Cape River Basin with a stream index classification
number #18-31-(23) and is designated as class "C" waters. Watershed regulations for high density
developments require that all impervious surfaces captured must be treated for 85% total suspended
solids (TSS) and the volume of runoff from the first inch of rainfall be treated and released over two to
five days. While there is no requirement by Cumberland County to provide peak flow attenuation, this
project provides peak flow attenuation for the 2-yr, 10-yr and 25-yr storm events.
To treat 85% TSS and control the pre -post attenuation, several wet detention basins are being utilized
at natural low points. By utilizing wet detention basins, the requirement for a level spreader and filter
strip, is not required. At this time, neither the Cumberland County or Cape Fear River ruler requires
treatment or an off -set payment for nutrient removal (nitrogen or phosphorus). However, per
NCDENR Water Quality, a wet detention basin will provide a 30% reduction in nitrogen and a 40%
reduction in phosphorus.
The project will likely be mass graded however the intent is to keep the existing drainage patterns in
the post development state. The site drains to 2 drainage basins on the property as shown on SW-01.
In order to minimize impacts to natural drainage basins; several wet detention basins are located
such that it drains the entire roadway infrastructure and most all of the townhomes.
A summary of the stormwater pre and post development rates is illustrated below.
CUMULATIVE SITE (HYD# 3,12)
Pre -Development Peak
Post -Development Peak
Net Change
Storm Event
Flow
Flow w/SCM
Net Change (%)
(Cfs)
(cfs)
(cfs)
1 yr
4.45
2.09
-2.36
-53%
2 yr
7.61
3.56
-4.06
-53%
10 yr
21.21
8.76
-12.45
-59%
25 yr
31.14
20.39
-10.75
-35%
5

A season high water table investigation has not been conducted however NCDENR no longer requires
wet detention basins to be designed with liners to prevent SHWT migration into the ponds.
The constructed wetland facility has been modeled using Hydraflow Hydrographs by AutoDesk. The
SCS method was utilized for determining pre/post flow rates.
Storm Sewer Hydraulic Grade Iine Analysis
The project will require the use of several curb inlets & yard inlets to capture stormwater runoff.
Standard NCDOT grated type catch basins are being utilized within the subdivision and right of way
street improvements. The storm drainage system for this project has been designed with the following
criteria:
• Class III RCP with 15-in minimum pipe diameter.
• Start the HGL analysis at 80% full of the outlet pipe
• Maintain 10 yr. HGL inside system
• Minimum slope of 0.5%.
• Minimum velocity of 2 fps and max velocity of 10 fps.
• Minimum Cover of 2-ft (top of subgrade to crown).
Each inlet has a delineated drainage basin composite C value for land use and a minimum Tc of ten
(10) minutes. The rational method was utilized for calculating peak flow.
The hydraulic grade line for the storm drainage system was calculated using Hydraflow Storm Sewers
by Autodesk. The analysis included checking the system for inlet control. Refer to the calculations
section for the Hydraflow output calculations.
Storm Sewer Gutter Spread Analysis
In addition to an HGL anlaysis the storm sewer system in the residential roadways were analyzed for
gutter spread. The gutter spread for the storm drainage system has been designed with the following
criteria:
• Max gutter spread within roadway is 6.75 feet during the 4 in/hr storm event with the
exception of cul-de-sac catch basins.
• Mannings "n" of the gutter is 0.013.
• Cross slope of road is 2%
• Longitudinal slope of road as designed.
Each inlet has a delineated drainage basin and composite C value for land use. The rational method
was utilized for calculating peak flow.
The gutter spread analysis for the storm drainage system was calculated using Hydraflow Storm
Sewers by Autodesk. The analysis included checking the system for inlet control. Refer to the
calculations section for the Hydraflow output calculations.

SUPPORT DOCUMENTS
USGS 7.5 Minute Map
N
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7 (9,9) 662-0649 206 S. FuquayAvenue BUNNELL SUBDIVISION
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F [phone] Fuquay-Varina NC 27626
CUSGS 7,5 MINUTE MAP
ENGINEERING CEDAR CREEK
NC LIC. N0. P-0799

SUPPORT DOCUMENTS
FEMA Flood Map
N
EST. 0 10

T (9,9,662-6649 2065 luquay
arina, C 27 BUNNELL SUBDIVISION
Curr F [phone] Fuquay-Varina NC 27626
FEMA MAP
ENGINEERING NC LIC. NO. P-0799 MAP 3720044300J

SUPPORT DOCUMENTS
USDA Soils Survey
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EST. 0 10

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ENGINEERING NC LIC. NO. P-0799 MAP 18

SUPPORT DOCUMENTS
Rainfall Data
N
EST. 0 10

Hydraflow Rainfall Report
58
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc. v2021
Intensity = B 1 (Tc + D)AE
1-Yr
0.0DD
O.Om
0.000
2-Yr
30.764
13.200
0.B91)
3-Yr
0.000
O.Om
0.000
5-Yr
O.Om
0.000
O.Ow
1O-Yr
75.274
12.ODD
0.793
25-Yr
70.234
11.100
0.742
&Yr
O.ODD
O.00D
O.ODD
100-Yr
0.000
O.Om
O.ODD
File name: Raleigh.IDF
Intensity = B / (Tc + D)^E
Intermediate Intensity Values (Inlhr)
ReturnAL
eriod
5-Minot
15-Minot
r3=4)-Winujte 6 -Minute
D.OD
2.93 1.77
O.OD
O.OD u. uQ
1-Yr
O.OD
O.OD
2-Yr
6.11
4.09
3-Yr
O.OD
O.OD
5-Yr
O.OD
O.OD
1 �Yr
7.96
5.36
3. SS
2.53
25-Yr
3.94
6.02
4.46
2.97
S�Yr
0.00
0.00
0.00
0.00
100-Yr
O.OD
0.00
0.00
0.00
Tc = time in minutes. Values may exceed 60.
Precip. file name: Z:WutoCAD\Hydraflow\PCP\FayetteviIle. pep
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.10
3.66
0.00
0.00
5.55
6.74
0.00
8.73
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Monday, 08 / 9 / 2021

SUPPORT DOCUMENTS
Stream Classification
EST. 0 10

NC DENR - DIVISON OF WATER RESOURCES
.0311 CAPE FEAR RIVER BASIN
2B .0300
Name of Stream
Description
Class
Class Date
Index No.
McDuffie Creek
From source to Puppy Creek
C
09/01/74
18-31-19-4
Trap Branch
From source to McDuffie Creek
C
09/01/74
18-31-19-4-1
Beaver Creek
From source to Puppy Creek
C
07/01/73
18-31-19-5
Black Branch
From source to Beaver Creek
C
09/01/74
18-31-19-5-1
Mill Creek
From source to Rockfish Creek
B
04/01/59
18-31-20
Big Branch
From source to Rockfish Creek
B
09/01/74
18-31-20.3
Gully Branch
From source to Rockfish Creek
B
09/01/74
18-31-20.7
Stewarts Creek
From source to Upchurches Pond,
C
04/01/59
18-31-21
Rock fish Creek
Unnamed Tributary near Hope
From source to dam at Permastone
B
04/01/59
18-31-22-(1)
Mills (Permastone Lake)
Lake
Unnamed Tributary near Hope
From dam at Permastone Lake to
C
09/01/74
18-31-22-(2)
Rockfish Creek From dam at Old Brower Mill Pond to C 04/01/59 18-31-(23)
Cape Fear River
Little Rockfish Creek (Lake From source to mouth of Bones C 09/01/74 18-31-24-(1)
William)
Creek
Bones Creek
From source to Little Rockfish Creek
C
07/01/73
18-31-24-2
Little Rockfish Creek
From mouth of Bones Creek to
B
04/01/59
18-31-24-(3)
Unnamed
Unnamed Tributary at Lakewood
From source to Little Rockfish Creek
B
04/01/59
18-31-24-3.5
Lake (Lakewood Lake)
Little Rockfish Creek
From Unnamed Tributary at
C
08/03/92
18-31-24-(4)
Lakewood Lake to backwaters of
Hope Mills Lake
Beaver Creek (Beaver Creek
From source to Little Rockfish Creek
C
09/01/74
18-31-24-5
Pond)
Big Branch
From source to Beaver Creek
C
04/01/59
18-31-24-5-1
Jacks Ford Branch
From source to Beaver Creek
C
03/01/77
18-31-24-5-2
Persimmon Creek
From source to Beaver Creek Pond,
C
04/01/59
18-31-24-5-3
Beaver Creek
Stewarts Creek
From source to Beaver Creek Pond,
C
04/01/59
18-31-24-5-4
Beaver Creek
Buckhead Creek (Buckland
From source to Little Rockfish Creek
C
03/01/77
18-31-24-6
Creek)
Little Rockfish Creek [Hope Mills
From backwaters of Hope Mills Lake
B
08/03/92
18-31-24-(6.5)
Lake (Number Four Lake)]
to dam at Hope Mills Lake
Little Rockfish Creek
From dam at Hope Mills Lake to
C
09/01/74
18-31-24-(7)
Rockfish Creek
Big Sandy Run (Lake Lynn)
From source to Rockfish Creek
C
04/01/59
18-31-25
Locks Creek (near Vander)
From source to Cape Fear River
C
09/01/74
18-32
Cedar Creek
From source to Cape Fear River
C
04/01/59
18-33
Big Alligator Swamp (Alligator
From source to Cape Fear River
C
09/01/74
18-34
Creek)
Grays Creek (Rainey Pond,
From source to N. C. Hwy. 87
B
04/01/59
18-35-(1)
Rainbow Pond)
Grays Creek
From N.C. Hwy. 87 to a point
C
01/01/09
18-35-(2)
approximately 0.04 mile downstream
of County Road 2233
30

SUPPORT DOCUMENTS
Hydrology Group - Soils
N
EST. 0 10

Appendices
Table 8.01d (continued)
Name Depth pH K Hydrology Plasti. - Textural Classification'
--------------------- -----------------------
Group city
USDA Unified AASHTO
PACTOLUS 0-40 4.5-6.0 0.10 A/C NP LS, LFS, S SM A-2
40-80 4.5-5.5 0.10 A/C NP 5 LS LFS SP-SM SM A-2 A-3
PAMLICO
0-30
3.6-4.4
D
NP
MUCK
PT
30-60
3.6-5.5
0.10
D
NP
LS, S, LFS
SM, SP-SM
A-2, A-3
PANTEGO
0-18
3.6-55
0.10
B/D
NP-10
MK-L
CL, SM, ML,
A-2, A-4
SM-SC
SM, SM-SC, CL,
0-18
3.6-5.5
0.15
B/D
NP-10
L, FSL, SL
A-2, A-4
ML
0-18
3.6-5.5
0.10
B/D
NP
LFS, LS
SM
A-2
SC, CL, SM-SC,
18-42
3.6-5.5
0.28
B/D
4-16
SCL, SL, CL
A-4, A-6, A-2
CL-ML
42-65
3.6-5.5
0.28
B/D
11-24
CL, SC, SCL
CL, SC
A-6, A-7
PASQUOTANK
0-17
4.5-6.0
0.43
B/D
NP-7
STL, L, VFSL
CL-ML, ML
A-4
17-56
4.5-5.5
0.43
B/D
NP-7
L, VFSL, STL
CL-ML, ML
A-4
56-80
4.5-5.5
0.32
B/D
NP
LS, LFS, FS
SM, SP-SM
A-2
PELHAM
0-27
4.5-5.5
0.10
B/D
NP
LS
SM
A-2
0-27
4.5-5.5
0.10
B/D
NP
S, FS
SM
A-2
27-56
4.5-5.5
0.24
B/D
2-12
SCL, SL
SM, SC, SM-SC
A-2, A-4, A-6
56-68
4.5-5.5
0.24
B/D
5-20
SCL, SL, SC
SC, SM-SC, ML,
A-2, A-4, A-6,
CL
A-7
PENDER
0-13
4.5-6.5
0.24
C
NP-14
SL, FSL
SM, SM-SC, SC
A-2
0-13
4.5-6.5
0.15
C
NP-10
LS, LFS
SM, SP-SM
A-2
SC, SH-SC, CL,
13-54
5.6-7.3
0.24
C
4-20
SL, SCL, CL
A-2, A-4, A-4
CL-ML
54-62
C
Var
PENN
0-8
3.6-5.5
0.32
C
SIL, L
ML
A-4
0-8
3.6-5.5
0.28
C
SH-SIL, SH-L
ML, GM
A-4
8-21
3.6-6.0
0.24
C
1-10
SH-SIL, SH-L, SH-SICL
ML, SM, GM
A-4, A-2
21-34
5.1-6.5
0.24
C
3-10
SH-SIL, SHVL
ML, CL, SM, GM
A-4, A-2, A-1
34
C
UWB
PERQUIMANS
0-8
4.5-6.5
0.37
D
NP-7
SIL, L, VFSL
ML, CLrML
A-4
8-50
4.5-6.0
0.43
D
8-30
L, SICL, CL
CL
A-4, A-6, A-7
50-62
4.5-6.0
0.37
D
NP-7
STL, L, SL
ML, CLrML
A-4
PETTIGREW
0-15
3.6-5.5
B/D
NP
MUCK
PT
15-26
3.6-5.5
0.17
B/D
11-25
L, CL, STCL
CL
A-6, A-7
26-50
3.6-5.5
0.32
B/D
20-40
CL, C, SIC
CL, CH
A-7
50-74
5.6-7.8
B/D
Var
PINKSTON
0-8
4.5-6.5
0.32
B
NP-10
FSL, SL
CL, ML, SM, SC
A-2, A-4
0-8
4.5-6.5
0.32
B
NP-10
SIL, L, VFSL
CL, ML, SM-SC
A-4
8-19
4.5-5.5
0.24
B
NP-10
L, SL, SIL
SC, CL, ML, SM
A-2, A-4, A-1
CL, GM, GP -GM,
A-1, A-2, A-4,
19-26
4.5-5.5
0.24
B
3-15
GR-SL, L, SIL
ML
A-6
26
B
WB
PLUMMER
0-50
3.6-5.5
0.10
B/D
NP
S, FS, LS
SM, SP-SM
A-2-4, A-3
50-72
3.6-5.5
0.15
B/D
NP-10
SL, SCL, FSL
SM, SC, SM-SC
A-2-4, A-2-6,
A-4
POCALLA
0-23
4.5-6.5
0.15
A
NP
S, LS
SP-SM, SM
A-2, A-3
23-36
4.5-5.5
0.10
A
NP-4
SL
SM
A-2
36-46
4.5-5.5
0.10
A
NP
S, LS
SP-SM, SM
A-2, A-3
46-72
4.5-5.5
0.15
A
3-15
SCL, SL
SM-SC, SC, SM
A-2, A-4, A-6
POCOMOKE
0-28
3.6-5.5
0.28
B/D
3-10
SL, FSL, LS
SM, SC, CL-ML
A-2, A-4
28-40
3.6-5.5
0.20
B/D
NP-8
LS, S
SM, SP-SM
A-2, A-3
POMELLO
0-42
4.5-6.0
0.10
C
NP
COS, S, FS
SP, SP-SM
A-3
42-64
4.5-6.0
0.15
C
NP
COS, S, FS
SP- SM, SM
A-3, A-2-4
64-80
4.5-6.0
0.10
C
NP
COS, S, FS
SP, SP-SM
A-3
PONZER
0-24
3.6-4.4
D
NP
MUCK
PT
24-52
3.6-6.5
0.24
D
NP-20
L, SCL, SIL
SM, ML, SC, CL
A-2, A-4, A-6
52-72
D
Var
'See Tables 8.01b,
8.01c and Figure
8.01d for
definition of symbols.
8.01.27

Table 8.01d (continued)
Name
Depth
pH
K
Hydrology
Plasti-
_ Textural Classification -----------------------
Group
city
USDA
Unified
AASHTO
PORTERS
0-7
4.5
0.24
B
NP-10
FSL, SL
SM, SM-SC
A-2, A-4
0-7
4.5-6.0
0.28
B
NP-10
L, STL
ME, CL, CL-ML
A-4
7-42
45-6.0
0.24
B
NP-7
L, SL, FSL
SM, SM-SC
A-2, A-4
42-60
B
UWB
PORTSMOUTH
0-19
3.6-5.5
0.24
B/D
NP-7
SL, FSL, L
SM, SM-SC, ME
A-2, A-4
19-35
3.6-5.5
0.28
B/D
7-18
L, SCL, CL
SC, CL-ML, CL
A-4, A-6
35-38
3.6-5.5
0.17
B/D
NP-4
LS, SL
SM
A-2
38-72
3.6-6.0
0.17
B/D
NP
SR-COS-LS
SP-SM, SP, SM
A-1, A-2, A-3
PUNGO
0-72
4.5
D
NP
MUCK
PT
72-84
3.6-7.3
0.24
D
15-35
C, SIC, SC
CH, CL,SC
A-7, A-6
RABUN
0-9
5.1-6.5
0.32
B
3-20
L, CL, SIL
ME, CL, SM, SC
A-6, A-7, A-4
0-9
5.1-6.5
0.20
B
3-12
GR-L, GR-CL
SM, Sc, SM-SC
A-6, A-4
9-37
5.1-6.5
0.28
B
12-30
CL, C, SIC
ME, CL, MH, CH
A-7
37-48
5.1-6.5
0.28
B
11-23
C, CL, SICL
ME, CL
A-7, A-6
48-62
B
WB
RAINS
0-12
4.5-6.5
0.10
B/D
NP
S, FS
SP-SM
A-3, A-2-4
12-62
4.5-5.5
0.24
B/D
8-18
SCL
SC
A-2-6, A-2-4
62-85
4.5.5
0.20
B/D
NP-7
LS, LFS, SL
SM, SM-SC
A-2-4
SM, CL-ML, ME,
RAMSEY
0-5
4.5-5.5
0.24
D
NP-7
L, SL, FSL
A-4, A-2
SM-SC
SM, CL-ML, ME,
5-18
4.5-5.5
0.17
D
NP-7
L, SL, FSL
A-4, A-2
SM-SC
18
D
UWB
RANGER
0-6
4.5-5.5
0.24
C
2-8
CN-SIL
ME, CL-ML, CL
A-4
CN-SICL, CNV-
6-26
4.5-5.5
0.24
C
2-10
S N-SIL,
GM,CG, GM -GC
A-4, A-2
RIDGELAND
0-8
3.6-6.5
0.10
B/D
NP
S, FS, LFS
SP-SM, SM
A-2, A-3
8-15
3.6-6.5
0.15
B/D
NP
S, FS, LFS
SP-SM, SP, SM
A-2, A-3
15-35
3.6-6.5
0.15
B/D
NP
S, FS, LFS
SP SM, SP SM
A-2, A-3
35-80
3.6-6.5
0.15
B/D
NP
S, FS, LFS
SP-SM, SP, SM
A-2, A-3
RIMINI
0-58
3.6-6.0
0.10
A
NP
S, FS
SP, SP-SM
A-3
58-70
3.6-6.0
0.10
A
NP
S, FS
SP, SP-SM
A-3
70-80
36.-6.0
0.10
A
NP
S FS
SP SP-SM
A-3
SM, ME, CL-ML,
ROANOKE 0-7
3.6-5.5
0.28
D
NP-7
FSL
A-2, A-4
SM-SC
SM-SC, CL-ML,
0-7
3.6-5.5
0.37
D
5-16
SIL, L
A-4, A-6
CL, SC
0-7
3.6-5.5
0.37
D
14-20
STCL, CL
CL
A-6, A-7
7-12
3.6-5.5
0.24
D
14-20
CL, SICL
CL
A-6, A-7
12-50
3.6-5.5
0.24
D
22-40
C, SIC, CL
CH, CL
A-7
CL-ML, GM -GC,
A-2, A-4, A-6,
50-72
3.6-6.5
0.24
D
NP-40
SR, SC-C
CL, ME
A-7
ROPER 0-15
3.6-5.5
B/D
NP
MUCK
PT
15-42
3.6-5.5
0.43
B/D
8-25
SIL, SICL, L
CL
A-4, A-6
42-55
5.6-7.8
0.43
B/D
8-25
SIL, SICL, L
CL
A-4, A-6
55-72
5.6-7.8
B/D
Var
ROSMAN 0-50
5.1-6.5
0.24
B
4-15
L, FSL, STL
ME, CL-ML
A-4
SM, ME, CL-ML,
50-60
5.1-6.5
0.10
B
NP-7
SR-GR-S-GR-C
A-4
SM-SC
RUMFORD 0-17
3.6-5.5
0.17
B
NP
LFS, LS
SM
A-2, A-1
0-17
3.6-5.5
0.24
B
NP-6
FSL, SL
SM, SM-SC
A-2, A-4
17-37
3.6-6.0
0.17
B
NP-12
FSL, SL, SCL
SM, Sc, SM-SC
A-2, A-4, A-6
A-1, A-2, A-3,
37-60
3.6-6.5
0.17
B
NP-6
SR-SL-GR-S
SM, SP, GP, GM
A-4
'See Tables 8.01 b, 8.01 c and Figure
8.01 d for
definition of symbols.
8.01.28

Table 8.01d (continued)
Name
Depth
pH
K
Hydrology
Plasti.
--------------------- -----------------------
- Textural Classification'
Group
city
USDA
Unified
AASHTO
SM-SC, SC,
WATAUGA
0-7
4.5-6.0
0.24
B
NP-10
L, FSL, STL
ML,
A-4
SM, SM-SC, ML,
0-7
4.5-6.0
0.17
B
NP-7
CB-L, CB-FSL, CB-SIL
A-2 A-4
CL-ML
7-28
4.5-6.0
0.28
B
12-25
CL, L, SCL
SC, CL
A-6, A-7
28-72
4.5-6.0
0.24
B
NP
L, SL, FSL
SM
A-2, A-4
WEDOWEE
0-10
4.5-5.5
0.24
B
NP-6
SL, FSL, L
SM, SM-SC
A-4, A-2-4
0-10
4.5-5.5
0.15
B
NP-6
GR-SL, GR-FSL, GR-L
SM, SM-SC
A-4, A-2, A-1
0-10
4.5-5.5
0.28
B
5-15
SCL, CL
SC, CL
A-4, A-6
10-14
4.5-5.5
0.28
B
NP-15
L, SCL
SM, SC, CL, ML
A-4, A-6
14-32
4.5-5.5
0.28
B
10-25
SC, CL, C
SC, ML, CL, SM
A-6, A-7
32-60
4.5-5.5
0.28
B
5-15
SCL, CL, SL
SC, SM-SC, CL
WEEKSVTLLE
0-42
4.5-5.5
0.43
B/D
NP-7
STL, VFSL, L
CLrML, ML
A-4
42-56
4.5-5.5
0.43
B/D
NP-3
FSL, SL
SM
A-2, A-4
56-72
4.5-5.5
0.32
B/D
NP
S, LS, LFS
SM, SP-SM
A-2
WEHADKEE
0-8
4.5-6.5
0.24
D
NP-10
FSL, L, SL
SM, Sc, SM-SC
A-2, A-4
0-8
4.5-6.5
0.32
D
10-24
SIL, SICL
CL, MIL ML
A-6, A-7
8-40
4.5-6.5
0.32
D
7-25
L, SCL, CL
ML, CL, CL-ML
A-6, A-7, A-4
40-50
D
Var
WESTON
0-9
4.5-6.0
0.24
D
NP-3
FSL, SL
ML, SM
A-4
0-9
4.5-6.0
0.20
D
NP-3
LFS
SM
A2, A-4
SM, SM-SC, ML,
9-44
4.5-5.0
0.24
D
NP-5
SL, L, FSL
A-4
CL-ML
SM, ML, CL,
44-54
4.5-5.0
0.32
D
NP-15
SR-S-C
A-4, A-6
CL-ML
WHITE STORE
0-6
5.6-6.0
0.28
D
NP-7
SL, FSL
ML, CLrML
A-4
0-6
5.6-6.0
0.43
D
NP-7
L, SIL
ML, CL ML
A-4
0-6
4.5-5.5
0.37
D
25-45
CL, C
CH, CL
A-7
6-35
4.5-5.5
0.37
D
45-65
C
CH
A-7
i i W 13 `�
WICKHAM 0-9 4.5-6.0 0.24 B NP-7 SL, FSL, L SM, SM-SC, ML, A-4
CL-ML
0-9 4.5-6.0 0.15 B NP LS SM A-2
9-40 4.5-6.0 0.24 B 5-15 SCL, CL, L CL-ML, CL, SC, A-2, A-4, A-6,
SM-SC A-7
40-70 B Var
WICKSBURG
0-26
4.5-6.0
0.10
B
NP
GR-COS
SP, SP-SM
A-1
0-26
4.5-6.0
0.17
B
NP
LS, LFS
SM
A-2
0-26
4.5-6.0
0.15
B
NP
S, FS
SM, SP-SM
A-2, A-3
SC, SM-SC, CL,
26-30
4.5-5.5
0.20
B
NP-15
SCL, CL
A-4, A-6
CL-ML
WTLBANKS
0-5
3.6-5.5
0.20
D
6-20
FSL, STL, L
ML, CL-ML, CL
A-4
5-39
3.6-5.5
0.24
D
18-35
SIC, C, CL
CH, MH
A-7
39-78
D
Var
WILKES
0-6
5.1-6.5
0.24
C
NP-7
SL, L
ML, SM, SM-SC
A-2, A-4
0-6
5.1-6.5
0.28
C
10-25
SCL, CL
CL, SC
A-6, A-7
A-2, A-4,
0-6
5.1-6.5
0.17
C
NP-7
GR-SL, GR-L
SM, SM-SC
A-1-B
6-13
6.1-7.8
0.32
C
11-35
CL, C, SCL
CL, CH
A-6, A-7
13-48
C
WB
WOODINGTON
0-12
3.6-5.5
0.10
B/D
NP
LS, LFS
SM
A-2
0-12
3.6-5.5
0.20
B/D
NP-3
SL, FSL
SM
A-2, A-4
12-47
3.6-5.5
0.20
B/D
NP-3
SL, FSL
SM
A-2, A-4
47-85
3.6-5.5
0.10
B/D
NP-3
SL, LS, LFS
SM, SP-SM
A-2, A-4
See Tables 8.01 b, 8.01 c and Figure
8.01 d for
definition of symbols.
8.01.32

CALCULATIONS & ANALYSIS
Weighted Curve Number
N
EST. 0 10

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Property
Date
8/11 /2021
Pre -Developed DA #1
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 5.10 ac
Pactolus A
Total Area in "A" Soils = 0.40 ac
Roanoke D
Total Area in "B" Soils 1.41 ac
Udorthents C
Total Area in "C" Soils 0.40 ac
Wickham B
Poor Fair Good
Weighted CN Value 78 72 66
Total Area in "D" Soils = 2.89 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
84
77
71
Impervious
98
98
98
Wooded Area =
75
70
67
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
1.55
ac
Impervious
0.00
ac
Wooded
3.55
ac

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Property
Date
8/11 /2021
Pre -Developed DA #2
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 6.46 ac
Wickham B
Total Area in "A" Soils = 0.00 ac
Roanoke D
Poor Fair Good
Weighted CN Value 79 69 62
Total Area in "B" Soils 6.15 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.31 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
70
62
Impervious
98
98
98
Wooded Area =
67
61
56
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
6.14
ac
Impervious
0.00
ac
Wooded
0.32
ac

Project Data
Revisions
Project #
2020-058
No
Date
Description
Project Name
Greenhawk Towns
Date
8/11 /2021
Post -Developed DA #1 BYPASS
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 2.85 ac
Dothan B
Total Area in "A" Soils = 0.40 ac
Goldsboro B
Poor Fair Good
Weighted CN Value 77 72 69
Total Area in "B" Soils 0.05 ac
Total Area in "C" Soils 0.40 ac
Total Area in "D" Soils = 2.00 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
85
78
73
Impervious =
98
98
98
Wooded Area =
77
72
69
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
0.1
ac
Imperivous
0.0
ac
Wooded
2.8
ac
Industrial
0.0
ac

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Property
Date
8/11 /2021
Post -Developed ®A_To SCM#1
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 7.53 ac
Pactolus A
Total Area in "A" Soils = 0.00 ac
Roanoke D
Total Area in "B" Soils 7.22 ac
Udorthents C
Total Area in "C" Soils 0.00 ac
Wickham B
Poor Fair Good
Weighted CN Value 87 80 T6
Total Area in "D" Soils = 0.31 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
79
70
62
Impervious =
98
98
98
Wooded Area =
67
61
56
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
4.65
ac
Impervious
2.88
ac
Wooded
0.0
ac
Industrial
0.0
ac

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Property
Date
8/11 /2021
Post -Developed DA #2
Curve Numbers for Hydrologic Soil Group
A
B
C D
Open Space (Lawns, Parks)
Poor Condition
68
79
86 89
Fair Condition
49
69
79 84
Good Condition
39
61
74 80
Impervious Areas
Parking Lots, Roofs
Paved; Curbs
98
98
98 98
Paved; Open Ditches
83
89
98 98
Gravel
76
85
89 91
Dirt
72
82
85 88
Woods
Poor Condition
45
66
77 83
Fair Condition
36
60
73 79
Good Condition
30
55
70 77
Residential
1/8 acre or less
65
77
85 92
1/4 acre
61
75
83 87
1/3 acre
57
72
81 86
Urban Districts
Commercial
89
92
94 95
Industrial
74
88
91 93
Types of Soils with in Drainage Area
Soil Area in Drainage Area
Soil Name Hydrologic Group
Drainage Area = 0.75 ac
Wickham B
Total Area in "A" Soils = 0.00 ac
Roanoke D
Poor Fair Good
Weighted CN Value 76 68 62
Total Area in "B" Soils 0.63 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils = 0.12 ac
Use the following CN Values for each Land Use
Use the following CN Values for each Land Use
Poor
Fair
Good
Open Space =
81
71
64
Impervious
98
98
98
Wooded Area =
69
63
59
Industrial =
74
74
74
Land Uses in Sub -Basin
Open Space
0.43
ac
Impervious
0.00
ac
Wooded
0.32
ac

CALCULATIONS & ANALYSIS
SCM #1 Design Worksheets
N
EST. 0 10

Project Data
Revisi®ns
Project #
2020-072
No
Date
Description
Project Name
Bunnell Subdivision
Date
1/27/2022
Wet Detention Pond #1
1) Calculate percent impervious draining to pond.
Drainage Area = 7.53 acres
Impervious Area = 2.79 acres
% Imperv. = 37.10 %
Impervious
Road/Parking
0.80 ac
Sidewalks
0.10 ac
Lots
1.89 ac
Other
0.00 ac
2) Find the volume of the 1.0" storm using the "Simple Method" (Scheeler 1987):
The volume of the 1" storm must be detained in the pond above the permanent pool and must be drawn down over a period of
two to five days.
Rv = 0.05 + 0.009 (1)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
1= percent impervious
Rv = 0.384 in/in
Volume of 1.0" storm (must exceed 3630 cf):
WQv=3630xRDxR1,XA
WQv = volume of runoof gnerated from design storm
Ro = Design storm = 1 inch
Rv = Runoff Coef = 0.384 inch/inch
A= Drainage Area = 7.53 acre
WQv = 10 494 ft
3) Determine Surface Area to Drainage Area Ratio & Surface of Permanent Pool (Water Quality)
Table 7: Piedmont andMounfain SAIDA Table {Adapted from Driscoll, 1966J
10% 051 0-43 0-37 D-w 027 026
20% 0.84 0.69 0.61 0.51 0.44 0.40
30% 1.17 0.81 0.84 0.72 0.61 0.56
40% 1.51 1.22 1.09 D.91 0.78 0.71
50% 1.79 1.47 1.31 1.13 0.95 0.87
sm 209 173 1413 131 1.12 1.m
7u% 2.61 2.04 1.80 1.66 1.34 1.17
80% 2.92 2.38 2.07 1.82 1.152 1.40
90% 3.25 2.64 2.31 2.04 1.84 1.50
Desired Depth = 3 ft
Imp. % Ratio
Lower Limit = 60.00 2.09
Upper Limit = 70.00 2.51 Minimum .SA Required = 3,701 ft 2
Acutal = 37.10 1.13

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Subdivision
Date
1/27/2022
Wet Detention Pond 01
Total Main Pool
Stage Level
Elevation (ft)
Area (sf)
StageVolume
(cf)
Cumulative Storage
(cf)
0
72
2845
0
0
1
73
3513
3179
3179
2
74
4217
3865
7044
3
75
4955
4586
11630
4
76
5718
5337
16967
5
77
6565
6142
23108
5.5
77.5
8089
3664
26772
Total Forebay Volume
Stage Level
Elevation (ft)
Area (sf)
Stage Volume
(cf)
Uumulative torage
(cf)
0
75
893
0
0
1
76
1845
1369
1369
2
77
2667
2256
3625
2.5
77.5
3113
1445
5070
Temporary Pool Volume
Stage Level
Elevation (ft)
Area (sf)
StageVolume
(cf)
Cumulative Storage
(cf)
0
77.5
11202
0
0
0.5
78
13215
6104
6104
1
78.5
14509
6931
13035
Average Depth Calculation:
VPP-VchcfP
D`w
Abottomofshelf
Where:
D„, =
Average depth in feet
V, =
Total volume of permanent pool (feet")
V..=
Volume over the shelf only (feet") - see below
A—..— =
Area of wet pond at the bottom of the shelf (feetz)
V._, =
0.5 * Depth_ ,,.,,,,w' Padmaterp,,,,, P,,,' Width—,., ,, _
Where
Dm ,„
= Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
PerimaterR,,,,o,,,,. p„,
= Perimeter of permanent pool at the bottom of the
shelf (feet)
Widthwm,, . w..,,,.
= Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)
Vsheif =
305 cf
D,na,—shelf =
0.5 ft
Pei meter =
406 ft
Width =
3 ft
VPP = 26772 cf
Abo .fsh0f= 6565 sf
D.q = 4.03 ft

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Subdivision
Date
1/27/2022
Wet Detention Pond #7
1)
Input Orifice and Spillway Information
Orifice Diameter =
2.00 in
Office Coefficent =
0.60
Volume Provided =
13,035 cf
Number Orifices =
1,00
Inv Office =
77.50
Inv Primary Spillway =
78.50
2)
Calculate Area, Head and Discharge Flow
Q oA 2gh
g_ 32.2 ft/s'
h= use h/3 to simulate decreasing
head
A= cross section area of orifice
Q= discharge as
Q= discharge cfs
Orfice Cross Section Area =
0.022 sf
Average head =
0.333 feet
Discharge =
0.061 cfs
3)
Calculate Drawn Down Time
Time = Volume/Flowrate
Drawdown Time =
2.49 days
Check =
OK

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Subdivision
Date
1/27/2022
Wet Detention Pond #1
Step 1.
DETERMINE BOUYANT FORCES
Volume = Depth * Area
Depth = Riser Top Elev - Riser Bottom Elev
Riser Top Elev. =
80.5
ft
Bottom of Riser Elev. =
77.50
ft
Riser Wall Thickness =
6.00
in
Diameter of Manhole =
5.00
ft
Area = pi * diameter^2 14
Area (@ outside diam)=
28.27
sf
Volume =
84.82
cf
times wt of water
62.4
Ibs/cf
Bouyant Force =
5,293 Ibs
Step 2.
DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation =
80.5
Thickness =
0 inches
Outside Diam =
6.00 ft
Volume =
0.00 cf
Riser Walls
Inside Diam =
5.00 ft
Wall Thickness =
6.00 in
Height =
3.00 ft
Volume =
25.92 cf
Riser Bottom - Extended Base
Bottom Elevation =
77.50
Diameter=
0.00 ft
Thickness=
6.00 in
Summary
Volume =
0.00 cf
Add minimum 24 inches below invert of pond
Total Volume =
25.92 cf
x unit weight of reinforced conc.
150 Ibs/cf
Counterweight =
3,888 Ibs
Factor of Safety Provided (FSP) =
0.73
Additional Concrete Required (Y/N) =
Y
Amount of Concrete Required =
2,993 Ibs
Step 3.
ADD CONCRETE BELOW INVERT IN RISER
Area of Riser (Pinside diam) =
19.63 sf
Volume Required =
34.17 cf
Calculated Depth of Concrete =
1.74 ft
Actual Depth Used =
24 in
Backcheck Volume =
39.27 cf
Backcheck Weight of Added Conc
(150-62.4) =
3440 lb
Factor of Safety =
1.38
Factor of Safety > 1.30 (Y/N) =
Y

CALCULATIONS & ANALYSIS
Hydraflow Routing
N
EST. 0 10

Hydraflow Table of Contents
Bunnell Routing.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
- Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pre -Development => DA#1................................................... 4
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, Pre -Development => DA#2.................................................. 6
TR-55 Tc Worksheet............................................................................................................ 7
Hydrograph No. 3, Combine, Pre -Development => Cumulative Site ....................................... 8
Hydrograph No. 5, SCS Runoff, Post -Development => DA#1 By -Pass ................................... 9
TR-55 Tc Worksheet.......................................................................................................... 10
Hydrograph No. 6, SCS Runoff, Post -Development DA => SCM#1...................................... 11
TR-55 Tc Worksheet.......................................................................................................... 12
Hydrograph No. 7, Reservoir, SCM #1 Outflow...................................................................... 13
PondReport - Wet Pond#1............................................................................................... 14
Hydrograph No. 8, Combine, Post Development => DA#1 Total ........................................... 15
Hydrograph No. 10, SCS Runoff, Post -Development => DA#2............................................. 16
Hydrograph No. 12, Combine, Post Development => Cumulative Site .................................. 17
2 - Year
SummaryReport....................................................................................................................... 18
HydrographReports................................................................................................................. 19
Hydrograph No. 1, SCS Runoff, Pre -Development => DA#1................................................. 19
Hydrograph No. 2, SCS Runoff, Pre -Development => DA#2................................................ 20
Hydrograph No. 3, Combine, Pre -Development => Cumulative Site ..................................... 21
Hydrograph No. 5, SCS Runoff, Post -Development => DA#1 By -Pass ................................. 22
Hydrograph No. 6, SCS Runoff, Post -Development DA => SCM#1...................................... 23
Hydrograph No. 7, Reservoir, SCM #1 Outflow...................................................................... 24
Hydrograph No. 8, Combine, Post Development => DA#1 Total ........................................... 25
Hydrograph No. 10, SCS Runoff, Post -Development => DA#2............................................. 26
Hydrograph No. 12, Combine, Post Development => Cumulative Site .................................. 27
10 -Year
SummaryReport....................................................................................................................... 28
HydrographReports................................................................................................................. 29
Hydrograph No. 1, SCS Runoff, Pre -Development => DA#1................................................. 29
Hydrograph No. 2, SCS Runoff, Pre -Development => DA#2................................................ 30
Hydrograph No. 3, Combine, Pre -Development => Cumulative Site ..................................... 31
Hydrograph No. 5, SCS Runoff, Post -Development => DA#1 By -Pass ................................. 32
Hydrograph No. 6, SCS Runoff, Post -Development DA => SCM#1...................................... 33
Hydrograph No. 7, Reservoir, SCM 41 Outflow...................................................................... 34
Hydrograph No. 8, Combine, Post Development => DA#1 Total ........................................... 35
Hydrograph No. 10, SCS Runoff, Post -Development => DA#2............................................. 36
Hydrograph No. 12, Combine, Post Development => Cumulative Site .................................. 37
25 - Year

Contents continued...
Bunnell Routing.gpw
SummaryReport....................................................................................................................... 38
HydrographReports................................................................................................................. 39
Hydrograph No. 1, SCS Runoff, Pre -Development => DA#1................................................. 39
Hydrograph No. 2, SCS Runoff, Pre -Development => DA#2................................................ 40
Hydrograph No. 3, Combine, Pre -Development => Cumulative Site ..................................... 41
Hydrograph No. 5, SCS Runoff, Post -Development => DA#1 By -Pass ................................. 42
Hydrograph No. 6, SCS Runoff, Post -Development DA => SCM#1...................................... 43
Hydrograph No. 7, Reservoir, SCM 41 Outflow...................................................................... 44
Hydrograph No. 8, Combine, Post Development => DA#1 Total ........................................... 45
Hydrograph No. 10, SCS Runoff, Post -Development => DA#2............................................. 46
Hydrograph No. 12, Combine, Post Development => Cumulative Site .................................. 47
100 -Year
SummaryReport....................................................................................................................... 48
HydrographReports................................................................................................................. 49
Hydrograph No. 1, SCS Runoff, Pre -Development => DA#1................................................. 49
Hydrograph No. 2, SCS Runoff, Pre -Development => DA#2................................................ 50
Hydrograph No. 3, Combine, Pre -Development => Cumulative Site ..................................... 51
Hydrograph No. 5, SCS Runoff, Post -Development => DA#1 By -Pass ................................. 52
Hydrograph No. 6, SCS Runoff, Post -Development DA => SCM#1...................................... 53
Hydrograph No. 7, Reservoir, SCM #1 Outflow...................................................................... 54
Hydrograph No. 8, Combine, Post Development => DA#1 Total ........................................... 55
Hydrograph No. 10, SCS Runoff, Post -Development => DA#2............................................. 56
Hydrograph No. 12, Combine, Post Development => Cumulative Site .................................. 57
OFReport.................................................................................................................. 58

I
Watershed Model Schematic HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v2021
1 2
CD CD
5
6
3 CD
CD
10
8
CD
Le end
Hvd. Origin
Description
12
1 SCS Runoff
Pre -Development => DA#1
2 SCS Runoff
Pre -Development => DA #2
3 Combine
Pre -Development => Cumulative Site
5 SCS Runoff
Post -Development => DA#1 By -Pass
6 SCS Runoff
Post -Development DA => SCM#1
7 Reservoir
SCM #1 Outflow
8 Combine
Post Development => DA#1 Total
10 SCS Runoff
Post -Development => DA#2
12 Combine
Post Development => Cumulative Site
Project: Bunnell Routing.gpw
Monday, 08 / 9 / 2021

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
2.583
4.113
-------
-------
10.32
14.70
-------
22.51
Pre -Development => DA#1
2
SCS Runoff
------
1.885
3.538
-------
-------
11.09
16.72
-------
27.02
Pre -Development => DA #2
3
Combine
1,2
4.451
7.611
-------
-------
21.21
31.14
-------
49.07
Pre -Development => Cumulative Site
5
SCS Runoff
------
1.879
2.918
-------
-------
7.032
9.932
-------
15.03
Post -Development => DA#1 By -Pass
6
SCS Runoff
------
11.29
15.66
-------
-------
31.88
42.64
-------
60.96
Post -Development DA => SCM#1
7
Reservoir
6
0.404
0.672
-------
-------
1.494
9.233
-------
36.76
SCM #1 Outflow
8
Combine
5,7
1.967
3.143
-------
-------
8.094
17.97
-------
51.71
Post Development => DA#1 Total
10
SCS Runoff
------
0.489
0.865
-------
-------
2.477
3.649
-------
5.758
Post -Development => DA#2
12
Combine
8, 10,
2.078
3.309
-------
-------
8.574
18.50
-------
52.65
Post Development => Cumulative Sit
Proj. file: Bunnell Routing.gpw
Monday, 08 / 9 / 2021

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.583
1
733
12,568
------
------
------
Pre -Development => DA#1
2
SCS Runoff
1.885
1
731
10,291
------
------
------
Pre -Development => DA #2
3
Combine
4.451
1
732
22,860
1,2
------
------
Pre -Development => Cumulative Site
5
SCS Runoff
1.879
1
729
7,423
------
------
------
Post -Development => DA#1 By -Pass
6
SCS Runoff
11.29
1
722
29,139
------
------
------
Post -Development DA => SCM#1
7
Reservoir
0.404
1
930
21,412
6
78.79
17,944
SCM #1 Outflow
8
Combine
1.967
1
729
28,835
5,7
------
------
Post Development => DA#1 Total
10
SCS Runoff
0.489
1
719
1,232
------
------
------
Post -Development => DA#2
12
Combine
2.078
1
728
30,068
8, 10,
------
------
Post Development => Cumulative Sit
Bunnell Routing.gpw
Return Period: 1 Year
Monday, 08 / 9 / 2021

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 2.583 cfs
Storm frequency
= 1 yrs
Time to peak
= 733 min
Time interval
= 1 min
Hyd. volume
= 12,568 cuft
Drainage area
= 5.100 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.80 min
Total precip.
= 3.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
77_7--�7
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre -Development => DA#1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.300
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.70
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 20.93 +
0.00 +
0.00 =
20.93
Shallow Concentrated Flow
Flow length (ft)
= 1018.00
0.00
0.00
Watercourse slope (%)
= 1.40
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.91
0.00
0.00
Travel Time (min)
= 8.89 +
0.00 +
0.00 =
8.89
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
29.80 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Pre -Development => DA #2
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
6.460 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.10 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Development => DA #2
Hyd. No. 2 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Monday, 08 / 9 / 2021
= 1.885 cfs
= 731 min
= 10,291 cuft
= 62
= 0 ft
= 24.60 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Pre -Development => DA #2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.200
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.51
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 15.54 +
0.00 +
0.00 =
15.54
Shallow Concentrated Flow
Flow length (ft)
= 878.00
0.00
0.00
Watercourse slope (%)
= 1.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.61
0.00
0.00
Travel Time (min)
= 9.07 +
0.00 +
0.00 =
9.07
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
TotalTravel Time, Tc..............................................................................
24.60 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 08 / 9 / 2021
Hyd. No. 3
Pre -Development => Cumulative Site
Hydrograph type = Combine Peak discharge = 4.451 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 22,860 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 11.560 ac
Pre -Development => Cumulative Site
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

Hydrograph Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Post -Development => DA#1
By -Pass
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
2.850 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
3.10 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post -Development => DA#1 By -Pass
Hyd. No. 5 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 5
Monday, 08 / 9 / 2021
= 1.879 cfs
= 729 min
= 7,423 cuft
= 69
= 0 ft
= 22.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
10
Hyd. No. 5
Post -Development => DA#1 By -Pass
Description
A
Sheet Flow
Manning's n-value
= 0.200
Flow length (ft)
= 27.0
Two-year 24-hr precip. (in)
= 3.66
Land slope (%)
= 33.30
Travel Time (min)
= 1.31
Shallow Concentrated Flow
Flow length (ft)
= 672.00
Watercourse slope (%)
= 1.00
Surface description
= Unpaved
Average velocity (ft/s)
=1.61
Travel Time (min)
= 6.94
Channel Flow
X sectional flow area (sqft)
= 16.37
Wetted perimeter (ft)
= 12.47
Channel slope (%)
= 1.50
Manning's n-value
= 0.045
Velocity (ft/s)
=4.87
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
B
C Totals
0.200
0.011
63.0
0.0
3.66
0.00
1.00
0.00
+ 10.51
+ 0.00 = 11.83
0.00
0.00
0.00
0.00
Paved
Paved
0.00
0.00
+ 0.00
+ 0.00 = 6.94
0.00
0.00
0.00
0.00
0.00
0.00
0.015
0.015
0.00
Flow length (ft) ({0})971.0 0.0 0.0
Travel Time (min) = 3.33 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
= 3.33
22.10 min

Hydrograph Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
Post -Development DA
=> SCM#1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 7.530 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.10 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
WE
WIN
i W
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post -Development DA => SCM#1
Hyd. No. 6 -- 1 Year
Monday, 08 / 9 / 2021
= 11.29 cfs
= 722 min
= 29,139 cuft
= 76
= 0 ft
= 13.34 min
= Type II
= 484
Q (cfs)
12.00
10.00
WE
• 11
Um
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

12
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
Post -Development DA => SCM#1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 95.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.51
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 8.98 +
0.00 +
0.00 =
8.98
Shallow Concentrated Flow
Flow length (ft)
= 154.00
30.00
0.00
Watercourse slope (%)
= 2.00
2.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.28
2.87
0.00
Travel Time (min)
= 1.12 +
0.17 +
0.00 =
1.30
Channel Flow
X sectional flow area (sqft)
= 1.77
0.00
0.00
Wetted perimeter (ft)
= 4.71
0.00
0.00
Channel slope (%)
= 0.50
0.00
0.00
Manning's n-value
= 0.013
0.015
0.015
Velocity (ft/s)
=4.21
0.00
0.00
Flow length (ft)
({0})772.0
0.0
0.0
Travel Time (min)
= 3.06 +
0.00 +
0.00 =
3.06
TotalTravel Time, Tc..............................................................................
13.34 min

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 7
SCM 41 Outflow
Hydrograph type
= Reservoir
Peak discharge
= 0.404 cfs
Storm frequency
= 1 yrs
Time to peak
= 930 min
Time interval
= 1 min
Hyd. volume
= 21,412 cuft
Inflow hyd. No.
= 6 - Post -Development DA =>
SIO#'Elevation
= 78.79 ft
Reservoir name
= Wet Pond 41
Max. Storage
= 17,944 cuft
Storage Indication method used
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 300 600
Hyd No. 7
SCM #1 Outflow
Hyd. No. 7 -- 1 Year
Q (cfs)
12.00
10.00
4.00
2.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 6 Total storage used = 17,944 cult

Pond Report 14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Pond No. 1 - Wet Pond #1
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 77.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 77.50
11,447
0
0
0.50 78.00
13,291
6,185
6,185
1.50 79.00
16,401
14,846
21,031
2.50 80.00
18,169
17,285
38,316
3.50 81.00
19,993
19,081
57,397
4.50 82.00
21,874
20,934
78,330
5.00 82.50
22,835
11,177
89,507
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 15.00
2.00
4.00
0.00
Span (in)
= 15.00
2.00
4.00
0.00
No. Barrels
= 1
1
2
0
Invert El. (ft)
= 77.50
77.50
78.50
0.00
Length (ft)
= 50.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
5.00
4.00
2.00
m
0.00 '
0.0 20.0
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.71
30.00
0.00
0.00
Crest El. (ft)
= 80.50
81.00
0.00
0.00
Weir Coeff.
= 3.33
3.00
3.33
3.33
Weir Type
= 1
Rect
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
40.0 60.0 80.0 100.0
Elev (ft)
82.50
81.50
79.50
78.50
77.50
120.0 140.0 160.0 180.0
Discharge (cfs)

Hydrograph Report
1s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine
Peak discharge
= 1.967 cfs
Storm frequency = 1 yrs
Time to peak
= 729 min
Time interval = 1 min
Hyd. volume
= 28,835 cuft
Inflow hyds. = 5, 7
Contrib. drain. area
= 2.850 ac
Q (cfs)
2.00
1.00
Post Development => DA#1 Total
Hyd. No. 8 -- 1 Year
300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 8 Hyd No. 5 Hyd No. 7
Q (cfs)
2.00
1.00
0.00
3000
Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 10
Post -Development => DA#2
Hydrograph type =
SCS Runoff
Peak discharge
= 0.489 cfs
Storm frequency =
1 yrs
Time to peak
= 719 min
Time interval =
1 min
Hyd. volume
= 1,232 cuft
Drainage area =
0.750 ac
Curve number
= 62
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.10 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Post -Development => DA#2
Hyd. No. 10 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 12
Post Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 2.078 cfs
Storm frequency = 1 yrs
Time to peak
= 728 min
Time interval = 1 min
Hyd. volume
= 30,068 cuft
Inflow hyds. = 8, 10
Contrib. drain. area
= 0.750 ac
Q (cfs)
3.00
2.00
1.00
Post Development => Cumulative Site
Hyd. No. 12 -- 1 Year
Q (cfs)
3.00
2.00
1.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 12 Hyd No. 8 Hyd No. 10

Hydrograph Summary Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
4.113
1
733
18,431
------
------
------
Pre -Development => DA#1
2
SCS Runoff
3.538
1
730
16,226
------
------
------
Pre -Development => DA #2
3
Combine
7.611
1
732
34,657
1,2
------
------
Pre -Development => Cumulative Site
5
SCS Runoff
2.918
1
728
10,778
------
------
------
Post -Development => DA#1 By -Pass
6
SCS Runoff
15.66
1
721
39,890
------
------
------
Post -Development DA => SCM#1
7
Reservoir
0.672
1
855
31,876
6
79.10
22,824
SCM #1 Outflow
8
Combine
3.143
1
729
42,654
5,7
------
------
Post Development => DA#1 Total
10
SCS Runoff
0.865
1
718
1,943
------
------
------
Post -Development => DA#2
12
Combine
3.309
1
729
44,597
8, 10,
------
------
Post Development => Cumulative Sit
Bunnell Routing.gpw
Return Period: 2 Year
Monday, 08 / 9 / 2021

Hydrograph
Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 4.113 cfs
Storm frequency
= 2 yrs
Time to peak
= 733 min
Time interval
= 1 min
Hyd. volume
= 18,431 cuft
Drainage area
= 5.100 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.80 min
Total precip.
= 3.66 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
777t7
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph
Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 2
Pre -Development => DA #2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.538 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 1 min
Hyd. volume
= 16,226 cuft
Drainage area
= 6.460 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 24.60 min
Total precip.
= 3.66 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA #2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 3
Pre -Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 7.611 cfs
Storm frequency = 2 yrs
Time to peak
= 732 min
Time interval = 1 min
Hyd. volume
= 34,657 cuft
Inflow hyds. = 1, 2
Contrib. drain. area
= 11.560 ac
Pre -Development => Cumulative Site
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 - Hyd No. 1 Hyd No. 2

Hydrograph
Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 5
Post -Development => DA#1 By -Pass
Hydrograph type
= SCS Runoff
Peak discharge
= 2.918 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 10,778 cuft
Drainage area
= 2.850 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 22.10 min
Total precip.
= 3.66 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post -Development => DA#1 By -Pass
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
Post -Development DA
=> SCM#1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 7.530 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.66 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
ME
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post -Development DA => SCM#1
Hyd. No. 6 -- 2 Year
Monday, 08 / 9 / 2021
= 15.66 cfs
= 721 min
= 39,890 cuft
= 76
= 0 ft
= 13.34 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
• 11
ME
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 7
SCM 41 Outflow
Hydrograph type
= Reservoir
Peak discharge
= 0.672 cfs
Storm frequency
= 2 yrs
Time to peak
= 855 min
Time interval
= 1 min
Hyd. volume
= 31,876 cuft
Inflow hyd. No.
= 6 - Post -Development DA =>
SIO#'Elevation
= 79.10 ft
Reservoir name
= Wet Pond 41
Max. Storage
= 22,824 cuft
Storage Indication method used
SCM #1 Outflow
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 7 Hyd No. 6 Total storage used = 22,824 cult

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 08 / 9 / 2021
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 3.143 cfs
Storm frequency = 2 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 42,654 cuft
Inflow hyds. = 5, 7 Contrib. drain. area = 2.850 ac
Q (cfs)
4.00
3.00
2.00
1.00
Post Development => DA#1 Total
Hyd. No. 8 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 8 — Hyd No. 5 Hyd No. 7

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 10
Post -Development => DA#2
Hydrograph type =
SCS Runoff
Peak discharge
= 0.865 cfs
Storm frequency =
2 yrs
Time to peak
= 718 min
Time interval =
1 min
Hyd. volume
= 1,943 cuft
Drainage area =
0.750 ac
Curve number
= 62
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.66 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
Post -Development => DA#2
Hyd. No. 10 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
1 1 1 . I I I I I I ' 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 12
Post Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 3.309 cfs
Storm frequency = 2 yrs
Time to peak
= 729 min
Time interval = 1 min
Hyd. volume
= 44,597 cuft
Inflow hyds. = 8, 10
Contrib. drain. area
= 0.750 ac
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 300
— Hyd No. 12
Post Development => Cumulative Site
Hyd. No. 12 -- 2 Year
600 900 1200
Hyd No. 8
1500 1800
Hyd No. 10
2100 2400 2700
Q (cfs)
4.00
3.00
2.00
1.00
0.00
3000
Time (min)

Hydrograph Summary Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
10.32
1
732
42,217
------
------
------
Pre -Development => DA#1
2
SCS Runoff
11.09
1
729
41,947
------
------
------
Pre -Development => DA #2
3
Combine
21.21
1
730
84,164
1,2
------
------
Pre -Development => Cumulative Site
5
SCS Runoff
7.032
1
727
24,260
------
------
------
Post -Development => DA#1 By -Pass
6
SCS Runoff
31.88
1
721
80,594
------
------
------
Post -Development DA => SCM#1
7
Reservoir
1.494
1
824
71,000
6
80.51
48,074
SCM #1 Outflow
8
Combine
8.094
1
728
95,260
5,7
------
------
Post Development => DA#1 Total
10
SCS Runoff
2.477
1
718
5,022
------
------
------
Post -Development => DA#2
12
Combine
8.574
1
726
100,282
8, 10,
------
------
Post Development => Cumulative Sit
Bunnell Routing.gpw
Return Period: 10 Year
Monday, 08 / 9 / 2021

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
5.100 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
5.55 in
Storm duration =
24 hrs
Q (cfs)
12.00
10.00
WE
WIN
i W
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Development => DA#1
Hyd. No. 1 -- 10 Year
Monday, 08 / 9 / 2021
= 10.32 cfs
= 732 min
= 42,217 cuft
= 68
= 0 ft
= 29.80 min
= Type II
= 484
Q (cfs)
12.00
10.00
WE
• 11
Um
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Pre -Development => DA #2
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
6.460 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
5.55 in
Storm duration =
24 hrs
Q (cfs)
12.00
10.00
WE
WIN
i W
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Development => DA #2
Hyd. No. 2 -- 10 Year
Monday, 08 / 9 / 2021
= 11.09 cfs
= 729 min
= 41,947 cuft
= 62
= 0 ft
= 24.60 min
= Type II
= 484
Q (cfs)
12.00
10.00
WE
• 11
Um
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 3
Pre -Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 21.21 cfs
Storm frequency = 10 yrs
Time to peak
= 730 min
Time interval = 1 min
Hyd. volume
= 84,164 cuft
Inflow hyds. = 1, 2
Contrib. drain. area
= 11.560 ac
Pre -Development => Cumulative Site
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

Hydrograph
Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 5
Post -Development => DA#1 By -Pass
Hydrograph type
= SCS Runoff
Peak discharge
= 7.032 cfs
Storm frequency
= 10 yrs
Time to peak
= 727 min
Time interval
= 1 min
Hyd. volume
= 24,260 cuft
Drainage area
= 2.850 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 22.10 min
Total precip.
= 5.55 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post -Development => DA#1 By -Pass
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
J�
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
33
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
Post -Development DA
=> SCM#1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 7.530 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.55 in
Storm duration
= 24 hrs
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post -Development DA => SCM#1
Hyd. No. 6 -- 10 Year
Monday, 08 / 9 / 2021
= 31.88 cfs
= 721 min
= 80,594 cuft
= 76
= 0 ft
= 13.34 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 7
SCM 41 Outflow
Hydrograph type
= Reservoir
Peak discharge
= 1.494 cfs
Storm frequency
= 10 yrs
Time to peak
= 824 min
Time interval
= 1 min
Hyd. volume
= 71,000 cuft
Inflow hyd. No.
= 6 - Post -Development DA =>
SIO#'Elevation
= 80.51 ft
Reservoir name
= Wet Pond 41
Max. Storage
= 48,074 cuft
Storage Indication method used
SCM #1 Outflow
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 7 — Hyd No. 6 Total storage used = 48,074 cult

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine
Peak discharge
= 8.094 cfs
Storm frequency = 10 yrs
Time to peak
= 728 min
Time interval = 1 min
Hyd. volume
= 95,260 cuft
Inflow hyds. = 5, 7
Contrib. drain. area
= 2.850 ac
Q (cfs)
10.00
. 11
4.00
2.00
Post Development => DA#1 Total
Hyd. No. 8 -- 10 Year
300 600 900 1200 1500 1800 2100 2400
Hyd No. 8 - Hyd No. 5 Hyd No. 7
Q (cfs)
10.00
11
. 11
4.00
2.00
0.00
2700 3000
Time (min)

Hydrograph
Report
36
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 10
Post -Development => DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 2.477 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 5,022 cuft
Drainage area
= 0.750 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.55 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post -Development => DA#2
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

Hydrograph Report
37
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 12
Post Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 8.574 cfs
Storm frequency = 10 yrs
Time to peak
= 726 min
Time interval = 1 min
Hyd. volume
= 100,282 cuft
Inflow hyds. = 8, 10
Contrib. drain. area
= 0.750 ac
Post Development => Cumulative Site
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 12 Hyd No. 8 Hyd No. 10

Hydrograph Summary Report
38
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
14.70
1
732
59,262
------
------
------
Pre -Development => DA#1
2
SCS Runoff
16.72
1
729
61,239
------
------
------
Pre -Development => DA #2
3
Combine
31.14
1
730
120,501
1,2
------
------
Pre -Development => Cumulative Site
5
SCS Runoff
9.932
1
727
33,855
------
------
------
Post -Development => DA#1 By -Pass
6
SCS Runoff
42.64
1
721
108,346
------
------
------
Post -Development DA => SCM#1
7
Reservoir
9.233
1
735
98,438
6
80.83
54,094
SCM #1 Outflow
8
Combine
17.97
1
732
132,293
5,7
------
------
Post Development => DA#1 Total
10
SCS Runoff
3.649
1
718
7,332
------
------
------
Post -Development => DA#2
12
Combine
18.50
1
732
139,625
8, 10,
------
------
Post Development => Cumulative Sit
Bunnell Routing.gpw
Return Period: 25 Year
Monday, 08 / 9 / 2021

Hydrograph
Report
39
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 14.70 cfs
Storm frequency
= 25 yrs
Time to peak
= 732 min
Time interval
= 1 min
Hyd. volume
= 59,262 cuft
Drainage area
= 5.100 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.80 min
Total precip.
= 6.74 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
40
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Pre -Development => DA #2
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
1 min
Drainage area =
6.460 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
6.74 in
Storm duration =
24 hrs
Q (cfs)
18.00
15.00
12.00
ME
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Development => DA #2
Hyd. No. 2 -- 25 Year
Monday, 08 / 9 / 2021
= 16.72 cfs
= 729 min
= 61,239 cuft
= 62
= 0 ft
= 24.60 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
• 11
ME
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
41
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 3
Pre -Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 31.14 cfs
Storm frequency = 25 yrs
Time to peak
= 730 min
Time interval = 1 min
Hyd. volume
= 120,501 cuft
Inflow hyds. = 1, 2
Contrib. drain. area
= 11.560 ac
Pre -Development => Cumulative Site
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

Hydrograph Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Post -Development => DA#1
By -Pass
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
1 min
Drainage area =
2.850 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
6.74 in
Storm duration =
24 hrs
Q (cfs)
10.00
. 11
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post -Development => DA#1 By -Pass
Hyd. No. 5 -- 25 Year
Monday, 08 / 9 / 2021
= 9.932 cfs
= 727 min
= 33,855 cuft
= 69
= 0 ft
= 22.10 min
= Type II
= 484
Q (cfs)
10.00
WE
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph
Report
43
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 6
Post -Development DA => SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 42.64 cfs
Storm frequency
= 25 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 108,346 cuft
Drainage area
= 7.530 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.34 min
Total precip.
= 6.74 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post -Development DA => SCM#1
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 7
SCM 41 Outflow
Hydrograph type
= Reservoir
Peak discharge
= 9.233 cfs
Storm frequency
= 25 yrs
Time to peak
= 735 min
Time interval
= 1 min
Hyd. volume
= 98,438 cuft
Inflow hyd. No.
= 6 - Post -Development DA =>
SIO#'Elevation
= 80.83 ft
Reservoir name
= Wet Pond 41
Max. Storage
= 54,094 cuft
Storage Indication method used
SCM #1 Outflow
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
— Hyd No. 7 — Hyd No. 6 Total storage used = 54,094 cult

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine
Peak discharge
= 17.97 cfs
Storm frequency = 25 yrs
Time to peak
= 732 min
Time interval = 1 min
Hyd. volume
= 132,293 cuft
Inflow hyds. = 5, 7
Contrib. drain. area
= 2.850 ac
Q (cfs)
18.00
15.00
12.00
3.00
Post Development => DA#1 Total
Hyd. No. 8 -- 25 Year
Q (cfs)
18.00
15.00
12.00
3.00
0.00
180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 8 Hyd No. 5 Hyd No. 7

Hydrograph
Report
46
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 10
Post -Development => DA#2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.649 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 7,332 cuft
Drainage area
= 0.750 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.74 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post -Development => DA#2
Q (cfs) Hyd. No. 10 -- 25 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 12
Post Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 18.50 cfs
Storm frequency = 25 yrs
Time to peak
= 732 min
Time interval = 1 min
Hyd. volume
= 139,625 cuft
Inflow hyds. = 8, 10
Contrib. drain. area
= 0.750 ac
Post Development => Cumulative Site
Q (cfs) Hyd. No. 12 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
— Hyd No. 12 Hyd No. 8 Hyd No. 10

Hydrograph Summary Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
22.51
1
731
89,887
------
------
------
Pre -Development => DA#1
2
SCS Runoff
27.02
1
728
96,861
------
------
------
Pre -Development => DA #2
3
Combine
49.07
1
729
186,748
1,2
------
------
Pre -Development => Cumulative Site
5
SCS Runoff
15.03
1
727
51,025
------
------
------
Post -Development => DA#1 By -Pass
6
SCS Runoff
60.96
1
721
156,771
------
------
------
Post -Development DA => SCM#1
7
Reservoir
36.76
1
728
146,453
6
81.44
66,528
SCM #1 Outflow
8
Combine
51.71
1
728
197,478
5,7
------
------
Post Development => DA#1 Total
10
SCS Runoff
5.758
1
718
11,597
------
------
------
Post -Development => DA#2
12
Combine
52.65
1
728
209,075
8, 10,
------
------
Post Development => Cumulative Sit
Bunnell Routing.gpw
Return Period: 100 Year
Monday, 08 / 9 / 2021

Hydrograph
Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 1
Pre -Development => DA#1
Hydrograph type
= SCS Runoff
Peak discharge
= 22.51 cfs
Storm frequency
= 100 yrs
Time to peak
= 731 min
Time interval
= 1 min
Hyd. volume
= 89,887 cuft
Drainage area
= 5.100 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.80 min
Total precip.
= 8.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA#1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph
Report
50
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 2
Pre -Development => DA #2
Hydrograph type
= SCS Runoff
Peak discharge
= 27.02 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 96,861 cuft
Drainage area
= 6.460 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 24.60 min
Total precip.
= 8.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -Development => DA #2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
51
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 3
Pre -Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 49.07 cfs
Storm frequency = 100 yrs
Time to peak
= 729 min
Time interval = 1 min
Hyd. volume
= 186,748 cuft
Inflow hyds. = 1, 2
Contrib. drain. area
= 11.560 ac
Pre -Development => Cumulative Site
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

Hydrograph Report
52
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Post -Development => DA#1
By -Pass
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
2.850 ac
Basin Slope =
0.0 %
Tc method =
TR55
Total precip. =
8.73 in
Storm duration =
24 hrs
Q (cfs)
18.00
15.00
12.00
ME
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post -Development => DA#1 By -Pass
Hyd. No. 5 -- 100 Year
Monday, 08 / 9 / 2021
= 15.03 cfs
= 727 min
= 51,025 cuft
= 69
= 0 ft
= 22.10 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
• 11
ME
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph
Report
53
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 6
Post -Development DA => SCM#1
Hydrograph type
= SCS Runoff
Peak discharge
= 60.96 cfs
Storm frequency
= 100 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 156,771 cuft
Drainage area
= 7.530 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.34 min
Total precip.
= 8.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post -Development DA => SCM#1
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 7
SCM 41 Outflow
Hydrograph type
= Reservoir
Peak discharge
= 36.76 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 146,453 cuft
Inflow hyd. No.
= 6 - Post -Development DA =>
SIOM4 Elevation
= 81.44 ft
Reservoir name
= Wet Pond 41
Max. Storage
= 66,528 cuft
Storage Indication method used
SCM #1 Outflow
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
— Hyd No. 7 Hyd No. 6 Total storage used = 66,528 cult

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 8
Post Development => DA#1 Total
Hydrograph type = Combine
Peak discharge
= 51.71 cfs
Storm frequency = 100 yrs
Time to peak
= 728 min
Time interval = 1 min
Hyd. volume
= 197,478 cuft
Inflow hyds. = 5, 7
Contrib. drain. area
= 2.850 ac
Post Development => DA#1 Total
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
— Hyd No. 8 Hyd No. 5 Hyd No. 7

Hydrograph Report
56
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 10
Post -Development => DA#2
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
0.750 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
8.73 in
Storm duration =
24 hrs
Q (cfs)
6.00
5.00
i
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post -Development => DA#2
Hyd. No. 10 -- 100 Year
Monday, 08 / 9 / 2021
= 5.758 cfs
= 718 min
= 11,597 cuft
= 62
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Monday, 08 / 9 / 2021
Hyd. No. 12
Post Development => Cumulative Site
Hydrograph type = Combine
Peak discharge
= 52.65 cfs
Storm frequency = 100 yrs
Time to peak
= 728 min
Time interval = 1 min
Hyd. volume
= 209,075 cuft
Inflow hyds. = 8, 10
Contrib. drain. area
= 0.750 ac
Post Development => Cumulative Site
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
— Hyd No. 12 Hyd No. 8 Hyd No. 10

Hydraflow Rainfall Report
58
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
57.0356
11.9000
0.8655
--------
2
69.0307
12.5000
0.8674
--------
3
0.0000
0.0000
0.0000
--------
5
69.4522
12.4000
0.8238
--------
10
68.8066
11.9000
0.7899
--------
25
64.1391
11.1000
0.7420
--------
50
58.2337
10.1000
0.6979
--------
100
53.8523
9.3000
0.6602
--------
File name: Raleigh.IDF
Intensity = B / (Tc + D)^E
Monday, 08 / 9 / 2021
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.94
3.94
3.30
2.85
2.51
2.25
2.04
1.87
1.73
1.61
1.50
1.41
2
5.76
4.64
3.89
3.37
2.98
2.67
2.42
2.22
2.05
1.91
1.79
1.68
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.60
5.36
4.54
3.96
3.52
3.17
2.89
2.66
2.47
2.31
2.16
2.04
10
7.38
6.01
5.11
4.47
3.98
3.60
3.29
3.04
2.83
2.65
2.49
2.35
25
8.16
6.68
5.70
5.01
4.48
4.07
3.74
3.46
3.23
3.03
2.86
2.71
50
8.76
7.17
6.14
5.41
4.86
4.43
4.08
3.79
3.55
3.34
3.16
3.00
100
9.30
7.63
6.55
5.79
5.22
4.77
4.41
4.11
3.85
3.64
3.45
3.28
Tc = time in minutes. Values may exceed 60.
Precip. file name: Z:WutoCAD\Hydraflow\PCP\FayetteviIle. pep
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.10
3.66
0.00
0.00
5.55
6.74
0.00
8.73
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

CALCULATIONS & ANALYSIS
Storm Sewer Composite C Values
N
EST. 0 10

Proieot Data
Revisions
Project#
2020-072
No
Date
Description
Project Name
Bunnell Subdivsion
Date
8/9/2021
COMPOSITE C VALUES
Storm Sewer System
Open
-----------
_
Coeifficients
C Value
Open
Impervious____--
------
------
------

CALCULATIONS & ANALYSIS
Hydraulic Grade Line - 10 YR
N
EST. 0 10

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
1 101
Outfall
2
12103
16
4 117
113 17
104
5
15
1141
6
14 106
115
7
107
8
108
13
116
9
109
10 110
11
12
111
112
Project File: Bunnell 100 Series HGL.stm Number of lines: 17 Date: 10/21/2021
Storm Sewers v2021.00

MyReport
Page 1
Line
Inlet
Line
Drng
Runoff
Inlet
i
Flow
Invert
Invert
Gnd/Rim
Gnd/Rim
HGL
HGL
No.
ID
ID
Area
Coeff
Time
Inlet
Rate
Up
Dn
El Up
El Dn
Up
Dn
(ac)
(C)
(min)
(in/hr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
101
Pipe - (134)
0.17
0.60
5.0
7.95
15.58
77.75
77.50
83.25
79.83
79.08
79.50
2
102
Pipe - (134) (1)
0.37
0.60
5.0
7.95
15.32
78.50
77.78
82.99
83.25
79.82
79.08
3
103
Pipe - (135)
0.22
0.60
5.0
7.95
14.13
78.62
78.50
82.99
82.99
80.06
79.94
4
104
Pipe - (136)
0.20
0.60
5.0
7.95
9.92
79.10
78.65
83.41
82.99
81.00
80.86
5
105
Pipe - (137)
0.55
0.60
5.0
7.95
8.95
79.60
79.10
84.00
83.41
81.37
81.24
6
106
Pipe - (138)
0.21
0.60
5.0
7.95
5.78
80.70
79.60
85.18
84.00
81.55
81.58
7
107
Pipe - (139)
0.36
0.60
5.0
7.95
4.40
81.20
80.70
85.76
85.18
82.01
81.55
8
108
Pipe - (140)
0.33
0.60
5.0
7.95
3.21
81.88
81.20
86.52
85.76
82.56
82.17
9
109
Pipe - (140) (2)
0.02
0.95
5.0
7.95
1.68
82.61
81.88
87.11
86.52
83.10
82.56
10
110
Pipe - (141)
0.12
0.95
5.0
7.95
1.61
82.89
82.61
86.50
87.11
83.37
83.10
11
111
Pipe - (140) (1)
0.04
0.95
5.0
7.95
0.87
83.20
82.90
86.53
86.50
83.55 j
83.37
12
112
Pipe - (142)
0.08
0.95
5.0
7.95
0.60
83.32
83.20
86.53
86.53
83.63 j
83.55
13
116
Pipe - (150)
0.07
0.95
5.0
7.95
0.53
82.25
82.13
86.52
86.52
82.57
82.56
14
115
Pipe - (148)
0.20
0.60
5.0
7.95
0.95
81.07
80.95
85.18
85.18
81.56
81.55
15
114
Pipe - (147)
0.47
0.60
5.0
7.95
2.24
79.97
79.85
83.99
84.00
81.61
81.58
16
117
Pipe - (143)
1.09
0.60
10.0
6.48
4.24
79.45
79.12
82.50
82.99
80.95
80.86
17
113
Pipe - (146)
0.13
0.60
5.0
7.95
0.62
79.47
79.35
83.41
83.41
81.24
81.24
Project File: Bunnell 100 Series HGL.stm
Number of lines: 17
Date: 10/21/2021
NOTES: Intensity = 75.27 / (Inlet time + 12.00) ^ 0.79 -- Return period = 10 Yrs. ; " Critical depth
Storm Sewers

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
30
15.58
77.50
79.50
2.00
2.66
3.70
0.53
80.03
0.000
23.466
77.75
79.08
1.33"
2.66
5.87
0.53
79.62
0.000
0.000
n/a
0.79
n/a
2
30
15.32
77.78
79.08
1.30
2.58
5.94
0.53
79.61
0.000
144.05
78.50
79.82
1.32"
2.63
5.83
0.53
80.35
0.000
0.000
n/a
0.50
n/a
3
24
14.13
78.50
79.94
1.44'
2.42
5.85
0.53
80.47
0.522
23.000
78.62
80.06
1.44
2.41
5.86
0.53
80.59
0.522
0.522
0.120
1.50
0.80
4
24
9.92
78.65
80.86
2.00
3.14
3.16
0.16
81.01
0.193
86.049
79.10
81.00
1.90
3.09
3.21
0.16
81.17
0.167
0.180
0.155
1.48
0.24
5
24
8.95
79.10
81.24
2.00
3.14
2.85
0.13
81.37
0.157
97.474
79.60
81.37
1.77
2.94
3.04
0.14
81.51
0.140
0.148
0.145
1.46
0.21
6
24
5.78
79.60
81.58
1.98
1.27
1.84
0.32
81.90
0.000
212.20
80.70
81.55
0.85"
1.27
4.55
0.32
81.87
0.000
0.000
n/a
1.50
0.48
7
18
4.40
80.70
81.55
0.85
0.96
4.27
0.28
81.83
0.467
98.816
81.20
82.01
0.81 "
0.98
4.51
0.32
82.33
0.540
0.503
0.497
0.50
0.16
8
18
3.21
81.20
82.17
0.97
0.78
2.65
0.11
82.28
0.165
135.63
81.88
82.56
0.68"
0.78
4.11
0.26
82.82
0.520
0.343
n/a
1.50
n/a
9
18
1.68
81.88
82.56
0.68
0.50
2.15
0.18
82.74
0.000
145.73
82.61
83.10
0.49"
0.50
3.38
0.18
83.27
0.000
0.000
n/a
0.77
n/a
10
18
1.61
82.61
83.10
0.49
0.48
3.24
0.17
83.27
0.000
56.179
82.89
83.37
0.48"
0.48
3.34
0.17
83.54
0.000
0.000
n/a
1.24
n/a
11
18
0.87
82.90
83.37
0.47
0.31
1.87
0.05
83.42
0.158
60.429
83.20
83.55 j
0.35"
0.31
2.82
0.12
83.67
0.499
0.328
n/a
1.37
0.17
12
15
0.60
83.20
83.55
0.35
0.23
2.17
0.07
83.62
0.306
23.000
83.32
83.63 j
0.31-
0.23
2.60
0.11
83.73
0.510
0.408
0.094
1.00
0.11
13
15
0.53
82.13
82.56
0.43
0.38
1.41
0.03
82.59
0.102
24.250
82.25
82.57
0.32
0.25
2.10
0.07
82.64
0.313
0.208
0.050
1.00
0.07
14
15
0.95
80.95
81.55
0.60
0.58
1.64
0.04
81.59
0.101
24.256
81.07
81.56
0.49
0.44
2.16
0.07
81.63
0.212
0.156
0.038
1.00
0.07
15
15
2.24
79.85
81.58
1.25
1.23
1.83
0.05
81.63
0.121
24.253
79.97
81.61
1.25
1.23
1.83
0.05
81.66
0.121
0.121
0.029
1.00
0.05
16
18
4.24
79.12
80.86
1.50
1.77
2.40
0.09
80.94
0.163
66.750
79.45
80.95
1.50
1.77
2.40
0.09
81.04
0.161
0.162
0.108
1.00
0.09
17
15
0.62
79.35
81.24
1.25
1.23
0.51
0.00
81.25
0.009
24.252
79.47
81.24
1.25
1.23
0.51
0.00
81.25
0.009
0.009
0.002
1.00
0.00
Project File: Bunnell 100 Series HGL.stm
Number of lines: 17
Run Date: 10/21/2021
Notes: ' depth assumed; " Critical depth.; j-Line contains hyd. jump ; c = cir e = ellip b = box
Storm Sewers v2021.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
203
0011!
Project File: Bunnell 200 Series HGL.stm
Outfall
202 2 1
201
Number of lines: 4 1 Date: 10/21/2021
Storm Sewers v2021.00

MyReport
Page 1
Line
Inlet
Line
Drng
Runoff
Inlet
i
Flow
Invert
Invert
Gnd/Rim
Gnd/Rim
HGL
HGL
No.
ID
ID
Area
Coeff
Time
Inlet
Rate
Up
Dn
El Up
El Dn
Up
Dn
(ac)
(C)
(min)
(in/hr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
201
Pipe - (131)
0.13
0.60
5.0
7.95
7.32
77.61
77.50
82.50
79.22
78.73
78.55
2
202
Pipe - (131) (1)
0.34
0.60
5.0
7.95
6.90
77.75
77.61
82.75
82.50
79.40
79.30
3
203
Pipe - (132)
0.65
0.60
10.0
6.48
6.09
79.78
77.75
83.80
82.75
80.83
79.57
4
204
Pipe - (133)
1.00
0.60
10.0
6.48
3.89
81.18
79.78
84.00
83.80
82.02
81.05
Project File: Bunnell 200 Series HGL.stm
Number of lines: 4
Date: 10/21/2021
NOTES: Intensity = 75.27 / (Inlet time + 12.00) ^ 0.79 -- Return period = 10 Yrs. ; " Critical depth
Storm Sewers

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
18
7.32
77.50
78.55
1.05
1.32
5.56
0.48
79.03
0.595
21.985
77.61
78.73
1.12
1.42
5.15
0.41
79.15
0.499
0.547
0.120
1.36
0.56
2
18
6.90
77.61
79.30
1.50
1.77
3.90
0.24
79.53
0.368
27.890
77.75
79.40
1.50
1.77
3.90
0.24
79.63
0.367
0.367
0.102
0.72
0.17
3
18
6.09
77.75
79.57
1.50
1.77
3.45
0.18
79.75
0.287
405.93
79.78
80.83
1.05
1.32
4.60
0.33
81.16
0.408
0.347
1.410
0.66
0.22
4
15
3.89
79.78
81.05
1.25
1.23
3.17
0.16
81.21
0.309
280.00
81.18
82.02
0.84
0.88
4.43
0.30
82.33
0.490
0.400
1.119
1.00
0.30
Project File: Bunnell 200 Series HGL.stm
Number of lines: 4
Run Date: 10/21/2021
; c=cir a=ellip b=box
Storm Sewers v2021.00

CALCULATIONS & ANALYSIS
Hydraulic Grade Line - 25 YR
N
EST. 0 10

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
1 101
Outfall
2
12103
16
4 117
113 17
104
5
15
1141
6
14 106
115
7
107
8
108
13
116
9
109
10 110
11
12
111
112
Project File: Bunnell 100 Series HGL.stm Number of lines: 17 Date: 10/21/2021
Storm Sewers v2021.00

MyReport
Page 1
Line
Inlet
Line
Drng
Runoff
Inlet
i
Flow
Invert
Invert
Gnd/Rim
Gnd/Rim
HGL
HGL
No.
ID
ID
Area
Coeff
Time
Inlet
Rate
Up
Dn
El Up
El Dn
Up
Dn
(ac)
(C)
(min)
(in/hr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
101
Pipe - (134)
0.17
0.60
5.0
8.94
18.29
77.75
77.50
83.25
79.83
79.20
79.50
2
102
Pipe - (134) (1)
0.37
0.60
5.0
8.94
17.95
78.50
77.78
82.99
83.25
79.93
79.20
3
103
Pipe - (135)
0.22
0.60
5.0
8.94
16.55
78.62
78.50
82.99
82.99
80.29
80.16
4
104
Pipe - (136)
0.20
0.60
5.0
8.94
11.61
79.10
78.65
83.41
82.99
81.33
81.10
5
105
Pipe - (137)
0.55
0.60
5.0
8.94
10.45
79.60
79.10
84.00
83.41
81.85
81.64
6
106
Pipe - (138)
0.21
0.60
5.0
8.94
6.72
80.70
79.60
85.18
84.00
82.27
82.10
7
107
Pipe - (139)
0.36
0.60
5.0
8.94
5.10
81.20
80.70
85.76
85.18
82.64
82.42
8
108
Pipe - (140)
0.33
0.60
5.0
8.94
3.70
81.88
81.20
86.52
85.76
82.86
82.70
9
109
Pipe - (140) (2)
0.02
0.95
5.0
8.94
1.92
82.61
81.88
87.11
86.52
83.13
83.07
10
110
Pipe - (141)
0.12
0.95
5.0
8.94
1.83
82.89
82.61
86.50
87.11
83.40 j
83.13
11
111
Pipe - (140) (1)
0.04
0.95
5.0
8.94
0.99
83.20
82.90
86.53
86.50
83.57
83.40
12
112
Pipe - (142)
0.08
0.95
5.0
8.94
0.68
83.32
83.20
86.53
86.53
83.64
83.57
13
116
Pipe - (150)
0.07
0.95
5.0
8.94
0.59
82.25
82.13
86.52
86.52
83.07
83.07
14
115
Pipe - (148)
0.20
0.60
5.0
8.94
1.07
81.07
80.95
85.18
85.18
82.43
82.42
15
114
Pipe - (147)
0.47
0.60
5.0
8.94
2.52
79.97
79.85
83.99
84.00
82.14
82.10
16
117
Pipe - (143)
1.09
0.60
10.0
7.31
4.78
79.45
79.12
82.50
82.99
81.24
81.10
17
113
Pipe - (146)
0.13
0.60
5.0
8.94
0.70
79.47
79.35
83.41
83.41
81.65
81.64
Project File: Bunnell 100 Series HGL.stm
Number of lines: 17
Date: 10/21/2021
NOTES: Intensity = 70.23 / (Inlet time + 11.10) ^ 0.74 -- Return period = 25 Yrs. ; " Critical depth
Storm Sewers

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
30
18.29
77.50
79.50
2.00
2.95
4.34
0.60
80.10
0.000
23.466
77.75
79.20
1.45"
2.95
6.21
0.60
79.80
0.000
0.000
n/a
0.79
n/a
2
30
17.95
77.78
79.20
1.42'
2.89
6.22
0.59
79.80
0.000
144.05
78.50
79.93
1.43"
2.91
6.17
0.59
80.52
0.000
0.000
n/a
0.50
n/a
3
24
16.55
78.50
80.16
1.66'
2.79
5.92
0.55
80.71
0.522
23.000
78.62
80.29
1.67
2.80
5.92
0.54
80.83
0.521
0.521
0.120
1.50
0.82
4
24
11.61
78.65
81.10
2.00
3.14
3.70
0.21
81.32
0.264
86.049
79.10
81.33
2.00
3.14
3.70
0.21
81.54
0.263
0.263
0.227
1.48
0.31
5
24
10.45
79.10
81.64
2.00
3.14
3.33
0.17
81.82
0.214
97.474
79.60
81.85
2.00
3.14
3.33
0.17
82.02
0.214
0.214
0.208
1.46
0.25
6
24
6.72
79.60
82.10
2.00
3.14
2.14
0.07
82.18
0.088
212.20
80.70
82.27
1.57
2.65
2.54
0.10
82.37
0.096
0.092
0.195
1.50
0.15
7
18
5.10
80.70
82.42
1.50
1.77
2.89
0.13
82.55
0.236
98.816
81.20
82.64
1.44
1.74
2.93
0.13
82.77
0.205
0.221
0.218
0.50
0.07
8
18
3.70
81.20
82.70
1.50
1.77
2.10
0.07
82.77
0.124
135.63
81.88
82.86
0.98
1.22
3.03
0.14
83.00
0.215
0.170
0.230
1.50
0.21
9
18
1.92
81.88
83.07
1.19
0.55
1.28
0.19
83.26
0.000
145.73
82.61
83.13
0.52"
0.55
3.51
0.19
83.32
0.000
0.000
n/a
0.77
n/a
10
18
1.83
82.61
83.13
0.52
0.53
3.35
0.19
83.32
0.000
56.179
82.89
83.40 j
0.51 "
0.53
3.47
0.19
83.59
0.000
0.000
n/a
1.24
n/a
11
18
0.99
82.90
83.40
0.50
0.34
1.92
0.06
83.46
0.154
60.429
83.20
83.57
0.37"
0.34
2.91
0.13
83.70
0.496
0.325
n/a
1.37
0.18
12
15
0.68
83.20
83.57
0.37
0.25
2.23
0.08
83.65
0.303
23.000
83.32
83.64
0.32"
0.25
2.68
0.11
83.76
0.507
0.405
0.093
1.00
0.11
13
15
0.59
82.13
83.07
0.94
0.99
0.60
0.01
83.08
0.010
24.250
82.25
83.07
0.82
0.86
0.69
0.01
83.08
0.014
0.012
0.003
1.00
0.01
14
15
1.07
80.95
82.42
1.25
1.23
0.87
0.01
82.43
0.028
24.256
81.07
82.43
1.25
1.23
0.87
0.01
82.44
0.028
0.028
0.007
1.00
0.01
15
15
2.52
79.85
82.10
1.25
1.23
2.05
0.07
82.17
0.152
24.253
79.97
82.14
1.25
1.23
2.05
0.07
82.21
0.152
0.152
0.037
1.00
0.07
16
18
4.78
79.12
81.10
1.50
1.77
2.71
0.11
81.22
0.208
66.750
79.45
81.24
1.50
1.77
2.71
0.11
81.36
0.207
0.208
0.139
1.00
0.11
17
15
0.70
79.35
81.64
1.25
1.23
0.57
0.01
81.65
0.012
24.252
79.47
81.65
1.25
1.23
0.57
0.01
81.65
0.012
0.012
0.003
1.00
0.01
Project File: Bunnell 100 Series HGL.stm
Number of lines: 17
Run Date: 10/21/2021
Notes: ' depth assumed; " Critical depth.; j-Line contains hyd. jump ; c = cir e = ellip b = box
Storm Sewers v2021.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
203
0011!
Project File: Bunnell 200 Series HGL.stm
Outfall
202 2 1
201
Number of lines: 4 1 Date: 10/21/2021
Storm Sewers v2021.00

MyReport
Page 1
Line
Inlet
Line
Drng
Runoff
Inlet
i
Flow
Invert
Invert
Gnd/Rim
Gnd/Rim
HGL
HGL
No.
ID
ID
Area
Coeff
Time
Inlet
Rate
Up
Dn
El Up
El Dn
Up
Dn
(ac)
(C)
(min)
(in/hr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
201
Pipe - (131)
0.13
0.60
5.0
8.94
8.39
77.61
77.50
82.50
79.22
78.85
78.62
2
202
Pipe - (131) (1)
0.34
0.60
5.0
8.94
7.90
77.75
77.61
82.75
82.50
79.59
79.46
3
203
Pipe - (132)
0.65
0.60
10.0
7.31
6.93
79.78
77.75
83.80
82.75
81.22
79.82
4
204
Pipe - (133)
1.00
0.60
10.0
7.31
4.39
81.18
79.78
84.00
83.80
82.41
81.38
Project File: Bunnell 200 Series HGL.stm
Number of lines: 4
Date: 10/21/2021
NOTES: Intensity = 70.23 / (Inlet time + 11.10) ^ 0.74 -- Return period = 25 Yrs. ; " Critical depth
Storm Sewers

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
18
8.39
77.50
78.62
1.12
1.42
5.92
0.55
79.17
0.660
21.985
77.61
78.85
1.24
1.56
5.37
0.45
79.30
0.536
0.598
0.131
1.36
0.61
2
18
7.90
77.61
79.46
1.50
1.77
4.47
0.31
79.77
0.483
27.890
77.75
79.59
1.50
1.77
4.47
0.31
79.91
0.482
0.483
0.135
0.72
0.22
3
18
6.93
77.75
79.82
1.50
1.77
3.92
0.24
80.06
0.371
405.93
79.78
81.22
1.44
1.74
3.97
0.25
81.46
0.323
0.347
1.407
0.66
0.16
4
15
4.39
79.78
81.38
1.25
1.23
3.58
0.20
81.58
0.394
280.00
81.18
82.41
1.23
1.22
3.59
0.20
82.61
0.353
0.373
1.046
1.00
0.20
Project File: Bunnell 200 Series HGL.stm
Number of lines: 4
Run Date: 10/21/2021
; c=cir a=ellip b=box
Storm Sewers v2021.00

CALCULATIONS & ANALYSIS
Gutter Spread
N
EST. 0 10

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
1 101
Outfall
2
12103
17
4
119
113
1
1
4
5
16
1141
6
105B
7
15 106
115
8
107
9
108
14
116
10
109
11 110
12
13
111
112
Project File: Bunnell 100 Series Gutter.stm
Number of lines: 18
Date: 10/21/2021
Storm Sewers v2021.00

Gutter
Yard Inlet Page 1
Line
Inlet
Drng
Inlet
i
Runoff
Flow
Q
Q
Q
Curb
Grate
Grate
Grate
Gutter
Gutter
Cross
Inlet
Gutter
G tter
Byp
No.
ID
Area
Time
Inlet
Coeff
Rate
Capt
Carry
Byp
Len
Len
Width
Area
Slope
Width
SI, Sx
Depth
Depth
Sp ad
Ln No
(ac)
(min)
(in/hr)
(C)
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(ft)
(ft)
(sgft)
(ft/ft)
(ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft
1
101
0.17
5.0
4.00
0.60
8.85
0.41
0.00
0.00
....
3.00
2.00
6.00
Sag
2.00
0.020
0.06
n/a
0.06
7.
Sag
2
102
0.26
5.0
4.00
0.60
8.62
0.71
0.09
0.00
3.00
3.00
2.00
6.00
Sag
2.00
0.020
0.15
n/a
0.15
5.26
Sag
3
103
0.22
5.0
4.00
0.60
8.14
0.63
0.10
0.00
3.00
3.00
2.00
6.00
Sag
2.00
0.020
0.14
n/a
0.14
4.82
Sag
4
104
0.20
5.0
4.00
0.60
5.68
0.54
0.16
0.10
3.00
3.00
2.00
....
0.006
2.00
0.020
0.16
0.08
0.16
5.79
3
5
105
0.17
5.0
4.00
0.60
5.09
0.49
0.24
0.16
1.13
1.13
2.00
....
0.005
2.00
0.020
0.16
0.10
0.16
5.94
4
6
105B
0.38
5.0
4.00
0.60
3.89
0.80
0.13
0.24
3.00
3.00
2.00
....
0.006
2.00
0.020
0.18
0.11
0.18
7.13
5
7
106
0.21
5.0
4.00
0.60
3.20
0.60
0.23
0.13
3.00
3.00
2.00
....
0.006
2.00
0.020
0.16
0.09
0.16
6.14
6
8
107
0.36
5.0
4.00
0.60
2.42
0.78
0.15
0.23
3.00
3.00
2.00
....
0.006
2.00
0.020
0.18
0.11
0.18
7.05
7
9
108
0.33
5.0
4.00
0.60
1.74
0.64
0.00
0.15
3.00
3.00
2.00
....
0.006
2.00
0.020
0.17
0.09
0.17
6.35
8
10
109
0.02
5.0
4.00
0.95
0.89
0.08
0.00
0.00
3.00
3.00
2.00
....
0.007
2.00
0.020
0.07
0.00
0.07
1.79
11
11
110
0.12
5.0
4.00
0.95
0.84
0.46
0.00
0.00
0.08
0.08
2.00
0.17
Sag
2.00
0.020
0.12
n/a
0.12
4.11
Sag
12
111
0.04
5.0
4.00
0.95
0.44
0.15
0.00
0.00
3.00
3.00
2.00
....
0.007
2.00
0.020
0.09
0.01
0.09
2.62
Offsite
13
112
0.08
5.0
4.00
0.95
0.30
0.28
0.00
0.03
1.00
1.00
2.00
....
0.007
2.00
0.020
0.12
0.05
0.12
3.90
Offsite
14
116
0.07
5.0
4.00
0.95
0.27
0.25
0.00
0.02
1.00
1.00
2.00
....
0.006
2.00
0.020
0.12
0.05
0.12
3.80
15
15
115
0.20
5.0
4.00
0.60
0.48
0.44
0.02
0.06
3.00
3.00
2.00
....
0.006
2.00
0.020
0.14
0.07
0.14
5.17
16
16
114
0.47
5.0
4.00
0.60
1.13
0.89
0.06
0.30
3.00
3.00
2.00
....
0.006
2.00
0.020
0.19
0.12
0.19
7.54
18
17
119
1.09
10.0
3.70
0.60
2.42
2.42
0.00
0.00
....
3.00
2.00
6.00
Sag
2.00
0.020
0.19
n/a
0.19
20.64
Sag
18
113
0.13
5.0
4.00
0.60
0.31
0.52
0.30
0.09
3.00
3.00
2.00
....
0.006
2.00
0.020
0.15
0.08
0.15
A.67
2
Yard Inlet
--
Project File: Bunnell 100 Series Gutter.stm
Number of lines: 18
Date: 10/21/2021
NOTES: Intensity = 11.82 / (Inlet time + 15.40) ^ 0.36 -- Return period = 1 Yrs. ; " Critical depth
Storm Sewers

CALCULATIONS
Temporary Diversion Ditch Calculations

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Property
Date
8/10/2021
TEMPORARY DIVERSION DITCH CALCULATION
Peak Discharge Calculation (10 Year Design)
Drainage Area = 3.69 ac
C = 0.50 Bare Earth
Ito = 7.91 in/hr Assume Tc =5 min
A - 3.69 ac
Q10 = 14.59 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=Z49/n *R213*S1/2, Q=AN
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 1.50 ft
M= 3
Ditch Slope (S) = 0.70%
Permissible Max Velocity (Vp) = 2.00 fps _
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.88 ft
Area (A) = B*d + M*d2 = 3.65
Perimeter (P) = b + 2d*(M2+1).5 = 7.07
R = A/P = 0.52
VpR = V Permiss * R = 1.03
V = Flow Velocity = 4.00 fps
Q = design flow = 14.59 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find Temp Lining
Vactual = 4.00 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material = Straw with Net
Tshear 51ess = Shear stress =
g*d*s
n = 0.033 Table 8.05e NCESCPDM
g = density of water =
62.4 Ib/ft3
Base Width (B) = 1.50 ft
d = flow depth =
1.10 ft
M = 3
S = channel slope =
0.70%
Ditch Slope (S) = 0.70%
Tshear stress = Shear Stress =
0.48
T allow (Td) = 1.45 psf Compare Tshear stress to To.
Apply the Following Analysis to Determine Actual "d" and "V"
T al low (Td)
1.45
d = flow depth = 1.10 ft
Tshear stress =
0.48
Area (A) = B*d + M*d2 = 5.29
Perimeter (P) = b + 2d*(M2+1).5 = 8.47
Tshear stress < Td => OK
R = A/P = 0.63
V = Flow Velocity = 2.76 fps
Summary
Q = design flow = 14.59 cfs check Q: OK
Temporary Ditch Liner =
Straw with Net

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Property
Date
8/10/2021
TEMPORARY DIVERSION DITCH CALCULATION
Peak Discharge Calculation (10 Year Design)
Drainage Area = 3.77 ac
C = 0.50 Bare Earth
Ito = 7.91 in/hr Assume Tc =5 min
A - 3.77 ac
Q10= 14.91 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=Z49/n *R213*S1/2, Q=AN
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 1.50 ft
M= 3
Ditch Slope (S) = 0.70%
Permissible Max Velocity (Vp) = 2.00 fps _
Apply the Following Analysis to Determine Actual "d"and "V"
d = flow depth = 0.89 ft
Area (A) = B*d + M*d2 = 3.71
Perimeter (P) = b + 2d*(M2+1).5 = 7.12
R = A/P = 0.52
VpR = V Permiss * R = 1.04
V = Flow Velocity = 4.02 fps
Q = design flow = 14.91 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find Temp Lining
Vactual = 4.02 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material = Straw with Net
Tshear 51ess = Shear stress =
g*d*s
n = 0.033 Table 8.05e NCESCPDM
g = density of water =
62.4 Ib/ft3
Base Width (B) = 1.50 ft
d = flow depth =
1.11 ft
M = 3
S = channel slope =
0.70%
Ditch Slope (S) = 0.70%
Tshear stress = Shear Stress =
0.49
T allow (Td) = 1.45 psf Compare Tshear stress to Td.
Apply the Following Analysis to Determine Actual "d" and "V"
T al low (Td)
1.45
d = flow depth = 1.11 ft
Tshear stress =
0.49
Area (A) = B*d + M*d2 = 5.38
Perimeter (P) = b + 2d*(M2+1).5 = 8.53
Tshear stress < Td => OK
R = A/P = 0.63
V = Flow Velocity = 2.77 fps
Summary
Q = design flow = 14.91 cfs check Q: OK
Temporary Ditch Liner =
Straw with Net

CALCULATIONS
Sediment Basin Calculations
EST. 0 10
o?�

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Subdivision
Date
8/11/2021
Skimmer Basin #1
Sediment Basin #
Area Disturbed = 328006.8 sf
acres
Peak Discharge Calculation:
Drainage Area = 328007 sf
Composite C
7.53 acres
C A (ac)
C*A
Woods/Open 0.15 0.00
0.00
QIo = C x I x A
Bare Earth 0.50 0.00
0.00
C = 0.50
Ex. Impery 0.50 0.00
0.00
I10= 7.44 in/hr
A = 7.53 acres
Composite Value =
0.00
010 = 28.01 cfs
Minimum Surface Area Calculation:
Surface Area (SF) = Q10 x 435 sf/ac
= 28.01 cfs x 435 sf/ac
Surface Area Req = 12185 sf
Basin Volume Calculation:
Volume of Sediment = (Drainage Ac.) x (1800 cf sed./year) x (1 year)
= 7.53 ac x 1800 x 1 yr
Min Vol = 13554 cf
Assumed basin depth = 2 ft
min D = 2' for "Temp Sediment
Trap"
Resultant Basin Area Req = 6777 sf
Check Surface Area Criteria
Surface Area Requirement = 12185 sf
Basin Volume Calc Area = 6777 sf
Therefore: Surface Area Governs
Min Volume Req = 13554 cf
Min Area Req = 12185 sf
L:WRatio = 2.5
Use L=2.5xW, calculate basin dimensions
Actual W = 70 ft
Min W = 70
ft
L= 175 ft
Min = 175
ft
D = 2.5 ft
Actual Vol = 30625 cf
Vol Check: OK
Actual Area = 12250 sf
Area Check: OK
Actual Basin Dimensions = 70 ft W x 175 ft L x 2.5 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H = [Q/CL]211
Q10 = 28.01 cfs
C = 2.68 constant
L= 30 ft
min L=10'
H= 0.50 ft
max H=0.5'
Calculate Velocity Over Weir V = Q/A
V= 28.01 cfs / 30 ft x 0.5 ft
V = 1.89 ft/sec
OK
Skimmer Sizing:
4 Skimmer Size (inches)
Skimmer Size
0.333 Head on Skimmer (feet)
(Inches)
1.5
2.5 Orifice Size (1/4 inch increments)
3.68 Dewatering Time (days)
2
2.5
3
��d6

CALCULATIONS
Outlet Protection
N
EST. 0 10
o?�

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Subdivision
Date
8/11/2021
Defined Channel (Y/N)
N
Diameter (in)
24
Flow Rate (cfs)
18.11
Slope (%)
1.00
Mannino Coef.
0.013
nal Depth (ft) 1.35
et Velocity (fps) 8.02
z
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DIAMETER (Ft.)
Zone = 2
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FES#100
Diagram of Outlet Appron
LENGTH OF APRON
TO PROTECT
TO PREVENT SCOUR
W
z
APRON MATERIAL
0
N
CULVERT
HOLE USE L2 ALWAYS
L2
Li
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X DD
6 x Do
3
STONE FILLING (MEDIUM) CL 1
4 X DD
S x Do
4
STONE FILLING (HEAVY) CL 1
4 X DD
S x Do
5
STONE FILLING (HEAVY) CL 2
5 X DD
10 x Da
6
STONE FILLING (HEAVY) CL-2
6 X DD
10 x Eq
7 SPECIAL STUDY REQUIRED (ENERGY ❑ISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
1 23
1 2
36
Equations
Summary
L = See Table
Length of Apron =
12 ft
W, = 3 x Diameter
Width at Pipe, W, =
6 ft
Width at end of Apron, W2 =
W2 = Diameter + 0.4*L
(defined channel)
N/A ft
Width at end of Apron, W2 =
W2 = 1.25 X W,
(undefined channel)
8 ft
Classification =
LIGHT
NCDOT Stone Class =
B
Min. Thickness=
18 in

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Subdivision
Date
8/11/2021
Defined Channel (Y/N)
N
Diameter (in)
18
Flow Rate (cfs)
5.60
Slope (%)
0.50
Mannino Coef.
0.013
nal Depth (ft) 0.97
et Velocity (fps) 4.63
z
2i
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Zone = 2 <-- Use 2 Minimum
Yiii�■i1Gi
FES#200
Diagram of Outlet Appron
LENGTH OF APRON
TO PROTECT
TO PREVENT SCOUR
W
z
APRON MATERIAL
0
N
CULVERT
HOLE USE L2 ALWAYS
L2
Li
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X DD
6 x Do
3
STONE FILLING (MEDIUM) CL 1
4 X DD
S x Do
4
STONE FILLING (HEAVY) CL 1
4 X DD
S x Do
5
STONE FILLING (HEAVY) CL 2
5 X DD
10 x Da
6
STONE FILLING (HEAVY) CL_ 2
6 X DD
10 x Eq
7 SPECIAL STUDY REQUIRED (ENERGY ❑ISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
23
1 2
1 36
Equations
Summary
L = See Table
Length of Apron =
9 ft
W, = 3 x Diameter
Width at Pipe, W, =
5 ft
Width at end of Apron, W2 =
W2 = Diameter + 0.4*L
(defined channel)
N/A ft
Width at end of Apron, W2 =
W2 = 1.25 X W,
(undefined channel)
6 ft
Classification =
LIGHT
NCDOT Stone Class =
B
Min. Thickness=
18 in

Project Data
Revisions
Project #
2020-072
No
Date
Description
Project Name
Bunnell Subdivision
Date
8/11/2021
Defined Channel (Y/N)
N
Diameter (in)
15
Flow Rate (cfs)
1.50
Slope (%)
0.60
Mannino Coef.
0.013
nal Depth (ft) 0.47
et Velocity (fps) 3.57
z
2i
t
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ur�rarra
S70
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rm�
-
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Zone = 2 <-- Use 2 Minimum
Yiii�■i1Gi
FES#300
Diagram of Outlet Appron
LENGTH OF APRON
TO PROTECT
TO PREVENT SCOUR
W
z
APRON MATERIAL
0
N
CULVERT
HOLE USE L2 ALWAYS
L2
Li
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X DD
6 x Do
3
STONE FILLING (MEDIUM) CL 1
4 X DD
S x Do
4
STONE FILLING (HEAVY) CL 1
4 X DD
S x Do
5
STONE FILLING (HEAVY) CL 2
5 X DD
10 x Da
6
STONE FILLING (HEAVY) CL- 2
6 7[ DD
10 x Eq
7 SPECIAL STUDY REQUIRED (ENERGY ❑ISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
23
2
36
Equations
Summary
L = See Table
Length of Apron =
8 ft
W, = 3 x Diameter
Width at Pipe, W, =
4 ft
Width at end of Apron, W2 =
W2 = Diameter + 0.4*L
(defined channel)
N/A ft
Width at end of Apron, W2 =
W2 = 1.25 X W,
(undefined channel)
5 ft
Classification =
LIGHT
NCDOT Stone Class =
B
Min. Thickness=
18 in