SW6221003_Design Calculations_20230418

Stormwater & Erosion Control Calculations
Carolina Wildlife Conservation Park
Harnett County, North Carolina
September 1S, 2022
Revised October 18, 2022
Revised April 12, 2023
Prepared for:
CWCP Holdings, LLC
100 S. 10th Street
Lillington, NC 27546
137 Middlegreen Place
Holly Springs, NC 27540
[phone] g�.sl��Plns�j�
NCBELS License P-1963

Shipman Engineering, PLLC
137 Middlegreen Place
Holly Springs, NC 27540
[phone] [e-mail]
NCBELS License P-1963

Table of Contents
Support Documents
• Stormwater Narrative
• USGS Quad Sheet Exhibits
• NRCS Soils Map Exhibit
• NOAA Intensity Duration Frequency Precipitation Data
• NOAA Depth Duration Frequency Precipitation Data
• FEMA Flood Mapping Exhibit
Stormwater Calculations
• Pre -Development Curve Number Calculations
• Post -Development Curve Number Calculations
• Pre -Post Peak Flow Flood Routing Calculations
• Pipe Drainage Calculations-10 Year Storm
• Pipe Drainage Calculations-25 Year Storm
Erosion Control Calculations
• Skimmer Sediment Basin Calculations
• Rip -Rap Outlet Control Calculations
• Drainage Swale Calculations
Shipman Engineering, PLLC
137 Middlegreen Place
Holly Springs, NC 27540
[phone] [e-mail]
NCBELS License P-1963

Table of Contents
Support Documents
• Stormwater Narrative
• USGS Quad Sheet Exhibits
• NRCS Soils Map Exhibit
• NOAA Intensity Duration Frequency Precipitation Data
• NOAA Depth Duration Frequency Precipitation Data
• FEMA Flood Mapping Exhibit
Stormwater Calculations
• Pre -Development Curve Number Calculations
• Post -Development Curve Number Calculations
• Pre -Post Peak Flow Flood Routing Calculations
• Pipe Drainage Calculations-10 Year Storm
• Pipe Drainage Calculations-25 Year Storm
Erosion Control Calculations
• Skimmer Sediment Basin Calculations
• Rip -Rap Outlet Control Calculations
• Drainage Swale Calculations
Shipman Engineering, PLLC
137 Middlegreen Place
Holly Springs, NC 27540
[phone] [e-mail]
NCBELS License P-1963

Stormwater Documents
Stormwater Narrative
Shipman Engineering, PLLC

Shipman Engineering, PLLC
Carolina Wildlife Conservation Park
Stormwater Narrative
Protect Information:
Development Name: Carolina Wildlife Conservation Park
Location: 1096 Patterson Road
PI D: 130601-0027
Developer Information:
CWCP Holdings, LLC
Mr. Kurt Smith
100 S. 101h Street
Lillington, NC 27546
[phone]
[e-mail]
Site Description:
Consultant Information:
Shipman Engineering, PLLC
Zak Shipman, PE
137 Middlegreen Place
Holly Springs, NC 27540
[phone]
[e-mail]
The Carolina Wildlife Conservation Park is a project located just north of the intersection of Holly Springs
Church Road and Patterson Road in western Harnett County, NC. The site is approximately 45.85 acres
in size and will be used as a wildlife conservation facility and zoo. The site was previously used for
agricultural purposes and is partially cleared. Site improvements include several animal shelters and
enclosures, gravel access paths, a main guest and administrative building, and asphalt parking lot. The
property is located in the NCDEQ Stormwater jurisdiction as identified on the Interactive Stormwater
Permitting map maintained by DEMLR.
The site drains to Cedar Creek which is located to the north of the project site. A small wetland was
identified in the upper north corner of the site as shown on the site plans. No wetland impacts or
disturbance in sensitive environmental areas is proposed. Cedar Creek is defined has a stream index
number of 18-11-(1) and carries a "C" classification.
Shipman Engineering, PLLC
137 Middlegreen Place
Holly Springs, NC 27540
41IM1111SX11111TI
[e-mail]
NCBELS License P-1963

Vicinity Map:
Impervious Area Calculations:
Development of the site will result in the following impervious areas:
-Total Site Area: 45.85 acres
-Impervious Area of Total Parcel: 180,522 sf (4.14 acres)
-Impervious Percentage: 9.03%Total
Stormwater Management System Description:
Since impervious areas will be extremely low as a percentage of the overall site, we propose this project
to comply with NCDEQ Low -Density stormwater management strategy in accordance with DEMLR
regulations. Low Density projects are not required to provide Stormwater Control Measures (SCMs) in
exchange for limited built -upon -area and providing other vegetated measures to minimize pollution.

Stormwater will be managed using vegetated conveyances, minimal hard piping, and other low -impact
measures. Runoff will be dispersed through vegetated areas to minimize channelization, and runoff that
cannot be dispersed will be transported through vegetated conveyances. Slopes will be limited to a
maximum of 3H:1V and all swales and conveyances have been designed to prevent erosion during the
10 year storm. Piping is shown only where needed to convey flow under roadways and sidewalks. The
parking lot is designed without curb and gutter to promote sheet flow through vegetated areas.
This site is located near the top of the watershed for the local area, and as such we do not anticipate
accepting any off -site runoff from adjacent properties.
Downstream Analvsis:
A stormwater analysis of the site was performed to determine peak flowrates for the 1, 10, 25, and 100
year storms using the NRCS Curve Number Method. We determined 4 distinct analysis points to analyze
runoff rates as shown on the attached drainage area maps. Ultimately, all runoff from the area
combines to the north in Cedar Creek approximately 700 feet from the property boundary.
Three analysis points (POA 1, POA 2, POA 3) are located in existing topographical draws along the
northern perimeter of the property. Each of these analysis points are not located in existing streams or
creeks, but in existing low points that collect runoff and flow downgradient towards Cedar Creek.
Point of Analysis 4 (POA 4) is located to the east of the site and is located in an existing topographical
draw just upgradient of an existing creek as shown on the USGS quad map (unnamed tributary of Cedar
Creek, adjacent to chicken farm).
Together these four analysis points flow together into Cedar creek to the north of the site. At the
confluence point, the drainage area of cedar creek is estimated to be approximately 600 acres. The full
hydrologic analysis and peak flow determination for the confluence point of Cedar Creek is beyond the
scope of this study.
To calculate the peak flow from each of the analysis points, we computed a weighted Curve Number for
each watershed using aerial photography, survey information, GIS topographical data, and other
pertinent information. Land covers were calculated to determine the impervious area, gravel area,
cleared, and wooded areas of each watershed. We utilized Web Soils Survey information to assess the
existing soils information in each watershed, and assigned a Hydrologic Soil Group (HSG) to each soils
type based on the soils survey data. The weighted curve numbers were loaded in to Hydraflow software
using the SCS Curve Number type watersheds.
Next, we computed the Time of Concentration for each watershed using the TR-55 method. Sheet flow,
shallow concentrated flow, and channel flow time segments were analyzed to determine the time of
concentration for each drainage area and this information was plugged into the Hydraflow model. The
resulting flow rates are as follows:

Watershed
1 Year
10 Year
25 Year
100 Year
Pre POA 1
1.12
9.00
13.87
22.69
Pre POA 2
6.16
25.35
35.41
52.95
Pre POA 3
11.79
42.43
58.11
84.99
Pre POA 4
20.65
94.00
132.96
200.90
Post POA 1
6.37
29.29
41.32
62.35
Post POA 2
7.46
27.62
38.04
55.94
Post POA 3
12.83
44.18
60.08
87.19
Post POA 4
20.59
93.73
132.58
200.32
Combined Pre
36.28
157.93
222.81
335.82
Combined Post
38.63
159.93
223.63
334.65
The flood routing analysis demonstrates that for the 10 year storm, the combined post -development
peak flow rate is 1.24% higher than the pre -development levels for the combined watersheds at the
confluence point in Cedar Creek.
For the 10 year storm, each individual analysis point has the following increases:
POA 1: 325%
POA 2: 8.95%
POA 3: 4.12%
POA 4: 2.82% reduction (from slight shift in drainage area at parking lot)
Given these results, POA 2-4 are within acceptable increase limits and should require no further analysis
of the downstream conveyance.
POA 1 did experience a flow increase associated with the impervious areas from the parking lot. To
analyze the sufficiency of the downstream conveyance, we broke the proposed parking lot area up into
two intermediate analysis points, Sub DA 5 and Sub DA 6. These two analysis points provide data on the
runoff from the proposed parking area only such that we can analyze the downstream conveyances
closer to the property boundary. Sub DA 5 discharges behind the existing structure to the north west of
the parking lot, and Sub DA 6 discharges to the roadside swale in the NCDOT right-of-way. Eventually
these two flow paths converge downstream at the POA 1 analysis point. A summary of the Sub DA 5
and Sub DA 6 flowrates are as follows:
Watershed
1 Year
10 Year
25 Year
100
Year
Sub DA 5 Pre
1.255
1.89
2.099
2.383
Sub DA 5 Post
3.44
5.18
5.752
6.53
Sub DA 6 Pre
2.908
4.38
4.863
5.521
Sub DA 6 Post
3.025
4.555
5.058
5.742

To determine downstream sufficiency, we performed an open channel flow model for each analysis
point, using some assumed and observed parameters.
Patterson Road Ditch (Sub DA 6): 0.5' bottom width, slope of 7.03% (from survey), 3H:1V side slopes,
24" total depth
Pre Development: 0.53' flow depth @ 5.20 fps velocity
Post -Development: 0.54' flow depth @ 5.21 fps velocity
The results indicate that flow in the Patterson Road ditch remains relatively unchanged with
negligible increases in depth and velocity.
Topo draw behind existing structure (Sub DA 5): Assume flow regime is shallow concentrated flow with
no defined channel through draw. Assume 5' flow width, slope of 10% (from GIS contours), 8H:1V side
slopes with 12" total depth. (Note we are assuming open channel flow using manning n value for light
underbrush in a topographic draw, Le not a well defined channel- flow parameters may vary somewhat
since this is not a true channel flow approximation but for comparison purposes this should give
relevant data).
Pre -Development: 0.43' flow depth @ 0.52 fps
Post -Development: 0.71' flow depth @ 0.68 fps
We conclude flow depth increased by 3.36 inches and velocity increased by 0.16 fps (non -
erosive velocities). Therefore we conclude that no adverse downstream impact over pre -
developed conditions exists.
Conclusion
Based on the results of the hydrologic analysis, peak flow calculations, and other pertinent data, we do
not anticipate any adverse downstream effects associated with the construction of the proposed
improvements as shown on the site plans.

Stormwater Documents
USGS Quad Sheet Exhibit
Shipman Engineering, PLLC

HO SYLt ;NGS CHURCH RD v
q

Stormwater Documents
Soils Maps Exhibit
Shipman Engineering, PLLC

35° 22
U- S. DEPARTMENT OF AGRICULTURE
SOIL CONSERVATION SERVICE
This map was compiled by U.S. Department of Agriculture,
Soil Conservation Service and cooperating agencies on 1973
and 1976 photography obtained from U.S. Department of
Interior, Geological Survey.
N
5000 4000 3000 2000 1000 0 b000 10000 Feet
_5 ❑ 1 2 3 KilciTeters
Scale - 1:24000
HARNETT COUNTY, NORTH CAROLINA NO. 4
SHEET NUMBER 4
HARNETT COUNTY, NORTH CAROLINA
78052'30'
1° 30'00'
7
IoD
Ji-B
JOB
_nF
SHEET NO. 4 OF 14

;gg{{ 682790
35° 26' 50" N
0
r
v
Soil Map —Harnett County, North Carolina
682850 682910 682970 683030
3
35° 26'35"N
682850 682910 682970 683030
m
Map Scale: 1:2,360 if printed on A portrait (8.5" x 11") sheet.
Meters N
0 30 60 120 1 �0
Feet
0 100 200 400 600
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
683150
q 35° 26' S0" N
—r— 35° 26' 35" N
683150
in
9/4/2022
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Soil Map —Harnett County, North Carolina
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Harnett County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2022—Apr
27, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 9/4/2022
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Harnett County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BnB
Blaney loamy sand, 2 to 8
percent slopes
5.1
50.4%
OrB
Orangeburg loamy sand, 2 to 6
percent slopes
2.9
28.5%
PaE
Pacolet fine sandy loam, 15 to
25 percent slopes
2.1
21.1 %
Totals for Area of Interest
10.1
100.0%
USDA Natural Resources Web Soil Survey 9/4/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

682880 682930
35o 26' 54" N
Soil Map —Harnett County, North Carolina
682980 683030 683080
0
N
V
Soil MaN may not IFe valiel at this scale.
35o 26'39"N
682880 682930 682980 683030 683080
Map Scale: 1:2,150 if printed on A portrait (8.5" x 11") sheet.
Meters N
0 30 60 120 180
Feet
0 100 200 400 600
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
683130
683130
683180
ems_ 35o 26' 54" N
�• a O
pry
a
35o 26' 39" N
683180
9/4/2022
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Soil Map —Harnett County, North Carolina
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Harnett County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2022—Apr
27, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 9/4/2022
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Harnett County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BnB
Blaney loamy sand, 2 to 8
percent slopes
9.0
66.8%
OrB
Orangeburg loamy sand, 2 to 6
percent slopes
0.8
5.8%
PaE
Pacolet fine sandy loam, 15 to
25 percent slopes
3.7
27.4%
Totals for Area of Interest
13.6
100.0%
USDA Natural Resources Web Soil Survey 9/4/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

v
682940
35o 270"N oIli
Soil Map —Harnett County, North Carolina
683020 683100 683180 683260
o ,
35o 26'38"N
682940 683020 683100 683180 683260
v
Map Scale: 1:3,190 if printed on A portrait (8.5" x 11") sheet.
Meters N
0 45 90 180 270
Feet
0 150 300 E00 900
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
�i
35o 270" N
0
1
35o 26' 38" N
683420
v
a
9/4/2022
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Soil Map —Harnett County, North Carolina
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Harnett County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2022—Apr
27, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 9/4/2022
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Harnett County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BnB
Blaney loamy sand, 2 to 8
percent slopes
14.1
75.2%
GaD
Gilead loamy sand, 8 to 15
percent slopes
3.5
18.9%
OrB
Orangeburg loamy sand, 2 to 6
percent slopes
0.5
2.8%
PaE
Pacolet fine sandy loam, 15 to
25 percent slopes
0.6
3.1 %
Totals for Area of Interest
18.7
100.0%
USDA Natural Resources Web Soil Survey 9/4/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

682700
35o 26'49"N
d
v
g
v
35o 26' 25" N
682700 682800 682900 683000 683100 683200 683300
Map Scale: 1:5,190 if printed on A landscape (11" x 8.5") sheet.
Meters
N 0 50 100 200 300
Feet
0 250 500 1000 1500
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map —Harnett County, North Carolina
682800 682900 683000 683100 683200 633300 683400
683500 683600 683700
683400 683500 683600 683700
683800
35o 26' 49" N
d
v
g
v
35o 26' 25" N
683800
9/4/2022
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Soil Map —Harnett County, North Carolina
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Harnett County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2022—Apr
27, 2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 9/4/2022
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Harnett County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BnB
Blaney loamy sand, 2 to 8
percent slopes
5.9
9.6%
DoB
Dothan loamy sand, 2 to 6
percent slopes
13.0
21.3%
GaB
Gilead loamy sand, 2 to 8
percent slopes
4.8
7.8%
GaD
Gilead loamy sand, 8 to 15
percent slopes
27.3
44.7%
LnD
Lillington very gravelly sandy
loam, 8 to 15 percent slopes
0.5
0.9%
OrB
Orangeburg loamy sand, 2 to 6
percent slopes
9.6
15.7%
Totals for Area of Interest
61.2
100.0%
USDA Natural Resources Web Soil Survey 9/4/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

Stormwater Documents
NOAA Intensity Duration Frequency
Precipitation Data
Shipman Engineering, PLLC

Precipitation Frequency Data Server
https://hdse.nws.noaa. gov/hdse/pfds/pfds_printpage.html?lat=35.4435&...
NOAA Atlas 14, Volume 2, Version 3
' Location name: Broadway, North Carolina, USA*�
Latitude: 35.4435°, Longitude:-78.9823o
Elevation: 389.42 ft**
*source ESRI Maps' n
**source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF_graphical I Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5.14
6.05
7.02
7.75
8.60
9.20
9.77
10.3
10.9
11.3
5-min
(4.68-5.66)
1 (5.51-6.67)
1 (6.40-7.74)
1 (7.04-8.53)
1 (7.78-9.46)
1 (8.30-10.1)
1 (8.76-10.7)
1 (9.17-11.3)
1 (9.61-11.9)
4.10
4.84
5.62
6.20
6.85
7.33
7.76
8.14
8.60
8.93
10-min
(3.74-4.52)
1 (4.41-5.34)
1 (5.12-6.20)
1 (5.63-6.83)
1 (6.20-7.54)
1 (6.96-8.51) 11
(7.27-8.93)
1 (7.60-9.44)
1 (7.84-9.81)
3.42
4.06
4.74
5.23
5.79
6.18
6.54
6.85
7.22
7.47
15-min
(3.12-3.77)
1 (3.70-4.47)
1 (4.75-5.76) 11
(5.24-6.36)
1 (5.58-6.79)
1 (5.86-7.18)
1 (6.11-7.52)
1 (6.38-7.92)
1 (6.56-8.21)
2.34
2.80
3.37
3.79
4.29
4.66
5.01
5.33
-5-.74-1
6.05
30-min
(2.13-2.58)
1 (2.55-3.09)
1 (3.44-4.17) 11
(3.88-4.71)
1 (4.20-5.11)
1 (4.49-5.49)
1 (4.76-5.85)
1 (5.08-6.30)
(5.31-6.65)
1.46
1.76
2.16
2.47
2.86
3.16
3.45
3.74
4.12
4.42
60-min
(1.33-1.61)
1 (1.60-1.94)
1 (2.24-2.72) 11
(2.58-3.14)
1 (2.85-3.46)
1 (3.09-3.78)
1 (3.34-4.10)
1 (3.64-4.52)
1 (3.88-4.85)
0.858
1.04
1.29
1.49
1.75
1.96
2.17
2.38
2.67
2.90
2-hr
(0.775-0.956)
(0.938-1.15)
1 (1.34-1.66) 11
(1.57-1.95)
1 (1.75-2.18)
1 (1.93-2.41)
1 (2.10-2.65)
1 (2.33-2.96)
1 (2.51-3.22)
0.606
0.733
0.917
1.07
1.27
1.43
1.60
1.78
2.03
2.23
3-hr
(0.549-0.676)
(0.665-0.818)
(0.831-1.02)
(0.963-1.19)
1 (1.14-1.41)
1 (1.42-1.78)
(1.56-1.97)
1 (1.76-2.25)
(1.91-2.47)
0.363
0.438
0.549
0.640
0.764
0.866
0.973
1.08
1.24
1.37
6-hr
(0.331-0.402)
(0.400-0.485)
(0.500-0.607)
(0.580-0.706)
(0.688-0.842)
(0.775-0.953)
(0.863-1.07)
(0.952-1.19)
1 (1.08-1.36)
1 (1.17-1.50)
0.213
0.257
0.324
0.379
0.456
0.520
0.588
0.660
0.763
0.849
12-hr
(0.193-0.235)
(0.234-0.285)
(0.294-0.359)
(0.343-0.419)
(0.409-0.502)
(0.463-0.572)
(0.518-0.645)
(0.576-0.724)
(0.655-0.837)
(0.718-0.930)
0.126
0.152
0.192
0.223
0.266
0.300
0.336
0.373
0.423
0.464
24-hr
(0.117-0.136)
(0.141-0.164)
(0.178-0.207)
(0.206-0.240)
(0.245-0.287)
(0.276-0.324)
(0.308-0.362)
(0.341-0.402)
(0.385-0.457)
(0.420-0.501)
0.073
0.088
0. 110
0.128
0.152
0.171
0.190
0.211
0.239
0.261
2-day
(0.068-0.079)
(0.082-0.095)
(0.102-0.119)
(0.118-0.137)
(0.140-0.163)
(0.157-0.184)
(0.174-0.205)
(0.192-0.227)
(0.217-0.258)
(0.236-0.282)
0.052
0.062
0.077
0.089
0.106
0.119
0.133
0.147
0.166
0.181
3-day
(0.048-0.055)
(0.058-0.067)
(0.072-0.083)
(0.083-0.096)
(0.098-0.114)
(0.110-0.128)
(0.122-0.142)
(0.134-0.158)
(0.151-0.179)
(0.164-0.195)
0.041
0.049
0.061
0.070
0.083
0.093
0.104
0.115
0.129
0.141
4-day
(0.038-0.044)
(0.046-0.053)
(0.057-0.065)
(0.065-0.075)
(0.077-0.089)
(0.086-0.100)
(0.095-0.111)
(0.105-0.123)
(0.118-0.139)
(0.128-0.152)
0.027
0.032
0.039
0.045
0.053
0.059
0.066
0.072
0.081
0.089
7-day
(0.025-0.029)
(0.030-0.035)
(0.037-0.042)
(0.042-0.048)
(0.049-0.057)
(0.055-0.063)
(0.061-0.070)
(0.066-0.077)
(0.074-0.087)
(0.081-0.095)
0.022
0.026
0.031
0.035
0.041
0.045
0.050
0.054
0.060
0.065
10-day
(0.020-0 023)
(0.024-0.027)
(0.029-0.033)
(0.033-0.037)
(0.038-0.043)
(0.042-0.048)
(0.046-0.053)
(0.050-0.058)
(0.055-0.064)
(0.060-0.070)
0.014
0.017
0.020
0.023
0.026
0.029
0.031
0.034
0.038
0.041
20-day
(0.014-0 015)
(0.016-0.018)
(0.019-0.022)
(0.021-0.024)
(0.024-0.028)
(0.027-0.031)
(0.029-0.034)
(0.032-0.036)
(0.035-0.040)
(0.037-0.044)
0.012
0.014
0.017
0.018
0.021
0.023
0.024
0.026
0.029
0.031
30-day
(0.011-0 013)
(0.013-0.015)
(0.016-0.018)
(0.017-0.019)
(0.019-0.022)
(0.021-0.024)
(0.023-0.026)
(0.024-0.028)
(0.027-0.031)
(0.028-0.033)
0.010
0.012
0.014
0.015 IF
0.017 IF
0.018 IF
0.019 IF
0.021
0.022 IF
0.024
45-day
(0.010-0.011)
(0.011-0.013)
(0.013-0.015)
(0.014-0.016)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.019-0.022)
(0.021-0.024)
(0.022-0.025)
0.009
0.011
0.012
0.013
0.015
0.016
0.017
0.018
0.019
0.020
60-day
(0.009-0 010)
(0.010-0.011)
(0.011-0.013)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
(0.019-0.021)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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100.000
10.000
41
1.000
c
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0.100
a 0.010
PD5-based intensity-duratian-frequency (IDF) curves
Latitude: 35.4435', Longitude: -78.9323'
0.001
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49
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0.001 1 1 1 1 1 1 1 L
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (}rears)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Sun Dec 12 03-46:40 2CI21
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 10
25
50
100
200
500
1000
Duration
5-min
— 2- lay
— 1D-nm
— 3-day
15-mm
— 4-day
— 30-min
— 7-day
-- 6D-;nm
— 1 o-day
— 2fir
— 20-day
— 3fir
— 30-day
— 6-hr
— 45-day
— 12-u
— 60-day
- 24fir
2of4
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
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Stormwater Documents
NOAA Depth Duration Frequency
Precipitation Data
Shipman Engineering, PLLC

Precipitation Frequency Data Server
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NOAA Atlas 14, Volume 2, Version 3
' Location name: Broadway, North Carolina, USA*�
Latitude: 35.4435°, Longitude:-78.9823o
Elevation: 389.42 ft**
*source ESRI Maps' n
**source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF_graphical I Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1
2
5
10
25
50
100
����
200
500
1000
0.428
0.504
0.585
0.646
0.717
0.767
0.814
0.856
0.906
0.945
5-min
(0.390-0.472)
(0.459-0.556)
(0.533-0.645)
(0.587-0.711)
(0.648-0.788)
(0.692-0.842)
(0.730-0.893)
(0.764-0.940)
(0.801-0.995)
(0.830-1.04)
0.683
0.806
0.937
1.03
1.14
1.22
1.29
1.36
1.43
1.49
10-min
(0.623-0.753)
(0.735-0.890)
(0.853-1.03)
(0.939-1.14)
1 (1.03-1.26)
1 (1.10-1.34)
1 (1.16-1.42)
1 (1.21-1.49)
1 (1.27-1.57)
(1.31-1.64)
0.854
1.01
1.19
1.31
1.45
1.55
1.63
1.71
1.80
1.87
15-min
(0.779-0.942)
(0.924-1.12)
1 (1.08-1.31)
1 (1.19-1.44)
1 (1.31-1.59)
1 (1.40-1.70)
1 (1.47-1.79)
1 (1.53-1.88)
1 (1.60-1.98)
1.17
1.40
1.68
1.90
2.14
2.33
2.50
2.66
2.87
3.03
30-min
(1.07-1.29)
1 (1.28-1.55)
1 (1.53-1.86)
1 (1.72-2.09)
1 (1.94-2.36)
1 (2.10-2.56)
1 (2.25-2.75)
1 (2.38-2.93)
1 (2.54-3.15)
(2.66-3.32)
1.46
1.76
2.16
2.47
2.86
3.16
3.45
3.74
4.12
4.42
60-min
(1.33-1.61)
1 (1.60-1.94)
1 (1.97-2.38)
1 (2.24-2.72)
1 (2.58-3.14)
1 (2.85-3.46)
1 (3.09-3.78)
1 (3.34-4.10)
1 (3.64-4.52)
1.72
2.07
2.59
2.98
3.51
3.93
4.34
4.77
5.34
5.79
2-hr
(1.55-1.91)
1 (1.88-2.31)
1 (2.34-2.88)
1 (2.69-3.32)
1 (3.14-3.90)
1 (3.50-4.36)
1 (3.85-4.82)
1 (4.20-5.29)
1 (4.66-5.92)
1.82
2.20
2.75
3.20
3.81
4.31
4.81
5.35
6.08
6.69
3-hr
(1.65-2.03)
1 (2.00-2.46)
1 (2.50-3.07)
1 (2.89-3.57)
1 (3.42-4.23)
1 (3.84-4.78)
1 (4.26-5.34)
1 (4.69-5.93)
1 (5.28-6.75)
(5.74-7.42)
2.17
2.62
3.29
3.83
4.58
5.19
5.83
6.49
7.43
8.20
6-hr
(1.98-2.40)
1 (2.39-2.90)
1 (2.99-3.63)
1 (3.48-4.23)
1 (4.12-5.04)
1 (4.64-5.71)
1 (5.17-6.40)
1 (5.70-7.12)
1 (6.44-8.15)
(7.03-9.00)
2.56
3.10
3.90
4.57
5.50
6.27
7.08
7.95
9.19
10.2
12-hr
(2.33-2.84)
1 (2.82-3.43)
1 (3.54-4.32)
1 (4.13-5.05)
1 (4.93-6.05)
1 (5.58-6.89)
1 (6.24-7.77)
1 (6.93-8.72)
1 (7.89-10.1)
(8.65-11.2)
3.02
3.65
4.60
5.35
6.38
7.21
8.06
8.94
10.2
11.1
24-h r
(2.80-3.25)
1 (3.39-3.94)
1 (4.27-4.96)
1 (4.95-5.77)
1 (5.89-6.89)
1 (6.63-7.77)
1 (7.40-8.68)
1 (8.18-9.64)
1 (9.25-11.0)
(10.1-12.0)
3.50
4.22
5.29
6.13
7.28
8.20
9.14
10.1
11.5
12.5
2-day
(3.25-3.77)
1 (3.92-4.55)
1 (4.91-5.70)
1 (5.67-6.60)
1 (6.71-7.83)
1 (7.53-8.82)
1 (8.37-9.84)
1 (9.24-10.9)
1 (10.4-12.4)
3.72
4.47
5.57
6.43
7.62
8.57
9.55
10.6
11.9
13.0
3-day
(3.46-3.99)
1 (4.16-4.80)
1 (5.18-5.98)
(5.97-6.90)
1 (7.04-8.18)
1 (7.89-9.20)
1 (8.76-10.2)
1 (9.66-11.3)
1 (10.9-12.9)
(11.8-14.1)
3.93
4.72
5.85
6.74
7.97
8.95
9.96
11.0
12.4
13.6
4-day
(3.67-4.21)
1 (4.40-5.06)
1 (5.45-6.26)
(6.27-7.21)
1 (7.37-8.53)
1 (8.25-9.57)
1 (9.15-10.7)
1 (10.1-11.8)
1 (11.3-13.3)
(12.3-14.6)
4.53
5.42
6.62
7.58
8.90
9.96
11.0
12.1
13.7
14.9
7-day
(4.23-4.85)
1 (5.05-5.80)
1 (6.17-7.10)
1 (7.06-8.12)
1 (8.26-9.53)
1 (9.21-10.7)
1 (10.2-11.8)
1 (11.2-13.0)
1 (12.5-14.7)
10-day
5.18
6.17
7.43
8.43
9.77
10.8
11.9
13.0
14.5
15.6
(4.86-5 51)
1 (5.78-6.57)
1 (6.96-7.92)
1 (7.88-8.97)
1 (9.11-10.4)
1 (10.1-11.5)
1 (11.0-12.7)
1 (12.0-13.8)
1 (13.3-15.4)
(14.3-16.7)
6.95
8.22
9.75
10.9
12.6
13.8
15.1
16.4
18.2
19.5
20-day
(6.53-741)
1 (7.72-8.76)
1 (9.13-10.4)
1 (10.2-11.7)
1 (11.7-13.4)
1 (12.9-14.7)
1 (14.0-16.1)
1 (15.2-17.5)
1 (16.7-19.4)
(17.9-20.9)
30-day
8.66
10.2
11.9
13.2
14.9
16.3
17.6
18.9
20.7
22.0
(8.14-921)
1 (9.59-10.8)
1 (11.2-12.7)
1 (12.4-14.0)
1 (14.0-15.9)
1 (15.2-17.3)
1 (16.4-18.7)
1 (17.6-20.1)
1 (19.2-22.1)
(20.3-23.5)
45-day
11.0
12.9
14.8
16.3
18.2
19.6
21.0
22.4
24.2
25.6
(10 4-11.7)
1 (12.2-13.7)
1 (14.0-15.7)
1 (15.4-17.2)
1 (17.1-19.2)
1 (18.4-20.7)
1 (19.7-22.2)
1 (21.0-23.7)
1 (22.6-25.7)
(23.8-27.2)
13.2
15.4
17.5
19.1
21.1
22.7
24.2
25.6
27.5
29.0
60-day
(12 5-13.9) 1
(14.6-16.2) 1
(16.5-18.4) 1
(18.0-20.1) 1
Loo-o-2-2.3) 1
(21.4-24.0) I
(22.8-25.5) 1
(24.1-27.1) 1
(25.8-29.2) 11
(27.1-30.7)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
1 of 4 12/ 11 /2021, 10: 46 PM

Precipitation Frequency Data Server
https://hdse.nws.noaa. gov/hdse/pfds/pfds_printpage.html?lat=35.4435&...
I..
C
t 20
4'
Qy
v
v 15
rR
N
a
c
PD5-based depth -duration -frequency (DDF) curves
Latitude: 35.4435', Longitude: -78-9323'
0 --
C 0 0 C C L L. L. L.
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NOAA Atlas 14, Volume 2, Version 3 Created (DINT): Sun Dec 12 03-45-52 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 1D
25
5D
100
200
500
1000
Duration
5-min
— 2 -lay
— 1D-mm
— 3-day
15-mm
— 4-day
— 30-min
— 7-day
-- 6D-;nm
— 1 D-day
— 2fir
— 20-day
— 3fir
— 30-aay
— 6-hr
— 45-day
— 12-u
— 60 day
- 24fir
2of4
12/11/2021, 10:46 PM

Precipitation Frequency Data Server
https://hdse.nws.noaa. gov/hdse/pfds/pfds_printpage.html?lat=35.4435&...
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3 of 4 12/11/2021, 10:46 PM

Precipitation Frequency Data Server
https://hdse.nws.noaa. gov/hdse/pfds/pfds_printpage.html?lat=35.4435&...
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
4 of 4 12/ 11 /2021, 10: 46 PM

Stormwater Documents
FEMA Flood Mapping Exhibit
Shipman Engineering, PLLC

Stormwater Calculations
Pre -Development Curve Number
Calculations
Shipman Engineering, PLLC

Soil Weighted Curve Number Calculations
Project Name: Carolina Wildlife Conservation Park
Project Number: 2021-020
Date: 9/4/22
Pre -Development POA 1
Curve Numbers for Hydrologic Soil Groups
A B C D
Open Space (Pervious Areas):
Impervious Areas:
Wooded Areas:
Poor Condition
68
79
86
89
Fair Condition
49
69
79
84
Good Condition
39
61
74
80
Parking Lots, Roofs
98
1 98
98
98
Paved Areas, Curbs
98
98
98
98
Paved, Open Ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Poor Condition
45
66
77
83
Fair Condition
36
60
73
79
Good Condition:
30
55
70
77
Documented Soil Types in Watershed:
Name HSG Designation:
Orangeburg
A
Pacolet
B
Blaney
C
Calculated CN Values for each Land Use:
Soil Areas in Watershed
Total Drainage Area:
10.09
Area is HSG "A"
2.88
Area in HSG "B"
2.13
Area in HSG "C"
5.08
Area in HSG "D"
0.00
Poor
I Fair
Good
Open Space (Cleared):
79
68
61
Impervious Surfaces:
98
98
98
Gravel Surfaces:
84
84
84
Wooded Areas:
66
60
55
Land Uses In Watershed:
K. Based on following breakdown:
K. 28.50% Type A
K. 21.1% Type B
K. 50.40% Type C
K.
Per Web Soil Survey
Open Space:
3.82
Impervious Area:
0.27
Gravel Area:
0.09
Wooded Area:
5.91
P72
oor Fair Good:
Calculated Weighted CN Value: 64 59
ac.
ac.
ac.
ac.

Soil Weighted Curve Number Calculations
Project Name: Carolina Wildlife Conservation Park
Project Number: 2021-020
Date: 9/4/22
Pre -Development POA 2
Curve Numbers for Hydrologic Soil Groups
A B C D
Open Space (Pervious Areas):
Impervious Areas:
Wooded Areas:
Poor Condition
68
79
86
89
Fair Condition
49
69
79
84
Good Condition
39
61
74
80
Parking Lots, Roofs
98
1 98
98
98
Paved Areas, Curbs
98
98
98
98
Paved, Open Ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Poor Condition
45
66
77
83
Fair Condition
36
60
73
79
Good Condition:
30
55
70
77
Documented Soil Types in Watershed:
Name HSG Designation:
Orangeburg
A
Pacolet
B
Blaney
C
Calculated CN Values for each Land Use:
Soil Areas in Watershed
Total Drainage Area:
10.95
Area is HSG "A"
0.64
Area in HSG "B"
3.00
Area in HSG "C"
7.31
Area in HSG "D"
0.00
Poor
I Fair
Good
Open Space (Cleared):
83
75
68
Impervious Surfaces:
98
98
98
Gravel Surfaces:
87
87
87
Wooded Areas:
72
67
64
Land Uses In Watershed:
K. Based on following breakdown:
K. 5.80% Type A
K. 27.4% Type B
K. 66.80% Type C
K.
Per Web Soil Survey
Open Space:
6.82
Impervious Area:
0.00
Gravel Area:
0.00
Wooded Area:
4.13
P79
oor Fair Good:
Calculated Weighted CN Value: 72 67
ac.
ac.
ac.
ac.

Soil Weighted Curve Number Calculations
Project Name: Carolina Wildlife Conservation Park
Project Number: 2021-020
Date: 9/4/22
Pre -Development POA 3
Curve Numbers for Hydrologic Soil Groups
A B C D
Open Space (Pervious Areas):
Impervious Areas:
Wooded Areas:
Poor Condition
68
79
86
89
Fair Condition
49
69
79
84
Good Condition
39
61
74
80
Parking Lots, Roofs
98
1 98
98
98
Paved Areas, Curbs
98
98
98
98
Paved, Open Ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Poor Condition
45
66
77
83
Fair Condition
36
60
73
79
Good Condition:
30
55
70
77
Documented Soil Types in Watershed:
Name HSG Designation:
Orangeburg
A
Pacolet
B
Blaney
C
Gilead
C
Calculated CN Values for each Land Use:
Soil Areas in Watershed
Total Drainage Area:
19.33
Area is HSG "A"
0.54
Area in HSG "B"
0.60
Area in HSG "C"
18.19
Area in HSG "D"
0.00
Poor
I Fair
Good
Open Space (Cleared):
85
78
73
Impervious Surfaces:
98
98
98
Gravel Surfaces:
89
89
89
Wooded Areas:
76
72
68
Land Uses In Watershed:
K. Based on following breakdown:
K. 2.8% Type A
K. 3.1% Type B
K. 94.1% Type C
K.
Per Web Soil Survey
Open Space:
5.48
Impervious Area:
0.00
Gravel Area:
0.00
Wooded Area:
13.85
Poor Fair Good:
Calculated Weighted CN Value: 1 78 73 70
ac.
ac.
ac.
ac.

Soil Weighted Curve Number Calculations
Project Name: Carolina Wildlife Conservation Park
Project Number: 2021-020
Date: 9/4/22
Pre -Development POA 4
Curve Numbers for Hydrologic Soil Groups
A B C D
Open Space (Pervious Areas):
Impervious Areas:
Wooded Areas:
Poor Condition
68
79
86
89
Fair Condition
49
69
79
84
Good Condition
39
61
74
80
Parking Lots, Roofs
98
1 98
98
98
Paved Areas, Curbs
98
98
98
98
Paved, Open Ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Poor Condition
45
66
77
83
Fair Condition
36
60
73
79
Good Condition:
30
55
70
77
Documented Soil Types in Watershed:
Name HSG Designation:
Orangeburg
A
Gilead
C
Blaney
C
Dothan
B
Lillington
A
Calculated CN Values for each Land Use:
Soil Areas in Watershed
Total Drainage Area:
62.96
Area is HSG "A"
10.45
Area in HSG "B"
13.41
Area in HSG "C"
39.10
Area in HSG "D"
0.00
Poor
I Fair
Good
Open Space (Cleared):
82
72
65
Impervious Surfaces:
98
98
98
Gravel Surfaces:
86
86
86
Wooded Areas:
69
64
60
Land Uses In Watershed:
K. Based on following breakdown:
K. 16.6% Type A
K. 21.3% Type B
K. 62.1% Type C
K.
Per Web Soil Survey
Open Space:
36.63
Impervious Area:
3.06
Gravel Area:
1.48
Wooded Area:
21.79
Poor Fair Good:
Calculated Weighted CN Value: 1 78 71 66
ac.
ac.
ac.
ac.

Stormwater Calculations
Post -Development Curve Number
Calculations
Shipman Engineering, PLLC

Soil Weighted Curve Number Calculations
Project Name: Carolina Wildlife Conservation Park
Project Number: 2021-020
Date: 9/4/22
Post -Development POA 1
Curve Numbers for Hydrologic Soil Groups
A B C D
Open Space (Pervious Areas):
Impervious Areas:
Wooded Areas:
Poor Condition
68
79
86
89
Fair Condition
49
69
79
84
Good Condition
39
61
74
80
Parking Lots, Roofs
98
1 98
98
98
Paved Areas, Curbs
98
98
98
98
Paved, Open Ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Poor Condition
45
66
77
83
Fair Condition
36
60
73
79
Good Condition:
30
55
70
77
Documented Soil Types in Watershed:
Name HSG Designation:
Orangeburg
A
Pacolet
B
Blaney
C
Calculated CN Values for each Land Use:
Soil Areas in Watershed
Total Drainage Area:
10.27
Area is HSG "A"
2.93
Area in HSG "B"
2.17
Area in HSG "C"
5.17
Area in HSG "D"
0.00
Poor
I Fair
Good
Open Space (Cleared):
79
68
61
Impervious Surfaces:
98
98
98
Gravel Surfaces:
84
84
84
Wooded Areas:
66
60
55
Land Uses In Watershed:
K. Based on following breakdown:
K. 28.50% Type A
K. 21.1% Type B
K. 50.40% Type C
K.
Per Web Soil Survey
Open Space:
4.23
Impervious Area:
1.11
Gravel Area:
0.50
Wooded Area:
4.43
P76
00r Fair Good:
Calculated Weighted CN Value: 69 64
ac.
ac.
ac.
ac.

Soil Weighted Curve Number Calculations
Project Name: Carolina Wildlife Conservation Park
Project Number: 2021-020
Date: 9/4/22
Post -Development POA 2
Curve Numbers for Hydrologic Soil Groups
A B C D
Open Space (Pervious Areas):
Impervious Areas:
Wooded Areas:
Poor Condition
68
79
86
89
Fair Condition
49
69
79
84
Good Condition
39
61
74
80
Parking Lots, Roofs
98
1 98
98
98
Paved Areas, Curbs
98
98
98
98
Paved, Open Ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Poor Condition
45
66
77
83
Fair Condition
36
60
73
79
Good Condition:
30
55
70
77
Documented Soil Types in Watershed:
Name HSG Designation:
Orangeburg
A
Pacolet
B
Blaney
C
Calculated CN Values for each Land Use:
Soil Areas in Watershed
Total Drainage Area:
10.95
Area is HSG "A"
0.64
Area in HSG "B"
3.00
Area in HSG "C"
7.31
Area in HSG "D"
0.00
Poor
I Fair
Good
Open Space (Cleared):
83
75
68
Impervious Surfaces:
98
98
98
Gravel Surfaces:
87
87
87
Wooded Areas:
72
67
64
Land Uses In Watershed:
K. Based on following breakdown:
K. 5.80% Type A
K. 27.4% Type B
K. 66.80% Type C
K.
Per Web Soil Survey
Open Space:
6.40
Impervious Area:
0.42
Gravel Area:
0.77
Wooded Area:
3.36
Poor Fair Good:
Calculated Weighted CN Value: 1 81 74 69
ac.
ac.
ac.
ac.

Soil Weighted Curve Number Calculations
Project Name: Carolina Wildlife Conservation Park
Project Number: 2021-020
Date: 9/4/22
Post -Development POA 3
Curve Numbers for Hydrologic Soil Groups
A B C D
Open Space (Pervious Areas):
Impervious Areas:
Wooded Areas:
Poor Condition
68
79
86
89
Fair Condition
49
69
79
84
Good Condition
39
61
74
80
Parking Lots, Roofs
98
1 98
98
98
Paved Areas, Curbs
98
98
98
98
Paved, Open Ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Poor Condition
45
66
77
83
Fair Condition
36
60
73
79
Good Condition:
30
55
70
77
Documented Soil Types in Watershed:
Name HSG Designation:
Orangeburg
A
Pacolet
B
Blaney
C
Gilead
C
Calculated CN Values for each Land Use:
Soil Areas in Watershed
Total Drainage Area:
19.33
Area is HSG "A"
0.54
Area in HSG "B"
0.60
Area in HSG "C"
18.19
Area in HSG "D"
0.00
Poor
I Fair
Good
Open Space (Cleared):
85
78
73
Impervious Surfaces:
98
98
98
Gravel Surfaces:
89
89
89
Wooded Areas:
76
72
68
Land Uses In Watershed:
K. Based on following breakdown:
K. 2.8% Type A
K. 3.1% Type B
K. 94.1% Type C
K.
Per Web Soil Survey
Open Space:
9.70
Impervious Area:
0.15
Gravel Area:
0.53
Wooded Area:
8.95
Poor Fair Good:
Calculated Weighted CN Value: 1 81 75 71
ac.
ac.
ac.
ac.

Soil Weighted Curve Number Calculations
Project Name: Carolina Wildlife Conservation Park
Project Number: 2021-020
Date: 9/4/22
Post -Development POA 4
Curve Numbers for Hydrologic Soil Groups
A B C D
Open Space (Pervious Areas):
Impervious Areas:
Wooded Areas:
Poor Condition
68
79
86
89
Fair Condition
49
69
79
84
Good Condition
39
61
74
80
Parking Lots, Roofs
98
1 98
98
98
Paved Areas, Curbs
98
98
98
98
Paved, Open Ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Poor Condition
45
66
77
83
Fair Condition
36
60
73
79
Good Condition:
30
55
70
77
Documented Soil Types in Watershed:
Name HSG Designation:
Orangeburg
A
Gilead
C
Blaney
C
Dothan
B
Lillington
A
Calculated CN Values for each Land Use:
Soil Areas in Watershed
Total Drainage Area:
62.78
Area is HSG "A"
10.42
Area in HSG "B"
13.37
Area in HSG "C"
38.99
Area in HSG "D"
0.00
Poor
I Fair
Good
Open Space (Cleared):
82
72
65
Impervious Surfaces:
98
98
98
Gravel Surfaces:
86
86
86
Wooded Areas:
69
64
60
Land Uses In Watershed:
K. Based on following breakdown:
K. 16.6% Type A
K. 21.3% Type B
K. 62.1% Type C
K.
Per Web Soil Survey
Open Space:
36.30
Impervious Area:
3.32
Gravel Area:
2.00
Wooded Area:
21.16
Poor Fair Good:
Calculated Weighted CN Value: 1 78 71 66
ac.
ac.
ac.
ac.

Stormwater Calculations
Pre/Post Peak Flow Flood Routing
Calculations
Shipman Engineering, PLLC

1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® byAutodesk, Inc. v2021
1 - Pre-Dev POARre-DES'-FP9LkDevFR6LI�s;✓5)Cpo,,t_
,DeV PDgOs12Deg PW$Dev POA 4
12 - Sub DA 6 Post
11 -Sub DA 5 Post = t
13- Sub DA5Pre
14 - Sub DA 6 Pre
' 9 -Combined Pre
10 - Combined Post
Leaend
Hvd.
Origin
Description
1
SCS Runoff
Pre-Dev POA 1
2
SCS Runoff
Pre-Dev POA 2
3
SCS Runoff
Pre-Dev POA 3
4
SCS Runoff
Pre-Dev POA 4
5
SCS Runoff
Post-Dev POA 1
6
SCS Runoff
Post-Dev POA 2
7
SCS Runoff
Post-Dev POA 3
8
SCS Runoff
Post-Dev POA 4
9
Combine
Combined Pre
10
Combine
Combined Post
11
Rational
Sub DA 5 Post
12
Rational
Sub DA 6 Post
13
Rational
Sub DA 5 Pre
14
Rational
Sub DA 6 Pre
Project: Hydroloy Model.gpw
Friday, 09 / 30 / 2022

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
------
1.118
2.638
-------
-------
9.000
13.87
18.11
22.69
Pre-Dev POA 1
2
SCS Runoff
------
6.155
10.71
-------
-------
25.35
35.41
43.95
52.95
Pre-Dev POA 2
3
SCS Runoff
------
11.79
19.20
-------
-------
42.43
58.11
71.24
84.99
Pre-Dev POA 3
4
SCS Runoff
------
20.65
37.33
-------
-------
94.00
132.96
165.99
200.90
Pre-Dev POA 4
5
SCS Runoff
------
6.373
11.74
-------
-------
29.29
41.32
51.50
62.35
Post-Dev POA 1
6
SCS Runoff
------
7.462
12.31
-------
-------
27.62
38.04
46.78
55.94
Post-Dev POA 2
7
SCS Runoff
------
12.83
20.46
-------
-------
44.18
60.08
73.34
87.19
Post-Dev POA 3
8
SCS Runoff
------
20.59
37.23
-------
-------
93.73
132.58
165.51
200.32
Post-Dev POA 4
9
Combine
1, 2, 3,
36.28
64.00
-------
-------
157.93
222.81
277.75
335.82
Combined Pre
4,
10
Combine
5, 6, 7,
38.63
66.71
-------
-------
159.93
223.63
277.50
334.65
Combined Post
8,
11
Rational
------
3.440
4.047
-------
-------
5.181
5.752
0.000
6.530
Sub DA 5 Post
12
Rational
------
3.025
3.558
-------
-------
4.555
5.058
0.000
5.742
Sub DA 6 Post
13
Rational
------
1.255
1.477
-------
-------
1.890
2.099
0.000
2.383
Sub DA 5 Pre
14
Rational
------
2.908
3.421
-------
-------
4.380
4.863
0.000
5.521
Sub DA 6 Pre
Proj. file: Hydroloy Model.gpw
Friday, 09 / 30 / 2022

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.118
2
748
11,450
------
------
------
Pre-Dev POA 1
2
SCS Runoff
6.155
2
726
23,645
------
------
------
Pre-Dev POA 2
3
SCS Runoff
11.79
2
730
50,106
------
------
------
Pre-Dev POA 3
4
SCS Runoff
20.65
2
738
125,248
------
------
------
Pre-Dev POA 4
5
SCS Runoff
6.373
2
720
17,802
------
------
------
Post-Dev POA 1
6
SCS Runoff
7.462
2
726
27,046
------
------
------
Post-Dev POA 2
7
SCS Runoff
12.83
2
730
53,319
------
------
------
Post-Dev POA 3
8
SCS Runoff
20.59
2
738
124,890
------
------
------
Post-Dev POA 4
9
Combine
36.28
2
734
210,450
1, 2, 3,
------
------
Combined Pre
4,
10
Combine
38.63
2
732
223,057
5, 6, 7,
------
------
Combined Post
8,
11
Rational
3.440
1
5
1,032
------
------
------
Sub DA 5 Post
12
Rational
3.025
1
5
907
------
------
------
Sub DA 6 Post
13
Rational
1.255
1
5
377
------
------
------
Sub DA 5 Pre
14
Rational
2.908
1
5
872
------
------
------
Sub DA 6 Pre
Hydroloy Model.gpw
Return Period: 1 Year
Friday, 09 / 30 / 2022

Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev POA 1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 10.090 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.02 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-Dev POA 1
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Friday, 09 / 30 / 2022
= 1.118 cfs
= 748 min
= 11,450 cuft
= 59
= 0 ft
= 42.40 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev POA 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.170
0.011
Flow length (ft)
= 100.0
154.0
0.0
Two-year 24-hr precip. (in)
= 3.65
3.65
0.00
Land slope (%)
= 1.50
2.11
0.00
Travel Time (min)
= 22.56 +
14.02
+ 0.00 =
36.58
Shallow Concentrated Flow
Flow length (ft)
= 1256.00
0.00
0.00
Watercourse slope (%)
= 5.03
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.62
0.00
0.00
Travel Time (min)
= 5.78 +
0.00
+ 0.00 =
5.78
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..............................................................................
42.40 min

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 2
Pre-Dev POA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.155 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 23,645 cuft
Drainage area
= 10.950 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.60 min
Total precip.
= 3.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
Pre-Dev POA 2
Hyd. No. 2 -- 1 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 1 1 1 1 I I I I I I� 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Pre-Dev POA 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.170
0.011
0.011
Flow length (ft)
= 190.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.65
0.00
0.00
Land slope (%)
= 4.07
0.00
0.00
Travel Time (min)
= 12.75 +
0.00 +
0.00 =
12.75
Shallow Concentrated Flow
Flow length (ft)
= 1270.00
0.00
0.00
Watercourse slope (%)
= 5.09
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.64
0.00
0.00
Travel Time (min)
= 5.81 +
0.00 +
0.00 =
5.81
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..............................................................................
18.60 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
Pre-Dev POA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 19.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 3
Hyd. No. 3 -- 1 Year
Friday, 09 / 30 / 2022
= 11.79 cfs
= 730 min
= 50,106 cuft
= 70
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
Pre-Dev POA 3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.170
0.400
0.011
Flow length (ft)
= 159.0
43.0
0.0
Two-year 24-hr precip. (in)
= 3.65
3.65
0.00
Land slope (%)
= 4.24
4.65
0.00
Travel Time (min)
= 10.88 +
7.30 +
0.00 =
18.18
Shallow Concentrated Flow
Flow length (ft)
= 1814.00
0.00
0.00
Watercourse slope (%)
= 5.24
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.69
0.00
0.00
Travel Time (min)
= 8.19 +
0.00 +
0.00 =
8.19
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..............................................................................
26.40 min

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
Pre-Dev POA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 62.960 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 4
Hyd. No. 4 -- 1 Year
Friday, 09 / 30 / 2022
= 20.65 cfs
= 738 min
= 125,248 cuft
= 66
= 0 ft
= 34.10 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 ' 1 1 1 1 1 1
" ' ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

TR55 Tc Worksheet
11
Hyd. No. 4
Pre-Dev POA 4
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
A
B
C
= 0.400
0.011
0.011
= 250.0
0.0
0.0
= 3.65
0.00
0.00
= 9.40
0.00
0.00
= 22.53 +
0.00 +
0.00
= 1926.00
0.00
0.00
= 4.17
0.00
0.00
= Unpaved
Paved
Paved
=3.29
0.00
0.00
= 9.74 +
0.00 +
0.00
= 12.00
0.00
0.00
= 9.66
0.00
0.00
= 1.92
0.00
0.00
= 0.045
0.015
0.015
=5.31
0.00
0.00
Flow length (ft) ({0})584.0 0.0 0.0
Travel Time (min) = 1.83 + 0.00 + 0.00
Total Travel Time, Tc..............................................................................
Totals
= 22.53
= 9.74
= 1.83
34.10 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 5
Post-Dev POA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 6.373 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 17,802 cuft
Drainage area
= 10.270 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.80 min
Total precip.
= 3.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
Post-Dev POA 1
Hyd. No. 5 -- 1 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
" ' ' ' ' ' " ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

13
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Post-Dev POA 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.011
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.65
0.00
0.00
Land slope (%)
= 3.00
0.00
0.00
Travel Time (min)
= 0.96 +
0.00 +
0.00 =
0.96
Shallow Concentrated Flow
Flow length (ft)
= 165.00
1250.00
0.00
Watercourse slope (%)
= 3.33
4.76
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=2.94
3.52
0.00
Travel Time (min)
= 0.93 +
5.92 +
0.00 =
6.85
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..............................................................................
7.80 min

Hydrograph
Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 6
Post-Dev POA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 7.462 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 27,046 cuft
Drainage area
= 10.950 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.57 min
Total precip.
= 3.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post-Dev POA 2
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 Ix0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

15
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
Post-Dev POA 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.170
0.011
0.011
Flow length (ft)
= 190.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.65
0.00
0.00
Land slope (%)
= 4.07
0.00
0.00
Travel Time (min)
= 12.75 +
0.00 +
0.00 =
12.75
Shallow Concentrated Flow
Flow length (ft)
= 1270.00
0.00
0.00
Watercourse slope (%)
= 5.09
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.64
0.00
0.00
Travel Time (min)
= 5.81 +
0.00 +
0.00 =
5.81
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..............................................................................
18.57 min

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
Post-Dev POA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 19.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 3
Hyd. No. 7 -- 1 Year
Friday, 09 / 30 / 2022
= 12.83 cfs
= 730 min
= 53,319 cuft
= 71
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

TR55 Tc Worksheet
17
Hyd. No. 7
Post-Dev POA 3
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
A
B
C
= 0.170
0.400
0.011
= 159.0
43.0
0.0
= 3.65
3.65
0.00
= 4.24
4.65
0.00
= 10.88 +
7.30 +
0.00
= 1814.00
0.00
0.00
= 5.24
0.00
0.00
= Unpaved
Paved
Paved
=3.69
0.00
0.00
= 8.19 +
0.00 +
0.00
= 0.00
0.00
0.00
= 0.00
0.00
0.00
= 0.00
0.00
0.00
= 0.015
0.015
0.015
=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
Total Travel Time, Tc..............................................................................
Totals
= 18.18
= 8.19
= 0.00
26.40 min

Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 8
Post-Dev POA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 62.780 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.02 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 4
Hyd. No. 8 -- 1 Year
Friday, 09 / 30 / 2022
= 20.59 cfs
= 738 min
= 124,890 cuft
= 66
= 0 ft
= 34.10 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 ' " ' ' ' ' ' ' % ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

TR55 Tc Worksheet
19
Hyd. No. 8
Post-Dev POA 4
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
A
B
C
= 0.400
0.011
0.011
= 250.0
0.0
0.0
= 3.65
0.00
0.00
= 9.40
0.00
0.00
= 22.53 +
0.00 +
0.00
= 1926.00
0.00
0.00
= 4.17
0.00
0.00
= Unpaved
Paved
Paved
=3.29
0.00
0.00
= 9.74 +
0.00 +
0.00
= 12.00
0.00
0.00
= 9.66
0.00
0.00
= 1.92
0.00
0.00
= 0.045
0.015
0.015
=5.31
0.00
0.00
Flow length (ft) ({0})584.0 0.0 0.0
Travel Time (min) = 1.83 + 0.00 + 0.00
Total Travel Time, Tc..............................................................................
Totals
= 22.53
= 9.74
= 1.83
34.10 min

Hydrograph
Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 9
Combined Pre
Hydrograph type
= Combine
Peak discharge
= 36.28 cfs
Storm frequency
= 1 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 210,450 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.330 ac
Combined Pre
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
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. 9 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

Hydrograph
Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 10
Combined Post
Hydrograph type
= Combine
Peak discharge
= 38.63 cfs
Storm frequency
= 1 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 223,057 cuft
Inflow hyds.
= 5, 6, 7, 8
Contrib. drain. area
= 103.330 ac
Combined Post
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 A 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. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 11
Sub DA 5 Post
Hydrograph type
= Rational
Peak discharge
= 3.440 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,032 cuft
Drainage area
= 0.970 ac
Runoff coeff.
= 0.69*
Intensity
= 5.139 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.554 x 0.95) + (0.419 x 0.35)] / 0.970
Q (cfs)
4.00
3.00
rM
1.00
Sub DA 5 Post
Hyd. No. 11 -- 1 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 11 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 12
Sub DA 6 Post
Hydrograph type
= Rational
Peak discharge
= 3.025 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 907 cuft
Drainage area
= 1.070 ac
Runoff coeff.
= 0.55*
Intensity
= 5.139 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.364 x 0.95) + (0.710 x 0.35)] / 1.070
Q (cfs)
4.00
3.00
rM
1.00
0.00 '1
0 1 2
— Hyd No. 12
Sub DA 6 Post
Hyd. No. 12 -- 1 Year
3 4 5 6 7 8 9
Q (cfs)
4.00
3.00
2.00
1.00
"1, 0.00
10
Time (min)

Hydrograph Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
Sub DA 5 Pre
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 0.660 ac
Intensity
= 5.139 in/hr
OF Curve
= CWCP IDF.IDF
Composite (Area/C) = [(0.020 x 0.95) + (0.640 x 0.35)] / 0.660
Q (cfs)
2.00
1.00
0.00 v
0 1
— Hyd No. 13
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub DA 5 Pre
Hyd. No. 13 -- 1 Year
Friday, 09 / 30 / 2022
= 1.255 cfs
= 5 min
= 377 cuft
= 0.37*
= 5.00 min
= 1/1
2 3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
N 0.00
10
Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 14
Sub DA 6 Pre
Hydrograph type
= Rational
Peak discharge
= 2.908 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 872 cuft
Drainage area
= 1.380 ac
Runoff coeff.
= 0.41 *
Intensity
= 5.139 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.130 x 0.95) + (1.250 x 0.35)] / 1.380
Q (cfs)
3.00
rM
1.00
0.00 !'
0 1 2
— Hyd No. 14
Sub DA 6 Pre
Hyd. No. 14 -- 1 Year
3 4 5 6 7 8 9
Q (cfs)
3.00
2.00
1.00
1 0.00
10
Time (min)

Hydrograph Summary Report
26
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.638
2
744
20,510
------
------
------
Pre-Dev POA 1
2
SCS Runoff
10.71
2
726
37,190
------
------
------
Pre-Dev POA 2
3
SCS Runoff
19.20
2
730
76,112
------
------
------
Pre-Dev POA 3
4
SCS Runoff
37.33
2
736
199,536
------
------
------
Pre-Dev POA 4
5
SCS Runoff
11.74
2
720
29,164
------
------
------
Post-Dev POA 1
6
SCS Runoff
12.31
2
726
41,539
------
------
------
Post-Dev POA 2
7
SCS Runoff
20.46
2
730
80,143
------
------
------
Post-Dev POA 3
8
SCS Runoff
37.23
2
736
198,965
------
------
------
Post-Dev POA 4
9
Combine
64.00
2
734
333,347
1, 2, 3,
------
------
Combined Pre
4,
10
Combine
66.71
2
732
349,811
5, 6, 7,
------
------
Combined Post
8,
11
Rational
4.047
1
5
1,214
------
------
------
Sub DA 5 Post
12
Rational
3.558
1
5
1,068
------
------
------
Sub DA 6 Post
13
Rational
1.477
1
5
443
------
------
------
Sub DA 5 Pre
14
Rational
3.421
1
5
1,026
------
------
------
Sub DA 6 Pre
Hydroloy Model.gpw
Return Period: 2 Year
Friday, 09 / 30 / 2022

Hydrograph Report
27
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev POA 1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 10.090 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.65 in
Storm duration
= 24 hrs
Q (cfs)
3.00
I'm
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 1
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
— Hyd No. 1
Friday, 09 / 30 / 2022
= 2.638 cfs
= 744 min
= 20,510 cuft
= 59
= 0 ft
= 42.40 min
= Type II
= 484
Q (cfs)
3.00
r M�
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Pre-Dev POA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 10.950 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.65 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 2
Hyd. No. 2 -- 2 Year
Friday, 09 / 30 / 2022
= 10.71 cfs
= 726 min
= 37,190 cuft
= 67
= 0 ft
= 18.60 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 3
Pre-Dev POA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 19.20 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 76,112 cuft
Drainage area
= 19.330 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.40 min
Total precip.
= 3.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Pre-Dev POA 3
Hyd. No. 3 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 4
Pre-Dev POA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 37.33 cfs
Storm frequency
= 2 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 199,536 cuft
Drainage area
= 62.960 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.10 min
Total precip.
= 3.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre-Dev POA 4
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
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. 4 Time (min)

Hydrograph Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Post-Dev POA 1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 10.270 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.65 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 1
Hyd. No. 5 -- 2 Year
Friday, 09 / 30 / 2022
= 11.74 cfs
= 720 min
= 29,164 cuft
= 64
= 0 ft
= 7.80 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
Post-Dev POA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 10.950 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.65 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 2
Hyd. No. 6 -- 2 Year
Friday, 09 / 30 / 2022
= 12.31 cfs
= 726 min
= 41,539 cuft
= 69
= 0 ft
= 18.57 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 7
Post-Dev POA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 20.46 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 80,143 cuft
Drainage area
= 19.330 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.40 min
Total precip.
= 3.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Post-Dev POA 3
Hyd. No. 7 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

Hydrograph
Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 8
Post-Dev POA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 37.23 cfs
Storm frequency
= 2 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 198,965 cuft
Drainage area
= 62.780 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.10 min
Total precip.
= 3.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post-Dev POA 4
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
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. 8 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 9
Combined Pre
Hydrograph type
= Combine
Peak discharge
= 64.00 cfs
Storm frequency
= 2 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 333,347 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.330 ac
Q (cfs)
70.00
40.00
20.00
10.00
ENO
Q (cfs)
70.00
• It It 11
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 10
Combined Post
Hydrograph type
= Combine
Peak discharge
= 66.71 cfs
Storm frequency
= 2 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 349,811 cuft
Inflow hyds.
= 5, 6, 7, 8
Contrib. drain. area
= 103.330 ac
Q (cfs)
70.00
40.00
20.00
10.00
Q (cfs)
70.00
• It It 11
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 11
Sub DA 5 Post
Hydrograph type
= Rational
Peak discharge
= 4.047 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,214 cuft
Drainage area
= 0.970 ac
Runoff coeff.
= 0.69*
Intensity
= 6.047 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.554 x 0.95) + (0.419 x 0.35)] / 0.970
Q (cfs)
5.00
4.00
3.00
1.00
Sub DA 5 Post
Hyd. No. 11 -- 2 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 11 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 12
Sub DA 6 Post
Hydrograph type
= Rational
Peak discharge
= 3.558 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,068 cuft
Drainage area
= 1.070 ac
Runoff coeff.
= 0.55*
Intensity
= 6.047 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.364 x 0.95) + (0.710 x 0.35)] / 1.070
Q (cfs)
4.00
3.00
rM
1.00
Sub DA 6 Post
Hyd. No. 12 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 12 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 13
Sub DA 5 Pre
Hydrograph type
= Rational
Peak discharge
= 1.477 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 443 cuft
Drainage area
= 0.660 ac
Runoff coeff.
= 0.37*
Intensity
= 6.047 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.020 x 0.95) + (0.640 x 0.35)] / 0.660
Q (cfs)
2.00
1.00
0.00 W
0 1
— Hyd No. 13
Sub DA 5 Pre
Hyd. No. 13 -- 2 Year
2 3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
N 0.00
10
Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 14
Sub DA 6 Pre
Hydrograph type
= Rational
Peak discharge
= 3.421 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,026 cuft
Drainage area
= 1.380 ac
Runoff coeff.
= 0.41 *
Intensity
= 6.047 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.130 x 0.95) + (1.250 x 0.35)] / 1.380
Q (cfs)
4.00
3.00
rM
1.00
Sub DA 6 Pre
Hyd. No. 14 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 14 Time (min)

Hydrograph Summary Report
41
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
9.000
2
740
53,160
------
------
------
Pre-Dev POA 1
2
SCS Runoff
25.35
2
726
81,516
------
------
------
Pre-Dev POA 2
3
SCS Runoff
42.43
2
730
158,826
------
------
------
Pre-Dev POA 3
4
SCS Runoff
94.00
2
736
445,153
------
------
------
Pre-Dev POA 4
5
SCS Runoff
29.29
2
720
67,561
------
------
------
Post-Dev POA 1
6
SCS Runoff
27.62
2
724
88,061
------
------
------
Post-Dev POA 2
7
SCS Runoff
44.18
2
728
164,703
------
------
------
Post-Dev POA 3
8
SCS Runoff
93.73
2
736
443,880
------
------
------
Post-Dev POA 4
9
Combine
157.93
2
732
738,654
1, 2, 3,
------
------
Combined Pre
4,
10
Combine
159.93
2
730
764,205
5, 6, 7,
------
------
Combined Post
8,
11
Rational
5.181
1
5
1,554
------
------
------
Sub DA 5 Post
12
Rational
4.555
1
5
1,367
------
------
------
Sub DA 6 Post
13
Rational
1.890
1
5
567
------
------
------
Sub DA 5 Pre
14
Rational
4.380
1
5
1,314
------
------
------
Sub DA 6 Pre
Hydroloy Model.gpw
Return Period: 10 Year
Friday, 09 / 30 / 2022

Hydrograph Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev POA 1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 10.090 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.35 in
Storm duration
= 24 hrs
Q (cfs)
10.00
UR
. UM
4.00
r w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 1
Hyd. No. 1 -- 10 Year
Friday, 09 / 30 / 2022
= 9.000 cfs
= 740 min
= 53,160 cuft
= 59
= 0 ft
= 42.40 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 2
Pre-Dev POA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 25.35 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 81,516 cuft
Drainage area
= 10.950 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.60 min
Total precip.
= 5.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Pre-Dev POA 2
Hyd. No. 2 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
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
44
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
Pre-Dev POA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 19.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.35 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 3
Hyd. No. 3 -- 10 Year
Friday, 09 / 30 / 2022
= 42.43 cfs
= 730 min
= 158,826 cuft
= 70
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1—I — ' ' ' ' ' ' '� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
45
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
Pre-Dev POA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 62.960 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.35 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
it 11
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 4
Hyd. No. 4 -- 10 Year
Friday, 09 / 30 / 2022
= 94.00 cfs
= 736 min
= 445,153 cuft
= 66
= 0 ft
= 34.10 min
= Type II
= 484
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
rl 11

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 5
Post-Dev POA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 29.29 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 67,561 cuft
Drainage area
= 10.270 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.80 min
Total precip.
= 5.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Post-Dev POA 1
Hyd. No. 5 -- 10 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1 1-A� ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 6
Post-Dev POA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 27.62 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 88,061 cuft
Drainage area
= 10.950 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.57 min
Total precip.
= 5.35 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Post-Dev POA 2
Hyd. No. 6 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

Hydrograph Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
Post-Dev POA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 19.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.35 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 3
Hyd. No. 7 -- 10 Year
Friday, 09 / 30 / 2022
= 44.18 cfs
= 728 min
= 164,703 cuft
= 71
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1—�— ' ' ' ' ' ' '� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

Hydrograph Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 8
Post-Dev POA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 62.780 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.35 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
it 11
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 4
Hyd. No. 8 -- 10 Year
Friday, 09 / 30 / 2022
= 93.73 cfs
= 736 min
= 443,880 cuft
= 66
= 0 ft
= 34.10 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
rl 11
1 11 � �� C�������► 1 11
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 9
Combined Pre
Hydrograph type
= Combine
Peak discharge
= 157.93 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 738,654 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.330 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 10
Combined Post
Hydrograph type
= Combine
Peak discharge
= 159.93 cfs
Storm frequency
= 10 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 764,205 cuft
Inflow hyds.
= 5, 6, 7, 8
Contrib. drain. area
= 103.330 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 11
Sub DA 5 Post
Hydrograph type
= Rational
Peak discharge
= 5.181 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,554 cuft
Drainage area
= 0.970 ac
Runoff coeff.
= 0.69*
Intensity
= 7.741 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.554 x 0.95) + (0.419 x 0.35)] / 0.970
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Sub DA 5 Post
Hyd. No. 11 -- 10 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 11 Time (min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 12
Sub DA 6 Post
Hydrograph type
= Rational
Peak discharge
= 4.555 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,367 cuft
Drainage area
= 1.070 ac
Runoff coeff.
= 0.55*
Intensity
= 7.741 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.364 x 0.95) + (0.710 x 0.35)] / 1.070
Q (cfs)
5.00
4.00
3.00
1.00
Sub DA 6 Post
Hyd. No. 12 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 12 Time (min)

Hydrograph Report
54
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
Sub DA 5 Pre
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.660 ac
Intensity
= 7.741 in/hr
OF Curve
= CWCP IDF.IDF
Composite (Area/C) = [(0.020 x 0.95) + (0.640 x 0.35)] / 0.660
Q (cfs)
2.00
1.00
0.00 v
0 1
— Hyd No. 13
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub DA 5 Pre
Hyd. No. 13 -- 10 Year
Friday, 09 / 30 / 2022
= 1.890 cfs
= 5 min
= 567 cuft
= 0.37*
= 5.00 min
= 1/1
2 3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
N 0.00
10
Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 14
Sub DA 6 Pre
Hydrograph type
= Rational
Peak discharge
= 4.380 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,314 cuft
Drainage area
= 1.380 ac
Runoff coeff.
= 0.41 *
Intensity
= 7.741 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.130 x 0.95) + (1.250 x 0.35)] / 1.380
Q (cfs)
5.00
4.00
3.00
1.00
Sub DA 6 Pre
Hyd. No. 14 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 14 Time (min)

Hydrograph Summary Report
56
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
13.87
2
740
77,127
------
------
------
Pre-Dev POA 1
2
SCS Runoff
35.41
2
724
112,098
------
------
------
Pre-Dev POA 2
3
SCS Runoff
58.11
2
728
214,793
------
------
------
Pre-Dev POA 3
4
SCS Runoff
132.96
2
736
615,782
------
------
------
Pre-Dev POA 4
5
SCS Runoff
41.32
2
720
94,622
------
------
------
Post-Dev POA 1
6
SCS Runoff
38.04
2
724
119,738
------
------
------
Post-Dev POA 2
7
SCS Runoff
60.08
2
728
221,571
------
------
------
Post-Dev POA 3
8
SCS Runoff
132.58
2
736
614,021
------
------
------
Post-Dev POA 4
9
Combine
222.81
2
732
1,019,800
1, 2, 3,
------
------
Combined Pre
4,
10
Combine
223.63
2
730
1,049,952
5, 6, 7,
------
------
Combined Post
8,
11
Rational
5.752
1
5
1,726
------
------
------
Sub DA 5 Post
12
Rational
5.058
1
5
1,517
------
------
------
Sub DA 6 Post
13
Rational
2.099
1
5
630
------
------
------
Sub DA 5 Pre
14
Rational
4.863
1
5
1,459
------
------
------
Sub DA 6 Pre
Hydroloy Model.gpw
Return Period: 25 Year
Friday, 09 / 30 / 2022

Hydrograph Report
57
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev POA 1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 10.090 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.38 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 1
Hyd. No. 1 -- 25 Year
Friday, 09 / 30 / 2022
= 13.87 cfs
= 740 min
= 77,127 cuft
= 59
= 0 ft
= 42.40 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph
Report
58
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 2
Pre-Dev POA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 35.41 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 112,098 cuft
Drainage area
= 10.950 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.60 min
Total precip.
= 6.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre-Dev POA 2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
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. 2 Time (min)

Hydrograph Report
59
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
Pre-Dev POA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 19.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.38 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 3
Hyd. No. 3 -- 25 Year
Friday, 09 / 30 / 2022
= 58.11 cfs
= 728 min
= 214,793 cuft
= 70
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 '1 1 1 ' —�"'-- ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
Pre-Dev POA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 62.960 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.38 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 4
Hyd. No. 4 -- 25 Year
Friday, 09 / 30 / 2022
= 132.96 cfs
= 736 min
= 615,782 cuft
= 66
= 0 ft
= 34.10 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 '1 1 1 —1� ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 5
Post-Dev POA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 41.32 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 94,622 cuft
Drainage area
= 10.270 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.80 min
Total precip.
= 6.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
20.00
10.00
Post-Dev POA 1
Hyd. No. 5 -- 25 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
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
62
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 6
Post-Dev POA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 38.04 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 119,738 cuft
Drainage area
= 10.950 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 18.57 min
Total precip.
= 6.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post-Dev POA 2
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
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)

Hydrograph Report
63
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
Post-Dev POA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 19.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.38 in
Storm duration
= 24 hrs
Q (cfs)
70.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 3
Hyd. No. 7 -- 25 Year
Friday, 09 / 30 / 2022
= 60.08 cfs
= 728 min
= 221,571 cuft
= 71
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1- ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

Hydrograph Report
64
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 8
Post-Dev POA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 62.780 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.38 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 4
Hyd. No. 8 -- 25 Year
Friday, 09 / 30 / 2022
= 132.58 cfs
= 736 min
= 614,021 cuft
= 66
= 0 ft
= 34.10 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 '1 1 1 —1� ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 9
Combined Pre
Hydrograph type
= Combine
Peak discharge
= 222.81 cfs
Storm frequency
= 25 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 1,019,800 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.330 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
Combined Pre
Hyd. No. 9 -- 25 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
OFIV-11 "I
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 10
Combined Post
Hydrograph type
= Combine
Peak discharge
= 223.63 cfs
Storm frequency
= 25 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 1,049,952 cuft
Inflow hyds.
= 5, 6, 7, 8
Contrib. drain. area
= 103.330 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
Combined Post
Hyd. No. 10 -- 25 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 11
Sub DA 5 Post
Hydrograph type
= Rational
Peak discharge
= 5.752 cfs
Storm frequency
= 25 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,726 cuft
Drainage area
= 0.970 ac
Runoff coeff.
= 0.69*
Intensity
= 8.594 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.554 x 0.95) + (0.419 x 0.35)] / 0.970
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Sub DA 5 Post
Hyd. No. 11 -- 25 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 11 Time (min)

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 12
Sub DA 6 Post
Hydrograph type
= Rational
Peak discharge
= 5.058 cfs
Storm frequency
= 25 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,517 cuft
Drainage area
= 1.070 ac
Runoff coeff.
= 0.55*
Intensity
= 8.594 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.364 x 0.95) + (0.710 x 0.35)] / 1.070
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Sub DA 6 Post
Hyd. No. 12 -- 25 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 12 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
Sub DA 5 Pre
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 0.660 ac
Intensity
= 8.594 in/hr
OF Curve
= CWCP IDF.IDF
Composite (Area/C) = [(0.020 x 0.95) + (0.640 x 0.35)] / 0.660
Q (cfs)
3.00
rM
1.00
0.00 W
0 1
— Hyd No. 13
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub DA 5 Pre
Hyd. No. 13 -- 25 Year
Friday, 09 / 30 / 2022
= 2.099 cfs
= 5 min
= 630 cuft
= 0.37*
= 5.00 min
= 1/1
2 3 4 5 6 7 8 9
Q (cfs)
3.00
2.00
1.00
N 0.00
10
Time (min)

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 14
Sub DA 6 Pre
Hydrograph type
= Rational
Peak discharge
= 4.863 cfs
Storm frequency
= 25 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,459 cuft
Drainage area
= 1.380 ac
Runoff coeff.
= 0.41 *
Intensity
= 8.594 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.130 x 0.95) + (1.250 x 0.35)] / 1.380
Q (cfs)
5.00
4.00
3.00
1.00
Sub DA 6 Pre
Hyd. No. 14 -- 25 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 14 Time (min)

Hydrograph Summary Report
71
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
18.11
2
740
98,097
------
------
------
Pre-Dev POA 1
2
SCS Runoff
43.95
2
724
138,135
------
------
------
Pre-Dev POA 2
3
SCS Runoff
71.24
2
728
262,032
------
------
------
Pre-Dev POA 3
4
SCS Runoff
165.99
2
736
761,493
------
------
------
Pre-Dev POA 4
5
SCS Runoff
51.50
2
720
117,880
------
------
------
Post-Dev POA 1
6
SCS Runoff
46.78
2
724
146,550
------
------
------
Post-Dev POA 2
7
SCS Runoff
73.34
2
728
269,439
------
------
------
Post-Dev POA 3
8
SCS Runoff
165.51
2
736
759,316
------
------
------
Post-Dev POA 4
9
Combine
277.75
2
732
1,259,757
1, 2, 3,
------
------
Combined Pre
4,
10
Combine
277.50
2
728
1,293,185
5, 6, 7,
------
------
Combined Post
8,
11
Rational
0.000
1
n/a
0
------
------
------
Sub DA 5 Post
12
Rational
0.000
1
n/a
0
------
------
------
Sub DA 6 Post
13
Rational
0.000
1
n/a
0
------
------
------
Sub DA 5 Pre
14
Rational
0.000
1
n/a
0
------
------
------
Sub DA 6 Pre
Hydroloy Model.gpw
Return Period: 50 Year
Friday, 09 / 30 / 2022

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 1
Pre-Dev POA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 18.11 cfs
Storm frequency
= 50 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 98,097 cuft
Drainage area
= 10.090 ac
Curve number
= 59
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 42.40 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Pre-Dev POA 1
Hyd. No. 1 -- 50 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
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
73
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Pre-Dev POA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 10.950 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.21 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 2
Hyd. No. 2 -- 50 Year
Friday, 09 / 30 / 2022
= 43.95 cfs
= 724 min
= 138,135 cuft
= 67
= 0 ft
= 18.60 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
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
74
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
Pre-Dev POA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 19.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.21 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 3
Hyd. No. 3 -- 50 Year
Friday, 09 / 30 / 2022
= 71.24 cfs
= 728 min
= 262,032 cuft
= 70
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1 -- 1 1 1 1 1 1 ! 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 4
Pre-Dev POA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 165.99 cfs
Storm frequency
= 50 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 761,493 cuft
Drainage area
= 62.960 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.10 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
Pre-Dev POA 4
Hyd. No. 4 -- 50 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
see ---- 1 11
1 1 1 •1 .1 •11 1 1 •01 1:1 11 1 1 •1

Hydrograph Report
76
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Post-Dev POA 1
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 10.270 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.21 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 1
Hyd. No. 5 -- 50 Year
Friday, 09 / 30 / 2022
= 51.50 cfs
= 720 min
= 117,880 cuft
= 64
= 0 ft
= 7.80 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1y- ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
77
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
Post-Dev POA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 10.950 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.21 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 2
Hyd. No. 6 -- 50 Year
Friday, 09 / 30 / 2022
= 46.78 cfs
= 724 min
= 146,550 cuft
= 69
= 0 ft
= 18.57 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 1 1— �'� ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

Hydrograph Report
78
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
Post-Dev POA 3
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 19.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.21 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 3
Hyd. No. 7 -- 50 Year
Friday, 09 / 30 / 2022
= 73.34 cfs
= 728 min
= 269,439 cuft
= 71
= 0 ft
= 26.40 min
= Type II
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1_ T I I I I I 1 ,— ! 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 8
Post-Dev POA 4
Hydrograph type
= SCS Runoff
Peak discharge
= 165.51 cfs
Storm frequency
= 50 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 759,316 cuft
Drainage area
= 62.780 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.10 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
Post-Dev POA 4
Hyd. No. 8 -- 50 Year
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 9
Combined Pre
Hydrograph type
= Combine
Peak discharge
= 277.75 cfs
Storm frequency
= 50 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 1,259,757 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.330 ac
Q (cfs)
280.00
240.00
200.00
160.00
IF
120.00
40.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 10
Combined Post
Hydrograph type
= Combine
Peak discharge
= 277.50 cfs
Storm frequency
= 50 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 1,293,185 cuft
Inflow hyds.
= 5, 6, 7, 8
Contrib. drain. area
= 103.330 ac
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8

Hydrograph Report
82
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 11
Sub DA 5 Post
Hydrograph type
= Rational
Storm frequency
= 50 yrs
Time interval
= 1 min
Drainage area
= 0.970 ac
Intensity
= 0.000 in/hr
OF Curve
= CWCP IDF.IDF
Composite (Area/C) = [(0.554 x 0.95) + (0.419 x 0.35)] / 0.970
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub DA 5 Post
Hyd. No. 11 -- 50 Year
Friday, 09 / 30 / 2022
= 0.000 cfs
= n/a
= 0 cuft
= 0.69*
= 5.00 min
= 1/1
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0 10 20 30 40 50 60
— Hyd No. 11 Time (min)

Hydrograph Report
83
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 12
Sub DA 6 Post
Hydrograph type
= Rational
Storm frequency
= 50 yrs
Time interval
= 1 min
Drainage area
= 1.070 ac
Intensity
= 0.000 in/hr
OF Curve
= CWCP IDF.IDF
Composite (Area/C) = [(0.364 x 0.95) + (0.710 x 0.35)] / 1.070
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub DA 6 Post
Hyd. No. 12 -- 50 Year
Friday, 09 / 30 / 2022
= 0.000 cfs
= n/a
= 0 cuft
= 0.55*
= 5.00 min
= 1/1
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0 10 20 30 40 50 60
— Hyd No. 12 Time (min)

Hydrograph Report
84
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
Sub DA 5 Pre
Hydrograph type
= Rational
Storm frequency
= 50 yrs
Time interval
= 1 min
Drainage area
= 0.660 ac
Intensity
= 0.000 in/hr
OF Curve
= CWCP IDF.IDF
Composite (Area/C) = [(0.020 x 0.95) + (0.640 x 0.35)] / 0.660
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub DA 5 Pre
Hyd. No. 13 -- 50 Year
Friday, 09 / 30 / 2022
= 0.000 cfs
= n/a
= 0 cuft
= 0.37*
= 5.00 min
= 1/1
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0 10 20 30 40 50 60
— Hyd No. 13 Time (min)

Hydrograph Report
85
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 14
Sub DA 6 Pre
Hydrograph type
= Rational
Storm frequency
= 50 yrs
Time interval
= 1 min
Drainage area
= 1.380 ac
Intensity
= 0.000 in/hr
OF Curve
= CWCP IDF.IDF
Composite (Area/C) = [(0.130 x 0.95) + (1.250 x 0.35)] / 1.380
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub DA 6 Pre
Hyd. No. 14 -- 50 Year
Friday, 09 / 30 / 2022
= 0.000 cfs
= n/a
= 0 cuft
= 0.41 *
= 5.00 min
= 1/1
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0 10 20 30 40 50 60
— Hyd No. 14 Time (min)

Hydrograph Summary Report
W.
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
22.69
2
740
120,801
------
------
------
Pre-Dev POA 1
2
SCS Runoff
52.95
2
724
165,795
------
------
------
Pre-Dev POA 2
3
SCS Runoff
84.99
2
728
311,920
------
------
------
Pre-Dev POA 3
4
SCS Runoff
200.90
2
736
916,623
------
------
------
Pre-Dev POA 4
5
SCS Runoff
62.35
2
718
142,751
------
------
------
Post-Dev POA 1
6
SCS Runoff
55.94
2
724
174,920
------
------
------
Post-Dev POA 2
7
SCS Runoff
87.19
2
728
319,897
------
------
------
Post-Dev POA 3
8
SCS Runoff
200.32
2
736
914,002
------
------
------
Post-Dev POA 4
9
Combine
335.82
2
732
1,515,139
1, 2, 3,
------
------
Combined Pre
4,
10
Combine
334.65
2
728
1,551,571
5, 6, 7,
------
------
Combined Post
8,
11
Rational
6.530
1
5
1,959
------
------
------
Sub DA 5 Post
12
Rational
5.742
1
5
1,723
------
------
------
Sub DA 6 Post
13
Rational
2.383
1
5
715
------
------
------
Sub DA 5 Pre
14
Rational
5.521
1
5
1,656
------
------
------
Sub DA 6 Pre
Hydroloy Model.gpw
Return Period: 100 Year
Friday, 09 / 30 / 2022

Hydrograph Report
87
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev POA 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.090 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.06 in
Storm duration
= 24 hrs
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 1
Hyd. No. 1 -- 100 Year
Friday, 09 / 30 / 2022
= 22.69 cfs
= 740 min
= 120,801 cuft
= 59
= 0 ft
= 42.40 min
= Type II
= 484
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 ' 1 1 1 1 11 ' ' ' ' ' ' ' 1%' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Pre-Dev POA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.950 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.06 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 2
Hyd. No. 2 -- 100 Year
Friday, 09 / 30 / 2022
= 52.95 cfs
= 724 min
= 165,795 cuft
= 67
= 0 ft
= 18.60 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
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
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 3
Pre-Dev POA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 84.99 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 311,920 cuft
Drainage area
= 19.330 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.40 min
Total precip.
= 8.06 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Pre-Dev POA 3
Hyd. No. 3 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
9
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
Pre-Dev POA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 62.960 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.06 in
Storm duration
= 24 hrs
Q (cfs)
210.00
180.00
150.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev POA 4
Hyd. No. 4 -- 100 Year
Friday, 09 / 30 / 2022
= 200.90 cfs
= 736 min
= 916,623 cuft
= 66
= 0 ft
= 34.10 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph Report
91
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Post-Dev POA 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.270 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.06 in
Storm duration
= 24 hrs
Q (cfs)
70.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 1
Hyd. No. 5 -- 100 Year
Friday, 09 / 30 / 2022
= 62.35 cfs
= 718 min
= 142,751 cuft
= 64
= 0 ft
= 7.80 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1— — ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
92
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
Post-Dev POA 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.950 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.06 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 2
Hyd. No. 6 -- 100 Year
Friday, 09 / 30 / 2022
= 55.94 cfs
= 724 min
= 174,920 cuft
= 69
= 0 ft
= 18.57 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 — ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

93
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 7
Post-Dev POA 3
Hydrograph type
= SCS Runoff
Peak discharge
= 87.19 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 319,897 cuft
Drainage area
= 19.330 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.40 min
Total precip.
= 8.06 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Post-Dev POA 3
Hyd. No. 7 -- 100 Year
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph Report
94
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 8
Post-Dev POA 4
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 62.780 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.06 in
Storm duration
= 24 hrs
Q (cfs)
210.00
180.00
150.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev POA 4
Hyd. No. 8 -- 100 Year
Friday, 09 / 30 / 2022
= 200.32 cfs
= 736 min
= 914,002 cuft
= 66
= 0 ft
= 34.10 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 ' ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

95
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 9
Combined Pre
Hydrograph type
= Combine
Peak discharge
= 335.82 cfs
Storm frequency
= 100 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 1,515,139 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.330 ac
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 10
Combined Post
Hydrograph type
= Combine
Peak discharge
= 334.65 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 1,551,571 cuft
Inflow hyds.
= 5, 6, 7, 8
Contrib. drain. area
= 103.330 ac
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8

97
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 11
Sub DA 5 Post
Hydrograph type
= Rational
Peak discharge
= 6.530 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,959 cuft
Drainage area
= 0.970 ac
Runoff coeff.
= 0.69*
Intensity
= 9.757 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.554 x 0.95) + (0.419 x 0.35)] / 0.970
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0 1 2
— Hyd No. 11
Sub DA 5 Post
Hyd. No. 11 -- 100 Year
Q (cfs)

98
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 12
Sub DA 6 Post
Hydrograph type
= Rational
Peak discharge
= 5.742 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,723 cuft
Drainage area
= 1.070 ac
Runoff coeff.
= 0.55*
Intensity
= 9.757 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.364 x 0.95) + (0.710 x 0.35)] / 1.070
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Sub DA 6 Post
Hyd. No. 12 -- 100 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 12 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 13
Sub DA 5 Pre
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 0.660 ac
Intensity
= 9.757 in/hr
OF Curve
= CWCP IDF.IDF
Composite (Area/C) = [(0.020 x 0.95) + (0.640 x 0.35)] / 0.660
Q (cfs)
3.00
rM
1.00
0.00 v
0 1
— Hyd No. 13
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub DA 5 Pre
Hyd. No. 13 -- 100 Year
Friday, 09 / 30 / 2022
= 2.383 cfs
= 5 min
= 715 cuft
= 0.37*
= 5.00 min
= 1/1
2 3 4 5 6 7 8 9
Q (cfs)
3.00
2.00
1.00
N 0.00
10
Time (min)

100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Friday, 09 / 30 / 2022
Hyd. No. 14
Sub DA 6 Pre
Hydrograph type
= Rational
Peak discharge
= 5.521 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 1,656 cuft
Drainage area
= 1.380 ac
Runoff coeff.
= 0.41 *
Intensity
= 9.757 in/hr
Tc by User
= 5.00 min
OF Curve
= CWCP IDF.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(0.130 x 0.95) + (1.250 x 0.35)] / 1.380
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Sub DA 6 Pre
Hyd. No. 14 -- 100 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 !' ' ' ' ' ' ' ' ' ' N 0.00
0 1 2 3 4 5 6 7 8 9 10
— Hyd No. 14 Time (min)

Hydraflow Rainfall Report
101
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
63.1541
12.3000
0.8800
--------
2
73.4973
12.6000
0.8709
--------
3
0.0000
0.0000
0.0000
--------
5
0.0000
0.0000
0.0000
--------
10
75.4473
12.3000
0.7987
--------
25
66.5807
11.0000
0.7384
--------
50
0.0000
0.0000
0.0000
--------
100
55.6813
9.2000
0.6564
--------
File name: CWCP IDF.IDF
Intensity = B / (Tc + D)^E
Friday, 09 / 30 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
5.14
4.11
3.44
2.97
2.61
2.34
2.12
1.94
1.79
1.66
1.56
1.46
2
6.05
4.86
4.09
3.53
3.12
2.80
2.54
2.33
2.15
2.00
1.87
1.76
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
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.74
6.32
5.38
4.70
4.19
3.79
3.47
3.20
2.97
2.78
2.62
2.47
25
8.59
7.03
6.01
5.27
4.72
4.29
3.94
3.65
3.41
3.20
3.02
2.86
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
9.76
8.00
6.88
6.08
5.48
5.01
4.63
4.32
4.05
3.82
3.62
3.45
Tc = time in minutes. Values may exceed 60.
al\Projects-External\2021-External\2021-020 Carolina Wildlife Preserve-Lillin ton\Desi n\Calculations\CWCP DDF. c
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
3.02
3.65
0.00
0.00
5.35
6.38
7.21
8.06
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
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

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Sub-DA 5 Pre -Development Model -Pre
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 8.00, 8.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 388.00
Slope (%)
= 10.00
N-Value
= 0.400
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.89
Elev (ft)
390.00
389.50
388.50
387.50
Section
5 10 15 20
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
25 30
Tuesday, Sep 6 2022
= 0.43
= 1.890
= 3.63
= 0.52
= 11.93
= 0.16
= 11.88
= 0.43
Depth (ft)
2.00
1.50
1.00
0.50
1 -0.50
35

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Sub-DA 5 Pre -Development Model -Post
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 8.00, 8.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 388.00
Slope (%)
= 10.00
N-Value
= 0.400
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.18
Elev (ft)
390.00
389.50
388.50
387.50
Section
5 10 15 20
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
25 30
Friday, Sep 30 2022
= 0.71
= 5.181
= 7.58
= 0.68
= 16.45
= 0.28
= 16.36
= 0.72
Depth (ft)
2.00
1.50
1.00
0.50
1 -0.50
35

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Patterson Road Swale -Sub DA 6 10 Year Pre
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 379.00
Slope (%)
= 7.03
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.38
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Sep 6 2022
= 0.53
= 4.380
= 0.84
= 5.20
= 3.35
= 0.67
= 3.18
= 0.95
Elev (ft) Section Depth (ft)
382.00
3.00
381.50
381.00
2.50
2.00
380.50
1.50
380.00
379.50
1.00
0.50
379.00
0.00
'17R tin
-0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Patterson Road Swale -Sub DA 6 10 Year Post
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 379.00
Slope (%)
= 7.03
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.56
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Sep 30 2022
= 0.54
= 4.555
= 0.87
= 5.21
= 3.42
= 0.68
= 3.24
= 0.96
Elev (ft) Section Depth (ft)
382.00
3.00
381.50
381.00
2.50
2.00
380.50
1.50
380.00
379.50
379.00
1.00
0.50
0.00
'17R tin
-0 50
2 4 6
8
Reach (ft)
10 12 14
16

Stormwater Calculations
Pipe Drainage Calculations-10 Year
Storm
Shipman Engineering, PLLC

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Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Sep 15 2022
Culvert 1-HW 103 to 102: 10 Year
Invert Elev Dn (ft)
= 398.20
Calculations
Pipe Length (ft)
= 29.47
Qmin (cfs)
= 1.02
Slope (%)
= 1.26
Qmax (cfs)
= 1.02
Invert Elev Up (ft)
= 398.57
Tailwater Elev (ft)
= Normal
Rise (in)
= 12.0
Shape
= Circular
Highlighted
Span (in)
= 12.0
Qtotal (cfs)
= 1.02
No. Barrels
= 1
Qpipe (cfs)
= 1.02
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.42
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 3.22
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 398.54
HGL Up (ft)
= 398.99
Embankment
Hw Elev (ft)
= 399.17
Top Elevation (ft)
= 401.25
Hw/D (ft)
= 0.60
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 10.00
El- (R)
402.00
401 00
400.00
399.00
398.00
397.00
0
Culvert 1-HW 103 to 102: 10 Year
5 10 15 20 25 30 35 40 45
Circular Culvert HGL Embank
H. Depth jt)
3.43
243
1.43
0.43
-0.57
-1.57
50
Reach (R)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, Sep 15 2022
Culvert 2-HW 101 to 100: 10 Year
Invert Elev Dn (ft)
= 396.50
Calculations
Pipe Length (ft)
= 53.25
Qmin (cfs)
= 1.59
Slope (%)
= 2.82
Qmax (cfs)
= 1.59
Invert Elev Up (ft)
= 398.00
Tailwater Elev (ft)
= Normal
Rise (in)
= 12.0
Shape
= Circular
Highlighted
Span (in)
= 12.0
Qtotal (cfs)
= 1.59
No. Barrels
= 1
Qpipe (cfs)
= 1.59
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.75
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 3.72
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 396.84
HGL Up (ft)
= 398.53
Embankment
Hw Elev (ft)
= 398.78
Top Elevation (ft)
= 400.50
Hw/D (ft)
= 0.78
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 10.00
El- (R)
401.00
400.00
399.00
399.00
397.00
396.00
3%.00
0
Culvert2-HW 101 to 100: 10 Year
H. Depth jt)
3.00
2.00
1.00
0.00
-1.00
-2.00
-3.00
5 10 15 20 25 30 35 40 45 50 55 60 Sri 70 75
• Circular Culvert HGL Embank
Reach (R)

Stormwater Calculations
Pipe Drainage Calculations-25 Year
Storm
Shipman Engineering, PLLC

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Sep 15 2022
Culvert 1-HW 103 to 102: 25 Year
Invert Elev Dn (ft)
= 398.20
Calculations
Pipe Length (ft)
= 29.47
Qmin (cfs)
= 1.13
Slope (%)
= 1.26
Qmax (cfs)
= 1.13
Invert Elev Up (ft)
= 398.57
Tailwater Elev (ft)
= Normal
Rise (in)
= 12.0
Shape
= Circular
Highlighted
Span (in)
= 12.0
Qtotal (cfs)
= 1.13
No. Barrels
= 1
Qpipe (cfs)
= 1.13
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.58
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 3.32
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 398.55
HGL Up (ft)
= 399.02
Embankment
Hw Elev (ft)
= 399.20
Top Elevation (ft)
= 401.25
Hw/D (ft)
= 0.63
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 10.00
El- (R)
402.00
401 00
400.00
399.00
398.00
397.00
0
Culvert 1-HW 103 to 102: 25 Year
5 10 15 20 25 30 35 40 45
Circular Culvert HGL Embank
H. Depth jt)
3.43
243
1.43
0.43
-0.57
-1.57
50
Reach (R)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, Sep 15 2022
Culvert 2-HW 101 to 100: 25 Year
Invert Elev Dn (ft)
= 396.50
Calculations
Pipe Length (ft)
= 53.25
Qmin (cfs)
= 1.76
Slope (%)
= 2.82
Qmax (cfs)
= 1.76
Invert Elev Up (ft)
= 398.00
Tailwater Elev (ft)
= Normal
Rise (in)
= 12.0
Shape
= Circular
Highlighted
Span (in)
= 12.0
Qtotal (cfs)
= 1.76
No. Barrels
= 1
Qpipe (cfs)
= 1.76
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.94
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 3.86
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 396.86
HGL Up (ft)
= 398.56
Embankment
Hw Elev (ft)
= 398.83
Top Elevation (ft)
= 400.50
Hw/D (ft)
= 0.83
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 10.00
El- (R)
401.00
400.00
399.00
399.00
397.00
396.00
3%.00
0
Culvert2-HW 101 to 100:25Year
H. Depth jt)
3.00
2.00
1.00
0.00
-1.00
-2.00
-3.00
5 10 15 20 25 30 35 40 45 50 55 60 Sri 70 75
• Circular Culvert HGL Embank
Reach (R)

Erosion Control Calculations
Skimmer Sediment Basin Calculations
Shipman Engineering, PLLC

Sediment Basin 1
Project: 2021-020
Designed By: WZS
Date: 12/11/2021
Rational Method Peak Flow Determination
Disturbed Area= 1.29 ac
Carolina Wildlife Preserve
Harnett County, NC
Drainage Areas Runoff Coefficients
Pervious Open Space 0.00 Pervious Open Space 0.35
Cleared 1.29 ac. Cleared -Bare Earth 0.50
Impervious 0.00 ac. Impervious 0.95
Gravel 0.00 ac. Gravel 0.85
Total Area 1.29 ac. Weighted Composite Coefficient= 0.50
Note: Maximum allowable drainage area for this sediment riser basin is 100 acres.
Time of Concentration (by Kirpitch Method for small watersheds)
Length of Watershed= �ft. Calculated Tc=min.
Height of Watershed= ft. Assumed Tc= 5.00 min.
Rainfall Intensity
Note: Assume design storm is the 10 year storm per NC Division of Land Quality Requirement
Design Storm 1 2 10 2 Year Intensity= 6.05 in/hr.
g= 1 10 Year Intensity= 7.75 in/hr.
H=
Rational Peak Flows:
2 Year Qp= 3.90 cfs
10 Year Qp= 5.00 dcfs
Curve Number Calculation
Hydraulic Soil Group B
Open Space 61
Cleared 79
Impervious 98
Gravel 85
Composite Curve Number= 79.00
Denth of Runoff fhv Curve Number Methodl
Return Period
P (in.)
2
3.65
10
5.35
Storage, S=
2.66 in.
2 Year Runoff Depth, Q=
1.68 in.
10 Year Runoff Depth, Q=
3.11 lin.
Computed Time to Peak, Tp:
2 Year Tp=
24.21 in.
10 Year Tp=
34.86 imin.
5=1000/CN-10
Q=(P-0.2*S)A2/(P+(0.85)
Tp=43.5*Q*A/Qp

Inflow Hydrographs Project: 2021-020
Designed By: WZS
Date: 12/11 /2021
Sheet 2
2 Year Inflow Hydrograph
Qp= 3.90 cfs
Tp= 24.21 min.
Time (min.)
Qin
0.00
0.00
2.42
0.10
4.84
0.37
7.26
0.80
9.68
1.35
12.10
1.95
14.52
2.55
16.95
3.10
19.37
3.53
21.79
3.81
24.21
3.90
26.63
3.81
29.05
3.53
31.47
3.12
33.89
2.74
36.31
2.41
38.73
2.12
41.15
1.86
43.57
1.63
45.99
1.43
48.41
1.26
50.84
1.10
53.26
0.97
55.68
0.85
58.10
0.75
60.52
0.66
62.94
0.58
65.36
0.51
67.78
0.44
70.20
0.39
72.62
0.34
75.04
0.30
77.46
0.26
79.88
0.23
82.30
0.20
84.73
0.18
87.15
0.16
89.57
0.14
91.99
0.12
94.41
0.11
96.83
0.09
99.25
0.08
101.67
0.07
104.09
0.06
106.51
0.06
108.93
0.05
111.35
0.04
113.77
0.04
116.19
0.03
10 Year Inflow Hydrograph
Qp=
Tp=
5.00 cfs
34.86 imin.
Time (min.)
Qin
0.00
0.00
3.49
0.12
6.97
0.48
10.46
1.03
13.94
1.73
17.43
2.50
20.92
3.27
24.40
3.97
27.89
4.52
31.37
4.88
34.86
5.00
38.34
4.88
41.83
4.52
45.32
4.00
48.80
3.52
52.29
3.09
55.77
2.71
59.26
2.38
62.75
2.09
66.23
1.84
69.72
1.61
73.20
1.41
76.69
1.24
80.18
1.09
83.66
0.96
87.15
0.84
90.63
0.74
94.12
0.65
97.60
0.57
101.09
0.50
104.58
0.44
108.06
0.39
111.55
0.34
115.03
0.30
118.52
0.26
122.01
0.23
125.49
0.20
128.98
0.18
132.46
0.16
135.95
0.14
139.44
0.12
142.92
0.11
146.41
0.09
149.89
0.08
153.38
0.07
156.86
0.06
160.35
0.05
163.84
0.05
167.32
0.04

Inflow Hydrographs
6.00
5.00
4.00
N
3.00 4 2 Year Hydrograph
o f 10 year Hydrograph
LL
2.00
1.00
0.00
0.00 50.00 100.00 150.00 200.00
Time (minutes)
Stage -Storage Relationships
Elevation
Contour Area
Inc. Volume
Accumulated
Volume
Stage
(sf)
(cf)
(cf)
392
1135
0
0
0
393
1493
1314
1314
1
394
1875
1684
2998
2
395
2282
2079
5077
3
Total Volume
5077
6000
5000
4000
w
� 3000
`o
N 2000
1000
0
0
Stage -Storage Function
1 2 3 4
Stage (ft)
Project: 2021-020
Designed By: WZS
Date: 12/11/2021
Sheet 3
Calculated S-S Parameters:
b= 1.2302
Ks= 1314.0000
Assumed S-S Parameters:
U_ 1.2302
Ka= 1314.0000
Sediment Trap Design Parameters
Required Volume-Mlsf
cf
Provided Volume=cf
Required Surface Area=sf
Provided Surface Area-
Stage -Storage
Spillway Elevation: 39a
Volume: 2998 CF
Surface Area: 1 1875 ISF

Skimmer Basin -Trap 1
Okay
1.29 Disturbed Area (Acres)
5 Peak Flow from 10-year Storm (cfs)
2322 Required Volume ft3
1625 Required Surface Area ftZ
28.5 Suggested Width ft
57.0 Suggested Length ft
Trial Top Width at Spillway Invert ft
Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 3.5 feet above grade)
0 Bottom Width ft
0 Bottom Length ft
0 Bottom Area ftZ
0 Actual Volume ft3 Too Small!
0 Actual Surface Area ftZ Too Small!
10 Trial Weir Length ft
0.5 Trial Depth of Flow ft
10.6 Spillway Capacity cfs Okay
2.5 Skimmer Size (inches)
Skimmer Size
0.208 Head on Skimmer (feet)
(Inches)
0.75 Orifice Size (1/4 inch increments)
1.5
3.92 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

Erosion Control Calculations
Rip Rap Outlet Control Calculations
Shipman Engineering, PLLC

Appendices
20
10
0
CTN►tl
4
3
3 5 10 20 5a 10a
Q 200 500 1000
Discharge (ft3laec)
Curves may not be extrapolated.
Figure S.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,w c 0.5 diameter).
Rev. 1 n3 8.06.3

Erosion Control Calculations
Drainage Swale Calculations
Shipman Engineering, PLLC

Project Data
Revisions
Project #
2021-020
No
Date
I Description
Project Name
I CWCP
Date
1 10/18/2022
TEMPORARY LINING CALCULATION
Drainage Swale 1
Peak Discharge Calculation 2 Year Design)
Drainage Area = 0.82 ac
Note: Peak Flow determined from Swale Spreadsheet
QZ = 3.85 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n"R2/3"S1/2, Q=A/V
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 0.50 ft
M= 3
Ditch Slope (S) = 5.91 % -
Permissible Max Velocity (Vp) = 2.00 fps _
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.37 ft
Area (A) = B'd + M'd2 = 0.60
Perimeter (P) = b + 2d'(M2+1).5 = 2.86
R = A/P = 0.21
VpR = V Permiss' R = 0.42
V = Flow Velocity = 6.39 fps
Q = design flow = 3.85 cfs check Q: OK
Check Ditch Velocity for Lining. -
VP = 2.00 fps Vactual>Vallow, Find Temp Lining
Vactual = 6.39 fps
Determine Temporary Liner
Recalculate with Liner.
Liner Material = ECP-2 Perm TRM Tshear
stress= Shear stress =
g'd's
n = O.uza ACF Specifications
g = density of water =
62.4 Ib/ft3
Base Width (B) = 0.50 ft
d = flow depth =
0.43 ft
M = 3
S = channel slope =
5.91 %
Ditch Slope (S) = 5.91 % Tshear
stress= Shear Stress =
1.59
T allow (Td) = 2.60 psf Compare Tshear stress to Td.-
Apply the Following Analysis to Determine Actual "d" and "V"
T allow (Td)
2.60
d = flow depth = 0.43 ft
Tshearstress=
1.59
Area (A) = B'd + M'd2 = 0.77
Perimeter (P) = b + 2d'(M2+1).5 = 3.23
Tshear stress < Td => OK
R = A/P = 0.24
V = Flow Velocity = 4.97 fps
Summary
Q = design flow = 3.85 cfs check Q: OK
Temporary Ditch Liner =
ECP-2 Perm TRM

Project Data
Revisions
Project #
2021-020
No
Date
I Description
Project Name
I CWCP
Date
1 10/18/2022
PERMANENT LINING CALCULATION
Drainage Swale 1
Peak Discharge Calculation 10 Year Design)
Drainage Area = 0.82 ac
Note: Peak Flow determined from swale spreadsheet
Q10 = 4.93 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Permanent Conditions
Apply Manning's Equation: V=1.49/n"R2/3"S1/2, Q=A/V
Ditch Characteristics:
n = 0.030 Grass Lined
Base Width (B) = 0.50 ft
M= 3
Ditch Slope (S) = 5.91 % -
Permissible Max Velocity (Vp) = 4.00 fps _
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.49 ft
Area (A) = B'd + M'd2 = 0.97
Perimeter (P) = b + 2d'(M2+1).5 = 3.61
R = A/P = 0.27
VpR = V Permiss' R = 1.08
V = Flow Velocity = 5.01 fps
Q = design flow = 4.93 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 4.00 fps Vactual>Vallow, Find Perm. Lining
Vactual = 5.01 fps
Determine Permanent Liner
Recalculate with Liner.
Liner Material = ECP-2 Perm TRM Lining
Tshearstress= Shear stress =
g'd's
n = 0.028
g = density of water =
62.4 Ib/ft3
Base Width (B) = 0.50 ft
d = flow depth =
0.48 ft
M = 3
S = channel slope =
5.91 %
Ditch Slope (S) = 5.91 %
Tshearstress= Shear Stress =
1.77
T allow (Td) = 12.00
Compare Tshear stress to Td:
Apply the Following Analysis to Determine Actual "d" and "V"
T allow (Td)
12.00
d = flow depth = 0.48 ft
Tshearstress=
1.77
Area (A) = B'd + M'd2 = 0.93
Perimeter (P) = b + 2d'(M2+1).5 = 3.54
Tshear stress < Td => OK
R = A/P = 0.26
V = Flow Velocity = 5.29 fps
Summary
ECP-2 Perm TRM
Q = design flow = 4.93 cfs check Q: FixQ
Permanent Ditch Liner =
Lining

Project Data
Revisions
Project #
2021-020
No
Date
I Description
Project Name
I CWCP
Date
1 10/18/2022
TEMPORARY LINING CALCULATION
Temporary Diversion 1
Peak Discharge Calculation 2 Year Design)
Drainage Area = 0.445 ac
Note: Peak Flow determined from Swale Spreadsheet
QZ = 0.94 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n"R2/3"S1/2, Q=A/V
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 0.50 ft
M= 3
Ditch Slope (S) = 2.79% —
Permissible Max Velocity (Vp) = 2.00 fps _
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.23 ft
Area (A) = B'd + M'd2 = 0.28
Perimeter (P) = b + 2d'(M2+1).5 = 1.98
R = A/P = 0.14
VpR = V Permiss' R = 0.28
V = Flow Velocity = 3.36 fps
Q = design flow = 0.94 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find Temp Lining
Vactual = 3.36 fps
Determine Temporary Liner
Recalculate with Liner.
Liner Material = ECX-1 Temp Liner Tshear
stress= Shear stress =
g'd's
n = O.uza ACF Specifications
g = density of water =
62.4 Ib/ft3
Base Width (B) = 0.50 ft
d = flow depth =
0.27 ft
M = 3
S = channel slope =
2.79%
Ditch Slope (S) = 2.79% Tshear
stress= Shear Stress =
0.47
T allow (Td) = 1.78 psf Compare Tshear stress to Td.-
Apply the Following Analysis to Determine Actual "d" and "V"
T allow (Td)
1.78
d = flow depth = 0.27 ft
Tshearstress=
0.47
Area (A) = B'd + M'd2 = 0.36
Perimeter (P) = b + 2d'(M2+1).5 = 2.22
Tshear stress < Td => OK
R = A/P = 0.16
V = Flow Velocity = 2.62 fps
Summary
Q = design flow = 0.94 cfs check Q: OK
Temporary Ditch Liner =
ECX-1 Temp Liner

Project Data
Revisions
Project #
2021-020
No
Date
I Description
Project Name
I CWCP
Date
1 10/18/2022
TEMPORARY LINING CALCULATION
Temporary Diversion 2
Peak Discharge Calculation 2 Year Design)
Drainage Area = 0.649 ac
Note: Peak Flow determined from Swale Spreadsheet
QZ = 1.37 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n"R2/3"S1/2, Q=A/V
Ditch Characteristics:
n = 0.02 Bare Earth
Base Width (B) = 0.50 ft
M= 3
Ditch Slope (S) = 1.81 % -
Permissible Max Velocity (Vp) = 2.00 fps _
Apply the Following Analysis to Determine Actual "d" and "V"
d = flow depth = 0.31 ft
Area (A) = B'd + M'd2 = 0.43
Perimeter (P) = b + 2d'(M2+1).5 = 2.44
R = A/P = 0.18
VpR = V Permiss' R = 0.36
V = Flow Velocity = 3.16 fps
Q = design flow = 1.37 cfs check Q: OK
Check Ditch Velocity for Lining:
VP = 2.00 fps Vactual>Vallow, Find Temp Lining
Vactual = 3.16 fps
Determine Temporary Liner
Recalculate with Liner.
Liner Material = ECX-1 Temp Liner Tshear
stress= Shear stress =
g'd's
n = O.uza ACF Specifications
g = density of water =
62.4 Ib/ft3
Base Width (B) = 0.50 ft
d = flow depth =
0.36 ft
M = 3
S = channel slope =
1.81 %
Ditch Slope (S) = 1.81 % Tshear
stress= Shear Stress =
0.40
T allow (Td) = 1.78 psf Compare Tshear stress to Td.-
Apply the Following Analysis to Determine Actual "d" and "V"
T allow (Td)
1.78
d = flow depth = 0.36 ft
Tshearstress=
0.40
Area (A) = B'd + M'd2 = 0.56
Perimeter (P) = b + 2d'(M2+1).5 = 2.75
Tshear stress < Td => OK
R = A/P = 0.20
V = Flow Velocity = 2.46 fps
Summary
Q = design flow = 1.37 cfs check Q: OK
Temporary Ditch Liner =
ECX-1 Temp Liner

C7®� Proud Member and Participant of:
OZEM
�www.eastcoasterosion.com443 Bricker Road Bernville, PA 19506 illIECAApC`bJ ST COAST 1.800.582.4005 +1.610.488.8496 Fax [phone]
erosion control I .. ..
ECP-2TM Polypropylene Turf Reinforcement Mat
The ECP-2' is made with uniformly distributed 100% green polypropylene fiber and two medium weight polypropylene nets securely sewn together with UV
stabilized thread. The tightly compressed blankets are wrapped and include a product label, code and installation guide. The blankets are palletized for easy
transportation. The ECP-2' is a permanent turf reinforcement mat and is suitable for 1:1 slopes and high -flow channels. The ECP-2' meets Type 5.A, 5.13, 5.0 and 5.D
specification requirements established by the Erosion Control Technology Council (ECTC) and Federal Highway Administration's (FHWA) FP-03 Section 713.18.
Green or Tan Polypropylene Fiber N/A
Top: Medium weight 5# PMSF UV Stabilized Polypropylene Black
Middle: None
Bottom: Medium weight 5# PMSF UV Stabilized Polypropylene
Net •. •. Middle Bottom
0.5" x 0.5" N/A 0.5" x 0.5"
UV Stabilized Thread Black
Width: 8 ft 2.4 m
Length: 112.5 ft 34.3 m
Weight:* 75 Ibs 34.0 kg
Area: 100 ydz 83.6 mz
#/Pallet: 9
*Weight at time of manufacturing within specified tolerances.
4.00 ft 1.2 m 16 ft 4.9 m
225 ft 68.6 m 112.5 ft 34.3 m
75 Ibs 34.0 kg 150 Ibs 68.0 kg
100 ydz 83.6 mz 200 ydz 167.2 mz
9 9
Index Value Properties*:
Bench -Scale Testing* (NTPEP***):
Property
Test Method
Typical
Test Method Parameters Results
Mass/Unit Area
ASTM D6566 12.00 oz/ydz
406.9 g/m2
50mm (tin) / hr-30 min SLR**=5.53
Thickness
ASTM D6525 0.40 in
10.16 mm
ECTC Method 2 Rainfall 100mm (4in) / hr-30 min SLR**=5.38
Tensile Strength -MD
ASTM D6818 400 Ib/ft
5.84 kN/m
150mm (6in) / hr-30 min SLR**=5.22
Elongation -MD
ASTM D6818 31 %
ECTC Method 3 Shear Resistance Shear at .50 in soil loss 2.72 lb/ft'
Tensile Strength-TD
ASTM D6818 400 Ib/ft
5.84 kN/m
ECTC Method 4 Germination Top soil; Fescue; 21 day incubation 469 %
Elongation-TD
ASTM D6818 19.0 %
*Bench scale tests should not be used for design purposes.
Light Penetration
ASTM D6567 18 %
**Soil Loss Ratio=Soil Loss Bare Soil/Soil Loss with RECP=1/C-Factor
Density / Specific Gravity
ASTM D792 0.915 g/cm3
***The preceding test data excerpts were reproduced with the permission
Water Absorption
ASTM D1117 0 %
of AASHTO, however, this does not constitute endorsement or approval of
the product, material or device by AASHTO
Resiliency
ASTM D6524 80
UV Resistance
ASTM D4355 82 %
1000 hours
*May differ depending upon raw material variations
Slope
Property
Test Method
Value
Property Test Method Value
C-Factors
ASTM D6459
0.01
Unvegetated Shear Stress ASTM D 6460 2.60 Ibs/ftz 124.49 Pa
Slope Length (L)
<_ 3:1 3:1-2:1
>_ 2:1
Unvegetated Velocity ASTM D 6460 10.0 ft/s 3.05 m/s
< 50 ft (15 m)
0.007 0.012
0.081
Vegetated Shear Stress ASTM D 6460 12.0 Ibs/ftz 574.56 Pa
50 ft - 100 ft
0.017 0.030
0.097
Vegetated Velocity ASTM D 6460 20.0 ft/s 6.19+omik
>100 ft (30 m)
0.028 0.050
0.108
Manning's N (Value Represents aitange) 0.028
* Large -Scale Results obtained
d
by 3 Party GAI Accredited Independent Laboratory
*Large -Scale Results obtained by 3,d PaLL G�AI Accredited Independent
Laboratory
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Proud Member and Participant of:
www.eastcoasterosion.com��co� of
443 Bricker Road Bernville, PA 19506 1ECA A
E ST COAST 1.800.582.4005 +1.610.488.8496 Fax [phone]
erosion control
ECX-1TM Single Net Excelsior Rolled Erosion Control Product
The ECX-1' is made with uniformly distributed 100% Aspen wood excelsior and one polypropylene net securely sewn together with degradable thread. The tightly
compressed blankets are wrapped and include a product label, code and installation guide. The blankets are palletized for easy transportation.
The ECX-1' has functional longevity of approximately 12 months, but will vary depending on soil and climatic conditions, and is suitable for slopes 2:1 to 3:1 and low
to medium flow channels. The ECX-1' meets Type 2.0 specification requirements established by the Erosion Control Technology Council (ECTC) and Federal Highway
Administration's (FHWA) FP-03 Section 713.17.
Aspen Wood Excelsior N/A
Top: Lightweight Photodegradable Polypropylene Green
Middle: None
Bottom: None
0.5" x 0.5" N/A N/A
Degradable Thread
White
Roll Sizes:
Standard
"A" Size
Mega
Width:
8 ft 2.4 m
4.00 ft 1.2 m
16 ft
4.9 m
Length:
112.5 ft 34.3 m
225 ft 68.6 m
112.5 ft
34.3 m
Weight*:
62 Ibs 28.1 kg
62 Ibs 28.1 kg
124 Ibs
56.2 kg
Area:
100 ydz 83.6 mz
100 ydz 83.6 mz
200 ydz
167.2 mz
#/ Pa I I et:
20
9
20
*Weight at time of manufacturing
Property
Test Method
Typical
Mass/Unit Area
ASTM D6475
8.80 oz/ydz 298.4 g/m2
Thickness
ASTM D6525
0.38 in 9.65 mm
Tensile Strength -MD
ASTM D6818
122.00 Ib/ft 1.78 kN/m
Elongation -MD
ASTM D6818
33 %
Tensile Strength-TD
ASTM D6818
86.00 Ib/ft 1.26 kN/m
Elongation-TD
ASTM D6818
33.0 %
Light Penetration
ASTM D6567
36 %
Density / Specific Gravity
ASTM D792
N/A g/cm3
Water Absorption
ASTM D1117
184 %
*May differ depending upon
raw material variations
-.lope
Property
Test Method
Value
C-Factors
ASTM D6459
0.02
Slope Length (L)
<_ 3:1
3:1-2:1
>_ 2:1
< 50 ft (15 m)
0.020
0.155
N/A
50 ft - 100 ft
0.050
0.157
N/A
>100 ft (30 m)
0.070
0.158
N/A
*Large -Scale Results obtained by 3" Party GAI Accredited Independent
Laboratory
Test Method Parameters Results
50mm (tin) / hr-30 min SLR**=3.98
ECTC Method 2 Rainfall 100mm (4in) / hr-30 min SLR**=3.64
150mm (6in) / hr-30 min SLR**=3.33
ECTC Method 3 Shear Resistance Shear at .50 in soil loss 1.72 lb/ft'
ECTC Method 4 Germination Top soil; Fescue; 21 day incubation 519 %
*Bench scale tests should not be used for design purposes.
**Soil Loss Ratio=Soil Loss Bare Soil/Soil Loss with RECP=1/C-Factor
***The preceding test data excerpts were reproduced with the permission
of AASHTO, however, this does not constitute endorsement or approval of
the product, material or device by AASHTO
Property Test Method
Value
Unvegetated Shear Stress ASTM D 6460
1.78
Ibs/ftz 85.23
Pa
Unvegetated Velocity ASTM D 6460
8.5
ft/s 2.59
m/s
Vegetated Shear Stress NA
N/A
Ibs/ftz N/A
Pa
Vegetated Velocity NA
N/A
ft/s N/A
m/s
Manning's N (Value Represents a Range)
0.028
*Large -Scale Results obtained by 3rty GAI Accredited Independent
ONNU
Laboratory