SW3180401_Stormwater Report_20221201

EROSION CONTROL AND STORM
DRAINAGE CALCULATION PACKAGE
THE TOWNS AT AURDREY PARK
XX%I I i u uiii
CARO
-57
oo
i LICENSE NO.: i =
F-1407
Prepared for:
Pulte Home Company, LLC
11121 Carmel Commons Blvd.
Charlotte, NC 28226
[phone]
Prepared by:
ESP Associates, Inc.
3475 Lakemont Blvd
Fort Mill, SC 29708
[phone]
Project Number ER22.400
Original: April 2, 2018
Revised: June 29, 2018
August 17, 2018
August 28, 2018
September 12, 2018
November 23, 2022
k)ESP
EA
038830 _-
2022.11.23 08:17:44-05'00'

Table of Contents
1. Project Narrative & Summary
2. Location & USGS Map
3. Soils Map & Information
4. FEMA Flood Insurance Map
S. Storm Drainage Calculations
A. Storm System B Tabulation Report & Profiles
B. Inlet Capacity Chart / Spread Calculations
6. Extended Dry Detention BMP Calculations
A. Extended Dry Detention BMP Calculations
B. Sand Filter Calculations
C. 1 INCH — 6 HR Analysis: Water Quality Volume
D.10 Year Storm Analysis: Pre & Post Development
E. 25 Year Storm Analysis: Pre & Post Development
F. 50 Year Storm Analysis: Pre & Post Development
7. Sediment Basin Calculations
A. Sediment Basin Skimmer Data
8. Rip Rap Apron Calculations
9. Drainage Map

1.
Project Narrative & Summary

PROJECT NARRATIVE
The project, "The Towns At Audrey Park" is a proposed single-family townhome
development located off of Rea Road Union County, North Carolina. The
existing 20.93-acre site is being developed as a residential community with
private streets and infrastructure. This package details the proposed storm
drainage system and erosion control calculations for the project.
The project site is located in Zone X and Zone AE per FIRM Map for Union
County, North Carolina —Map Numbers 3710445600L with an effective date of
February 19, 2014. The overall existing site consists of woods some of area is
cleared and Six Mile Creek run through the southwest of the property. The site
primarily drains southwest towards a tributary of McBride Branch located at the
southwest portion of the site. McBride Branch borders the southwest side of the
site. Wetlands exist near the creeks bordering the site; however only temporary
impacts are anticipated due to the with the proposed sanitary sewer construction.
The proposed stormwater runoff shall be conveyed through closed storm
drainage systems, discharged into an extended dry detention BMP system. The
proposed extended dry detention BMP system consist forebay, sand filter and
detention. The extended dry detention BMP then discharged through riprap
aprons and vegetative conveyances while maintaining a minimum 30'
undisturbed buffer from the jurisdictional streams and wetlands.
Due to the proposed extended detention BMP system and maintained buffers,
the proposed project is not anticipated to have negative impacts on downstream
or adjacent properties.

2.
Location & USGS Map

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Lighthouse Wexha
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THE TOWNS AT AU RDREY PARK VICINITY MAP SCALE: 1 " = 500'

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Copyright:© 2013 National Geographic 6ociety,.i=cubed
USGS MAP
THE TOWNS AT AURDREY PARK
UNION COUNTY, NC
1 " = 1,000 '

3.
Soils Map & Information

517000
35o 1' 25" N �K
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8
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35o 1' 3" N
517000 517100 517200 517300 517400 517500
Map Scale: 1:4,840 if printed on A landscape (11" x 8.5") sheet
Meters
$ N 0 50 100 200 500
Feet
0 200 400 800 1200
Map projection: Web Mercator Gonercoordinates: WGS84 Edge tics: UTM Zone 17N WGS84
U5DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Mecklenburg County, North Carolina, and Union County, North Carolina
517100 517200 517300 517400 517500 517600 517700
517800 517900
517600 517700 517800 517900
0
8 35o 1' 25" N
r
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3/16/2018
Page 1 of 5

Hydrologic Soil Group —Mecklenburg County, North Carolina, and Union County, North Carolina
(REA ROAD TOWNHOMES)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
A/D
,y
B
B/D
r r
C
N 0
C/D
D
r r
Not rated or not available
Soil Rating
Points
0
A
0
A/D
■
B
■
B/D
0
C
0
C/D
■
D
0
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
.
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Mecklenburg County, North Carolina
Survey Area Data: Version 16, Sep 26, 2017
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 17, Oct 3, 2017
Your area of interest (AOI) includes more than one soil survey
area. These survey areas may have been mapped at different
scales, with a different land use in mind, at different times, or at
different levels of detail. This may result in map unit symbols, soil
properties, and interpretations that do not completely agree
across soil survey area boundaries.
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 14, 2015—Feb 8,
2017
1J5DA Natural Resources Web Soil Survey 3/16/2018
Conservation Service National Cooperative Soil Survey Page 2 of 5

Hydrologic Soil Group —Mecklenburg County, North Carolina, and Union County, North Carolina
(REA ROAD TOWNHOMES)
MAP LEGEND MAP INFORMATION
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
shiftina of map unit boundaries may be evident.
1J5DA Natural Resources Web Soil Survey 3/16/2018
Conservation Service National Cooperative Soil Survey Page 3 of 5

Hydrologic Soil Group —Mecklenburg County, North Carolina, and Union County, North
Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
IrA
Iredell fine sandy loam,
0 to 1 percent slopes
C/D
0.9
1.9%
MO
Monacan loam, 0 to 2
percent slopes,
frequently flooded
B/D
1.3
2.7%
Subtotals for Soil Survey Area
2.3
4.6%
Totals for Area of Interest
60.0
100.0%
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla silt loam, 0 to
B/D
18.0
36.0%
2 percent slopes,
frequently flooded
IrA
Iredell loam, 0 to 3
C/D
25.9
51.7%
percent slopes
McB2
Mecklenburg sandy clay
C
3.9
7.8%
loam, 2 to 8 percent
slopes, moderately
eroded
Subtotals for Soil Survey Area
47.7
96.6%
Totals for Area of Interest
60.0
100.0%
iUSDA Natural Resources Web Soil Survey 3/16/2018
Conservation Service National Cooperative Soil Survey Page 4 of 5

Hydrologic Soil Group —Mecklenburg County, North Carolina, and Union County, North
Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
IJSDA Natural Resources Web Soil Survey 3/16/2018
am Conservation Service National Cooperative Soil Survey Page 5 of 5

4.
FEMA Flood Insurance Maps

National Flood Hazard Layer FI RMette Ou"
Y= FEMA
Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A. V. A99
SPECIAL FLOOD With BFE or Depth
HAZARD AREAS Regulatory Floodway Zone AE, AO, AH, VE, AR
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone
Future Conditions 1% Annual
Chance Flood Hazard zone
�/'I Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. See Notes. zone
FLOOD HAZARD ��� Area with Flood Risk due to Levee zone D
0
0
A
0
ro
N
u,
NO SCREEN Area of Minimal Flood Hazard zone x
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone D
GENERAL - — - - Channel, Culvert, or Storm Sewer
STRUCTURES uuuIIIIIII Levee, Dike, or Floodwall
V Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
o- - - Coastal Transact
,...,,,su.,,w. Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transact Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
❑ Digital Data Available ^N
Q No Digital Data Available
MAP PANELS El Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The base map shown complies with FEMA's base map
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 4/3/2018 at 3:03:05 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: base map imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
0 250 500 1,000 1,500 2,000

5.
Storm Drainage Calculations

Storm System 6
Tabulation Report & Profiles

Project: The Towns At Aurdrey Parks
County/City: Union County Designed By: KK Date: 3/15/2018
State: North Carolina Checked By: MRR Date: 3/15/2018
Stom Structure: I DI#B2
Total Drainage Area to Storm Structure: 0.10 Acres 4,356 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
025
0.00
0.00
Grass
0.30
0.02
0.06
Gravel
0.55
0.00
0.00
Impervious
0.95
0.08
0.78
TOTAL:
-
0.10
0.84
Stom Structure: I DI#B3
Total Drainage Area to Storm Structure: 0.10 Acres 4,356 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
025
0.00
0.00
Grass
0.30
0.02
0.06
Gravel
0.55
0.00
0.00
Impervious
0.95
0.08
0.78
TOTAL:
-
0.10
0.84
Stom Structure: I DI#B4
Total Drainage Area to Storm Structure: 0.10 Acres 4,356 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.01
0.03
Gravel
0.55
0.00
0.00
Impervious
0.95
0.09
0.81
TOTAL:
-
0.10
0.84
Stom Structure: I DI#B5
Total Drainage Area to Storm Structure: 0.16 Acres 6,970 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
025
0.00
0.00
Grass
0.30
0.12
0.37
Gravel
0.55
0.00
0.00
Impervious
0.95
0.04
0.38
TOTAL:
-
0.16
0.75
Stom Structure: I CB#B8
Total Drainage Area to Storm Structure: 0.22 Acres 9,583 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
025
0.00
0.00
Grass
0.30
0.04
0.05
Gravel
0.55
0.00
0.00
Impervious
0.95
0.18
0.78
TOTAL:
-
0.22
0.83
Stom Structure: I CB#B9
Total Drainage Area to Storm Structure: 0.14 Acres 6,098 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.05
0.11
Gravel
0.55
0.00
0.00
Impervious
0.95
0.09
0.61
TOTAL:
-
0.14
0.72
Stom Structure: I CB#B70
Total Drainage Area to Storm Structure: 0.33 Acres 14,375 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
025
0.00
0.00
Grass
0.30
0.05
0.05
Gravel
0.55
0.00
0.00
Impervious
0.95
028
0.81
TOTAL:
-
0.33
0.85

Project: The Towns At Aurdrey Parks
County/City: Union County Designed By: KK Date: 3/15/2018
State: North Carolina Checked By: MRR Date: 3/15/2018
Stom Structure: I DCB#B11
Total Drainage Area to Storm Structure: 0.48 Acres 20,909 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.07
0.04
Gravel
0.55
0.00
0.00
Imperviousl
0.95
1 0.41
0.81
TOTAL:
I -
1 0.48
0.85
Stom Structure: I CB#B7
Total Drainage Area to Storm Structure: 0.10 Acres
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.04
0.12
Gravel
0.55
0.00
0.00
Imperviousl
0.95
1 0.06
0.57
TOTAL:
I -
1 0.10
0.69
Stom Structure: I CB#B12
Total Drainage Area to Storm Structure: 0.04
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.01
0.08
Gravel
0.55
0.00
0.00
Imperviousl
0.95
1 0.03
0.71
TOTAL:
-
0.04
0.79
Stom Structure: I DI#B13
Total Drainage Area to Storm Structure: 0.09
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.05
0.17
Gravel
0.55
0.00
0.00
Imperviousl
0.95
1 0.04
0.42
TOTAL:
I -
1 0.09
0.59
Stom Structure: I DI#B14
Total Drainage Area to Storm Structure: 0.16
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.07
0.13
Gravel
0.55
0.00
0.00
Imperviousl
0.95
1 0.09
0.53
TOTAL:
-
0.16
0.67
Acres
Acres
Acres
4,356 Sq. Ft.
1,742 Sq. Ft.
3,920 Sq. Ft.
6,970 Sq. Ft.

Project: The Towns At Aurdrey Parks
County/City: Union County Designed By: KK Date: 3/15/2018
State: North Carolina Checked By: MRR Date: 3/15/2018
Stom Structure: I DI#B15
Total Drainage Area to Storm Structure: 0.18 Acres 7,841 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.03
0.05
Gravel
0.55
0.00
0.00
I mpervious
0.95
0.15
0.79
TOTAL:
-
0.18
0.84
Stom Structure: I CB#B16
Total Drainage Area to Storm Structure: 0.36
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.05
0.04
Gravell
0.55
1 0.00
0.00
I mpervious
0.95
0.31
0.82
TOTAL:
-
0.36
0.86
Stom Structure: I CB#B17
Total Drainage Area to Storm Structure: 0.34
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.03
0.03
Gravell
0.55
1 0.00
0.00
I mpervious
0.95
0.31
0.87
TOTAL:
-
0.34
0.89
Stom Structure: I CB#B18
Total Drainage Area to Storm Structure: 0.04
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.03
0.23
Gravell
0.55
1 0.00
0.00
I mpervious
0.95
0.01
0.21
TOTAL:
-
0.04
0.44
Acres 15,682 Sq. Ft.
Acres 14,810 Sq. Ft.
Acres 1,742 Sq. Ft.

Project: The Towns At Aurdrey Parks
County/City: Union County Designed By: KK Date: 3/15/2018
State: North Carolina Checked By: MRR Date: 3/15/2018
Stom Structure: I DI#B19
Total Drainage Area to Storm Structure: 0.05 Acres 2,178 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.04
0.24
Gravel
0.55
0.00
0.00
I mpervious
0.95
0.01
0.17
TOTAL:
-
0.05
0.41
Stom Structure: I DI#B20
Total Drainage Area to Storm Structure: 0.15
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.07
0.14
Gravel
0.55
0.00
0.00
I mpervious
0.95
0.08
0.51
TOTAL:
-
0.15
0.65
Stom Structure: I DI#B21
Total Drainage Area to Storm Structure: 0.10
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
0.00
0.00
Woods
0.25
0.00
0.00
Grass
0.30
0.06
0.18
Gravel
0.55
0.00
0.00
I mpervious
0.95
0.04
0.38
TOTAL:
-
0.10
0.56
Acres 6,534 Sq. Ft.
Acres 4,356 Sq. Ft.

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
00
(ft)
00
(ft)
(ft)
00
I
End
9.198
0.10
3.24
0.84
0.08
2.56
0.0
8.2
6.4
16.41
18.06
5.72
24
0.54
582.00
582.05
583.73
583.75
0.00
590.11
132-1311
2
1
99.290
0.18
1.22
0.84
0.15
0.96
5.0
7.8
6.5
6.22
8.07
3.52
18
0.50
582.55
583.05
584.53
584.82
590.11
588.84
1315-132
3
2
102.968
0.36
1.04
0.86
0.31
0.80
5.0
7.2
6.7
5.35
8.08
3.03
18
0.50
583.26
583.78
585.11
585.34
588.84
589.54
1316-1315
4
3
24.340
0.34
0.68
0.89
0.30
0.49
5.0
7.1
6.7
3.30
7.98
3.02
18
0.49
583.96
584.08
585.41
584.77
589.54
589.54
1317-1316
5
4
77.670
0.04
0.34
0.44
0.02
0.19
5.0
6.7
6.8
1.30
4.96
3.31
15
0.50
584.33
584.72
584.77
585.17
589.54
590.09
1318-1317
6
5
102.878
0.05
0.30
0.41
0.02
0.17
5.0
6.2
6.9
1.20
4.93
3.26
15
0.50
586.29
586.80
586.71
587.23
590.09
591.47
1319-1318
7
6
71.874
0.15
0.25
0.65
0.10
0.15
5.0
5.8
7.0
1.08
4.95
3.16
15
0.50
587.00
587.36
587.40
587.77
591.47
590.69
1320-1319
8
7
111.770
0.10
0.10
0.56
0.06
0.06
5.0
5.0
7.2
0.41
4.95
2A0
15
0.50
587.56
588.12
587.80
588.37
590.69
590.85
1321-1320
9
1
38.550
0.10
1.92
0.84
0.08
1.52
5.0
77
6.5
9.94
17.21
3.16
24
0.49
582.05
582.24
584.53
584.59
590.11
589.02
133-132
10
9
69.417
0.10
1.82
0.84
0.08
1.44
5.0
7.3
6.6
9.52
17.40
3.03
24
0.50
582.24
582.59
584.67
584.77
589.02
590.20
134-133
11
10
72.448
0.16
1.72
0.75
0.12
1.35
5.0
6.9
6.7
9.10
17.27
2.90
24
0.50
582.59
582.95
584.84
584.94
590.20
588.82
135-134
12
11
129.714
0.00
1.56
0.00
0.00
1.23
0.0
6.2
6.9
8.53
17.35
2.89
24
0.50
582.95
583.60
585.13
585.26
588.82
589.12
136-135
13
12
21.812
0.10
0.75
0.69
0.07
0.54
5.0
6.1
6.9
3.78
11.43
5.07
18
1.01
585.61
585.83
586.20
586.57
589.12
588.94
137-136
14
13
83729
0.04
0.29
0.79
0.03
0.19
5.0
5.6
7.1
1.35
4.95
3.17
15
0.50
586.08
586.50
586.57
586.96
588.94
589.97
B12-B7
15
14
56.165
0.09
0.25
0.59
0.05
0.16
5.0
5.3
7.1
1.14
4.94
3.21
15
0.50
586.70
586.98
587.11
587.40
589.97
590.19
1313-1312
16
15
60.000
0.16
0.16
0.67
0.11
0.11
5.0
5.0
7.2
0.78
4.95
2.88
15
0.50
587.18
587.48
587.51
587.82
590.19
590.42
1314-1313
17
13
24.333
0.22
0.36
0.83
0.18
0.28
5.0
5.3
7.1
2.03
4.91
3.78
15
0.49
586.08
586.20
586.64
586.77
588.94
588.94
138-137
18
17
50.150
0.14
0.14
0.72
0.10
0.10
5.0
5.0
7.2
0.73
4.94
2.60
15
0.50
586.40
586.65
586.77
586.98
588.94
589.59
139-138
19
12
60.373
0.33
0.81
0.85
0.28
0.69
5.0
5.1
7.2
4.96
8.02
3.90
18
0.50
584.10
584.40
585.41
585.26
589.12
588.94
B10-B6
20
19
24.833
0.48
0.48
0.85
0.41
0.41
5.0
5.0
7.2
2.95
4.87
4.16
15
0.48
584.65
584.77
585.35
585.47
588.94
589.22
1311-1310
Project File: STORM B 8-23-2018.stm
Number of lines: 20
Run Date: 8/28/2018
NOTES:Intensity = 88.24 / (Inlet time + 15.50) 1 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers 02.00

Proj. file: STORM B 8-23-2018.stm
Elev. (ft)
603.00
598.00
583.00
m
a +r
DE DE J Ds
.y
/1�
IMOSCOW
■III-
.�I■■1■��I
I1�1�■1■�i■��■I■11�■I��1��11
I1
�
1 �■
1 ■�
1 ���_;
i�J�■�I�■�
1■■i�N.l�li���ifiifii■ii`�iili■��
.1 1a
588.00
-IF@0.50%
583.00
578.00
100 150 200 250 300 350 400 450 500 550
EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STORM B 8-23-2018.stm
Elev. (ft)
600.00
ra
+
C* LU W
F :.; Z.;
OE
ma"
"i "I
7
WEE
OE .5 0
CA loan
LU * UJ LU
W (4
-E jp; 31; -M �; 3.;
W E.E WE
600.00
596.00
596.00
592.00
588.00
—592.00
588.00
584.00 584.00
I 2*859H -- 15" @ 0,48%
580.00 1 580.00
0 25 50 75 100 125 150 175 200 225
— HGL— EGL Reach (ft)
Storm Sewers

Elev. (ft}
598.00
ap
A m m
CA
Wuiw
E' 7 9
C C
men
m �m�
w�
+� Wuiui
E77
W C C
�Co�
IotaLa
+Q Www
,M E'77
W W C C
im
��
+Q Ww
_M €7
W I C
598.00
595.00
595.00
592.00
592.00
589.00
586.00
589.00
586.00
5 D.15DLf
-15r ® 0.50
583.00
583.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Proj. file: STORM B 8-23-2018.stm
Elev. (ft)
604.00
599.00
584.00
OE J Q C Q C Q
M
m
e � a
J ME C Q E J ci
ON
I-_-Il��i
�I��EI-1-�
• 1 1'�
��i]�■iiiii'ii�1■ii`i�'�i'i'�fi������
M
599.00
589.00
cz 0.50%
584.00
579.00
100 150 200 250 300 350 400 450 500 550 600
EGL Reach (ft)
Storm Sewers

Inlet Capacity Chart / Spread
Calculations

10-YR STORM: SPREAD CALCULATIONS / INLET CAPACITY CHART
PROJECT: The Towns At Aurdrey Park
LOCATION: Union County, NC
RAINFALL INTENSITY 4.00 IN/HR
DESIGNED BY: KK DATE: 3/26/2018
CHECKED BY: MRR DATE:
REFERENCE:
MAXIMUM ALLOWABLE SPREAD FOR VALLEY
CURB AND GUTTER = 7'
STORM SYSTEM B
INLET#
DRAINAGE
AREA
INLET'C'
INLET TYPE
SURFACE'Q'
SLOPE
INLET
BYPASS
Q
To Inlet#
SUB.
TOTAL
LONG.
TRANS.
K
QCAP
SPREAD
DEPTH
REMARKS
CB#B10
0.04
0.79
ON GRADE
0.13
0.13
1.00%
2.08%
21.0
0.23
3.24
0.07
0.00
CB#B4
CB#B5
0.22
0.83
SAG -SINGLE
0.73
0.73
0.00%
2.08%
N/A
N/A
4.83
0.10
0.00
N/A
CB#B4
0.10
0.69
SAG -SINGLE
0.28
0.28
0.00%
2.08%
N/A
N/A
2.53
0.05
0.00
N/A
CB#B6
0.14
0.72
ON GRADE
0.40
0.40
1.00%
2.08%
21.0
0.48
5.00
0.10
0.00
CB#B7
CB#B7
0.33
0.85
SAG -SINGLE
1.12
1.12
0.00%
2.08%
N/A
N/A
6.44
0.13
1 0.00
N/A
DCB#B8
0.48
0.85
SAG -DOUBLE
1.63
1 1.63
1 0.00%
1 2.08%
1 N/A
N/A
6.51
1 0.14
0.00
N/A
STORM
SYSTEM B
CB#B18
0.04
0.44
ON GRADE
0.07
0.07
1 1.00%
2.08%
21.0
1 0.16
2.60
0.05
0.00
CB#B17
CB#B17
0.34
0.89
SAG -SINGLE
1.21
1 1.21
1 0.00%
1 2.08%
1 N/A
I N/A
6.77
1 0.14
0.00
N/A
CB#B16
1 0.36
1 0.86
1 SAG -SINGLE
1 1.24
1 1.24
1 0.00%
1 2.08%
1 N/A
I N/A
1 6.87
1 0.14
1 0.00
1 N/A

6. Extended Dry Detention BM P
Calculations

B. Sand Filter Calculations

ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project The Towns at Audrey Parks By KK
Location Union County, NC Checked MRR
Circle One: Present Developed Pre CN
1. Runoff Curve Number
Date
Date
6/27/2018
6/27/2018
Soil
Hydrologic
Group
Cover Description
(cover type, treatment
and hydrologic condition)
CN*
Area
Acres
Product
of
CN x area
Tbl.
2-2
Fig.
2-3
Fig.
2-4
D
Woods —grass combination (orchard), Fair condition
(IrA,MeB2,ChA)
82
3.640
298.48
* Use only one CN source per line
CN (weighted) total product = 298.48 = 82.0
total area 3.64
2. Runoff
Frequency yr
Rainfall , P (24-hour) in
Runoff, Q in
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Totals = 1 3.640
Use CN= 82
Storm #1 Storm #2
2 10
3.12 4.80
1 1.47 1 2.90
1 298.48
Storm #3
100
6.96
1 4.88
Reference: Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service CMSWS Storm Water Design Manual,
U.S. Department of Agriculture, June 1986 January 2014
ESP Assocates, PA Pre CN
PoBox 7030 The Towns At Audrey Park - Pre & Post-dev CN Calcs
Charlotte NC 28241 8/18/2018

ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project The Towns at Audrey Park
By KK
Date
6/27/2018
Location Union County, NC
Checked MRR
Date
6/27/2018
Circle One: Present Developed Post-Dev. CN
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
D
Residential, 1/8 acre or less (town houses)
(IrA,MeB2,ChA)
92
3.140
288.88
* Use only one CN source per line
Totals =
1 3.140
1 288.88
CN (weighted) total product = 288.88 = 92.0
Use CN= 92
total area 3.14
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.12
4.80
6.96
Runoff, Q in
1 2.27
1 3.89
1 6.02
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service CMSWS Storm Water Design Manual,
U.S. Department of Agriculture, June 1986 January 2014
ESP Assocates, PA Post-Dev. CN
PoBox 7030 The Towns At Audrey Park - Pre & Post-dev CN Calcs
Charlotte NC 28241 8/18/2018

ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project The Towns at Aurdrey Park By KK Date 6/27/2018
Location City of Charlotte, NC Checked MRR Date 612712018
Circle One: Present Developed Extended Dry Detention Pre-Dev
1. SHEET FLOW
SEGMENT ID A to B
1. Surface description (table 3-1)................................. Woods -Light
2. Manning's roughness coefficient, n (table 3-1)............... 0.4
3. Flow length, L (total L <_ 300 ft)...............................ft 200
4. Two-year 24-hour rainfall, P...................................in 3.12
5. Land slope, s.....................................................ft/ft 0.0340
6. Tt = 0.007 (nL)^0.8 Compute Tt ................hr 0.51 + 0.51
P210.5 s10.4
SHALLOW CONCENTRATED FLOW
SEGMENT ID B to C
7. Surface description (paved or unpaved) ...................... Unpaved
8. Flow length, L.......................................................ft 171
9. Watercourse slope, s..........................................ft/ft 0.0130
10. Average velocity, V (figure 3-1) ............................... 1.840
11. Tt = L Compute Tt .............. hri 0.03 + 0.03
3600 V
CHANNEL FLOW
SEGMENT ID
12.
Channel type (Pipe or Open Channel)
13.
Cross sectional flow area, a....................................ft2
14.
Wetted perimeter, pw.........................................ft
15.
Hydraulic radius r = a/pw Compute r ................ft
16.
Channel slope, s..............................................ft/ft
17.
Manning's roughness coefficient, n..............................
18.
V = [1.49 r^(2/3) s^(1/2)] / n Compute V ..............ft/s
19.
Flow length, L...................................................ft
20.
Tt = L Compute Tt ...............hr
+ 0.00
3600 V
21.
Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) Hr = 0.54
Min = 32.4
Reference: Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service CMSWS Storm Water Design Manual,
U.S. Department of Agriculture, June 1986 January 2014
ESP Associates', PA
Po Box 7030
Charlotte NC 28241

ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project The Towns at Aurdrey Park By KK Date 6/27/2018
Location Unio County, NC Checked MRR Date 612712018
Circle One: Present eveloped Extended Dry Detention Post-Dev
1. SHEET FLOW
SEGMENT ID
1. Surface description (table 3-1).................................
2. Manning's roughness coefficient, n (table 3-1)................
3. Flow length, L (total L <_ 300 ft)...............................ft
4. Two-year 24-hour rainfall, P...................................in
5. Land slope, s.....................................................ft/ft
6. Tt = 0.007 (nL)^0.8 Compute Tt.................hr
P210.5 s10.4
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID
7. Surface description (paved or unpaved) ......................
8. Flow length, L.......................................................f
9. Watercourse slope, s..........................................ft/fi
10. Average velocity, V (figure 3-1) ...............................
11. Tt = L Compute Tt ..............hi
3600 V
3. CHANNEL FLOW
SEGMENT ID
12.
Channel type (Pipe or Open Channel)
13.
Cross sectional flow area, a.....................................ft2
14.
Wetted perimeter, pw.........................................ft
15.
Hydraulic radius r = a/pw Compute r.................ft
16.
Channel slope, s..............................................ft/ft
17.
Manning's roughness coefficient, n ..............................
18.
V = [1.49 r^(2/3) s^(1/2)] / n Compute V ..............ft/s
19.
Flow length, L...................................................ft
20.
Tt = L Compute Tt ...............hr
3600 V
21.
Watershed or subarea Tc or Tt (add Tt in steps
6, 11, and 19)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
+ I 1 0.
+ I 1 0.
+ I 1 0.
Hr = o.00
Min = 7.9
Rainfall, P, taken from:
CMSWS Storm Water Design Manual,
January 2014

BMP Sizing Data
XX.XX Required user input data
XX.XX Calculations
Post Developed Basin Data
Drainage Area =
3.140
ac
Impervious % (1)=
82.803
%
Impervious acres =
2.600
ac
Curve Number (CN) =
92.000
Tc =
7.900
minutes
= 0.132 hours
T lag =
4.740
minutes
= 0.079 hours
Water Quality Volume Calculations
Rv = 0.05+0.009(1) =
0.795
WQv = 1.ORvA/12 =
0.208
ac-ft
WQv = 1.ORv =
0.795
inches
Modified CN =
98.047
Pre -Developed Basin Data
Drainage Area =
3.640
ac
Impervious % (1)=
0.000
%
Impervious acres =
0.000
ac
Curve Number (CN) =
82.000
Tc =
32.400
minutes
= 0.540
hours
T lag =
19.440
minutes
= 0.324
hours

Basin ID:
Project Name
Project # :
Extended Dry Detention Basin Worksheet
Extended Dry Detention Pond
The Towns At Aurdrey Park
Designer: KK
Date: 08/13/18
Rev: 08/13/18
Rev: 11 /22/22
Pond Designed For: Standard Efficiency
Minimum Detention Time: 2 Days Min.
Pollutant Removal Rates: 30% TSS 30% TP
Basin Drainage Area Summary
Impervious Area: 2.60 ac
Pervious Area: 0.54 ac
Future Impervious Area:
Total Area: 3.14 ac
Percent BUA: 82.80%
Required Designer Input=
Calculate The Water Quality Volume WQv
WQv Design Rainfall: 1.00-in
Determine the Runoff Coefficient (Rv) for the 1-in rainfall
Rv = 0.05 + 0.9 x (1)
1 = 82.80%
Rv = 0.80
Determine the Water Quality Volume (WQv)
WQ , = Design Rainfall x Rv x Drainage Area
Design Rainfall is 1 Inch
Rv is 0.80
Drainage Area is 3.14 Acres
WQv = (1 x 0.80 x 3.14)/12
WQ„ = 0.208-ac-ft
9,064.11-cf

Calculate the Average Depth and Design Volume of Basin from Proposed Contours
Basin Stage/Storage
Elev.
Forebay
Area
Main Bay
Area
Total Area
Forebay Incr.
Vol.
Forebay
Accumulated
Vol.
Main Bay Incr.
Vol.
Main Bay
Accumulated Vol.
Total
Accumulated Vol.
582.00
3,586.00 sf
495.00 sf
4,081.00 sf
0.00-cf
0.00-cf
0.00-cf
0.00-cf
0.00-cf
583.00
3,733.00 sf
535.00 sf
4,268.00 sf
3,659.50-cf
3,659.50-cf
515.00-cf
515.00-cf
4,174.50-cf
583.01
3,733.00 sf
5,109.00 sf
8,842.00 sf
37.33-cf
3,696.83-cf
28.22-cf
543.22-cf
4,240.05-cf
584.00
3,879.00 sf
5,266.00 sf
9,145.00 sf
3,767.94-cf
7,464.77-cf
5,135.63-cf
5,678.85-cf
13,143.62-cf
585.00
4,027.00 sf
5,424.00 sf
9,451.00 sf
3,953.00-cf
11,417.77-cf
5,345.00-cf
11,023.85-cf
22,441.62-cf
586.00
4,098.00 sf
5,504.00 sf
9,602.00 sf
4,062.50-cf
15,480.27-cf
5,464.00-cf
16,487.85-cf
31,968.12-cf
Min. Forebay Volume Req'd (0.2"/Imp AC): 1,887.60-cf
Forebay Volume Provided: 15,480.27-cf

Riser Rim ELEV. = 585.00
WQv PEAK ELEV.= 583.11
BOTTOM OF DRY POND = 582.00
OUTFLOW PIPE

SAND FILTER CALCULATIONS
PROJECT NAME: The Towns At Aurdrey Park BMP ID: 1 Dry Pond
PROJECT NUMBER: ER22.450
DESIGNER: KK CHECKED BY: MR
DATE: 08/13/18 DATE:
REV.:. DATE:
Drainage Area Characteristics:
Total Drainage Area: 3.14 ac
0.00 ac
Exist./Prop. Impervious Area: 2.60 ac
Future Impervious Area: 0.00 ac
WATER QUALITY VOLUME CALCULATION
BMP ID Pervious Area Impervious Total Imperv. Runoff Coeff. Rainfall Depth Drainage Area Water Quality
Area Fraction IA Rv P (A) Volume (WQv)
1 1 0.54 ac 2.60 ac 3.14 ac 1 0.83 1 0.80 1 1.00 inj 3.14 ac 1 9,064.15 c
Simple Method Water Quality Volume:
R=0.05+0.9xIA
WQ = (P x R x A)/12
Calculate the Water Quality Peak Flow (Qp):
Calculate CN,n
CN,,, = 1,000/(10 + 5P + 10WQ - 10(WQV2 + 1.25WQ p) o.ej
P = Rainfall in inches P: 1.00 in
WQ , (Inches) = P *Rv WQv: 0.80 in 0.208 acre-ft
CN, : 98.05
QP: 0.57 cfs Taken from Pond Modeling Software- See attached routing for
more info.
Page 1

SAND FILTER
SURFACE AREA
BMP ID
Water Quality
Filter Bed
Coeff. of
Avg. Ht of
Design Drain
Req'd Area of
Surface Area
Volume (WQv)
Depth (df)
Permeability
Water Above
Time (tf)
BMP (Af)
Provided
(k)
Filter Bed (hf)
1
9,064.15 cf,
1.50-ft
3.50-ft/day
1.00-ft
2.13 days
731.23-sf,
4,953.78-sfl
Darcy's Law Surface Area Calculation
A f = (WQ j (d r) / [(k) (h f + d f) (t f)]
Sediment Forebay Volume Calculation
Fv = 0.20 * WQv
Fv: 1,812.83 cf Minimum Req'd Volume
Forebay Elev.: 582.00
WQv Elev.: 585.50 Forebay Vol. Provided: 12,384.45 cf 0.284 acre-ft
ForebayVol.Required: 1,812.83 cf
ACCEPTABLE
Page 2
ACCEPTABLE
WQv Provided: 9,907.56 cf
WQVApj Req'd: 9,064.15 cf
ACCEPTABL

Calculate the Stage -Discharge for the Sand Filter
m
E
E E
m >
E O
V_ a)
LO 0)
m
WQ It =Q. =Af (k)(hf+df)l(df)
Af: 4,953.78-sf
Ar: 4,953.78-sf (Provided Surface Area of Filter Bed)
k: 3.5 ft/day (Coeff. Of Permeability)
df: 1.5 ft (Filter Bed Depth)
Elevation (ft)
sand filter (hf)
(ft)
Discharge (cfs)
582.00
0
0.000
583.00
1.00
0.334
584.00
2.00
0.468
585.00
3.00
0.602
586.00
4.00
0.736
Calculate the Underdrain Outflow and Minimum Drawdown
Calculate Minimum Drawdown (Qmin)
Q min = (wQV / to / 86,400 sec/day
Qmin 0.05 cfs
Size Underdrain System for BMP
Calculate Perforation Capacity
2 rows/ft, 10
Pipe Perforations:
10/If
holes/row
Linear Ft of Pipe
268.00
Total Perforations:
2680
50% Perforations:
1340
Dia. of Perforation:
0.375-in
0.031 ft 0.00307-sf
Total Head Above Drain:
2.00-ft
Capacity Per Perforation
0.02-cfs
ca(2gh)05 c = 0.62
Total Capacity:
28.93-cfs
ACCEPTABLE
Page 3

THE TOWNS AT AURDREY PARK
CONCRETE ANCHOR BUOYANCY CALCULATIONS
Unit wt. of concrete (pcf) _
Unit wt. of HZO =
TOP OF RISER ELEV. _
INV. OUT OF RISER ELEV. _
INT. WIDTH OF RISER =
INT. LENGTH OF RISER =
WALL THICK. OF RISER =
BASE THICK. OF RISER =
VOL. OF RISER =
BUOYANTFORCE=
VOL. CONC. IN RISER =
SINKING FORCE OF RISER =
CONC. PAD THICKNESS =
CONC. PAD WIDTH/LENGTH =
VOL. OF CONC. PAD =
SINKING FORCE OF PAD =
TOTAL SINKING FORCE =
Extended Dry Detention BMP
CONCRETE BASE
150
1 b/ft3
62.4
1 b/ft3
585.00
ft
579.50
ft
48
i n
48
i n
6
in
6
in
150.0
ft3
9360.0
Ibs Vol. of Riser x Unit wt. of HZO
62 ft3
5431.2 Ibs Vol. of Conc. x (Unit wt. of Conc. - Unit wt. of HZO)
18 in
8 ft
96.00 ft3 L x W x H/ Pad Thickness
8409.6 Ibs Vol. of Pad x (Unit wt. of Conc. - Unit wt. of HZO)
13840.8 Ibs
Factor of safety = SINKING FORCE
BUOYANT FORCE
F.S. = 1.48 OK I F.S. MUST BE GREATER THAN 1.10

C. 1 INCH — 6 HR Analysis: Water
Quality Volume

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 11 / 22 / 2022
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 0.321 cfs
Storm frequency
= 1 yrs
Time to peak
= 3.60 hrs
Time interval
= 2 min
Hyd. volume
= 1,525 cuft
Drainage area
= 3.640 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 32.40 min
Total precip.
= 1.00 in
Distribution
= Custom
Storm duration
= VAER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
* Composite (Area/CN) = [(1.710 x 55) + (1.140 x 70) + (1.720 x 58) + (1.140 x 71)] / 3.640
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
PRE -DEVELOPMENT
Hyd. No. 1 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
- Hyd No. 1 Time (hrs)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 11 / 22 / 2022
Hyd. No. 2
POST -DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 2.232 cfs
Storm frequency
= 1 yrs
Time to peak
= 3.13 hrs
Time interval
= 2 min
Hyd. volume
= 4,587 cuft
Drainage area
= 3.140 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.90 min
Total precip.
= 1.00 in
Distribution
= Custom
Storm duration
= VAER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
* Composite (Area/CN) = [(2.910 x 98) + (0.550 x 55) + (0.670 x 61) + (0.440 x 74) + (0.830 x 70)] / 3.140
Q (cfs)
3.00
rM
1.00
POST -DEVELOPMENT
Hyd. No. 2 -- 1 Year
0.00 1 1 1 .01 1 1 1 1
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 2
Q (cfs)
3.00
2.00
1.00
1 0.00
7.0
Time (hrs)

Hydrograph
Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 3
POST-DEV ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 0.265 cfs
Storm frequency
= 1 yrs
Time to peak
= 4.07 hrs
Time interval
= 2 min
Hyd. volume
= 4,577 cuft
Inflow hyd. No.
= 2 - POST -DEVELOPMENT
Max. Elevation
= 582.66 ft
Reservoir name
= EXTENDED DRY POND
Max. Storage
= 2,759 cuft
Storage Indication method used
Q (cfs)
3.00
r M
1.00
POST-DEV ROUTED
Hyd. No. 3 -- 1 Year
2.0 4.0 6.0 8.0
Hyd No. 3 — Hyd No. 2
10.0 12.0 14.0 16.0 18.0
Total storage used = 2,759 cuft
Q (cfs)
3.00
2.00
1.00
---� 0.00
20.0
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 11 / 22 / 2022
Hyd. No. 4
1 inch WQ PEAK
Hydrograph type
= SCS Runoff
Peak discharge
= 4.478 cfs
Storm frequency
= 1 yrs
Time to peak
= 3.10 hrs
Time interval
= 2 min
Hyd. volume
= 8,451 cuft
Drainage area
= 3.140 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.00 in
Distribution
= Custom
Storm duration
= V:\ER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
Q (cfs)
5.00
4.00
3.00
r 11
1.00
0.00 ' 1
0.0 1.0
— Hyd No. 4
1 inch WQ PEAK
Hyd. No. 4 -- 1 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
7.0
Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 5
WQv Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.623 cfs
Storm frequency
= 1 yrs
Time to peak
= 3.57 hrs
Time interval
= 2 min
Hyd. volume
= 8,441 cuft
Inflow hyd. No.
= 4 - 1 inch WQ PEAK
Max. Elevation
= 583.11 ft
Reservoir name
= EXTENDED DRY POND
Max. Storage
= 5,151 cuft
Storage Indication method used.
WQv Routed
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Time (hrs)
— Hyd No. 5 Hyd No. 4 Total storage used = 5,151 cult

D. 10 Year Storm Analysis: Pre & Post
Development

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 11 / 22 / 2022
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 7.462 cfs
Storm frequency
= 10 yrs
Time to peak
= 204 min
Time interval
= 2 min
Hyd. volume
= 26,299 cuft
Drainage area
= 3.640 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 32.40 min
Total precip.
= 3.72 in
Distribution
= Custom
Storm duration
= VAER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
* Composite (Area/CN) = [(1.710 x 55) + (1.140 x 70) + (1.720 x 58) + (1.140 x 71)] / 3.640
Q (cfs)
8.00
.M
4.00
rM
0.00
0 60
— Hyd No. 1
PRE -DEVELOPMENT
Hyd. No. 1 -- 10 Year
120 180 240 300 360
Q (cfs)
8.00
m
4.00
2.00
--1 0.00
420
Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 2
POST -DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 15.39 cfs
Storm frequency
= 10 yrs
Time to peak
= 188 min
Time interval
= 2 min
Hyd. volume
= 32,459 cuft
Drainage area
= 3.140 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.90 min
Total precip.
= 3.72 in
Distribution
= Custom
Storm duration
= VAER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
* Composite (Area/CN) = [(2.910 x 98) + (0.550 x 55) + (0.670 x 61) + (0.440 x 74) + (0.830 x 70)] / 3.140
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
0.00
0 60
Hyd No. 2
POST -DEVELOPMENT
Hyd. No. 2 -- 10 Year
120 180 240 300 360
Q (cfs)
18.00
15.00
12.00
m
m
3.00
1 0.00
420
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 3
POST-DEV ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 3.391 cfs
Storm frequency
= 10 yrs
Time to peak
= 210 min
Time interval
= 2 min
Hyd. volume
= 32,449 cuft
Inflow hyd. No.
= 2 - POST -DEVELOPMENT
Max. Elevation
= 584.70 ft
Reservoir name
= EXTENDED DRY POND
Max. Storage
= 19,654 cuft
Storage Indication method used.
POST-DEV ROUTED
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080
Time (min)
Hyd No. 3 — Hyd No. 2 Total storage used = 19,654 cult

Pond Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Pond No. 1 - EXTENDED DRY POND
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 582.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
582.00
1.00
583.00
1.01
583.01
2.00
584.00
3.00
585.00
4.00
586.00
Contour area (sqft)
4,081
4,268
8,842
9,145
9,451
9,602
Incr. Storage (cuft)
0
4,174
64
8,902
9,297
9,525
Total storage (cuft)
0
4,174
4,238
13,140
22,437
31,962
Tuesday, 11 / 22 / 2022
Culvert / Orifice Structures
[A]
Rise (in) = 18.00
Span (in) = 18.00
No. Barrels = 1
Invert El. (ft) = 579.50
Length (ft) = 20.00
Slope (%) = 0.50
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B] [C] [PrfRsr]
6.00 Inactive Inactive
48.00 0.00 0.00
2 0 0
584.50 0.00 0.00
0.00 0.00 0.00
0.00 0.00 n/a
.013 .013 n/a
0.60 0.60 0.60
Yes No No
Weir Structures
[A] [B]
Crest Len (ft) = 16.00 Inactive
Crest El. (ft) = 585.00 584.20
Weir Coeff. = 3.33 3.33
Weir Type = 1 Rect
Multi -Stage = Yes Yes
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
20.00 Inactive
586.00 0.00
3.33 3.33
Ciplti ---
No No
Note: Culvert/Orifice
outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge
Table
Stage
Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0
582.00
0.00
0.00 ---
--- 0.00
0.00
0.00
---
--- ---
0.000
0.10
417
582.10
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.040
0.040
0.20
835
582.20
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.080
0.080
0.30
1,252
582.30
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.120
0.120
0.40
1,669
582.40
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.160
0.160
0.50
2,087
582.50
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.200
0.200
0.60
2,504
582.60
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.241
0.241
0.70
2,922
582.70
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.281
0.281
0.80
3,339
582.80
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.321
0.321
0.90
3,756
582.90
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.361
0.361
1.00
4,174
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.401
0.401
1.00
4,180
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.421
0.421
1.00
4,187
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.441
0.441
1.00
4,193
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.461
0.461
1.00
4,199
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.481
0.481
1.00
4,206
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.502
0.502
1.01
4,212
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.522
0.522
1.01
4,219
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.542
0.542
1.01
4,225
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.562
0.562
1.01
4,231
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.582
0.582
1.01
4,238
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.602
0.602
1.11
5,128
583.11
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.622
0.622
1.21
6,018
583.21
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.642
0.642
1.31
6,909
583.31
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.662
0.662
1.41
7,799
583.41
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.682
0.682
1.50
8,689
583.51
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.702
0.702
1.60
9,579
583.60
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.723
0.723
1.70
10,469
583.70
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.743
0.743
1.80
11,360
583.80
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.763
0.763
1.90
12,250
583.90
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.783
0.783
2.00
13,140
584.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.803
0.803
2.10
14,070
584.10
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.823
0.823
2.20
14,999
584.20
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.843
0.843
2.30
15,929
584.30
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.863
0.863
2.40
16,859
584.40
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.883
0.883
2.50
17,788
584.50
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.903
0.903
2.60
18,718
584.60
10.90 oc
0.86 is ---
--- 0.00
0.00
0.00
---
--- 0.923
1.782
Continues on next page...

5
EXTENDED DRY POND
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs cfs
cfs
cfs
2.70
19,648
584.70
10.90 oc
2.43 is
---
---
0.00
0.00
0.00
--- ---
0.943
3.376
2.80
20,577
584.80
10.90 oc
4.47 is
---
---
0.00
0.00
0.00
--- ---
0.963
5.434
2.90
21,507
584.90
10.90 oc
6.88 is
---
---
0.00
0.00
0.00
--- ---
0.983
7.868
3.00
22,437
585.00
10.90 oc
9.63 is
---
---
0.00
0.00
0.00
--- ---
1.003
10.63
3.10
23,389
585.10
13.08 is
11.39 is
---
---
1.68
0.00
0.00
--- ---
---
13.08
3.20
24,342
585.20
17.68 is
12.92 is
---
---
4.76
0.00
0.00
--- ---
---
17.68
3.30
25,294
585.30
18.60 is
9.97 is
---
---
8.63 s
0.00
0.00
--- ---
---
18.60
3.40
26,247
585.40
18.98 is
8.06 is
---
---
10.91 s
0.00
0.00
--- ---
---
18.97
3.50
27,200
585.50
19.26 is
6.76 is
---
---
12.51 s
0.00
0.00
--- ---
---
19.26
3.60
28,152
585.60
19.51 is
5.78 is
---
---
13.73 s
0.00
0.00
--- ---
---
19.51
3.70
29,105
585.70
19.74 is
5.02 is
---
---
14.71 s
0.00
0.00
--- ---
---
19.73
3.80
30,057
585.80
19.95 is
4.42 is
---
---
15.52 s
0.00
0.00
--- ---
---
19.94
3.90
31,010
585.90
20.15 is
3.93 is
---
---
16.21 s
0.00
0.00
--- ---
---
20.13
4.00
31,962
586.00
20.34 is
3.53 is
---
---
16.80 s
0.00
0.00
--- ---
---
20.33
... End

E. 25 Year Storm Analysis: Pre & Post
Development

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 9.631 cfs
Storm frequency
= 25 yrs
Time to peak
= 204 min
Time interval
= 2 min
Hyd. volume
= 33,862 cuft
Drainage area
= 3.640 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 32.40 min
Total precip.
= 4.38 in
Distribution
= Custom
Storm duration
= VAER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
* Composite (Area/CN) = [(1.710 x 55) + (1.140 x 70) + (1.720 x 58) + (1.140 x 71)] / 3.640
Q (cfs)
10.00
4.00
e
60 120
Hyd No. 1
PRE -DEVELOPMENT
Hyd. No. 1 -- 25 Year
180 240 300 360
Q (cfs)
10.00
We
4.00
2.00
--1 0.00
420
Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 2
POST -DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 18.62 cfs
Storm frequency
= 25 yrs
Time to peak
= 188 min
Time interval
= 2 min
Hyd. volume
= 39,728 cuft
Drainage area
= 3.140 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.90 min
Total precip.
= 4.38 in
Distribution
= Custom
Storm duration
= VAER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
* Composite (Area/CN) = [(2.910 x 98) + (0.550 x 55) + (0.670 x 61) + (0.440 x 74) + (0.830 x 70)] / 3.140
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 60
— Hyd No. 2
POST -DEVELOPMENT
Hyd. No. 2 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
120 180 240 300 360 420
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 3
POST-DEV ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 7.433 cfs
Storm frequency
= 25 yrs
Time to peak
= 200 min
Time interval
= 2 min
Hyd. volume
= 39,718 cuft
Inflow hyd. No.
= 2 - POST -DEVELOPMENT
Max. Elevation
= 584.88 ft
Reservoir name
= EXTENDED DRY POND
Max. Storage
= 21,341 cuft
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 120
— Hyd No. 3
POST-DEV ROUTED
Hyd. No. 3 -- 25 Year Q (cfs)
240 360
— Hyd No. 2
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
480 600 720 840 960
Time (min)
Total storage used = 21,341 cult

Pond Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Pond No. 1 - EXTENDED DRY POND
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 582.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
582.00
1.00
583.00
1.01
583.01
2.00
584.00
3.00
585.00
4.00
586.00
Contour area (sqft)
4,081
4,268
8,842
9,145
9,451
9,602
Incr. Storage (cuft)
0
4,174
64
8,902
9,297
9,525
Total storage (cuft)
0
4,174
4,238
13,140
22,437
31,962
Tuesday, 11 / 22 / 2022
Culvert / Orifice Structures
[A]
Rise (in) = 18.00
Span (in) = 18.00
No. Barrels = 1
Invert El. (ft) = 579.50
Length (ft) = 20.00
Slope (%) = 0.50
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B] [C] [PrfRsr]
6.00 Inactive Inactive
48.00 0.00 0.00
2 0 0
584.50 0.00 0.00
0.00 0.00 0.00
0.00 0.00 n/a
.013 .013 n/a
0.60 0.60 0.60
Yes No No
Weir Structures
[A] [B]
Crest Len (ft) = 16.00 Inactive
Crest El. (ft) = 585.00 584.20
Weir Coeff. = 3.33 3.33
Weir Type = 1 Rect
Multi -Stage = Yes Yes
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
20.00 Inactive
586.00 0.00
3.33 3.33
Ciplti ---
No No
Note: Culvert/Orifice
outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge
Table
Stage
Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0
582.00
0.00
0.00 ---
--- 0.00
0.00
0.00
---
--- ---
0.000
0.10
417
582.10
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.040
0.040
0.20
835
582.20
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.080
0.080
0.30
1,252
582.30
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.120
0.120
0.40
1,669
582.40
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.160
0.160
0.50
2,087
582.50
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.200
0.200
0.60
2,504
582.60
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.241
0.241
0.70
2,922
582.70
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.281
0.281
0.80
3,339
582.80
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.321
0.321
0.90
3,756
582.90
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.361
0.361
1.00
4,174
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.401
0.401
1.00
4,180
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.421
0.421
1.00
4,187
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.441
0.441
1.00
4,193
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.461
0.461
1.00
4,199
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.481
0.481
1.00
4,206
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.502
0.502
1.01
4,212
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.522
0.522
1.01
4,219
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.542
0.542
1.01
4,225
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.562
0.562
1.01
4,231
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.582
0.582
1.01
4,238
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.602
0.602
1.11
5,128
583.11
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.622
0.622
1.21
6,018
583.21
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.642
0.642
1.31
6,909
583.31
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.662
0.662
1.41
7,799
583.41
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.682
0.682
1.50
8,689
583.51
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.702
0.702
1.60
9,579
583.60
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.723
0.723
1.70
10,469
583.70
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.743
0.743
1.80
11,360
583.80
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.763
0.763
1.90
12,250
583.90
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.783
0.783
2.00
13,140
584.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.803
0.803
2.10
14,070
584.10
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.823
0.823
2.20
14,999
584.20
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.843
0.843
2.30
15,929
584.30
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.863
0.863
2.40
16,859
584.40
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.883
0.883
2.50
17,788
584.50
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.903
0.903
2.60
18,718
584.60
10.90 oc
0.86 is ---
--- 0.00
0.00
0.00
---
--- 0.923
1.782
Continues on next page...

5
EXTENDED DRY POND
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs cfs
cfs
cfs
2.70
19,648
584.70
10.90 oc
2.43 is
---
---
0.00
0.00
0.00
--- ---
0.943
3.376
2.80
20,577
584.80
10.90 oc
4.47 is
---
---
0.00
0.00
0.00
--- ---
0.963
5.434
2.90
21,507
584.90
10.90 oc
6.88 is
---
---
0.00
0.00
0.00
--- ---
0.983
7.868
3.00
22,437
585.00
10.90 oc
9.63 is
---
---
0.00
0.00
0.00
--- ---
1.003
10.63
3.10
23,389
585.10
13.08 is
11.39 is
---
---
1.68
0.00
0.00
--- ---
---
13.08
3.20
24,342
585.20
17.68 is
12.92 is
---
---
4.76
0.00
0.00
--- ---
---
17.68
3.30
25,294
585.30
18.60 is
9.97 is
---
---
8.63 s
0.00
0.00
--- ---
---
18.60
3.40
26,247
585.40
18.98 is
8.06 is
---
---
10.91 s
0.00
0.00
--- ---
---
18.97
3.50
27,200
585.50
19.26 is
6.76 is
---
---
12.51 s
0.00
0.00
--- ---
---
19.26
3.60
28,152
585.60
19.51 is
5.78 is
---
---
13.73 s
0.00
0.00
--- ---
---
19.51
3.70
29,105
585.70
19.74 is
5.02 is
---
---
14.71 s
0.00
0.00
--- ---
---
19.73
3.80
30,057
585.80
19.95 is
4.42 is
---
---
15.52 s
0.00
0.00
--- ---
---
19.94
3.90
31,010
585.90
20.15 is
3.93 is
---
---
16.21 s
0.00
0.00
--- ---
---
20.13
4.00
31,962
586.00
20.34 is
3.53 is
---
---
16.80 s
0.00
0.00
--- ---
---
20.33
... End

R 50 Year Storm Analysis: Pre & Post
Development

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 11.44 cfs
Storm frequency
= 50 yrs
Time to peak
= 204 min
Time interval
= 2 min
Hyd. volume
= 40,237 cuft
Drainage area
= 3.640 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 32.40 min
Total precip.
= 4.92 in
Distribution
= Custom
Storm duration
= VAER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
* Composite (Area/CN) = [(1.710 x 55) + (1.140 x 70) + (1.720 x 58) + (1.140 x 71)] / 3.640
Q (cfs)
12.00
10.00
:1M
.M
4.00
rM
0.00
0 60
Hyd No. 1
PRE -DEVELOPMENT
Hyd. No. 1 -- 50 Year
120 180 240 300 360
Q (cfs)
12.00
10.00
m
m
4.00
2.00
--1 0.00
420
Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 2
POST -DEVELOPMENT
Hydrograph type
= SCS Runoff
Peak discharge
= 21.26 cfs
Storm frequency
= 50 yrs
Time to peak
= 188 min
Time interval
= 2 min
Hyd. volume
= 45,720 cuft
Drainage area
= 3.140 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.90 min
Total precip.
= 4.92 in
Distribution
= Custom
Storm duration
= VAER22.400
- Rea Road Towr$kwgesKE�Atuulations\WateMuality\Extended Dry C
* Composite (Area/CN) = [(2.910 x 98) + (0.550 x 55) + (0.670 x 61) + (0.440 x 74) + (0.830 x 70)] / 3.140
Q (cfs)
24.00
20.00
16.00
12.00
:1M
4.00
0.00 ' �-
0 60
— Hyd No. 2
POST -DEVELOPMENT
Hyd. No. 2 -- 50 Year
120 180 240 300 360
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
1 0.00
420
Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Tuesday, 11 / 22 / 2022
Hyd. No. 3
POST-DEV ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 11.17 cfs
Storm frequency
= 50 yrs
Time to peak
= 196 min
Time interval
= 2 min
Hyd. volume
= 45,710 cuft
Inflow hyd. No.
= 2 - POST -DEVELOPMENT
Max. Elevation
= 585.02 ft
Reservoir name
= EXTENDED DRY POND
Max. Storage
= 22,648 cuft
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00
0 120
— Hyd No. 3
POST-DEV ROUTED
Hyd. No. 3 -- 50 Year
240 360 480 600 720 840
Hyd No. 2 Total storage used = 22,648 cuft
Q (cfs)
24.00
0 �1
16.00
12.00
M
4.00
0.00
960
Time (min)

Pond Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Pond No. 1 - EXTENDED DRY POND
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 582.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
582.00
1.00
583.00
1.01
583.01
2.00
584.00
3.00
585.00
4.00
586.00
Contour area (sqft)
4,081
4,268
8,842
9,145
9,451
9,602
Incr. Storage (cuft)
0
4,174
64
8,902
9,297
9,525
Total storage (cuft)
0
4,174
4,238
13,140
22,437
31,962
Tuesday, 11 / 22 / 2022
Culvert / Orifice Structures
[A]
Rise (in) = 18.00
Span (in) = 18.00
No. Barrels = 1
Invert El. (ft) = 579.50
Length (ft) = 20.00
Slope (%) = 0.50
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B] [C] [PrfRsr]
6.00 Inactive Inactive
48.00 0.00 0.00
2 0 0
584.50 0.00 0.00
0.00 0.00 0.00
0.00 0.00 n/a
.013 .013 n/a
0.60 0.60 0.60
Yes No No
Weir Structures
[A] [B]
Crest Len (ft) = 16.00 Inactive
Crest El. (ft) = 585.00 584.20
Weir Coeff. = 3.33 3.33
Weir Type = 1 Rect
Multi -Stage = Yes Yes
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
20.00 Inactive
586.00 0.00
3.33 3.33
Ciplti ---
No No
Note: Culvert/Orifice
outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge
Table
Stage
Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0
582.00
0.00
0.00 ---
--- 0.00
0.00
0.00
---
--- ---
0.000
0.10
417
582.10
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.040
0.040
0.20
835
582.20
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.080
0.080
0.30
1,252
582.30
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.120
0.120
0.40
1,669
582.40
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.160
0.160
0.50
2,087
582.50
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.200
0.200
0.60
2,504
582.60
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.241
0.241
0.70
2,922
582.70
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.281
0.281
0.80
3,339
582.80
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.321
0.321
0.90
3,756
582.90
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.361
0.361
1.00
4,174
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.401
0.401
1.00
4,180
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.421
0.421
1.00
4,187
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.441
0.441
1.00
4,193
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.461
0.461
1.00
4,199
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.481
0.481
1.00
4,206
583.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.502
0.502
1.01
4,212
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.522
0.522
1.01
4,219
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.542
0.542
1.01
4,225
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.562
0.562
1.01
4,231
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.582
0.582
1.01
4,238
583.01
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.602
0.602
1.11
5,128
583.11
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.622
0.622
1.21
6,018
583.21
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.642
0.642
1.31
6,909
583.31
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.662
0.662
1.41
7,799
583.41
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.682
0.682
1.50
8,689
583.51
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.702
0.702
1.60
9,579
583.60
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.723
0.723
1.70
10,469
583.70
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.743
0.743
1.80
11,360
583.80
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.763
0.763
1.90
12,250
583.90
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.783
0.783
2.00
13,140
584.00
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.803
0.803
2.10
14,070
584.10
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.823
0.823
2.20
14,999
584.20
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.843
0.843
2.30
15,929
584.30
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.863
0.863
2.40
16,859
584.40
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.883
0.883
2.50
17,788
584.50
10.90 oc
0.00 ---
--- 0.00
0.00
0.00
---
--- 0.903
0.903
2.60
18,718
584.60
10.90 oc
0.86 is ---
--- 0.00
0.00
0.00
---
--- 0.923
1.782
Continues on next page...

5
EXTENDED DRY POND
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs cfs
cfs
cfs
2.70
19,648
584.70
10.90 oc
2.43 is
---
---
0.00
0.00
0.00
--- ---
0.943
3.376
2.80
20,577
584.80
10.90 oc
4.47 is
---
---
0.00
0.00
0.00
--- ---
0.963
5.434
2.90
21,507
584.90
10.90 oc
6.88 is
---
---
0.00
0.00
0.00
--- ---
0.983
7.868
3.00
22,437
585.00
10.90 oc
9.63 is
---
---
0.00
0.00
0.00
--- ---
1.003
10.63
3.10
23,389
585.10
13.08 is
11.39 is
---
---
1.68
0.00
0.00
--- ---
---
13.08
3.20
24,342
585.20
17.68 is
12.92 is
---
---
4.76
0.00
0.00
--- ---
---
17.68
3.30
25,294
585.30
18.60 is
9.97 is
---
---
8.63 s
0.00
0.00
--- ---
---
18.60
3.40
26,247
585.40
18.98 is
8.06 is
---
---
10.91 s
0.00
0.00
--- ---
---
18.97
3.50
27,200
585.50
19.26 is
6.76 is
---
---
12.51 s
0.00
0.00
--- ---
---
19.26
3.60
28,152
585.60
19.51 is
5.78 is
---
---
13.73 s
0.00
0.00
--- ---
---
19.51
3.70
29,105
585.70
19.74 is
5.02 is
---
---
14.71 s
0.00
0.00
--- ---
---
19.73
3.80
30,057
585.80
19.95 is
4.42 is
---
---
15.52 s
0.00
0.00
--- ---
---
19.94
3.90
31,010
585.90
20.15 is
3.93 is
---
---
16.21 s
0.00
0.00
--- ---
---
20.13
4.00
31,962
586.00
20.34 is
3.53 is
---
---
16.80 s
0.00
0.00
--- ---
---
20.33
... End

7. Sediment Basin Calculations

Sediment Basin Skimmer Data

Project: The Towns At Aurdrey Park
County/City: Union Designed By: KK Date: 3/20/2018
State: North Carolina Checked By: MRR Date: 3/20/2018
Sediment Basin: I SB-1 (Phase 1) Erosion Control Phase
Total Drainage Area to Basin: 3.63 Acres
Potential Max. Disturbed Area to Basin: 3.63 Acres
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
3.63
0.60
Woods
0.25
0.00
0.00
Grass
0.30
0.00
0.00
Gravel
0.55
1 0.00
0.00
I mpervious
0.95
0.00
0.00
TOTAL:
-
3.63
0.60
Minimum Volume Requirement:
Peak Inflows:
Minimum Volume =
Minimum Volume =
Volume Provided =
1800 ft3/disturbed acre
6,534 ft3
9,507 ft3
0
158,123 Sq. Ft.
158,123 Sq. Ft.
Time of Concentration = 5.0 min.
2-Year rainfall intensity = 5.88 in/hr
10-Year rainfall intensity = 7.52 in/hr
Runoff Coefficient (C) = 0.60
Q2 = 12.81 cfs (Calculated by Rational Method)
QUO= 16.38 cfs (Calculated by Rational Method)
Minimum Basin Surface Area:
Minimum Surface Area = 325 sf/cfs (10-year, 24 hour storm peak inflow)
Minimum Surface Area=W5,323
Surface Area Provided = 5,612 sf
Elevation
(FT)
Area (SF)
Incremental
Volume(CF)
Cumulative
Volume(CF)
581.00
33908
0
0
582.00
4,747
4,328
4,328
583.00
53612
5,180
9,507
584.00
63502
6,057
15,564
585.00
7,416
6,959
22,523
586.00
83356
7,886
30,409
CA(2gH)o.s = Q
Emergency Spillway Design:
Spillway length
2 Skimmer Elevation:
00 Q 3
H Spillway elevation
Weir Coef. (c):
Quo Less Q2 =
Spillway stage (H):
Maximum slope:
Top of berm elevation:
Freeboard =
8.00-ft
583.00
584.00
3.33
3.57
0.05
18.00
586.0
1.95
cfs (Calculated by Rational Method)
ft (Based on Weir Equation)
% (from Table 8.07c)
ft

The Towns At Aurdrey Park
Sediment Basin Skimmer Sizes
3/21/2018
SB-1 (Phase 1)
Calculate Skimmer Size
Required Basin Volume (CF) 6,534 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain 2 Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 2.0 Inch[es]
Calculate Skimmer Size
Provided Basin Volume (CF) 9,507 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain 3 Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 2.0 Inch[es]

Project: The Towns At Aurdrey Park
County/City: Union )esigned By: KK Date: 3/20/2018
State: North Carolina Checked By: MRR Date: 3/20/2018
Sediment Basin: r SB-1 (Phase 2) Erosion Control Phase 0
Total Drainage Area to Basin: 3.78 Acres 164,657 Sq. Ft.
Potential Max. Disturbed Area to Basin: 3.78 Acres 164,657 Sq. Ft.
Area
C Value
Area (Acres)
Composite C
Denuded
0.60
3.78
0.60
Woods
0.25
0.00
0.00
Grass
0.30
0.00
0.00
Gravel
0.55
1 0.00
0.00
I mpervious
0.95
0.00
0.00
TOTAL:
-
3.78
0.60
Minimum Volume Requirement:
Peak Inflows:
Minimum Volume =
Minimum Volume =
Volume Provided =
1800 ft3/disturbed acre
6,804 ft3
9,507 ft3
Time of Concentration = 5.0 min.
2-Year rainfall intensity = 5.80 in/hr
10-Year rainfall intensity = 7.52 in/hr
Runoff Coefficient (C) = 0.60
Q2 = 13.15 cfs (Calculated by Rational Method)
QUO= 17.06 cfs (Calculated by Rational Method)
Minimum Basin Surface Area:
Minimum Surface Area = 325 sf/cfs (10-year, 24 hour storm peak inflow)
Minimum Surface Area =W5,543
Surface Area Provided = 5,612 sf OK
Elevation
(FT)
Area (SF)
Incremental
Volume(CF)
Cumulative
Volume(CF)
581.00
33908
0
0
582.00
4,747
4,328
4,328
583.00
53612
5,180
9,507
584.00
63502
6,057
15,564
585.00
7,416
6,959
22,523
586.00
83356
7,886
30,409
CA(2gH)o.s = Q
Emergency Spillway Design:
Spillway length
2 Skimmer Elevation:
Q3
(CL)-
H Spillway elevation
Weir Coef. (c):
Quo Less Q2 =
Spillway stage (H):
Maximum slope:
Top of berm elevation:
Freeboard =
8.00-ft
583.00
584.00
3.33
3.90
cfs (Calculated by Rational Method)
0.06
ft (Based on Weir Equation)
18.00
% (from Table 8.07c)
586.0
1.94
ft

The Towns At Aurdrey Park
Sediment Basin Skimmer Sizes
3/21/2018
SB-1 (Phase 2)
Calculate Skimmer Size
Required Basin Volume (CF) 6,804 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain 2 Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 2.0 Inch[es]
Calculate Skimmer Size
Provided Basin Volume (CF) 9,507 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain 3 Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 2.0 Inch[es]

8.
Rip Rap Apron Calculations

F99-

:�.tiirir a5

9.
Drainage Map

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(DB 951 PG 400)
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PROJECT INFORMATION
PROJECT MANAGER: MRR
DESIGNED BY: KK
GRAPHIC SCALE
DRAWN BY: KK
40' 0 20' 40' 80' 160'
PROJECT NUMBER: ER22.450
ORIGINAL DATE: 04/02/2018
( IN FEET) Know what's below. SHEET:
1 INCH = 40 FT. Call before you dig. EXHIBIT