SW3220901_Stormwater Report_20220914

Blythe Mill Townhomes
Site Address: Blythe Mill Road
Town of Waxhaw, NC 28173
Owner/Developer: MTS CLT, LLC
2857 Westport Road
Charlotte, NC 28208
Stormwater Calculations
FOR:
Blythe Mill Townhomes
August 2022
in
American Engineering Associates — Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
www.American-EA.com
AMERICAN
Engineering

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
ENGINEER CERTIFICATION
I HEREBY CERTIFY THAT SPECIFICATIONS CONTAINED HEREIN AND THE ACCOMPANYING CALCULATIONS
WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION.
2 l�
SIGNED, SEALED AND DATED THIS ✓� DAY OF _ ALAI(A 2o2Z
\\�%Jllt�����
SEAL -
s 62340 M
m` 01NG�
LAKE H. ESTRIDGE
COMPANY: AMERICAN ENGINEERING ASSOCIATES -
SOUTHEAST, PA
TITLE: PROJECT ENGINEER

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
Table of Contents
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.376.2438
www.American-EA.com
Title Page No.
Narrative
1
Construction Sequence
4
Vicinity Map
5
Soils Map
6
USGS Quad Map
10
Flood Map
11
.....................................................................................................................
Storm Drain Calculations
16
.....................................................................................................................
System A - 10-Year Analysis Hydraflow Results
System B - 10-Year Analysis Hydraflow Results
System C - 25-Year Analysis Hydraflow Results
System E - 10-Year Analysis Hydraflow Results
System F - 10-Year Analysis Hydraflow Results
System G - 10-Year Analysis Hydraflow Results
System H - 10-Year Analysis Hydraflow Results
Gutter Spread Calculations
......................................................................................................................
Pre vs Post Development Drainage Area Maps
......................................................................................................................
35
Wet Pond Calculations
38
.....................................................................................................................
Water Quality Calculations
Surface Area to Drainage Area Ratio (SA/DA) Calculations & Forebay Sizing
Anti -Floatation Calculations
Wet Pond Permanent Pool Drain Calculations
Hydraflow Hydrograph Results and Pond Report
Erosion and Sediment Control Calculations 93
Skimmer Sediment Basin No. 1 - Phase 1
Skimmer Sediment Basin No. 1 - Phase 2
Skimmer Basin No. 2 - Phase 1
Skimmer Basin No. 3 - Phase 1

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
Riprap Apron Calculations
Appendices
Drainage Area Map
Erosion and Sediment Control Plan Phase 1
Erosion and Sediment Control Plan Phase 2
Erosion and Sediment Control Plan Phase 3
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.376.2438
www.American-EA.com
W•

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
Site Narrative
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.376.2438
www.American-EA.com
The proposed project, Blythe Mill Townhomes Subdivision, is a 118-lot townhome development located in Union
County, North Carolina, in the Town of Waxhaw. The proposed project is a 17-acre development, with
approximately 18 acres of denuded area. The proposed development is located along Blythe Mill Road, east of the
intersection of Blythe Mill Road and NC HWY 16. The eastern boundary of the site is low density residential
homes. The western boundary of the site is undeveloped woods and open field. The northern boundary of the site
is an undeveloped parcel and Waxhaw Parkway. The southern boundary of the site is Blythe Mill Road.
This construction site includes the clearing and grubbing of existing wooded land, grading of the existing site, and
the construction of 118 townhome units, roads, sidewalks, and associated improvements.
Site development and grading will occur in three phases. All sediment basins have been designed for both stages
of construction. Erosion and sediment control measures were sized using North Carolina Department of
Environmental Quality (NCDEQ) requirements.
Pre -Development Conditions
The project site is located within an area having a zone designation X by the Federal Emergency Management
Agency (FEMA) on Flood Insurance Rate Map (FIRM) Number 3710447300J, with a date of identification of
October 16, 2008. The existing property consists of woods and open space with several structures.
Existing stormwater drains off the site to the north, east and south as shown on the pre development drainage
map located in the appendix. The area to the north and east drains off the property and ultimately towards Blythe
Creek. The area to the south drains to Blythe Mill Road.
The soil types identified within the project area are BdC2 (Badin channery silty clay loam), TbB2 (Tarrus gravelly
silty clay loam) and TuB (Tarrus-Urban land complex). The soil types identified were used in determining Curve
Numbers (CNs) for the onsite and offsite runoff.
Post -Development Conditions
The proposed site will consist of paved streets with curb & gutter and concrete sidewalks. The 118 lots
will consist of townhomes with concrete driveways. Common open areas are located throughout the
proposed development. The site will be mass graded and the denuded area is approximately 18 acres.

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.376.2438
www.American-EA.com
The hydrologic analysis conducted for the proposed project included the study of both onsite and offsite drainage
areas for the wet pond. The analysis was conducted using the Soil Conservation Service (SCS) Hydrograph Method,
as outlined in SCS Technical Release 55 (TR-55). Hydrographs calculated using Hydraflow software were used to
compute peak rates of runoff for the pre -development and post -development conditions. The wet pond has been
designed to meet pre -construction conditions for the 2-year and 10-year storm events and minimum 80%
trapping efficiency as required by the NCDEQ and the Town of Waxhaw. The wet pond was sized to meet the pre
development conditions for drainage flowing off the site to the east as the pond outfalls to the east of the site.
This was to ensure that the pond would not add additional water for the 2-year and 10-year events in this
location.
Post -development drainage conditions can be viewed on the drainage area map located in the appendix.
Development of the site will include a wet pond to account for water quality storage volumes. The wet pond will
maintain a permanent pool of water, with storage volumes provided above this elevation. The wet pond will
promote sedimentation and pollutant treatment of stormwater runoff. Treated flow will be discharged back to
the eastern boundary of the site. The total tributary area draining to the proposed wet pond is 14.51 acres. The
tributary areas for the pond is summarized in the table below. The undetained areas are also included in the table
below. The undetained areas are areas that drain to the points of analysis that are not routed through the ponds.
These areas are modeled and added to the areas routed through the ponds to get a total post development
runoff.
POND NO. 1 TRIBUTARY AREAS
Impervious
Open
Woods
TOTALTO
POND
Undetained*
Drainage Area (ac)
8.04
6.47
0.00
14.51
2.85
The contents of this Stormwater Pollution Prevention Plan (SWPPP) were prepared for MTS CLT, LLC as the
primary permittee seeking coverage under North Carolina's National Pollutant Discharge Elimination System
(NPDES) General Permit for Stormwater Discharges from Construction (CGP). Unless required by the owner, this
plan may also be used by secondary permittees to obtain coverage under the CGP.
Summary
The stormwater control measures have been designed to meet pre- and post -development requirements for the
2-year and 10-year storm events. Furthermore, the stormwater control measures have been designed to achieve

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.376.2438
www.American-EA.com
a minimum 80% trapping efficiency as required by the NCDEQ and meet the latest NPDES General Permit for
Stormwater Discharge requirements.
Upon removal of the sediment basins, level spreader devices shall be installed at the proposed storm drainage
outfalls. Upon exiting the level spreader devices, stormwater from the various systems will discharge into off the
site at the eastern boundary.
In conclusion, due to the existing site conditions and proposed runoff control measures, the proposed project is
not anticipated to have any negative impacts on any downstream or adjacent properties.
3

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
Construction Sequence
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.376.2438
www.American-EA.com
1. Obtain grading/erosion control plan approval from the Town of Waxhaw Engineering
Department.
2. Set up an on -site pre -construction conference with erosion control inspector of the Town
Engineering Department to discuss erosion control measures. Failure to schedule such
conference 48 hours prior to any land disturbing activity is a violation of chapter 17 of the
town code and is subject to fine.
3. Install silt fence, inlet protection, sediment basins, diversion ditches, tree protection and
other measures as shown on plans, clearing only as necessary to install these devices.
4. Call for on -site inspection by inspector. When approved, inspector issues the grading permit
and clearing and grubbing may begin.
5. The contractor shall diligently and continuously maintain all erosion control devices and
structures.
6. For phased erosion control plans, contractor shall meet with erosion control inspector prior
to commencing with each phase of erosion control measures.
7. Stabilize site as areas are brought to finished grade.
8. Coordinate with erosion control inspector prior to removal of erosion control measure.
9. All erosion control measures shall be constructed in accordance with the NC Erosion and
Sediment Control Planning and Design Manual, US Dept of Agriculture, Town of Waxhaw
Erosion Control Ordinance.
4

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
�o
SITE
�o
Fs� LL RD
W
RDWAXHAW HWY
LOCATION MAP
SCALE 1"=2000'
Location Map — Not to Scale

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
3 Hydrologic soil Group —union county, North Carolina 3
q
I S
SMapsrale:l:l,aso lfplr�mAlnnar (fly"s SL•]slm.
2 rteh-
rl o s im im
11 0
111VVV m Mpgojema'i:VY.S MeteW6E4 Ed3eti6: U119 Zfne 17n L4V5
U Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
sari
s
4/2012022
Page 1 of4
11

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
Hydrologic Soil Group —Union County, North Carolina
MAP LEGEND
MAP INFORMATION
Area of Interest 1
■
a
The soil surveys that comprise your A01 were mapped at
Area d lraerest(A01)
■
VD
1:24,000.
sous
■
D
Warning: Soil Map may not be valid at this scale.
Still Rating
0
Polygons
A
p
Not rated or not availabe
Enlargement of maps beyond the scale of mapping can cause
misunderstanding ofthe detail of mapping and accuracy ofsoil
O
AM
Water Features
line placement. The maps do not show the small areas of
Streams and Canats
contrasting soils that could have been shown at a more detailed
0
0
scale_
0
BID
Transportation
#-1-F
Rails
Please rely on the bar scale on each map sheet for map
LJ
C
y
Interstate Highways
measurements.
LJ
aD
US Roares
Source of Map'. Natural Resources Conservation Service
I
0
Web Soi€ Survey URL:
Major Roads
Coordinate System: Web Me tor(EPSG:3857)
0
Not rated rnot available
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines
Background
projection, which preserves direction and shape but distorts
"
A
Aerial Photography
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
N
ND
accurate calculations of distance or area are required.
++�
a
This product is generated from the USDA-NRCS certified data as
.-ram
ero
of the version date(s) listed below.
C
Soil Survey Area: Union County, North Carolina
Survey Area Data. Version 22, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
..r
D
1:50,000 or larger
..
Not rated ornot available
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
Soil Rating
Points
■
A
The odhophoto or otherbase map on which the soil lines were
Compiled and digitized probably dlrters from the background
■
XD
imagery displayed on these maps. As a result, some minor
■
e
shifting of map unit boundaries may be evident.
■
0!0
USDA Natural Resources
7fii Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/20l2022
Page 2 of 4
7

AMERICAN
Engineering
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
Blythe Mill Townhomes Subdivision
Stormwater Calculations
Hydrologic Soil Group —Union County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name Rating Acres in AOI
Percent of A01
BdC2
Bedin channery silty C 1.8
12.3%
clay loam, 8 to 15
percent slopes,
moderately eroded
Tl
Tanus gravelly silty day
B 12.2
83.7%
loam, 2 to 8 percent
slopes, moderately
eroded
TUB
Tanus-Urban land
B 0.6
4.0%
complex, 2 to 8
percent slopes
Totals for Area of Interest 14.6
100.0%
IiNatural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
412012022
Page 3 of 4
H.

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
Description
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.376.2438
www.American-EA.com
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
9

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
ca
�eoo�
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
USGS Topographic Map
Portion of WAXHAW QUADRANGLE — 7.5 Minute Series
l
10

AMERICAN
Engineering
Blythe Mill Townhomes Subdivision
Stormwater Calculations
National Flood Hazard Layer FIRMette
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
FEMA Legend
SEE ITS REPORT Ion DETAILED LEGEND AND INDEX MAP FOR FIRM I LFYOIIT
Wbhcut Basa Flood Elevation (BFE)
SPECIAL FLOOD With BEE or Depth zoncaz, ao, nn, vr,na
HA7AR0 AREAS Regulatory Fioodway
0.2%Annual Chance Flood Hazartl, Areas
of 1% anmMi chanty flood with average
depth less than one foot or with drainage
areas of lass than .ne square mile zor
Future Conditions 1%Annual
'111111h,"I'll Chanty Flood Hazard ,, yx
Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. Sea Notes. rcna
FLOOD HAZARD Area with Flood Risk due to Leva— o
o zso soc 1,000 1,500 2 ooa I,U,UVV
Basennal I National Map; Ortholotagery. Data refreshed October, 2020
FEMA Flood Map
Portion of Panel No. 3710447300J
NOSCFEEN Area of Minimal Flood Hazartl
Effective LOME.
OTHER AREAS Area of Ilndetennined Flood Ha—d a
GENERAL ---- Channel. Culvert, or 5torm Sewer
STRUCTURES I I k I I I I Levee. Dike, or Floodwall
i Cross Sectionawithl%Annual Chance
r T.a Water Surface Elevffilon
e Coastal Fla nsent
-- 4-Base Flootl Elevation Line (BFE)
— Limit cf Study
Jurisdiction boundary
-._.._ Coastal transact 8asalina
OTHER
- Profile Baseline
FEATURES
Hydrogrzphic Feature
Digital Data Available
No DlgltaI Data Avail able
MAPPANELS
Il nmappad
4
The pin displayed on the map is an approximate
paint selected by the user and does not roprasent
on aufherifallve pmperty loratlon.
This map complies with FEI standards tar the use of
digital flood maps if it Is not -id as described below_
The basemap shown compiles with FEMA's hasemap
accuracy standards
The flood harard information is derived directly from the
authoritative NFHL web demos. provided by FEMA This map
ME exported on 5/6/2022 at 9.01 AM and does not
reflect changesc ,rul fs s ubsequent to this data and
time. The NFHL and effective information may change or
became superseded by new data over time.
This map image is void if the one cr more of the following map
elements do not appear. hasemap imagery, flood zone labels.
.'and, seal¢ her, map creation data community idena lets,
FIRM panel number, and and FI RM =Ives date. Map images for
mapped and unmodernlzed areas cannot be Friction
regulatory purposes.
11

STORM DRAIN CALCULATIONS

A25
A28
17
11
13
A2q
A27
A26
10
8
A33
14
9
A34
7
A32
36
A30
A31
A24
15
6
A23
39
A403 44 A39 Outfall
41
40
A38
16
A35 A36
A37
1
A7
5
A22
2
32
A44
A$)
A14
3
A6
23
A1`
19
4 3
18
25
22 Ald 21
20
A42
A21
A5
A9
Al
31 A11
Al2
33
26
43 A19
A20
A4
34
27
37 A17
35
29
28 A2
A16
A18
A3
Al
Project File: Storm A.stm
Number of lines: 44
Date: 5/10/2022
Storm Sewers v2020.00

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
97.439
0.44
8.87
0.70
0.31
6.08
5.0
17.1
4.9
30.00
47.116
6.91
36
0.50
633.50
633.99
635.27
635.76
636.92
644.11
A44-A45
2
1
95.074
0.14
8.43
0.70
0.10
5.78
5.0
16.9
5.0
28.66
50.23
7.59
30
1.50
633.99
635.41
635.76
63724
644.11
645.05
A43-A44
3
2
103.858
0.17
8.29
0.70
0.12
5.68
5.0
16.6
5.0
28.36
50.23
7.41
30
1.50
635.41
636.97
637.24
638.79
645.05
646.61
A42-A43
4
3
75.960
0.00
8.11
0.00
0.00
5.56
0.0
16A
5.0
27.89
50.23
7.34
30
1.50
636.97
638.11
63879
639.91
646.61
649.40
A41 -A42
5
4
146.000
0.37
3.63
0.70
0.26
2.39
5.0
15.6
5.1
12.25
29.00
5.54
30
0.50
640.63
641.36
64177
642.54
649A0
646.80
A40-A41
6
5
123.959
0.25
2.01
0.70
0.17
1.34
5.0
14.8
5.2
7.02
15.99
4.88
24
0.50
641.86
642.48
642.79
643.42
646.80
648.51
A34-A40
7
6
20.000
0.26
1.76
0.70
0.18
1.17
5.0
14.6
5.3
6.14
16.00
4.44
24
0.50
642.48
642.58
643.42
643.46
648.51
648.51
A33-A34
8
7
150.530
0.30
1.50
0.70
0.21
0.98
5.0
IM
5.4
5.28
14.85
4.90
18
2.00
642.58
645.59
643A6
646.48
648.51
653.36
A32-A33
9
8
196.646
0.00
0.89
0.00
0.00
0.56
0.0
12.3
5.6
3.13
16.60
5.32
18
2.50
646.00
650.92
646A8
651.59
65336
659.74
A30-A32
10
9
78.657
0.04
0.89
0.70
0.03
0.56
5.0
11.7
5.7
3.19
7.43
4.04
18
0.50
650.92
65131
651.61
652.00
65974
658.91
A29-A30
11
10
55.069
0.05
0.05
0.70
0.03
0.03
5.0
5.0
7.2
0.24
6.46
2.27
15
1.00
653.29
653.84
653.45
654.02
658.91
658.09
A28-A29
12
10
26.000
0.15
0.80
0.70
0.10
0.49
5.0
11.5
5.8
2.85
7.43
2.66
18
0.50
651.31
651.44
652.26
652.26
658.91
659.10
A27-A29
13
12
120.579
0.14
0.65
0.60
0.09
0.39
5.0
IM
6.0
2.36
7.43
3.03
18
0.50
651.44
652.05
652.28
652.63
6%10
658.51
A26-A27
14
13
103.006
0.06
0.35
0.60
0.04
0.21
5.0
8.7
6.3
1.32
5.94
2.83
15
0.50
652.05
652.56
652.63
653.02
658.51
659.73
A24-A26
15
14
57.000
0.11
0.29
0.60
0.07
0.17
5.0
7.7
6.5
1.12
5.94
2.96
15
0.50
652.56
652.85
653.02
653.26
659.73
658.74
A23-A24
16
15
101.000
0.17
0.17
0.60
0.10
0.10
5.0
5.0
7.2
0.76
5.94
2.46
15
0.50
652.85
653.35
653.26
653.69
658.74
657.10
A22-A23
17
13
103.006
0.16
0.16
0.60
0.10
0.10
5.0
5.0
7.2
0.69
5.94
2.98
15
0.50
652.84
653.35
653.13
653.68
658.51
657.10
A25-A26
18
4
42A84
0.30
4.48
0.70
0.21
3.17
5.0
IM
5.7
17.98
39.18
9.59
24
3.00
641.31
642.59
642.26
644.11
649A0
649.97
A21 -A41
19
18
43A91
0.13
3.27
0.70
0.09
231
5.0
11.9
5.7
1115
39.17
5.59
24
3.00
642.59
64189
644.11
645.20
649.97
651.20
A15-A21
20
19
113.559
0.06
2.71
0.70
0.04
1.91
5.0
11.4
5.8
11.08
39.18
5.39
24
3.00
643.89
647.30
645.20
648.49
651.20
654.88
Al 3-Al 5
21
20
53.409
0.09
2.28
0.70
0.06
1.61
5.0
11.1
5.8
9.41
15.99
5.06
24
0.50
647.30
647.57
648.49
648.67
654.88
655.46
Al O-Al 3
22
21
111.008
0.00
2.19
0.00
0.00
1.55
0.0
10.5
5.9
9.19
15.99
4.82
24
0.50
647.57
648.12
648.84
649.20
655A6
656.71
A9-A10
Project File: Storm A.strn
Number of lines: 44
Run Date: 5/10/2022
NOTES:Intensity = 88.24 / (Inlet time + 15.50) 1 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2020.00

Page 2
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
23
22
46.761
0.00
0.63
0.00
0.00
0.44
0.0
6.2
6.9
3.04
6.46
4.74
15
1.00
650.16
650.63
650.76
651.33
656.71
657.35
A8-A9
24
23
26.000
0.50
0.50
0.70
0.35
0.35
5.0
5.0
7.2
2.54
6.46
4.49
15
1.00
652.43
652.69
652.98
653.33
657.35
656.94
A6-A8
25
22
49.354
0.21
0.21
0.70
0.14
0.14
5.0
5.0
7.2
1.05
6.46
3.47
15
1.00
652.32
652.82
652.67
653.22
656.71
657.07
A5-A9
26
22
155.431
1.15
1.35
0.70
0.81
0.96
5.0
9.9
6.1
5.85
7.43
4.65
18
0.50
648.62
649A0
649.63
650.40
65671
655.22
A4-A9
27
26
118.080
0.04
0.20
0.30
0.01
0.16
5.0
77
6.5
1.04
6A6
2.15
15
1.00
649.65
650.83
650A5
651.23
655.22
654.58
A3-A4
28
27
98.000
0.07
0.07
0.90
0.07
0.07
5.0
5.0
7.2
0.48
7.32
3.91
12
2.50
651.08
653.53
651.25
653.81
654.58
657.82
A2-A3
29
27
120.000
0.09
0.09
0.90
0.08
0.08
5.0
5.0
7.2
0.58
6.55
3.94
12
2.00
651.08
653.48
651.28
653.80
654.58
657.38
Al -A3
30
20
25.925
0.19
0.37
0.70
0.14
0.26
5.0
5.7
7.0
1.81
6A6
4.06
15
1.00
650.62
650.88
651.08
651.42
654.88
655.45
Al2-A13
31
30
32.000
0.17
0.17
0.70
0.12
0.12
5.0
5.0
7.2
0.88
6A6
2.35
15
1.00
650.88
651.20
651 A2
651.57
655A5
655.45
Al 1 -Al2
32
23
36.116
0.13
0.13
0.70
0.09
0.09
5.0
5.0
7.2
0.64
6A6
1.79
15
1.00
650.63
650.99
65133
651.30
65735
657.30
A7-A8
33
18
148.935
0.24
0.91
0.70
0.17
0.65
5.0
9.9
6.1
3.97
7.43
3.55
18
0.50
642.96
643.71
644.11
644.47
649.97
653.25
A20-A21
34
33
118.080
0.04
0.20
0.30
0.01
0.16
5.0
77
6.5
1.03
4.57
3.00
15
0.50
646.51
647.10
646.91
647.51
653.25
652.53
Al 8-A20
35
34
98.000
0.07
0.07
0.90
0.07
0.07
5.0
5.0
7.2
0.48
9.26
4.38
12
4.00
649.26
653.18
649A2
653.47
652.53
657.35
A16-A18
36
8
20.000
0.31
0.31
0.70
0.21
0.21
5.0
5.0
7.2
1.55
6A6
3.89
15
1.00
648.91
649.11
649.33
649.61
653.36
653.36
A31 -A32
37
34
120.000
0.09
0.09
0.90
0.08
0.08
5.0
5.0
7.2
0.58
3.27
2.03
12
0.50
647.10
647.70
647.65
648.02
652.53
650.83
Al 7-Al 8
38
5
25.537
0.28
0.91
0.60
0.17
0.55
5.0
7.2
6.6
3.63
6.46
5.00
15
1.00
642.61
642.86
643.28
643.63
646.80
649.52
A38-A40
39
38
128.000
0.25
0.63
0.60
0.15
0.38
5.0
6.2
6.9
2.59
13.27
3.66
15
2.50
642.86
646.06
643.63
646.71
649.52
651.65
A37-A38
40
39
35324
0.05
0.37
0.60
0.03
0.22
5.0
5.8
7.0
1.57
13.27
2.96
15
2.50
646.06
646.94
64671
647.44
651.65
652.68
A36-A37
41
40
54.203
0.32
0.32
0.60
0.19
0.19
5.0
5.0
7.2
1.40
13.27
3.21
15
2.50
646.94
64830
647A4
648.77
652.68
655.29
A35-A36
42
19
26.683
0.43
0.43
0.70
0.30
0.30
5.0
5.0
7.2
2.17
6.46
4.28
15
1.00
646.69
646.96
647.19
647.55
651.20
651.21
A14-A15
43
33
128.000
0.47
0.47
0.70
0.33
0.33
5.0
5.0
7.2
2.38
4.57
3.38
15
0.50
643.96
644.60
644.77
645.21
653.25
648.77
Al 9-A20
44
5
32.000
0.35
0.35
0.70
0.25
0.25
5.0
5.0
7.2
1.78
6A6
4.04
15
1.00
642.23
642.55
642.68
643.08
646.80
646.80
A39-A40
Project File: Storm A.strn
Number of lines: 44
Run Date: 5/10/2022
NOTES:Intensity = 88.24 / (Inlet time + 15.50) 1 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2020.00

IIIIII!IIIIIIIIIIIII 111111riplill 111111111�11111 r,1111111 III I 1 1111111 ''111 11111 pil,
B9
B10
8 6
B8
B7 9 B11 5
B12
15 10
B6 4
14
BI 11 B3
B5
12
B4 B13
13
B2
3
B 46
B14
2
1 Outfall
B17 17
B16
Project File: Storm B.stm Number of lines: 17 Date: 5/10/2022
Storm Sewers v202O.00

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
37.380
0.00
3.82
0.00
0.00
2.30
0.0
10.8
5.9
13.57
20.78
6.13
24
0.50
632.54
632.73
633.87
634.05
634.78
641.26
1317-1318
2
1
110.649
0.00
3.67
0.00
0.00
2.21
0.0
10.3
6.0
13.22
20.79
6.03
24
0.50
632.73
633.28
634.05
634.59
641.26
640.04
B15-B17
3
2
184.751
0.25
3.61
0.60
0.15
2.18
5.0
9.6
6.1
13.31
20.79
6.11
24
0.50
633.28
634.20
634.59
635.52
640.04
644.22
1313-1315
4
3
174.480
0.18
3.35
0.60
0.11
2.02
5.0
8.9
6.3
12.67
20.79
5.89
24
0.50
634.20
635.08
635.52
636.36
644.22
645.74
1312-1313
5
4
52753
0.11
3.17
0.60
0.07
1.91
5.0
8.7
6.3
12.07
20.79
5.77
24
0.50
635.08
635.34
636.36
636.59
64574
645.09
B11-B12
6
5
64.946
0.06
3.06
0.60
0.04
1.85
5.0
8.4
6.4
11.77
20.79
5.76
24
0.50
635.34
635.66
636.59
636.90
645.09
644.60
1310-1311
7
6
61.698
0.00
3.00
0.00
0.00
1.81
0.0
8.1
6.4
11.64
20.79
5.76
24
0.50
635.66
635.97
636.90
637.20
644.60
642.52
139-13110
8
7
114.662
0.32
3.00
0.70
0.22
1.81
5.0
7.6
6.6
11.84
15.99
5.57
24
0.50
635.97
636.55
637.25
637.83
642.52
641.33
138-139
9
8
34.113
0.15
2.68
0.70
0.10
1.58
5.0
7.5
6.6
10A4
15.99
4.85
24
0.50
636.55
63672
637.90
637.96
64133
640.64
137-138
10
9
97.520
0.18
1.92
0.70
0.13
1.06
5.0
7.1
6.7
7.08
10.50
4.73
18
1.00
636.72
637.69
63836
638.72
640.64
644.17
136-137
11
10
123.830
0.25
1.11
0.70
0.18
0.68
5.0
6.3
6.9
4.65
10.50
3.64
18
1.00
637.69
638.93
639.19
639.76
644.17
645.43
134-136
12
11
26.000
0.53
0.53
0.70
0.37
0.37
5.0
5.0
7.2
2.67
6.46
4.56
15
1.00
641.48
641.74
642.04
642.39
645.43
645.62
133-134
13
11
60.671
0.33
0.33
0.40
0.13
0.13
5.0
5.0
7.2
0.94
9.13
2.34
15
2.00
639.18
640.39
63976
640.77
645A3
645.74
132-134
14
10
32.364
0.64
0.64
0.40
0.25
0.25
5.0
5.0
7.2
1.84
9.13
2.57
15
2.00
637.94
638.59
639.19
639.13
644.17
643.55
135-136
15
9
156.959
0.60
0.60
0.70
0.42
0.42
5.0
5.0
7.2
3.06
17.08
3.40
15
7.00
636.97
647.95
638.36
648.66
640.64
656.43
131-137
16
2
27.244
0.06
0.06
0.60
0.04
0.04
5.0
5.0
7.2
0.26
26.55
4.48
15
10.00
636.52
639.24
636.60
639.44
640.04
647.57
1314-1315
17
1
23.500
0.15
0.15
0.60
0.09
0.09
5.0
5.0
7.2
0.66
26.55
5.90
15
10.00
635.23
637.58
635.36
637.89
641.26
645.63
1316-1317
Project File: Storm B.strn
Number of lines: 17
Run Date: 5/10/2022
NOTES:Intensity = 88.24 / (Inlet time + 15.50) 1 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2020.00

IIIIII!IIIIIIIIIIIII 111111riplill 111111111�11111 r,1111111 III I 1 1111111 ''111 11111 pil,
Outfall
2— C3
C2
3
C
Project File: Storm C.stm Number of lines: 3 Date: 5/10/2022
Storm Sewers v202O.00

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
107.335
0.00
3.74
0.00
0.00
1.87
0.0
5.4
7.1
13.32
22.58
6.10
24
1.00
631.92
632.99
633.23
634.30
634.25
64029
C3-C4
2
1
90.002
0.00
3.74
0.00
0.00
1.87
0.0
5.0
7.2
13.51
22.62
6.16
24
1.00
632.99
633.89
634.30
63521
640.29
643.69
C2-C3
3
2
11.034
3.74
3.74
0.50
1.87
1.87
5.0
5.0
7.2
13.54
22.63
6.14
24
1.00
633.89
634.00
635.21
635.32
643.69
636.33
C1-C2
Project File: Storm C.stm
Number of lines: 3
Run Date: 5/10/2022
NOTES:Intensity = 88.24 / (Inlet time + 15.50) 1 0.83; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2020.00

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Culvert C
Invert Elev Dn (ft) = 631.92
Pipe Length (ft) = 208.00
Slope (%) = 1.00
Invert Elev Up (ft) = 634.00
Rise (in) = 24.0
Shape = Circular
Span (in) = 24.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 644.00
Top Width (ft) = 20.00
Crest Width (ft) = 0.00
Elev (ft) Profile
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Tuesday, May 10 2022
= 13.32
= 13.32
= (dc+D)/2
= 13.32
= 13.32
= 0.00
= 4.79
= 6.10
= 633.58
= 635.31
= 636.06
= 1.03
= Inlet Control
Hw Depth (ft)
645.00
11.00
643.00
9.00
641.00
7.00
m
n men
639.00
5.00
637.00
3.00
w
635.00
1.00
0
HGL
633.00
-1.00
631.00
-3.00
629.00
0.0 50.0
100.0 150.0 200.0 250.0
300.0 350.0
400.0 450.0
-5.00
Reach (ft)

IIIIII!IIIIIIIIIIIII 111111riplill 111111111�11111 r,1111111 III I 1 1111111 ''111 11111 pil,
Outfall
E5
2
E4
3
5
ldl� A
MW E2 El
E3
Project File: Storm E.stm Number of lines: 5 Date: 5/10/2022
Storm Sewers v202O.00

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
39.854
0.00
1.38
0.00
0.00
0.77
0.0
6.3
6.9
5.29
18.96
4.43
24
0.70
617.01
617.29
617.82
618.10
619.34
626.54
E5-E6
2
1
59.270
0.18
1.38
0.70
0.12
0.77
5.0
5.9
7.0
5.36
17.47
5.70
18
2.77
617.39
619.03
618.10
619.92
626.54
624.38
E4-E5
3
2
84.833
0.29
0.54
0.70
0.20
0.38
5.0
5.3
7.1
2.72
4.57
3.88
15
0.50
620.13
620.55
620.82
621.25
624.38
625.93
E2-E4
4
3
20.001
0.26
0.26
0.70
0.18
0.18
5.0
5.0
7.2
1.29
4.57
3.21
15
0.50
622.23
622.33
622.68
622.78
625.93
625.92
E1-E2
5
2
26.004
0.66
0.66
0.40
0.26
0.26
5.0
5.0
7.2
1.91
4.57
3.55
15
0.50
620.13
620.26
620.69
620.83
624.38
625.41
E3-E4
Project File: Storm E.strn
Number of lines: 5
Run Date: 5/10/2022
NOTES:Intensity = 88.24 / (Inlet time + 15.50) 1 0.83; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2020.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
Project File: Storm F.stm
Number of lines:5 1 Date:8/31/2022
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
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)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
28.472
0.21
1.42
0.60
0.13
1.02
10.0
11.6
5.7
5.87
11.61
5.39
15
3.23
646.50
647.42
647.61
648.40
0.00
650.66
F2-FEX
2
1
68.432
0.21
0.69
0.70
0.15
0.53
10.0
11.3
5.8
3.06
3.33
4.27
12
0.88
647.42
648.02
648.40
648.80
650.66
651.32
F3-F2
3
2
157.600
0.30
0.48
0.80
0.24
0.38
10.0
10.4
6.0
2.27
3.33
3.74
12
0.88
648.02
649.40
648.85
650.04
651.32
652.89
F4-F3
4
3
28.645
0.18
0.18
0.80
0.14
0.14
10.0
10.0
6.0
0.86
9.17
2.80
12
6.63
649.60
651.50
650.04
651.89
652.89
653.50
F5-F4
5
1
44.936
0.53
0.53
0.70
0.37
0.37
10.0
10.0
6.0
2.23
4.57
2.44
15
0.50
647.42
647.64
648.40
648.44
650.66
650.12
F1-F2
Project File. Storm F.stm
Number of lines: 5
Run Date: 8/31/2022
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2020.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
4
2
1_
3
Outfall
Project File: Storm G.stm Number of lines: 4 Date: 8/31/2022
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
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)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
88.360
0.00
4.89
0.00
0.00
2.02
0.0
24.1
4.2
8.48
47.52
4.24
24
4.41
623.94
627.84
625.46
628.88
626.32
636.27
G2-GOUT
2
1
12.606
0.23
0.23
0.70
0.16
0.16
10.0
10.0
6.0
0.96
60.26
4.91
24
7.10
630.46
631.36
630.64
631.69
636.27
636.56
G1-G2
3
1
47.105
4.11
4.11
0.40
1.65
1.65
24.0
24.0
4.2
6.92
5.65
5.64
15
0.76
631.33
631.69
632.58
633.12
636.27
633.21
GIN-G2
4
1
13.230
0.55
0.55
0.40
0.22
0.22
10.0
10.0
6.0
1.32
4.57
3.22
15
0.50
631.33
631.40
631.79
631.86
636.27
633.90
G3-G2
Project File. Storm G.stm
Number of lines: 4
Run Date: 8/31/2022
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2020.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Project File: Storm H.stm
1 Outfall
Number of lines: 4 1 Date: 8/31/2022
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
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)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
89.148
0.04
1.06
0.70
0.03
0.65
10.0
14.5
6.1
3.99
16.25
2.92
24
0.52
641.19
641.65
642.54
642.35
643.57
649.19
1-13-1-15
2
1
54.902
0.05
0.05
0.70
0.04
0.04
10.0
10.0
6.9
0.25
6.75
2.35
15
1.09
645.20
645.80
645.36
645.99
649.19
649.95
1-15-1-14
3
1
61.997
0.89
0.97
0.60
0.53
0.59
10.0
12.5
6.5
3.79
15.99
4.09
24
0.50
642.25
642.56
642.92
643.24
649.19
647.02
1-12-1-13
4
3
47.463
0.08
0.08
0.70
0.06
0.06
10.0
10.0
6.9
0.39
4.59
1.39
15
0.51
642.76
643.00
643.24
643.28
647.02
647.98
1-11-1-12
Project File. Storm H.stm
Number of lines: 4
Run Date: 8/31/2022
NOTES:Intensity = 102.61 / (Inlet time + 16.50) ^ 0.82; Return period =Yrs. 25 ; c = cir e = ellip b = box
Storm Sewers v2020.00

GUTTER SPREAD CALCULATIONS
PROJECT: Blythe Mill Townhomes
LOCATION: Waxhaw, NC
RAINFALL INTENSITY = 4.0 in/hr (On Grade Conditions - Roadway)
RAINFALL INTENSITY (25 YEAR /Tc =5 MIN) = 8.21 in/hr (Sag Conditions - Roadway)
COMPUTED BY: BHE
CHECKED BY:
DATE: 8/25/2022
Struct. Number
Trib.
Area
(ac)
C
Factor
Sag
Condition
(Y/N)
Cul-de-sac
(Y/N)
Flow
(cfs)
St
Cross Slope
(ft/ft)
SI
Long. Slope
(ft/ft)
Single/Double
Grate
(S/D)
T
(ft)
D
(in)
K
Qcap
(cfs)
Qbypass
(cfs)
Contributing Structures / Flow
(cfs)
Qadd
(cfs)
A5
0.08
0.70
N
N
0.22
0.03125
0.0100
S
3.11
0.10
18.90
0.39
0.00
0.00
A6
0.21
0.70
Y
N
1.21
0.03125
0.0000
S
4.50
0.14
0.00
A7
0.42
0.70
Y
N
2.41
0.03125
0.0000
D
5.63
0.18
(A0.5
00)
0.00
A8
0.13
0.70
Y
N
0.75
0.03125
0.0000
S
3.27
0.10
0.00
A11
0.09
0.70
Y
N
0.52
0.03125
0.0000
S
2.56
0.08
0.00
Al2
0.17
0.70
Y
N
0.98
0.03125
0.0000
S
3.91
0.12
0.00
A13
0.19
0.70
Y
N
1.09
0.03125
0.0000
S
4.21
0.13
0.00
A14
0.06
0.70
Y
N
0.34
0.03125
0.0000
S
1.95
0.06
0.00
A15
0.43
0.70
N
N
1.20
0.03125
0.0300
S
4.76
0.15
25.85
1.08
0.13
0.00
A16
0.13
0.70
Y
N
0.75
0.03125
0.0000
S
3.27
0.10
0.00
A22
0.30
0.70
Y
N
1.72
0.03125
0.0000
S
5.71
0.18
0.00
A28
0.15
0.70
N
N
0.42
0.03125
0.0150
S
3.65
0.11
21.13
0.57
0.00
0.00
A29
0.05
0.70
Y
N
0.29
0.03125
0.0000
S
1.73
0.05
(A30)
0.00
A30
0.04
0.70
N
N
0.11
0.03125
0.0150
S
2.22
0.07
21.13
0.25
0.00
0.00
A32
0.31
0.70
N
N
0.87
0.03125
0.0320
S
4.16
0.13
26.35
0.88
0.00
0.00
A33
0.30
0.70
N
N
0.84
0.03125
0.0320
S
4.11
0.13
26.35
0.86
0.00
0.00
A34
0.26
0.70
N
N
0.73
0.03125
0.0320
S
3.89
0.12
26.35
0.79
0.00
(A33
0.00
A35
0.25
0.70
N
N
0.70
0.03125
0.0320
S
3.84
0.12
26.35
0.77
0.00
(A32
0.00
A40
0.35
0.70
Y
N
2.01
0.03125
0.0000
D
4.98
0.16
0.00
A41
0.37
0.70
Y
N
2.25
0.03125
0.0200
D
5.37
0.17
A35
(0.00)
A15
(0.13)
0.13
A43
0.17
0.70
N
N
0.48
0.03125
0.0200
S
3.63
0.11
23.35
0.62
0.00
0.00
A44
0.14
0.70
Y
N
0.80
0.03125
0.0000
S
3.43
0.11
(A43
0.00
Pagel of 2

GUTTER SPREAD CALCULATIONS
PROJECT: Blythe Mill Townhomes
LOCATION: Waxhaw, NC
RAINFALL INTENSITY = 4.0 in/hr (On Grade Conditions - Roadway)
RAINFALL INTENSITY (25 YEAR /Tc =5 MIN) = 8.21 in/hr (Sag Conditions - Roadway)
COMPUTED BY: BHE
CHECKED BY:
DATE: 8/25/2022
Trib.
C
Sag
St
SI
Single/Double
Struct. Number
Area
Factor
Condition
Cul-de-sac
Flow
Cross Slope
Long. Slope
Grate
T
D
K
Qcap
Qbypass
Contributing Structures / Flow
Qadd
(ac)
(Y/N)
(Y/N)
(cfs)
(ft/ft)
(ft/ft)
(S/D)
(ft)
(in)
(cfs)
(cfs)
(cfs)
(cfs)
A45
0.06
0.70
N
N
0.17
0.03125
0.0150
S
2.59
0.08
21.13
0.32
0.00
0.00
A46
0.33
0.70
N
N
0.92
0.03125
0.0150
S
4.91
0.15
21.13
0.93
0.00
0.00
B1
0.60
0.70
Y
Y
1.68
0.03125
0.0000
S
5.61
0.18
0.00
(A28
B2
0.30
0.70
N
N
0.84
0.03125
0.0100
S
5.11
0.16
18.90
0.89
0.00
0.00
B4
0.17
0.70
N
N
0.48
0.03125
0.0100
S
4.13
0.13
18.90
0.62
0.00
0.00
(A34
B5
0.22
0.70
N
N
0.62
0.03125
0.0100
S
4.55
0.14
18.90
0.73
0.00
0.00
(0.2
B6
0.07
0.70
Y
N
0.40
0.03125
0.0000
S
2.16
0.07
0.00
(0.4
B8
0.25
0.70
N
N
0.70
0.03125
0.0150
S
4.42
0.14
21.13
0.78
0.00
0.00
B9
0.15
0.70
N
N
0.42
0.03125
0.0560
S
2.85
0.09
30.87
0.55
0.00
0.00
(0.8
B10
0.32
0.70
N
N
0.90
0.03125
0.0540
S
3.81
0.12
30.56
0.88
0.01
0.00
(0.5
E1
0.26
0.70
N
N
0.74
0.03125
0.0200
S
4.28
0.13
23.35
0.82
0.01
(B10
E2
0.29
0.70
Y
N
1.67
0.03125
0.0000
S
5.58
0.17
]0.05
0.00
(0.9
H 1
0.08
0.70
N
N
0.22
0.00920
0.0088
S
6.84
0.06
17.72
0.18
0.00
H3
0.04
0.70
N
N
0.16
0.02290
0.0130
S
3.17
0.07
20.24
0.26
0.00
0.05
(0.1
H4
0.05
0.70
N
N
0.14
0.00380
0.0200
S
8.55
0.03
23.35
0.08
0.06
0.00
F1
0.53
0.70
N
N
1.48
0.03125
0.0200
S
5.55
0.17
23.35
1.26
0 222
0.00
F2
0.21
0.60
N
N
0.73
0.01440
0.0115
S
7.65
0.11
19.57
0.50
0.23
0.22
(0F22)
F3
0.21
0.70
N
N
0.82
0.03260
0.0122
S
4.75
0.15
19.88
0.89
0.00
23)
0.23
(0
F4
0.30
0.80
N
N
0.96
0.04260
0.0062
S
4.84
0.21
15.18
1.09
0.00
0.00
F5
0.18
0.80
N
N
0.58
0.03125
0.0100
S
4.43
0.14
18.90
0.70
0.00
0.00
G1
0.23
0.70
N
N
0.64
0.02000
0.0238
S
5.19
0.10
24.30
0.56
0.09
0.00
Page 2 of 2

PRE VS POST DRAINAGE AREA
MAPS

SSMH 1.
RIM: 62
INV(OUT):61 H2)
STM�MH1
RIM 621.91'
�(D f/ INV(IN): 616.71'(CB1)
R� INV(IN): 616.31(WEST)
GARY A
gI N PARCEL
DB 152
LOT 3 JAC
PLAT CAE
WAXHAW
GARY A. & DIANA \
M. SUMMERFIELD
PARCEL / -
#06141018F
PC N FILE 438 /
N
I
Pre Development East
OVERALL CN VALUES
SOILS
GROUP
CN PER COVER TYPE
% OF AREA
WOODS
OPEN
IMPERVIOUS
B
C
D
60
73
1 79
61
74
1 80
98
98
1 98
87.7%
12.3%
1 0.0%
Pre Development East
COVERAGE AND CN VALUES
LAND
USE
AREA
(ac)
GROUP
CN
AREA x CN
B
(ac/CN)
C
(ac/CN)
D
(ac/CN)
WOODS
2.86
2.51
0.35
0.00
62
176.17
60
73
79
OPEN
6.41
5.62
0.79
0.00
63
401.26
61
74
80
IMPERVIOUS
0.09
0.08
0.01
0.00
98
8.82
98
98
98
TOTAL
9.36
63
586.25
Pre Development North
OVERALL CN VALUES
SOILS
GROUP
CN PER COVER TYPE
% OF AREA
WOODS
OPEN
IMPERVIOUS
B
C
D
60
73
1 79
61
74
1 80
98
98
1 98
87.7%
12.3%
1 0.0%
Pre Development North
COVERAGE AND CN VALUES
LAND
USE
AREA
(ac)
GROUP
CN
AREA x CN
B
(ac/ CN)
C
(ac/ CN)
D
(ac/ CN)
WOODS
0
0.00
0.00
0.00
0
0.00
60
73
79
OPEN
3.94
3.46
0.48
0.00
63
246.64
61
74
80
IMPERVIOUS
0
0.00
0.00
0.00
0
0.00
98
98
98
TOTAL
3.94
1
63
246.64
Pre Development South
OVERALL CN VALUES
SOILS
GROUP
CN PER COVER TYPE
% AREA
WOODS
OPEN
IMPERVIOUS
B
C
D
60
73
1 79
61
74
1 80
98
98
1 98
87.7%
12.3%
1 0.0%
Pre Development South
COVERAGE AND CN VALUES
LAND
USE
AREA
(ac)
GROUP
CN
AREA x CN
B
(ac/CN)
C
(ac/CN)
D
(ac/CN)
WOODS
0
0.00
0.00
0.00
0
0.00
60
73
79
OPEN
4.06
3.56
0.50
0.00
63
254.15
61
74
1 80
IMPERVIOUS
0
0.00
0.00
0.00
0
0.00
98
98
98
TOTAL
4.06
63
254.15
r ""W'�-
P
r 7
INV: n ULLOF WATER / by a DRIVEWAY
E 30" CURB & GUTTER (TYPIb,L) 1
a� WAXHAW PKW
(120' PUBLIC
R�WI PG 4
S�_ --- WAXHAW PKWY /
3 120' PUBLIC RIGHT-OF-WAY �i� �` - \ (-
'1624'E - __/_i � � a� SITE
U PG PG 443 m.... #5 REBAR \\ �'-! 9°19'41"E L_y J �p�� o�Q
°... ro M .0 2t3�7�' R - - �- 74.61
ACC SS � W_ r \ 33 .30J Dl>T 2
#5 RISBAR �� RIM: 625.40- 2 .. /� t 644.31'
.. INV: UNABLE O RIM: 624.3 v x \ PAT iW Y
GAT A�CESS 30 INV(IN): 6 0.13'(D13) \ .. /' / ` Z r V j 1
i
M� W M• a " "A.,,PERI,N.• DE "� ME C � � ,r ��RD
criAtNt ttaK INV OUT:619.03� \ ;� - /
z y f 1RCE�;#0614101.y \ L
D 3288,g P 22 .. v �' \ /
32.1 2 AC PER bk RO
}
24.451 AC +/,- RES '•RLMAIN'i .wkU b T
® i ✓ -- /
r l TCTIONCONSTRUEAS RD WAXHAW HWY
J w EXISTING 50' o 821
lAl
UNION COUNTY 7 g E 1 „ "m .. \ 9 P� 821 T-
_
N '� ) #5 EBAR �/ 7 ') 0' TEMPORARY CONSTRU,C7tdN E SE9EN�""=D +r9 PG 821 82'?g'43°E •' / j z f --
'ARCEL #0614C1t8D 61' 1
DB 6943 g& C 30 #5 REBA / ,..me / i C3
\�
/
VAXHAW ZONING. CC � � �€ /... .. � �/ �...�•" "",° � � -- p •,w,,"� _____
j640 " ,� -- "-� `` % %/ L� j LOCATION MAP
7 \ f - SCALE 1"=2000'
UMMERFIELD / / l ` m '4 !
m. aG 50°
06141018E
''' y .. Riw AGREEMENT
PG 0680 a \ / •t, ." ..........." e o'/_ B 479 PG 821
'SON STATION�/ ". ( l
H, PG 849 '.. ( p a'E f l �� j� 20' TEMPORARY CO --
ZONING: CC r'a ) N661�' rT /, S -
�f
• «.... V ~... ".� o`/� m� NSIRUCTIdN EASEMENT DB 479 PG 821
_ _
X
..-'l � �,.- � / � �-• "mom"..� ,w....r- � � -,� .. �.... �u -"� / �• ,„„ ,. \� � � � �,��_�"� � �� � Ty 1�( "- --�
K
Y PARCEL #06141005A i J ) # /
i F A PERIN DEVELOPMENT CO. LLC
;� "y �^.} F # ) PARCEL #06141018
« DB 3288, PG 221
32,132 AC PER DEED
1.
A�` gA.. «� �1t7`, F. �, U« T l 24.451 AC +/- ACRES REMAINING
-c WAXHAW ZONING EC
tP
66 �...' R ......,"..,„,\, �,,. ...,�. „"a.`%• .\ � ~.--._ --``_ o ° .�...m ',^ � �` -TM �,��y ,.u,,. ,.,.... � � /� ,� � �"
_ 1 •" .."s"'""'�'" ,.t"` `r` p^�,�^` { �r_/ ..,_�'i "**,'"\"" 1 �`` '``' ";r• °Y �,qy``"N` _.a C �//" HD
"
GesSe TNWAY 3 �T ��" 18 4. .
]PRE DEVELOPMENT NORTH �K.
..
m
MOUND.. �C� ( xV - _ _
w / ,. -
n f \l H w HN1rPpra°h,5 Extenzioq for Autl?dr- �"a Civil 39 ) by f , In, u'4K
LOT 1 AR A: / f \ l�l��, N.
3 85 � 71681 AG \ t 1 w.. Kf Pre-dev East
�I z WAXHAW ZOI�tN�G:'NC - // - _ NB2'18'54"yy
_
yp.•r"
� 696.GD9Ori inn
/ _l "�''� /
k . SHALLOV1�4ul�fatNTR ED F
,
.� 1 A LOV�F She Flo
1 t r`, L =37� \10' / � / / 1 , / Manning's -value
= Li, C 0.011 0,011
kI f Flow length (fl) = 09.t 0.0.
Oi - f w \ /� -; $ .9% (( / � / a Two-year 24-hr pr c p, (in) .12 0.00 C 0
DIRT I ] J
:. "� �EKR1yEW y - o - , .. ® Land lop ����) _ 1-40 0i 0 0 00
# REBA f _ - �- = - - w � ( / j i f /� �DAvi Travel Time in 11A4 + OXID + 0,00 = 11,44
� w �,..,..0 � ....0 � / / / CURET (min)
WAXHAW HERITAGE LLC ` � F _ - r \ " y - \ / � i / PARC'EL 1 13
PARCEL #06141006C Y --
w.Y � ,� � �• � -�- -- � � � �.. �..v. .�.. •�` � "� � � N(�' DE BILE Shallow Concentrated FIcaW
DB 7276, PG 680 ) w" -' �> r ... .. UN N COUNTY / Flaw, length
- - _ € 1 w " ..w ...nu( - 7 2.C10 17,0C 0,00
WAXHAW ZONING: TC s > - _ _ 7 , -� I I Ilk
� � �� �, �.k ^ � � " r �..� .-� . ,• � .__ . -: - � � � NINE: R-20 W�t�r��o�r� ��� (�.��.) - .� 0. a.�l
-> _ _ _ ( 17 rx , ,` " .. : ". rc X � 2-5' OAK, ` l Surface description = Unpaved Paved Paved
II 1 >` 4 m / /� 1 i ................ 7 AverageIlt () =. 0.00 0,00
( SHEET FLOW ) ` ` '_ _ _ 1 aAK ° ° Travel Time (min) _ .20 + 0" + 0m0 - 3.20
) _ _ OA 24°' OAK
�I S e 7 1 ° 1 Channel Flow
Ni Q n = 0.40 T JACKSON STATION II
�) A,�i BRICE J & sectional flow area &s ft) = 0.00 D.0 coo
S = 146 " ) / PARCEL #06141006B 16" OA 1 LINDA D GARRIS / Wetted perimeter (ft) = 0.00 0. 0.Ci0
t rry f T DB 3694, PG 014 s PARCEL 06141014 °.
# / Channel shape (r°) = 0.0[l 0. G�.C41}
269,557 SF 6.188 AC.
1 / l V WAXHAW ON NG: CU-C3 .. 15 � DB 4 00, PG 344 Mannirg°s ra-value = O� 015 0I 01ES 0,01
PARCEL #06141 05 WOODED POPLAR O.A '^` UNION COUNTY Velocity (fill) =0,00
ZONING. R-20
? 7 7 1 AREA,- AARON DECHON LEE D
15 ? : BRENDA COLLINS LEE C,00
PARCEL #05112049C
� J ,- � � � � �. , �. "� � 1 �: � � � � / b,3(� w R, � DB 6131, PG 543 � (� ({ )
' \ , 4 � ( � � y � � � � \ w..M � v 4 E � .� � / UNION COUNTY
(( 1 7 t � 1 q a y / ZONING: R-20 Travel Ti a miry) = O} 00 0.00 + 0100 0.00
PRE DEVELOPMENT SOUTH ( * f { / / 16°�A� .
1°
# A T) / . " ( { NEW LOT 2 AREA: / ) \
`-� ( � "� �` CHARLE�MCCLURE Total Fa�rel'I'� a T 14,0�1 min
l - \ 421,', 4 SF AC .k 16" OAK WIiX AW ZON�.676
G: NC i Y l L #06 141015
7 c 1 a ° l .. Q DEED AVAILABLE
J PA
f 1 ) 16 QtfK " 1 r .CIA.
J \ } /o UNION COUNTY
( ) 1 12 OA44 U J ZOfV1NG: R-20 - - -
I ( SHED., 16 #OAK H
1 �� ° - -
r PRE DEVELOPMENT EAST
44 AK 3 �_ b ( 20" CA 14°' K J B QAK #5 RE
°4° 3 51°'W ( 1
16" OAK #5 REBAR S5.02' I
R.t
- ( ( / / 1 1 12" 17" CORK
a
If,H ' Y
r i 14"&1E2" 5,
12'° OAK /
JACKSON SIATI Ids ( T PECAN w
r PARCEL #06141005 ` 1 ( # ) 13" OAK
. DB 3694, PG 025 60 1 ( ( w -
C"o151,917 SF / 3.488 AC 26 'flA a -
3 � a
WAXHAW HERITAGE LLC P ? WAXHAW ZONING: NC Y i )
PARCEL #06141006D \ _ ) 10",12°,1firy ( JOHN WIG -
DB 7276, PG 676 � « � z \1 ) ( s PECAN
WAXHAW ZONING: TC7 ( 1 PARCEL #0 141016 fi
( r 1 I 5976, G 665 f
HICKORY I ) ( I WAXHAW ZONING: NC
\ - 12" OAK 1 oa
�7 2 „ OAK ,
�, i
"..." / a L
° 1
i� WOODED IV ,
AREA 1 / PRE-DEV EAST
\ 15" ARP"`" / R/W
32" ( i INV:649.16 ��DRAw to = 9.36 AC
,' 5" a K 15" CMP _ -- R/W IMPERVIOUS AREA = 0.09 AC
77\
" 7 A A " 4 L SSMH "OAK ,...� ... NV.648.60 _ - - R - R/W -
DI 5 20 M GNO m _ - / CN - 63
RIM 649.47L 3 1 28" oAK 1# RIM: 654F.17'x _._.-.-.- R/W SSMH 4 -
' „-OAK \__ INV(IN) 6,4A47'(MH4) R/W RIM: 652.45 Tc -14.6 MIN GRAPHIC SCALE
INV(IN): 647.55 15 RCP w 50 OAK / 7� OAK
GRAVEL INV(OUT) 647.42" HIC RY; -Z INV(OUT): 6447(MH6 ----\ `� INV(OUT): 645.50'(MH)/W_ 60 0 30 60 120
DRIVEWAY ......... -.w - ;- PR EV NORTH
IM 6 9.63r( tm .v \ W _ __ - R/W-=- R/W __- - R E-D
I 5 i BAR . .w T" .......REBAR.... 5 REB W W---�-
R R W IN 47 1.... w, - - 7 16
EET SIGN _,
" GRAVEL
DRIVEWAY "
20 MPH SPEED RCp j
LIMIT SIGN
SSMH 7 TOP OF BURIED
RIM: 650.09' STORM PIPE
INV(IN): 637.99'(MH6)
INV(OUT): 637.79'(NORTHWEST)
T9"43-"W 16.04`
WM
m u_
15"RCP
\, INV: 647.10'
GRAVEL
DRIVEWAY DRIVEWAY
WOOD BUSHES PLANTER
GRAVEL A ,)
15" RCP PRIVACY DRIVEWAY
INV 647.12 f SITE TEMPORARY C=7
FENCE BENCHMARK
TOP OF NORTHWEST C7
FLANGE BOLT OF EXISTING
FIRE HYDRANT a
ELEV: 655.93'
WV - R/
ONCRETE GRAVEL
d ;y EWALK i DRIVEWAY
8SMF}a6 i
RIM: �5 .C(9'
INV(I ): 6;39.89'(MH5)"I
INV(I ): 639.54'(SOUTH)
INV(0 T): 639.41'(MH7)
\ 2$ DRAINAGE AREA = 3.94 AC ( IN FEET )
LK IMPERVIOUS AREA = 0.00 AC 1 inch = 60 ft.
EX. CULVERT CN = 63
LOCATION APPX.
Tc=14.6MIN
_ Avllliiill//
PRE-DEV SOUTH E. °
STORM STRUCTURE INFORMATION
DRAINAGE AREA = 4.06 AC
IMPERVIOUS AREA = 0.00 AC
CN = 63
Tc=14.6MIN
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON A SPECIFIC SITE, BLYTHE MILL ROAD,
NC CONTEMPORANEOUSLY WITH ITS ISSUE
DATE ON 05/10/22. AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME. USE
OF THIS DRAWING FOR REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.
REPRODUCTION OF THIS DRAWING FOR
REUSE ON ANOTHER PROJECT IS NOT
AUTHORIZED AND MAY BE CONTRARY TO
THE LAW.
W
�
F
z
M-O
z
O
O
O
�ZI:+�
a
z
E+ 1
a
O
M-w
z
O
FM
MODIFICATION LOG
JOB NUMBER: C210047
CHECKED BY: BHE
DRAWN BY: BHE
DATE: 05-10-2022
1,88£-0 # N&A
z
W�l
0- °°
0- �
N -
N �
Q
CU r`
N M
� o
moo~
� (1)
0 0
0
LV
. -
O
Cn L
f)
rn�
Q
LU
N N
N
00
0)CUU
W o Z
CU o �.
U U O
a)0
Eon
< 00 0
PRE
EVELOPMEI
DRAINAGE
MAP
SHEET: C494

K DRIVEWAY
INV n ULLOF WATER 30" CURB & GUTTER (TYPIb ,L)
B° WAXHAW PKWY
z� (120' PUBLIC RfW - PG! _ \ �•
WAXHAW KP WY
1�`0 PUBLIC RIGHT-OF-WAY �1.1\ � y •° � f ! �� � ( � � 1
y • o' m.,.. w .... ; �i �P� SITE
PC I PG 443
SSMH 1 + \ \ACC SS P W Y r s- , 41
/f RIM: 62 y _ _-- - PATIiW�,Y"a �l 11 boo
/ INV(OUT):61 H2) GAT r030 ., x t o a. } "s C w ( ` HE
Mry, " ",.'€RIG4 6EVMEf I E J� LLRD
/ T F
°,�.. x� "" \,_ �� l � �"`�f 1 _� � �, � RCE�; #061410� .y �"� \
F� 1 V f . 3288, ,, RG, 22 T •• " / \
1/ � M �M~u. � � �,""'" � �u •_,�' O '.� � , � f �'�____ 32.1 2 AC PER ��E� �� �,.•• �
1 I / ' . ✓- eWAX ING:
f 24.451 AC + R,- RES RLMAIN'1
0
UCT�ON
Y COtv
NSTR `- M� / R�XN
EX1S71NG 50 EAS p 821WAXHAW HWY
If,D
R
"Al
479 PC 821
UNION COUNTY , �- '�--- ------ ?
PARCEL #06.441018D \ 0' TEMPORARY CONSTRUC7f N EASE 9EN9 "-D4 479 PG 821 4 � 4-
/
DB 6943, ,�,, (�30 � � � ° me �,.-•
WAXHAW ZONING: CC � \ � � � �€ � � 7' / �.., w , ... � •° ,,..--- � •,-... --- _--__ � � �� � � 7, � ----__
LOCATION MAP
GARY A SUMMERFIELD \ / + w m k
., - A SCALE 1 =2000
... w. /
R� PARCEL #06141018G ( / 1
�£,,.- .,, � A . ,,�... �, w � • .... ,.... . �..m..rc �..,,. � �---�.�' �" RiW AGREEMENT --
4 _ 7 , ,M ...... a , 7 B21
DB 1520, PG 0680 a / /
LOT 3 JACKSON STATIONPLAT �r�k� % ( / / 20' TEMPORARY`DB 479 PG
WAXHAW BZONING: 8 C 1 ( pr ��' �C / _ CONS1"RUCTION EASEMENT _
J) p
\ •� to l O r �, dJ" J t " ;F
DB 479 PG 821
gp
.!J �. �/'� „ ,..v... , � x '-,... • ti. ,,...,• ...0 -n � 'y"n" n... k /•wP ys� �'. „m d� I t4 ,....d' S F" - "-,--, _ - "-s_
GARY A. & DIANA
M. SUMMERFIELD
PARCEL / / 6�j m • • s,• f - ,
#06141018F//
PC N FILE 438
. a a
A PERIN DEVELOPMENT CO. LLC
/ _ o
4, PARCEL 8 3288, PC 1221 DB
� --''J ,� p" „„• . � 7 � , u �, �, , . ."" ° ` � J � • � I i 32.132 AC PER DEED
O :° ( l 24.451 AC +/- ACRES REMAINING
/ ( WAXHAW ZONING: EC
-'' _`� , „" "art u „~ 60 ,,. • .. ,,. ,:, w �,, � \� � -�� �� � �\�• � "" ",,.�
,
11
�( (V 6/
53
f^'
# J ,
v
mm
a °
.,
t,
P /N'19 / �. ,`"�, � �` .• � ,,.•, .,.... 7 E` ice:
POST DEVELOPMENT'b
..
DETAINED-
M �
1f _
:0- N STORMWATER B�IIP
I u-IA I
1 k SEESHE5.5 3 / -
ell
UAVI
uU
WAXHAW HERITAGE LLC /D
PARCEL 1 13
PARCEL #06141006C m \ T NO' DE BLE
DB 7276, PG 680 a UN N COUNTY /
WAXHAW ZONING: TC I ( Y NING: R-20
}
} " - POST DEVELOPMENT
Post Development Detained
OVERALL CN VALUES
SOILS
CN PER COVER TYPE
GROUP
WOODS
OPEN
IMPERVIOUS
% AREA
B
C
D
60
73
79
61
74
1 80
98
98
1 98
1
87.7%
12.3%
0.0%
Post Development Detained
COVERAGE AND
CN VALUES
LAND
USE
AREA
(ac)
GROUP
CN
AREA x CN
B
(ac/CN)
C
(ac/CN)
D
(ac/CN)
WOODS
0
0.00
0.00
0.00
0
0.00
60
73
79
OPEN
6.47
5.67
0.80
0.00
63
405.02
61
74
80
IMPERVIOUS
8.04
7.05
0.99
0.0098
98
787.92
98
98
TOTAL
14.51
82
1192.94
Post Development Undetained
OVERALL CN VALUES
SOILS
CN PER COVER TYPE
GROUP
WOODS
OPEN
IMPERVIOUS
% OF AREA
B
C
D
60
73
1 79
61
74
1 80
98
98
1 98
1
87.7%
12.3%
1 0.0%
Post Development Undetained
COVERAGE AND CN VALUES
LAND
USE
AREA
(ac)
GROUP
CN
AREA x CN
B
(ac/CN)
C
(ac/CN)
D
(ac/CN)
WOODS
0
0.00
0.00
0.00
0
0.00
60
73
79
OPEN
2.61
2.29
0.32
0.00
63
163.38
61
74
80
IMPERVIOUS
0.24
0.21
0.03
0.00
98
23.52
98
98
98
TOTAL
2.85
66
186.90
F:7
630 24p K TOTAL AREA 17.36 AC
Id
rj I [ " DETAINED AREA
{ )I M�LINDA D GARRIS /
IMPERVIOUS: 8.04 AC
�� � � "� �•' � / �" � F ' let
�# PARCEL #06141014 /
/DB 4�00, PG 344 PERVIOUS: 6.47 AC
7{ WON ZONING: R COUNTY
0 N LEE TOTAL: 14.51 AC CN = 82
I) I m. F / X 7u BRENAARODA DCOLLa S LEE TC = 5 MIN
} :., M• "' - PARCEL #05112049C UNDETAINED AREA
DB 6131, PG 543 UNION COUNTY IMPERVIOUS: 0.24 AC
1 , F fZONING: R-20 PERVIOUS: 2.61 AC
{
CHARLE�MCCLURE / TOTAL: 2.85 AC CN = 66
�,,.. �" ,,,� � � ��, •° •�" �„" `� � �, � .�..� �Z ..� a � "•. may..
:. PAL #06141015 TC = 5 MIN
= M
DEED AVAILABLE
UNION COUNTY _
ZON,1NG: R-20 --
j p:
• #
•
N °a, a
f a
i \
WAXHAW HERITAGE LLC -
( -
PARCEL #06141006D �, �� JOHN WIG - -
DB 7276, PG 676 ds `
WAXHAW ZONING: TC i 66+ PARCEL #0 141016
658 O 65a 7 WDB 5976ZON NG 6NC /F �
m`_
K 1w
...: LLn•u
a 1 Irc 15" NP""� / � RfW
T INV:649.16 R/W
( 51" 15" CMP Wye R/W-
MH ,.. NV:648.60 - R/
- R/W
R/W SSMH 4
"RIM:
GRAPHIC SCALE
50" D
POST DEVELOPMENT
s
�-
652.45'
GRAVEL
.�� I
(M
UNDETAINED �
�'
INV(OUT): 645.50'(MHR)/W____---
--
60 0 30 60 120
RIVEWAY ..
�
w �
�k• .-�
-
Malmo
,,Q;ONCRETE•,S[D' ALK V ,
W
``� l�
( IN FEET )
CONCRETE
`~
• v, i , m
-� _ rc
R/WJ
1 inch = 60 ft.
BLYTHE MILL ROAD __ ------
WV�M
R/
-
PUBLIC RIGHT-OF-WAY
RIY
t IGs" " x
ONCRETE GRAVELmRAVEL i
DRIVEWAY`1p
�
'
DRIVEWAY
J
')
i
r x `A
20 MPH SPEED
LIMIT SIGN GRAVEL SSMF}a6
RAVEL DRIVEWAY BUSHES PLANTER RIM:�5�g9'
I DRIVEWAY 6' WOOD GRAVEL A INV(I ): 6�9.89'(MH5)\
PRIVACY DRIVEWAY INV(I ): 639.54'(SOUTH)
I FENCE SITE TEMPORARY INV(0 T): 639.41'(MH7)
BENCHMARK
TOP OF NORTHWEST
FLANGE BOLT OF EXISTING
FIRE HYDRANT
ELEV: 655.93'
I �
*** 3 Days Before Digging ***
North Carolina 811
811 or 1-800-632-4949
Remote Ticket Entry
http://nc811.org/remoteticketentry.htm
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON A SPECIFIC SITE, BLYTHE MILL ROAD,
INC CONTEMPORANEOUSLY WITH ITS ISSUE
DATE ON 05/10/22. AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME. USE
OF THIS DRAWING FOR REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.
REPRODUCTION OF THIS DRAWING FOR
REUSE ON ANOTHER PROJECT IS NOT
AUTHORIZED AND MAY BE CONTRARY TO
THE LAW.
W
�
F
O
z
�
o
z
0
O
Z In
a
•--1
z
a
w
O
z
O
E-,
MODIFICATION LOG
JOB NUMBER: C210047
CHECKED BY: BHE
DRAWN BY: BHE
DATE: 05-10-2022
z
W�l
0- CO
0-�
C
CV
v LO
Q
Cu ti
M
o
W
0 C) ~
C
C
go=3
0
W
b.0
0
N L
<
rn�
Q
CU CV
U CV
00
CV
��U
w oZ
0-
a S
Cu 0 a.
�U o
a) 00
ECU
on
Q CO U
POST
EVELOPMEI
DRAINAGE
MAP
SHEET: C495

WET POND CALCULATIONS

Project Name: Blythe Mill Townhomes
Project #: C210047
Date: 8/30/2022
Location: Town of Waxhaw, NC
Water Quality Calculations: Pond 1
Rv = 0.05 + 0.9 * la
Where: Rv = Runoff coefficient (unitless)
la = Impervious fraction (unitless)
DV = 3630 * Rd * Rv * A
DV = Design volume (cu ft)
Rd = Design storm depth (in)
A = Drainage area (ac)
Drainage Area = 14.51 ac
Impervious Area = 8.04 ac
la = 55.4 %
Find Treatment Volume for 1" of rainfall:
Rv = 0.05 + 0.9 * 0.554 = 0.549
DV= 3630*tin*0.549*14.51ac=
WQv = 28,900 cu ft
Size the bleed down orifice to discharge the WQv between 2 and 5 days.
WQv Stage from Pond Design: 634.71 ft
Water Surface Elevation: 633.50 ft
Average Depth: 0.61 ft
28,900 cu ft
Q = C*A*(2gh)0' Where: C = 0.6
A = Orifice Area in sf
g = 32.2 ft/seC
h = Average Depth over Orifice in ft
Q = Orifice Dischage in cfs
Target Average Release Rate = 0.17 cfs (48 hour draw down time)
A = Q/ (C*(2gh)0") = 0.045 sf
= 6.43 sq in
Circular Orifice Diameter = 2.86 in
Round to Nearest Pipe Size, Use: 2.5 in
Acutal Release Rate = 0.13 cfs
Actual Drawdown time = 2.62 days
Secondary bleeders and/or the control structure overflow shall be set above the WQv stage.

POND NO.1
SA/DA Calculations
Pond Bottom Elevation:
Water Surface Elevation:
Bottom of Planting Shelf Elevation:
627.00
633.50
633.00
Stage
Forebay
Main Pond
Vol.
Total
(cf)
Area
(so
Vol.
Incr.
(cf)
Vol.
Cumulative
(cf)
Area
(so
Vol.
Incr.
(cf)
Vol.
Cumulative
(cf)
628.00
0
0
0
9,224
0
0
0
629.00
945
473
473
10,029
9,627
9,627
10,099
630.00
1,613
1,279
1,752
10,861
10,445
20,072
21,823
631.00
2,331
1,972
3,724
11,721
11,291
31,363
35,086
632.00
3,108
2,720
6,443
12,610
12,166
43,528
49,971
633.00
3,896
3,502
9,945
13,526
13,068
56,596
66,541
633.50
5,086
2,246
12,191
15,584
7,278
63,874
76,064
Forebay Total Volume: 12,191 cf
Main Pond Total Volume: 63,874 cf
Forebay Volume % of Main Pond: 19.1 % Ok
Water Surface Stage Elevation = 633.50 ft
Main Pond Water Surface Stage Area = 15,584 sf
Main Pond Water Surface Storage Volume = 63,874 cf
Average Depth = Main Pond Volume/Main Pond Area
Average Depth = 4.10 ft
Percent Impervious Tributary to Pond = 55.4%
SA/DA Ratio: 1.64
Tributary Area to Pond = 14.51 ac
Main Pond Surface Area Required = 10,366 sf
Main Pond Surface Area Provided at Permanent Pool = 15,584 sf

WET POND
ANTI -FLOTATION BLOCK SIZING
Project Information
Project Name: Blythe Mill Townhomes
Project #:
Designed by: BHE Date: 8/30/2022
Revised by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Width (If) =
5.0
Length (If) =
5.0
Wall Thickness (in) =
6.0
Top of Structure =
636.5
Bottom of Structure =
626.1
Ground Elevation =
632.0
Bottom Slab Lip (in) =
12.0
Bottom Slab Thickness (in) =
12.0
Volume of Structure (cf) =
178.1
Weight of Structure (lb) =
26,711
Volume of Water Displaced (cf) =
437
Weight of Water Displaced (lb) =
27,289
Volume of Soil Over Lip (cf) =
164.36
Sumerged Weight of Soil Over Lip (lb) =
6179.936
Weight of Structure (lb) = 26,711
Weight of Soil (lb) =
6,180
Total Weight (lb) =
32,890
Weight of Water Displaced (lb) =
27,289
Factor of Safety =
1.21

Permanent Pool Drawdown Calculations: Pond 1
Permanent Pool Volume = 76,064 cf
Drawdown Time = 1 days
Release Rate (Q) = 0.880 cfs
A = Q/(C*2GH)^0.5)
Average Depth (H) = 2.75 ft
C = 0.6
G = 32.2 ft/sec^2
A = 0.09 sf
12.30 sq in
3.96 in
Use: 4 in

Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2021
4
7
6
8
Leaend
Hvd. Origin
Description
1 SCS Runoff
Pre-Dev East
2 SCS Runoff
Post Dev Detained
3 Reservoir
Wetpond
4 SCS Runoff
Pre Dev South
5 SCS Runoff
Pre Dev North
6 Combine
Pre Dev Combined
7 SCS Runoff
Post Dev Undetained
8 Combine
Post Dev Combined
Project: Wetpond.gpw
Tuesday, 08 / 30 / 2022

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
45.7494
10.2000
0.8119
--------
2
45.7494
10.2000
0.8119
--------
3
53.7163
11.2000
0.8123
--------
5
61.0172
12.0000
0.8016
--------
10
84.3532
15.1000
0.8281
--------
25
93.8807
14.7000
0.8176
--------
50
108.9013
15.4000
0.8271
--------
100
119.2770
15.2000
0.8276
--------
File name: Charlotte.IDF
Intensity = B / (Tc + D)^E
Tuesday, 08 / 30 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
5.02
3.99
3.33
2.88
2.54
2.28
2.07
1.90
1.76
1.64
1.54
1.45
2
5.02
3.99
3.33
2.88
2.54
2.28
2.07
1.90
1.76
1.64
1.54
1.45
3
5.59
4.49
3.78
3.28
2.91
2.62
2.39
2.20
2.04
1.90
1.78
1.68
5
6.30
5.12
4.35
3.79
3.38
3.05
2.79
2.57
2.39
2.23
2.10
1.98
10
7.03
5.85
5.03
4.43
3.97
3.60
3.30
3.05
2.84
2.66
2.50
2.36
25
8.21
6.82
5.87
5.17
4.63
4.20
3.85
3.56
3.32
3.10
2.92
2.76
50
8.99
7.50
6.47
5.70
5.11
4.64
4.26
3.94
3.66
3.43
3.23
3.05
100
9.91
8.26
7.11
6.26
5.61
5.09
4.67
4.31
4.02
3.76
3.54
3.34
Tc = time in minutes. Values may exceed 60.
Precip. file name: W:\2021\C210047 - Blythe Mill Road Subdivision\Calculations\Waxhaw.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.95
3.56
0.00
4.47
5.20
6.22
7.04
7.91
SCS 6-Hr
1.00
2.54
0.00
3.17
3.67
4.35
4.90
5.46
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
1.00
2.54
1.03
0.00
3.67
4.35
4.90
5.46

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
------
-------
6.775
-------
-------
18.44
26.85
34.18
42.27
Pre-Dev East
2
SCS Runoff
------
-------
44.76
-------
-------
78.45
99.78
116.97
135.19
Post Dev Detained
3
Reservoir
2
-------
2.568
-------
-------
13.86
45.52
70.79
96.36
Wetpond
4
SCS Runoff
------
-------
2.939
-------
-------
8.000
11.65
14.83
18.34
Pre Dev South
5
SCS Runoff
------
-------
2.852
-------
-------
7.764
11.30
14.39
17.79
Pre Dev North
6
Combine
1, 4, 5
-------
12.57
-------
-------
34.21
49.80
63.39
78.40
Pre Dev Combined
7
SCS Runoff
------
-------
3.911
-------
-------
9.046
12.60
15.58
18.89
Post Dev Undetained
8
Combine
3,7
-------
4.096
-------
-------
17.54
52.09
82.39
111.46
Post Dev Combined
Proj. file: Wetpond.gpw
Tuesday, 08 / 30 / 2022

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 08 / 30 / 2022
Pond No. 1 - Wetpond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 633.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
633.50
20,670
0
0
0.50
634.00
23,961
11,147
11,147
1.50
635.00
26,323
25,130
36,277
2.50
636.00
28,577
27,440
63,716
3.50
637.00
30,670
29,614
93,331
4.50
638.00
32,821
31,736
125,067
5.50
639.00
35,029
33,916
158,983
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 36.00
2.50 0.00 0.00
Crest Len (ft)
= 20.00 20.00
2.00
0.00
Span (in)
= 36.00
2.50 0.00 0.00
Crest El. (ft)
= 636.50 637.50
635.00
0.00
No. Barrels
= 1
1 0 0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 626.13
633.50 0.00 0.00
Weir Type
= 1 Broad
Rect
---
Length (ft)
= 117.23
0.00 0.00 0.00
Multi -Stage
= Yes No
Yes
No
Slope (%)
= 1.00
0.00 0.00 n/a
N-Value
= .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions
(ic) and submergence (s).
Stage / 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
0 633.50
0.00 0.00 ---
--- 0.00
0.00 0.00
---
--- ---
0.000
0.50
11,147 634.00
82.45 is 0.10 is ---
--- 0.00
0.00 0.00
---
--- ---
0.103
1.50
36,277 635.00
82.45 is 0.19 is ---
--- 0.00
0.00 0.00
---
--- ---
0.194
2.50
63,716 636.00
82.45 is 0.25 is ---
--- 0.00
0.00 6.66
---
--- ---
6.914
3.50
93,331 637.00
82.45 is 0.30 is ---
--- 23.55
0.00 18.84
---
--- ---
42.69
4.50
125,067 638.00
107.14 is 0.11 is ---
--- 87.70
s 18.38 19.32 s
---
--- ---
125.52
5.50
158.983 639.00
114.10 is 0.06 is ---
--- 97.54
s 95.53 16.50 s
---
--- ---
209.63

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
6.775
2
724
22,823
------
------
------
Pre-Dev East
2
SCS Runoff
44.76
2
716
90,476
------
------
------
Post Dev Detained
3
Reservoir
2.568
2
774
85,593
2
635.50
49,950
Wetpond
4
SCS Runoff
2.939
2
724
9,900
------
------
------
Pre Dev South
5
SCS Runoff
2.852
2
724
9,607
------
------
------
Pre Dev North
6
Combine
12.57
2
724
42,329
1, 4, 5
------
------
Pre Dev Combined
7
SCS Runoff
3.911
2
718
8,080
------
------
------
Post Dev Undetained
8
Combine
4.096
2
718
93,673
3,7
------
------
Post Dev Combined
Wetpond.gpw
Return Period: 2 Year
Tuesday, 08 / 30 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev East
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 9.360 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 3.56 in
Storm duration
= 24 hrs
Q (cfs)
7.00
N. 11
5.00
i
3.00
2.00
1.00
0.00 ' '
0 120 240 360 480 600
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev East
Hyd. No. 1 -- 2 Year
Tuesday, 08 / 30 / 2022
= 6.775 cfs
= 724 m i n
= 22,823 cuft
= 63
= 0 ft
= 14.60 min
= Type II
= 484
Q (cfs)
7.00
. ee,
5.00
4.00
3.00
2.00
1.00
J I I I I I I I% 1 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev East
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.12
0.00
0.00
Land slope (%)
= 1.40
0.00
0.00
Travel Time (min)
= 11.44 +
0.00 +
0.00 =
11.44
Shallow Concentrated Flow
Flow length (ft)
= 752.00
0.00
0.00
Watercourse slope (%)
= 5.90
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.92
0.00
0.00
Travel Time (min)
= 3.20 +
0.00 +
0.00 =
3.20
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..............................................................................
14.60 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 2
Post Dev Detained
Hydrograph type
= SCS Runoff
Peak discharge
= 44.76 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 90,476 cuft
Drainage area
= 14.510 ac
Curve number
= 82
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
50.00
30.00
20.00
10.00
0.00 1 ' 1
0 120 240
— Hyd No. 2
Post Dev Detained
Hyd. No. 2 -- 2 Year
360 480 600 720 840
Q (Cfs)
50.00
w1 1I
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 3
Wetpond
Hydrograph type
= Reservoir
Peak discharge
= 2.568 cfs
Storm frequency
= 2 yrs
Time to peak
= 774 min
Time interval
= 2 min
Hyd. volume
= 85,593 cuft
Inflow hyd. No.
= 2 - Post Dev Detained
Max. Elevation
= 635.50 ft
Reservoir name
= Wetpond
Max. Storage
= 49,950 cuft
Storage Indication method used.
Wetpond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 Hyd No. 2 Total storage used = 49,950 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 08 / 30 / 2022
Hyd. No. 4
Pre Dev South
Hydrograph type
= SCS Runoff
Peak discharge
= 2.939 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 9,900 cuft
Drainage area
= 4.060 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 14.60 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Dev South
Q (Cfs) Hyd. No. 4 -- 2 Year Q (Cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 08 / 30 / 2022
Hyd. No. 5
Pre Dev North
Hydrograph type
= SCS Runoff
Peak discharge
= 2.852 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 9,607 cuft
Drainage area
= 3.940 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 14.60 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Dev North
Q (Cfs) Hyd. No. 5 -- 2 Year Q (Cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 6
Pre Dev Combined
Hydrograph type
= Combine
Peak discharge
= 12.57 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 42,329 cuft
Inflow hyds.
= 1, 4, 5
Contrib. drain. area
= 17.360 ac
Q (Cfs)
14.00
12.00
10.00
M. Me
H. Me
M
2.00
M
Pre Dev Combined
Hyd. No. 6 -- 2 Year
Q (Cfs)
14.00
12.00
10.00
MIA
It 1
4.00
NOR
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 1 Hyd No. 4 Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 08 / 30 / 2022
Hyd. No. 7
Post Dev Undetained
Hydrograph type
= SCS Runoff
Peak discharge
= 3.911 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,080 cuft
Drainage area
= 2.850 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Dev Undetained
Q (Cfs) Hyd. No. 7 -- 2 Year Q (Cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 8
Post Dev Combined
Hydrograph type
= Combine
Peak discharge
= 4.096 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 93,673 cuft
Inflow hyds.
= 3, 7
Contrib. drain. area
= 2.850 ac
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 1 LA
0 600
Hyd No. 8
Post Dev Combined
Hyd. No. 8 -- 2 Year
1200 1800 2400
Hyd No. 3
3000 3600
Hyd No. 7
4200 4800 5400
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
6000
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
18.44
2
724
54,230
------
------
------
Pre-Dev East
2
SCS Runoff
78.45
2
716
160,906
------
------
------
Post Dev Detained
3
Reservoir
13.86
2
726
155,851
2
636.54
79,715
Wetpond
4
SCS Runoff
8.000
2
724
23,523
------
------
------
Pre Dev South
5
SCS Runoff
7.764
2
724
22,828
------
------
------
Pre Dev North
6
Combine
34.21
2
724
100,580
1, 4, 5
------
------
Pre Dev Combined
7
SCS Runoff
9.046
2
718
18,091
------
------
------
Post Dev Undetained
8
Combine
17.54
2
720
173,942
3,7
------
------
Post Dev Combined
Wetpond.gpw
Return Period: 10 Year
Tuesday, 08 / 30 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 1
Pre-Dev East
Hydrograph type
= SCS Runoff
Peak discharge
= 18.44 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 54,230 cuft
Drainage area
= 9.360 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.60 min
Total precip.
= 5.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
Pre-Dev East
Hyd. No. 1 -- 10 Year
Q (Cfs)
21.00
18.00
15.00
12.00
• oe,
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
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 2
Post Dev Detained
Hydrograph type
= SCS Runoff
Peak discharge
= 78.45 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 160,906 cuft
Drainage area
= 14.510 ac
Curve number
= 82
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
e
Post Dev Detained
Hyd. No. 2 -- 10 Year
Q (Cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
' ' 0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 3
Wetpond
Hydrograph type
= Reservoir
Peak discharge
= 13.86 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
- 2 min
Hyd. volume
= 155,851 cuft
Inflow hyd. No.
- 2 - Post Dev Detained
Max. Elevation
= 636.54 ft
Reservoir name
= Wetpond
Max. Storage
= 79,715 cuft
Storage Indication method used.
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 3 — Hyd No. 2 Total storage used = 79,715 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
Pre Dev South
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 4.060 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.20 in
Storm duration
= 24 hrs
Q (Cfs)
10.00
H. Me
4.00
2.00
M
120 240 360 480 600
Hyd No. 4
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Dev South
Hyd. No. 4 -- 10 Year
Tuesday, 08 / 30 / 2022
= 8.000 cfs
= 724 min
= 23,523 cuft
= 63
= 0 ft
= 14.60 min
= Type II
= 484
Q (Cfs)
10.00
More,
OR
4.00
2.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Pre Dev North
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 3.940 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.20 in
Storm duration
= 24 hrs
Q (Cfs)
8.00
ME
4.00
2.00
0.00
0 120 240
— Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Dev North
Hyd. No. 5 -- 10 Year
360 480 600 720 840 960
Tuesday, 08 / 30 / 2022
= 7.764 cfs
= 724 min
= 22,828 cuft
= 63
= 0 ft
= 14.60 min
= Type II
= 484
Q (Cfs)
8.00
Me]
4.00
2.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 6
Pre Dev Combined
Hydrograph type
= Combine
Peak discharge
= 34.21 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 100,580 cuft
Inflow hyds.
= 1, 4, 5
Contrib. drain. area
= 17.360 ac
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 1 Hyd No. 4 Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
Post Dev Undetained
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 2.850 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.20 in
Storm duration
= 24 hrs
Q (Cfs)
10.00
H. Me
4.00
2.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Dev Undetained
Hyd. No. 7 -- 10 Year
120 240 360 480 600
Hyd No. 7
Tuesday, 08 / 30 / 2022
= 9.046 cfs
= 718 min
= 18,091 cuft
= 66
= 0 ft
= 5.00 min
= Type II
= 484
Q (Cfs)
10.00
It 1
OR
4.00
2.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 8
Post Dev Combined
Hydrograph type
= Combine
Peak discharge
= 17.54 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 173,942 cuft
Inflow hyds.
= 3, 7
Contrib. drain. area
= 2.850 ac
Post Dev Combined
Q (cfs) Hyd. No. 8 -- 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 8 Hyd No. 3 Hyd No. 7

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
26.85
2
722
77,236
------
------
------
Pre-Dev East
2
SCS Runoff
99.78
2
716
206,898
------
------
------
Post Dev Detained
3
Reservoir
45.52
2
722
201,779
2
637.03
94,348
Wetpond
4
SCS Runoff
11.65
2
722
33,502
------
------
------
Pre Dev South
5
SCS Runoff
11.30
2
722
32,512
------
------
------
Pre Dev North
6
Combine
49.80
2
722
143,249
1, 4, 5
------
------
Pre Dev Combined
7
SCS Runoff
12.60
2
718
25,260
------
------
------
Post Dev Undetained
8
Combine
52.09
2
722
227,039
3,7
------
------
Post Dev Combined
Wetpond.gpw
Return Period: 25 Year
Tuesday, 08 / 30 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 1
Pre-Dev East
Hydrograph type
= SCS Runoff
Peak discharge
= 26.85 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 77,236 cuft
Drainage area
= 9.360 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.60 min
Total precip.
= 6.22 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
16.00
12.00
: M
"I
Pre-Dev East
Hyd. No. 1 -- 25 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. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Post Dev Detained
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 14.510 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.22 in
Storm duration
= 24 hrs
Q (Cfs)
100.00
:M II
40.00
20.00
0.00
0 120 240
— Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Dev Detained
Hyd. No. 2 -- 25 Year
360 480 600 720 840 960
Tuesday, 08 / 30 / 2022
= 99.78 cfs
= 716 min
= 206,898 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
Q (Cfs)
100.00
w9 1I
20.00
0.00
1080 1200 1320
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 3
Wetpond
Hydrograph type
= Reservoir
Peak discharge
= 45.52 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 201,779 cuft
Inflow hyd. No.
= 2 - Post Dev Detained
Max. Elevation
= 637.03 ft
Reservoir name
= Wetpond
Max. Storage
= 94,348 cuft
Storage Indication method used
Q (cfs)
100.00
OXIDE
ID
40.00
20.00
Wetpond
Hyd. No. 3 -- 25 Year
0.00
0 120 240 360
— Hyd No. 3
Q (cfs)
100.00
:1 1I
99 1I
20.00
rn.1
480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 Total storage used = 94,348 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
Pre Dev South
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 4.060 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.22 in
Storm duration
= 24 hrs
Q (Cfs)
12.00
10.00
M
M
M
2.00
M
120 240 360 480 600
Hyd No. 4
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Dev South
Hyd. No. 4 -- 25 Year
Tuesday, 08 / 30 / 2022
= 11.65 cfs
= 722 min
= 33,502 cuft
= 63
= 0 ft
= 14.60 min
= Type II
= 484
Q (Cfs)
12.00
10.00
. ��
4.00
2.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Pre Dev North
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 3.940 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.22 in
Storm duration
= 24 hrs
Q (Cfs)
12.00
10.00
M
M
M
2.00
M
120 240 360 480 600
Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Dev North
Hyd. No. 5 -- 25 Year
Tuesday, 08 / 30 / 2022
= 11.30 cfs
= 722 min
= 32,512 cuft
= 63
= 0 ft
= 14.60 min
= Type II
= 484
Q (Cfs)
12.00
10.00
. ��
4.00
2.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 6
Pre Dev Combined
Hydrograph type
= Combine
Peak discharge
= 49.80 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 143,249 cuft
Inflow hyds.
= 1, 4, 5
Contrib. drain. area
= 17.360 ac
Q (cfs)
50.00
40.00
30.00
10.00
0.00
0 120 240
Hyd No. 6
Pre Dev Combined
Hyd. No. 6 -- 25 Year
360 480 600
Hyd No. 1
720
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
Post Dev Undetained
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 2.850 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.22 in
Storm duration
= 24 hrs
Q (Cfs)
14.00
12.00
10.00
M. Me
M. Me
M
2.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Dev Undetained
Hyd. No. 7 -- 25 Year
Tuesday, 08 / 30 / 2022
= 12.60 cfs
= 718 min
= 25,260 cuft
= 66
= 0 ft
= 5.00 min
= Type II
= 484
Q (Cfs)
14.00
12.00
10.00
MIA
It 1
4.00
NOR
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 8
Post Dev Combined
Hydrograph type
= Combine
Peak discharge
= 52.09 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 227,039 cuft
Inflow hyds.
= 3, 7
Contrib. drain. area
= 2.850 ac
Post Dev Combined
Q (Cfs) Hyd. No. 8 -- 25 Year Q (Cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 — Hyd No. 3 Hyd No. 7

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
34.18
2
722
97,089
------
------
------
Pre-Dev East
2
SCS Runoff
116.97
2
716
244,608
------
------
------
Post Dev Detained
3
Reservoir
70.79
2
722
239,446
2
637.30
102,726
Wetpond
4
SCS Runoff
14.83
2
722
42,114
------
------
------
Pre Dev South
5
SCS Runoff
14.39
2
722
40,869
------
------
------
Pre Dev North
6
Combine
63.39
2
722
180,072
1, 4, 5
------
------
Pre Dev Combined
7
SCS Runoff
15.58
2
718
31,385
------
------
------
Post Dev Undetained
8
Combine
82.39
2
720
270,831
3,7
------
------
Post Dev Combined
Wetpond.gpw
Return Period: 50 Year
Tuesday, 08 / 30 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 1
Pre-Dev East
Hydrograph type
= SCS Runoff
Peak discharge
= 34.18 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 97,089 cuft
Drainage area
= 9.360 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.60 min
Total precip.
= 7.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
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
Tuesday, 08 / 30 / 2022
Hyd. No. 2
Post Dev Detained
Hydrograph type
= SCS Runoff
Peak discharge
= 116.97 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 244,608 cuft
Drainage area
= 14.510 ac
Curve number
= 82
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
120.00
100.00
20.00
Post Dev Detained
Hyd. No. 2 -- 50 Year
Q (Cfs)
120.00
100.00
20.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 3
Wetpond
Hydrograph type
= Reservoir
Peak discharge
= 70.79 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 239,446 cuft
Inflow hyd. No.
= 2 - Post Dev Detained
Max. Elevation
= 637.30 ft
Reservoir name
= Wetpond
Max. Storage
= 102,726 cuft
Storage Indication method used
Q (Cfs)
120.00
100.00
20.00
Wetpond
Hyd. No. 3 -- 50 Year
0.00
0 120 240 360
— Hyd No. 3
Q (Cfs)
120.00
100.00
20.00
rn.1
480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 Total storage used = 102,726 Cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 08 / 30 / 2022
Hyd. No. 4
Pre Dev South
Hydrograph type
= SCS Runoff
Peak discharge
= 14.83 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 42,114 cuft
Drainage area
= 4.060 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 14.60 min
Total precip.
= 7.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Dev South
Q (Cfs) Hyd. No. 4 -- 50 Year Q (Cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 08 / 30 / 2022
Hyd. No. 5
Pre Dev North
Hydrograph type
= SCS Runoff
Peak discharge
= 14.39 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 40,869 cuft
Drainage area
= 3.940 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 14.60 min
Total precip.
= 7.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Dev North
Q (Cfs) Hyd. No. 5 -- 50 Year Q (Cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 6
Pre Dev Combined
Hydrograph type
= Combine
Peak discharge
= 63.39 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 180,072 cuft
Inflow hyds.
= 1, 4, 5
Contrib. drain. area
= 17.360 ac
Q (Cfs)
70.00
- ••
50.00
F• ••
30.00
20.00
10.00
Q (Cfs)
70.00
•• ••
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
Time (min)
— Hyd No. 6 Hyd No. 1 Hyd No. 4 Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
Post Dev Undetained
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 2.850 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.04 in
Storm duration
= 24 hrs
Q (Cfs)
18.00
15.00
12.00
M
ME
3.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Dev Undetained
Hyd. No. 7 -- 50 Year
120 240 360 480 600
Hyd No. 7
Tuesday, 08 / 30 / 2022
= 15.58 cfs
= 718 min
= 31,385 cuft
= 66
= 0 ft
= 5.00 min
= Type II
= 484
Q (Cfs)
18.00
15.00
12.00
Me]
CM
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 8
Post Dev Combined
Hydrograph type
= Combine
Peak discharge
= 82.39 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 270,831 cuft
Inflow hyds.
= 3, 7
Contrib. drain. area
= 2.850 ac
Q (cfs)
90.00
-1 11
70.00
- M
50.00
40.00
30.00
20.00
10.00
Post Dev Combined
Hyd. No. 8 -- 50 Year
Q (cfs)
90.00
;1 11
70.00
50.00
40.00
cM
20.00
10.00
0.00 ' J'1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 3 Hyd No. 7

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
42.27
2
722
119,194
------
------
------
Pre-Dev East
2
SCS Runoff
135.19
2
716
285,134
------
------
------
Post Dev Detained
3
Reservoir
96.36
2
720
279,932
2
637.54
110,362
Wetpond
4
SCS Runoff
18.34
2
722
51,702
------
------
------
Pre Dev South
5
SCS Runoff
17.79
2
722
50,173
------
------
------
Pre Dev North
6
Combine
78.40
2
722
221,068
1, 4, 5
------
------
Pre Dev Combined
7
SCS Runoff
18.89
2
716
38,155
------
------
------
Post Dev Undetained
8
Combine
111.46
2
720
318,087
3,7
------
------
Post Dev Combined
Wetpond.gpw
Return Period: 100 Year
Tuesday, 08 / 30 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre-Dev East
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.360 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.91 in
Storm duration
= 24 hrs
Q (Cfs)
50.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre-Dev East
Hyd. No. 1 -- 100 Year
Tuesday, 08 / 30 / 2022
= 42.27 cfs
= 722 min
= 119,194 cuft
= 63
= 0 ft
= 14.60 min
= Type II
= 484
0.00 I I I I I I I I I_
0 120 240 360
— Hyd No. 1
Q (Cfs)
50.00
91 1I
30.00
20.00
10.00
WATiT.l
480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Post Dev Detained
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 14.510 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 7.91 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 08 / 30 / 2022
= 135.19 cfs
= 716 min
= 285,134 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
Q (Cfs)
Post Dev Detained
Hyd. No. 2 -- 100 Year
Q (Cfs)
140.00
140.00
120.00
120.00
100.00
100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
20.00
0.00
0 120 240 360
— Hyd No. 2
0.00
480 600 720 840 960 1080 1200
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 3
Wetpond
Hydrograph type
= Reservoir
Peak discharge
= 96.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 279,932 cuft
Inflow hyd. No.
= 2 - Post Dev Detained
Max. Elevation
= 637.54 ft
Reservoir name
= Wetpond
Max. Storage
= 110,362 cuft
Storage Indication method used.
Q (Cfs)
140.00
120.00
100.00
•• ••
Q (Cfs)
140.00
120.00
100.00
•• ••
40.00
20.00
0.00 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 Hyd No. 2 Total storage used = 110,362 Cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 4
Pre Dev South
Hydrograph type
= SCS Runoff
Peak discharge
= 18.34 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 51,702 cuft
Drainage area
= 4.060 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 14.60 min
Total precip.
= 7.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
Pre Dev South
Hyd. No. 4 -- 100 Year
Q (Cfs)
21.00
18.00
15.00
12.00
• oe,
3.00
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
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
Pre Dev North
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 3.940 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.91 in
Storm duration
= 24 hrs
Q (Cfs)
18.00
15.00
12.00
M
ME
3.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Dev North
Hyd. No. 5 -- 100 Year
120 240 360 480 600
Hyd No. 5
Tuesday, 08 / 30 / 2022
= 17.79 cfs
= 722 min
= 50,173 cuft
= 63
= 0 ft
= 14.60 min
= Type II
= 484
Q (Cfs)
18.00
15.00
12.00
Me]
CM
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 6
Pre Dev Combined
Hydrograph type
= Combine
Peak discharge
= 78.40 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 221,068 cuft
Inflow hyds.
= 1, 4, 5
Contrib. drain. area
= 17.360 ac
Q (Cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (Cfs)
80.00
70.00
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
Time (min)
— Hyd No. 6 Hyd No. 1 Hyd No. 4 Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
Post Dev Undetained
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 2.850 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.91 in
Storm duration
= 24 hrs
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post Dev Undetained
Hyd. No. 7 -- 100 Year
Tuesday, 08 / 30 / 2022
= 18.89 cfs
= 716 min
= 38,155 cuft
= 66
= 0 ft
= 5.00 min
= Type II
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• oe,
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
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 08 / 30 / 2022
Hyd. No. 8
Post Dev Combined
Hydrograph type
= Combine
Peak discharge
= 111.46 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 318,087 cuft
Inflow hyds.
= 3, 7
Contrib. drain. area
= 2.850 ac
Q (Cfs)
120.00
100.00
20.00
Q (Cfs)
120.00
100.00
20.00
r.T.Ta
480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 7

EROSION AND SEDIMENT
CONTROL CALCULATIONS

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Blythe Mill Townhomes
Project #:
Designed by: BHE Date: 8/30/2022
Revised by: Date:
Revised by: Date:
Basin # 1 Phase 1
Basin Type = Sediment (Per NCDNER EC Manual Ch. 6, Sec. 6.61)
Drainage Area (ac) = 8.64
Disturbed Area (ac) = 8.49
Runoff Coefficient (c) = 0.50 (Smooth bare packed soil)
Rainfall Intensity "i" (in/hr) =
Flow (Q10) (cfs) =
Required surface area (sf) =
Reauired Storage (cf) =
Schematic Storage Dimensions:
Basin Side Slopes L : 1 ) =
Storage Depth "Z" (ft) =
Bottom Dimension =
Top Dimension (sediment storage elevation) =
Top of Dam Dimension =
Storage Provided (cf) =
Surace Area Provided (sf) =
Designed Storage Dimensions:
7.61
(5 min time of concentration - 10 Year Storm)
32.9
(Q=c`i`drainage area)
14,301
(435 sf per cfs of Q10 peak inflow)
15.552
(1800 cf per acre of disturbed area)
(may not be actual size or rectangular shape)
3.0
3.00
100.0 ft x 225.0 ft
118.0 ft x 243.0 ft
166.0 ft x 291.0 ft
76,761.0
28,674.0
Elev (ft)
Area (SF)
Volume (CF)
628
13,204
0
633.5
20,670
93,154
634
23,961
104,311
635
26,323
129,453
636
1 28,577
156,903
637
30,670
186,527
638
32,821
218,272
639
35,029
252,197
Designed Storage Elevation (ft)=
636.50
Designed Surface Area (sf)=
29,624
O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)=
171,715
O.K. > Minimum Required Storage
Bottom Elevation (ft)=
628.0
Top of Dam Elevation (ft)=
639.0
Emergency Spillway Elevation (ft)=
637.5
Sizing of Skimmer Orifice Diameter:
Table 6.64a, EC Manual Ch. 6, Sec. 6.64
Skimmer
Head on
Size
Skimmer
Inches
Feet
Skimmer Size (in) =
4
1.5
0.125
Head on Skimmer (ft) =
0.333
2
0.167
Dewatered Volume (cf) =
15,552
2.5
0.208
Dewatering Time (days) =
3
3
0.25
Calculated Orifice Size (in) =
1.97
4
0.333
Actual Orifice Size (in) =
2.00
5
0.333
6
0.417
8
0.5

Sizing of Riser Overflow:
Qriser (cfs) =
32.9
(Q10)
Riser Diameter (in) _
(Use permanent control structure dimensions)
Spillway Length (ft) =
20.0
5'x5' precast control structure
Spillway Crest Elevation (ft) =
636.5
(spillway set from permanent pond design)
Design High Water Depth Over Spillway (in) =
8
(Cw=3.0)
Velocity Over Spillway (fps) =
2.5
Emergency Spillway Elevation (ft) =
637.5
Freeboard (ft) =
1.0
(1 ft minimum to emergency spillway elev)
Filter Width (ft) =
n/a
(8 ft minimum)
Top of Berm Elevation (ft) =
639.0
(Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway (cfs) =
32.9
Spillway Length (ft) =
20.0
(20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation (ft) =
637.5
(1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway (in) =
8
Velocity Over Spillway (fps) =
2.5
Freeboard (ft) =
1.5
(1 ft minimum)
Top of Berm Elevation (ft) =
639.0
(Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft) =
5
Inside width (ft) =
5
Wall Thickness (in) =
6
Top of Structure =
636.5
Bottom of Structure =
626.1
Bottom Slab Lip (in) =
12
Bottom Slab Thickness (in) =
12
Volume of Structure (cf) =
114
Weight of Structure (lb) =
17,111
Volume of Water Displaced (cf) =
373.3
Weight of Water Displaced (lb) =
23,295
Bottom Slab Size:
Bottom Slab Lip (in) =
12
Thickness (in) =
12.00
Weight of Anchor (lb) =
7,350
Factor of Safety = 1.1
Check Culvert Capacity:
Invert Elevation Down (ft):
624.96
Invert Elevation Up (ft):
626.13
Pipe Length (ft):
117.00
Slope (ft/ft):
0.0100
Pipe Diameter (in):
36
Mannings:
0.013
Q10 (cfs):
32.9 See attached Culvert Analysis
Velocity Q10 (fps):
5.4 O.K. Velocity < 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Tuesday, Aug 30 2022
S131 PH1 Culvert Analysis
Invert Elev Dn (ft)
= 624.96
Calculations
Pipe Length (ft)
= 117.00
Qmin (cfs)
= 32.90
Slope (%)
= 1.00
Qmax (cfs)
= 32.90
Invert Elev Up (ft)
= 626.13
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 32.90
No. Barrels
= 1
Qpipe (cfs)
= 32.90
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 5.36
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 7.14
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 627.39
HGL Up (ft)
= 627.99
Embankment
Hw Elev (ft)
= 628.98
Top Elevation (ft)
= 639.00
Hw/D (ft)
= 0.95
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 0.00
Ele (ft)
642.00
639 00
GM M
6M M
630L0
627 00
624 M
621 M
0
5131 PHI CulverlAnalysis
10 20 30 40 50 Go 70 00
[XW.CWvM HGL Embank
ft Depth (R)
15.,37
1287
987
687
387
OH7
-2 13
-,513
90 100 110 120 130 140 150 160
R—ch (t)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Blythe Mill Townhomes
Project #:
Designed by: BHE Date: 8/30/2022
Revised by: Date:
Revised by: Date:
Basin #
Basin Type =
Drainage Area (ac) =
Disturbed Area (ac) =
Runoff Coefficient (c) =
Rainfall Intensity "i" (in/hr) =
Flow (Q10) (cfs) =
Required surface area (sf) =
Reauired Storage (cf) =
Schematic Storage Dimensions:
Basin Side Slopes L : 1 ) =
Storage Depth "Z" (ft) =
Bottom Dimension =
Top Dimension (sediment storage elevation) =
Top of Dam Dimension =
Storage Provided (cf) =
Surace Area Provided (sf) =
Designed Storage Dimensions:
1 Phase 2
Sediment (Per NCDNER EC Manual Ch. 6, Sec. 6.61)
14.48
14.48
0.50 (Smooth bare packed soil)
7.61 (5 min time of concentration - 10 Year Storm)
55.1 (Q=c`i`drainage area)
23,967 (435 sf per cfs of Q10 peak inflow)
26.064 (1800 cf per acre of disturbed area)
(may not be actual size or rectangular shape)
3.0
3.00
100.0 ft x 225.0 ft
118.0 ft x 243.0 ft
133.0 ft x 258.0 ft
76,761.0
28,674.0
Elev (ft)
Area (SF)
Volume (CF)
633.5
20,670
0
634
23,961
11,158
635
26,323
36,300
636
28,577
63,750
637
1 30,670
93,373
638
32,821
125,119
639
35,029
159,044
Designed Storage Elevation (ft)=
636.50
Designed Surface Area (sf)=
29,624
O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)=
78,562
O.K. > Minimum Required Storage
Bottom Elevation (ft)=
633.5
Top of Dam Elevation (ft)=
639.0
Emergency Spillway Elevation (ft)=
637.5
Sizing of Skimmer Orifice Diameter:
Table 6.64a, EC Manual Ch. 6, Sec. 6.64
Skimmer
Head on
Size
Skimmer
Inches
Feet
Skimmer Size (in) =
4
1.5
0.125
Head on Skimmer (ft) =
0.333
2
0.167
Dewatered Volume (cf) =
26,064
2.5
0.208
Dewatering Time (days) =
2.2
3
0.25
Calculated Orifice Size (in) =
2.98
4
0.333
Actual Orifice Size (in) =
3.00
5
0.333
6
0.417
8
0.5

Sizing of Riser Overflow:
Qriser (cfs) =
55.1
(Q10)
Riser Diameter (in) _
(Use permanent control structure dimensions)
Spillway Length (ft) =
20.0
5'x5' precast control structure
Spillway Crest Elevation (ft) =
636.5
(spillway set from permanent pond design)
Design High Water Depth Over Spillway (in) =
11
(Cw=3.0)
Velocity Over Spillway (fps) =
2.9
Emergency Spillway Elevation (ft) =
637.5
Freeboard (ft) =
1.0
(1 ft minimum to emergency spillway elev)
Filter Width (ft) =
n/a
(8 ft minimum)
Top of Berm Elevation (ft) =
639.0
(Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway (cfs) =
55.1
Spillway Length (ft) =
20.0
(20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation (ft) =
637.5
(1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway (in) =
11
Velocity Over Spillway (fps) =
3.0
Freeboard (ft) =
1.5
(1 ft minimum)
Top of Berm Elevation (ft) =
639.0
(Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft) =
5
Inside width (ft) =
5
Wall Thickness (in) =
6
Top of Structure =
636.5
Bottom of Structure =
626.1
Bottom Slab Lip (in) =
12
Bottom Slab Thickness (in) =
12
Volume of Structure (cf) =
114
Weight of Structure (lb) =
17,111
Volume of Water Displaced (cf) =
373.3
Weight of Water Displaced (lb) =
23,295
Bottom Slab Size:
Bottom Slab Lip (in) = 12
Thickness (in) = 12.00
Weight of Anchor (lb) = 7,350
Factor of Safety =
1.1
Check Culvert Capacity:
Invert Elevation Down (ft):
624.96
Invert Elevation Up (ft):
626.13
Pipe Length (ft):
117.00
Slope (ft/ft):
0.0100
Pipe Diameter (in):
36
Mannings:
0.013
Q10 (cfs):
55.1 See attached Culvert Analysis
Velocity Q10 (fps):
8.2 O.K. Velocity < 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Tuesday, Aug 30 2022
S131 PH2 Culvert Analysis
Invert Elev Dn (ft)
= 624.96
Calculations
Pipe Length (ft)
= 117.00
Qmin (cfs)
= 55.10
Slope (%)
= 1.00
Qmax (cfs)
= 55.10
Invert Elev Up (ft)
= 626.13
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 55.10
No. Barrels
= 1
Qpipe (cfs)
= 55.10
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 8.22
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 9.06
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 627.66
HGL Up (ft)
= 628.54
Embankment
Hw Elev (ft)
= 630.54
Top Elevation (ft)
= 639.00
Hw/D (ft)
= 1.47
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 0.00
___. iR1
sa2.00
639A0
636L0
BMW
F3D. 00
527. 00
&24 0D
&21.00
0
SB1 PH2 Culverl Analysis
10 20 30 40 50 50 70 8o
Circular G.1-1t HGL Embank
ft Depth (Rj
15.87
12.87
9.57
6 87
387
OH7
-2 13
-5.13
90 100
110
120
130
140
150
lao
Reach [Rl

SKIMMER SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Blythe Mill Townhomes
Project #:
Designed by: BHE Date: 8/30/2022
Revised by: Date:
Revised by: Date:
Basin # 2 Phase 1
Basin Type = Skimmer (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac) = 3.39
Disturbed Area (ac) = 3.39
Runoff Coefficient (c) = 0.50 (Smooth bare packed soil)
Rainfall Intensity "i" (in/hr) = 7.61
Flow (Q10) (cfs) = 12.9
Required surface area (sf) = 4,192
ired
Schematic Storage Dimensions:
Basin Side Slopes ( x : 1 ) =
Storage Depth "Z" (ft) =
Bottom Dimension =
Top Dimension (sediment storage elevation) =
Top of Dam Dimension =
Storage Provided (cf) =
Surace Area Provided (sf) =
Designed Storage Dimensions:
102
(5 min time of concentration - 10 Year Storm)
(Q=c*i*drainage area)
(325 sf per cfs of Q10 peak inflow)
(1800 cf Der acre of disturbed areal
(may not be actual size or rectangular shape)
3.0
2.50
85.0 ft x 40.0 ft
100.0 ft x 55.0 ft
109.0 ft x 64.0 ft
11,125.0
5,500.0
Elev (ft)
Area (SF)
Volume (CF)
652
5,423
0
653
6,662
6,043
654
7,995
13,371
655
9,357
22,047
656
10,776
32,114
Designed Storage Elevation (ft)=
654.50
Designed Surface Area (sf)=
8,676
O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)=
17,709
O.K. > Minimum Required Storage
Bottom Elevation (ft)=
652.0
Top of Dam Elevation (ft)=
656.0
Emergency Spillway Elevation (ft)=
654.5
Sizing of Skimmer Orifice Diameter:
Table 6.64a, EC Manual Ch. 6, Sec. 6.64
Skimmer
Head on
Size
Skimmer
Inches
Feet
Skimmer Size (in) =
2
1.5
0.125
Head on Skimmer (ft) =
0.167
2
0.167
Dewatered Volume (cf) =
6,102
2.5
0.208
Dewatering Time (days) =
2.4
3
0.25
Calculated Orifice Size (in) =
1.64
4
0.333
Actual Orifice Size (in) =
1.60
5
0.333
6
0.417
8
0.5

Sizing of Emergency Spillway:
Qspillway (cfs) =
12.9
(Q10)
Spillway Length (ft) =
20.0
(20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft) =
654.5
(1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway (in) =
4
(6 in. maximum, Cw=3.0)
Velocity Over Spillway (fps) =
1.9
Freeboard (ft) =
1.2
(1 ft minimum)
Filter Width (ft) =
n/a
(8 ft minimum)
Top of Berm Elevation (ft) =
656.0
(Top of Basin Elevation)

SKIMMER SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Blythe Mill Townhomes
Project #:
Designed by: BHE Date: 8/30/2022
Revised by: Date:
Revised by: Date:
Basin # 3 Phase 1
Basin Type = Skimmer (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac) = 3.10
Disturbed Area (ac) = 3.10
Runoff Coefficient (c) = 0.50 (Smooth bare packed soil)
Rainfall Intensity "i" (in/hr) =
Flow (Q10) (cfs) =
Required surface area (sf) =
Reauired Storaae (cf) =
Schematic Storage Dimensions:
Basin Side Slopes ( x : 1 ) =
Storage Depth "Z" (ft) =
Bottom Dimension =
Top Dimension (sediment storage elevation) =
Top of Dam Dimension =
Storage Provided (cf) =
Surace Area Provided (sf) =
Designed Storage Dimensions:
7.61
(5 min time of concentration - 10 Year Storm)
11.8
(Q=c*i*drainage area)
3,834
(325 sf per cfs of Q10 peak inflow)
5.580
(1800 cf per acre of disturbed area)
(may not be actual size or rectangular shape)
3.0
2.50
65.0 ft x 70.0 ft
80.0 ft x 85.0 ft
89.0 ft x 94.0 ft
14,187.5
6,800.0
Elev (ft)
Area (SF)
Volume (CF)
642
3,732
0
643
4,444
4,088
644
5,213
8,917
645
6,037
14,542
646
6,919
21,020
Designed Storage Elevation (ft)=
644.50
Designed Surface Area (sf)=
5,625
O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)=
11,729
O.K. > Minimum Required Storage
Bottom Elevation (ft)=
642.0
Top of Dam Elevation (ft)=
646.0
Emergency Spillway Elevation (ft)=
644.5
Sizing of Skimmer Orifice Diameter:
Table 6.64a, EC Manual Ch. 6, Sec. 6.64
Skimmer
Head on
Size
Skimmer
Inches
Feet
Skimmer Size (in) =
2
1.5
0.125
Head on Skimmer (ft) =
0.167
2
0.167
Dewatered Volume (cf) =
5,580
2.5
0.208
Dewatering Time (days) =
2.6
3
0.25
Calculated Orifice Size (in) =
1.51
4
0.333
Actual Orifice Size (in) =
1.50
5
0.333
6
0.417
8
0.5

Sizing of Emergency Spillway:
Qspillway (cfs) =
11.8
(Q10)
Spillway Length (ft) =
20.0
(20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft) =
644.5
(1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway (in) =
4
(6 in. maximum, Cw=3.0)
Velocity Over Spillway (fps) =
1.8
Freeboard (ft) =
1.2
(1 ft minimum)
Filter Width (ft) =
n/a
(8 ft minimum)
Top of Berm Elevation (ft) =
646.0
(Top of Basin Elevation)

20
10
R
3
3 0
l�l
Outlet IW = Do + La
pipe
i
diameter (Do)
La --•1
�,: T ilwater - 0.5Do
E
10
A47-FES
36" Diameter
Q10 = 29.77 cfs
La = 20'
d50 = 7.2"
W=23'
3Do=9'
t = 1.4'
1
toy`
r 60
o, p.P
ff i
fi5Q
2D 29.77 cfs 5o 100
Discharge (0/sec)
200 500
Appendices
J..:.10
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

20
10
R
3 0
l�l
Outlet IW = Do + La
pipe
i
diameter (Do)
La --•1
�,: T ilwater - 0.5Do
B20-FES
24" Diameter
Q 10 = 13.63 cfs
La = 14'
d50=6"
W = 16'
3Do=6'
t = 1.2'
1
toy`
r 60
o, p.P
L Qf i
Appendices
" I.,...I''.I....II 11 1 I I I I 1 1 1 1 ' I I I II I'.I 'I I I I I.'i10
3 5 10 20 50 100 200 500 1000
13.63 cfs Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

20
10
R
3 0
l�l
Outlet IW = Do + La
pipe
i
diameter (Do)
La --•1
�,: T ilwater - 0.5Do
C4-FES
24" Diameter
Q10=15.19cfs
La = 14'
d50=6"
W = 16'
3Do=6'
t = 1.2'
1
toy`
r o,� p.P 60
L Qf i
Appendices
" I.,...I I....I I' IIIII I:;I.I....I I 1 1 1 1 1 1 I 1 I ' 1 I I I l I I'.I I I I''i 10
3 5 10 20 50 100 200 500 1000
15.19 cfs Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

20
10
R
3 0
l�l
Outlet IW = Do + La
pipe
i
diameter (Do)
La --•1
�,: T ilwater - 0.5Do
D2-FES
36" Diameter
Q 10 = 13.86 cfs
La = 20'
d50 = 7.2"
W=23'
3Do = 9'
t = 1.4'
1
toy`
r o1� p.P 60
L Qf i
Appendices
" I.,...I'.I....I1 I I I I I I I 1 1 1 1 ' I' I I II I'.I 'I I I I I.'i10
3 5 10 20 50 100 200 500 1000
13.86 cfs Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

20
10
R
3 0
l�l
Outlet IW = Do + La
pipe
i
diameter (Do)
La --•1
�,: T ilwater - 0.5Do
H6-FES
24" Diameter
Q10=4.83cfs
La = 12'
d50=6"
W=8'
3Do = 6'
t = 1.2'
1
toy`
r o,� p.P 60
L Qf i
Appendices
" I.,...I '.I...11 I I I II I.I:'I.I....I I I I I 1 1 1 1 1 ' I I I I I l I I .I'.I 'I I I I I.'i 10
3 5 10 20 50 100 200 500 1000
4.83 cfs Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

APPENDICES

WN4� S INV. ,QLLOF WATER 30" CURB PI�QQ � U� DRIVEWAY \ \
CR��E SAD g„.Py� E4-EX CB - - 0.18Ac ' WAXHAW PKWY \
coN `z�' (120' PUBLIC RJW - I PG _'� r'�/x
WAXHAW PKWY• Y� /y
g�
120 PUBLIC RIGHT -OF-
i � PC I PG 443 E2-CB w E1-CB ' :� i
j
...... t'"w'
ACC SS P k1W Y
0� Mh R W R
F�l SSM.ki.1-_. ........._.... ..„ %� RIM: 625.49 - ...- r" TE --
63
Q
?�_�
1
.._i..62 x E3 EX DI PATiWY
_...__ INV: UNAB i0 M .3 _
INV(OUT):61 H2)�
GAT ACESS U IN}: D13 1•• / / T
- "� �............ s �� \ f OU 1 03 3 M-i§, s ;A.,R1�4 [3EV "YDPMEN G� 5 J
`� i r� CFiA1NtiNK 630 �� - f /IARCEK#061 0%%
D 3288;.. RG 22V`v. T /
1 I 1 r / 32.1 2 AC PER 9 E� b C, * �
/ r f e ✓ `-- 24.451 AG +, RESRfIAIN1f� l )/
// 5> M MH1 `I J --` \ _ 1 _`_ WAXf (AW ONING. F... s
RIM'..521.91' e _ -t N" El �� T 0 CONSTRUCTION
1
....... /� INV(1N}.' 616.71'(CB1) 4 ..,„? 0.26Ac �" r , •• T Y N EAS �. ' • _, ,..�
r UC7"10 � `"'. _
INV(IN): 646.31(WEST) .., EXISTING 50' f�AJ -- " D p 821 -
I aE -
-, \� r t w " DB 479 P 829 Pik-
�r 1� UNION COUNTY 4 E2 Al � �.-.-'-._ �` --
PARCEL #06.14 0� 8d -} 0.29 AC ...-. „� 0' TEMPORARY CONSTRUCfl6N E SE`ME " D k 4'�9 PG 821 -
DB 6943, ,�•�°,(�30 f E3 / 6 B11-JB�
/-Z
G
r' /' '� 0.66 Ac
r WAXHAW ZONING: CC J B12-DI / 1
rr GARY A SUMMER\FIELD
1 a.
(� r` PARCEL #0614101`8G / 0 1 B12
DB 1520, PG 0680 r..~l / N 0.06Ac
r LOT 3 JACKSON STATION /' 4,
f PLAT CAB H, PG 849 / d / 69-CB . 118 B13 B14-DI ` / s� -
1' WAXHAW ZONING. CC 4 1 � wr / � � 650 ��� � J � � i �e-�/' !� � ,.rt � 2
116 .°\t
w
/M. SUMMERFIELD
B14
0.18 Ac
/- j' B9 ° ' ° B30 ,• ,,� .., , -., *.t„ % ,,"' r`�•' '•' ,,� J ,r`' r ``,r`�
l �
r w wmw r PARCEL f € 0.15 Ac B8-CB 0.32j/
#06141018F i 114 ` � ! - .... N,
PC N FILE 438
113
/ t 54 112 S,� I I
,
. a4
,: - B6 B15 0 1xi a's I
55. m B7 DI B5 111 I
r w 0.07 Ac .3� 0.25 r
�,. .•-. _ ,r ",.„ Bl "�... B5-C D.22 Ac �cY' �
r'
j
110
t •
56 Bs I /
\ r ,• w
,t
„ °
... # . 0.25 Ac 650 B15-DI
r '� / rr" /r . r' ,; r r,, , "`f ,,," „ � „„,,M M ,,.. ... �� . ; w-, . „"' S7 � � +� 7 � � � .mr' X'. � � �:• 1 ° § H D
�-;- '`` �. .•g,,e• ,:•`'` ,.ram ,,,,, , ,,,« w...wr„,. ,rv"'" "^,,. m 'w.^ .'.' "" '„„„ „..,, `\
r'rFtrrr, 53 B7
"
p tr r rr 8
"
�'"'
/r r. ''F r. •'''r ,r "r „r itr rr rrr ; ? ; r ,„,'"",,,.x ,� '""" `,„ w 'a „ �• �';i3.30' � `�" � ,.. 1 „r rr rr.• rr rr �.e �,... �'••, , ="51 �94
.•- r , r r A26 DI ,, a • >a h : . . 59 108 w -�
r �• � co A2 B � �u 6 B3-DI •� � '� � t
rr r 4
��D2-FES
Nrr` I Y,'' r rr rr" r r r' r' Af `-`' ,j, v.,"„` •'.••„. „ w # ",
i
r
9-C
4
w� ' "" »n. w•, w,
r- ,'r`su 107
51 Z3A
p . ,r/Jr z f rrr r'r ., .rrr r r r,r `�' ,"" ,,r ar• .� l ",..w •"�."." '"„•' w. ^w,. C rr 7�..-....'., __
r .e
r r J"
t
„w r
0.
r frr r A29 .. 0.17 AC D1-C$ '18 }r
6'
A28-CB I 0.05ac A30-CB 1• a a "'a, »,,,v"ww."' '.., J7`' 7;" % ""'•8L5' ,r` r.
x f J ..r• . -r, 'r
67 68
66 104 STORMWATER B�IIP rrt'
x
1 63 64 6 ��, � Ewa SEE SH r cs.s s� I' r
A27-DI A30 60' g B16-DI B17-JB �( r
48 0.04 Ac A34-CB 016
1A33 0 26 Ac t I N 0.06 Ac}J /
A27 A28 lip-
N, w
0.14 Ac 47 0.15 Ac ` : _
0.3o Ac A33 CB
l t t r I A31-JB . 103 r J DAVI
D /CURET
WAX W'+ CE LLCII, �. PARCEL
ti 1006 \ h h A32-CB 102 NCB DE 0' BL
P!� CEL , 0C1'4 C .o
p y
ti B'7 7�.-,PG 680. \ UN N COUNT
o
..
A35-CB
WA�CNAN1`QNING:.. TG 'ti .l } A25 101 B20-FES l
„
i .. ,, , ti 0.06 Ac ':. .. .: ° A32 . • °. � ' ' ,,, N I N 0 r/
� f G• R--�2
ti ,, ....�,, °ti, A25-DI �, � 44 .a ' a : , I .• a '• a ° . 0.31 ac � .�• `�< I° � , ,r
„ wm 4•
a
6 74 r7 r r
77 7 75 73 72
Ala 1 82 w 81 80 79 r 78 "� " 24"AK f
1f ■ 83 A38 („ 99 A47-FES 7
t � 0.11Ac -. I'll'
. / I F t
t .;
1 0.25 Ac 6 ) A40-DCB BRICE J 8�1
A38-DI A41-DCB B18 ( M"ELINDA D Cj KRIS
618-DI
'� A24-DI A39-DI VARCEL #06141014
42 A8 at 1 t 0.15 Ac / DB 4„5 00; f PG 344
f` 0.13Ac A36-DI A37-DI UNION COUNTY/
� ,,� .: , X �� NING. R-74
� rrr,
I + ° �O
I C 41 n A37 A39 " A40 AARON DECHON.AEE
A36 } 0.05 Ac 0.28 Ac A41
0.35Ac f` BRENDA COLLINS LEE
40 A7 658 0.32 Ac m' 0.37 Ac I ) 97 98 �o C4-FES - t r f`` ..,PARCEL #051f12049C
r` DB 6131' PC 543 r
95 96 64 1 f
r rr jl UNION' COUNTY f
39 I A8-CB 93 I A46 r j/ ZOItING: R-20.
rr` 1 A23 89 90 91 92 J 0.33Ac �. CHARLE�MCCLURE t f
87 88 � , � � ...� � � � •
r` o.i7 Ac 38 84 85 86 ►� .. , • A46-CB PAL #06141015
` JEED AVAILAB
r' -DI A23-DI w...� A44-CB f / DODO COUNTY
�;
37 A15 5 A45-CB
A45 ZONING: R-20
A7-DCB o.43 Ac z ° ° �w v' t I� �
rr
0.06 Ac -
r r '�i"
T A15-CB A43-CB C3 JB 1
,e
A5 N „:: , b ..` A42-J
t 1
r t 0.08 Ac 6 1
.. m
a 1
/
r AS -CB All -CB A14 CB Aa3 C2-JB k
- `A10-JB ..,� A16 � S 0.17Ac � 1ro
rr rr
r 1 658 A6-CB A14 Ac
Cl-HW
r 0.09 Ac 0.06 Ac T A22-CB T
i
A6 a 27 (�
� r
r
All Ac ( } ( Cl t
Q* --SITE
2
!J .n I I-
NRI"�RD
WAXHAW HWY
NC-75
LOCATION MAP
--~ ~--
_ -A SCALE 1"=2000'
n 3.74 Ac
r I r 1
31
Al2-CB 26 0
A13-CB 3o Ac . 22 21 20 19
f,f A s6o 30 23 p / l r`
A13 I Al2 -25 * 0.19 Ac 0.17
r l WAXHAW HERITAGE LLC 36 35 34 33 32
I' PARCEL #06141006D 28 24 A20-DI` �p ( JOHN WIGG
DB 7276, PC 676 T. (PARCELf r r r
JII WAXHAW ZONING: TC A4 (# A21-DI ' DB 5975,D/PG 1665 it r
3 1.15Ac 't .. I ,, A20 ; WAXHAWrNING: NC
i
�* 0.47 Ac
._._ k 6404�
r7 a �
....... _.. j
„ rc
a
° I `b + 1 12 ` 13 I I 4 15 16 17 rr.
1 18
_- 0 11
_ _. � � II I �
. 6 7 8 9 � 1 � � A19 Al'
3 4 _ 5 I I p A17 0.04 Ac O.
Ac 15" cMR ,-
_.. _• - .. I 10.07 Ac ( N, INV:649.16
t" _...
A3 A2 51" 15" CMP ....
N- Al �. 0.04Ac 0.07Ac I 0 MH INV:648.60
DL 5 0.09 Ac I �y J J A18-YD W- -_ RJ _... I A2-YD - R J
RIM 649.47 Al-YD
t SSMH 4
t
_.. _._.. _ - RJW /' RIM: 652.45'
INV(IN): 647.55 �" A19-DI
0 0 - r
G�tEL INV(OUT) 647.42 J A17 YD - IN (IIlU 6 - \ ii INV(OUT): 645. Q'(MH )JW
e
JW�
RJW - --
- - - -Li I
l .
--- -�� _ _ w
W/
r f PUBLIC RIGHT-OF-WAY - -
ONCRETE GRAVEL EX. CULVERT r`
LOCATION APPX. r.r
4 DEWALK DRIVEWAY i
.� GRAVEL mw }• W _ r
-"
1 _ ..............
-_..._...._ CP
DRIVEWAY,� INVR647.10' y T} ~+
20 MPH SPEED J� RCP -
LIMIT SIGN GRAVED SSMI�6 j /
SSMH 7 TOP OF BURIED RAVEL DRIVEWAY BUSHES PLANTER RIM:-
"~
T{Dt2M PIPE I DRIVEWA� GRAVEL A INV(I ): 639.89`(MH5} /
�_... r
RIM
65M46,) 6' WOOD DRIVEWAY INiV(I }: 639.54'(SOUTN) '; �' � 0000
tt'r
INV(IN): 637.9�3'(MH6)_ . "•-' 15" RCP l PRIVACYt
SITE TEMPORARY INV(� T): 639.41'(MH7� , t
INV(QITT, 637.79'(NORTHWEST) INV4.12--, I FENCE f
ti BENCHMARK r.
TOP OF NORTHWEST 000,
~ FLANGE_BOLT...._OF-€XISTING _....._...___.... '� ;t
"
\ r '1. _..._. ...FIRE HYDRANT0000
­.-"~" , � STORM STRUCTURE INFORMATION
�r ELEV: 655.93' /
2Y..'CpNS7RUCTt
LEGEND
SIDEWALKS
PUBLICLY ACCESSIBLE RECREATION SPACE
DI
DROP INLET
CB
CATCH BASIN
RCP
REINFORCED CONCRETE PIPE
l
FES
FLARED END SECTION
SSRW
SANITARY SEWER RIGHT OF WAY
SIDE
STORM DRAIN EASEMENT
EX. CATCH BASIN & PIPE
EX. STORM DRAIN & PIPE
PROPERTY LINE
- -
ADJACENT PROPERTY LINE
- - - - - -
SETBACK LINE
EX. GRAVITY SEWER
JZ--- JZ--- JZ--- JZ---
EX. UNDERGROUND TELEPHONE LINE
CCCCC
EX. GAS LINE
-
EX. UNDERGROUND ELECTRIC LINES
EX. OVERHEAD ELECTRIC
W
EX. WATER LINE
x x x
EX. FENCE
t'
w w
WATER LINE
-
GRAVITY SEWER LINE & MANHOLE
FIRE HYDRANT
CATCH BASIN & PIPE
DRAINAGE AREA BOUNDARY
a
ABBREVIATIONS:
CB = CATCH BASIN PER NCDOT STD. DRAWING NO.840.02 - SHEET C10.5
DCB = DOUBLE CATCH BASIN PER DETAIL SHEET C10.7
DI = DROP INLET PER NCDOT STD. DRAWING NO.840.14 - SHEET C10.6
YD = ADS NYOPLAST DRAIN BASIN PER DETAIL ON SHEET C10.7
JB = JUNCTION BOX PER NCDOT STD DRAWING NO.840.31 OR 840.34 - SHEET C30.6
FES = FLARED END SECTION PER DETAIL SHEET C10.3
CS = OUTLET CONTROL STRUCTURE PER DETAIL SHEET C5.5
HW = HEADWALL PER NCDOT STD. DRAWING NO.838.80 - SHEET C10.5
RCP = REINFORCED CONCRETE PIPE (CLASS III UNLESS OTHERWISE NOTED)
HDPE = HIGH DENSITY POLYETHYLENE PIPE. ADS N-12 OR EQUAL*
GRAPHIC SCALE
60 0 30 60 120
( IN FEET )
1 inch = 60 ft.
* * * 3 Days Before Digging
North Carolina 811
811 or1-800-632-4949
Remote Ticket Entry
http://nc811.org/remoteticketentry.htm
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON A SPECIFIC SITE, BLYTHE MILL ROAD,
INC CONTEMPORANEOUSLY WITH ITS ISSUE
DATE ON 05/10/22. AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME. USE
OF THIS DRAWING FOR REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.
REPRODUCTION OF THIS DRAWING FOR
REUSE ON ANOTHER PROJECT IS NOT
AUTHORIZED AND MAY BE CONTRARY TO
THE LAW.
Cn
W
�
E1
Z
O
O
O
Z
00
W
�O
z
O
E-4
I�
MODIFICATION LOG
JOB NUMBER: C210047
CHECKED BY: BHE
DRAWN BY: BHE
DATE: 05-10-2022
[99£-0 # Ad=1
Z
Cp
- CV
N LO
Q
Cu r-
(1) M
L
O
U
0
moo~
0 0
(1
LV
.-
0
Cn L
Q
C
rn-
Q
LU
CU 00
(� C'4
� CV
oCuU
woz
a-
aS
Cv 0 �.
�U o
CO)
Eon
< 00 0
DRAINAGE
AREA MAP
SHEE7: C493

omaini TYPE: rt: ar.11vilvitK -,E)TPR N--,
A
DRAINAGE AREA- 3. 10 AC 9" _l \ , 1){ / 1 w...
DISTURBED AREA: 3. 10 AC TEMP. DIVERSION DITCH- . . . ...... \
18" DEEP 7-
Q10 8 CFS C� L
REQD. SURFACE AREA.� 3,834 SF 18" BOTTOM WIDTH-r-\ IL kD
PROV. SURFACE AREA: 5,625 SF k
ROCK CHECK 1% SLOPE -C
PROV. STORAGE VOL 11,729 CIF WN 411
'V ER WITH
BOTTOM ELEV: 642.00 sss .0 1
REQD. STORAGE VOL: 5,580 CIF
DAM [TYP)
STORAGE ELEV. 644.50 "ORIFICE . ......
BASIN�NUMBEIR­ 1>
CLEAN OUT DEPTH: 1.25' "wo
64600 PHASE.,� e
TOP OF BERM ELEV*
-•- 2 82� I BASIN 7PE IMENT 9�) I MIN. 10'
SKIMMER PIPE DIA .01 c f, DRAINAGE EA: 8.64 AC SPACING R�
SKIMMER ORIFICE DIA.� 1.5" \1 J11
1_� DIVTURBED AREA: 8.49 AC f
EMER. SPILLWAY ELEV-- 644.50 f
Q 32.9 CFS 7' /DAVI
EMER. SPILLWAY WIDTH.- 20' 1 SB3 dkAlNk
GE AREA CURE
AEQD.�URFACE AREA: 14,3011 SF
e,
WAXHAW HERITAGE LLC PROV. SVFACE AR :------,--29,624 SF /PARCEL 1 13
PARCEL #06141006C SB2 DRAINAGE AREA -111 QD. STORAGE Zu 4%2 CIF
r, _,640 NCB UNDE BILE
DB 7276, PC 6 %OV. tORAG(VOL:- 171,71591`,- N COUNTY
80 A A- ELEV- 62800
WAXHAW ZONING: TC 7
7 KING: R-20
11
a V" JSTORAdE ELEV: 2� 4� 636/50"' A30-1�-
'51 r
L (CLEAN LIT DEPTH:
V
ERM ELEV . . ..... 11
F TOP OF� E PI o.;
SKIMME PIPE DIA:
LIMITS OF e
u- SKIMMER)ORIFICE 2*
ll, 2 r 24" &K
[DISTURBANCE(TYP) 636.50 j L
RISER TOP ELEV:
11p RISER , 4 5k 5' PRECAST
C%ITF INFO)
CONSTRUCTION START DATE: AUGUST 1, 2022
DISTURBED AREA. 19.5 AC
LEGEND
1 7 7 = SIDEWALKS
� m m m m � TRIBUTARY AREA
1011 MEE ME
LIMITS OF DISTURBANCE
DI
DROP INLET
CB
CATCH BASIN
RCP
REINFORCED CONCRETE PIPE
FES
FLARED END SECTION
SSRW
SANITARY SEWER RIGHT OF WAY
SIDE
PUBLIC STORM DRAIN EASEMENT
PROPERTY LINE
ADJACENT PROPERTY LINE
- - - - - - - - - - - -
EASEMENT LINE
- ss - ss -
EX. GRAVITY SEWER
I, I, IT-
EX. UNDERGROUND TELEPHONE LINE
EX. GAS LINE
-USE-USE -
EX. UNDERGROUND ELECTRIC LINES
_0E- of of
EX. OVERHEAD ELECTRIC
w -
EX. WATER LINE
_550-
PROP. MAJOR CONTOUR
_548-
PROP. MINOR CONTOUR
- _550- -
EX. MAJOR CONTOUR
- - -548- - - -
EX. MINOR CONTOUR
CULVERTL46" RCP j I
BRICE J
THT_
/ I " ( ' / I MELINDA D CARRIS EROSION CONTROL MEASURES
�� 17 i
I VARCEL #06141014
1zU 26.13 /DB :00, PC 344
'WN 4.96 I VIDO t
EMER. O�AY ELEV: 53 .50 U ON COUNTY _SF
w ZbNIN
C) 1
EMER/SPILLWAY WIDTH: 20'
V, -)TEMP-.DIVERSION DITCH
18:: DEEO'k & /�V
18 BOTTOM WIDTH \ x
:77 < CHARLE4CCLURE
PAL#06141015
1.7% SLOPE
,,Nd DEED AVAILABLE
Nll UNION COUNTY
z 'I I ZONING: R-20
2L
k
e N
r
I f I
BASIN NUMBER- 2
1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM THE TOWN OF WAXHAW ENGINEERING
DEPARTMENT. PHASE- I
B IN TYPE: SKIMMER
2. SET UP AN ON -SITE PRE -CONSTRUCTION CONFERENCE WITH EROSION CONTROL INSPECTOR OF THE TOWN N
SOIL STOCKPILE AGE AREA: 3.39 AC > SILT FtNCE (TYP.)
ENGINEERING DEPARTMENT TO DISCUSS EROSION CONTROL MEASURES. FAILURE TO SCHEDULE SUCH � -4 -L 91 1 1z
AREA D�S)p f <
CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING ACTIVITY IS A VIOLATION OF CHAPTER 17 OF THE zr RbED AREA: 3.39 AC
TOWN CODE AND IS SUBJECT TO FINE. 0
12.9 CFS VERSION DITCH SILT FENCE OUTLET
3. INSTALL SILT FENCE, INLET PROTECTION, SEDIMENT BASINS, DIVERSION DITCHES, TREE PROTECTION, AND ROCK CHECK r" rl CE& SR F49U AREA: E A 4,192 SF TEMP DI (0.07 AC)
DJ 18--b
_tAREA:
OTHER MEASURES AS SHOWN ON PLANS, CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. PROV. SURFAC AREA: 8,676 SF
4. CALL FOR ON SITE INSPECTION BY INSPECTOR. WHEN APPROVED, INSPECTOR ISSUES THE GRADING PERMIT READ. STORAGE'Vd----S- 6,102 CF 11 MP.PVEIRSION DITCH
1811 OM WIDTH
AND CLEARING AND GRUBBING MAY BEGIN. PROV. STORAGE VOL:-�� 179 CF 1.5% St E < DEEP
5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND BOTTOM ELEV- 652.00
zo BOTTOM Ilym WI
WAXHAW HERITAGE LLC rrAtn 2 Sol
STRUCTURES. STORAGE ELEV- (a I
CLEAN OUT DEP'TH. 1 0 E JOH
PARCEL #06141006D I I 11�A�l 5.5% $LT N WIG)
6. FOR PHASED EROSION CONTROL PLANS, CONTRACTOR SHALL MEET WITH EROSION CONTROL INSPECTOR DB 7276, PG 676 j � il- ' 5 UN RBED PARCEL #0 41016
PRIOR TO COMMENCING WITH EACH PHASE OF EROSION CONTROL MEASURES. TOP OF BERM ELEV 6.00
7. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE. WAXHAW ZONING: TC A- s -=MER PIPE DIA:* 2.0" 17 DB 59761G 665
M
8. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF EROSION CONTROL MEASURE. 1L L SKIM ER ORIFICE DIA'.- 11-7 WAXHAW NINE: NC
EMER. SPILLWAY ELEV-.-k,84.5�JJ
9. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE NC EROSION AND \), TREE PROTECTION A
SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, US DEPT OF AGRICULTURE, TOWN OF WAXHAW EMER. SPILLWAY WIDTH'- :fQJ' FENCE V,
< -TD <
EROSION CONTROL ORDINANCE. L 1�
EROSION CONTROL NOTES
11
Y' CURB GUTTE I 'TYPI�*L)
le Ili WAXHAW PKWY
_y
I -"\,/ , I (!4-3
0 1 �
(120' PUBLIC R/W P G
HAW PKWY
r;
/ " WAX 1� 11p
616 Rmw- Ice R I URFA 0f WN" 0 -O
PC I PG 443 e
j"
'1!t5 R/W R
7 /w
630-
>
V
K f I I ` 0
"�PERN- DIE
�V MEt
7
C"�V;-/ ZdPARftK#06110%�- _
I� z
FENCE x`3288,,, PC, 221l"`r�'�,
Ch
'Ile 32112 AC PER 'Eff,
b
24.451 AC �/- RES 4MAINT A
--gifFENCE OUTLET - v � �L <
WAXgXr-,, ON G:
PIN
LIMITS OF
CTION
4 I[= ACV 0�0
0 DISTURBANtE-(I*Py 4 CONSTRU
--zz-- _� DEAs' �` �� - - ----- �_
f LIMNS OF EXISTING 5 J
SILT FENCt- T r DISTURBANC P) 0' 821
479 P6 82 1
OUT
(0.24,A� �IqT
UNION COUNTY 11 11 ­1 -
PARCEL TEMPORARY CONSTRUCJ6 EASNE "Dq� 179 PC 821
#061�JG18D
DB 6943, gk(�30 --cA71ENCE (TY
WAXHAW ZONING: CC jp
Z
'J
-<'20'EMERGENCY 640 r L
TD-_tt
D-
GARY A SUMMERFIELD --SPIL Y
PARCEL #06141018G
?T� / ELEV. 38.50
DB 1520, PC 0680 (SILT -FENCE OUTLET
(0.11(AC
LOT 3 JACKSON STATION
< 21'
LL77
'j, 717,1
TEMPORARY CONSTRUCT(
PLAT CAB H, PC 849 TEMP. DIVERSION DITCH j bNz -
WAXHAW ZONING: CC r I, I , - N., Ij ------
V
18" DEEP
Al
1I , I ul
R1PRAPjAP 18" BOTTOM WIDTH 5
110� ID,
GARY A. & DIANA 7-1%­SLOpf,
M. SUMMERFIELD ­11 l,
PARCEL SILT FENCE OUT�Twmw ROCK PI CiNttt, J-4- <r 3, It'l
#06141018F (0.11 ORCIT$1014
PC N FILE 438 TEMPORARY TEMP. DIVERSIONbITCH
TEMP. DIVERSION DITCH' s
'iLOPE D", 18" DEEP
18
<
18" BO _O IDTH­ 211S 18" BOTTOVWIDTH
1-0 SB3 KIMMER WiTH'�>
1% SLOP5�:' 1.5" ORIFICE 0 1.5% SLOPE E&
R
A
-s
I LWAY
FENCE 0 t*ALE7Tf 2 -s ROCK CHECK., FL V(. 6�17I.�
04 44 r DAM (TYP)
C)
648
ROCK FJOE INLET
4�
PILE 7 PROTECTION N,
FPLE&MIN. / m..,.m ^BA
s.
650
10'SPAqNG�j - -I,
N.0 � - -l' TEMP6R
dl_t� , ARY
SLOPE DRAIN
2-FES
J_ F F
JiMPO %Rr SOIL$TOCKPILE
SLOO-DRAUN - - AREA"
BASIN NUMBER- 3
W "N
YG PHASE. I 110� lPift""
ET
CONSTRUCTION SEQUENCE
ROCK PIPE INLET 17t_ IVIPOKJAM ? 11 "
__0ROTECTIC1N, BAFFLES MIN. 10' /CONSTRUCTION ROCKCHECK
SPACING L AK �ENTRANCt k L EDAM jftP)
TEMPORARY ROCK PIPE INLET
1. ON -SITE BURIAL PITS REQUIRE AN ON -SITE DEMOLITION LANDFILL PERMIT FROM ZONING ADMINISTRATOR. SLOPE DRAIN a 6 FKUILLIIUN _A1 CONCRETE
2. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE TOWNS WASHOUT
EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE. f
el SILT FENCE (71P.) LIMITS OF
3. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION FO THE
TOWN'S EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
4. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL
TO I VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND -DISTURBING
ACTIVITY.
5. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH
GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAS
LAND -DISTURBING ACTIVITY.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF
THE TOWN OF WAXHAW ENGINEERING DIVISION.
7. SLOPES SHALL BE GRADED NO STEEPER THAN 2:1. FILL SLOPES GREATER THAN 10'HIGH REQUIRE ADEQUATE
TERRACING.
8. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT
PREVIOUSLY APPROVED.
9. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED AT
PRE -CONSTRUCTION MEETING.
SL6PEP,RAIN__
2" SKIMMER WITH -
1.6" ORIFICE
(0.08 AC) Z;
RIPRAP APRON (TYP)
20' EMERGENCY
SPILLWAY SITE TEMPORARY
ELEV. 654.50 BENCHMARK
TOP OF NORTHWEST
FLANGE BOLT OF EXISTING
FIRE HYDRANT
ELEV: 655.93'
- RI\N---
NCRE TE
D,EWALK
R/Wj
11
(TYP)
R/\N -------
1@
R1\N ------- '
RI\N--- R
GRAPHIC SCALE
60 0 30 60 120
IN FEET
I inch = 60 ft.
SILT FENCE (SEE SHEET C7.4, STD. 507.1)
SILT FENCE OUTLET (SEE SHEET C7.4, STD. 509.1)
TEMP DIVERSION (SEE SHEET C7.3, STD. 506.1)
ROCK CHECK DAM (SEE SHEET C7.4, STD. 513.1)
ROCK PIPE INLET PROTECTION (SEE SHEET C7.4, STD. 516.1)
INLET PROTECTION (SEE SHEET C7.4, STD. 512.1 &
SHEET C7.3, STD. 519.1 FOR INLET PROTECTION)
� STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON A SPECIFIC SITE, BLYTHE MILL ROAD,
INC CONTEMPORANEOUSLY WITH ITS ISSUE
DATE ON 05/10/22. AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME. USE
OF THIS DRAWING FOR REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.
REPRODUCTION OF THIS DRAWING FOR
REUSE ON MOTHER PROJECT IS NOT
AUTHORIZED AND MAY BE CONTRARY TO
THE LAW.
Cn
E-1
Z
O
0
0
Z
E­4
1-4
14
1Z) r-
Co
N
E­4
>_4
1-4
rx4
0
z
0
E-4
IMODIFICATION LOG I
JOB NUMBER: C210047
CHECKED BY: BHE
DRAWN BY: BHE
DATE: 05-10-2022
[99C_0 # INdA
z
CO
ce)
0- 't
NC (1 Lo
QCu
r-
(1) ce)
-r-
0 C:)
C)
C
00
Lu
bCn
.0
0 1
C') "
0
<
C
_C: (D
LLJCV00
(1) C14
C,4
Cu C)
o Z
Cu 0 -
0
a) 00
E cc)) 2_
-
< 00 0
EROSION
CONTROL
PLAN - PHASE
1
SHEET: C7.0

BURTIS PROPER7YMANA 6EMENTZZ C
PARCEL #06141004H LESTER H & JUDYROWIE
D9 1949 P6 560 PARCEL #05113038
PC P FIZ f 350 RECORD DffD ROTFOUND
IN, AT TIMf OFSURVU
24' R'CP
IN, 60, 9f
M.VA
I IN
NN,
I
N, I, I-
7
EZZ49ETYR HOWIE
PARCEL #06141004A
D9 3395 P6 942
NI
z:- EX. R/W LINE
'A r
x
41�5' R&
41, 7 6 40�
--zz
ELIZUETYR HOWIE,
LIMITED FAMIUPARTNER.
PARCEL #06141004
D9 74991 P6 195
0
-.1 .­­ " N,
­`1 sk jffift ) w 11 ........... C ...............
.......... ;7 .........
re
Awl-
IN
"N
T, N, ­ :21111111111111111111:=1 All.mm-* - "t�lll­��11,121.y ........ . .......... . ..... .......... .............
................................
7 La
9ROOMEST
T—.
SSMH
SOMH JO RIM 7a ........... ......... . .... . ... . .......
IN, N, 7
IN -7
,ASO IV9 .................... .. . ......... t� '�p . . .......... . ...... - - - --- ------ 7 V7
IN,
IN IN
-Ki. -. - ,I r
ARIft
s
EX. R/W LIM S50H 2 0
IN N IRV- is— 11 "-so s— is —
IN
FF5
low <
APY- 534 69' kw %�. 11
15vNN EX. R/W LINE
p N,
IN,
X2* A-uP
TAPROOTINVfSTMENTS ZZC
tl NN�
PARCEL #05113043 WAX)VAWINVESTMENTS LZC ,
D9 7376 P6 794 o*
PARCEL #05113039 419, V
z / MONUMENT
D9 1972 P6 614 Ab". DEPT OF MWSPORIATION WA)0VAW)VfR1TA6fLLC
- *f4D 20OM8
SA d* WUHA W HERI TA 6f L Z C 647JI PARCEL #06141006C
PARCEL #06141006D DB 7276, P6 690
D9 7276 6 ZONIN6 - 0- C3
,, P6 67
LEGEND
SIDEWALKS
SF ---��
HIGH HAZARD SILT FENCE
—SF —
SILT FENCE
--NM—
SILT FENCE OUTLET
TEMP DIVERSION
� m m m m �
TRIBUTARY AREA
mm m
LIMITS OF DISTURBANCE
ROCK CHECK DAM
DI
DROP INLET
CB
CATCH BASIN
RCP
REINFORCED CONCRETE PIPE
FES
FLARED END SECTION
SSRW
SANITARY SEWER RIGHT OF WAY
SIDE
PUBLIC STORM DRAIN EASEMENT
PROPERTY LINE
ADJACENT PROPERTY LINE
EASEMENT LINE
SS SS
EX. GRAVITY SEWER
IT —IT —IT —IT—
EX. UNDERGROUND TELEPHONE LINE
EX. GAS LINE
-USE—UHF —
EX. UNDERGROUND ELECTRIC LINES
OE —OE— —OE—
EX. OVERHEAD ELECTRIC
W —
EX. WATER LINE
—550—
PROP. MAJOR CONTOUR
548—
PROP. MINOR CONTOUR
—550— —
EX. MAJOR CONTOUR
- - - - 548- - - -
EX. MINOR CONTOUR
3 x N I .
< V) IIN 9, EN T-Wf6ff
�� 7 7
IA C) GON S) X T10* A, J'z Z C\ 'N
ARCZY­,#06Y41016
WA1V)l1AW)l1fR1TA6f LZC u, 951 NoN PARCEL #06,41006D I
P4�CyL
9614�100\
I I j 1-665
. ......
olk . A I Nr . � `� � I
EX R/W LINE
-N 4-N % INV- 643R'16-�
"N, 15 low
IN N­-N N
rl
%
VAN. N, C- f(l . .. . . . . . . Ift, 5% 60'
I% FL- SF . ... . .... ou
001, ZMH 5�� 427vp — ou
\%a, , f"t SF SF ou
RM 654, —S —sF
N, —SF\'—SF
F SF — SF s mom
W11 doomm
A IN
IN 4
iTN N
T-y
I -
*am man NN L N
IN N­ I= 00 now MY 6,09.41 ou,
\ U. -1:711 lqFrj
v S "N "s
IN "N' &flmj
— — --------- ---------- IW�Otlr) 64,,
SF SF
—SF —
SF --SR,�— SF S.
IN NN . . . .......... .
S
4mm
It,
......... ....... 4�4
ACA, AN
... ....... . .............. 41�� ............. �,:�
<Y-
- — — — — - — — --------- ---------- ---------- ---------- ---------- ---------- -
NI IN, . .....• ---6ss
— — ----------------------------
- I — - ------- . . ....... . . ...... ": -1
- — — •— — ------- . . ....... .
o * woo
SS R/W LINE
lJN,
nu,��, r . ..... ...........
EX. R/W LINE .ju ;nu:�� . .....
'L IN t
u . ..... -uu . ..... ­7
NI
55MY 7 INV- �),7 10 ou
15
N AVI h'V) 07 99'(YX6)
C2
C
K 1/ 4
INV(0117)," 6,Y-79'
110 (NORTIM175T)
A. TOP or SURE,, 650
X\N0 IAN(V, 64712*
15 7krp I-N NI _r
-4
1, RIM 6.52. 09' R SHE/LA M SIMPSON
INY(IN): 09,89NI15) PARCEL #05112079
e INV(IN)�' 6,19,54 r0f)/H) QQ
N c3ok INV(OUT),' 09.41'(MV17)
Z�E D9 6369 P6 243
WAX VA W RfA L 7 Y
WA)OVA W1NVfSTMfNTS JfAN WILL J/&
LZC PROPUTYS. LZC
PARCEL #05113039 PARCEL #05113040 MIRL fNf BfL L f VUf
D9 1972 P6 614 D9 7503 P6 184 PARCEL #05113041 GRAPHIC SCALE
D9 8149 P6 448 40 0 20 40 80 �M . 11
IN FEET
1 inch = 40 ft.
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON A SPECIFIC SITE, BLYTHE MILL ROAD,
NC CONTEMPORANEOUSLY WITH ITS ISSUE
DATE ON 05/10/22. AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME. USE
OF THIS DRAWING FOR REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.
REPRODUCTION OF THIS DRAWING FOR
REUSE ON ANOTHER PROJECT IS NOT
AUTHORIZED AND MAY BE CONTRARY TO
THE LAW.
Cn
E-1
Z
0
Z
0
zm
E­4
1-4
1.4
�z) r-
v--q
1.4
- Co
C\2
Z
E­4
>-4
rx4
C
z
E­4
E-4
IMODIFICATION LOG I
JOB NUMBER: C210047
CHECKED BY: BCP
DRAWN BY: DJW
DATE: 07-06-2022
[99C-0 # nd=l
z
t) 0
00
ce)
C
C�
Cn Lo
QCu
r-
(1) ce)
-r- 4
C)
0 C)
C
Cu
Lu
bCn
.0
0
C
<
C(1)
LuC'4
C14
00
(1) 04
Cu
Lu 0 Z
Cu 0 —
0
a) 00
Eon
< 00 0
EROSION
CONTROL
PLAN - PHASE
1
SHEET: C790A

3 CURB GUTTER TYPI6
ss- SS SS SS
IN
IN
UNION COUNTY
PARCEL #061�JG18D
WAXHAW ZONING: CC
PARCEL #06141018G
LOT 3 JACKSON STATION
PLAT CAB H, PC 849
WAXHAW ZONING: CC 7
IN
M. SUMMERFIELD
PC N FILE 438
Ni
ko
EROSION CONTROL
MATTING FOR g:1
I LE
PARCEL #061410 SS
LIMITS OF
DISTURBANCE (Typ)
IN
NN
Ni
Nw
if
7
-,T/ �_k,7
rN,� � , ell,
1 2 AC PER
ILT FENCE OUTLET rj �Ll >' _<_ / I
TEMPORARY CONSTRUCP6N
644
NN
RM 0 BE STAB=1LI 20' TEMpof�ARY
MEDIATELY UPON
/IAWD PER LANDSCAk PLANS"
ITY
CD w
eN
24
DO
411
18
1, -7-
BAFFLES MIN.
_SS 13
77NING: R-20
Al
630
LOCATION MAP
SCALE 1"=2000'
SITE UK�F��
comnTnucTmmsnmTomz�-------Aus�T�aoz
nu�onuco
��«c
LEGEND
s|osvv4Lns
������������
TRIBUTARY AREA
����mu�|����
UK�|TSOFDISTURBANCE
o|
DROP INLET
cu
CATCH BASIN
RCP
REINFORCED CONCRETE PIPE
pss
pu\nso END SECTION
ssnvv
SANITARY ssvvsnRIGHT opvv4v
sos
PuuucsTonxxDRAIN s4ssxxsmT
PROPERTY LINE
ADJACENT PROPERTY ums
- - - - - - - - - - - -
EASEMENT LINE
����� cu ������ cu �����
EX. GRAVITY SEWER
���~����~����~����~���
EX. UNDERGROUND TELEPHONE ums
EX. GAS LINE
ons����ons����
EX. UNDERGROUND sLscTmcumss
��ns����ns����ns���
EX. OVERHEAD sLscTmc
yy���������
EX. vv4Tsnums
---------550--------
PROP. xx/uonCONTOUR
---------'G48---------
PROP. xx|monCONTOUR
~~~~�55O~~~� ~�~�
EX. K�A]ORCONTOUR
--------548--------
EX. K�|NORCONTOUR
' � I / �/ Ja E����SN���� ^�����^�����N MEASURES
RIPRAP U ON COUNTY
�aON D[CHON L[[
BRENDA COLLINS L[[
PARCEL #05112049C ---
DB 5131. PG 543
SJ11T FENCE OUTLET/ UNION COUNTY
10.09 AC)~ ZONING: R-28
/ �
BASIN NUMBER- 1
DE DEED AVAILABLE
P�6[: 2
54 UNION COUNTY BASIN TYPE, 3a)M�T
ZO N�� R-2O / DRAINAGE 'AREA: 1�48AC
- ^ o|sroxucoxxs«�---------- 14.48xc
w� / Qz sszcFs
� xc-.SUx�CsxxsA�------- u-967SF
ss` ss----� ~ -� -- ----- / pnOv.5unm[sAnsx�------- 29,624 SF ------~~~._ - ^ -� ��^ x ^~ --' � Y ~~-^��y*�- \�~~ `-- - - _-- _--.--._ -�_'_
� - | xE�uu/uxxu�vuL:-------- zo�o*�F
/~ i PROVSDRAG[VOL�-------- 7�562CF
CONSTRUCTION«� y - � ~r � / '--
� ���m�«�O��M�s���w��W�G|wsonwG
2. �TuP*w0m��s C8wFo�mC wn*cnO8OmCONTROL |wSP8TOnOFTHE TOWN
cms|mssmwsospxmMcmrToDISCUSS cuoSmwCONTROL m�uuxs�ewmxcToSCHEDULE SUCH
CONFERENCE 4mHOURS pmooToANY mmoo|�uoo|wsxcTm|7v|S Amownmwo;CHAPTER z7oFTHE
TOWN CODE AND BSU�cCrTDFINE.
3. |w8xu8orrswC PROTECTION, SsmMswTm0�3�>mc00woTC crnOTcCT|0�AND
OTHER m�auxsvaSHOWN owPLAw�cLs«mwsomm*smsCs�AxvTo|m�xuTHESE mcv|Cs.
4. ovuFOR owf|Ts|wSpscrmwuv|wsPconn.vv*swxPpoovc�INSPECTOR |eusSTHE amvmwaPERMIT
AND CLo\mmGAND GRUBBING MAY BEGIN.
s. THE CONTRACTOR S*AuomGswTmAND CONTINUOUSLY Mmmnv|mxucoOS0wCONTROL osv|CBAND
srnuoous.
o. FOR PHASED sn000mCONTROL P�ms cowTo«onns*«uMEET WITH cn000wCONTROL |mSpcono
pmDxTOCOMMENCING vv|T*EACH PHASE OrsxOS0mCONTROL Mm0Uxc5.
7. Bno|uzsSITE v6xo�GARE BROUGHT T8nm8*coGRADE.
x. CoonmwxTsvv|T*cxoSmwCONTROL INSPECTOR PmoxToREMOVAL orsoosmwCONTROL M�aoxc.
y. «umosmmCONTROL Ms^uonsS S*xuuscomsTnuoEo|mACCORDANCE WITH THE mcmmo|owAND
Ss0MsNTCONTROL PLANNING AND DESIGN MANUA�USocPTDFAGK|CV[TUK�TOVVNOFWAXHAW
mDS0mCONTROL ORDINANCE.
W�H� HERITAGE LLC
PARCEL #06141006D
DB 7275, PG 576
WAXHAW ZONING: TC
EROSION ��o���TROU ��o�TE�%
� D���m p��0��O���w0��mmunu���mOmZ�|�m�|w���
Z. ANY GRADING o�OwoTHE DENUDED uMn3SHOWN OmTHE pmw8AmOu�|OmOFTHE TOww�
cxosmmCONTROL ORDINANCE AND |S SumozTo«FINE.
». GRADING MORE THAN ONE ACRE vv|T*ouT«wAPPROVED cn000wCONTROL PLAN |s«mumTmwFoTHE
TDWN'SmD30NCONTROL On0NAN[cAND |SSU0cCTTOARNc.
4. xurcmMsTcom|K|MsTcxSLOPES AND Au3u]pBSTEEPER THAN 3HORIZONTAL
TozVERTICAL u*AuocpxovmsoTEMPORARY oxPERMANENT mxmumnmmvv|T*GROUND COVER
e6SOON *Spxx��|C«uLcBUT |wANY EVENT WITHIN 7CALENDAR omSmOMTHE u0Tmwo'u|5rVxu|mG
ACTIVITY.-
---
5. AlOTHER D0TUK8[DAR�GSHAlB[PROVIDED TEMPORARY ORPERMANENT S�@|UZATONVV�H
GROUND COVER A5SOON A5PRACTICABLE BUT |NANY EVENT VV|TH|N14CALENDAR DA�FROM THE U8
LAmo'o|STUxo|wG AcTm|7v.
6. ADDITIONAL M�6UnBTOCONTROL EROSION AND SEDIMENT MAY ucREQUIRED uYAxspnBsNTAr|VsDr
THE TOvvmOFvw�*mwswG|wssmmGom|S0m.
7. Suopss*«uncGRADED woSTEEPER THAN uu.nuSLOPES ox�TmTHAN zo'*|s*xcQUms«ocQumE
Tmxxc|mG.
0. AGxA0NGPLAN MUST usSUBMITTED FOR ANY 0TGnA0NGcXIcs0NGONE ACRE THAT WAS NOT
PREVIOUSLY APPROVED.
_+
�
�
05°'
�W �8.47
|N�|N): 647.55-'
� ��P���0�0 [N��|N����OF�M��P��� \ �PRE-CONSTRUCTION MEETING. rui T
~~..~.~~~~.~~.
��A� J��p
S3MH 7 �
. mp OF 8uK|�~
RIM: 650�09 �DnW p|p[
|N�|N): 5J7,99'(WH� 15^ RCP�
c�xwouToc�H---------- ��
TOP OFBERM [L8�--------- �9{0
,, , / S�MM[RPIPE D|A.--------- 4.0"
ell SKIMMER ORIFICE DIA-.- 3.0"
INLET PROTECTION TYP FENCE OUTLET ni I
INV UP.
626.13
1 JOHN WIG; EMER. SPILLWAY WIDTH.� 20'
LIMITS OF
DISTURBANCE [TYP)
Ica
WA
Xq------- ----"/'' ` ~v ```_[X CULVERT LOCATION APPX ~Y
ON CRcTE'� ^/ � � � |
15"RCp %� ---�� ---- U ~'~~` ~-�
^~~^~ � U '
" )
650=mom- s|rE TEMPORARY
| �
ocwoxwxnK
mp OF womxwcsr
FLANGE BOLT OF [x|Sr|wG
FIRE HYDRANT
wM
�
STORM STRUCTURE INFORMATION
�����U�
~°"��" """~~SCALE
( IN FEET)
1inch =6Uft.
--SF-----
SILT FENCE (SEE SHEET o�STD. 507.1)
SILT FENCE OUTLET (SEE SHEET c7,4,STD. soe.1)
-m---'----
TEMP DIVERSION (SEE SHEET c7.a'STD. sos.1)
ROCK CHECK DAM (SEE SHEET c7.4,STD. s1a.1)
ROCK PIPE INLET PROTECTION (SEE SHEET c7.4'STD. s1s.1)
T T
INLET PROTECTION (SEE SHEET C7.4,STD. 51l1&
�--�
SHEET C7.3,STD. sz9.zFOR INLET PROTECTION)
~~~3Days Before oigu�u~~~
womhcmoxu«xn
811m1-800-62-4949
Remote Ticket Entry
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON A SPECIFIC SITE, BLYTHE MILL ROAD.
NC CONTEMPORANEOUSLY WITH ITS ISSUE
DATE ON 05/10/22. AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME. USE
OF THIS DRAWING FOR REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.
REPRODUCTION OF THIS DRAWING FOR
REUSE ON ANOTHER PROJECT IS NOT
AUTHORIZED AND MAY BE CONTRARY TO
THE LAW.
��
���
��
��
��
� ,
_
~_ ~+
1.4
00
c\2
0
| �f�
IMODIFICATION LOG
JOB NUMBER: C210047
CHECKED BY: BHE
DRAWN BY: BHE
DATE: 0540'2022
[88C_0#KU8|=l
���00
���
----'
���
`
Cu r-
U
oo�
m_
NmN
��
m
0���
��O
��<
0
Cn!
Cn
��
��
�U
�
w �
��
�
Cu C)
m0 Z
Cu 0 -
d
��U�����N����
������v��N��vU��
������U�������N
����vU�� N ����vN~
U����� U�N�������
U����U� � U�����.���
��
w�
SHEET: C791

BURT/SPROPERTYMANAGEMENTLLC
PARCEL #06141004H LESTERH. &JUDYHOW/E
DB 1949P6560 PARCEL #05113038
n PCPF/LE350 RECORD DEEDNOTFOUND
AT T/MEOFSURUEY
i6
wxi
4EX. R/W LINE
Ir
a .. 1-7
N,
102+00
/104+00
SOMH JO - — I ----- rssr
71
1
k ,... ... ..m.... ,, PCs
aafr ^ j
kS w.
o+
w
EX. R/W LINE'— µ —
A,
1'RC�
TAPR00T1NVfSTMfNTS, LLC
u
EL/ZABETHR HOW/E
PARCEL #06141004A
Ld D93385, P6842
...
j7E'...
L
Iy9x�"° 105 106+00BROOUEST NC16107+00
PARCEL #05113043 WAXHAW/NVESTMENTS, LLC PROP. ROW LINE A� ti
O97376P6794 PARCEL #05113039 PROP. PERMANENT
PROP. TEMPORARY DRAINAGE EASEMENT
CONSTRUCTION EASEMENT DB 1972 PG 614 ��'�'�
X SFF
FFj►
9150f\S5� �LOS"O**\
.�
So�
-- 5� c3'C
WAXHAWHER/TAGELLC
nAnnci anclelnncn
DRAINAGE EASEMENT
\� PROP. TEMPORARY
CONSTRUCTION EASEMENT
WAXHAW/M/ESTMENTS, LLC
PARCEL #05113039
D91972P6614
�s .t
PROP. PERMANENT DRAINAGE
-"— TEMP. PROP. CONSTRUCTION EASEMENT
PROP. SIDEWALK UTILITY EASEMENT
WAXHAWHER/TAGELLC
PARCEL #06141006D
DB7276, P6676
ELIZ49ETHR HOW/E,
L/M/TEDFAM/LYPART/VERSH/P
PARCEL #06141004
D974891 P6185
l,;°
y �•�,..„. "•� tea. ^• �•� ��' � .•� �
108+00 109+00� 1 11 00 ..
O a, oo
7\ 7
�'
, �� �� � xe� dam' �� w�• •�� �I -, �� .
� �� eo �� z *�
..
FOLE
.. .... .� it.... —}
5 — j5 j5� j5 —
_
i
EX. R/W LINE
PROP. ROW
PROP. TEMPORARY
MONUMENT CONSTRUCTION EASEMENT
D PT OF T T TIO WAXHAWHER/TAGELLC
264731 8 PARCEL #06141006C
DB7276, P6690
ZONING- 0-C3
N. PROVIDENCE ST
uu . .....1� s8"s c U0 � 0
K
CL
I r
.v.... r ...0 L 4
slo p
I, 6.52. 09'
IN(I) 0II) ac
WAXHAWREALTY JEANW/LLY&
PROPERT/ES, LLC M/RLENEBELLEI/UE
PARCEL #05113040 PARCEL #05113041
OB7503PG184 D98149P6449
LEGEND
SIDEWALKS
—SF —C�-�
HIGH HAZARD SILT FENCE
SF
SILT FENCE
SILT FENCE OUTLET
TEMP DIVERSION
� m m m m �
TRIBUTARY AREA
LIMITS OF DISTURBANCE
ROCK CHECK DAM
DI
DROP INLET
CB
CATCH BASIN
RCP
REINFORCED CONCRETE PIPE
FES
FLARED END SECTION
SSRW
SANITARY SEWER RIGHT OF WAY
SIDE
PUBLIC STORM DRAIN EASEMENT
PROPERTY LINE
ADJACENT PROPERTY LINE
EASEMENT LINE
— — — — — — — — — — — —
ss ss
EX. GRAVITY SEWER
EX. UNDERGROUND TELEPHONE LINE
EX. GAS LINE
—USE —UHF
EX. UNDERGROUND ELECTRIC LINES
of of of
EX. OVERHEAD ELECTRIC
W
EX. WATER LINE
550
PROP. MAJOR CONTOUR
548
PROP. MINOR CONTOUR
550
EX. MAJOR CONTOUR
548
EX. MINOR CONTOUR
,<
1//GGS
'PARCEL-#06Y41016
rk 665
w a ` EX. R/W LINE
= P FIB€- 643"1
15 rmo
.. 0'
Fg�
sF -... ... ...m .
SF -� "" t3
SF — — SF — SF S A o ...
,x
ou,
210
In
SS
.. 209+00 S ..... _SS ....
v----
SS
)8+00 _ c..
m
A--'�:.R
EX. R/W LINE � � �"' •��
SHE/LA MSIMPSON
PARCEL #05112079
DB 6369P6243
GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON A SPECIFIC SITE, BLYTHE MILL ROAD,
NC CONTEMPORANEOUSLY WITH ITS ISSUE
DATE ON 05/10/22. AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME. USE
OF THIS DRAWING FOR REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.
REPRODUCTION OF THIS DRAWING FOR
REUSE ON ANOTHER PROJECT IS NOT
AUTHORIZED AND MAY BE CONTRARY TO
THE LAW.
Cn
W
�
F
Z
x
�
O
z
O
O
Z
Co
a
W
�O
z
O
N
1-
MODIFICATION LOG
JOB NUMBER: C210047
CHECKED BY: BCP
DRAWN BY: DJW
DATE: 07-06-2022
Z
Q00
N -
N �
Q
Cu ti
M
L
�
O
n'
0
N
fB 7
cn
W
b.0
O
N L
<
C
Q
LU
N 00
(� N
00
� N
�CuU
W o Z
Cu 0
2U o
a) 00 o
EoZ
< 00 0
EROSION
CONTROL
PLAN - PHASE
2
HEETC7.1A

PUBLIC R s ss ss ss
SS PC I PG 44 w ,
y a N
i GHA1N�iNK �,"
/( jNN
,..«
Nl
N /
p
ILT'FENCE
UTLET (TYP)
/ «
/
N
S�
� a
"50
49 -60
lw;
48
4 #
D
.Y 45
LIMITS OF 43
DISTURBANCE (TYP)
•m k
lit 83
\ 41 0
40i
1 �1
39
:. 38
w w
NN
SITE
`-
JI
H
M. t _� s :� is \ /
I �� l
f °
°
,....RD
LIMITS OF
DISTURBANC (TYP)_.- — T —__- n. _
s_._._.-
Z LOCATION MAP
if
SCALE 1"=2000'
118 /
"
t•
6 117 SITE INFO
yti
116 \ t j f/.•-._._._._,_,. CONSTRUCTION START DATE: AUGUST 1, 2022
� :"� . r°• � � • �,w 115 � � � k � /� �� � � ` � � °` DISTURBED AREA: 19.5 AC
IN
113 f
�4 r 1ry s 11211 5 SILT Fo 11
Ss\ 111W\ \ f LEGEND
110
SIDEWALKS
\ i7 °o #
648 � \ \\\ L
TRIBUTARY AREA
BTYP) LIMITS OF DISTURB
ANCE
58 50 " ' �T1� DI DROP INLET
----- ..,
"�, �;., �' N � ! o°• ?i � *, . � \ •, .. yS\ �',,, - ," . CB CATCH BASIN
59 ?u m•• sr ys _ RCP REINFORCED CONCRETE PIPE
$ \ 107 636 \y .:.......'__.. " " e_ K,.. FES FLARED END SECTION
' f"" 4 : a 634 J y - v / - - SSRW SANITARY SEWER RIGHT OF WAY
s _
632 \ys — SDE PUBLIC STORM DRAIN EASEMENT
M PROPERTY LINE
t 105 ., _ ....F r — ADJACENT PROPERTY LINE
70' 71•• ' x —------------ EASEMENT LINE
66 � 67 68m 69� � ° 75 �,. STORMWATER�N�P ��Jr
64 65.w ' —
61 62 63}y' SEE SHEETCS.S ss ss EX. GRAVITY SEWER
104 D1 /
� I T P ��,, �` # f � �� ' �' .-m . � �� �� �� �� EX. UNDERGROUND TELEPHONE LINE
668 EX. GAS LINE
' # NN,
UGE UGE EX. UNDERGROUND ELECTRIC LINES
103 "N �i /// / 0E of of EX. OVERHEAD ELECTRIC
W EX. WATER LINE
T a « 102 °..w `e 550 PROP. MAJOR CONTOUR
p 48 PROP. MINOR CONTOUR
'
101 / 550 EX. MAJOR CONTOUR
� � �
e e
;� .. t; .. ° "$�• a ,,� ,�
EX. MINOR CONTOUR
-� ..
77 76 75 74 73 72 bAK
82 81 80, 79 78 99114
WAXHAW HWY
Ne IN IETPR SECT 'N P i / EROSION CONTROL MEASURES
I636 /_SF SILT FENCE (SEE SHEET C7.4, STD. 507.1)
/{ X
I3 SILT FENCE OUTLET (SEE SHEET C7.4, STD. 509.1)
/
�
97
° 94 95 96— — -To-- < TEMP DIVERSION (SEE SHEET C7.3, STD. 506.1)
�,�' � �' � � � • � � ,M �; � � SILT FENCE /
90 91 92 ° ROCK CHECK DAM (SEE SHEET C7.4, STD. 513.1)
93 OUTLET (TYP)
pp /
85 86 0, o' oo 1 ROCK PIPE INLET PROTECTION (SEE SHEET C7.4, STD. 516.1)
INLET PROTECTION (SEE SHEET C7.4, STD. 512.1 &
0 w # SHEET C7.3, STD. 519.1 FOR INLET PROTECTION)
�" �° 57„ PUBLIC • ° •
CONSTRUCTION SEQUENCE ass— _ T T + \ / `�....," �%
1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM THE TOWN OF WAXHAW ENGINEERING
DEPARTMENT.
2. SET UP AN ON -SITE PRE -CONSTRUCTION CONFERENCE WITH EROSION CONTROL INSPECTOR OF THE TOWN
ENGINEERING DEPARTMENT TO DISCUSS EROSION CONTROL MEASURES. FAILURE TO SCHEDULE SUCH
CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING ACTIVITY IS A VIOLATION OF CHAPTER 17 OF THE
TOWN CODE AND IS SUBJECT TO FINE.
3. INSTALL SILT FENCE, INLET PROTECTION, SEDIMENT BASINS, DIVERSION DITCHES, TREE PROTECTION, AND
OTHER MEASURES AS SHOWN ON PLANS, CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES.
4. CALL FOR ON -SITE INSPECTION BY INSPECTOR. WHEN APPROVED, INSPECTOR ISSUES THE GRADING PERMIT
AND CLEARING AND GRUBBING MAY BEGIN.
5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND
STRUCTURES.
6. FOR PHASED EROSION CONTROL PLANS, CONTRACTOR SHALL MEET WITH EROSION CONTROL INSPECTOR
PRIOR TO COMMENCING WITH EACH PHASE OF EROSION CONTROL MEASURES.
7. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE.
8. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF EROSION CONTROL MEASURE.
9. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE NC EROSION AND
SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, US DEPT OF AGRICULTURE, TOWN OF WAXHAW
EROSION CONTROL ORDINANCE.
EROSION CONTROL NOTES
1. ON -SITE BURIAL PITS REQUIRE AN ON -SITE DEMOLITION LANDFILL PERMIT FROM ZONING ADMINISTRATOR.
2. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE TOWN'S
EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
3. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION FO THE
TOWN'S EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
4. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL
TO VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND -DISTURBING
ACTIVITY.
5. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH—�
GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAS — f'
LAND -DISTURBING ACTIVITY.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF
THE TOWN OF WAXHAW ENGINEERING DIVISION.
7. SLOPES SHALL BE GRADED NO STEEPER THAN 2:1. FILL SLOPES GREATER THAN 10' HIGH REQUIRE ADEQUATE
TERRACING.
8. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT
PREVIOUSLY APPROVED. -L
9. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED AT
PRE -CONSTRUCTION MEETING.
i
1
1
31 da 27NN
ECTION (TYP) 0 26
NN
�. 3 ' � N 23' 22 j 21 20 19 1 A! /
sso 30 A W 3 25
Z
32 29 �� c o —
36 35 34 33
y 24
t'J28
1
ss ° ° a 5
sa s 0 — — —I 658 I w" o,
L -- 18 o
►It... II II Ip 10 11 12 13 I 14 15 16 LIMITS OF i
1 2 3 4 5 I 6, 7 8 9 II DISTURBAN E (TYP) J
ell I
SILT FENCE (TYP) I
I
I
N \ ml \\Ilt�lt
x SILT FENCE.r « g#
OUTLET (TYP) v 3
UJ
W
J LL
m C
O az
a �o
Z
GRAPHIC SCALE
60 0 30 60 120
( IN FEET )
1 inch = 60 ft.
I �
* * * 3 Days Before Digging
North Carolina 811
811 or1-800-632-4949
Remote Ticket Entry
http://nc811.org/remoteticketentry.htm
S
'N"
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON A SPECIFIC SITE, BLYTHE MILL ROAD,
NC CONTEMPORANEOUSLY WITH ITS ISSUE
DATE ON 05/10/22. AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME. USE
OF THIS DRAWING FOR REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.
REPRODUCTION OF THIS DRAWING FOR
REUSE ON ANOTHER PROJECT IS NOT
AUTHORIZED AND MAY BE CONTRARY TO
THE LAW.
Cn
W
�
F
O
z
�
o
0
0
O
Z
1-4
�--1
00
z
a
W
�o
z
O
E-4
M�
M�
MODIFICATION LOG
JOB NUMBER: C210047
CHECKED BY: BHE
DRAWN BY: BHE
DATE: 05-10-2022
[99C_0 # nd=l
Z
0- Cp
C
CV
v
Q
Cu ti
ce)
M
L
U
C)
moo ~
0 0
(1
LV
.—
b.0Qo
0
N L
rn�
Q
LLJ
CU C14
U V
C00
CV
oCuU
w0Z
Cu 0 —
�U 0
a) 00
Egg
< 00 0
EROSION
CONTROL
PLAN - PHASE
3
SHEET: C792