SWA000180_Design Calculations_20230105

Catawba Village
Site Address: 5523-5597 E NC 150 HWY
Maiden, NC 28650
Catawba County, NC
Owner/Developer: North State Development, LLC
18825 W. Catawba Ave, Suite 250
Cornelius, NC 28031
Stormwater Calculations
FOR:
Catawba Village
December 2022
American Engineering Associates — Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
www.American-EA.com
AMERICAN
Engineering

AMERICAN
Engineering
Catawba Village
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.
SIGNED, SEALED AND DATED THIS Z D DAY OF
i
'VA
7-op�2
oso�m,,4aY 1M It `6F
BY: Barry M. Fav, PE
COMPANY: American Engineering Associates —
Southeast, PA
TITLE: Principal

AMERICAN
Engineering
Catawba Village
Stormwater Calculations
Table of Contents
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
Title Page No.
Narrative
1
Construction Sequence
3
Vicinity Map
5
Soils Map
6
USGS Quad Map
10
Flood Maps
.....................................................................................................................
11
Storm Drain Calculations
.....................................................................................................................
System A -
10-Year Analysis Hydraflow Results
System B -
10-Year Analysis Hydraflow Results
System C -
10-Year Analysis Hydraflow Results
System E -
......................................................................................................................
10-Year Analysis Hydraflow Results
Pond Calculations
......................................•.............................I
Hydraflow Hydrograph Results and Pond Report
Erosion and Sediment Control Calculations
Sediment Basin Calculations
Temporary Diversion Ditch Calculations
Slope Drain Calculations
Riprap Apron Calculations
Appendices
..................
Drainage Area Map
Erosion and Sediment Control Plan Phase 1
Erosion and Sediment Control Plan Phase 2

AMERICAN
Engineering
Catawba Village
Stormwater Calculations
Site Narrative
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
The proposed project, Catawba Village, is a 240-unit apartment development located in unincorporated Catawba
County, North Carolina. The site is located at 5523 to 5597 E. NC HWY 150, Maiden, NC 28650. There will be
two driveway connections — one to NC HWY 150 and the other to a private driveway that connect to NC HWY 16
Business. A wet pond will be constructed to provide stormwater quality and detention for the site. The site area is
17.171 acres and is made up of 5 parcels (368615547011, 368615535804, 368615538501, 368615532662 and
368615532208). This development will have approximately 14.83 acres of denuded area. The property is
bordered to the east by commercial properties. The northern border of the site is NC HWY 150. South and east of
the property and undeveloped land.
This construction site includes the clearing and grubbing of existing land, grading of the existing site, and the
construction of 240 apartment units along with the accompanying internal roads, sidewalk, utilities, and wet
pond. Site development and grading will occur in one stage. That stage will have two phases of erosion control.
The sediment basin has been designed for both phases of erosion control. 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) Numbers 3710368600J, with a date of identification of
August 16, 2007. The existing site is vacant land. Stormwater runoff primarily to the southwest of the site.
The soil types identified within the project area are CaB and CaC (Cecil sandy loams); and AsB (Appling sandy
loam). 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 240 townhome units (8 separate buildings), an amenity center, paved
parking lots with curb and gutter and a concrete sidewalk as well as a wet pond located at the
southwestern corner of the property. The site will be mass -graded and the denuded area is approximately
14.83 acres. Offsite roadway improvements are also proposed for NC-150.
The hydrologic analysis conducted for the proposed project included the study of both onsite and offsite drainage
areas for the temporary sediment basin as well as silt fence control measures. The analysis was conducted using
the Soil Conservation Service (SCS) Hydrograph Method, as outlined in SCS Technical Release 55 (TR-55).

AMERICAN
Engineering
Catawba Village
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
Hydrographs calculated using Hydraflow software were used to design the wet pond to treat the first inch of
rainfall. The temporary sediment basin have been designed according to NCDEQ and Catawba County
requirements. See attached calculations for more design information.
The contents of this Stormwater Pollution Prevention Plan (SWPPP) were prepared for North State Development,
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 permanent wet pond and temporary sediment basin have been designed per Catawba County and NCDEQ
standards. Furthermore, the sediment basin has been designed to achieve a minimum 80% trapping efficiency as
required by the NCDEQ and meet the latest NPDES General Permit for Stormwater Discharge requirements.
In conclusion, due to the existing site conditions and proposed development, the proposed project is not
anticipated to have any negative impacts on any downstream or adjacent properties.

American Engineering Associates -Southeast, PA.
AM E RICAN 8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226226
E n g i n e e r i n g OFFICE: 704.375.2438
www.American-EA.com
Catawba Village
Stormwater Calculations
Construction Sequence
1. Obtain erosion and sediment control plan approval from Catawba County erosion and sediment
control division.
2. 48 hours prior to any land -disturbance activity, set up an on site pre -construction conference with a
Catawba county erosion control inspector to discuss the erosion control measures.
3. Make any required modifications to the erosion and sediment control plans. All modifications shall be
documented on the on site approved plans.
4. Install gravel construction entrance off NC-150.
5. Install perimeter silt fence, temporary diversion ditch and sediment basin as shown on the plans
clearing only as necessary to install these devices.
6. Call for on site inspection by erosion control inspector. When approval is obtained, clearing and
grubbing may begin.
7. Limit clearing and grubbing of the site to areas that will be mass graded. Whenever possible, existing
vegetation shall remain in place to prevent erosion of the site.
8. Begin mass grading activities. As site is graded and pads built up, the contractor shall minimize the
amount of storm water flowing over fill slopes by using diversion ditches and slope drains. Additional
measures may be needed as construction progresses.
9. Contractor shall limit drainage areas flowing to the proposed basin to the maximum area that is
designated for the basin. This shall be accomplished by adjusting the proposed diversion ditches as
the site is graded.
10. Contractor shall meet with the erosion control inspector prior to commencing with phase 2 erosion
control measures.
11. Install any remaining phase 2 erosion control measures.
12. Continue mass grading activities. As site is graded and pads are built up, contractor shall minimize the
amount of storm water flowing over fill slopes by using diversion ditches and slope drains. Additional
measures may be needed as construction progresses.
13. Contractor shall limit drainage areas flowing to the proposed basin to the maximum area that is
designated for the basin. This shall be accomplished by adjusting the proposed diversion ditches as
the site is graded.
14. Maintain and adjust erosion and sediment control measures as mass grading progress to maintain
proper erosion and sediment control.
15. Install inlet protection and other measures as shown on phase 2 plans as proposed storm sewer
system is installed.
16. Construction of streets, the associated utilities, and laterals are to be completed and inspected.
3

American Engineering Associates -Southeast, PA.
AM E RICAN 8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226226
E n g i n e e r i n g OFFICE: 704.375.2438
www.American-EA.com
Catawba Village
Stormwater Calculations
17. All areas that go unworked for 14 days or more must be stabilized immediately. Stabilization
standards should be maintained throughout the construction process.
18. Stripped topsoil shall be stockpiled with silt fence provided around the perimeter of the stockpile.
19. The contractor shall diligently and continuously maintain all erosion control devices and structures.
20. Stabilize the site as areas are brought to grade.
21. Inspect BMP once per every calendar week, per NCDEQ requirements. All inspections and reporting
shall be in compliance with the NCDEQ general permit NCG010000, latest edition.
22. Coordinate with the erosion control inspector prior to conversion of the sediment basin into proposed
permanent wet pond.
23. When vegetation is established, call for final site inspection and file a notice of termination with
Catawba County/NCDEQ.
4

AMERICAN
Engineering
Catawba Village
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
LOCATION MAP
5

American Engineering Associates -Southeast, PA.
A M E RI CA N 8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226226
E n g i n e e r i n g OFFICE: 704.375.2438
www.American-EA.com
Catawba Village
Stormwater Calculations
Hydrologic Soil Group —Catawba County, North Carolina
3
- (Catawba Village)
35' 33'2{N
�S
35' 33'11'N
49M 49+OX 40M 494010 4NO70
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Conservation Service National Cooperative Soil Survey
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Page 1 of 4
0

AMERICAN
Engineering
Catawba Village
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 —Catawba County, North Carolina
(Gabriel Village Soil Survey)
MAP LEGEND
MAP INFORMATION
Area of Interest WI)
p
C
The soil surveys that comprise your AO were mapped at
Area of Interest (A01)
o
UD
1:15,&N-
Sol&
I7
D
Warning: Sal Map may not be valid at this scale.
Sail Rating Polygons
0
A
p
Not rafted or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the, detail of mapping and accuracy of sail
0
A!D
Water Feamres
line placement The maps do not show the small areas of
Streams and Canals
contrasting sails that could have been shown at a more detailed
B
scale-
Transponauon
0
BID
—
Rails
Please rely on the bar scale on each map sheet for map
0
C
Inge figrmays
measurements-
0
CJD
US Randes
Source of Map: Natural Resources Conservation Service
0
D
Web Sol Survey DRL:
Maier Roads
Coordinate System: Web Mercator (EPSG:3857)
0
Not rated or rot availabe
Local Roads
Maps from the Web Sail Survey are based on the Web Mercator
Soil Rating lines
Baclqlrourb
projection, which preserves direction and shape but distorts
A
distance and area- A projection that preserves area, such as #to
ry
JQ
Anal Photogralchy
Albers equalarea conic projection. should be used if more
•+r
ND
accu rate calculations of distance or area are requtied-
a
This product i s generated from the USDA-NRCS certiried data as
.-�►
111113
of the version, date(s) listed below-
C
Soil SurveyArea: Catawba County, North Carolina
Survey Area Data: Version 17. Sep 26. 2017
COD
Sol map units are labeled (as space allows) for map scales
,�.
D
1:50,000 or larger-
. w
Not rand or not avaialle
Date(s) aerial images were photographed: Apr 8, 2015--Nov28,
Soil Rrtig Pam
2017
A
The orthophoto or other base map on which the soil lines we re
compiled and digitized probably differs from the background
■
AFD
imagery displayed on these maps. As a result, some minor
g
shifting of map unit boundaries maybe evident.
■
WD
t15flA Natural Resources
i`illilill Conservation Service
Web Sal Survey
National Cooperative Sal Survey
6114f2016
Page 2 of 4
7

AMERICAN
Engineering
Catawba Village
Stormwater Calculations
Hydrologic Soil Group —Catawba County, North Carolina
Hydrologic Soil Group
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
Catawba Village
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
AsB
CaB
Appling sandy loam, 2 to
6 percent slopes
B
3.9
24.4%
64.5%
Cecil sandy loam, 2 to 6
percent slopes
A
10.3
CaC
Cecil sandy loam, 6 to
10 percent slopes
A
1.8
11.1 %
Totals for Area of Interest
16.0
100.0%
0

AMERICAN
Engineering
Catawba Village
Stormwater Calculations
Description
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
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
0

AMERICAN
Engineering
Catawba Village
Stormwater Calculations
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 DENVER QUADRANGLE — 7.5 Minute Series
10

AMERICAN
Engineering
Catawba Village
Stormwater Calculations
American Engineering Associates -Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
OFFICE: 704.375.2438
www.American-EA.com
mom
u
3,
14
AiL
i
FEMA Flood Map
Portion of Panel No. 3710368600J
11

STORM DRAIN
CALCULATIONS

A4
32 A6
Af. 34
15 13 33 A7
24
16 A9 12 A8
Al A A19 29 A18
A10 11 A16
Al2 28 31
A17
A13 10 30
35
23 27 A20
A15
A14 9
26 A21
A22
8
A2§9 A23 A25
A27 A24 7 37
A34
A33 38
22 5 A26
A35 25
21 A29
A37 20 A36
4 A31
19
36
A38 A30
A32
18 2
1 A39
Outfall
Project File: C200074_Storm System A.stm Number of lines: 39 Date: 11/12/2021
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
Incr
Total
otal
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
e
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
00
(ft)
00
(ft)
(ft)
00
I
End
40.673
0.13
10.29
0.90
0.12
7.65
5.0
13.0
5.2
39.67
46.90
7.53
36
0.49
913.02
913.22
915.07
915.36
916.43
922.43
A39-A40
2
1
109.490
0.24
9.64
0.90
0.22
7.22
5.0
12.6
5.2
37.82
47.16
5.65
36
0.50
913.22
913.77
916.10
916.34
922.43
923.08
A32-A39
3
2
12.000
0.36
9.35
0.90
0.32
6.97
5.0
10.7
5.6
38.86
47.16
5.50
36
0.50
913.77
913.83
916.87
916.91
923.08
923.19
A30-A32
4
3
124.722
0.00
9.00
0.00
0.00
&65
0.0
10A
5.7
37�57
47.17
5.32
36
0.50
913.83
914.45
917.34
917.74
923.19
924.86
A29-A30
5
4
83780
0.50
8.80
0.85
0.42
&51
5.0
101
5.7
3714
47.16
5.25
36
0.50
914.45
914.87
918.09
918.35
924.86
923.33
A26-A29
6
5
13.733
0.14
8.02
0.90
0.12
5.84
5.0
10.1
5.7
33.39
47.14
4.72
36
0.50
914.87
914.94
918.78
918.81
923.33
924.75
A24-A26
7
6
49.441
0.05
7.89
0.50
0.02
5.72
5.0
9.9
5.7
32.89
47.16
4.65
36
0.50
914.94
915.19
919.07
919.19
924.75
922.88
A23-A24
8
7
81711
0.24
7.84
0.85
0.20
5.70
5.0
9.6
5.8
33M
47.16
4.68
36
0.50
915.19
915.60
919.41
919.61
922.88
923.88
A22-A23
9
8
63.335
0.09
2.16
0.90
0.08
1.65
5.0
8.2
6.1
M08
15.99
3.21
24
0.50
915.60
915.91
919.94
920.07
923.88
924.91
A14-A22
10
9
105.832
0.06
1.73
0.90
0.06
1.26
5.0
7.9
6.2
7.85
9.09
4.44
18
0.75
915.91
916.71
920.20
920.79
924.91
925.96
Al2-A14
11
10
69.505
0.00
1.67
0.00
0.00
1.21
0.0
7.6
6.3
7.58
9.09
4.29
18
0.75
916.71
917.23
920.96
921.32
925.96
925.64
All-Al2
12
11
59.786
0.11
1.37
0.80
0.09
0.97
5.0
7.3
6.3
6.16
9.09
3.49
18
0.75
917.23
917.68
921.61
921.82
925.64
925.40
A9-Al 1
13
12
75�229
0.11
0.83
0.70
0.08
0.54
5.0
6.9
6.5
3.51
6A6
2M
15
1.00
918.19
918.94
922.00
922.23
925.40
924.94
A5-A9
14
13
M399
0.11
0.48
0.70
0.07
0.34
5.0
6.6
6.5
2�20
8.39
1.80
15
1.00
920.53
920.83
922.36
922.38
924.94
926.88
A3-A5
15
14
80.904
0.17
0.38
0.70
0.12
0.26
5.0
6.0
6.7
1.77
4.63
3.02
12
1.00
921.08
921.89
922.40
922.47
926.88
926.75
A2-A3
16
15
80.000
0.21
0.21
0.70
0.14
0.14
5.0
5.0
7.0
1.01
4.63
2.62
12
1.00
921.89
922.69
922.50
923.11
926.75
925.92
Al -A2
17
11
36.000
0.30
0.30
0.80
0.24
0.24
5.0
5.0
7.0
1.67
6.46
3.97
15
1.00
921.33
921.69
921.76
922.20
925.64
925.31
Al O-Al 1
18
1
112.882
0.21
0.51
0.50
0.10
0.31
5.0
8.4
6.1
1.88
6A6
Z64
15
1.00
914.97
916.10
916.10
916.65
922.43
922.78
A38-A39
19
18
7&063
0.00
0.30
0.00
0.00
0.21
0.0
7.7
6.2
1.30
8.66
5.08
12
3.50
916.35
919.08
916.65
919.56
922.78
923.74
A37�0-A38,0
20
19
44.553
0.03
0.30
0.50
0.01
0.21
5.0
7.3
6.4
1.32
6.55
3.51
12
2.00
919.08
919.97
919.56
920.46
923.74
925.34
A36-A37
21
20
40.691
0.06
0.14
0.70
0.04
0.10
5.0
6.5
6.6
0.63
6.55
2.23
12
2.00
919.97
920.79
920.46
921.12
925.34
926.02
A35-A36
22
21
41 �613
0.07
I
0.07
0.70
0.05
0.05
5.0
5.0
7.0
0.36
&55
1.99
12
2.00
920.79
921.62
921.12
921.87
926.02
925.94
A34-A35
Project File: C200074-Storm System A.stm
Number of lines: 39
Run Date: 11/12/2021
NOTES:Intensity = 70.48 / (Inlet time + 12.50) 1 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v202O.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
Incr
Total
otal
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
e
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
00
(ft)
00
(ft)
(ft)
00
23
9
80.050
0.34
0.34
0.90
0.30
0.30
5.0
5.0
7.0
2.14
6.46
4.27
15
1.00
920.45
921.25
920.94
921.83
924.91
925.10
A13-A14
24
12
37.534
0.05
0.05
0.90
0.04
0.04
5.0
5.0
7.0
0.31
3.49
0.58
10
1.50
920.44
921.00
922.00
922.01
925.40
925.40
A8-A9
25
20
78.692
0.14
0.14
0.70
0.10
0.10
5.0
5.0
7.0
0.69
4.63
2.35
12
1.00
919.97
920.76
920.46
921.11
925.34
924.65
A33-A36
26
8
M000
0.16
5.45
0.90
0.14
3.85
5.0
9.4
5.9
22.53
29.00
4.59
30
0.50
915.81
916.16
919.94
920.15
923.88
923.25
A21 -A22
27
26
45798
0.59
5.29
0.90
0.53
3.71
5.0
9.3
5.9
21.82
41.01
4A4
30
1.00
917.36
917.81
920.20
920.31
923.25
922.84
A20-A21
28
27
103.687
0.23
0.30
0.50
0.12
0.15
5.0
7.2
6.4
0.95
6.46
0.77
15
1.00
918.22
919.25
920.61
920.63
922.84
923.06
Al 9-A20
29
28
36.783
0.07
0.07
0.45
0.03
0.03
5.0
5.0
7.0
0.22
4.63
0.31
12
1.00
919.50
919.87
920.64
920.64
923.06
929.80
Al 8-Al 9
30
27
67.748
0.04
4.40
0.90
0.03
3.03
5.0
5.2
6.9
21.05
41.01
4.41
30
1.00
917.81
918.49
920.61
920.74
922.84
925.42
A17-A20
31
30
63.016
2.77
2.77
0.68
1.89
1.89
5.0
5.0
7.0
1&23
23.64
7.68
18
3.00
919.24
921.13
921.05
922.49
925.42
925.83
A16-A17
32
13
61.798
0.24
0.24
0.55
0.13
0.13
5.0
5.0
7.0
0.91
8.39
0.74
15
1.00
918.94
919.56
922.36
922.36
924.94
923.92
A4-A5
33
12
102.116
0.13
0.38
0.90
0.12
0.29
5.0
5.4
6.9
2.02
4.57
1.65
15
0.50
918.15
918.66
922.00
922.11
925.40
925.20
A7-A8
34
33
21.013
0.25
0.25
0.70
0.17
0.17
5.0
5.0
7.0
1.23
5.94
1.00
15
0.50
918.66
918.77
922.11
922.12
925.20
922.94
A6-A7
35
30
54�644
1.59
1.59
0.70
1.11
1.11
5.0
5.0
7.0
7.80
10.50
4.41
18
1.00
918.49
919.04
921.05
921.36
925.42
923.27
A15-A17
36
2
101.575
0.05
0.05
0.80
0.04
0.04
5.0
5.0
7.0
0.27
6A6
Z36
15
1.00
917.64
918.66
917.82
918.86
923.08
924.47
A31 -A32
37
5
110.495
0.29
0.29
0.85
0.24
0.24
5.0
5.0
7.0
1.71
6.46
1.43
15
1.00
916.62
917.73
918.78
918.85
923.33
924.17
A25-A26
38
4
97.447
0.16
0.19
0.70
0.11
0.14
0.0
7.0
6.4
0.87
3.59
1.10
12
0.60
916.05
916.63
918.09
918.12
924.86
923.61
A28-A29
39
38
24.548
0.03
0.03
0.70
0.02
0.02
5.0
5.0
7.0
0.16
3.59
0.20
12
0.60
916.63
916.78
918.14
918.14
923.61
924.10
A27-A28
Project File: C200074-Storm System A.stm
Number of lines: 39
Run Date: 11/12/2021
NOTES:Intensity = 70.48 / (Inlet time + 12.50) 1 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v202O.00

Storm Sewer Profile Proj. file: C200074—Storm System A.stm
Storm Sewers

Storm Sewer Profile Proj. file: C200074—Storm System A.stm
Storm Sewers

Storm Sewer Profile Proj. file: C200074—Storm System A.stm
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Proj. file: C200074_Storm System A.stm
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Proj. file: C200074_Storm System A.stm
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934.00
929.00
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Proj. file: C200074_Storm System A.stm
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Storm Sewers

Proj. file: C200074_Storm System A.stm
N C`3
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Proj. file: C200074_Storm System A.stm
Elev. (ft)
934.00
49
C j
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Proj. file: C200074—Storm System A.stm
Elev. (ft)
934.00
929.00
49
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909.00
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0 25 50 75 100 125 150 175 200 225 250 275
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Storm Sewers

Proj. file: C200074_Storm System A.stm
Elev. (ft)
939.00
49
0 s
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933.00
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909.00
909.00
44.5
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2.0 %
0
25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
HGL EGL Reach (ft)
Storm Sewers

Proj. file: C200074_Storm System A.stm
Elev. (ft)
933.00
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4 r
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Storm Sewers

B5
B14 B7
B9 14 B8 15
21 16 13
B10
0B4
B15 12 9 11
20 B3 23
B16 2
22 B2
19 a B11
24
B17 18
B13
B18
17 7
B1
B19
6
B20
5
25
4
B21
26
3
B23
B26
1
Outfall
Project File: C200074_Storm System B.stm Number of lines: 27 Date: 11/12/2021
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
31.184
0.18
3.99
0.90
0.16
3.35
5.0
13.6
5.1
17.06
19.62
6.80
24
0.75
912.56
912.79
914.05
914.28
914.89
920.54
1327-1328
2
1
30.584
0.23
3.82
0.90
0.20
3.20
5.0
13.5
5.1
16.30
19.52
6.58
24
0.75
912.79
913.02
914.28
914.48
920.54
920.97
B26-B27
3
2
135.895
0.00
3.59
0.00
0.00
2.99
0.0
13.1
5.2
15.45
19.57
6.41
24
0.75
913.02
914.04
914.48
915.46
920.97
924.55
1325-1326
4
3
69.657
0.51
3.19
0.90
0.46
2.63
5.0
11.7
5.4
14.21
15.99
5.75
24
0.50
914.04
914.39
915.51
915.85
924.55
924.76
1322-1325
5
4
34.562
0.00
2.35
0.00
0.00
1.88
0.0
11.5
5.4
10.20
16.00
3.31
24
0.50
914.39
914.56
916.35
916.40
924.76
925.23
B20-B22
6
5
104.231
0.00
2.35
0.00
0.00
1.88
0.0
11.1
5.5
10.36
15.99
3.71
24
0.50
914.56
915.08
916.45
916.60
925.23
925.73
1319-1320
7
6
66.422
0.34
1.94
0.90
0.30
1.60
5.0
10.7
5.6
8.93
15.99
3.29
24
0.50
915.08
915.41
916.85
916.91
925.73
926.05
1313-1319
8
7
92.185
0.10
1.60
0.90
0.09
1.30
5.0
10.2
5.7
7.38
22.62
5.68
24
1.00
916.72
917.64
917.50
918.60
926.05
926.52
1312-1313
9
8
110.045
0.09
0.88
0.90
0.08
0.71
5.0
9.7
5.8
4.13
6A6
5.20
15
1.00
918.39
919.49
919.12
920.31
926.52
926.44
136-13112
10
9
22.630
0.07
0.41
0.70
0.05
0.29
5.0
9.5
5.8
1.67
8.39
2.74
15
1.00
919.49
919.72
920.31
920.23
926.44
925.63
134-136
11
10
38.142
0.07
0.07
0.70
0.05
0.05
5.0
5.0
7.0
0.34
4.63
2.88
12
1.00
921.53
921.91
921.71
922.15
925.63
926.00
133-134
12
8
82.414
0.13
0.40
0.90
0.12
0.34
5.0
7.1
6.4
2.18
6.46
4.29
15
1.00
919.89
920.71
920.39
921.30
926.52
927.64
1310-1312
13
12
22.000
0.18
0.22
0.90
0.16
0.19
5.0
6.7
6.5
1.22
6A6
2.68
15
1.00
920.71
920.93
921.30
921.37
927.64
927.64
138-13110
14
13
23.879
0.04
0.04
0.65
0.03
0.03
5.0
5.0
7.0
0.18
4.63
1.90
12
1.00
921.18
921.42
921.37
921.60
927.64
926.37
137-138
15
9
98.770
0.38
0.38
0.90
0.35
0.35
5.0
5.0
7.0
2.42
6.46
4.43
15
1.00
920.88
921.86
921.41
922.49
926.44
925.95
135-136
16
12
32.160
0.05
0.05
0.65
0.03
0.03
0.7
0.7
7.0
0.22
6.46
1.20
15
1.00
920.71
921.04
921.30
921.22
927.64
926.35
139-13110
17
6
88.595
0.00
0.41
0.00
0.00
0.28
0.0
7.6
6.3
1.74
6.46
4.02
15
1.00
918.06
918.95
918.50
919.47
925.73
927.32
1318-1319
18
17
37.802
0.04
0.41
0.45
0.02
0.28
5.0
7.2
6.4
1.77
6A6
3.61
15
1.00
918.95
919.32
919.47
919.85
927.32
926.25
1317-1318
19
18
52.691
0.00
0.37
0.00
0.00
0.26
0.0
6.8
6.5
1.70
4.63
4.62
12
1.00
919.57
920.10
919.99
920.65
926.25
927.85
B16-B17
20
19
64.488
0.16
0.37
0.70
0.11
0.26
0.0
6.4
6.6
1.73
4.63
3.86
12
1.00
920.10
920.75
920.65
921.30
927.85
926.19
1315-1316
21
20
107.583
0.21
0.21
0.70
0.15
0.15
5.0
5.0
7.0
1.03
4.63
2.76
12
1.00
920.75
921.82
921.30
922.25
926.19
925.90
1314-1315
22
8
20.185
0.22
0.22
0.70
0.15
0.15
5.0
5.0
7.0
1.07
4.63
4.03
12
1.00
920.73
920.93
921.05
921.36
926.52
924.99
1311-1312
Project File: C200074-Storm System B.stm
Number of lines: 27
Run Date: 11/12/2021
NOTES:Intensity = 70.48 / (Inlet time + 12.50) 1 0.81; 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
10
75.390
0.21
0.27
0.70
0.15
0.19
5.0
8.7
6.0
1.15
4.63
4.11
12
1.00
919.97
920.72
920.31
921.17
925.63
925.27
132-134
24
23
88.877
0.06
0.06
0.70
0.04
0.04
5.0
5.0
7.0
0.31
4.63
1.60
12
1.00
920.72
921.61
921.17
921.84
925.27
925.69
131-132
25
4
72.427
0.33
0.33
0.90
0.29
0.29
5.0
5.0
7.0
2.06
6.46
4.22
15
1.00
919.30
920.02
919.78
920.59
924.76
924.94
1321-1322
26
3
72141
0.38
0.40
0.90
0.34
0.36
5.0
IM
5.3
1.90
6A6
4.12
15
1.00
916.18
916.90
916.64
917.45
924.55
922.90
1324-1325
27
26
42A03
0.02
0.02
0.90
0.02
0.02
5.0
5.0
7.0
0.12
6A6
0.97
15
1.00
916.92
917.35
917.45
917.48
922.90
923.80
B23-B24
Project File: C200074-Storm System B.stm
Number of lines: 27
Run Date: 11/12/2021
NOTES:Intensity = 70.48 / (Inlet time + 12.50) 1 0.81; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2020.00

Proj. file: C200074_Storm System B.stm
Elev. (ft)
938.00
932.00
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700
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Storm Sewers

Proj. file: C200074_Storm System B.stm
Elev. (ft)
• !1
920.00
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908.00
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
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Storm Sewers

Proj. file: C200074_Storm System B.stm
Elev. (ft)
• !1
920.00
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Storm Sewers

Proj. file: C200074_Storm System B.stm
Elev. (ft)
920.00
Cm C-349
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EGL Reach (ft)
Storm Sewers

Proj. file: C200074_Storm System B.stm
Elev. (ft)
920.00
cm i- In
49
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Storm Sewers

Proj. file: C200074_Storm System B.stm
Elev. (ft)
938.00
920.00
CM
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Proj. file: C200074_Storm System B.stm
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Proj. file: C200074_Storm System B.stm
Elev. (ft)
920.00
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49
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125 150 175 200 225 250 275 300 325 350
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Storm Sewers

Proj. file: C200074_Storm System B.stm
Elev. (ft)
CM
49
[]C J CC
CO
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934.00
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Storm Sewers

OudaU
C4
Pn400 File: C2UOO74_Smm System C,mm
MIA
Number of lines: 3 1 Date: 5/1/2022
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
Incr
Total
otal
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
e
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
00
(ft)
00
(ft)
(ft)
00
I
End
49.013
0.15
1.17
0.45
0.07
0.56
5.0
9.0
5.9
3.32
15�97
3.84
24
0.50
912.50
912.74
913.14
913.38
914.83
917.41
C4-05
2
1
172.714
0.37
1.02
0.45
0.17
0.49
5.0
7.4
6.3
3.11
13.65
5.16
18
1.00
913.49
915.22
913.98
915.89
917.41
919.98
C3-C4
3
2
273.071
0.65
0.65
0.50
0.33
0.33
5.0
5.0
7.0
2.28
8.39
3.65
15
1.00
915.22
917.95
915.89
918.56
919.98
921.51
C2-C3
Project File: C200074-Storm System C,stm
Number of lines: 3
Run Date: 5/1/2022
NOTES:Intensity = 70.48 / (Inlet time + 12.50) 1 0.81; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v202O.00

Storm Sewer Profile
Proj. file: C200074—Storm System C.stm
Elev. (ft)
934.00
N
cn
934.00
929.00
Ono nn
100 150 200 250 300 350 400 450 500
EGL Reach(ft)
Storm Sewers

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Outfall
Project File: C200074_Storm System E.stm Number of lines: I Date: 11/15/2021
Storm Sewers v202O.00

Page 1
Station
Len
(ft)
Drng Area
Rnoff
coeff
(C)
Area x C
Tc
Rain
(1)
(in/hr)
Total
flow
(cfs)
Cap
full
(cfs)
Vel
(ft1s)
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
Total
(ac)
Incr
Total
Inlet
(min)
Syst
(min)
Size
(in)
Slope
Dn
00
Up
(ft)
Dn
00
Up
(ft)
Dn
(ft)
Up
00
I
End
106.311
0.96
0.96
0.50
0.48
0.48
5.0
5.0
7.0
3.35
10A9
4.17
18
1.00
929.94
931.00
930.64
931.70
931.73
932.79
E1-E2
Project File: C200074—Storm System E.stm
Number of lines: 1
Run Date: 11/15/2021
NOTES:Intensity = 70.48 / (Inlet time + 12.50) 1 0.81; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2020.00

Proj. file: C200074_Storm System E.stm
Elev. (ft)
942.00
939.00
49
942.00
939.00
936.00
936.00
933.00
933.00
930.00
927.00
930.00
927.00
0 10 20 30 40 50 60 70 80 90 100 110
HGL EGL Reach (ft)
-----------
-----------
-----------
-----------
Storm Sewers

POND CALCULATIONS

1�m
EN
N
LOCATION MAP
1" = 1500'
BUD RD.
\_ c05 pF1
PRE-DEV POA-1
TOTAL AREA = 22.43 AC
CN = 52.4
Tc = 21.8 min.
TR55 Tc Worksheet
UTILITY EASEMENT DB 3099-590 I I NC HWY #150
SCHEDULE B, EXCEP ON 9 \ /� / APPARENT 60' R\W
\ \ \ \ \ \ \ \ UTILITY EASEMENT, DB 3099 586 HOV - - - - - - - - - - - - 4 MPH SIGN \ ��\ \\ �/
DUL B, EXCEPTION�3- \ >8"RCP / C041RED SIGN / UTILITY EASEMENT, DB 1897 741 5 S G HWY 150 S1t;N 0 \ \
QQ - OE Oe -\ \ V \ /NV 92724 / / / / / / UTILITY EASEMENT, DB 3089-617 SCHEDULE B, EXCEPTION 10 & 11 V of \
\�- nF - - c E - ` / SCHEDULE B, EXCEPTION 7 - of -roe of of \
_ - -�e�-! - �- - / / / GEC - OE - - OE - > > \
' - _ L OE - - OE - - OE\ OE =0E OE �OE�- O� OEM OE - -`_Q Z OE-- /=-6t=-� - _ `_ _ BE=- 9E - 9E -- - - 9° nE nE - �E
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A \ \ \ 0� _ _ �- I
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Ste= -�S �� FO F'6- FO = �0--F�---- - =EO=O� _ - _ --FE) FO - FO - - FO / F - FO - FO FO - FO -
aS"-8.96°/il'F� - FO -9 - �0= - FO FO - - _ O= = FO - - FO _- - CY ' - -
/ FO FO - 55� /- �F� �p F0= - FO -:77- - - =E0 CFO -v Fes- FAO - -F0 F6-T- O - - F
/ ( ) RI ELEV ?J2834 Fo T - - F - F�-F \
( �I PttV Y�---I---f---�- R ELL 3 0----- ' ,- ---- / =�_ �� \
IN IN=921.79 I - /- / /`-- / / j--� �- w1-------------- -- J %- o } _ \
/ - 4NV_rUT = 924.92 / / /
F4�MT-92-1.59-I I / / / / / / / I / / W 3 1(35 MPH) \ uG - - ` ` \
SIGN
-941- \ CHURCH SIGN
/NV 9 640 / / ° / / \ � / / \ SHEET FLOW TELECOM CONTROL\-
/ / / / 7 L =100 FT PANEL BOXES
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\ \ CROSLAND DENVER HIGHWAY 16 LLC / \- \ \ \ o \\ I I \ \ \ \ � - / \ I I -
\ \ DB 2928-1053 PB 51-37, / \ \ \ 15 STORY I I \ \ \ \ \ \ \ \ \ \ / \
FRAI�Vj)f� HOME-
1� SILVER CANTER LLC
DB 3335 11 9
COMPUTED
--- POINT
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lllS REBAR \ \ \214.33- \ \ \ 935- 93S I \ I
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DB238$'1%5_
\ \ \ - 925 , - - PB 74-152 /
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 - \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ POA-1 PRE DEVELOPMENT - - _ -_- -_- -_- -- -
Hyd.No. 1
Pre _ DRAINAGE AREA
- \ 1
Description A B C Totals \\\ �\ \\ \\ \ \\ \\ -\\ ___-__--\-----_\ \\\ 91?s
Sheet Flow
Manning's n-value = 0.240 0.240 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.48 0.00 0.00 \ \ \ \ ems' \ \ \ \ \ - -
Land slope (%) = 2.00 0.00 0.00 \ \ \ \ ` \ \ \ \ \ \ \ \ - \ \ _ -17 ` \ ( \ - J J /
Travel Time (min) = 13.68 + 0.00 + 0.00 = 13.68 \ \ \ \ \ \ \ \ \ \ \ \ \ - - - - - - - - - - - - - - - _ \ \ \ / `
\ \ \' \ \ \ \ \ o �, - \ \ \ \ \ \ \ \ \ \ 24' ROAD EASEMENT /
\ ` _
Shallow Concentrated Flow \ \ \ \ \ \ \ \ ' \ \ \ \ \ PB 42 102 , 1
Flow length (ft) = 439.00 319.00 238.00 \ \ \ \ \ \\ \ \ I \\ \ \ \ \ \ - - \ \ \ \ \ \ \ \ \
Watercourse slope (%) = 3.50 2.20 0.50 \ \ \ \ l C1dANL FLOII� \ \ \ \ \
Surface description =Unpaved Unpaved Paved \ \ I \ \ \ \ \ \ \ \ \ \ \L = 286 FT\ \ \ \ \ \ \ \ \g \ [-�
Average velocity (ft/s) =3.02 2.39 1.44 \ \ \ \ \ \ \ 5\= 3. °a
Travel Time (min) = 2.42 + 2.22 + 2.76 = 7.41 \ I / \ \ \ 1 \ n a0.025
\X-SE%AREA = 2 SF Channel Flow , ,POA 1 >
X sectional flow area (sqft) = 2.00 0.00 0.00 /I I ETTEP PERIMETER - n\.47 FT 1 I I I L < \ - •\ - - _ L� I I HASH H7PB
ARDSHERRILL&ASSOC.
DB 202
Wetted perimeter (ft) = 4.47 0.00 0.00 42-102
Channel slope (%) = 3.50 0.00 0.00 < I \
I
)
Manning's n-value = 0.025 0.015 0.015
Velocity (ft/s) =6.510.00
0.00
Flow length (ft) ({0})286.0 0.0 0.0 < < �_ _ . \ I I / /
��' \ I I /' SHALLOW CONCENTRATE LOW
Travel Time (min) = 0.73 + 0.00 + 0.00 = 0.73 _ - - - - - - / / / / /
L=439
Total Travel Time, Tc.............................................................................. 21.80 min - / I / / S :; 3:5%
POA-1Pre-Development
OVERALL CN VALUES
SOILS
CN PER COVER TYPE*
GROUP
OPEN
WOODS/GRASS
IMPERVIOUS
WOODS
% OF AREA
A
39
43
98
36
71.6%
B
61
65
98
60
28.4%
*CN va I ues from TR-55 Ta bI e 2-2
Meadow Fair Condition
Woods Fair Condition
Woods/grass Fair Condition
POA-1 Pre -Development
COVERAGE AND CN VALUES
LAND
USE
AREA
(ac)
GROUP
CN
AREA CN
A
(ac / CN)
B
(ac / CN)
OPEN
6.92
4.95
1.97
45
313.12
39
61
WOODS/GRASS
6.92
4.95
1.97
49
340.80
43
65
IMPERVIOUS
2.80
2.00
0.80
98
274.40
98
98
WOODS
5.79
160
43
1
247.90
36
TOTAL
22.43
52.4
1176.22
-920
STOR MASTER FUNDING I, LLC
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811 or 1-800-632-4949
Remote Ticket Entry
httD://nc811.oro/remoteticketentrv.htm
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON THE SPECIFIC SITE, NAMED HEREON,
CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS LISTED, HEREON, 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.
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JOB NUMBER: C200074
DESIGN BY: BMF
DATE: 2/25/2022
SHEET TITLE:
PRE
DEVELOPMENT
DRAINAGE
MAP
SHEET NO.:
3:1

BUD RD. - - -
E MAIDEN RD
s w
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NYCKS pR• - \ \ � QF c
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LOCATION MAP
1" = 1500'
POST-DEV POA-1
TOTAL AREA
22.43 AC
DETAINED AREA
IMPERVIOUS:
6.83 AC
PERVIOUS:
7.40 AC
OFFSITE:
2.95 AC
TOTAL:
17.18 AC CN = 77.0
TC=5MIN
UNDETAINED AREA
IMPERVIOUS: 0.46 AC
PERVIOUS: 4.79 AC
TOTAL: 5.25 AC CN = 51.5
TC=5MIN
POA-1 Post Development Detained
RI7 ETEV = 928.34
IN IN=921.79
G MAC-
RIw MARGIN pE�R1NG MAP � \ �� l T
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CROSLAND DENVER HIGHWAY 16 LLC
DB 2928-1053 PB 51-37 \ /
OVERALL CN VALUES
SOILS
CN PER COVER TYPE*
GROUP
OPEN
WOODS/GRASS
IMPERVIOUS
WOODS
% AREA
A
39
43
98
36
71.6%
B
1 61
65
98
60
1 28.4%
*CN va I u es from TR-55 Table 2-2
Meadow Fair Condition
Woods Fair Condition
Woods/grass Fair Condition
POA-1 Post Development Detained
COVERAGE AND CN VALUES
LAND
USE
AREA
(ac)
GROUP
CN
AREA x CN
A
(ac / CN)
B
(ac / CN)
OPEN
6.83
4.89
1.94
45
309.04
39
61
WOODS/GRASS
0.00
0.00
0.00
0
0.00
43
65
IMPERVIOUS
7.40
5.30
2.10
98
725.20
98
98
WOODS
0.00
0.00
0.00
0
0.00
36
60
OFFSITE
2.95
2.11
0.84
98
289.10
98
98
TOTAL
17.18
77.0
1323.34
POA-1 Post Develooment Undetained
OVERALL CN VALUES
SOILS
CN PER COVER TYPE*
GROUP
OPEN
WOODS/GRASS
IMPERVIOUS
WOODS
OF AREA
A
39
43
98
36
71.6%
B
61
65
98
60
28.4%
*CN values from TR-55 Table 2-2
Meadow Fair Condition
Woods Fair Condition
Woods/grass Fair Condition
POA-1 Post Develooment Undetained
COVERAGE AND CN VALUES
LAND
USE
AREA
(ac)
GROUP
CN
AREA x CN
A
(ac / CN)
B
(ac / CN)
OPEN
2.70
1.93
0.77
45
122.17
39
61
WOODS/GRASS
2.09
1.50
0.59
49
102.93
43
65
IMPERVIOUS
0.46
0.33
0.13
98
45.08
98
98
WOODS
0.00
0.00
0.00
0
0.00
36
60
TOTAL
5.25
51.5
270.18
UTILITY EASEMENT, DB 3099-590
F- SCHEDULE B, EXCEPTION 9
NC HWY #150
APPARENT 60' R\W
OE /
ITILITY EASEMENT, DB 1897-741 45 MPH SIGN HWY 150 SIGN pC
CHEDULE B, EXCEPTION 10 & 11
._, /_ -- , - nF - - OE - OE - DOE OE OE
01110
#4 REBAR CHURCH SIGN
-ELECOM CONTROL
'ANEL BOXES
Ir SILVER LANTERN, LLC
DB 3335-1159 '
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a ---- c ❑------- - -- - - \ DB2388-1915
L PB 74-152
77
VV
� 24' ROAD EASEMENT
POA-1 POST DEVELOPMENT �\ \� \\ PB42102
\ \ DETAINED DRAINAGE AREA
.I \ I
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1, Ij T I
HASH HOWARD2SHE 029 886 L & ASSOC.
PB 42-102
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DB 3120-1954
KILLEE LLC
POA-1 POST DEVELOPMENT DB3141-690
` UNDETAINED DRAINAGE AREA
���.����- so GRAPHIC SCALE soo
( IN FEET )
1 inch = 50 ft.
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North Carolina 811
811 or 1-800-632-4949
Remote Ticket Entry
httD://nc811.ora/remoteticketentrv.htm
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON THE SPECIFIC SITE, NAMED HEREON,
CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS LISTED, HEREON, 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.
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JOB NUMBER: C200074
DESIGN BY: BMF
DATE: 2/25/2022
SHEET TITLE:
POST
DEVELOPMENT
DRAINAGE
MAP
SHEET NO.:
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Project Name: Catawba Village
Project #: C200074
Date: 4/26/2022
Location: Catawba County, 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 = 17.18 ac
Impervious Area = 7.4 ac
la = 43.1
Find Treatment Volume for 1" of rainfall:
Rv = 0.05 + 0.9 * 0.431= 0.438
DV=3630*1in*0.438*17.18ac=
WQv = 27,294 cu ft
Size the bleed down orifice to discharge the WQv in no less than 48 hours.
WQv Stage from Pond Design: 913.40 ft
Water Surface Elevation: 912.50 ft
Average Depth: 0.45 ft
27,294 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 = 0.16 cfs
A = Q/ (C*(2gh)0.5) = 0.049 sf
= 7.04 sq in
Circular Orifice Diameter = 2.99 in
Round to Nearest Pipe Size, Use: 2.5 in
Acutal Release Rate = 0.11 cfs
Actual Drawdown time = 2.87 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:
906.00
912.50
912.00
Stage
Forebay
Main Pond
Vol.
Total
(cf)
Area
(so
Vol.
Incr.
(cf)
Vol.
Cumulativ
e
(cf)
Area
(so
Vol.
Incr.
(cf)
Vol.
Cumulative
(cf)
906.00
0
0
0
11,273
0
0
0
907.00
611
306
306
12,596
11,935
11,935
12,240
908.00
1,457
1,034
1,340
13,985
13,291
25,225
26,565
909.00
2,295
1,876
3,216
15,440
14,713
39,938
43,153
910.00
3,236
2,766
5,981
16,954
16,197
56,135
62,116
911.00
4,093
3,665
9,646
18,527
17,741
73,875
83,521
912.00
4,998
4,546
14,191
20,155
19,341
93,216
107,407
912.50
5,952
2,738
16,929
21,838
10,498
103,714
120,643
Forebay Total Volume: 16,929 cf
Main Pond Total Volume: 103,714 cf
Forebay Volume % of Main Pond: 16.3% Ok
Water Surface Stage Elevation = 912.50 ft
Main Pond Water Surface Stage Area = 21,838 sf
Main Pond Water Surface Storage Volume = 103,714 cf
Average Depth = Main Pond Volume/Main Pond Area
Average Depth = 4.75 ft
Percent Impervious Tributary to Pond = 43.1 %
SA/DA Ratio 1.24
Tributary Area to Pond = 17.18 ac
Main Pond Surface Area Required = 9,268 sf
Main Pond Surface Area Provided at Permanent Pool = 21,838 sf

Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2020
1
2
4
5
Legend
Hvd• Origin Description
1 SCS Runoff Pre
2 SCS Runoff Post
3 Reservoir Wet Pond
4 SCS Runoff Post-Undetained
5 Combine Post Total
Project: Design Hydrographs.gpw
Sunday, 05 / 1 / 2022

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,Inc. v202O
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
0.430
1
751
9,212
------
------
------
Pre
2
SCS Runoff
29.29
2
718
58,602
------
------
------
Post
3
Reservoir
0.337
2
1440
47,603
2
914.07
48,409
Wet Pond
4
SCS Runoff
0.072
2
744
1,769
------
------
------
Post-Undetained
5
Combine
0.367
2
1440
49,373
3,4
------
------
Post Total
Design Hydrographs.gpw
Return Period: 1 Year
Sunday, 05 / 1 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 1
Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 0.430 cfs
Storm frequency
= 1 yrs
Time to peak
= 751 min
Time interval
= 1 min
Hyd. volume
= 9,212 cuft
Drainage area
= 21.790 ac
Curve number
= 52.4*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 21.80 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(3.000 x 98) + (5.800 x 36) + (11.220 x 49)] / 21.790
Q (Cfs)
0.50
0.45
lox, no
0.35
0.30
0.25
0.20
0.15
Pre
Hyd. No. 1 -- 1 Year
1 1 �1 •1 �:I •11 1 :�1 •.1 /:/ // 1 ��1 •/
Q (Cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
Pre
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.240
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 13.68 +
0.00 +
0.00 =
13.68
Shallow Concentrated Flow
Flow length (ft)
= 439.00
319.00
238.00
Watercourse slope (%)
= 3.50
2.20
0.50
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=3.02
2.39
1.44
Travel Time (min)
= 2.42 +
2.22 +
2.76 =
7.41
Channel Flow
X sectional flow area (sqft)
= 2.00
0.00
0.00
Wetted perimeter (ft)
= 4.47
0.00
0.00
Channel slope (%)
= 3.50
0.00
0.00
Manning's n-value
= 0.025
0.015
0.015
Velocity (ft/s)
=6.51
0.00
0.00
Flow length (ft)
({0})286.0
0.0
0.0
Travel Time (min)
= 0.73 +
0.00 +
0.00 =
0.73
Total Travel Time, Tc..............................................................................
21.80 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
Post
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 17.180 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.90 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(9.610 x 98) + (8.500 x 77)] / 17.180
Q (cfs)
30.00
25.00
15.00
10.00
5.00
0.00 ' '
0 120 240 360 480 600
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post
Hyd. No. 2 -- 1 Year
Sunday, 05 / 1 / 2022
= 29.29 cfs
= 718 min
= 58,602 cuft
= 77*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
' ' ' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post
Reservoir name
= Catawba Village
Storage Indication method used.
Q (cfs)
30.00
25.00
15.00
10.00
5.00
e
600
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond
Hyd. No. 3 -- 1 Year
Sunday, 05 / 1 / 2022
= 0.337 cfs
= 1440 min
= 47,603 cuft
= 914.07 ft
= 48,409 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
- Hyd No. 2 Total storage used = 48,409 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Sunday, 05 / 1 / 2022
Pond No. 1 - Catawba Village
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 912.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
912.50
27,790
0
0
0.50
913.00
30,375
14,535
14,535
1.50
914.00
32,884
31,618
46,153
2.50
915.00
35,460
34,160
80,314
3.50
916.00
38,098
36,767
117,081
4.50
917.00
40,797
39,436
156,517
5.50
918.00
45,533
43,139
199,656
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 2.00
30.00
0.00
Span (in)
= 36.00
2.50 0.00 0.00
Crest El. (ft)
= 915.00 914.00
916.50
0.00
No. Barrels
= 1
1 1 0
Weir Coeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft) = 906.00
912.50 0.00 0.00
Weir Type
= 1 Rect
Broad
---
Length (ft)
= 68.00
0.50 0.00 0.00
Multi -Stage
= Yes Yes
No
No
Slope (%)
= 0.50
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 Wet area)
Multi -Stage
= n/a
Yes Yes 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
0 912.50
0.00 0.00 ---
--- 0.00
0.00 0.00
---
--- ---
0.000
0.50
14,535 913.00
76.10 is 0.10 is ---
--- 0.00
0.00 0.00
---
--- ---
0.103
1.50
46,153 914.00
76.10 is 0.19 is ---
--- 0.00
0.00 0.00
---
--- ---
0.194
2.50
80,314 915.00
76.10 is 0.25 is ---
--- 0.00
6.66 0.00
---
--- ---
6.914
3.50
117,081 916.00
85.68 is 0.24 is ---
--- 66.60
18.84 0.00
---
--- ---
85.68
4.50
156,517 917.00
103.79 is 0.07 is ---
--- 89.58
s 14.13 s 27.58
---
--- ---
131.36
5.50
199.656 918.00
109.89 is 0.04 is ---
--- 96.49
s 13.31 s 143.30
---
--- ---
253.14

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 4
Post-Undetained
Hydrograph type
= SCS Runoff
Peak discharge
= 0.072 cfs
Storm frequency
= 1 yrs
Time to peak
= 744 min
Time interval
= 2 min
Hyd. volume
= 1,769 cuft
Drainage area
= 5.250 ac
Curve number
= 51.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
0.10
0.09
on /:
0.07
0.06
0.05
0.04
0.03
Post-Undetained
Hyd. No. 4 -- 1 Year
1 1 �1 •1 �:I •11 1 :�1 •.1 /:/ //I 1 ,�1 •/
Q (Cfs)
0.10
0.09
My;
0.07
0.06
0.05
0.04
0.03

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 5
Post Total
Hydrograph type
= Combine
Peak discharge
= 0.367 cfs
Storm frequency
= 1 yrs
Time to peak
= 1440 min
Time interval
= 2 min
Hyd. volume
= 49,373 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 5.250 ac
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
Post Total
Hyd. No. 5 -- 1 Year
1200 1800 2400
Hyd No. 3
3000 3600
Hyd No. 4
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,Inc. v202O
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
15.77
1
729
69,605
------
------
------
Pre
2
SCS Runoff
78.22
2
716
158,259
------
------
------
Post
3
Reservoir
7.292
2
746
146,435
2
915.01
80,757
Wet Pond
4
SCS Runoff
6.425
2
718
14,629
------
------
------
Post-Undetained
5
Combine
9.162
2
720
161,064
3,4
------
------
Post Total
Design Hydrographs.gpw
Return Period: 10 Year
Sunday, 05 / 1 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
Pre
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 21.790 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(3.000 x 98) + (5.800 x 36) + (11.220 x 49)] / 21.790
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
Hyd. No. 1 -- 10 Year
Sunday, 05 / 1 / 2022
= 15.77 cfs
= 729 min
= 69,605 cuft
= 52.4*
= 0 ft
= 21.80 min
= Type II
= 484
Q (Cfs)
18.00
15.00
12.00
Me]
CM
0.00
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. v2020
Hyd. No. 2
Post
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 17.180 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(9.610 x 98) + (8.500 x 77)] / 17.180
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post
Hyd. No. 2 -- 10 Year
Sunday, 05 / 1 / 2022
= 78.22 cfs
= 716 min
= 158,259 cuft
= 77*
= 0 ft
= 5.00 min
= Type II
= 484
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
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 7.292 cfs
Storm frequency
= 10 yrs
Time to peak
= 746 min
Time interval
= 2 min
Hyd. volume
= 146,435 cuft
Inflow hyd. No.
= 2 - Post
Max. Elevation
= 915.01 ft
Reservoir name
= Catawba Village
Max. Storage
= 80,757 cuft
Storage Indication method used.
Q (cfs)
0
Wet Pond
Hyd. No. 3 -- 10 Year Q (cfs)
0
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 - Hyd No. 2 Total storage used = 80,757 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 4
Post-Undetained
Hydrograph type
= SCS Runoff
Peak discharge
= 6.425 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 14,629 cuft
Drainage area
= 5.250 ac
Curve number
= 51.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
7.00
M.
5.00
3.00
2.00
1.00
Q (Cfs)
7.00
• •,
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 5
Post Total
Hydrograph type
= Combine
Peak discharge
= 9.162 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 161,064 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 5.250 ac
Q (cfs)
10.00
4.00
2.00
0.00 , , A
0 600
Hyd No. 5
Post Total
Hyd. No. 5 -- 10 Year
1200 1800 2400
Hyd No. 3
3000 3600
Hyd No. 4
4200 4800 5400
Q (cfs)
10.00
4.00
2.00
1 0.00
6000
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3DObyAutodesk,Inc. v202O
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
50.76
1
727
179,651
------
------
------
Pre
2
SCS Runoff
139.35
2
716
286,993
------
------
------
Post
3
Reservoir
83.87
2
722
274,893
2
915.98
116,481
Wet Pond
4
SCS Runoff
19.10
2
718
38,578
------
------
------
Post-Undetained
5
Combine
98.02
2
720
313,472
3,4
------
------
Post Total
Design Hydrographs.gpw
Return Period: 100 Year
Sunday, 05 / 1 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
Pre
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 21.790 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 7.60 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(3.000 x 98) + (5.800 x 36) + (11.220 x 49)] / 21.790
Q (Cfs)
60.00
50.00
40.00
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
Hyd. No. 1 -- 100 Year
Sunday, 05 / 1 / 2022
= 50.76 cfs
= 727 min
= 179,651 cuft
= 52.4*
= 0 ft
= 21.80 min
= Type II
= 484
0.00 I I I I I I I / I I I I I I I\ I
0 120 240 360
— Hyd No. 1
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
WATIT51
480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 2
Post
Hydrograph type
= SCS Runoff
Peak discharge
= 139.35 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 286,993 cuft
Drainage area
= 17.180 ac
Curve number
= 77*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(9.610 x 98) + (8.500 x 77)] / 17.180
Q (Cfs)
140.00
120.00
100.00
Post
Hyd. No. 2 -- 100 Year
Q (Cfs)
140.00
120.00
100.00
.1 1e
40.00
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. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 3
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 83.87 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 274,893 cuft
Inflow hyd. No.
= 2 - Post
Max. Elevation
= 915.98 ft
Reservoir name
= Catawba Village
Max. Storage
= 116,481 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 0.00
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 = 116,481 Cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 4
Post-Undetained
Hydrograph type
= SCS Runoff
Peak discharge
= 19.10 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 38,578 cuft
Drainage area
= 5.250 ac
Curve number
= 51.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.60 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
Post-Undetained
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. v2020
Sunday, 05 / 1 / 2022
Hyd. No. 5
Post Total
Hydrograph type
= Combine
Peak discharge
= 98.02 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 313,472 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area
= 5.250 ac
Q (Cfs)
100.00
OXIDE
ID
40.00
20.00
Post Total
Hyd. No. 5 -- 100 Year
0.00
0 120 240 360
— Hyd No. 5
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. 3 Hyd No. 4

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
60.0390
12.8000
0.8939
--------
2
72.1667
13.3000
0.8913
--------
3
0.0000
0.0000
0.0000
--------
5
69.7154
12.7000
0.8344
--------
10
70.4765
12.5000
0.8062
--------
25
61.3262
11.1000
0.7421
--------
50
54.5490
10.0000
0.6931
--------
100
48.9327
8.9000
0.6488
--------
File name: Sherrills Ford.IDF
Intensity = B / (Tc + D)^E
Sunday, 05 / 1 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.58
3.67
3.07
2.65
2.34
2.09
1.89
1.73
1.60
1.48
1.39
1.30
2
5.41
4.36
3.67
3.17
2.80
2.51
2.28
2.09
1.93
1.79
1.67
1.57
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.34
5.15
4.36
3.80
3.37
3.04
2.77
2.55
2.36
2.21
2.07
1.95
10
7.01
5.73
4.87
4.26
3.79
3.43
3.14
2.89
2.69
2.51
2.36
2.23
25
7.80
6.38
5.45
4.78
4.28
3.89
3.57
3.31
3.09
2.90
2.73
2.59
50
8.35
6.84
5.86
5.16
4.64
4.23
3.90
3.62
3.39
3.19
3.02
2.87
100
8.87
7.27
6.24
5.52
4.97
4.55
4.21
3.92
3.68
3.48
3.30
3.14
Tc = time in minutes. Values may exceed 60.
ime: W:\2018\C180021 Prestiae - Gabriel Villaae\Calcs\Road and Pond\BMP\9225 Sherrill Ford Road PreciDitation.DcD
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
2.90
3.50
0.00
4.40
5.10
6.00
6.80
7.60
SCS 6-Hr
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

EROSION AND SEDIMENT
CONTROL CALCULATIONS

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Catawba Village
Project #: C200074
Designed by: BHE Date: 11/12/2021
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) = 17.89
Disturbed Area (ac) = 12.19
Runoff Coefficient (c) = 0.50 (Smooth bare packed soil)
Rainfall Intensity "i" (in/hr) = 7.07
Flow (Q10) (cfs) = 63.2
Required surface area (sf) = 27,510
Reauired Storaae (cf) = 32.202
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:
(5 min time of concentration - 10 Year Storm)
(Q=c*i*drainage area)
(435 sf per cfs of Q10 peak inflow)
(1800 cf Der acre of disturbed area)
(may not be actual size or rectangular shape)
3.0
2.50
200.0 ft x 120.0 ft
215.0ft x 135.0ft
233.0 ft x 153.0 ft
66,281.3
29,025.0
Elev (ft)
Area (SF)
Volume (CF)
912.5
27,949
0
913
30,375
14,581
914
32,884
46,211
915
35,460
80,383
916
38, 098
117,162
917
40,797
156,609
918
43,533
198,774
Designed Storage Elevation (ft)=
915.00
Designed Surface Area (sf)=
35,460 O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)=
80,383 O.K. > Minimum Required Storage
Bottom Elevation (ft)=
912.5
Top of Dam Elevation (ft)=
918.0
Emergency Spillway Elevation (ft)=
916.5

in #1 - Phase 1
Sizing of Riser Overflow:
Qriser (cfs) = 63.2
Riser Diameter (in) _
Spillway Length (ft) =
20.0
Spillway Crest Elevation (ft) =
915.0
Design High Water Depth Over Spillway (in) =
12
Velocity Over Spillway (fps) =
3.1
Emergency Spillway Elevation (ft) =
916.5
Freeboard (ft) =
1.5
Filter Width (ft) =
n/a
Top of Berm Elevation (ft) =
918.0
Sizing of Emergency Spillway:
Qspillway (cfs) = N/A
Spillway Length (ft) = 30.0
Spillway Crest Elevation (ft) = 916.5
Design High Water Depth Over Spillway (in) = N/A
Velocity Over Spillway (fps) = N/A
Freeboard (ft) = 1.5
Top of Berm Elevation (ft) = 918.0
Sizing of Antiflotation Block:
Inside Length (ft) =
5
Inside width (ft) =
5
Wall Thickness (in) =
6
Top of Structure =
915.0
Bottom of Structure =
906.0
Bottom Slab Lip (in) =
12
Bottom Slab Thickness (in) =
12
Volume of Structure (cf) =
99
Weight of Structure (lb) =
14,867
Volume of Water Displaced (cf) =
324.4
Weight of Water Displaced (lb) =
20,240
Bottom Slab Size:
Bottom Slab Lip (in) =
12
Thickness (in) =
12.00
Weight of Anchor (lb) =
7,350
Factor of Safety = 1.1
(Q10)
(Use permanent control structure dimensions)
(5' x 5' pre -cast structure)
(spillway set from permanent pond design)
(Cw=3.0)
(1 ft minimum to emergency spillway elev)
(8 ft minimum)
(Top of Basin Elevation)
(20 ft minimum spillway length, Cw=2.6)
(1.0 ft min. above sediment storage depth)
Depth of the 10 Year flow over the riser does
not exceed the emergency spillway
(1 ft minimum)
(Top of Basin Elevation)
Check Culvert Capacity:
Invert Elevation Down (ft):
905.65
Invert Elevation Up (ft):
905.99
Pipe Length (ft):
67.70
Slope (ft/ft):
0.0050
Pipe Diameter (in):
36
Mannings:
0.013
Q10 (cfs):
63.2 See attached Culvert Analysis
Velocity Q10 (fps):
9.3 O.K. Velocity < 10 fps

Skimmer Sizing
Faircloth Skimmer Maximum Drawdown Table:
Skimmer
size (in)
1.5
2
2.5
3
4
5
6
8
1 day
1,728
3,283
6,234
9,774
20,109
32,832
51,840
97,978
2 day
3,456
6,566
12,468
19,548
40,218
65,664
103,680
195,956
3 day
5,184
9,849
18,702
29,322
60,327
98,496
155,520
293,934
4 day
6,912
13,132
24,936
39,096
80,436
131,328
207,360
391,912
5 day
8,640
16,415
31,170
48,870
100,545
164,160
259,200
489,890
6 day
10,368
19,698
37,404
58,644
120,654
196,992
311,040
587,868
7 day
12,096
22,981
43,638
68,418
140,763
229,824
362,880
685,846
Faircloth Skimmer Factor Table:
Skimmer
size (in)
1.5
2
2.5
3
4
5
6
8
1 day
960
1,123
1,270
1,382
1,601
1,642
1,814
1,987
2 day
1,920
2,246
2,540
2,765
3,202
3,283
3,628
3,974
3 day
2,880
3,369
3,810
4,146
4,803
4,926
5,442
5,961
4 day
3,840
4,492
5,080
5,5286,404
6,568
7,256
7,948
5 day
4,800
5,615
6,350
6,9108,005
8,210
9,070
9,935
6 day
5,760
6,738
7,620
8,2929,606
9,852
10,884
11,922
7 day
6,720
7,861
8,890
9,677111,207
11,491
12,701
13,909
Calculate Skimmer Size Based on Treatment Volume
Basin Volume (required) 32,202 Skimmer Size
Min. Days to Drain 2 Factor
Calculate Skimmer Size Based on Basin Volume
Basin Volume (provided) 80,383
Max. Days to Drain 5
Orifice Dia. Calc
Orifica Dia.
5
3,283
3.534 in.
3.5 in.
Skimmer Size 5
Factor 8,210
Orifice Dia. Calc 3.531 in.
Orifica Dia. 3.2 in.
Use an Orifice Dia = 3.5 in

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Friday, Nov 12 2021
S131 PH1 Culvert
Invert Elev Dn (ft)
= 905.65
Calculations
Pipe Length (ft)
= 67.70
Qmin (cfs)
= 63.20
Slope (%)
= 0.50
Qmax (cfs)
= 63.20
Invert Elev Up (ft)
= 905.99
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 63.20
No. Barrels
= 1
Qpipe (cfs)
= 63.20
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 9.25
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 8.94
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 908.43
HGL Up (ft)
= 909.08
Embankment
Hw Elev (ft)
= 911.17
Top Elevation (ft)
= 918.00
Hw/D (ft)
= 1.73
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 0.00
Ele (R)
919.❑❑
917.00
915.00
913.00
911 00
WSW
997 ❑0
9R5.00
9❑3 on
sat PHt Culwrt
5 10 15 20 25 30 35 40 45 5❑ 55 60 55 70 75 90 95
Ci-1w C.1-1 HGL Embank
Hw Depth (R)
13.❑1
11.01
9.01
7.01
501
3.01
101
-0.99
-2 99
9❑
R-h (R)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Catawba Village
Project #: C200074
Designed by: BHE Date: 11/12/2021
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 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:
1 Phase 2
Sediment (Per NCDNER EC Manual Ch. 6, Sec. 6.61)
18.34
12.64
0.50 (Smooth bare packed soil)
7.07
(5 min time of concentration - 10 Year Storm)
64.8
(Q=c*i*drainage area)
28,202
(435 sf per cfs of Q10 peak inflow)
33.012
(1800 cf per acre of disturbed area)
(may not be actual size or rectangular shape)
3.0
2.50
200.0 ft x 120.0 ft
215.0ft x 135.0ft
233.0 ft x 153.0 ft
66,281.3
29,025.0
Elev (ft)
Area (SF)
Volume (CF)
912.5
27,949
0
913
30,375
14,581
914
32,884
46,211
915
35,460
80,383
916
38, 098
117,162
917
40,797
156,609
918
43,533
198,774
Designed Storage Elevation (ft)=
915.00
Designed Surface Area (sf)=
35,460 O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)=
80,383 O.K. > Minimum Required Storage
Bottom Elevation (ft)=
912.5
Top of Dam Elevation (ft)=
918.0
Emergency Spillway Elevation (ft)=
916.5

in #1 - Phase 2
Sizing of Riser Overflow:
Qriser (cfs) = 64.8
Riser Diameter (in) _
Spillway Length (ft) =
20.0
Spillway Crest Elevation (ft) =
915.0
Design High Water Depth Over Spillway (in) =
13
Velocity Over Spillway (fps) =
3.1
Emergency Spillway Elevation (ft) =
916.5
Freeboard (ft) =
1.5
Filter Width (ft) =
n/a
Top of Berm Elevation (ft) =
918.0
Sizing of Emergency Spillway:
Qspillway (cfs) = N/A
Spillway Length (ft) = 30.0
Spillway Crest Elevation (ft) = 916.5
Design High Water Depth Over Spillway (in) = N/A
Velocity Over Spillway (fps) = N/A
Freeboard (ft) = 1.5
Top of Berm Elevation (ft) = 918.0
Sizing of Antiflotation Block:
Inside Length (ft) =
5
Inside width (ft) =
5
Wall Thickness (in) =
6
Top of Structure =
915.0
Bottom of Structure =
906.0
Bottom Slab Lip (in) =
12
Bottom Slab Thickness (in) =
12
Volume of Structure (cf) =
99
Weight of Structure (lb) =
14,867
Volume of Water Displaced (cf) =
324.4
Weight of Water Displaced (lb) =
20,240
Bottom Slab Size:
Bottom Slab Lip (in) = 12
Thickness (in) = 12.00
Weight of Anchor (lb) = 7,350
(Q10)
(Use permanent control structure dimensions)
(5' x 5' pre -cast structure)
(spillway set from permanent pond design)
(Cw=3.0)
(1 ft minimum to emergency spillway elev)
(8 ft minimum)
(Top of Basin Elevation)
(20 ft minimum spillway length, Cw=2.6)
(1.0 ft min. above sediment storage depth)
Depth of the 10 Year flow over riser does not
exceed the emergency spillway
(1 ft minimum)
(Top of Basin Elevation)
Factor of Safety
Check Culvert Capacity:
Invert Elevation Down (ft):
905.65
Invert Elevation Up (ft):
905.99
Pipe Length (ft):
67.70
Slope (ft/ft):
0.0050
Pipe Diameter (in):
36
Mannings:
0.013
Q10 (cfs):
64.8 See attached Culvert Analysis
Velocity Q10 (fps):
9.5 O.K. Velocity < 10 fps

Skimmer Sizing
Faircloth Skimmer Maximum Drawdown Table:
Skimmer
size (in)
1.5
2
2.5
3
4
5
6
8
1 day
1,728
3,283
6,234
9,774
20,109
32,832
51,840
97,978
2 day
3,456
6,566
12,468
19,548
40,218
65,664
103,680
195,956
3 day
5,184
9,849
18,702
29,322
60,327
98,496
155,520
293,934
4 day
6,912
13,132
24,936
39,096
80,436
131,328
207,360
391,912
5 day
8,640
16,415
31,170
48,870
100,545
164,160
259,200
489,890
6 day
10,368
19,698
37,404
58,644
120,654
196,992
311,040
587,868
7 day
12,096
22,981
43,638
68,418
140,763
229,824
362,880
685,846
Faircloth Skimmer Factor Table:
Skimmer
size (in)
1.5
2
2.5
3
4
5
6
8
1 day
960
1,123
1,270
1,382
1,601
1,642
1,814
1,987
2 day
1,920
2,246
2,540
2,765
3,202
3,283
3,628
3,974
3 day
2,880
3,369
3,810
4,146
4,803
4,926
5,442
5,961
4 day
3,840
4,492
5,080
5,5286,404
6,568
7,256
7,948
5 day
4,800
5,615
6,350
6,9108,005
8,210
9,070
9,935
6 day
5,760
6,738
7,620
8,2929,606
9,852
10,884
11,922
7 day
6,720
7,861
8,890
9,677111,207
11,491
12,701
13,909
Calculate Skimmer Size Based on Treatment Volume
Basin Volume (required) 33,012 Skimmer Size
Min. Days to Drain 2 Factor
Calculate Skimmer Size Based on Basin Volume
Basin Volume (provided) 80,383
Max. Days to Drain 5
Orifice Dia. Calc
Orifica Dia.
5
3,283
3.578 in.
3.5 in.
Skimmer Size 5
Factor 8,210
Orifice Dia. Calc 3.531 in.
Orifica Dia. 3.4 in.
Use an Orifice Dia = 3.5 in

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Friday, Nov 12 2021
S131 PH2 Culvert
Invert Elev Dn (ft)
= 905.65
Calculations
Pipe Length (ft)
= 67.70
Qmin (cfs)
= 64.80
Slope (%)
= 0.50
Qmax (cfs)
= 64.80
Invert Elev Up (ft)
= 905.99
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 64.80
No. Barrels
= 1
Qpipe (cfs)
= 64.80
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 9.46
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 9.17
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 908.44
HGL Up (ft)
= 909.12
Embankment
Hw Elev (ft)
= 911.34
Top Elevation (ft)
= 918.00
Hw/D (ft)
= 1.78
Top Width (ft)
= 10.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 0.00
___. iftl
519.-.
917.00
915.00
913.00
911 00
WSW
9W 00
9❑5.00
903 on
581 PH2 Culvert
5 10 15 20 25 30 35 40 45 5❑ 55 60 55 70 75 90 95
Circular Culvert HGL Embank
Hw Depth (R)
13.01
11.01
9.01
7.01
501
3.01
101
-0.99
-2 99
9❑
R-h (R)

Hydrology Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Temporary Diversion Ditch
Friday, Nov 12 2021
Hydrograph type
= Rational
Peak discharge (cfs)
= 6.172
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 1.760
Runoff coeff. (C)
= 0.5
Rainfall Inten (in/hr)
= 7.014
Tc by User (min)
= 5
OF Curve
= Sherrills Ford and NC 150.IDF
Rec limb factor
= 1.00
Q (cfs)
7.00
N. 11
5.00
3.00
2.00
1.00
0.00 11
0
Runoff Hyd - Qp = 6.17 (cfs)
Runoff Hydrograph
10-yr frequency
5
Hydrograph Volume = 1,852 (cuft); 0.043 (acft)
Q (cfs)
7.00
. ee,
5.00
4.00
3.00
2.00
1.00
'- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Temporary Diversion Ditch
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 916.74
Slope (%)
= 3.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.22
Elev (ft) Section
919.00
918.50
918.00
917.50
917.00
916.50
916.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Nov 12 2021
= 0.70
= 6.220
= 1.47
= 4.23
= 4.43
= 0.77
= 4.20
= 0.98
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.26
1.76
1.26
0.76
0.26
-0.24
_n 7n

11/12/21, 10:13 AM
6 NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Temporary Diversion Ditch
Name
Temporary Diversion Ditch
Discharge
6.22
Channel Slope
0.033
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
None
Soil Type
Sandy Loam (GM)
S75
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75 Unvegetated Straight 6.22 cfs 4.29 ft/s 0.69 ft 0.03 1.6 Ibs/ft2 1.43 Ibs/ft2 1.12 STABLE D
Underlying Straight 6.22 cfs 4.29 ft/s 0.69 ft 0.03 1.51 Ibs/ft2 0.68 Ibs/ft2 2.23 STABLE D
Substrate
hftps://ecmds.com/project/149449/channel-analysis/210019/show 1/1

ISO 10,000
166 6,000 EXAMPLE �3�
i56 D■42 inches (3.5 f"t) 6.
6, 000
am Ito tfe
144 000 5.
r32 4,000 mw 8.
test 4.
120
(2) 2.1 7.4
2,000
(31 2.2 T.T
4.-
106
110 In feet
96
1,000
3'
600
_
84
600
S00
f
'
..
2.
72
400
`
vSoo
Z
to
60
y
200
�
1.5
=
_
z
W
54
W
`�
i00
C
a
413
% !r
60
J
a
=
v
/
6o
a
v
42
50 HW ENTRANCE
tal
C
0
a
40
SCALE TYPE
W
36
(I) Square edge wit
3
Lai
33
headwall
A
.9
a
20
(2) Gr and with
a
W
C
30
headwall
=
(3) Groove end
•6
27
projecting
la
24
6
.7
6
To use scale (2) or (3) project
21
5
horizontally to scale (I),then
4 use straight Inclined line through
D and 0 scales, or reverse as
3 illustrated.
IB
2
BUREAU OF PUBLM ROADS JAN. 1963
15
11.0 HEADWATER SCALES 263
REVISED MAY 1964
5.
4.
1.5 1—1.5
/Temp Slope
Drain
— Q = CIA
1.0A=1.76ac
C = 0.50
1 = 7.07 in/hr
Q10 = 6.22 cfs
.9 HW/D = 1.0
6
.6
.6
.5
.3.5
.
1— 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control —
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

20
10
n
3 e
Outlet IW = Do + La
pipe 1
diameter (Do)
T ilwater - 0.5De
FES-A40
36" Diameter
Q10=39.67cfs
La = 20'
d50 = 7.2"
W=23'
3Do = 9'
t = 1.5'
�. o� PP60
Appendices
2 N
Q
F0
Q.
Lr
O
1 70
I I 1 I .:1 .... 1 _,....1 0
3 5 10 20 39.67 Cfs so 100 200 500 1000
Discharge (ft3/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
n
3 e
Outlet IW = Do + La
pipe 1
diameter (Do)
T ilwater - 0.5Do
FES-B28
24" Diameter
Q 10 = 17.06 cfs
La=14'
d50=6"
W = 16'
3Do = 6'
t = 1.5'
�. o� PP60
Appendices
2 N
Q
F0
Q.
Lr
O
1 70
'- I i I r '" it I r'I I i I 11' I I I I i i 1 l I'' I...I I 'I I I 1 '.:1.... 1_,..10
3 5 10 20 50 100 200 500 1000
17.06 cfs Discharge (ft3/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
n
3 e
Outlet IW = Do + La
pipe 1
diameter (Do)
T ilwater - 0.5Do
FES-05
24" Diameter
Q 10 = 7.74 cfs
La=14'
d50 = 6"
W = 16'
3Do = 6'
t = 1.5'
�. o� PP60
Appendices
2 N
Cn
Q
F0
Q.
Lr
O
1 70
'- I I I_.L' i IiI -.l..I l i I I I I I I I I I i i i 1 11 1'' I,.I I '.I I I 1 .:i1....1' �0
3 5 10 20 50 100 200 500 1000
7.74 cfs Discharge (ft3/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
n
3 e
Outlet IW = Do + La
pipe 1
diameter (Do)
T ilwater - 0.5Do
FES-D2
36" Diameter
Q 10 = 11.51 cfs
La = 20'
d50 = 7.2"
W=23'
3Do = 9'
t = 1.5'
�. o� PP60
Appendices
2 N
Cn
Q
F0
Q.
Lr
O
1 70
'- I I I_.L' i it I r'I I i II I I I I I I I I i i i 1 11 1'' I,.I I '.I I I 1 .:i1....1' �0
3 5 10 20 50 100 200 500 1000
11.51 cfs Discharge (ft3/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

3 e
Outlet IW = Do + La
pipe 1
diameter (Do)
T ilwater - 0.5Do
FES-E2
18" Diameter
Q 10 = 3.42 cfs
La=10'
d50 = 6"
W = 11.5'
3Do = 4.5'
t = 1'
�. o� PP60
20
10
n
Appendices
2 N
Cn
Q
F0
Q.
Lr
O
1 70
' "I I I_. n '" it I r'I I i I I I I I i i i 1 11 1'' I,.I I '.I I I .:i1....1' �0
3 5 10 20 50 100 200 500 1000
3.42 cfs Discharge (ft3/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

00OF
BUD RD.
RD.
BUD
Ln
ci
rn0.)
Ln Ln
000'
Lz' 4 N
N
I
LOCATION MAP
1" = 1500'
LEGEND
SANITARY SEWER LINE
_ss -
WATER LINE
_w_
GAS LINE
OVERHEAD POWER
of
FIBER OPTIC LINE
FO -
_x -x -x -
FENCE LINE
EASEMENT
- - - - - - -
SETBACK/BUFFER
SITE PROPERTY LINE
- - -
RIGHT-OF-WAY
STORM DRAIN PIPE
e, SIDEWALK
OPEN SPACE
IRIGHT-OF-WAY DEDICATION
.'Ne -w-
. .. ..........
Ile
77-_ - - - - --------- ---
- - - - - ------- . ......
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ee, APPARENT 6dR\W
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OE ­e,44E - IIVV 92724
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le'
Ne, r le'
0000
el
0.18 AC ze
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77 40.13 Ac
------ I_ -------
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0.24 Ac
3
B16-JB
B15-DI 0.21 Ac Az A3 ANI
0.17 Ac 0.11 AC
IN; 16 Ac B14 B14-DI 0.11 5 Ar A.)-Ltl
.
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T- It A9-CB DB 3335-11?9
4 64
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0.10 Ac 10.30 Ac Ag
0.05 Ac
V FB6-5 X
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B13-CB B5-CB. ........
A A
A10-CB
­7- B19-JB
B21
0.33 Ac
A--
Bll-DI 3
4-DI
V, B3 B4 C -LtS Al2
- - ----- B22 0.06 Ac
0.51 - - ----
Bll
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A13-CB
\1 7 Ac IN
-e'B2 930 0.0 N
k 0.21 Ac FA_197T
10.23 Ac e\
...... L �925 . . . .... 9,30 04
62 -CB 14KIES PR
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JB Alb P�xwi' ERS ASS
DB 2388-1915�
AIL-YD�j
Ile
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A34925, rl� ZD
0.09 AC en 4000
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0.38 Ac
'el rm.
A35-YD . ..... ?0 F BI I - �oe
lee
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el lee, 0.59 AC
0.06 Ac Bl_yD
B23 A- N.124k
0 A36
e"
A2 -DI A22-CB A 11-CB 0.04Ac J
B25-JB A33 A17-CB
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A38 I 0.14AC 0.16 Ac
0.21 AC e. 0�
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1.5 59
0.05 Ac 9 Ac HASH HO
ke, PB 42-102
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IA32-CB
eA32 A3 two
A39-CB o.za
Ac 0.05 AC I/ el
%
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wel 400,11,
C2 t/
C4 00, '00e
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0 zo
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3 Days Before Digging
North Carolina 811
811 or 1-800-632-4949
Remote Ticket Entry
ht4x//nc811.org/ramteticketentry.htm
STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON THE SPECIFIC SITE, NAMED HEREON,
CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS LISTED, HEREON, 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.
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JOB NUMBER: C200074
DESIGN BY: BMF
DATE:
SHEET TITLE:
DRAINAGE
AREA MAP
SHEET NO.:
C4.5
11

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I , I I \ I\ ,I, ,N I,- -,,I- - "".". - _11­ __ __ ,I, ", \ / -�', ­_ _� .,- _ - 1-1 CONSTRUCTION START DATE: JANUARY 20221 � 'IN ,-- ­N1 I_ III ,I, \ _
DISTURBED AREA: � I 1 14.49 ACRES � tt \ \ \ "I", IN, N_ ­ .1-- __ - -_ ,_ IN, I.NI "I \ `�� - - /I - - - - --- - - ----- ­ I'll- ­ '\ \
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I / / I � I \ \ I\ "1 ) \ / APPARENT 6d' R\W / 'NN �_, , _ -_ __ \
- - C(E / NN / " r 'i T� �\� .... ,-, \ IN, UTILITY EASEMENT, DB 3099-586 Hw / / / / x __ ,- \ -
- . 14-_�� OE I\ ", \ I - -, _ ,, - - - - ------- � - - - __
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-741 45 MPH SIGN HWY 150 SIGN -
- ,f `­� ---I . - 1 - _\ I `I -I -; � is" RCP UTILITY COVERED SIGN � UTILITY EASEMENT, DB 1897 N ,
7 I/ -_ I- _2E,�-_ I OE - � PE I, NN ,N, DULEIB, EXCEPTION13, _� ". EASEMvd, DB 3099-590 / / / / / N`_ UTILITY EASEMENT, DB 3089-617 \ \_ 0�,
" "N 11 =_:::�_-0E -,,4* - - I, - . . ..... IIVV 92724 / / / I / 11 SCHEDULE B, EXCEPTION 7 SCHEDULE B, EXCEPTION 10 & 11 -,�OE- -
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"I a - - ---- MEEMEEsso- I 6_ IM1111111111" i .... . -� , jimmmoffim - ir, ",;* -9- AD mmoso" - --or a *ppM=w­- 'i_ 0 EMMEN11 0 0 rpsomom ... 1110101011190 -4o­- * 1111111111111111 iii _w­A a - 1141, \
\ ,7 - , Pon -6 ... . � 11 — -
" -
I
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7— 1 - - 11, \ � ,'I, - N __`�_�_ \ 1� �, /
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LEGEND FO - �_o - ­� 1-0 - -FQ,--_ 11___�o _­ -L - \ \ \
- �­ \_ ­� � '_ - = I , I 1 ,
- - FO 0- -1- 11IN- - - 1N
C�� " - - - - i - FU � F,4� ..... ��,WFO - - F - - ',:;�__ - �u - -FO- -F0 - � I�f '— — FO (
III, -� 11- - �, __ A.-�­ - _= �Y,, ,,_,: I - FO - - FO -
I ..,,_..",.�... I­u . - //\'
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u - _,�� � o - Fff- jr&_:��- -­__fcQu� ....... "I'll, - - - - ... Ea�--:7- FO --F �' I ----Fo =FG­ F0---fy60 - - F0 - - F0 F -_ - / I
I V = Z,1T3_­ I LLX___1 ss-_ - - �u - - Ff+ JO I .F - - ------ - - �_:: ��10
/ I , _�__L=� - -,. _
1�_____1_C__ W 11- . .... , 1� . . ......... cr- _11-1 - ­­ �­­`
_
_ss - SANITARY SEWER LINE 21 1 IN LQ�_�­ 11-1 I � _FQ__ -_ - - 7-_�7 ­p0---" -FO- �, ­­+0 - FO - _EQ ­F0 - - fa, - FO -, FO - - _F0_(_ '11;-, "a ,_- -
b 0 \ I ­� - - __ - ?j __ nj,!�:_��L I ZNI - --'M -,zP FO - I F&,­�� h!L� ' VN,
1 /0 / x \ _­ ,,, I, _ ss;.,�s ---_1 ­ -- - - , ; _,J
,
N,N - - �
- - q �___;;&W_ �I
w - WATER LINE � Rl� ELEV �i 928'.34' -1 ) I N -Fo . t .1 -1 -,-\rA- I- - I ,Nxwxnm 0# -
�� ... ____ 9_j� __ - - - - a - 41 a � � ;9�_07_ -
, Y I --,z 111-- 0 ___*_ � IN IN=921.79 14. � /8 " /?CP I - ,,� - - -,,, - - - - ` �_ V - - ' � � r / - "' , � k3G 0 I- "I'll 11ftft ftlftw
G - GAS LINE \ _-1-1 t ) 111111111 "I IN �- i�V'66T = 924.92 ' 0 w , 7. * Avolumovoomm to- 0 0 0 Al I
N,,
,
/ INV 9 NI I, 1 W40 TEMPO RY SIGN - -
�� - 1� /
_0E- OVERHEAD POWER \ \ \1 \11 _- , ..... . _­ Iz- ";ii�5� w 0 / II ONStIRUC ION CONCRIETE' I / / N1 -1- I I O.r
_F0- FIBER OPTIC LINE � _\ \ \ '�,� N__1 IN, ,I, I I \ . .... - \ I I - / ® 0 I ) E "I / / / WA I I N_ I / / / / . / N - - ----- - ON #4 REBAR - - #4 REBAR CHURCH SIGN / I
'1� - -,/ 0 ft / 11
I -N, \ \ I--- \ N' "I I / I / 11, 'p11(w,,,,o. / I I . \ `11\ 141 " I--- , Z' / / e� \1
_x -x -x - FENCE LINE -11 \ \ I I, I 1_� --,�_ " %,�� / \ "'. \ I / / 0 / / 0 / / I I` \ TELECOM CONTROL 'IF " �bl I I
I `_ , __� -_ I I / / � 0 \ ) / / / PANEL BOXES
EASEMENT \ \ \ - `1_,_ / / / _�_� / I / /
1-1 _N_ / ,�'
- - - - - - - SETBACK/BUFFER , 'N' INN I \ ­_ -1 _ __ N-, \ 0 / "I / ) j I ". / / � - N­ IN t/ 9 I AD 7 / 1­1� \ IN -,
IN, I, ", __ -, -1 -1 N-1 N / // / I/ � /�, ) .- / ,I, / Ix 0001� ,I ) I.N ", \ I ,IN ...­- -.�- _�
- - - SITE PROPERTY LINE I I, NN NI , IN, NI IN, - ', , IN, ,­ 1^ \ III '_� N" / / --- IN I / / / I /-- - � I INI - 11 \ I ".)
- - - RIGHT-OF-WAY 11 IN, 11 "IN _. I,- _,N, � "INN `1� \ I/ / ) I - / , /
1-%\ - . ..... - .. . ..... . N_ GRAVEt-DRIVEWAY / /IN, - ..... "',
STORM DRAIN PIPE 11��,_, -, 'NI, ".- __ IN, \, \ \ ') o / 11 / / ( / / / I / - I A * 0 * a ft"111111111ow a 0 0 0 1 N,N ,,
i( ".I L /
-111, - -1
'� -1 \ 0 - � - - 1-11
\ ­ "I - - _/ 17 7=' -7�L 0 a Nimmmus 0 - / - - - o - - - - -
EROSION AND SEDIMENT CONTROL NOTES: I Irl ...... �� / " - ) - �
ap,kVIGMN I /
-11 U%Lkc I- - " I \ - #/ XXX, \ 1, C__�_ - - / - �__l I . ,/
- IN, WELL / a / / ) 11-11
,
1. IF NECESSARY, SLOPES WHICH EXCEED EIGHT (8) FEET SHOULD BE STABILIZED WITH SYNTHETIC OR VEGETATIVE MAT, IN � Em - " `N� �_ �1__/ W / I- 0, I-, - . - - - - - _/
1,
I VAPAG't!�, - -N, x ___- _T_ \ _/ — , o _!!!!!�� — I — — — INI
?Q�N ��p,�IAG 10 ­­ � - ADDITION TO HYDROSEEDING. IT MAY BE NECESSARY TO INSTALL TEMPORARY SLOPE DRAINS DURING CONSTRUCTION. OSIED - 11 ­� \ 11 1, I .-
TEMPORARY BERMS MAY BE NEEDED DAILY UNTILTHE SLOPE IS BROUGHTTO GRADE. MoIiI w,jtLxC" _ goo I � / "I' -1 __ .-, \ I
--'L�:;-- - Mil __� '-,III � \ \ 1, \ / 400, 1 1 / � \ ONE STORY I--,' \1
2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE WHERE v?,O?CsED '�\ I / / I ONEST RY BRICK 440ME _1­1 I "I ,IN IN, N,N ,NN / I
CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN FOURTEEN (14) tog - __� I_ -11 - \\ � � ) I I i I e o i I � BRICK Ht I / __\ _01 ---, '94,13-,,- r---,_ "I III -1 I I / I
DAYS AFTER WORK HAS CEASED, EXCEPT AS STATED BELOW: __� ___ I - -1- _N' ,,, \ ~ I \ I � ) LIMIT I OF / * t \ \ k \ � I 0 ftmmmft I _F_ � 11 Ill 4" 4 / / - / /
/I 7 - ­ /
ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL TO 1 11-11 f 113 L \ \ \� ISTUR ANCE I P.) / 0 \ ),/ I T MPORAkY DIVERSION I \ I -IN` 0 1 1 /
VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS 7 /, ," III 6 ) / /
ACTIVITY. ALL OTHER R I \ \ � �D I \ o � -1 _­ - L-1- �­­_ I I _(_��.
PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND -DISTURBING AC IN, � I \ DITCH DRAINAGE AREA I \ ,I, IN, '�, I,_ 1-1 ,,, , I ", "' r , ,,, _dtNERAL NOTES / /
DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON \ — I'll, — — — ---------•
� _% I \ ) \\ \% I � kp, � NN I , ,,,, I Ile, . \' trr /_ —I,,, — _11. I
AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY. � \ I ��o 1*11, "I I ) / - ( - , I/ I I I a
A� I � \ � ) \ __ ,- � "... .1 - - - ------ I �, " 1. ALL MATERIALS, CONSTRUCTION, AND PLANS ARE TO COMPLY WITH
\ -\ \ , ) I I CURRENT NCDEQSTANDARD SPECIFICATIONS AND DETAILS.
3. ALL CUT AND FILL SLOPES AND CHANNEL SIDE SLOPES WHICH ARE NOT TO BE PAVED SHALL BE SEEDED UNTIL A GOOD \ \ - -1 \ � ,I � I ,,, \ v I ,I� "I �
\ . / "", IN �
STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON SHEET C7.4. ALL SEEDING WILL BE -_ ­ ..... - IN, I \ \ ,'I I'll 0 1 . N
MULCHED. \ \ � � \ I " IN, __ I,- -­ ­­1 �, I,, \ o / 2. CONTACT NORTH CAROLINA ONE CALL SERVICE @) 811 OR
N,N \ \ __�! I I,- ) ,- _, IN
NN, 1\ \ \ \ \ \ \ \ I- I- I- M. - - - __ IN \ , , I ­ ­_ ­ I "I I IN NN / 800-632-4949 A MINIMUM OF 72 HOURS BEFORE DIGGING.
4. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN (7) DAYS AND WITHIN 24 � U18 \ CROSLAND DENVER HIGHWAY 16 ULC ,- �- \ \ 9 I* � � \ \ \ \ Ill - ", ­ III - __ - - ­1 ft, I N /'
.g DB 2928-1053 PB 51-37N, "' 1� ME \ � IN, I'll, I -­ - N,N \ IN ) f 3. ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL
. , '11�
AFTER EACH RAINFALL OCCURRENCE THAT EXCEEDS ONE INCH. IF SITE INSPECTIONS IDENTIFY BMPS THAT ARE AMAGED \ \ \ \\ �/ � k7006yN � Is \ \ ,-I, "I I . ........ . - -, _., N_
OR NOT OPERATING EFFECTIVELY, MAINTENANCE MUST BE PERFORMED AS SOON AS PRACTICABLE OR AS REASONABLY \ - \ `\ �*.__ I'll - * DEVELOPMENT GRADING AND DRAINAGE PLANS.
PRACTICABLE. ,_ � ", N __� - I,' I ) ......... - I /
POSSIBLE AND BEFORE THE NEXT STORM EVENT WHENEVER PRAC \ 1-1 \ \ IT 11\ \ \ \ I` _� / I
,IN \ I � \ \ o \ \ % --,UDIMENT BASI DRAIAASE AREA ", I I_ 11 IN, / / 4. THE CONTRACTOR SHALL VERIFY ALL EXISTING STRUCTURES PRIOR
5. IF WATER IS ENCOUNTERED WHILE TRENCHING, THE WATER SHOULD BE FILTERED TO REMOVE ANY SEDIMENTS BEFORE I � \N � � I -, of I 'N � \ CPO \ \ 111� I- ..... - - - __ ---- - - - - - ,-, ,,- __ -_ -_ N_ IN� IN, N`1 'N' 11 I TO CONSTRUCTION. ALL DISCREPANCIES SHALL BE REPORTED TO THE
BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS, WATER COURSES AND WATERS OF THE STATE (WOS) OR WATERS � � ,,I � ENGINEER.
OF THE UNITED STATES (WOU.S.). _11� IN, )�? 1, \ x - - , I N'
/ : � N\ J` \ \ \ \ - - - - ----, -_ ,N, III \
BASIN NUMBER 1 I'll, I 1-1 N, \ \ 'N, \ \ o - - "_ �� "I / \­ EDGE OF PAVEMENT I I, "N 5. NO BMPS SHALL BE PLACED ON ADJACENT PROPERTY WITHOUT THE
6. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE PHASE: 1 ­-\ k IN, ",I III, \ � %, \ *11� N\ \ ,\ 11 I I- ­ - "N I .�,_ - - ____ 1_�, II, - WRITTEN CONSENT OF THE PROPERTY OWNER.
COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN STABILIZED. ADDITIONAL BASIN TYPE - SEDIMENT '\ �-, \ \ x � ) , I �NN, 935, , -, — ( I
CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFF$.1TE * v \ \ \ / "I ,IN �,_ 'NN -1 IN,I 1__� 0 6. THE NCDEQSTANDARDS SHALL BE USED ASA GUIDELINE FOR
' SEDIMENTATION. ALL TEMPORARY CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE - - - ­­` -DRAINAGE AREA TO SB. 17.89 AC 11, , N\ \ �\ \ ,\ N, IN, _`I, -, __ __ __ __ _ _�93,5,, t IMPLEMENTATION AND MAINTENANCE OF BMPS. THE FOLLOWING
SITE IS STABILIZED. DISTURBED AREA TO SBo-- 1 12.19 AC NN ­, \ 11 X!� ) \ \ N\ 1-1 1\ "I -,_ IN" 4 _N ,,, IN, - - ----- - - - __ - "_ ... � - - ----- __ - - - - __ - __ -1 -_ IN, ___� 0 \ BMPS:
7. THE CONTRACTOR MUSTTAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO PAVED ROADWAY FROM ­_ ,,- "Q10. 63.2 CIFS 11 IN � \ \ \ ,,, -1 - -_ -_ I, --- a SURFACE ROUGHENING
CONSTRUCTION AREAS AND THE GENERATION OF DUST. THE CONTRACTOR SHALL DAILY REMOVE MUD/SOIL FROM `_ - -"'- - REQD. SURFACE AREA: 27,510 SF I N\ 0 \ \ %_ ��, X I- I- �I­ - __ 1, IN, I 1­ -,- _', - -11 ­ - __ ­­_ - - - ­ - ­­ II, -_ PAVEMENT, AS MAY BE REQUIRED. PROV. SURFACE AREA: 35,460 SF `NN, IN IN, \ NN ,I, '111� `N­, IN, ,_ ,I- __1 _', - - - - 1-1 `­­ 0 STABILIZED CONSTRUCTION ENTRANCE
__� �--REQD. STORAGE VOL: 32,202 CIF NN \ 0 \ \ TEMPORARY DIVERSCIN IN '�� -_ - - ------- - - - - - - - 1_' ,,, -_ I ­_ \ 0 SILT FENCE
8. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXIT THE SITE VIA THE CONSTRUCTION ENTRANCE. - _� PROV. STORAGE VOL-.- 80,383 CF I "I, IN \ \ \ \ DITCH DRAJ,NAGE ARE N,_� _� 1-1 ­_ -`_ ­_ III I II, I ­_ -",- "],- _,", �, - 0 HARDWARE FABRIC AND STONE INLET PROTECTION
- "BOTTOM ELEV 912.50 11 \ __ __ 'N,
,
9. EXCAVATED MATERIAL FROM TRENCHES SHALL BE PLACED ON THE UPGRADE SIDE OF THE TRENCH TO ALLOW MATERIAL. - - -'- " V. 915.00 1\ \ \1 \ \ X -\- ", - ( 9 N'. I--- I,— __ __ ­`1 �_, -, _­ - •`­_ a CHECK DAMS
TO ERODE INTO THE TRENCH. CONSTRUCTION MAINTENANCE AND REMOVAL OF ALL EROSION CONTROL DEVICES ARE __� -_ - \ �SN IN, IN NN, ),- -_ I- N __ I- ,_ 0 i a TEMPORARY SEEDING
� .... ATER STORAGE ELIE '
THE RESPONSIBILITY OF GRADING CONTRACTOR UNLESS OTHERWISE NOTED. - -1111, - - - CLEAN OUT DEPTH-- 1.25' " \N, � \ / IQ \ \ \ IIN ­N, I "I ,,, �D_ �,_ III - ", ­­ `N_ "NI __ - _,", -, IN, N�N �_�_
10. THE EROSION CONTROL MEASURES SHOWN ON THIS DRAWING ARE RECOMMENDED AT A MINIMUM. ACTUAL MEASURE - - ___ ,,- ,TOP OF BERM ELEV,.- 918.00 \ \ / \ I \ \ ,'I -1, N/ I , I I ­_ I , "�_, 1. -,- -,- 111� I- IN- - _ "" . ­ " ­6 - - "I : PERMANENT SEEDING
- -
•
NECESSARY FOR CONTAINMENT OF RUN-OFF SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND BE FIELD'VERIFIE6. EMER. SPILLWAY ELEV:-- 916.50 \ \ 11�. 11 ", - � �_ � .­ 'N, �', 'N, _­ \ ,I, ­ - , II, 1�- _0 •
-N, - MULCHING
_­ -­ EMER. SPILLWAY WIDTH: 30' \ I , \ \ \ \11 ,,, t�) .NN, I_ _." - - - -1- -111, - \ __ _ I N ,,j a SOD
SKIMMER PIPE DIA-- 5.0" � I "I __ __� - __ � � __\ \ _` _ \
N� ROCK CHECKPAM 19-1s, 'I, - -- ', LIMITS OF ­­ ->I *
11. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF THE TOWN- ­ ___ DIA.- 3.5" \ * v \ \ \ \ ',I, I "I-% I'- `�­ �NN I �� ­_ - _., - 11 � ___� --- 11 4 � I j 7 __ \ 0 __ � I ­_ ­ ­ -11, ENGINEERING DEPARTMENT. .-� _­_ SKIMMERORIFICE' \ 1, � \ \ IN, I— ,IN N­ N, IN, -_ - _ .- III I -1, N" _� ,, .1-11, - - - ___ \ . .... - - -, DISTURPANCE [TYP.) \ 1% I
� _ _ CULVERT PIPE Dlk-- 36" RCP \ \ ,,, "N ".1, `NN N,N - _­ - �— —930— - -, - �_ �1� - _,I -
12. ALL SLOPES SHALL BE GRADED NO STEEPER THAN 2:1. FILL SLOPES GREATER THAN 10' REQUIRE ADEQUATE TERRACING. - ---- - -, CULVERT PIPE LENGTH: 67.7 FT k � \ \ IIN IN, 11 1, I- ­ I- I- N, - __ ­ I- I "III �_� - I- "I 0 \ 'N\ -
- _
_,� %, _1
� _N
' k / NN, *1 y ... 1� --- , �W_� -, _­ -, - "I - N_ 11�.930__� " _ "k, ,I'll- - - ­ ­­ \ \ ( I- -,
13. AGRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONEACRETHATWAS NOT PREVIOUSLY - ",,INV UP * 905.99 DIVERSION DITCH" N,N ) "I IN -__ I, � ,I, 1-11
� MPbRARY`N __�� � I -",- �j
A : SEE,DETAIJL SHEET C74 ,. I ­_ _ __ __ - - - I'll- -, -1 I- III \ D*
APPROVED. . ..... - - .._ -11 -11 INV DOWN 905 , 65 % \ III _ _ __ ­­ - . .... -, - - - N,N - - __ � _YER LAKES PR
\ � _ _,_ _ _ _ 1, \ -
14. ON -SITE BURIAL PITS ARE NOT ALLOWED, UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE OWNER AND AN ON -SITE .....•�•.... . . .. � ... � - - ----- - -------- - - ­ �11, \ / \ \ v 1.S'bEPTH "I NI _ I_ " �� I_ - __ _" _1 - 0 PARK OW i I
DEMOLITION LANDFILL PERMIT IS RECEIVED FROM THE ZONING ADMINISTRATOR. ,,, _ " 1__� - - - "-, __ - - - - _" - _11 "I 11, I--- ___ 0 IN, \ HERS . -' I
-
- - ----- ­_ - - - - - - ­ - IK 3:1 S16E SLOPES "" N, / I - ­ .- _ I- "I II,I 1_� � _ I- ­­ ­ - - - , "I - - - ----- - - -, NN11 IN, ,,,,I INN "I "I �, _� � \ \ DB 238"915� - /
\ S75 UNE'R,(OR EQUALY,, - __ ­N� ____ - -152
15. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN ISAVIOLATION OF THE ­ .I- - IN, � \ 0 1\ I I " \ IN, IN _ '_ NI, ­ __� ­ -11, - - - -1 ­11- - -1 ..... - , ,I, "I --, " PB 74 1 /
TOWN/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE. - 'N NI "N , ",I 1-1, I II - _ ­­ ­_ ­_ __ __� - I_ _1111- . ..... - 11, ,,, IN- "__ \ \ \ /
- \ `11� -- - --- - ".- - ___� - ,_� NIIn ­_ `�,� �
16. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED AT - ", IN ,I, 1-11 -, 11- -1- - - - -
PRE CONSTRUCTION MEETING. - __ __ __ _ _ __� 11�_, NN 1-1 "Ill I'll ­N, IN, 1­1 11 NI - \ \ \ \ \ \ \
17. A PREWORK MEETING SHALL BE SCHEDULED WITH THE TOWN INSPECTOR PRIOR TO CONSTRUCTION. ." I\ N, I ,,- N-1 N­ I, I- - -,-, -, - -""- __ _ _ -, - __ _­­ - 1� \ N1, � - 11
- - __ .N_ N 11 ',I, - -, - - - -""- __ __ IN, , � "N __ \ \ \,IN /
'_ -� III III N`N 1-1.1 v \ - -N, IN, .­ '�_, -
18. LITTER, CONSTRUCTION DEBRIS, OILS, FUELS AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL FOR IMPACT (SUCH N�11 , - 1920 - .­ .1- .1N, - - __ _ - -, __ - -, ­_1 IN \ N,N, 1_� IN, I NN� \ \ \ \ \N N- __ � I'll / /
AS STOCKPILES OF FRESHLY TREATED LUMBER) AND CONSTRUCTION CHEMICALS THAT COULD BE EXPOSED TO STORM ­ _ '�1�11 11N, / go �, I I , \ I- NI ­`_ I, - _,,- ­­­ - I,N, ­N, I--, III, I 11 __ NII /
WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT SOURCE IN STORM WATER DISCHARGES. -11 _ - __ 1-I. IN', " 1, ,I, N`SIqFENCE ' ,,, 'N' I• �'' 11-1 \ -I, 11 _ 1_� 1­ _ _'. - - I'll- ­­ - - __ __ __ -",- __ __ _1 ", IN, NI I I I . ...... � "I, 11�� \ .,�
-11 �_­BA.%NI, \ \ N \\ 'N 1-1 11 _ __ --l- ­1 /
19. SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA, ORADIDTHE FOLLOWING NOTES: , `­11 I- ,10 I �_ `-, - - "N, /_ 1_­1 - - -, N,, ,,,,, \ \ I /
I IN, NOUTUET P. , I, I \ I _ - - - ----- ----- - 1-1 -1 _� NIN "' - N�11 ,IN I
I- N, . ... . ... ,'I, ,,,, �, I INI
CONCRETE TRUCKS SHALL NOTTYPICALLY BE WASHED OUT ON SITE. IF CONCRETE TRUCK WASHOUT IS PERMITTED- 'IN IN 11 I I \ \ ROCK PIPE INLET PRCTECTIOW�_, 1_�, __ -_ ­_ -1 -1 I, \ IN. IN,I "I / \ , \ I/
ON SITE, COORDINATE LOCATION AND BMP'S WITH SITE INSPECTOR. "-, "-, 11� 11 ", 11 ­.N IN ",\
\ -,, ,-I .,000'- \ ­, " _� �, -, ___ "_ ,,I -11 ­_ 1_, 1­N N, N, NIN I ", �, -1 _ ­ __ IN N / \ __� N-1 '\- 1_� /
-aa -1 IN, ", I', ­.. 'I,, ", - "', -- , "N ", \, 1_­1 17 \ I I\ �1_ - -1 /'*
ONTO SOIL OR PAVEMENT THAT CARRIES STORM WATER RUNOFF. 'INCEJTYP.) ,-I , , _-, 18" TEMPORARY$LOPE DRAIN\ , �,_ - _,� 1-11 -,_ NI /, III -\ L -
DO NOT DISPOSE OF CONCRETE TRUCK WASHOUT WASTE BY DUMPING INTO A SANITARY SEWER, STORM AIN I OR 'N' I , o IN, ,I,, 0 -, J
I __1 NIIN SILT F Ill _/1`1 I \ I , \ __ I- ­ ......... __ . .... ....... - - - - __ NN, IN, NI, IN, .I, -, I, 'N' IN" \ \1
CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: 1-1. ,I ,I, 'I, 'I,, NN� I \ \, \ 41R�P APRON NN ", � - - - ___ - - - - - _­ 'IN 1_� .__�_ 1,� "I ,,, �11 ", 111� `N� \ \ --- \ 24' ROAD EASEMENT I
, IN 111-� -N, I _ _ _ _ - - ,,,,- _ _""_ _, -1 �_� IN N 1\ "I N�11 \ ,-, ,N­
- DESIGNATED AREA THAT WILL LATER BE BACKFILLED (SLURRY PIT) ,IN `1� "I \ _ _ _""_ _ _ IN, 1__� �_ III __ IN '\ \ `11� \ N,N \ � /
- DESIGNATED AREA WHERE CONCRETE WASH CAN HARDEN AND BE DISPOSED OF AS SOLID WASTE. 11, III ; \ _,_ ,, , ,,,, \ N11 \ \
- LOCATION THAT IS NOT SUBJECT TO WATER RUNOFF, AND MORE THAN 50 FEET AWAY FROM A STORM DRAIN, I'll \ -, "N `�� \ \ IN `I,
OPEN DITCH, OR RECEIVING WATER WAY. "I'll I- - I_ _­ "" NN \ \
-PUMP EXCESS CONCRETE IN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK. ',I, N, NN, \ 1� ) 0 \
- CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHED INTO CONCRETE PUMPER TRUCKS AND \ N I \ \ \ \ '11, 11 IN, "N_ 1-1 I, 'l-N \ "�. I \ / I\ I ) I I I
DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY DISPOSED OF OFFSITE. \ \ 1 '90S / \ \ \ IN, \ "_ - ­­­ - ___ . ......... - - - - - "'N' ,'I- 11 "I -N, IN, N \ I- - I,- \ \ \ \ IN, I O/ / I 1
20. ALL CHEMICAL SPILLS, OIL SPILLS, OR FISH KILLS MUST BE REPORTED TO NCDEQ- CALL THE 24-HOUR EMERGENCY 7 \ 1\ -1 I- \ \ N­ N�_ / / I
RESPONSE LINE AT 1-800-858-0368. � / ') k I \ \ `\ ,\
I,- -1 -I, \ \ \ 1 \ \ / / / /
21. TEMPORARY TOILET FACILITIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE VISITORS IN j �a ) I 11-1, \ '� I / \ ) ,I / / I I
ACCORDANCE WITH 2006 INTERNATIONAL PLUMBING CODE GENERAL REGULATIONS, SECTION 311. PORTABLE FACILITIES CP N, , -1 - - __ - -I � \ ) I / \ / i I-, / / / HASH HOWARD SHERRILL& ASSOC.
SHALL BE PLACED ON LEVEL GROUND AND AWAY FROM STORM DRAINAGE SYSTEMS (DITCHES, CATCH BASINS, ETC.). I I/ / , / ,,,- \ \ \ 1, , "' I I / \ / / / / / � / / / / DB 2029-886 1
DISPOSAL AND HANDLING OF SANITARY WASTE MUST COMPLY WITH STATE AND LOCAL REQUIREMENTS. 11 / � AFFLE I \ > / I I / IN, III / / PB 42-102
22. FINAL GRADES FOR GRASSED AND LANDSCAPED AREAS SHALL REQUIRE A MINIMUM OF 4-6" OF CLEAN TOP SOIL, FREE OF IN, IN ) F � N. 10s'�SACING �_- - -- I "I I/ I / / / / / I'll NI 0 IN' I / " \
DEBRIS AND CONTAMINANTS, AND PREFERABLY OF NATIVE ORIGIN. I- I ,,,, / / 7 1 1 i', " ,I I / / 1-1 IN" ,IN, I'. / /I I 'N/ , / - - -1- -- -,
III IN, .I--,' I'll I 11 \ \ j / I/ / / / / I,/ I'll NI 0 1 ­­­ , "N "" \
23. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. � I 11 I \ 51, MMER\WITH 3.5" ORIFICE I / / 11-1 NNI / 1-1 IN 11 I - ,) - - "/ / I A
�, I / /,11.1 " ___1
24. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY STORM DRAINS,�- ­ ,_ "N­ - ," 11 , \ \ \ __ - - - -1 / / I I 11_*� NN` I'll � / ) i INI "I 'I / ,I,* 11-1 I'll IN, ) I--, elNI \ \
"'
BASINS, OR STREAMS UNLESS NO ALTERNATIVE 15 FEASIBLE. 1�1 -,_­ __ •I , - I 0, 1� \ \ I / '/ / ' / / ,A-A� 1-1 NI 'IN "I NN 11-1 � 11 / I--, /
_ - i�6�'I� - ;�4, 9 � ' I ___
, 0- - �LL
�i _`o ­ __ ��_ - , -
/ NN , O/
/ I
_ : � � ) \ �
j _ Q��
_, , z 1�
",
,
, "_ 11 1�' j eN ,IN I/ 1111� "I
__ I'll, IN, , k
-
25. ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED " ,_1 .I" - ... : w I I I NN N­ ,/ / I "I IN' IN, 'N, I IN,
EROSION CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE -_ I , ­ _ - __ __ ." , � / NI N1 / N` / z z N", N,N IN, __::�__ 1-1 k
DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY III I- _I- -_ II-1 ­_ - / I I "I ,IN N- z z 'r IN' / / N,N N`N /,- -- - _, Ill \
ACTIVITIES ON SITE MUST BE DISPOSED OF AT FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGMENT I �11 I'll NN I 1-1 ­` Z 0 IN`*
OR PER DIVISION OF SOLID WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. I __ "_ I- ___ I- ­ -;.- -910 - " -111,11, -, •�11 '1� I � �� I", 'IN, NN, N,I I-,.,, 'N, III N­` 11 / / N" /I ", ,I, "" N,­ 11 "I // - I- - - _____ I
1�1 '1� IN, / / "I, 1-11 // - - 1�1 N� , -
_­ / � ... . .. , I - 11 "IN I" I/ _( ) ,I 1;10��
26. PER SECTION 6.20 OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL,' -­ __ ­- ' ­-, .�_ - 1-1 NN' I, IN .� z / / N/ � /_� / ,/ 1-1 z "I "I 1-1 --- )
DIVERSIONS THAT WILL STAY IN PLACE LONGER THAN 30 WORKING DAYS SHOULD BE SEEDED AND MULCHED AS SOO"S ---- ,- ,-I- - I -1 X" - "III " / / ""
.__� , I NN .10, ,
THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT AND REDUCE MAINTENANCE. -, .­­ - - 11 , - ­ -,- I— I'll __ __ 9113.o, � Ne I 11 1.11 I "N, I I / /7- / II, ­ ­ -1-1 ­ - - 40e /
____ N' ,/ I N, ,/ / , IN, -, IN, 11 OZ , , , I - - - -1 ,,<--j­­ ""'
BUD RD.
IAIDEN RD.
�nGo
Z
= ?
rn a)
Ln Ln
:) \ I \�,\ 0
%
:)
N\C,ws 9R -
4
N
I
LOCATION MAP
1" = 1500'
CONSTRUCTION SEQUENCE
1. OBTAIN EROSION AND SEDIMENT CONTROL PLAN APPROVAL FROM CATAWBA COUNTY
EROSION AND SEDIMENT CONTROL DIVISION.
2. 48 HOURS PRIOR TO ANY LAND -DISTURBANCE ACTIVITY, SET UP AN ON SITE
PRE -CONSTRUCTION CONFERENCE WITH A CATAWBA COUNTY EROSION CONTROL
INSPECTOR TO DISCUSS THE EROSION CONTROL MEASURES.
3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL
PLANS. ALL MODIFICATIONS SHALL BE DOCUMENTED ON THE ON SITE APPROVED PLANS.
4. INSTALL GRAVEL CONSTRUCTION ENTRANCE OFF NC-150.
5. INSTALL PERIMETER SILT FENCE, TEMPORARY DIVERSION DITCH AND SEDIMENT BASIN
AS SHOWN ON THE PLANS CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES.
6. CALL FOR ON SITE INSPECTION BY EROSION CONTROL INSPECTOR. WHEN APPROVAL IS
OBTAINED, CLEARING AND GRUBBING MAY BEGIN.
7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS GRADED.
WHENEVER POSSIBLE, EXISTING VEGETATION SHALL REMAIN IN PLACE TO PREVENT
EROSION OF THE SITE.
8. BEGIN MASS GRADING ACTIVITIES. AS SITE IS GRADED AND PADS BUILT UP, THE
CONTRACTOR SHALL MINIMIZE THE AMOUNT OF STORM WATER FLOWING OVER FILL
SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS. ADDITIONAL MEASURES MAY
_`_ "I - _ - ,II -1 NN I, 11-11, IN
� - - ---- - I I I I I __ , "I Nl� /I I
I OUOUTLET TYIP. - "I'll 11�1111111111..!!!,. I I __ - " P NN' -1
TLET .1 ­- ­ � _..., ­­ -11, - I _" - ." 1-11 ­1 ,­` ` -I' ,_� - Z' ,'I, N,I ,I,'
N" �_ , _N� -I-` -III ,; _915— I- - - - - - ___ _\ I "I N" , IN, , I- "I, -,I I-, ,N­ . ......... � ...... - __ __ IN, - - --- ----- - _N/ / / / 1-1 "I, .,� 1-1 "I 6 ,IN IN / - / 1/1 \
11 I- - "Mmi " I- N, "` / III "4000 I I I
- �1, -
- 11�
N,
'1�1� I z NN
/ /1 )
__ I , ,I-
f, -, - " - , N 'N III _­ I- 1­1� 'I * I I
1-1 30' EMERGENCY SPILLWAY ­ , - ­ - ­­ - �1.11 _­­ - - - - / ,0�, ,I, N­, N,­ I - C3,-, __ N' I/ IN, ­-, P�
I - �1. I 11 __ , .IN / N' / /* 141 1�,
- _iO " ,I -, "_ ,/ "I I- / I . N 4 /
.I _1111 ,­` o - -I / 1-1 ASTER FUNDING I I
1-11 ,ELEV. __ /-' I- ,-, III IN, IN NN, N- g 11 _,N I/ 11 I/ \1% STORY ULC I
N' 7 0 a 11111111111111111 "I ,I, ____ N`_ , I N,­ �NN I/ 1-1 / / I'll / 1�1 DB 3120-1954
NN ,_ - - - - _­ " ----.--.' ,,, 17, N, _� - ,-I, _� / I/ / a 1-1 / \
BE NEEDED AS CONSTRUCTION PROGRESSES. .­ ,- 16- —CONSTRUCTION OF STREETS, VTWIES,"AND LATERA�ARE TC�gii 7 ,qft*M"- . 11 1-1 I- _ - .III "I 41 ,I,, / / �
­
9. CONTRACTOR =MIT DRAINAG-E AREAS FLOWING TO THE PROPCISED-BA "I TO THE COMPLETED ANDiNSPECTED. ;::-, _­ __ —1 — — ---- 11 III NN \ 77 __:___.._4L ,,-- 'N`4 ,_�, — -­ I'll N? "I 1.11 z '/ / *,N \� NI
— .— __ —11 _ __ _ ,IN ,,,, —P* -_ 11 - _,— lo"' 0 OZ 1-1 / / I'll / / / \ 'I
I
MAXIMUMAR IS DESIGNATED FO BASIN. TH�IS,SHALC61E ACCOMPLISHED _17-­ ALL AREAS THAT GO U NWORKED+OR14' DAYS OR,MGH MUST BE STA131 U-Z'ED _­ - -, \ ,_ , - � ...... � 0 or" - -0 0- _� I \ N � ,R,Tfli _ " . ...... � - _ - III I / 7______� ,N­ WMNMMNW- I // / I'll / / k
BY ADJUSTING
_ N, ,./ � -_ II ,_ * / I I
ING THE PROPOSED DIVERSION DITCHES AS,THE SITE IS GRADED. .- ­ - IMMEDIATELY. STABILIZATION STAN DARD$,SHO`U LID BE MAINTAINED THROUGHOUT THE _ ,N / ,_!!_� ..--- , -, I-1- "Ill * /
,_ - ,- - - - -, ­_ -"-/- "I'll", - - - I,, 11 NN, -_ I,- I_ - �, � IN, N,N IN' z 0 0,/ //
10. CONTRACTOR SHAUL,1M EET WITH THE EROSION CO4,fTROL INSPEcrOR,PRI'dR TO CONSTRtTCTION PROCESS. __ ,- ­N� " _� I— _-, .,- / LIMITS 'IN � - "_ftA411vtotoo / .0/ / ". 'NI � I I /
COMMENCING N(TH PHASEVE0CISION CONTROL MEASURES, --- 18. STRIPPED TOPSOIL SHALL BE STOCKPILEC,WITH-SILOT' FENCE PROVIDEb'AROUND THE -,- DISTURBANCE LIMITS
F / // // \ I
,_� NBAN'CE ( ) - I" ,NN - - - - A., 1 - N-1 _ .- __ - - - __ -_ .11, _1 -_ - / N? // �\ I /
11. INSTALL ANY COMMENCING
RASE 2 EROSION CONTROL MEASURES. .1-11, PERIMETERrDFTHE STOCKPILE. I- ­N' I- -1 ­- _­_ - - _­ -, __. _ _ I,- N/ 11 I I_ __ 7__��� , / / \ \ I t" /
'_
G IES: AS SITE IS GRADED AND PA RE BUILT UP, __ KILLEE LLC _,, ,,, /' ,­ 11" .1 � ___-� ,N­ / / /
12. CONTINUE MASS GRAM GACTIVIT Jl,- THE CONTRACTOR SHALL.DIL'16ENTLY AND CO,NTMOUSLY MAID I —
D STRUCTURES,, -' 11 .� --- ­ - ..- - - U3141-69G / / ,I, "I - -_ �,, N_ IN I/
WING OVER FILE " CONTROL DII;yicE&A-N' - ,,- -­­,�� \ CONTRACTOR SHALL MINIMIZE THt'AMOUNT OF STORM WA% �LO I A 11" �1� ___� -, I / _ _ / / , / / / / \ N / � ( I-o"
ODIVERSION CHES AND SLOPE DRAINS.,P6DITIONAL MEASURES MAY 20. ,/ / / -, I \
SLOPES BY USIN , STABILIZCfHE SITE AS AREAS ARE,BRO BROUGHT TO GRADE. / ,,,, N­ 1-11, / / / �
BE NEEDED *C'ONSTRUCTIrN'PROGRESgS. x ,`121- INSPECT BMP ONCE PER EVERY CALENDAR WEEK, PER NCDEQ R Ut CEMENTS. ALL -,- -­ - __ --- 4 -, 1­_ / / / �, .� ___� / / ') /\ �, \ ,, / / GRAPHIOCALV 1
13. CONTRACTOR SHALL LIMdDRAINAGE,AREAS FLOW TO THE PROPOSED BASIN TO THEN' INSPECTIONS ANDREPORTING SHALL COMPLIANCE=THE NCDEQ GENERAL -I, -1 --�, --- / / / I/ - 'I" / ) / \ < "— -__ \ / ,.,,-
MAXIMUM AREA THAT/IS DESIGNATED FOR THE BASIN. THIS SHALL BE ACCOMPLISH,Ed' PERMIT NCG0f0000, LATEST EDITION. " / / / 1�_ SEDIMENT BASIN DRAINAGE AREA, -f \ — / 5 0 N,I 100
,I, _
BY ADJUSTING THE PROPOSED DIVERSION ES AS THE SITE IS'GRADED. , 22. COORDINATE WITH THE EROSION CONTROL INSP OR PRIOR TO CONVERSION OF THE -T 1_1 IN, / / / /111, \ \ 4000 \ / _ 1
14. MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MAS�s NSEDIMENT BASIN INTCVPROPOSED PERMANENWET POND. / IN, ,I,, / I I I I / / I M 'weimmm mmm 'twwm \ 7.40000 / I
GRADING PROGRESS TO MA1,NfAIN PROPEAROSION AN D 4DIM ENT CO OL. 21/ WHEN VEGETATIGN`IS ESTABLISHED, CAL R FINAL SITE INSPECTION AND FILE A / \ / .-� amon Imuzza wro .4. *Ewmm -1xw=w wwwwN mm.. .=.I I ... ....L... am- wow-1w -4- k \ \ \ / (�N FEE ) /
15. INSTALL INLE,tPROTEcrio AND OTHER MEASURES AS SHOWN ON PHASr2'1PLANS AS J NOTICE OF INATION WITH CATAWBACCOUNTY/NCDE6. ...1. .. .. --ir- � ° \ \ / / / /
PROPOSED STORM SEWXsYSTEM IS INSTALLED. ' I TO � $ I ...ffim � I \ \ x I \ \ / / / I inch = -90 ft. t I
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811 or 1-800-632-4949 Ticket Entry
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STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON THE SPECIFIC SITE, NAMED HEREON,
CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS LISTED, HEREON, 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.
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JOB NUMBER:
DESIGN BY: BMF
DATE: 12/2021
SHEET TITLE:
EROSION &
SEDIMENT
CONTROL PH1
SHEET NO.:
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SITE PROPERTY LINE OPEN SPACE _N, NN 'N' N- 000-000 1 ITS OF DISTURBANCE (TYP.)
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STORM DRAIN PIPE
EROSION AND SEDIMENT CONTROL NOTES: 17
INNER 0
1. IF NECESSARY, SLOPES WHICH EXCEED EIGHT (8) FEET SHOULD BE STABILIZED WITH SYNTHETIC OR VEGETATIVE MAT, IN 000 SEA( -
ADDITION 0
TO HYDROSEEDING. IT MAY BE NECESSARY TO INSTALL TEMPORARY SLOPE DRAINS DURING CONSTRUCTION. MONO 33046 i
TEMPORARY BERMS MAY BE NEEDED DAILY UNTILTHE SLOPE IS BROUGHTTO GRADE. 'N, "N
2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE WHERE - NN
'N_ ­7 9
CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN FOURTEEN (14) N,N
DAYS AFTER WORK HAS CEASED, EXCEPT AS STATED BELOW: all
ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL TO 1 L
VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS IN,
PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY. ALL OTHER Nl N, 'N­, a
DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON - - - --------- INLET PROI�Ecrio" (TYP.) NN -N, N, _6MERAL NOTES
- - N� Nt I/ I AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY. "N' 1. ALL MATERIALS, CONSTRUCTION, AND PLANS ARE TO COMPLY WITH
3. ALL CUT AND FILL SLOPES AND CHANNEL SIDE SLOPES WHICH ARE NOT TO BE PAVED SHALL BE SEEDED UNTIL A GOOD 4 t CURRENT NCDEQSTANDARD SPECIFICATIONS AND DETAILS.
STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON SHEET C7.4. ALL SEEDING WILL BE IN, NN "-N, 2. CONTACT NORTH CAROLINA ONE CALL SERVICE @) 811 OR
MULCHED.
"N'
CROSLAND DENVER HIGHWAY 16 LLC 800-632-4949 A MINIMUM OF 72 HOURS BEFORE DIGGING.
4. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN (7) DAYS AND WITHIN 24 HOURS
AFTER EACH RAINFALL OCCURRENCE THAT EXCEEDS ONE INCH. IF SITE INSPECTIONS IDENTIFY BMPS THAT ARE DAMAGED DB 2928-1053 PB 51-37 N N, 3. ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL
OR NOT OPERATING EFFECTIVELY, MAINTENANCE MUST BE PERFORMED AS SOON AS PRACTICABLE OR AS REASONABLY . ........ . N- I
DEVELOPMENT GRADING AND DRAINAGE PLANS.
POSSIBLE AND BEFORE THE NEXT STORM EVENT WHENEVER PRACTICABLE. a,- -A JL
�q K_ 17:7
s-7 4. THE CONTRACTOR SHALL VERIFY ALL EXISTING STRUCTURES PRIOR
5. IF WATER IS ENCOUNTERED WHILE TRENCHING, THE WATER SHOULD BE FILTERED TO REMOVE ANY SEDIMENTS BEFORE TO CONSTRUCTION. ALL DISCREPANCIES SHALL BE REPORTED TO THE
BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS, WATER COURSES AND WATERS OF THE STATE (WOS) OR WATERS N1 ENGINEER.
OF THE UNITED STATES (WOU.S.). 'N, ILET PROTECTION (TYP.)
5. NO BMPS SHALL BE PLACED ON ADJACENT PROPERTY WITHOUT THE
6. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE WRITTEN CONSENT OF THE PROPERTY OWNER.
CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE al al al al 6. THE NCDEQSTANDARDS SHALL BE USED AS A GUIDELINE FOR
COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN STABILIZED. ADDITIONAL NIN V al al v --------- b4-
N 1 11
SEDIMENTATION. ALL TEMPORARY CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SILT FENCE (TYP.1 IMPLEMENTATION AND MAINTENANCE OF BMPS. THE FOLLOWING
BMPS:
7. THE CONTRACTOR MUSTTAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO PAVED ROADWAY FROM
SITE IS STABILIZED.
4_e7, 7L 4 1 1 IN' 1 q • SURFACE ROUGHENING 0
CONSTRUCTION AREAS AND THE GENERATION OF DUST. THE CONTRACTOR SHALL DAILY REMOVE MUD/SOIL FROM 'N V, 0 STABILIZED CONSTRUCTION ENTRANCE
PAVEMENT, AS MAY BE REQUIRED.
LIMITS OF DISTURBANCE (TYP) N1_ 0 SILT FENCE
8. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXITTHE SITE VIA THE CONSTRUCTION ENTRANCE. HARDWARE FABRIC AND STONE INLET PROTECTION
9. EXCAVATED MATERIAL FROM TRENCHES SHALL BE PLACED ON THE UPGRADE SIDE OF THE TRENCH TO ALLOW MATERIAL CHECK DAMS
TO ERODE INTO THE TRENCH. CONSTRUCTION MAINTENANCE AND REMOVAL OF ALL EROSION CONTROL DEVICES ARE . ...... •TEMPORARY SEEDING
THE RESPONSIBILITY OF GRADING CONTRACTOR UNLESS OTHERWISE NOTED. BASIN NUMBER. 1 Ld
PHASE: 2 • PERMANENT SEEDING
------ NN,
10. THE EROSION CONTROL MEASURES SHOWN ON THIS DRAWING ARE RECOMMENDED AT A MINIMUM. ACTUAL MEASURE BASIN TYPE SEDIMENT V 7� I - - - MULCHING
NECESSARY FOR CONTAINMENT OF RUN-OFF SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND BE FIELD VERIFIED.
DRAINAGE AREA TO SB-.- 18.34 AC SOD
11. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY REPRESENTATIVE OFTHE TOWN DISTURBED AREA TO SB:--- 12.64 AC NN, a
ENGINEERING DEPARTMENT. 4 t cri
Q10 64.8 CFS ---930 61
12. ALL SLOPES SHALL BE GRADED NO STEEPER THAN 2:1. FILL SLOPES GREATER THAN 10' REQUIRE ADEQUATE TERRACING. REQD. SURFACE AREA: 28,202 SF k -4 �Nl• 01 •8 ) .
PROV. SURFACE AREA: 35,460 SF IN,
13. AGRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT PREVIOUSLY REQD. STORAGE VOL:-- 33,012 CF E
`--930-�_
APPROVED. PROV. STORAGE VOL:-- 80,383 CF 92
14. ON SITE BURIAL PITS ARE NOT ALLOWED, UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE OWNER AND AN ON BOTTOM ELEV- - 912.50 . . ... .......... a DENVER LAKES PR
PARK OWNERS ASS
CLEAN OUT DEPTH-.- 1.25' DB 2388-1915 3 Days Before Digging
SITE
DEMOLITION LANDFILL PERMIT IS RECEIVED FROM THE ZONING ADMINISTRATOR. STORAGE ELEV: 915.00
15. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS AVIOLATION OF THE l,N
TOP OF BERM ELEV�-- 918.00 11_� _1N, [11 - - - I __ , -925, PB 74-152 North Carolina 811
TOWN/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE. 7 aa, -,%i;;; N ­
EMER. SPILLWAY ELEVm.- 916.50 N' 811 or 1-800-632-4949
16. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED AT
PRE -CONSTRUCTION MEETING. EMER. SPILLWAY WIDTH: 30' -925 N_ 'N_ Remote Ticket Entry
SKIMMER PIPE Dlk- 5.0'
17. A PREWORK MEETING SHALL BE SCHEDULED WITH THE TOWN INSPECTOR PRIOR TO CONSTRUCTION. SKIMMER ORIFICE DIk-- 3.5" NN• htt 1 1.org/rempteUcketentry.htm
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N, STIPULATION FOR REUSE
18. LITTER, CONSTRUCTION DEBRIS, OILS, FUELS AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL FOR IMPACT SUCH CULVERT PIPE DIA.�-- 36" RCP ai I
ASSTOCKPILESOF FRESHLY TREATED LUMBER) AND CONSTRUCTION CHEMICALS THAT COULD BE EXPOSED TOSTORM CULVERT PIPE LENGTH: 673FT
WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT SOURCE IN STORM WATER DISCHARGES. INV UP. 905.99 T7 "N �A _1_. .. N THIS DRAWING WAS PREPARED FOR USE
INV DOWN. 9051;.65 N11 - -- - ---- IN, \7" ON THE SPECIFIC SITE, NAMED HEREON,
19. SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA, OR ADD THE FOLLOWING NOTES: 7N CONTEMPORANEOUSLY WITH ITS ISSUE
AN, NN,
SILT FENCE -9 CONCRETE TRUCKS SHALL NOT TYPICALLY BE WASHED OUT ON SITE. IF CONCRETE TRUCK WASHOUT IS PERMITTED 07 DATE AS LISTED, HEREON, AND IT IS NOT
ON SITE, COORDINATE LOCATION AND BMP'S WITH SITE INSPECTOR. SUITABLE FOR USE ON A DIFFERENT
OUTLET (Typl- NN T jj�l 1-al. -a t PROJECT SITE OR AT A LATER TIME.
DO NOT DISPOSE OF CONCRETE TRUCK WASHOUT WASTE BY DUMPING INTO A SANITARY SEWER, STORM DRAIN OR N`N F_ _?USE OF THIS DRAWING FOR REFERENCE OR
ONTO SOIL OR PAVEMENT THAT CARRIES STORM WATER RUNOFF. EXAMPLE ON MOTHER PROJECT REQUIRES
IN, now THE SERVICES OF PROPERLY LICENSED
IN, NN N, AN ARCHITECTS AND ENGINEERS. REPRODUCTION
CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: "N­ �,9,20
DESIGNATED AREA THAT WILL LATER BE BACKFILLED (SLURRY PIT) OF THIS DRAWING FOR REUSE ON
ANOTHER PROJECT IS NOT AUTHORIZED
DESIGNATED AREA WHERE CONCRETE WASH CAN HARDEN AND BE DISPOSED OF AS SOLID WASTE.
LOCATION THAT IS NOT SUBJECTTO WATER RUNOFF, AND MORE THAN 50 FEET AWAY FROM A STORM DRAIN, N a/ 'N, AND MAY BE CONTRARY TO THE LAW.
OPEN DITCH, OR RECEIVING WATER WAY. ­N,
-CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHED INTO CONCRETE PUMPER TRUCKS AND
PUMP EXCESS CONCRETE IN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK.
DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY DISPOSED OF OFFSITE. . ..... N,N f
INUETTROTECTION (TYP.)
-CALL THE 24 HOUR EMERGENCY S� \ 0 -1 i 20. ALL
CHEMICAL SPILLS, OIL SPILLS, OR FISH KILLS MUST BE REPORTED TO NCDEQ Ld
RESPONSE LINE AT 1-800-858-0368.
C) -MIN. L 0
21. TEMPORARY TOILET FACILITIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE VISITORS IN 'A
M 7 HASH HOWARD SHERRILL& ASSOC. SFAC L
ACCORDANCE WITH 2006 INTERNATIONAL PLUMBING CODE GENERAL REGULATIONS, SECTION 311. PORTABLE FACILITIES CFO N, I < z
SHALL BE PLACED ON LEVEL GROUND AND AWAY FROM STORM DRAINAGE SYSTEMS (DITCHES, CATCH BASINS, ETC.). 17- DB 2029-886 C)
DISPOSAL AND HANDLING OF SANITARY WASTE MUST COMPLY WITH STATE AND LOCAL REQUIREMENTS. r,4)/ , . I / / I PB 42-102 U LO
S" SKIIMM IN, v L0 CC)
22. FINAL GRADES FOR GRASSED AND LANDSCAPED AREAS SHALL REQUIRE A MINIMUM OF 4-6" OF CLEAN TOP SOIL, FREE OF WITH �1.511 N, I "I /I
DEBRIS AND CONTAMINANTS, AND PREFERABLY OF NATIVE ORIGIN. ORIFICE al al w w --Am- w w W-W -7- 1-1 1 00 F_
23. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. IN > Z
24. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY STORM DRAINS, J 'N *N" Z C-) 0
BASINS, OR STREAMS UNLESS NO ALTERNATIVE 15 FEASIBLE. . .... Yj, 01 'IN N Lu Z
25. ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED
EROSION CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE N, N,N
DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY - - ---- IN' N' N,N cn
ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT a 0) LLJ M
OR PER DIVISION OF SOLID WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. �* -, _1 '1. IN,
61 _,­1 N,­ Lo
26. PER SECTION 6.20 OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, F if N`
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DIVERSIONS THAT WILL STAY IN PLACE LONGER THAN 30WORKING DAYS SHOULD BESEEDED AND MULCHED AS SOON AS ............. NIL
THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT AND REDUCE MAINTENANCE. N_ N/ NN 400p
Nl NI
N-I 1 11 NN AN L)
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SILT ,FENCE--
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OUTLET (TYP.) - - ---- NN 40e Lo
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SILT FENCE (TYP.) VON -7,e NN,
JOB NUMBER: C200074
IN N.
CONSTRUCTION SEQUENCE Mama, STORE
k6� #4�ASIIR FUNDING 1, LLC
EMERGENCY nR
2 ammm DB 3120-1954 DESIGN BY: BMF
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ELEV. 916.50'
1. OBTAIN EROSION AND SEDIMENT CONTROL PLAN APPROVAL FROM CATAWBA COUNTY BE NEEDED AS CONSTRUCTION PROGRESSES. 16. CONSTRUCTION OF STREETS,-TH`tASSOCIATED YWIE5,`AND LATERAL TO`9E
77-- DATE: 11/12/2021
11 N�N NN N,N
EROSION AND SEDIMENT CONTROL DIVISION. 9. CONTRACTOR SHALL LIMIT DRAINAGE AREAS FLOWING TO THE PROPOSED BASIN TO THE COMPLETED AND INSPECTED. ......... ........
--plams NO
2. 48 HOURS PRIOR TO ANY LAND -DISTURBANCE ACTIVITY, SET UP AN ON SITE MAXIMUM AREA THAT IS DESIGNATED FOR THE BASIN. THIS SHALL BE ACCOMPLISHED 17. ALL AREAS THAT GO UNWORKED FOR 14 DAYS OR MORE MUST BE STABILIZED NN NN, moor SHEET TITLE:
OUTTHE
- - l" N`
PRE -CONSTRUCTION CONFERENCE WITH A CATAWBA COUNTY EROSION CONTROL BY ADJUSTING THE PROPOSED DIVERSION DITCHES AS THE SITE IS GRADED. IMMEDIATELY. STABILIZATION STANDARDS SHOULD BE MAINTAINED THROUGH N,
INSPECTOR TO DISCUSS THE EROSION CONTROL MEASURES. 10. CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO CONSTRUCTION PROCESS. INLET PRTEcriON N_` NN
71 11 IN' mom
3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL COMMENCING WITH PHASE 2 EROSION CONTROL MEASURES. 18. STRIPPED TOPSOIL SHALL BE STOCKPILED WITH SILT FENCE PROVIDED AROUND THE IN.
U"TS OF DISTURBANCE
0'a
PLANS. ALL MODIFICATIONS SHALL BE DOCUMENTED ON THE ON SITE APPROVED PLANS. 11. INSTALL ANY REMAINING PHASE 2 EROSION CONTROL MEASURES. PERIMETER OF THE STOCKPILE. NN (TYP.)
> KILLEE LLC EROSION &
4. INSTALL GRAVEL CONSTRUCTION ENTRANCE OFF NC-150. 12. CONTINUE MASS GRADING ACTIVITIES. AS SITE IS GRADED AND PADS ARE BUILT UP, 19. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION N­
5. INSTALL PERIMETER SILT FENCE, TEMPORARY DIVERSION DITCH AND SEDIMENT BASIN CONTRACTOR SHALL MINIMIZE THE AMOUNT OF STORM WATER FLOWING OVER FILL CONTROL DEVICES AND STRUCTURES. DB 3141-690 N_
AS SHOWN ON THE PLANS CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS. ADDITIONAL MEASURES MAY 20. STABILIZE THE SITE AS AREAS ARE BROUGHT TO GRADE. 0000/ SEDIMENT
6. CALL FOR ON SITE INSPECTION BY EROSION CONTROL INSPECTOR. WHEN APPROVAL IS BE NEEDED AS CONSTRUCTION PROGRESSES. 21. INSPECT BMP ONCE PER EVERY CALENDAR WEEK, PER NCDEQ REQUIREMENTS. ALL - GRAPHIC SCALE
OBTAINED, CLEARING AND GRUBBING MAY BEGIN. 13. CONTRACTOR SHALL LIMIT DRAINAGE AREAS FLOWING TO THE PROPOSED BASIN TO THE INSPECTIONS AND REPORTING SHALL BE IN COMPLIANCE WITH THE NCDEQ GENERAL
;W10L 50 0 25 50 100 CONTROL PH2
7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS GRADED. MAXIMUM AREA THAT IS DESIGNATED FOR THE BASIN. THIS SHALL BE ACCOMPLISHED PERMIT NCG010000, LATEST EDITION.
W
40010
WHENEVER POSSIBLE, EXISTING VEGETATION SHALL REMAIN IN PLACE TO PREVENT BY ADJUSTING THE PROPOSED DIVERSION DITCHES AS THE SITE IS GRADED. 22. COORDINATE WITH THE EROSION CONTROL INSPECTOR PRIOR TO CONVERSION OF THE Nor -
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EROSION OF THE SITE. 14. MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MASS SEDIMENT BASIN INTO PROPOSED PERMANENT WET POND.
8. BEGIN MASS GRADING ACTIVITIES. AS SITE IS GRADED AND PADS BUILT UP, THE GRADING PROGRESS TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL. 23. WHEN VEGETATION IS ESTABLISHED, CALL FOR FINAL SITE INSPECTION AND FILE A SHEET NO.:
mom mxau IN FEET
CONTRACTOR SHALL MINIMIZE THE AMOUNT OF STORM WATER FLOWING OVER FILL 15. INSTALL INLET PROTECTION AND OTHER MEASURES AS SHOWN ON PHASE 2 PLANS AS NOTICE OF TERMINATION WITH CATAWBA COUNTY/NCDEQ.
C7. 1
SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS. ADDITIONAL MEASURES MAY PROPOSED STORM SEWER SYSTEM IS INSTALLED. 1 inch = 50 ft.

8N­0E` MAk STANDARD STRENGTH FABRIC WITH WIRE MESH
E­ 4' NN .. . .............................. .................................
6' MAX. EXTRA STRENGTH FABRIC WITHOUT WIRE MESH
1 s7ANK/Alp M77AL 007,
49 nv SIT 1 ENCE
. . . . . . . ARDWARE WTAE�
sm Rr A FAW 1'
ABOVE THE 700 OF
WA 7 � v � 1 0,4
I Ht�­ 71
MINIMUM 10 GAUGE ::SILT FENCE FABRI
MINIMUM 12-1/2 GAUGE r SKI vj�r"�M�
ky p- Q T ��k
LINE WIRES INSTALLED TO SECOND INTERMEDIATE WIRES
WI E FROM TOP HARDWARE WIRE Lo of 111, "AW I[
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V
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STEEL POST 1 RLWAT HDIMEAC WITH HAL? UF SID& 2j1L" SOLID 5 11AN i I-`
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V,
WIRE MESH 2 RIPIACL 7UNT ah PdAbLD 41 EN�Wk,'I­ 4, !TEEL PU%7 10`'� 10ANK5 -=w­­1
,got,
1, DRAINAGE AREA CANNOT EXCEED 1/4 ACRE of &A - --
.--SILT FENCE FABRIC 1 INV ma IN WKIII
y WE js�QPIR F&STA ANN V
PER 100 FEET OF FENCE,
'AN, `]nE.SQN mllAu FDA" �DNDNIONI 7WEL POST
�6
2. DO NOT INSTALL SILT FENCE ACROSS FILL SLOPE WPEF57 OTTAF747 APPL !Flo p! 40100,
yy
STREAMS, DITCHES, WATERWAYS OR OTHER Too Vh "11"
FLOW 0', YUEN W&I 14A&T-�
AREAS OF CONCENTRATED FLOW
1 SLOPE LENGTHS CANNOT EXCEED CRITERIA
SHOWN IN TABLE &62A OF THE NORTH W
too
CAROLINA EROSION AND SEDIMENT CONTROL 1#1 GRADE Ao NC.DU 1 45 [it P57 W1114ED S 7
PLANNING AND DESIGN MANUAL, ­101
0 NY t
4, REMOVE SEDIMENT DEPOSITED WHEN . � 7'
8' MIN, wAY q 17
fOC--G;,AE --'I'll, ............... 4: A -4 P�7 TY M&
q ... .. ..... .. ......
DEPOSITS REACH APPROXIMATELY 112 OF way; a 4&4-1 1
,-g
THE HEIGHT OF THE SILT PENCE, H57 WASHED STMNF
5� SEE NCDENR EROSION AND SEDIMENT 4' MIN�
JEV
CONTROL PLANNING AND DESIGN MANUAL FOR
�L IIR.E CI�� No��I
CONDITIONS WHERE PRACTICE APPLIES� 0 Full 7 P ' I
PLANNING CONSIDERATIONS & DESIGN
-E lqA1ANNp91 r[Nq;AwT1Nh DE"As CRIk"IA
C)"
CRITERIA,
. . . . . . . . . . . . . . . . . . .
-A
..............
SIDE VIEW 77 ............... -
0, XpIq EDGE DT
BXY 191 QW1 Altl�
HARD, APF 71 MIT:
CATA"A 4- NPIC CATA"A CATAWBA
-- — — — — - - — — -- — —
SC-1 TEMPORARY SILT FENCE SILT FENCE OUTLET DROP INLET PROTECTION
EFFECTIVE1 10/W/2013 -EFFECTIVE, 10/0/2DI3 EFFECTIVE, 10/01/2013
1, CONSTRUCT THE ENTRANCE TO THE SLOPE BRAIN OF
A STANDARD FLARED -END SECTION OF PIPE WITH A
AA, 50' MINIMUM AND MINIMUM 6-INCH METAL TOE PLATE TRUSS -SECTION
—SUFFICIENT TO KEEP —
VIEW). MAKE ALL FITTINGS WATERTIGHT. A
SEDIMENT ON SITE STANDARD T-SECTION FITTING MAY ALSO BE USED DUMP STRAP
MOM"
............................. . ............... ... ..................................... AT THE INLET,
l,7� Co '7­ 'K'A �21- -'AC' C'� 'C� 4' IN
2� USE AN EARTHEN DIVERSION TO DIRECT SURFACE
41
BERM
L SET FENCE SHOULD BE INSTALLED TO ENSURE RUNOFF INTO THE TEMPORARY SLOPE DRAIN, MAKE
Q CONSTRUCTION ENTRANCE IS USED, THE HEIGHT OF THE BERM OVER THE DRAIN CONDUIT 1A REBAR FOR BAG
A 12' MIN OR FULL WIDTH
Z 4
OF ALL POINTS OF THE 2� IF CONDITIONS ON THE SITE ARE SUCH THAT A MINIMUM OF 15 FT AND AT LEAST 6 INCHES A, NO, REMOVAL FROM INLET
DUMP STRAP
T 3' WASHED STONE VEHICULAR ENTRANCE
THE HUD IS NOT REMOVED BY THE VEHICLE HIGHER THAN THE ADJOINING BERM ON EITHER SIDE,
TRAVELING OVER THE STORE, THEN THE TIRES THE LOWEST POINT OF THE DIVERSION BERM
X CA AND EXIT AREA, HOLD-DOWN STAKES 34
Ld Of OF THE VEHICLE MUST BE WASHED BEFORE SHOULD BE A MINIMUM OF I FT
o. A,
THE CONSTRUCTION ENTRANCE EXTENDED. FLOW CAN FREELY ENTER THE Pl%
WHICHEVER IS GREATER ENTERING THE PUBLIC ROAD OR THE LENGTH OF ABOVE THE TOP OF THE BRAIN SO THAT DESIGN 15" MIN� 4
P� 3, SEE NCDENR EROSION AND SEDIME
NT CONTROL I PROTECT THE OUTLET OF THE SLOPE DRAIN FROM
PLANNING AND DESIGN MANUAL FOR CONDITIONS EROSION WITH RIPRAP DISSIPATOR, T SACK—
K. WHERE PRACTICE APPLIESj PLANNING 4, SEE NCDENR EROSION AND SEDIMENT CONTROL SEDINIEN
CONSIDERATION t DESIGN CRITERIW, PLANNING AND DESIGN MANUAL FOR CONDITIONS
WHERE PRACTICE APPLIESj PLANNING CONSIDERATION
FTLIANN
DESIGN CRITERIA.
,`\-SILT FENCE
PLASTIC INLET 11NISHTIAML A I —EIOkNL WE I A RIL
CORRUGATED
PIPE
EXISTING ROADWAY STABILIZE
3T MD'I, IT MIN 13UTLET ot � A
NEW CONSTRUCTION— ONO. NOTES�
L BAGS SHOULD BE CLEANED OUT
— - - -------------
�WA AFTER EVERY RAIN EVENT AND/OR
v
.,0owv. v
IS' MIN, --- A,
A.c"-
s, MIN, P, Am", ­ AS NEEDED.
EXPANSION RESISTANT
�0610 low 0; 2, SEE NCDENR EROSION AND SEDIMENT
q- (1/4' NYLON ROPE, DUMP STRAP CONTROL PLANNING AND DESIGN
2' FLAT WASHERS) MANUAL FOR CONDITIONS WHERE
2 EACH
4 PRACTICE APPLIESj PLANNING
CONSIDERATION A DESIGN CRITERIA,
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1 r BAFFLES PER
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SEDIMENT BASIN
DESIGN CRITERIA
DRAvINAGE
AREA
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(ACRES)
<100 AC.
MIN.
LENGTH TO
WIDTH RATIO
2:1
MAX.
LENGTH TO
6:1
WIDTH RATIO
MIN.
1800
VOLUME
(CU. Fr.
REQUIRED
PER AC.
DISTUREIED)
435
SURFACE
(SQ. Fr.
AREA
PER CFS
REQUIRED
Q10)
IfLAN VILVV I �--Cws NOTES:
1 . REFER TO NCESCPDM
SECTION #&WI FOR
ADDITIONQ DESIGN
SPECIFICATIONS REGARDING
LENGTH SEDIMENT EASWS.
2. REFER TO STD. #30.19
10, FOR BAFFLE SPACING AND
MIN. INSTAUATION.
INFLOW A FIRST WORE IS TO BE
CONSTRUCTED OF RIP -RAP.
WITH A MIN. HEIGHT OF 3
AND MIN TOPWIDTH OF 2'
AVERAGE AREA*
WIDTH �ENGTH
* AREA OF W&N WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS—SECTION VIEW
INFLOW
DEWATEIRING
ZONE
FILTER FABRIC -
CLEANOUT
DEPTH
DATA BLOCK (H/2)
SKIMMER
DEWATEMNG
DEVICE
L=20'
MIN.
-RIP RAP BERM; SEE NOTE J3 1' FREEBOARD W
6" MAN DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
MIN. 1'
PRIMARY SPILLWAY (RISER)
MIN.
'4--- BAFFLE H X 1.5
V SEISIMENT (5' MIN.)
STORAGE
4. TURBIDITY CURTAIN (CLDS
#30.23) MAY BE USED IN
LIEU OF POROUS BAFFLES
(CLDS #3019).
5. FLASHBOARD RISER NOT
PERMITTED FOR USE IN
THE CITY OF CHARLOTTE
6. SKIMMER INVERT ELEVATION
= BASIN BOTTOM + 1'
MIN.
7. H = SPILLWAY ELEVATION
- SKIMMER INVERT
ELEVATION
EMBANKMENT
-T
I
SRLLAWTAY
SPECIFY SEEPAGE
CONTROLMEASURES
NOT TO SCALE
BASIN
DRAINAGE
AREA
(ICRES)
DENUDED
AREA
QVNMIJ
Q10
BEN LUME
BASIN SURFACE AREA
CLEANOUT
DEPTH (FF.)
H/2 —
H
(FEET)
z
(FEET)
L
(FEET)
T
(FEET)
W
(FEET)
SKIMMER
PIPE
DIAMITIER
SKIMMER
ORIFICE
DOIAMMEOTMER
REQUIRED
Fr.)
PROVIDED
(CUBIC FT.)
REQUIRED
PROVIDED
SB1 PH1
17.89
12.19
—_LCUBIC
63.2
32,202
8q383
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3V460
115
15
51
30
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10
51
3.5
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STIPULATION FOR REUSE
THE DRAWING WAS PREPARED FOR USE
ON THE SPECIFIC SITE, NAMED HEREON,
CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS LISTED, HEREON, AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME.
USE OF THIS DRAWNG 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.
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JOB NUMBER: C200074
DESIGN BY: BMF
DATE: 11/12/2021
SHEET TITLE:
EROSION
CONTROL
DETAILS
SHEET NO.:
C7.2
11

2' MIN
COMPACTED
W
al
CUT OR FILL SLOPE
TYPICAL
-ORIGINAL GRADE
CROSS SECTION
NOTEi
L CHART TO BE COMPLETED BY DESIGNER
2, SEE NCDENR EROSION ANSI -SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL FOR CONDITIONS WHERE PRACTICE
APPLIES] PLANNING CONSIDERATION B DESIGN CRITERIA.
DITCH ID TYPE WIDTH (W) DEPTH <d) SIDE SLOPE FLOW (Q) VELOCITY LINER TYPE
(PARABOLIC, (S) (CFS) (V) (FPS)
V,
TRAPEZOIDAL)
1 V 0 1.5 FT 3:1 6.22 CFS 4.23 FPS S75
�ALM"A
VOL"•,TV
TEMPORARY DIVERSION DITCH
ESC-5
Ram.
1, ENSURE THAT CULVERT ENTRANCES BELOW THE CHECK DAM ARE NOT
SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES,
C. THE DRAINAGE AREA IS LIMITED TO ONE HALF ACRE
3, =EXTEND STONE AT LEAST L5 FEET BEYOND THE DITCH BAN K TO KEEP
WATER FROM CUTTING AROUND THE ENDS OF THE CHECK DAM
4, DO NOT USE CHECK DAM IN INTERMITTENT OR PERENNIAL STREAMS,
5, SEE NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL FOR CONDITIONS WHERE PRACTICE APPLIES; PLANNING
CONSIDERATIONS & DESIGN CRITERIA.
9' MIN, DEPTH-\ 12' OF NCDOT #5
OR #57 WASHED STONE
'5'
151 MIN 1
7-
orik
0�
2' MAX, AT
CLASS CENTER
F1 FILTER CLOTH
MATTING/ L THE DISTANCE THAT POINTS
STABILIZATION A AND B ARE EQUAL ELEVATION
A L
CATA"A
ESC-3 TEMPORARY CHECK DAM
EFFECTIVE� 10/01/2013
LATE WINTER AND
-Y SPRING.,
5-SL>�TURE,
RAIN) - 120 LILIACRE
awnne'
LB/ACRE
LB/ACRE GROUND AGRICULTURAL
WITH ASPHALT, NETTING, OR A MULCH
3HTCAN BE USED AS AMULCH
/ P
-CH
L FOR ADDUTIONAL INVURMATILIN, �;LL NUIJLNIX LKUALUN ANJJ XLUiKLN1 LUNIKUL rLANNINU ANU 1Jt-Z),1UN MANUAL, NLkT1Ur4 txm
2. FOR PERMANENT SEEDING SPECIFICATIONS, INCLUDING SEED BED PREP, SEASONAL LIMITATIONS FOR SEEDING OPERATIONS,
THE KINDS OF GRADES OF FERTILIZERS, TYPE OF SEED, AND THE RATES OF APPLICATION OF LIMESTONE, FERTILIZER, AND
SEEB REFER TO NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION 6,11 FOR PERMANENT
SEEDING REQUIREMENTS.
---T—
ESC-19 TEMPORARY SEEDING SCHEDULE
NPIDES Stormwater Discharge Permit for Construction Activities (NCG01)
KEY/ANCHOR MATERIAL AT
I/ TOP 13F SLOPE.
---------------------------- -----'--NON-WOVEN GEOTEXTILE FILTER CLOTH
FABRIC 4' ABOVE SOURCE WATER
KEY/ANCHOR MATERIAL TO TOE OF SLOPE,
F CA
o
ESC-18 EMBANKMENT MATTING
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TiMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
7 days
None
IM-TWORP-M High Quality Water (HQW) Zones
"F1
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
F77777�� All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
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Remote Ticket Entry
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STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON THE SPECIFIC SITE, NAMED HEREON,
CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS LISTED, HEREON, 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.
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JOB NUMBER: C200074
DESIGN BY: BMF
DATE: 11/12/2021
SHEET TITLE:
EROSION
CONTROL
DETAILS
11
SHEET NO.:
C7.3

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization
Timeframes
Stabilize within this
Site Area Description many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HOW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes ditches, perimeter slopes and HQW Zones
flatter than 4:1 14 -10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
Stabilize the ground sufficiently authat rain will not dislodge the soil. Use one ofthe
techniques in the table below:
°Tempmary grass seed covered with straw m
other mulches and ta^mn+n
°ovummmmna
° Rolled erosion control products with v/
without temporary grass seed
, Appropriately applied straw v,other mulch
° Plastic sheeting
° Permanent grass seed covered with straw m
other mulches and tamwnon
° se^tex |le fabrics such a,permanent soil
reinforcement matting
° Hyd,vsee«/no
° Shrubs v,other permanent plantings covered
with mulch
° Uniform and evenly distributed ground cover
mKmont torestrain erosion
^ Structural methods such auconcrete, asphalt v,
retaining walls �
° Rolled erosion control products with grass seed �
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMSIFlocculants.
l. Apply Ouccu|antsa,orbefore the inlets to Erosion and Sediment Control Measures.
]. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMSIFlocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculands in leak -proof containers that are kept under storm -resistant cover
| orsurrounded bysecondary containment structures. |
PART III
SELF -INSPECTION, RECORDIKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect (during normal
Inspection records must include:
business hours)
(1) Rain gauge Daily
Daily rainfall amount,.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (anc this will determine if a site inspection is
needed). Days an which no rainfall occurred shall be recorded as
`zero.` The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC At least once per
1. Identification of the measures inspected,
Measures 7 calendar days
2. Date and time of the inspection,
and within 24
3, Name of the person performing the inspection,
hours of a rain
4indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken
(3) Stormava' er At least once per
L identification of the discharge curtails inspected,
discharge 7 calendar days
2Date and time. of the inspection,
outfalls (SDCs) and within 24
1 Name of the person performing the inspection,
hours of a rain
4Evidence of indicators of stormwater pollution such as oil
event > LO inch in
sheen, floating or suspended solids or discoloration,
24 hours
5Indication of visible sediment leaving the site,
& Description, evidence, and date of corrective actions taken.
(4) Perimeter of At least once per
if visible sedimentation is fou no a utside site limits, then a record
site 7 calendar days
if the fallowing shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 Inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
1 An explanation as to the actions taken to control future
(5) Streams or At least once per
If the stream or seethed has increased visible sedimentation or a
wetlands cossite 7 calendar days
stream has visible increased turbidity from the construction
or offsite and within 24
activity, then a record of the following shall be made:
(where hours of a rain
L Description, evidence and date of corrective actions taken, and
accessible) event > 1,0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office, per Part 111, Section C, Item (2)(a) ofthis permit.
(6) Ground After each phase
L The phase of grading (installation of perimeter E&SC
stabilization of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timetrame or an assurance that they will be provided as
soon as passible
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
EQUIPMENT AND VEHICLE MAINTENANCE
l Maintain vehicles and equipment toprevent discharge offluids.
2. Provide drip pans under any stored equipment.
9. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store inseparate containers and properly dispose as
hazardous waste (recycle when poss|b|e).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
toerecycling o,disposal center that handles these materials. �
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g clumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
NORTH CAROLINA
Environmental Quality
PART III
SELF -INSPECTION, RECORDIKEEPING AND REPORTING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation 'is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
(b) A phase of grading has been completed,
Initial and date a copy of the approved E&SC
plan or complete, date and sign an Inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures,
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. (40 CFR 122.41]
Sediment basins and traps that receive runoff from drainage areas of one acre mmore shall use outlet structures that withdraw water from the surface when these devices need tobedrawn down
for maintenance o/close out unless this isinfeasible. The circumstances inwhich itbnot feasible tmwithdraw water from the surface shall berare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met: �
(a) The E&SCplan authority has been provided with documentation vfthe non -surface withdrawal and the specific time periods vrconditions inwhich itwill occur. The non -surface withdrawal
shall not commence until the E&SCplan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dcwateringdischarges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples ofappropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(c) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all clewatering devices, and
<U Sediment removed from the clewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters ofthe United States.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
CM
Nam &A
ELM 2 Dom Or FRA330"
CONCRETE WASHOUTS
l. Dunot discharge concrete orcement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and atanapproved facility.
3. Manage washout from mortar mixers inaccordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. |flocal standard details are not available, use one ofthe two
types oftemporary concrete washouts provided onthis detail.
5. Do not use concrete washouts for clewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
bepumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can beshown that noother alternatives are reasonably available. Ataminimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills o,overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad infront ofthe washout. Additional controls may berequired bythe
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post si8na8eonthe washout itself toidentify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags orother temporary structural
components when nolonger functional. When utilizing alternative orproprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
inanapproved disposal facility. Fill pit, ifapplicable, and stabilize any disturbance
caused hyremoval ofwashout.
HERBICIDES,
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
3. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible orwhere they may spill orleak into wells, sturmwaterdrains, ground water
o,surface water. |faspill occurs, clean area immediately.
4. Donot stockpile these materials onxhe.
HAZARDOUS AND TOXIC WASTE
l. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover orinsecondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
SECTIONC: REPORTING
1.Occurrences thatK8w*beReported
Pe,mitteesshall report the following occurrences:
(a) Visible sediment deposition inastream mrwetland.
(W Oil spills if:
° They are ZSgallons mmore,
° They are less than Z5gallons but cannot becleaned upwithin I4hours,
^ They cause sheen onsurface waters (regardless ofvo|ume}'o,
• They are within 100 feet of surface waters (regardless of volume).
k1 Releases of hazardous substances in excess of reportable quantities under Section 311
ufthe Clean Water Act (Ref: 40CFR11O3and 4O[FR1l7.3)o,Section 1OZofCERCLA
(Rat4OCFR3Q2.4)orG.S.143`I15.85.
(d) Anticipated bypasses and unanticipated bypasses.
k1 Noncompliance with the conditions of this permit that may endanger health orthe
environment.
2.Reporting Tlmeframesand Other Requirements
After pemmee becomes aware of anoccurrence that must bereported, heshall contact
the appropriate Division
regional office within the timeframes and in accordance with the
other requirements
listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
D5x-O3G8.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
* Wfthin24hours, an oral or electronic notification,
deposition in a
e within 7colendardays, a report thatcontains a description of the
stream or wetland
sediment and actiort; taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
* If the stream is named on the NC 303fd) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions,
(b) Oi I spills and
Within 24 hours, an wat or electronic notification, The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
(c) Anticipated
* A report at least ten days before the date of the bypass. if possible�
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122,41(m)(3)]
effect of the bypass.
bypasses [40 CFIR
* Within 7 colendardays, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
'thhI24hours, an oral or electronic notification.
with the conditions
- Within 7calandardays, a report thatcontains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
* Division staff may waive the requirement for a written report on a
case -by -case basis.
NORTH CAROLINA
Environmental Quality
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STIPULATION FOR REUSE
THIS DRAWING WAS PREPARED FOR USE
ON THE SPECIFIC SITE, NAMED HEREON,
CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS USTED, H[R[DN, AND IT IS NOT
SUITABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT LATER TIME.
USE OFTHIS DRAWING FOR REFERENCE OR
EXAMPLE ONMOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHrrECT3AND ENGINEERS. REPRODUCTION
OFTH|S DRA�|NC FOR REUSE ON
ANOTHER PROJECT IS NOT AUTHORIZED U
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JOB NUMBER: C200074
DESIGN BY: BMF
DATE: 11/12/2021
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