20230803 Ver 1_More Info Received_20230927

Storm Water Management Plan
Jacobs Creek Subdivision
21-0208.010
Stokesdale, NC
(Rockingham County)
FIRST ISSUED: September 27, 2023
OWNER
IAPPLICANT:
Mr. Josh Spiegel
LGI HOMES- NC, LLC
5511 Capital Center Dr Suite 560
Raleigh, NC 27606
P [phone]
Headquarters Office
320 Executive Court, Hillsborough, NC 27278
ESS/0�-°e�i,9 ;
SEALk3
24627 f
ENGINEER/CONSULTANT:
Don Sever, PE
Summit Design & Engineering Services
320 Executive Court
Hillsborough, NC 27278
P [phone] / F [phone]
'on.sever surr.....___...-
919.732.3883 // www.summitde.com

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Table of Contents
1. Cover Sheet
2. Table of Contents
3. Project Narrative

Narrative and Calculations
PROJECT NAME: Jacobs Creek Subdivision
PROJECT NUMBER: 21-0208
PROJECT LOCATION: Stokesdale, NC (Rockingham County)
TOTAL AREA: 427.64 Acres
ZONING: RM
STORMWATER REG. BASIN: None
RIVER BASIN: Roanoke
WATERSHED PROTECTION AREA: None
PROJECT NARRATIVE:
Introduction:
The subdivision is in the Rockingham County's jurisdiction. No stormwater impact analysis is required in this
watershed. During the 401 Permit review, a Stormwater Management Plan was requested for the
development. An exhibit EX-1 shows the overall stormwater management plan. The following description
explains the drainage basin on a global scale. The drainage basin delineation was created for StreamStats, and
superimposed on the USGS Ellisboro NC quadrangle map. To get a better understanding of the drainage areas
within the property, we have included the StreamStats report that lists these areas.
Overall the property is divided into two different watersheds by US 220. On the east side of US 220, the
drainage basin is mostly flowing into Jacobs Creek. Jacobs Creek is a FEMA regulated stream within the
property boundary. Jacobs Creek flows south to north, with the drainage boundary at NC Highway 65.
On the east side of Griffin Road, the runoff flows to an unnamed branch of Jacobs Creek. A drainage area of
roughly 60 acres is at this location.
For the west side of US 220, the drainage basin is the beginning of Hogans Creek. Like Jacobs Creek, the
watershed flows from south to north.
The property is designed to have townhomes, single family homes, and commercial sections. Our present
design is for the phase 1 which is east of Griffin Road. The concept that is used for phase 1 will be followed in
the remaining phases. Our plans have only conceptual layout. For stream permitting purposes, we identified
where stream crossings are anticipated and developed impacts based on our conceptual design. The crossings
have been given enough flexibility to be constructed within the proposed footprint. We anticipate that the
impacts shown would be worst case scenarios.
It is anticipated that all ponds in Phase 1 will be wetponds. The basins will be located outside of any stream
buffer or wetland area. The intent is to locate the detention basins where sediment basins are needed. The
sediment basin would then be converted to a wetpond when completed.

The flow from the pond will be designed for the pre / post to meet a 1 year design storm. The pipe outlets will
have riprap dissipator pads to handle the 10 year design storm flow to a non -erosive velocity. Typical outlet
velocity for the ponds are around 6 feet per second.
The overall exhibit shows conceptually where storm water ponds will be located throughout the site. Typically
a pond will be located on both sides of the stream channel. The ponds are located behind lots where possible.
During final design, one or two lots might be lost for a storm pond. No further environmental impacts are
anticipated with the construction of the ponds than we have already identified with the impact maps.
For phase 1, we have included the hydraflow design for the two detention ponds. DA-1 has a 1 year flow of
PRE 50.02 cfs / Post 17.18 cfs after routing through the pond. DA-2 has a 1 year flow of PRE 15.8 cfs / POST
5.84 cfs. These basins meet the criteria of meeting the pre / post development flows for the 1 year storm
event.

PHASE 4 PHASES I & 2
PHASE 3
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LEDGEND
POST DA - 1 / TSB A - A=52.33 AC
WOODED AREA
OPEN SPACE
STRUCTURES: 119 x 3,500 SF = 416,500 SF AREA
PAVEMENT AND PARKING: 182,394 SF AREA
SIDEWALKS: 44,106 SF AREA
POST DA - 2 / TSB-BA=11.36 AC
WOODED AREA
OPEN SPACE
STRUCTURES: 43 x 3,500 SF = 150,500 SF AREA
PAVEMENT AND PARKING: 48,214 SF AREA
SIDEWALKS: 8,913 SF AREA
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(IN FEET)
Call before you dig. I inch =
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(PROJECT NO.
21-0208
DRAWING NAME:
21-0208_imp exh.dwg
SHEET NO.
DA-1

SUPPLEMENT-EZ COVER PAGE
RMSLOADED
INFORMATION
1 Project Name
Jacobs Creek Phase 1
2 Project Area ac 60
3 Coastal Wetland Area ac 0
4 Surface Water Area (ac) 0
5 Is this project High or Low Density? H' h
6 Does this project use an off -site SCM? No
COMPLIANCE WITH 02H .1003(4
7
Width of vegetated setbacks provided (feet)
6
8
Will the vegetated setback remain vegetated?
Yes
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?
NIA
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
12
Bioretention Cell
13
Wet Pond
2
14
Stormwater Wetland
15
Permeable Pavement
16
Sand Filter
17
Rainwater Harvesting RWH
18
Green Roof
19
Level Spreader -Filter Strip LS-FS
20
Disconnected Impervious Surface DIS
21
Treatment Swale
22
DEy Pond
23
Storm Filter
24 1
Silva Cell
25
Bayfilter
26 j
Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title:
Donald A. Sever, PE Sr. Project Manager
28
O anization:
Summit Design and Engineering Services
29
Street address:
3301 Benson Dr Suite 400
30
City, State, Zip:
Raleigh NC 27609
31
Phone numbe0s)_:_
Email:
919 732-3883
32
_
don. sever0summltde.mm
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that the
information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
Signature of Designer

DRAINAGE AREAS
1
I Is this a high densi r9ject?
Yes
2
1 If so, number of drainage areas/SCMs
2
3
Does this project have low density areas?
No
4
If so, number of low density drainage areas
0
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
4
Type of SCM
we and
we nd
5
Total drainage area ft
3696066
2279494.8
494841.6
6
Onsite drainage area ft
2613600
1197028.8
494841.6
7
Offsite drainage area ft
1082466
1082466
0
8
Total BUA in project ft
850626 sf
642999 sf
207627 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft
567000 sf
416500 sf
150500 sf
10permitting)
New BUA not on subdivided lots (subject to
s
283626 sf
226499 sf
57127 sf
11
Offsite BUA ft
sf
sf
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
37393 sf
37393 sf
Sidewalk (sq 11)
53019 sf
44106 sf
8913 sf
- Roof ft
sf
- Roadway ft
Future sq ft)
Other, please specify in the comment box
below ft
New infiltrating permeable pavement on
subdivided lots ft
193214 sf
145000 sf
48214 sf
13
sf
14
New infiltrating permeable pavement not on
subdivided lots ft
sf
15permitting)
Existing BUA that will remain (not subject to
ft
0
sf
16
Existing BUA that is already permitted ft
sf
17
Existing BUA that will be removed Isq ftJ
sf
18
Percent BUA
0%
0%
19
Desi n storm inches
1.0 in
1.0 in
20
Design volume of SCM cu ft
57722 cf
17633 cf
21 1
Calculation method for design volume
1" storage
1 1" storage
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

WET POND
1 Drainage area number
2 Minimum required treatment
1 1 2
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
3:1
Yes
3:1
5 What are the side slopes of the SCM (H:V)?
6 Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
Are the inlets, outlets, and receiving stream protected from erosion
7 (10 year storm)?
No
No
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
No
No
91
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump referred
101
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11
Does the maintenance access comply with General MDC 8 ?
Yes
Yes
12
Does the drainage easement comply with General MDC 9 ?
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC j 10 !?
No
Yes
No
Yes
14
Is there an O&M Agreement that complies with General MDC (11)?
15
Is there an 0&M Plan that complies with General MDC (12)?
Yes
Yes
16'
Does the SCM follow the device specific MDC?
Yes
Yes
17 Was the SCM designed by, an NC licensedprofessional?
Yes
Yes
18
Sizing method used
SA/DA
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
798.00
Yes
778.00
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
799.00
779.00
22
Elevation of the bottom of the vegetated shelf fmsl
802.50
782.00
23
Elevation of the permanent pool fmsl
802.50
782.00
24
Elevation of the top of the vegetated shelf fmsl
803.50
783.00
25
Elevation of the temporary pool (fmsl)
806.00
783.50
26
Surface area of the main permanent pool(square feet
18600
10800
27
Volume of the main permanent pool cubic feet
365727 cf
58250 cf
28
Average depth of the main pool feet
3.00 ft
3.00 ft
29
Average depth equation used
Equation 2
Equation 2
30
If using equation 3, main pool perimeter feet
31
If using equation 3, width of submerged veg. shelf feet
32
Volume of the foreb cubic feet
23500 cf
1650 cf
33
Is this 15-20% of the volume in the mainpool?
Yes
Yes
34
Clean -out depth for foreba inches
12 in
12 in
35
Design volume of SCM cu ft
57722 cf
17633 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
37
If orifice, orifice diameter inches
If weir, weir height inches
If weir, weir length (inches_)
Drawdown time for the temporary of (daYsL
Are the inlet(s) and outlet located in a manner that avoids short-
circuiti ?
Are berms or baffles provided to improve the flow path?
2 in
2 in
38
39
40
2
2
41
Yes
Yes
42
No
48 in
No
48 in
43
Depth of forebay at entrance inches
44
Depth of forebay at exit (inches)
12 in
12 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
461
Width of the vegetated shelf feet
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
Does the orifice drawdown from below the top surface of the
permanent pool?
Does the pond minimize impacts to the receiving channel from the 1-
r, 24-hr storm?
Are fountains proposed? (If Y, please provide documentation that
MDC 9 is met.
6:1
6:1
48
Yes
Yes
49
No
No
50
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
531 Species of turf that will be used on the dam and embankment centipede centipede
54t Hasa planting plan been provided for the vegetated shelf? Yes Yes
AMO ONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
Wet Pond 1
11:23 AM 9/27/2023

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Hydraflow Results
Phase 1

Watershed Model Schematic
I
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
1 - PRE DA - 1 2 - POST DA SCM A
5 - PRE DA - 2 6 - POST DA SCM B 7 - POST DA - 2 BYPASS
3 - WETPOND A
8 - WETPOND B Jqpf
9 - Combined Post B
Legend
Hvd. Origin Description
1 SCS Runoff PRE DA - 1
2 SCS Runoff POST DA SCM A
3 Reservoir WETPOND A
5 SCS Runoff PRE DA - 2
6 SCS Runoff POST DA SCM B
7 SCS Runoff POST DA - 2 BYPASS
8 Reservoir WETPOND B
9 Combine Combined Post B
Project: Phase-1-PRE-POST final.gpw Wednesday, 09 / 27 / 2023

Hydrograph Return Period Recap
draflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2023
Hyd.
Hydrograph
Inflow
Peak Outflow
(cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
SCS Runoff
------
1-yr
2-yr
3-yr
5-yr
10-yr T25-yr
50-yr
100-yr
PRE DA - 1
1
50.02
76.46
-------
-------
159.52
220.80
269.73
322.81
2
SCS Runoff
------
62.55
91.57
-------
-------
179.97
243.34
293.42
347.39
POST DA SCM A
3
Reservoir
2
17.18
54.83
-------
-------
116.08
131.51
142.28
152.43
WETPOND A
5
SCS Runoff
------
15.85
24.00
-------
-------
49.38
68.14
83.10
99.31
PRE DA - 2
6
SCS Runoff
------
18.70
26.35
-------
-------
49.08
65.06
77.58
91.01
POST DA SCM B
7
SCS Runoff
------
5.837
8.839
-------
-------
18.19
25.09
30.60
36.57
POST DA - 2 BYPASS
8
Reservoir
7
0.275
0.349
-------
-------
6.697
16.99
24.62
32.12
WETPOND B
9
Combine
7,8
5.984
9.060
-------
-------
18.53
36.81
51.51
66.27
Combined Post B
Proj. file: Phase-1-PRE-POST final.gpw
Wednesday, 09 / 27 / 2023

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D® by Autodesk, Inc. v2023
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
50.02
Time
interval
(min)
2
Time to
Peak
(min)
726
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
PRE DA - 1
1
168,532
------
------
2
SCS Runoff
62.55
2
724
181,867
------
------
------
POST DA SCM A
3
Reservoir
17.18
2
738
179,665
2
805.29
107,678
WETPOND A
5
SCS Runoff
15.85
2
722
43,117
------
------
------
PRE DA - 2
6
SCS Runoff
18.70
2
722
49,047
------
------
------
POST DA SCM B
7
SCS Runoff
5.837
2
722
15,879
------
------
------
POST DA - 2 BYPASS
8
Reservoir
0.275
2
886
15,837
7
780.88
24,384
WETPOND B
9
Combine
5.984
2
722
31,715
7,8
------
------
Combined Post B
Phase-1-PRE-POST final.gpw
Return Period: 1 Year
Wednesday, 09 / 27 / 2023

Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 1
PRE DA - 1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 56.150 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.87 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
K�
30.00
20.00
10.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 50.02 cfs
Time to peak
= 12.10 hrs
Hyd. volume
= 168,532 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.80 min
Distribution
= Type II
Shape factor
= 484
PRE DA - 1
Hyd. No. 1 -- 1 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
i i I I I I I 1 11% 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 2
POST DA SCM A
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 52.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.87 in
Storm duration
= 24 hrs
* Composite (Area/CN) _ [(24.850 x 74) + (27.480 x 80)] / 52.330
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1'
0 2 4
Hyd No. 2
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 62.55 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 181,867 cuft
Curve number
= 77*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.10 min
Distribution
= Type II
Shape factor
= 484
POST DA SCM A
Hyd. No. 2 -- 1 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
1011111
i i I I I I I I --I% 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 3
WETPOND A
Hydrograph type
= Reservoir
Peak discharge
= 17.18 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 179,665 cuft
Inflow hyd. No.
= 2 - POST DA SCM A
Max. Elevation
= 805.29 ft
Reservoir name
= WET POND A
Max. Storage
= 107,678 cuft
Storage Indication method used. Wet pond routing start elevation = 802.50 ft.
WETPOND A
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 6 12 18 24 30 36 42 48 54 60 66 72
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 107,678 cuft

Pond Report 7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 09 / 27 / 2023
Pond No. 1 - WET POND A
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 799.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00
799.00
1.00
800.00
2.00
801.00
2.50
801.50
3.50
802.50
4.50
803.50
6.00
805.00
11.00
810.00
12.00
811.00
13.00
812.00
Culvert / Orifice Structures
[A]
Rise (in)
= 42.00
Span (in)
= 42.00
No. Barrels
= 1
Invert El. (ft)
= 799.00
Length (ft)
= 94.00
Slope (%)
= 2.12
N-Value
= .013
Orifice Coeff.
= 0.60
Multi -Stage
= n/a
Contour area (sqft)
299
4,100
10,495
17,688
21,110
24,800
28,800
34,870
36,500
39,000
Incr. Storage (cuft)
0
1,835
7,051
6,967
19,372
22,928
40,159
158,917
35,678
37.739
Weir Structures
Total storage (cuft)
0
1,835
8,886
15,853
35,225
58,153
98,312
257,229
292,908
330,647
[B] [C] [PrfRsr] [A] [B] [C] [D]
3.50
0.00
0.00
Crest Len (ft)
= 24.00
0.00
0.00
0.00
3.50
0.00
0.00
Crest El. (ft)
= 805.00
0.00
0.00
0.00
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
802.50
0.00
0.00
Weir Type
= 1
---
---
---
1.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
0.00
0.00
n/a
.013
.013
n/a
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A Wr B Wr C
Wr D ExfiI User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs cfs cfs
cfs cfs cfs cfs
0.00
0
799.00
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
1.00
1,835
800.00
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
2.00
8,886
801.00
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
2.50
15,853
801.50
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
3.50
35,225
802.50
0.00
0.00 ---
--- 0.00 --- ---
--- --- --- 0.000
4.50
58,153
803.50
0.30 is
0.30 is ---
--- 0.00 --- ---
--- --- --- 0.297
6.00
98,312
805.00
0.49 is
0.49 is ---
--- 0.00 --- ---
--- --- --- 0.494
11.00
257,229
810.00
140.67 is
0.05 is ---
--- 140.50 s --- ---
--- --- --- 140.56
12.00
292,908
811.00
148.16 is
0.04 is ---
--- 147.84 s --- ---
--- --- --- 147.89
13.00
330,647
812.00
155.27 is
0.04 is ---
--- 154.88 s --- ---
--- --- --- 154.91

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 5
PRE DA - 2
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 13.930 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.87 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
• m
.M
3.00
0.00 ' 1'
0 2 4
Hyd No. 5
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 15.85 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 43,117 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.20 min
Distribution
= Type II
Shape factor
= 484
PRE DA - 2
Hyd. No. 5 -- 1 Year
Q (cfs)
18.00
15.00
12.00
M
M
3.00
i i I I I I I I X 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 6
POST DA SCM B
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 11.360 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.87 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
•M
.M
M11111
0.00 ' 1'
0 2 4
Hyd No. 6
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 18.70 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 49,047 cuft
Curve number
= 80
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.60 min
Distribution
= Type II
Shape factor
= 484
POST DA SCM B
Hyd. No. 6 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
. Me
3.00
J- — ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 7
POST DA - 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 5.130 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.87 in
Storm duration
= 24 hrs
Q (cfs)
6.00
5.00
K
3.00
2.00
1.00
0.00 ' 1'
0 2 4
Hyd No. 7
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 5.837 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 15,879 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
POST DA - 2 BYPASS
Hyd. No. 7 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
i i I I I I I I IV 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

11
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 8
WETPOND B
Hydrograph type
= Reservoir
Peak discharge
= 0.275 cfs
Storm frequency
= 1 yrs
Time to peak
= 14.77 hrs
Time interval
= 2 min
Hyd. volume
= 15,837 cuft
Inflow hyd. No.
= 7 - POST DA - 2 BYPASS
Max. Elevation
= 780.88 ft
Reservoir name
= WET POND B
Max. Storage
= 24,384 cuft
Storage Indication method used. Wet pond routing start elevation = 780.00 ft.
Q (cfs)
6.00
5.00
K
3.00
2.00
1.00
WETPOND B
Hyd. No. 8 -- 1 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
mroyffins
0 6 12 18 24 30 36 42 48 54 60 66
Time (hrs)
Hyd No. 8 Hyd No. 7 Total storage used = 24,384 cuft

Pond Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Pond No. 3 - WET POND B
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 776.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 776.00
1,200
0
0
4.00 780.00
7,890
16,221
16,221
5.00 781.00
10,800
9,306
25,527
6.00 782.00
12,400
11,590
37,117
7.00 783.00
14,000
13,191
50,307
8.00 784.00
15,700
14,840
65,148
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 24.00
3.50
0.00
0.00
Crest Len (ft)
= 16.00 10.00
0.00 0.00
Span (in) = 24.00
3.50
0.00
0.00
Crest El. (ft)
= 781.70 782.50
0.00 0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 2.60
3.33 3.33
Invert El. (ft) = 779.00
780.00
0.00
0.00
Weir Type
= 1 Broad
--- ---
Length (ft) = 40.00
0.00
0.00
0.00
Multi -Stage
= No No
No No
Slope (%) = 3.75
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
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
776.00
0.00
0.00 ---
--- 0.00
0.00 ---
--- --- --- 0.000
4.00
16,221
780.00
0.00
0.00 ---
--- 0.00
0.00 ---
--- --- --- 0.000
5.00
25,527
781.00
0.30 is
0.30 is ---
--- 0.00
0.00 ---
--- --- --- 0.297
6.00
37,117
782.00
0.44 is
0.44 is ---
--- 8.75
0.00 ---
--- --- --- 9.192
7.00
50,307
783.00
0.56 is
0.54 is ---
--- 78.97
9.19 ---
--- --- --- 88.71
8.00
65,148
784.00
0.64 is
0.63 is ---
--- 185.85
47.77 ---
--- --- --- 234.24

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 9
Combined Post B
Hydrograph type
= Combine
Peak discharge
= 5.984 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 31,715 cuft
Inflow hyds.
= 7, 8
Contrib. drain. area
= 5.130 ac
Q (cfs)
6.00
5.00
K
3.00
2.00
1.00
0.00
0 4
Hyd No. 9
Combined Post B
Hyd. No. 9 -- 1 Year
8 12
Hyd No. 7
16 20
Hyd No. 8
24 28
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
--" 0.00
32
Time (hrs)

Hydrograph Summary Report
14
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D® by Autodesk, Inc. v2023
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
Time
interval
(min)
2
Time to
Peak
(min)
724
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
------
Hydrograph
Description
PRE DA- 1
1
322.81
1,011,268
------
------
2
SCS Runoff
347.39
2
722
983,655
------
------
------
POST DA SCM A
3
Reservoir
152.43
2
734
981,437
2
811.61
315,869
WETPOND A
5
SCS Runoff
99.31
2
720
258,721
------
------
------
PRE DA - 2
6
SCS Runoff
91.01
2
720
240,801
------
------
------
POST DA SCM B
7
SCS Runoff
36.57
2
720
95,279
------
------
------
POST DA - 2 BYPASS
8
Reservoir
32.12
2
724
95,237
7
782.41
42,476
WETPOND B
9
Combine
66.27
2
722
190,516
7,8
------
------
Combined Post B
Phase-1-PRE-POST final.gpw
Return Period: 100 Year
Wednesday, 09 / 27 / 2023

Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 1
PRE DA - 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 56.150 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.04 in
Storm duration
= 24 hrs
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 322.81 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 1,011,268 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.80 min
Distribution
= Type II
Shape factor
= 484
PRE DA - 1
Hyd. No. 1 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
-r ' ' ' ' - ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 2
POST DA SCM A
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 52.330 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.04 in
Storm duration
= 24 hrs
* Composite (Area/CN) _ [(24.850 x 74) + (27.480 x 80)] / 52.330
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' 1'
0 2 4
Hyd No. 2
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 347.39 cfs
Time to peak
= 12.03 hrs
Hyd. volume
= 983,655 cuft
Curve number
= 77*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 16.10 min
Distribution
= Type II
Shape factor
= 484
POST DA SCM A
Hyd. No. 2 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
-' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 3
WETPOND A
Hydrograph type
= Reservoir
Peak discharge
= 152.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 981,437 cuft
Inflow hyd. No.
= 2 - POST DA SCM A
Max. Elevation
= 811.61 ft
Reservoir name
= WET POND A
Max. Storage
= 315,869 cuft
Storage Indication method used. Wet pond routing start elevation = 802.50 ft.
WETPOND A
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 315,869 cuft

Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 5
PRE DA - 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 13.930 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 8.04 in
Storm duration
= 24 hrs
Q (cfs)
100.00
40.00
20.00
0.00 ' 1'
0 2 4
Hyd No. 5
6 8
Wednesday, 09 / 27 / 2023
Peak discharge
= 99.31 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 258,721 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.20 min
Distribution
= Type II
Shape factor
= 484
PRE DA - 2
Hyd. No. 5 -- 100 Year
Q (cfs)
100.00
9.1`iZiI7
40.00
20.00
-r ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 6
POST DA SCM B
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 11.360 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.04 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 6
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA SCM B
Hyd. No. 6 -- 100 Year
Wednesday, 09 / 27 / 2023
= 91.01 cfs
= 12.00 hrs
= 240,801 cuft
= 80
= 0 ft
= 10.60 min
= Type II
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 7
POST DA - 2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 5.130 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.04 in
Storm duration
= 24 hrs
Q (cfs)
40.00
30.00
20.00
10.00
0.00 ' 1'
0 2 4
Hyd No. 7
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST DA - 2 BYPASS
Hyd. No. 7 -- 100 Year
6 8 10 12 14 16
Wednesday, 09 / 27 / 2023
= 36.57 cfs
= 12.00 hrs
= 95,279 cuft
= 74
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D8 by Autodesk, Inc. v2023
Hyd. No. 8
WETPOND B
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 7 - POST DA - 2 BYPASS
Reservoir name
= WET POND B
Storage Indication method used. Wet pond routing start elevation = 780.00 ft.
Q (cfs)
40.00
30.00
20.00
10.00
0.00 -'
0
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
WETPOND B
Hyd. No. 8 -- 100 Year
4 8 12
Hyd No. 8 Hyd No. 7
Wednesday, 09 / 27 / 2023
= 32.12 cfs
= 12.07 hrs
= 95,237 cuft
= 782.41 ft
= 42,476 cuft
16 20 24 28
Total storage used = 42,476 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
32
Time (hrs)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Wednesday, 09 / 27 / 2023
Hyd. No. 9
Combined Post B
Hydrograph type
= Combine
Peak discharge
= 66.27 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 190,516 cuft
Inflow hyds.
= 7, 8
Contrib. drain. area
= 5.130 ac
Combined Post B
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 9 Hyd No. 7 Hyd No. 8

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DRY DETENTION BASIN DETAIL - SCM A
SCALE: I" = 30'
VEGETATED SHELF PLANTING CHART
Total Planting Area = 3600 SF
SHALLOW LAND PLANTS
Shallow Water Planting Area, SF
3600
Total Plants Required
900
SCIENTIFIC NAME
COMMON NAME
QTY.
% OF QTY
SIZE
4" POT
ASCLEPIAS INCARNATA
SWAMP MILK WEED
180
20%
4" POT
LOBELIA CARDINALIS
CARDINAL FLOWER
180
20%
4" POT
EUPATORIADELPHUS FISTULOSU
JOE PYE WEED
180
20%
4" POT
HIBISCUS COCCINEUS
SCARLET ROSE MALLO
180
20%
4" POT
KOSTELETZKYA VIRGINICA
SEASHORE MALLOW
180
20%
4" POT
4" POT
GRAND TOTAL
900
100%
* @ 2' O.C.
DECORATIVE
rMNlrinln
LEGEND:
+ + SHALLOW LAND
AREA 3,600 SF
NOTES:
1. INSTALL WETLAND PLANTS PER SUBCHAPTER 9.4 OF THE
NCDENR STORMWATER BMP MANUAL.
2. SHALLOW WATER AND SHALLOW LAND PLANTS SHALL BE
INSTALLED 2 FOOT ON CENTER AT A RATE OF 50 PLANTS
PER 200 SQUARE FEET.
3. SOD INTERIOR BANK OF BMP ABOVE SHALLOW LAND
ELEVATION WITH CENTIPEDE GRASS. USE TALL FESCUE
ON TOP OF DAM AND ON DAM EMBANKMENT.
4. MAINTAIN HEALTH OF WETLAND PLANTINGS PER
SUBCHAPTER 9.5 OF THE NCDENR STORMWATER BMP
MANUAL
5. PROVIDE 1 YEAR WARRANTY FOR PLANTS.
WETLAND PLANTING NOTES: 6. ONE YEAR (1 YR.) WARRANTY SHALL BE FULLY
TRANSFERABLE TO ANY SUBSEQUENT OWNER UPON
CONVEYANCE OF THE PROPERTY PRIOR TO ITS
1. CONTACT ENGINEER PRIOR TO CONSTRUCTION FOR PRE -CONSTRUCTION CONFERENCE. EXPIRATION.
2. SOILS USED WITHIN THE WETLAND MUST ADHERE TO THE FOLLOWING REQUIREMENTS:
2.1. THE SOIL MIX MUST BE UNIFORM AND FREE OF STONES, STUMPS, ROOTS, OR OTHER SIMILAR MATERIAL GREATER THAN 2 INCHES IN
DIAMETER.
2.2. THE PH SHOULD BE BETWEEN 4.5 AND 7.0. IF THE PH FALLS OUTSIDE OF THIS RANGE, CONTRACTOR SHALL FOLLOW RECOMMENDATIONS OF
SOIL TEST RESULTS FOR APPROPRIATE APPLICATION RATES.
2.3. ALL TOP SOILS TO BE USED WITHIN THE WETLAND SHALL BE ANALYZED AT A SOIL TESTING LAB, AND CONTRACTOR SHALL FOLLOW
RECOMMENDATIONS OF SOIL TEST RESULTS BEFORE PLANTING.
3. ALL MANAGED PERVIOUS AREAS SHALL BE SEEDED OR PLANTED PER THE FOLLOWING CRITERIA:
3.1. TILL OR DISC SOIL TO APPROPRIATE DEPTH PER NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL PERMANENT
STABILIZATION REQUIREMENTS.
3.2. AMEND SOIL TO PROVIDE SUFFICIENT ORGANIC MATTER FOR LONG-TERM VEGETATION GROWTH AND INFILTRATION.
3.3. IF SOIL IS NOT AMENDED PROVIDE JUSTIFICATION I.E. SOIL TEST RESULTS FOR WHY THE AMENDMENT WAS NOT NECESSARY.
3.4. ADDITIONAL AMENDMENTS AS NECESSARY TO ENSURE THAT THE PERVIOUS SURFACE IS INFILTRATING STORMWATER AT
PRE -DEVELOPMENT RATES.
4. SOIL AMENDMENTS SHOULD BE INCORPORATED AT THE END OF THE SITE DEVELOPMENT PROCESS AND THE THE WETLAND SHOULD BE PLANTED
AND MULCHED IMMEDIATELY AFTER AMENDING THE SOIL TO STABILIZE THE SITE AS SOON AS POSSIBLE.
5. WETLAND PLANTS SHALL BE OBTAINED FROM A SIMILAR PLACE OF ORIGIN OR LOCAL SOURCE TO ENSURE SURVIVABILITY. WETLAND SEED MIXES
ARE NOT ALLOWED.
6. INSTALL STORMWATER WETLAND PLANTS PER SUBCHAPTERS A-3 AND C-4 OF THE NCDEQ STORMWATER DESIGN MANUAL.
7. SOD INTERIOR BANK OF SCM ABOVE SHALLOW LAND ELEVATION WITH CENTIPEDE GRASS.
8. MAINTAIN HEALTH OF STORMWATER WETLAND PLANTINGS PER SUBCHAPTER C-4 OF THE NCDEQ STORMWATER DESIGN MANUAL. CONTRACTOR
SHALL REPLACE ANY PLANT LOSSES WITH THE APPROPRIATE SHALLOW WATER OR SHALLOW LAND PLANTINGS AS SHOWN ON THIS SHEET FOR A
MINIMUM OF 1 YEARS FROM INSTALLATION. ALL PLANTS THAT DO NOT SURVIVE AT THE END OF THE FIRST YEAR WARRANTY PERIOD MUST BE
REPLACED. IF A MINIMUM COVERAGE OF 70 PERCENT IS NOT ACHIEVED IN THE PLANTED WETLAND ZONES AFTER THE SECOND GROWING
SEASON, SUPPLEMENTAL PLANTING SHOULD BE COMPLETED.
9. ENSURE NEWLY INSTALLED PLANTINGS ARE PROVIDED WITH ADEQUATE WATER, ESPECIALLY DURING DRY PERIODS.
10. NEW PLANTINGS SHOULD BE INSPECTED FREQUENTLY AND MAINTENANCE PERFORMED OR PLANTING REPLACED AS NEEDED.
11. TREES OR SHRUBS SHALL NOT BE PLANTED ON ANY PORTIONS OF WATER IMPOUNDING EMBANKMENTS, WITHIN THEIR SPILLWAYS/CHANNELS,
AND THE REQUIRED ACCESS AND MAINTENANCE EASEMENT.
Know what's below.
Call before you dig.
GRAPHIC SCALE
15 0 7.5 15 30 60
( IN FEET)
I inch = 30 ft.
`SEE DETAIL FOR PIPE SIZE
SLOPE STABILIZATION NOTE: EXPOSED INTERIOR 3:1 OR POND RISER STRUCTURE
GREATER SLOPES SHALL BE STABILIZED BY THE INSTALLATION (SEE DETAIL)
6' W OF CENTIPEDE SOD TO THE TOP OF BANK.
LITTORAL SHELF 6' W
LITTORAL SHELF
SLOPE-�
3:1
PPE = 802.50'�
SLOPE \\ MAX .50 ELEV.
6:1 -1 L __­r_ -
ANTI -SEEPAGE COLLAR
NTS
6.0'
0.5' (TYP.)
PROVIDE LOCKING MECHANISM
FOR ACCESS HATCH.
o �
in
o � d
CONCRETE ANCHOR BOLT (TYP.,
SEE NOTE #2)
THE BOLD LINETYPE DENOTES THE J FABRICATED ALUMINUM/STAINLESS
ACCESS HATCH TO BE PROVIDED BY STEEL HINGES FOR THE 3'xT ACCESS
THE TRASH RACK FABRICATOR HATCH. ACCESS HATCH SHALL BE
POSITIONED OVER STEPS.
NOTES:
1. ALL MATERIAL TO BE ALUMINUM ROD.
2. FASTEN TO CONCRETE STRUCTURE WITH $" X 3" STAINLESS STEEL CONCRETE WEDGE ANCHORS
AT 24" MAXIMUM SPACING. A MINIMUM OF 4 ANCHORS SHALL BE USED.
3. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR APPROVAL FOR ALUMINUM TRASH RACK PRIOR TO
CONSTRUCTION/FABRICATION.
ALUMINUM TRASH RACK DETAIL
GEOTEXTILE TO EXTEND
MIN 24" INTO ADJACENT
MATERIAL
NOTE:
WALL THICKNESS AND
REINFORCEMENT DESIGN TO BE
DETERMINED BY PRECAST
t Q
CONCRETE MANUFACTURER
6" PVC SCREW TYPE PLUG-
6" PVC TEE
6" PVC CAP WITH
3.5" DRILLED HOLE
4" ORIFICE FOR SKIMMER PIPE.
SEAL AFTER SEDIMENT POND IS
CONVERTED. °
CHANNEL BOTTOM 798.50'
5'W x 51 x (1.5'THICK)
ANTI-BOUYANCY CONCRETE ANCHOR
/ BLOCK. BLOCK SHALL BE
PERMANENTLY SECURED TO RISER
BASE UNIT WITH WATER TIGHT
JOINTS/CONNECTIONS AND STAINLESS
STEEL STRAPS / HARDWARE.
N.T.S.
nPE
24" Th CLASS B RIP RAP
TRASH RACK
5" X 5" OPENINGS
REFER TO DETAIL
T P ELE .- 805. O'
6" PVC STUB
INTO BOX
ELEV. 802.5'
BOTTOM
J
SLOPE TO DRAIN
94'
797.00'
42" RCP @ 2.1
W/ O-RING
CONCRETE BOTTOM
5'X5' PRE -CAST CONCRETE
OUTLET STRUCTURE
NOT TO SCALE
SLOPE
2:1
SEDIMENT STORAGE
42" O-RING RCP (CLASS III)
* DEPTH AND ELEVATION RELATIVE TO SECTION VIEW ONLY.
CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #2)
ROADWAY ELEV 813.0
WETPOND DETAIL - SECTION A -A
ALUMINUM TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
.-�F WITH FOUR EQUALLY SPACED STAINLESS
STEEL CONCRETE WEDGE ANCHORS. EACH
CLAMP ATTACHED TO MANHOLE RISER BY
2-4"x1/4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY COATING.
NTS
42" BARREL
CONC.CUTOFF
WALL
RIPRAP
PLUNGE
POOL
1 CONCRETE COLLAR AS PER DETAIL
KEYWAY TRENCH TO BE PROVIDED PER THE DIRECTION OF THE
SITE GEOTECHNICAL ENGINEER. A KEYWAY TRENCH (KEY TRENCH)
OF A MINIMUM WIDTH OF FIVE FEET (5'), CENTERED ON THE
CENTERLINE OF THE DAM, SHALL BE INCORPORATED. THE
KEYWAY TRENCH SHALL EXTEND TO A MINIMUM DEPTH OF TWO
FEET (2'), HOWEVER IN ALL CASES IT SHALL EXTEND INTO SOILS
SUITABLE FOR EMBANKMENT FOUNDATIONS.
WETPOND STRUCTURE DETAILS
DESIGN
INLET STRUCTURE
60" PRECAST BOX
EMER. OVERFLOW (WEIR) ELEV
805.00
PEAK FLOW ORIFICE ELEV
802.50'
PEAK FLOW ORIFICE SIZE
5"
DEWATERING ORIFICE SIZE/ELEV
5" @ 802.50'
TOP OF DAM
813.0'
OUTLET PIPE/ BARREL
42"
OUTLET PIPE INVERT
797.00'
Q1 FLOW FROM BASIN(cfs)
17.18 ELEV. 805.29'
NOTES:
1. SOD INTERIOR BANK OF BMP ABOVE BOTTOM ELEVATION
WITH CENTIPEDE GRASS. USE TALL FESCUE ON TOP OF
DAM AND ON DAM EMBANKMENT.
2. PROVIDE 1 YEAR WARRANTY FOR PLANTS.
3. ONE YEAR (1 YR.) WARRANTY SHALL BE FULLY
TRANSFERABLE TO ANY SUBSEQUENT OWNER UPON
CONVEYANCE OF THE PROPERTY PRIOR TO ITS
EXPIRATION.
DECOMMISSIONING A SEDIMENT BASIN:
1. CALL FOR ON -SITE DETERMINATION/MEETING WHEN REQUESTING TO DECOMMISSION/ PHASE OUT A TEMPORARY SEDIMENT BASIN.
2. DETERMINATION CAN ONLY BE MADE BY THE LOCAL EROSION CONTROL SPECIALIST AND/OR HIS OR HER SUPERVISOR.
3. ONCE IT HAS BEEN AGREED THAT THE TEMPORARY SEDIMENT BASIN CAN BE REMOVED, IT MUST BE MARKED AND INITIALED BY THE EROSION CONTROL INSPECTOR.
4. IF THE SEDIMENT BASIN HAS WATER IN IT, THE WATER MUST BE PUMPED OUT FROM THE SURFACE INTO A FILTER BAG ON A LEVEL AREA FREE OF DEBRIS (OR ANOTHER APPROVED
METHOD WITH NON -EROSIVE PROPERTIES).
5. REMOVE SKIMMER AND PLUG ANY HOLES IN THE RISER (IF APPLICABLE) AND REMOVE ALL BAFFLE MATERIALS.
6. IF THERE IS A LOT OF SEDIMENT/SILT IN THE BOTTOM OF THE BASIN, MIX WITH DRY MATERIAL OR SET ASIDE TO DRY, BEFORE HAULING OFF.
7. FILL/CONVERT BASIN PER THE APPROVED GRADING PLAN.
8. AFTER FINAL GRADING HAS BEEN COMPLETED, AREA MUST BE STABILIZED WITH LIME, SEED, FERTILIZER, STRAW AND TACK ACCORDING TO DURHAM COUNTY'S SEEDING
APPLICATION RATES AND SPECS.
DAM EMBANKMENT CONSTRUCTION STANDARDS:
1. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN 6-INCH LOOSE LAYERS (3-INCH LOOSE LAYERS
WITHIN 3-FEET OF EITHER SIDE OF THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS
THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN
ACCORDANCE WITH ASTM D698.
2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS
WITH ORGANIC MATTER CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH (IN ANY DIRECTION) SHALL BE REMOVED FROM
THE FILL PRIOR TO COMPACTION.
3. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE
NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
4. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
5. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF CONTROLLED FILL.
6. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL
THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED STONE.
7. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION PREPARATION (I.E., TREATMENT WITH SLUSH
GROUTING, DENTAL CONCRETE, ETC.) MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH ACTIVITIES SHALL BE CLOSELY
MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
8. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
9. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED POWER TAMPERS
OR PLATE COMPACTORS OR MINIATURE SELF-PROPELLED ROLLERS.
10. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
11. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN -PLACE STRUCTURES (INCLUDING THE CRADLE) UNTIL ADEQUATE CURING TIME HAS ELAPSED.
12. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION, A 2- TO 3- INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED EMBANKMENT SURFACE AND THE
AREA SEEDED AND SODDED OR HYDROSEEDED.
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120 FES
STORMWATER ACCESS &
i
MAINTENANCE EASEMENT / \
WETPON D DETAIL - SCM B
VIAL POOL
0.01
10'TO I W�
Q�ELEV. .00' J/XI
� o -
\I r 20' L X 10' W EMERGENCY \ J )
I SPILLWAY W/ RIPRAP I /
1 @ ELEV. 782.50'
I / f
�111 I PROVIDE 12" THICK, I I I
I 1' HIGH CLASS B I I
I RIPRAP II
' AT FOREBAY BERM. ------- I I I
1 j
SCALE: I " = 30'
WET DETENTION POND STRUCTURE DETAILS
VEGETATED SHELF PLANTING CHART
Total Planting Area = 2900 SF
SHALLOW LAND PLANTS
Shallow Water Planting Area, SF
2900
Total Plants Required
725
SCIENTIFIC NAME
COMMON NAME
QTY.
% OF QTY
SIZE
4" POT
ASCLEPIAS INCARNATA
SWAMP MILK WEED
145
20%
4" POT
LOBELIA CARDINALIS
CARDINAL FLOWER
145
20%
4" POT
EUPATORIADELPHUS FISTULOSUl
JOE PYE WEED
145
20%
4" POT
HIBISCUS COCCINEUS
SCARLET ROSE MALLO
145
20%
4" POT
KOSTELETZKYA VIRGINICA
SEASHORE MALLOW
145
20%
4" POT
DESIGN
AS -BUILT
INLET STRUCTURE
48" PRECAST BOX
EMER. OVERFLOW (WEIR) ELEV
781.70'
PEAK FLOW ORIFICE ELEV
NA
PEAK FLOW ORIFICE SIZE
NA
DEWATERING ORIFICE SIZE/ELEV
3.5" @ 780'
TOP OF DAM
784.00'
DESIGN STORM ELEV (1")
781.70'
DESIGN STORM VOLUME (1")
17633 CF
OUTLET PIPE/ BARREL
24"
OUTLET PIPE INVERT
779.00'
Q1 FLOW FROM BASIN(cfs)
0.28
4" POT
GRAND TOTAL 725 100% 2' O.C. NOT INSTALL WETLAND PLANTS PER SUBCHAPTER 9.4 OF THE
NCDENR STORMWATER BMP MANUAL.
2. SHALLOW WATER AND SHALLOW LAND PLANTS SHALL BE
INSTALLED 2 FOOT ON CENTER AT A RATE OF 50 PLANTS
PER 200 SQUARE FEET.
3. SOD INTERIOR BANK OF BMP ABOVE SHALLOW LAND
ELEVATION WITH CENTIPEDE GRASS. USE TALL FESCUE
ON TOP OF DAM AND ON DAM EMBANKMENT.
4. MAINTAIN HEALTH OF WETLAND PLANTINGS PER
SUBCHAPTER 9.5 OF THE NCDENR STORMWATER BMP
MANUAL
5. PROVIDE 1 YEAR WARRANTY FOR PLANTS.
WETLAND PLANTING NOTES: 6. ONE YEAR (1 YR.) WARRANTY SHALL BE FULLY
TRANSFERABLE TO ANY SUBSEQUENT OWNER UPON
CONVEYANCE OF THE PROPERTY PRIOR TO ITS
1. CONTACT ENGINEER PRIOR TO CONSTRUCTION FOR PRE -CONSTRUCTION CONFERENCE. EXPIRATION.
2. SOILS USED WITHIN THE WETLAND MUST ADHERE TO THE FOLLOWING REQUIREMENTS:
2.1. THE SOIL MIX MUST BE UNIFORM AND FREE OF STONES, STUMPS, ROOTS, OR OTHER SIMILAR MATERIAL GREATER THAN 2 INCHES IN
DIAMETER.
2.2. THE PH SHOULD BE BETWEEN 4.5 AND 7.0. IF THE PH FALLS OUTSIDE OF THIS RANGE, CONTRACTOR SHALL FOLLOW RECOMMENDATIONS OF
SOIL TEST RESULTS FOR APPROPRIATE APPLICATION RATES.
2.3. ALL TOP SOILS TO BE USED WITHIN THE WETLAND SHALL BE ANALYZED AT A SOIL TESTING LAB, AND CONTRACTOR SHALL FOLLOW
RECOMMENDATIONS OF SOIL TEST RESULTS BEFORE PLANTING.
3. ALL MANAGED PERVIOUS AREAS SHALL BE SEEDED OR PLANTED PER THE FOLLOWING CRITERIA:
3.1. TILL OR DISC SOIL TO APPROPRIATE DEPTH PER NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL PERMANENT
STABILIZATION REQUIREMENTS.
3.2. AMEND SOIL TO PROVIDE SUFFICIENT ORGANIC MATTER FOR LONG-TERM VEGETATION GROWTH AND INFILTRATION.
3.3. IF SOIL IS NOT AMENDED, PROVIDE JUSTIFICATION (I.E. SOIL TEST RESULTS) FOR WHY THE AMENDMENT WAS NOT NECESSARY.
3.4. ADDITIONAL AMENDMENTS AS NECESSARY TO ENSURE THAT THE PERVIOUS SURFACE IS INFILTRATING STORMWATER AT
PRE -DEVELOPMENT RATES.
4. SOIL AMENDMENTS SHOULD BE INCORPORATED AT THE END OF THE SITE DEVELOPMENT PROCESS AND THE THE WETLAND SHOULD BE PLANTED
AND MULCHED IMMEDIATELY AFTER AMENDING THE SOIL TO STABILIZE THE SITE AS SOON AS POSSIBLE.
5. WETLAND PLANTS SHALL BE OBTAINED FROM A SIMILAR PLACE OF ORIGIN OR LOCAL SOURCE TO ENSURE SURVIVABILITY. WETLAND SEED MIXES
ARE NOT ALLOWED.
6. INSTALL STORMWATER WETLAND PLANTS PER SUBCHAPTERS A-3 AND C-4 OF THE NCDEQ STORMWATER DESIGN MANUAL.
7. SOD INTERIOR BANK OF SCM ABOVE SHALLOW LAND ELEVATION WITH CENTIPEDE GRASS.
8. MAINTAIN HEALTH OF STORMWATER WETLAND PLANTINGS PER SUBCHAPTER C-4 OF THE NCDEQ STORMWATER DESIGN MANUAL. CONTRACTOR
SHALL REPLACE ANY PLANT LOSSES WITH THE APPROPRIATE SHALLOW WATER OR SHALLOW LAND PLANTINGS AS SHOWN ON THIS SHEET FOR A
MINIMUM OF 1 YEARS FROM INSTALLATION. ALL PLANTS THAT DO NOT SURVIVE AT THE END OF THE FIRST YEAR WARRANTY PERIOD MUST BE
REPLACED. IF A MINIMUM COVERAGE OF 70 PERCENT IS NOT ACHIEVED IN THE PLANTED WETLAND ZONES AFTER THE SECOND GROWING
SEASON, SUPPLEMENTAL PLANTING SHOULD BE COMPLETED.
9. ENSURE NEWLY INSTALLED PLANTINGS ARE PROVIDED WITH ADEQUATE WATER, ESPECIALLY DURING DRY PERIODS.
10. NEW PLANTINGS SHOULD BE INSPECTED FREQUENTLY AND MAINTENANCE PERFORMED OR PLANTING REPLACED AS NEEDED.
11. TREES OR SHRUBS SHALL NOT BE PLANTED ON ANY PORTIONS OF WATER IMPOUNDING EMBANKMENTS, WITHIN THEIR SPILLWAYS/CHANNELS,
AND THE REQUIRED ACCESS AND MAINTENANCE EASEMENT.
Know wh;
Call
elow.
re you dig.
GRAPHIC SCALE
15 0 7.5 15 30 60
( IN FEET)
I inch = 30 ft.
LEGEND:
SHALLOW LAND
AREA: 2,900 SF
5.0'
0.5' (TYP.)
SLOPE
3:1
6'W�
LITTORAL SHELF
SLOPE
6:1
r11
coP�caE�E couna
A
Mnsnc RVP-1 -
'SEE DETAIL FOR PIPE SIZE
ANTI -SEEPAGE COLLAR
NTS
PROVIDE LOCKING MECHANISM
FOR ACCESS HATCH.
CONCRETE ANCHOR BOLT (TYP.,
SEE NOTE #2)
THE BOLD LINETYPE DENOTES THE \ I FABRICATED ALUMINUM/STAINLESS
THE TRASH RACK FABRICATOR
ACCESS HATCH TO BE PROVIDED BY \\(Il- STEEL HINGES FOR THE TxT ACCESS
HATCH. ACCESS HATCH SHALL BE
POSITIONED OVER STEPS.
NOTES:
1. ALL MATERIAL TO BE ALUMINUM ROD.
2. FASTEN TO CONCRETE STRUCTURE WITH e" X 3" STAINLESS STEEL CONCRETE WEDGE ANCHORS
AT 24" MAXIMUM SPACING. A MINIMUM OF 4 ANCHORS SHALL BE USED.
3. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR APPROVAL FOR ALUMINUM TRASH RACK PRIOR TO
CONSTRUCTION/FABRICATION.
N.T.S.
SLOPE
2:1
SLOPE STABILIZATION NOTE: EXPOSED INTERIOR 3:1 OR
GREATER SLOPES SHALL BE STABILIZED BY THE INSTALLATION
OF CENTIPEDE SOD TO THE TOP OF BANK.
PPE = 780.00'
POND RISER STRUCTURE
(SEE DETAIL)
MAX ELEV.
639.00'
776" SEDIMENT STORAGE
DEPTH AND ELEVATION RELATIVE TO SECTION VIEW ONLY.
10, W
6' W
LITTORAL SHELF
781.00 SHALLOW LANDN
24" O-RING RCP (CLASS III)
WET POND DETAIL - SECTION A -A
NTS
TOP OF DAM ELEV = 784.00'
WEIR ELEV = 782.5'
Q100 ELEV - 782.41" /
- - - - - - - - - - - - - - - - - - - - - - - -
ELEV 784.00
30" BARREL
CONC.CUTOFF
WALL
RIPRAP
PLUNGE
\ POOL
1 CONCRETE COLLAR AS PER DETAIL
KEYWAY TRENCH TO BE PROVIDED PER THE
DIRECTION OF THE SITE GEOTECHNICAL ENGINEER.
A KEYWAY TRENCH (KEY TRENCH) OF A MINIMUM
WIDTH OF FIVE FEET (5'), CENTERED ON THE
CENTERLINE OF THE DAM, SHALL BE
INCORPORATED. THE KEYWAY TRENCH SHALL
EXTEND TO A MINIMUM DEPTH OF TWO FEET (2'),
HOWEVER IN ALL CASES IT SHALL EXTEND INTO
SOILS SUITABLE FOR EMBANKMENT FOUNDATIONS.
_------ Q1ELEV=780.88- _________
PPE = 778.00'
111:��Fwal
I I
WEIR / SPILLWAY DETAIL
NTS
3'°F
CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #2)
1.0'
22" Th CLASS B RIP RAP
as❑❑�� 0 5' TO EXTEND FROM CREST OF
SPILLWAY TO TOE OF DAM
❑❑❑❑❑❑❑❑ z.o'
nnnnnnnnnl 0.5'
KEY IN SPILLWAY SUCH THAT
TOP OF STONE IS AT ±782.50'
10.00,
CREST OF
SPILLWAY= 782.50'
EMERGENCY SPILLWAY
NOT TO SCALE
ALUMINUM TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL-7
WITH FOUR EQUALLY SPACED STAINLESSSTEEL CONCRETE
CLAMP ATTACHED WEDGE H O MANHOLE RISER BY24'x1/4" CONCRETE ANCHOR BOLTS EACH GEOTEXTILE TO EXTEND
CLAMP TO BE COATED W/ AN EPDXY COATING.
MIN 24" INTO ADJACENT
24" Th CLASS B RIP RAP
MATERIAL
TRASH RACK
5" X 5" OPENINGS
REFER TO DETAIL
NOTE: J
TC1IP ELE .- 781. 0'
STANDARD MANHOLE STEPS AT
WALL THICKNESS AND 16" O.C.
REINFORCEMENT DESIGN TO BE
DETERMINED BY PRECAST °
22" Th CLASS B RIP RAP /
TO EXTEND FROM CREST OF
SPILLWAY TO ELEV 638.00'
GEOTEXTILE LINER
EXTEND 2' EACH SIDE
RIPRAP CHANNEL
NOT TO SCALE
CONCRETE MANUFACTURER
a
DECOMMISSIONING A SEDIMENT BASIN:
4" PVC SCREW TYPE PLUG
ALL JOINTS AND CONNECTIONS TO BE
WATER TIGHT /BOLTED WITH STAINLESS STEEL STRAPS AND 1. CALL FOR ON -SITE DETERMINATION/MEETING WHEN REQUESTING TO DECOMMISSION/ PHASE OUT A TEMPORARY SEDIMENT BASIN.
4" PVC TEE
4" PVC STUB
HARDWARE AND BE 2. DETERMINATION CAN ONLY BE MADE BY THE LOCAL EROSION CONTROL SPECIALIST AND/OR HIS OR HER SUPERVISOR.
INTO BOX
MORTARED/GROUTED INSIDE AND OUT 3. ONCE IT HAS BEEN AGREED THAT THE TEMPORARY SEDIMENT BASIN CAN BE REMOVED, IT MUST BE MARKED AND INITIALED BY THE EROSION CONTROL INSPECTOR.
ELEV. 780.0'
4. IF THE SEDIMENT BASIN HAS WATER IN IT, THE WATER MUST BE PUMPED OUT FROM THE SURFACE INTO A FILTER BAG ON A LEVEL AREA FREE OF DEBRIS (OR ANOTHER APPROVED
4" PVC CAP WITH
METHOD WITH NON -EROSIVE PROPERTIES).
2.5" DRILLED HOLE
5. REMOVE SKIMMER AND PLUG ANY HOLES IN THE RISER (IF APPLICABLE) AND REMOVE ALL BAFFLE MATERIALS.
6. IF THERE IS A LOT OF SEDIMENT/SILT IN THE BOTTOM OF THE BASIN, MIX WITH DRY MATERIAL OR SET ASIDE TO DRY, BEFORE HAULING OFF.
7. FILL/CONVERT BASIN PER THE APPROVED GRADING PLAN.
40' 8. AFTER FINAL GRADING HAS BEEN COMPLETED, AREA MUST BE STABILIZED WITH LIME, SEED, FERTILIZER, STRAW AND TACK ACCORDING TO DURHAM COUNTY'S SEEDING
APPLICATION RATES AND SPECS.
a v
4' •
779.00'
24' RCP @ 3.75°
4" ORIFICE FOR SKIMMER PIPE.
W/ O-RING
SEAL AFTER SEDIMENT POND IS
CONVERTED. tea'. GROUT
BOTTOM
SLOPE TO DRAIN
----------------------
1=1=1=1
1=III=III=III=III
POND BOTTOM 776.00' -III=III=III=III=I .
�=1�1=1�1=1�1=1�1=1�1=1�1=1�1=1�1=1�1=1�1=1�1=1 • .' .
-III=III=III=III=III=III=III=III=III=III=III=III
'-III-III-III-III-III-III-III-III-III-III-III-I ° .
aTI=III-III-III-III-III-III-III III=III=III=III .. .
4'W x 41 x (2'THICK FOR 4" WALLS,
1' T. FOR 6" WALLS) ANTI-BOUYANCY
CONCRETE ANCHOR / BLOCK. BLOCK
SHALL BE PERMANENTLY SECURED TO
RISER BASE UNIT WITH WATER TIGHT
JOINTS/CONNECTIONS AND STAINLESS CONCRETE BOTTOM
STEEL STRAPS / HARDWARE.
4'X4' PRE -CAST CONCRETE
OUTLET STRUCTURE
NOT TO SCALE
DAM EMBANKMENT CONSTRUCTION STANDARDS:
CLASS B RIP RAP
SPILLWAY. FOR
USE FABRIC AS
SHOWN ON DETAIL.
TOP OF DAM - 784.00'
1. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN 6-INCH LOOSE LAYERS (3-INCH LOOSE LAYERS WITHIN 3-FEET OF EITHER SIDE OF
THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A
MOISTURE CONTENT OF + OR - TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.
2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS WITH ORGANIC MATTER
CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH (IN ANY DIRECTION) SHALL BE REMOVED FROM THE FILL PRIOR TO COMPACTION.
3. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO SPECIFIED
REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
4. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT.
5. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF CONTROLLED FILL.
6. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH UNDERCUTTING SHALL BE
PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS OF THE
FOUNDATION SOILS WITH CRUSHED STONE.
7. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION PREPARATION (I.E., TREATMENT WITH SLUSH GROUTING, DENTAL CONCRETE, ETC.)
MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH ACTIVITIES SHALL BE CLOSELY MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
8. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
9. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR
MINIATURE SELF-PROPELLED ROLLERS.
10. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
11. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN -PLACE STRUCTURES (INCLUDING THE CRADLE) UNTIL ADEQUATE CURING TIME HAS ELAPSED.
12. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION, A 2- TO 3- INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED EMBANKMENT SURFACE AND THE AREA SEEDED AND SODDED OR
HYDROSEEDED.
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StreamStats
Drainage Areas

StreamStats Report
Region ID: NC
Workspace ID: NC20220715195415512000
Clicked Point (Latitude, Longitude): 36.29033,-79.92273
Time: 2022-07-1 5 1 5:54:13 -0400
i
Basin Characteristics
1) 5
5`
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Dal

Parameter Code
Parameter Description
Value
Unit
DRNAREA
Area that drains to a point on a stream
2.47
square miles
LC061MP
Percentage of impervious area determined from NLCD 2006 impervious dataset
1.48
percent
Urban Peak -Flow Statistics
Urban Peak -Flow Statistics Parameters [Region 1 Piedmont Urban under 3 sgmi 2014 5030]
Parameter Code
Parameter Name
Value
Units
Min Limit
Max Limit
DRNAREA
Drainage Area
2.47
square miles
0.1
3
LC061MP
Percent Impervious NLCD2006
1.48
percent
0
47.9
Urban Peak -Flow Statistics Flow Report [Region 1 Piedmont Urban under 3 sgmi 2014 5030]
PII: Prediction Interval -Lower, Plu: Prediction Interval -Upper, ASEp: Average Standard Error of Prediction, SE: Standard
Error (other -- see report)
Statistic
Value
Unit
PII
Plu
ASEp
Urban 50-percent AEP flood
324
ft"3/s
174
604
31.9
Urban 20-Percent AEP flood
570
ft^3/s
344
946
25.4
Urban 10-percent AEP flood
773
ft^3/s
475
1260
25
Urban 4-percent AEP flood
1060
ft"3/s
622
1810
27
Urban 2-percent AEP flood
1310
ft"3/s
736
2330
29.3
Urban 1-percent AEP flood
1570
ft^3/s
833
2960
32.1
Urban 0.5-percent AEP flood
1860
ft^3/s
936
3700
35.1
Urban 0.2-percent AEP flood
2190
ft^3/s
1060
4540
37.5

StreamStats S3 Report
Region ID: INC
Workspace ID: NC20230714193135331000
Clicked Point (Latitude, Longitude): 36.28998,-79.94734
Time: 2023-07-14 1 5:31 :56 -0400
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tr
Roadway crossing 53 in phase 5
Basin Characteristics
. - a
ICI
I
i;
X
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Parameter
Code
Parameter Description
Value
Unit
DRNAREA
Area that drains to a point on a stream
0.49
square
miles
LC061MP
Percentage of impervious area determined from NLCD 2006 impervious
1.94
percent
dataset
PCTREG1
Percentage of drainage area located in Region 1 - Piedmont / Ridge and
100
percent
Valley
PCTREG2
Percentage of drainage area located in Region 2 - Blue Ridge
0
percent
PCTREG3
Percentage of drainage area located in Region 3 - Sandhills
0
percent
PCTREG4
Percentage of drainage area located in Region 4 - Coastal Plains
0
percent
PCTREG5
Percentage of drainage area located in Region 5 - Lower Tifton Uplands
0
percent

StreamStats Report S8
Region ID: NC
Workspace ID: NC20230710123751030000
Clicked Point (Latitude, Longitude): 36.29278,-79.92871
Time: 2023-07-10 08:38:10 -0400
Roadway Crossing S8
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Mill

Basin Characteristics
Parameter Code Parameter Description
DRNAREA
Area that drains to a point on a stream
LC061MP
Percentage of impervious area determined from NLCD 2006 impervious dataset
PCTREG1
Percentage of drainage area located in Region 1 - Piedmont / Ridge and Valley
PCTREG2
Percentage of drainage area located in Region 2 - Blue Ridge
PCTREG3
Percentage of drainage area located in Region 3 - Sandhills
PCTREG4
Percentage of drainage area located in Region 4 - Coastal Plains
PCTREG5
Percentage of drainage area located in Region 5 - Lower Tifton Uplands
Urban Peak -Flow Statistics
Urban Peak -Flow Statistics Parameters [Region 1 Piedmont Urban under 3 sgmi 2014 5030]
Value Unit
0.22 square miles
2.68 percent
100 percent
0 percent
0 percent
0 percent
0 percent
Parameter Code
Parameter Name
Value
Units
Min Limit
Max Limit
DRNAREA
Drainage Area
0.22
square miles
0.1
3
LC061MP
Percent Impervious NLCD2006
2.68
percent
0
47.9
Urban Peak -Flow Statistics Flow Report [Region 1 Piedmont Urban under 3 sgmi 2014 5030]
PII: Prediction Interval -Lower, Plu: Prediction Interval -Upper, ASEp: Average Standard Error of Prediction, SE: Standard Error
(other -- see report)
Statistic Value Unit PII Plu ASEp
Urban 50-percent AEP flood 60.5 ft^3/s 32.4 113 31.9
Urban 20-Percent AEP flood 99 ft^3/s 59.6 164 25.4

StreamStatsReport-Phasel -Offsite
Region ID: NC
Workspace ID: NC20230117182520590000
Clicked Point (Latitude, Longitude): 36.29258,-79.91147
Time: 2023-01-17 13:25:41 -0500
Basin Characteristics
Parameter Code
Parameter Description
DRNAREA
Area that drains to a point on a stream
LC061MP
Percentage of impervious area determined from NLCD 2006 impervious dataset
PCTREGI
Percentage of drainage area located in Region 1 - Piedmont / Ridge and Valley
PCTREG2
Percentage of drainage area located in Region 2 - Blue Ridge
PCTREG3
Percentage of drainage area located in Region 3 - Sandhills
PCTREG4
Percentage of drainage area located in Region 4 - Coastal Plains
PCTREG5
Percentage of drainage area located in Region 5 - Lower Tifton Uplands
Peak -Flow Statistics
Peak -Flow Statistics Parameters [Region 1 Piedmont rural under 1 sgmi 2014 5030]
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Value Unit
0.0723 square miles
0.15 percent
100 percent
0 percent
0 percent
0 percent
0 percent
Parameter Code
Parameter Name
Value
Units
Min Limit
Max Limit
DRNAREA
Drainage Area
0.0723
square miles
0.1
1
LC061MP
Percent Impervious NLCD2006
0.15
percent
0
47.9
Peak -Flow Statistics Disclaimers [Region 1 Piedmont rural under 1 sgmi 2014 50301
One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors.
Peak -Flow Statistics Flow Report [Region 1 Piedmont rural under 1 sgmi 2014 5030]
Statistic Value Unit
50-percent AEP flood 25.4 ft^3/s

Statistic
Value
Unit
20-percent AEP flood
41.3
ft13/s
10-percent AEP flood
52.8
ft^3/s
4-percent AEP flood
67.7
ft^3/s
2-percent AEP flood
79.4
ft^3/s
1-percent AEP flood
91.2
ft13/s
0.5-percent AEP flood
103
ft^3/s
0.2-percent AEP flood
123
ft^3/s
Peak -Flow Statistics Citations
Feaster, T.D., Gotvald, A.J., and Weaver, J.C.,2014, Methods for estimating the magnitude and frequency of floods for urban and small,
rural streams in Georgia, South Carolina, and North Carolina, 2011 (ver. 1.1, March 2014): U.S. Geological Survey Scientific
Investigations Report 2014-5030, 104 p. (http://pubs.usgs.gov/sir/2014/5030/)
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