20070228 Ver 9_Stormwater Site Plans_20220513

DesCgwCws the Future, Toolau.
Monday, May 9, 2022
Chonticha McDaniel
NCDEQ-401 Stormwater Permitting
512 N. Salisbury St.
Archdale Building - 9th Floor
Raleigh, NC 27604
RE: Middlesex Shell #1 (DWR # 07-0228 v7, Nash County)
Dear Chonticha:
The owners of the Middlesex Shell building have decided to change the Bioretention Design
to a Wet Pond Design. The overall drainage concept of the proposed building and the future
buildings has not changed.
Changes to the site plan and the associated calculations have been included in this package.
The overall site plan can be found on sheet CE-01 while the more specific details and the changes in
the stormwater facility can be found on sheets CE-03 and CE-04. The proposed BUA has not
changed and is 255,137 SF while the total drainage area remains at 430,808 SF.
Included in this package is the Stormwater Management Plan for Middlesex Shell #1. I have
included two (2) plans sets for Middlesex Shell #1 with two (2) sets of calculations. Included in
those calculations is the signed Operation and Maintenance Agreement for the Wet Pond that will
provide directions to assist with maintenance as well as guidelines to remediate issues that may
arise around the perimeter of the BMP, the inlet device, the pretreatment area, the vegetation,
and the drop inlet.
Sincerely,
Stocks Engineering, P.A.
J. Kevin Varnell
J. Michael Stocks, PE
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
252.459.8196 (voice)
252.459.8197 (fax)
252.903.6891 (mobile)
mstocks(a�stocksengineering.com

Middlesex
Shell
Wet Pond Revision
Owner/Developer:
Nash County
120 West Washington St.
Nashville, NC 27856
Phone: [phone]
STOCKS ; r : Fss,o••
. y
s.
ENGINEERING AL, _ • - SEA! �• = _
801 EAST WASHINGTON STREET P.O. BOX 1108 M • 19843 , 5 ZZ
NASHVILLE, N.C. 27856 PHONE: [phone] v :• Q•�y
WWW.STOCKSENGINEERING.COM •.N GAG +' ��
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Project:
Location:
Date:
Basin ID:
Drainage Area (A)
Impervious Area
% Impervious (I)
Wet Pond Design
Middlesex Shell #1
Middlesex , NC
14-Oct-21
1
Water Quality Volume
Calculate Rv:
WQV =
Surface Area
Orifice Sizing
Rv =
9.89
5.86
59.25%
Rv = 0.05+.9 X I
r
0.58
3630XRDXRvXA
RD =
WQV =
Average Depth =
SA/DA Ratio =
Surface Area =
1.00
20,940
3.00
2.09
Inch
CF
Acres
Acres
(Choose SA/DA Ration from the NC BMP Maunual Table 1 or 2)
(SA/DA Ratio / 100) X Area (Ac.) / 43,560 (SF/Ac.)
9,004
Design Orifice Q= CoAo V2gHo
CD =
g=
Ho = H/3=
H=
Ao =
Design Pipe =
0.6
32.2
0.33
1
0.04
2.75
SF
FT/S2
FT
FT
FEET
INCH
Design Orifice Q = 0.11 CFS
Days to Drain =
Wetland Plants - Vegetative Shelf
Vegetative Shelf SurfaceArea =
# of Wetland Plants =
2.1
1998
500
SF

Table 1: Peidmont and Mountain SA/DA Table (Adapted from Driscoll, 1986)
Percent
Impervious
Cover
Permanent Pool Average Depth (ft)
3.0
4.0
5.0
6.0
7.0
>=8.0
10%
0.51
0.43
0.37
0.3
0.27
0.25
20%
0.84
0.69
0.61
0.51
0.44
0.4
30%
1.17
0.94
0.84
0.72
0.61
0.56
40%
1.51
1.24
1.09
0.91
0.78
0.71
50%
1.79
1.51
1.31
1.13
0.95
0.87
60%
2.09
1.77
1.49
1.31
1.12
1.03
70%
2.51
2.09
1.8
1.56
1.34
1.17
80%
2.92
2.41
2.07
1.82
1.62
1.4
90%
3.25
2.64
2.31
2.04
1.84
1.59
100%
3.55
2.79
2.52
2.34
2.04
1.75
Table 2: Coastal SA/DA Table (Adapted from Driscoll, 1986)
Percent
Impervious
Cover
Permanent Pool Average Depth (ft)
3.0
4.0
5.0
6.0
7.0
>=8.0
10%
0.78
0.61
0.44
0
0
0
20%
1.48
1.04
0.87
0.7
0.52
0.35
30%
2.18
1.65
1.39
1.13
0.87
0.7
40%
2.96
2.26
1.83
1.39
0.96
0.78
50%
3.65
2.87
2.35
1.83
1.31
0.96
60%
4.35
3.31
2.78
2.26
1.74
1.13
70%
5.22
3.92
3.22
2.52
1.83
1.31
80%
5.92
4.52
3.65
2.78
1.91
1.57
90%
6.53
5.05
4.18
2.96
2.44
1.74
100%
7.13
5.92
4.87
3.83
2.78
1.83

WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME
ELEVATI
ON
SURFAC
E AREA
INCREM
ENTAL
VOLUME
201.0
516.0
678.5
202.0
841.0
1,040.5
203.0
1,240.0
1,472.5
204.0
1,705.0
1,967.0
205.0
2,229.0
1,259.3
206.0
2,808.0
1,690.8
207
3955
SUM = 8,108.5
Forebay i4 19.9% I of Pond.
Pond Average Depth:
3.8
Feet
POND VOLUME
ELEVATI
ON
SURFAC
E AREA
INCREM
ENTAL
VOLUME
203.0
8,352.0
8,752.0
204.0
9,152.0
9,565.0
205.0
9,978.0
10,406.5
206.0
10,835.0
12,074.0
207
13313
SUM = 40,797.5

Buoyancy Resistance Calculations for Outlet
Assumptions:
Unit Weight of Saturated Soil [gsat] =
Unit Weight of Concrete [gconc] =
Unit Weight of Water [gw] =
Base Length [L] =
Base Width [W] =
Known:
120
147
62.4
5
5
Inside Diameter of Structure (ft) =
Outside Diameter of Structure (ft) =
Depth of Structure (ft) =
Minimum Base Slab Thickness (in) =
Minimum Top Slab Thickness (in) =
Average Invert Thickness (in) =
Base Slab Area (ft2) =
Displacement Volume, Wetwell (ft2) =
Displacement Volume, Base Slab (ft2) =
Buoyant Force =
Effective Weight of Soil Over Slab Extension =
Structure Weight, Walls =
Structure Weight, Invert =
Structure Weight, Top Slab =
Structure Weight, Base Slab =
Structure Weight, Total =
Table of Calculations:
pcf
pcf
pcf
feet
feet
ID
OD
D
T
Tts
Ti
A
Vw
Vbs
B
S
Ww
Wi
Wts
Wbs
W
Same if Extended Moorbase
Same if Extended Moorbase
2.78
3.44
4.5
6
0
6
A
Ww
Wi
Wts
Wbs
W
(ft2)
(Ibs)
(Ibs)
(Ibs)
(Ibs)
(Ibs)
19.63
2131.74
445.9094
0.00
1442.438
4020.085
Vw
Vbs
B
S
(ft3)
(ft)
(Ibs)
(Ibs)
41.80
9.81
3220.76
2678.99
Conclusion:
2'X3' Box
2'X3' Box
(L x W) or pi(L/2)2
pi(OD/2)2D
A(T/12)
(Vw +Wbs) xgw
(gsat - gw) x (A-pi(OD/2)2)D
(pi(OD/2)2 - pi(ID/2)2)Dgconc
pi(I D/2)2Tigconc
pi(OD/2)2(Tts/12)gconc
A(T/12)goono
Ww+WI+Wts +Wbs
W + S =
6699.08
B=
3220.76
FOS
IsW+S>B?
YES
2.08
Since the weight of the structure and the base slab is greater than the buoyancy for of the structure,
the resistance to buoyant force is provided.

Project:
Location:
Date:
STOCKS
ENGINEERING
Curve Numbers
Middlesex Shell #1
Middlesex, NC
14-Oct-21
Pre Development
Pre Dev. 1
Curve Number
58.08
Post Development
Post Dev. 1
Curve Number
82.92

Project:
Location:
Date:
Basin ID:
Drainage Area (A)
Curve Numbers
Middlesex Shell #1
ENGINEERING
Middlesex, NC
14-Oct-21
Pre Dev. Area 1
9.89
Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area (ac)I B Area (ac)I C Area (ac)I D
Area (ac)
Cultivated Land
Without Conservation Treatment
72
81
88
91
With Conservation Treatment
62
71
78
81
Wood of Forest Land
Poor Cover (Thin)
45
66
77
83
Good Cover
25
55
6.05
70
77
Open Spance (lawns, parks, cemeteries, etc)
Poor Condition
(grass cover <50%)
68
79
86
89
Fair Condition
(grass cover 50%-75%)
49
69
79
84
Good Condition
(grass cover >75%)
39
j
61
3.64
74
80
Impervious Area
Parking Lots, Roofs, Drives, etc.
98
98
0.2
98
98
Soil Area per Hydrologic Group
0
9.89
'
0
0
Drainage Area = Area Total
Weighted Curve Number
CN = [(CNi*Ai)+ (CNn*An)]/Atot
Pre Development Area 1 Curve Number
TRUE
9.89
= 9.89
58.08

Project:
Location:
Date:
Basin ID:
Drainage Area (A)
Curve Numbers
Middlesex Shell #1
ENGINEERING
Middlesex, NC
14-Oct-21
Post Dev. Area 1
9.89
Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area (ac)I B Area (ac)I C Area (ac)I D
Area (ac)
Cultivated Land
Without Conservation Treatment
72
81
88
91
With Conservation Treatment
62
71
78
81
Wood of Forest Land
Poor Cover (Thin)
45
66
77
83
Good Cover
25
55
70
77
Open Spance (lawns, parks, cemeteries, etc)
Poor Condition
(grass cover <50%)
68
79
86
89
Fair Condition
(grass cover 50%-75%)
49
69
79
84
Good Condition
(grass cover >75%)
39
j
61
4.03
74
80
Impervious Area
Parking Lots, Roofs, Drives, etc.
98
98
5.86
98
98
Soil Area per Hydrologic Group
0
9.89
'
0
0
Drainage Area = Area Total
Weighted Curve Number
CN = [(CNi*Ai)+ (CNn*An)]/Atot
TRUE
9.89
= 9.89
Post Development Area 1 Curve Number
82.92

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Fip eD
WI
Project: Pre vs Post.gpw
Monday, 05 / 9 / 2022

Hydrograph Return Period Rec
2
all?Iraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
2
3
SCS Runoff
SCS Runoff
Reservoir
2
19.47
55.01
13.98
Pre Development
Post Development
Post Out of Pond
Pro . file: Pre vs Post.gpw
Monday, 05 / 9 / 2022

Hydrograph Summary Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
2
3
SCS Runoff
SCS Runoff
Reservoir
19.47
55.01
13.98
1
1
1
718
717
725
41,485
113,819
87,196
2
209.86
57,294
Pre Development
Post Development
Post Out of Pond
Pre vs Post.gpw
Return Period: 1 Year
Monday, 05 / 9 / 2022

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
Pre Development
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 9.890 ac
= 5.0 %
= KIRPICH
= 4.90 in
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 05 / 9 / 2022
= 19.47 cfs
= 11.97 hrs
= 41,485 tuft
= 58.1
= 1100 ft
= 5.43 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
Pre Development
Hyd. No. 1 -- 1 Year
i
IN
0 2 4 6 8 10 12 14 16 18 20 22
Hyd No. 1
s
24
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
26
Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
Post Development
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 9.890 ac
= 5.0 %
= KIRPICH
= 4.90 in
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, 05 / 9 / 2022
= 55.01 cfs
= 11.95 hrs
= 113,819 cuft
= 82.9
= 1100 ft
= 5.43 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Post Development
Hyd. No. 2 -- 1 Year
1
0.00
0.0
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 2
20.0
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
22.0
Time (hrs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Monday, 05 / 9 / 2022
Hyd. No. 3
Post Out of Pond
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
= Reservoir
= 1 yrs
= 1 min
= 2 - Post Development
= Wet Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
= 13.98 cfs
= 12.08 hrs
= 87,196 cuft
= 209.86 ft
= 57,294 cuft
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Post Out of Pond
Hyd. No. 3 -- 1 Year
0
5 10 15 20 25 30 35 40 45
Hyd No. 3
Hyd No. 2
IIIIII1II
Total storage used = 57,294 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
50
Time (hrs)

Pond Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 207.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft) Contour area (sqft)
Incr. Storage (cuft) Total storage (cuft)
0.00 207.00 17,268 0 0
1.00 208.00 19,152 18,210 18,210
2.00 209.00 21,104 20,128 38,338
3.00 210.00 23,113 22,109 60,447
Monday, 05 / 9 / 2022
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 2.75 0.00 0.00 Crest Len (ft) = 10.00 30.00 0.00 0.00
Span (in) = 24.00 2.75 0.00 0.00 Crest El. (ft) = 209.50 209.70 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 205.50 207.00 0.00 0.00 Weir Type = 1 Rect --- ---
Length (ft) = 60.00 0.10 0.00 0.00 Multi -Stage = Yes No No No
Slope (%) = 0.50 0.10 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi -Stage = n/a No 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 (ft) Stage / Discharge
3.00
2.00
1.00
0.00
0.00
3.00
Total Q
6.00
9.00
12 00
1500
1800
21 00
24 00
27 00
Elev (ft)
210.00
209.00
208.00
207.00
30 00
Discharge (cfs)

U.S. 264 A
LOCATION SKETCH
NOT TO SCALE
General Notes:
1. Topographical data performed by Civiltek Associates East, PA, Spring Hope, North Carolina.
2. The contractor shall notify and cooperate with all utility companies or firms having facilities
on or adjacent to the site before disturbing, altering, removing, relocating, adjusting or
connecting to said facilities.
3. All excavation is unclassified and shall include all materials encountered.
4. All structural fill material shall be free of all sticks, rocks, and clumps of mud.
5. Unusable excavated materials and all waste resulting from clearing and grubbing shall be
disposed of off -site by the contractor in an approved solid waste landfill.
6. Location of underground utilities are approximate and must be field verified. Contact the
NC One Call Center at least 48 hours prior to digging © 1.800.632.4949. True Line
Surveying has only located the utilities that are above ground at the time
of field survey. Underground lines shown hereon are approximate or as reported by
various responsible parties. The surveyor does not guarantee that any underground
structures such as utilities, tanks and pipes are located hereon.
7. All pipe lengths are horizontal distances and are approximate.
8. All work shall comply with all applicable codes, regulations, and/or local standards imposed
by the Town of Nashville, and NCDOT.
9. All construction and materials shall meet NCDOT standards, latest edition. All work within
within NCDOT right-of-way shall meet the specifications and standards of NCDOT.
10. All concrete pipe is to be ASTM C-76, Class III with ram-nek.
11. This property is not located in a Flood Hazard Zone per FEMA Map. Ref. No. (3720274400K),
dated July 7, 2014.
12. All lot dimensions shown are approximate. Consult the boundary survey of actual site
boundary information.
13. The contractor shall be responsible for all work zone traffic control in or adjacent to NCDOT
right-of-way. All signs, pavement markings and other traffic control devices shall conform
to the Manual on Uniform Traffic Control Devices (MUTCD), 2003 edition as amended.
14. Prior to placing CABC stone base, the contractor should notify the Geotechnical Engineer to
inspect and proof roll the subgrade. Any stone place without prior approval will be the sole
responsibility of the contractor.
15. DESIGN/FIELD CONDITIONS quite easily may vary from that represented in the initial
soils report and/or topographical report. Isolated areas may show up weak and adverse
soils or groundwater conditions may be discovered that were not revealed during the initial
soils investigation. Therefore, the Contractor is to be aware that Stocks Engineering, P.A.
will not and cannot be held responsible for any failures to either a street or parking
lot pavement design as a result of soil conditions.
16. All utility services, (power, telephone, cable, etc.) are proposed to be underground. Do not
seed or mulch disturbed areas until all underground utilities have been installed.
17. Regulatory signs, stops signs and street name signs shall be manufactured from high
intensity reflective materials.
18. All excess topsoil and unclassified excavation is to be hauled off -site, unless otherwise
directed by the owner.
19. All site construction must be inspected by The Project Engineer or Architect, as applicable,
at the following stages:
A. Completion of grading subgrade prior to placing Stone Base.
B. Completion of Stone placement prior to paving.
C. Final inspection when all work is complete.
20. The surveyor did not visibly see any cemeteries in any open areas unless otherwise noted.
21. This property does not depict encumbrances that are found during a thorough title search.
22. Concrete Sub shall be responsible for all score joints and expansion joints.
23. All on -site curb and gutter to be as shown on plans. Curb and gutter within NCDOT
right-of-way to be 30" standard.
24. All curb and gutter and sidewalk concrete is to be minimum 3,000 psi at 28 days, air
entrained.
25. Contractor to furnish all paint striping and thermoplastic (as required by NCDOT) as shown.
26. All dimensions are to edge of pavement (EOP) unless indicated otherwise.
27. Contractor SHALL NOT POUR any concrete before forms are inspected by the Civil
engineer and/or owner. Any concrete that has not been approved by the engineer and/or
owner will be the responsibility of the contractor.
28. Contractor shall saw -cut to provide smooth transitions where existing asphalt and/or curb
and gutter is to be removed.
29. The contractor shall provide all the material and appurtenances necessary for the complete
installation of the utilities. All pipe and fittings shall be inspected prior to being covered.
A minimum of 24 hours notice shall be given to the inspector prior to covering pipe or blockings.
30. Information concerning underground utilities was obtained from available records and field
conditions when possible, but the contractor must determine the exact location and
elevation of all existing utilities by digging test pits by hand at all utility crossings well in
advance of trenching. If the clearances are less than specified on the plans or 12 inches,
which ever is less, contact the project engineer and the Owner prior to proceeding with
construction.
31. The contractor is responsible for the design and implementation of all required/necessary
sheeting, shoring, and special excavation measures required on the project to meet OSHA,
Federal, State and Local regulations pursuant to the installation of the work indicated on
the drawings. The Owner and Stocks Engineering, P.A. accept no responsibility for the design
to install said items.
32. The contractor shall include in the contract price daily record keeping of the as -built
condition of all of the underground utilities, construction stakeout associated with the
project. Preparation of the necessary/required as -built plans to be submitted to the
Town of Nashville and all other information required in connection with release of bonds.
33. The Land Disturbance Permit must be kept on the work site and shown upon request.
34. The contractor shall include in the contract price any de -watering necessary to construct
the project as shown on the plans.
35. The contractor shall include in the price, any and all costs associated with providing a
professional engineer on site if required, during the construction of the storm water
management facilities, underground utilities, etc. as required for as -built certification.
36. All grass, topsoil and 'building debris material' dumped onsite shall be removed in the
base bid prior to placement of structural fill material.
37. All generated waste shall be disposed of off -site in an approved landfill location.
MI WIESEK
E-I'aL # 1
INDEX
COVER
CE-01
CE-02
CE-03
CE-04
CE-05a
CE-05
CE-06
CE-07
CE-08
CE-09
CE-1O
COVER SHEET
OVERALL MASTER PLAN
LOT 1 DEMOLITION PLAN
LOT 1 SITE and UTILITY PLAN
LOT 1 GRADING and DRAINAGE PLAN
LOT 1 INITIAL EROSION CONTROL PLAN
LOT 1 FINAL EROSION CONTROL PLAN
LOT 1 EROSION CONTROL NOTES/DETAILS
LOT 1 SITE DETAILS
LOT 1 SITE NOTES
WET POND DETAILS
PHASE 1 - CONSTRUCTION PLAN
Owner/Developer
Nash County
120 W. Washington St.
Suite 2004
Nashville, NC 27856
Phone: [phone]
Contact: Derek Hawkes, PE
derek.hawkesmnashcountync.gov
Civil Engineering:
Stocks Engineering, P.A.
801 East Washington Street
Nashville, NC 27856
Phone: [phone]
Fax: [phone]
Contact: J. Michael Stocks
mstocksistocksengineering.com
NORTH CAROLINA
@NE CALL CENTER
www.ncocc.org
GENERAL NOTES: (LOCAL JURISDICTION)
1. Any discrepancies in layout should be brought to the Engineer's
attention prior to construction.
2. Written dimensions supercede scaled dimension. All dimensions are
edge of pavement, unless noted otherwise. If dimensions not shown,
contractor shall submit RFI and not attempt to scale dimensions from
drawings.
3. All streets noted as "PUBLIC" shall meet NCDOT minimum standards.
4. A 10' utility, drainage and road maintenance easement is reserved
along and adjacent to all street right of ways.
5. Flared end sections are to be used on both inlet and/or outlet ends of
storm sewer unless otherwise noted.
6. Each prime contractor performing excavations or underground work
shall be responsible for the location of any existing utilities in the area
of their work. Notify the utility locator service (1-800-632-4949) at least
48 hours prior to commencing construction in order that existing
utilities in the area may be flagged and staked. Contractor shall use
all care necessary when working in areas known or suspected to
contain underground utilities, including hand digging.
7. The contractor is responsible for relocating any existing utilities that
conflict with the proposed construction. In addition, the contractor is
responsible for repair and replacement of any utilities, curb and gutter,
pavement, etc. that may be damaged during construction. Damaged
items shall be repaired to at least the quality of the original
workmanship. The contractor shall field verify depth of existing utilities
and relocate if proposed grading causes utility cover to be less than
minimum required.
8. All temporary erosion control measures shall be inspected after each
rain event and necessary repairs shall be done as required.
9. Contractor to install Knox Box.
Surveying:
Civiltek Associates East, PA
602 E. Nash Street
Spring Hope, North Carolina 27882
Phone: [phone]
Contact: Ted Hopkins, PLS
civiltekeastftembargmail.com
SITE INFORMATION
LOCATION:. .MIDDLESEX CORPORATE PARKWAY
MIDDLESEX, N.C.
COUNTY: NASH COUNTY
TOTAL SITE ACREAGE:.
ZONING.
MINIMUM BUILDING SETBACKS:
FRONT:.
LOT 1 7.83 Ac.
LOT 2 6.98 Ac.
LOT 3 5.37 Ac.
L -1
100'
SIDE° 0'
REAR:. . 0'
SIDE STREET:. .50'
EXISTING USEz .VACANT
PROPOSED USE° JNDUSTRIAL
TOTAL BUILDING SIZE:. .60,000 S.F.
REQUIRED PARKING:. .TO BE DETERMINED
PARKING PROPOSED:
REGULAR 9x19'. .95
H.C. (REGULAR). .2
H.C. (VAN ACCESSIBLE). .2
TRUCKS. .4
TOTAL: 103
PIN:
EX. IMPERVIOUS AREA:
2744 0014 2175
2744 0014 6133
2744 0013 6745
2744 0013 9706
0 Ac.
PRO. IMPERVIOUS AREA: LOT 1 2.91 Ac. (37.16%)
LOT 2 FUTURE
LOT 3 FUTURE
LANDSCAPE AREA:. . LOT 1 4.92 Ac. (62.84%)
LOT 2 FUTURE
LOT 3 FUTURE
RIVER BASIN. NEUSE
DISTURBED AREA: 6.38 Ac.
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. 19843
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REVISIONS
5/9/22 WET POND
FILE NO. 2016-084
HORZ. SCALE:
NONE
The Lord is a refuge for the oppressed, a stronghold in times of trouble. Psalm 9:9
VERT. SCALE:
NONE
( COVER )

I I
N00°50'58E
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H DSPITALS, INC
21192 PG. 776
L 274400041901
N \lY EDWARDS
?74400031721
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ADDIE WHITAKER
D.B. 1724 PG. 57
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LOT 1
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LIGHT
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ELLA SILVER
D.B. 2431
PG. 838
LOT,
OTAL AREA' OF PARC
289, 83,5. sq.ft.
6.655' acres
NASH COUNTY
PIN 2744001461
D.B,' 2480 PG.
537.88
LOT 2
6.98 AC
(FUTURE)1-8
TOTAL AREA OF PARCEL:
-2-99��cres
NASH COU N-Th`--\
PIN 274400136745
D.B. 2480 PG. 456
TOTAL AREAATOF PARCEL:
96,417. sq.ft. \\
2.21 acres
\ASH COUNTY
PIN 27- 400139706U
D.3. 24k PG. 459
N82°2
'01"W
— --'P PASEQ S�E_P11CAFFEA
T1
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D. 3. 2431
PG. 838
IRON
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FOUND
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3,0 02'
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60' WIDE ACCESS EASEV EN T
P 3. 23 PG. 76
=9�
779.06
WOOD LAND
THEREFORE, EVERYONE WHO HEARS THESE WORDS OF MINE AND PUTS THEM INTO PRACTICE IS LIKE A WISE MAN WHO BUILT HIS HOUSE ON THE ROCK. MATTHEW 7:24
MIAOW.
N80°1446'
IKE EXUM BOBBY
D.B. 2502
PG. 158
SCALE: 1" = 60'
0
60 120 150 180
BEFORE YOU DIG,
CALL
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
NASH COUNTY
D.B. 2236
PG. 219
BLN=C-1874
6
OVERALL
MASTER PLAN
1'
REVISIONS
FILE NO. 2016-084
HORZ. SCALE:
1 "=60'
VERT. SCALE:
NONE

CJ1
NASH HOSPITALS, INC
D.B. 2392 PG. 776
TAX PARCEL 274400041901
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D. 2,t80 Ft. 274
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PIN: 274400031721
ADDIE WHITAKER
D.B. 1724 PG. 57
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LOT,
TOTAL AREA/ OF PARCEL:
289, 83,5. sq.ft.
6.6,5' acres
NASH COUNTY
PIN 274400146133
D.B,' 2480 PG. 268
537888,,
/
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LOT 1—B
TOTAL AREA OF PARCEL:
130,626. sq.ft.
-2-99��cres
NASH COU N—Y---,
PIN 274400136745'--,
D.B. 2480 PG. 456
\N81 °18 59
LOT2\` 54
TOTAL AREA OF PA EL:
96,417. sq.ft. \\\
2.21 acres
\ASH COUNTY
PIN 27- 400139706U
D 3. 24k PG. 459
668.57
/
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/
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JAMES E SILVER
D.B. 2431
PG. 838
/
/
/
/
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/
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/
/
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/
/
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\\/ \
/
N81 1 g 59 W
29.92'
B A R
FOUND
/
/
/
/
/
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/
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FOUND
0-1
IRON
/Yi /(bicb,
/
0
FOUND
CONTROL
CORNER
/
OPEN FID-3'
TOTA-L'AIEA OF
PARCEL:
,--\CASH COUNTY
PIN 27440024,3-2-09
..... ...
... ......
.... A/
1 /
i N/80.0,3'1/4: w
VBAR
60' WIDE ACCESS EASEVENT
CURVE TA LE
DIRECT.
CHORD
LENGTH
RADIUS
779.06
WOOD LAND
IKE EXUM BOBBY
D.B. 2502
PG. 158
602 EAST NASH STREET
SPRING HOPE, N.C. 27882
NORTH CAROLINA
&NE CALL CENTER
LEGEND
IRS • IRON REBAR SET
EIR 0 EXISTING IRON REBAR
EPK A EXISTING PK NAIL
R/W RIGHT OF WAY
RRS • RAILROAD SPIKE SET
ERR • EX.RAILROAD SPIKE
NLS ANAL SET
OHE OVERHEAD ELECTRIC
CP 0 COMPUTED POINT
MON. GRID MONUMENT
CMP CORRUGATED METAL PIPE
0 EXISTING WELL
SITE DATA:
PIN # 274400142175
REFERENCES:
D.B. 2480 PG. 274
OWNER:
NASH COUNTY
OWNER MAILING ADDRESS:
PARCEL ADDRESS:
MIDDLESEX CORPORATE PARKWAY
MIDDLESEX, NC 27557
AREA COMPUTED BY COORDINATE METHOD
ALL DISTANCES SHOWN ARE HORIZONTAL
•
•
•
TOPOGRAPHIC SURVEY
FOR
NASH COUINTY
Drywells Township
Nash County North Carolina
Scale: 1"= 60' Drawn By TSH
12-19-16
k E
Surveying Planning Subdivision Design
[phone]
141066(2)(3)(4).DWG
•
NASH COUNTY
D.B. 2236
PG. 219
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SEAL
19843
DEMOLMON
PLAN
REVISIONS
FILE NO. 2016-084
HORZ. SCALE:
VERT. SCALE:
NONE
The Lord is a refuge for the oppressed, a stronghold in times of trouble. Psalm 9.9
0

8X8 T,S, AND V
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80' RICH 1 OF WAY
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OIL/WATER SEP.
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TOP 233.62
NOTE: TIE ALL ROOF
DRAINS TO STORM DRAIN)
SCALE: 1" = 30'
NORTH CAROLINA
ONE CALL CENTER
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SEAL
( SITE PLAN )
REVISIONS
10/10/10 OFFICE ADDED
5/9/22 WET POND
FILE NO. 2016-084
HORZ. SCALE:
1" = 30'
VERT. SCALE:
NONE
•
The Lord is a refuge for the oppressed, a stronghold in times of trouble. Psalm 9.9
0 30 60 75 90

8X8 T,S, AND V
-204-
INV FES 1�
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44 LF 24"
HDPE ® 0.5%
W/6' FES
D.I.#2
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INV IN (2.75") 207.00
INV UU I 205.E
EX 96 LF 30"
RCP © 2.38%
W/6' FES•N
273 ?�sr.
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EX FH
D.I.#4 (EX) \\
TOP ±217.00 c -
-
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INV. OUT 211.43 /
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/ / / I TOP 229.50
/ INV. IN 226.01
INV. OUT 225.81
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INV. OUT 226.50
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TOP 223.50
\ INV. IN 218.27
\NV. OUT 218.07
8" WATER LINE
2
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/ WATER M ER-
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-227 i
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230.7 PAVE
3ft GRAVEL STRIP
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D.I. EX�
TOP/ 226.50 -.
V/ IN 221.27
OUT 221.07
229.4 PAVE / 3
231.2 S/W
230.7 PAVE
3ft GRAVEL STRIP
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FDC
I. 6A (EX)
TOP 229.50
INV. IN 224.34
INV. OUT 224.14
I. 7 (EX)
TOP 229.50
INV. IN 224.83
INV. OUT 224.63
1
TO UTILITY
PAD MOUNTED
TRANSFORMER
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TOP 229.50
INV. IN 225.32
INV. OUT 225.12
1,000 GAL.
OIL/WATER SEP.
1
/
/
/
/
6" CPVC ® 1.0%
CLEANOUTS ® 75' CTRS.
D.I. 9 (EX)
TOP 229.50
INV. IN 226.01
INV. OUT 225.81
MANHOLE
TOP 233.62
OIE 222.12
-GO. �36 55J
D.I. 10 (EX)
TOP 229.50
INV. OUT 226.50
-230
\
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NOTE: TIE ALL ROOF
DRAINS TO STORM DRAIN.
SCALE: 1" = 30'
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
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♦
DRAINAGE and
GRADING PLAN
i
REVISIONS
10/10/10 OFFICE ADDED
5/9/22 WET POND
FILE NO. 2016-084
HORZ. SCALE:
1"=30'
VERT. SCALE:
NONE
•
The Lord is a refuge for the oppressed, a stronghold in times of trouble. Psalm 9:9
0 30 60 75 90
CE-04

CL
204- \
8'x10'
OUTLET
PROTECTION
SILT
FENCE
\ OUTLET `
woo
44 LF 24"
HDPE © 0.5%
W/6' FES
210.80
210.40-
D.I.#2 -------------------
TOP 210.00----------
INV OUT 205.50
•
3:1 SLOPE
CONSTRUCT A +/- 20,593 SF
SKIMMER SEDIMENT BASIN W/
A 20'W x 0.5' HIGH RIP RAP
WEIR, 1.5" SKIMMER, 1.5" ORIFICE
& 5 BAFFLES PER DETAIL
TOTAL VOLUME = 59,584
LENGTH = 220'
WIDTH = 95'
TRIANGULAR SEDIMENT BASIN
•
SILT
FENCE
OUTLET
Notification of Land Resources Sediment and Erosion Control Self Inspection Program:
The Sedimentation Pollution Control Act was amended in 2006 to require persons responsible for land disturbing activities
inspect a project after each phase of the project to make sure that the approved erosion and sedimentation control plan is
being followed. Rules detailing the documentation of these inspections took effect October 1, 2010. To simplify
documentation of Self -Inspection Reports and NPDES Self -Monitoring Reports, a combination form is now availible. The new
form was developed to satisfy the requirements of the Sedimentation Pollution Control Act and the NPDES Stormwater
Permit for Construction Activities, NCG 010000. Beginning August 1, 2013, the Division of Energy, Mineral, and Land
Resources is responsible for administering both the SPCA and the NPDES Stormwater Permit for Construction Activities, NCG
010000. The combined form should make it easier to comply with self -inspection requirements.
The Combined Self -Monitoring form is availible as a PDF and Word document from the Land Quality web site,
http: //deg.nc.gov/about/divisions/energy-mineral-land-resources/erosion-sedimentation-control/forms
If you have questions, please contact the Land Quality Section at a DENR Regional Office.
FLOW -
SEDIMENT STORAGE AREA
(SEE PLANS FOR DIMENSIONS)
BERM MAY BE EITHER HORSESHOE OR
RECTANGULAR. FOR RECTANGLE BERM
SPILLWAY MAY BE BUILT BETWEEN THE
TWO SIDE BERMS.
�i.
[_SPILLWAY
_I
WIDTH 1
SIDE BERMS
1' 2' MIN
SPILLWAY WIDTH PER SCHEDULE
OR AS NOTED ON PLANS.
R = 0.75 WIDTH OF SPILLWAY
EXISTING
EMBANKMENT
MIN.
CARRY RIP -RAP UP
SIDES OF SPILLWAY
r
)' ti
NCSA #5 STONE
FLOW-
(IF RECTANGLE THEN 0.5 SPILLWAY WIDTH)
PER SCHEDULE OR AS NOTED ON
- PLANS, BUT NOT LESS THAN 1.5
1 (MAX)
1 n�
CLASS I RIP RAP
III
�111_11111111111
1111111111111� III
11=1
1'
11=11 - - I-111111-
-II, 11I III 111 1I1_1111111111IIIIIIIIIIIII-
MIN.
8' MIN
NATURAL GRADE
SECTION THRU SPILLWAY
ARC FILTER INLET PROTECT/ON
NOT TO SCALE
MAINTENANCE.:
Inspect arc filter inlet protection at least weekly and after each
significant (2 inch or greater) rainfall event and repair
immediately. Remove sediment and restore the sediment
storage area to its original dimensions when the sediment has
accumulated to one-half the design depth of the trap. Place
the sediment that is removed in the designated disposal area
and replace the contaminated part of the grave facing.
Check the structure for damage. Any riprap displaced from the
stone horseshoe must be replaced immediately.
After all the sediment -producing areas have been permanently
stabilized, remove the structure and all the unstable sediment.
Smooth the area to blend with the adjoining areas and provide
permanent ground cover (Surface Stabilization).
•
- PIPE -
•
•
•
•
3.
CLASS B
RIP RAP
OREBAY
•
3:1 SLOPE
•
ASP ±215.00
96 LF 30"
RCP ®"38%
W/6' FES \_
A
220.00
�tS
215. st
3:1 SLOPE
DDL-Sh X COR-)ORATh PAR
80' RIGHT OF WAY
ASP ±217.90
D.I.#4
TOP ±217.00
INV. IN 211.63
INV. OUT 211.43
\iuIJ
'ice i
224.22
ASP 23.59
PARKS
A 9'
P 224.39
220.57
I ONC. >k
221.40 1, / I
I ASP / 221.4y1 GH SCRES'�" ,W.70 MATCH
ASP BUILDINQQ. • - TE PAD
220.6221.0q TO BE 8" 4,000 PSI
CONCRETE ®289A ' 21
� 1
FXCELSIOB MATTI#O
\\Q
Y /
` 41
NOT TO SCALE
nom
FLOW TURNDOWN NETTING
MINIMUM BURY 6" AND
STAPLE EVERY 1 FT, JUST \
BELOW ANCHOR SLOT.
FLOW
�I
18"
OVERLAP NETTING
MINIMUM OVERLAP 18"
AND STAPLING EVERY
1 FT THROUGH BOTH
LAYERS.
©
TYPICAL STAPLE
USE #6 GAUGE WIRE
GENERAL NOTES:
1. Apply seed, and tack with rs or crs liquid emulsified asphalt
at a rate equal to 10 gal. per 1000 s. f. Cover w/excelsior
matting.
2. Staple every 24" along perimeter edges and overlaps. Staple
every 36" to 48" randomly to secure netting.
3. Roll out netting in the direction of water flow. Do not
stretch.
MAINTENANCE::
1. Inspect Rolled Erosion Control Product at least weekly and
after each significant (/2 inch or greater) rainfall event and
repair immediately. .
2. Good contact with the ground must be maintained, and
erosion must not occur beneath the RECP.
3. Any areas of the RECP that are damaged or not in close
contact with the ground shall be repaired and stapled.
4. If erosion occurs due to poorly controlled drainage, the
problem shall be fixed and the eroded area protected.
5. Monitor and repair the RECP as necessary until ground cover
is established.
222.60 /
Lcao
i
ASF 224.04 /
A5.9 224 15
•
ASP V
224185
184 LF 30" RCP CAD 3.5%\
Sp �.
225.'3 0_ a'
8.WIDE TURN DOWN SIDEWALK
SILT
FENCE
OUTLET
D.I.#14
TOP 229
INV. 01
6.50
ONC. 227.3
D 12
0 •.50
INV. 22. 2
IN . OUT 25.1
.141
TOP 29.5•
IN IN 2 . 01
I OU ' 225.
230.55
MEM. MIEN
ASP ±221.60
ASP 225.64
ASP 227.24
ASP 228.84
A P
2 '9.92
GS
230.55
D.I. 5
TOP 223.50
INV. IN 218.27
INV. OUT 218.07
/<WA'
3:1 SLOPE
ASP ±224.51
PRO. ' 'GE OF PAVEM
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6' TYP.
NOTES:
BEFORE YOU DIG,
CALL
NORTH CAROLINA
ONE CALL CENTER
rNOTE: TIE ALL
DRAINS TO
THE ANGLE FOR GRADED SLOPES AND FILLS SHALL
BE GREATER THAN THE ANGLE THAT CAN BE RETAINED
BY VEGETATIVE COVER OR OTHER ADEQUATE EROSION -
CONTROL DEVICES OR STRUCTURES. IN ANY EVENT,
SLOPES LEFT EXPOSED WILL, WITHIN 7 OR 14 CALENDAR
DAYS OF COMPLETION OF ANY PHASE OF GRADING, BE
PLANTED OR OTHERWISE PROVIDED WITH TEMPORARY
GROUND COVER, DEVICES OR STRUCTURES SUFFICIENT
TO RES-MAIN EROSION. PERMANENT GROUND COVER
WILL BE PROVIDED FOR ALL DISTURBED AREAS WITHIN
15 WORKING DAYS OR NO MORE THAN 90 CALENDAR
DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION
OF CONSTRUCTION.
CONTACT DEMLR RALEIGH REGIONAL OFFICE AT LEAST
48 HOURS PRIOR TO COMMENCING THE LAND -DISTURBING
ACTIVITY. THE CONTACT NUMBER IS [phone].
STORM DRAINJ
NceP
EROSION LEGEND
EXCELSIOR MATTING
IN BOTTOM
TD
SILT FENCE
SILT FENCE OUTLET
CONSTRUCTION ENTRANCE
PER4rANENT SEEDING
CENTIPEDE SOD
HARDWARE CLOTH
INLET PROTECTION
CONCRETE TRUCK WASH -OUT
CLASS B OUTLET PROTECTION
OVER MIRAFI 140N
EXCELSIOR MATTING
SKIMMER SEDIMENT BASIN
ARC FILTER INLET PROTECTION
-rD TEMPORARY DIVERSION
W/EXCELSIOR MATTING
SCALE: 1" = 30'
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FINAL
( EROSION
CONTROL PLAN
REVISIONS
10/10/10 OFFICE ADDED
FILE NO. 2016-084
HORZ. SCALE:
1" = 30'
VERT. SCALE:
NONE
The Lord is a refuge for the oppressed, a stronghold in times of trouble. Psalm 9.9
CE-05

EROSION AND SEDIMENTATION CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is for construction of a 60,000 S.F. Shell Building.
The property is owned by Nash County. The site is currently undeveloped.
Approximately 6.38 acres will be disturbed during construction. The maximum fill will be 5-7 feet.
The project is scheduled to begin construction in June 2017 with project completion and final
stabilization by April 2018. The erosion and sediment control program for this project will include
the installation of a suitable construction entrance, silt fence, outlet protection, inlet protection,
and skimmer basin with temporary seeding of the site.
ADJACENT PROPERTY
The adjacent property is mostly zoned Industrial.
SOILS
The soil at this site is a sandy clay.
EROSION AND SEDIMENT CONTROL MEASURES
All vegetative and structural erosion and sediment control practices shall be constructed and
maintained by the contractor according to these plans and specifications and the minimum
standards of the Dept. of Environmental Management, Land Quality Section and Johnston
County. The contractor shall also follow any additional requirements as outlined by the Project
Engineer.
Structural Practices
1. Vehicle wheels shall be clean when leaving the site to prevent the tracking of mud on paved
roads.
2. Construction Road Stabilization: Construction traffic shall be limited to stabilized areas. At a
minimum, a temporary gravel construction entrance shall be provided as shown on this
drawing.
3. Silt Fence: Silt fences shall be provided where shown and as needed on the site plan. These
barriers shall be used to contain sediment.
4. Rip Rap/Gravel Filter Sediment Basins: Construct basin to the shape and dimensions shown in
the details. The basin is to be placed below the existing ditch flow line by 2' with the berm built
above as dimensioned.
Management Strategies
1. Perimeter measures are to be installed prior to grubbing or grading.
2. Tail Ditches shall be stabilized immediately 9 followin their construction. As an alternate, rock
check dams may be provided at their outlets and/or the terminal downstream end of
disturbance until ground cover is implemented.
3. Stockpile and/or waste areas must be maintained within the limits of the areas _protected bythe
proposed measures and otherwise temporarily seeded if to be left stockpiled over 15 calender ays.
4. Construction shall be planned so that grading operations can begin and end as quickly as
possible.
5. Silt Fences shall also be installed prior to or as a first step in construction.
6. The Contractor shall be responsible for the installation and maintenance of all erosion and
sediment control practices.
PVC END CAP
PVC END CAP
PVC TEE
Vegetative Ground Cover
Immediately following grading, all areas shall receive either permanent or temporary seeding, as
applicable, as follows: INFLOW
STRUCTU
Site Area Description:
Stabilization Time Frame:
Stabilization Time Frame Exceptions:
Perimeter dikes, swales,
ditches de slopes.
7 Days
None
High Quality Water (HQW)
Zones.
7 Days
None
Slope steeper than 3:1
7 Days
If slopes are 10' or Tess in length de are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter.
14 Days
7 Days for slopes greater than 50 feet
in length.
All other areas with slopes
flatter than 4:1
14 Days
None (Except for perimeters and HQW
Zones)
TEMPORARY SEEDING SPECIFICATIONS
SEEDING MIXTURE
SPECIES
WINTER/EARLY SPRING - RYE (GRAIN)
KOBE LESPEDEZA
SUMMER - GERMAN MILLET
PERMANENT SEEDING SPECIFICATIONS
SEEDING MIXTURE
FEB-MAY
KY 31 TALL FESCUE
O 1,000 LBS/ACRE
PLUS CENTIPEDE GRASS
O 50 LBS/ACRE
JUNE-OCT
KY 31 TALL FESCUE
O 1,000 LBS/ACRE
PLUS CENTIPEDE GRASS
© 5 LBS/ACRE
NOV-JAN
KY 31 TALL FESCUE
0 1,000 LBS/ACRE
PLUS RYE GRAIN
40 LBS/ACRE
RATE (LB/ACRE)
120
50
40
NURSE PLANT$
BETWEEN APR. 15 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE SUDANGRASS. PRIOR TO MAY 1
OR AFTER AUG. 15 ADD 25 LB/ACRE RYE (GRAIN).
SKIMMWR SENNENTBAS/N
NOT TO SCALE
ARM ASSEMBLY
A
PERSPECTIVE VIEW
NOT TO SCALE
PVC ELBOW
PVC PIPE
1/2" HOLES IN
UNDERSIDE
"C" ENCLOSURE
WATER ENTRY UNIT
WATER SURFACE
SCHEDULE 40 PVC
PIPE
FLEXIBLE
HOSE
PVC VE
PIPE
SCHEDULE 40 PVC
PIPE
ORIFICE PLATE
PVC TEE
BOTTOM SURFACE
DEWATERI
ZONE /
FILTER FABR4
END VIEW
NOT TO SCALE
FRONT VIEW
NOT TO SCALE
:411 0 4.!
A
PLAN VIEW BAFFLES
))) )))))
1
NOT TO SCALE
INFLOW
`STRUCTURE
SOIL AMENDMENTS
APPLY LIME AND FERTILZER ACCORDING TO SOIL TEST. IF SOIL TEST IS NOT AVAILABLE APPLY 2 TONS/ACRE AGRICULTURAL
GRADE UMESTONE AND 1,000 LBS/ACRE OF 10-10-10 FERTILIZER OR APPLY 3 000-5 000 LSEDANGRASS.
PRIOR TO MAY 1 OR AFTER AUG 15, ADD 25 LB/ACRE RYE (GRAIN). LB/ACRE
MULCH
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING, OR ROVING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTIUZE THE SECOND YEAR. ACCORDING TO SOIL TESTS OR
TOPDRESS WITH 500 LB/ACRE 10-10-10 FERTILIZER. MOW AS NEEDED WHEN SERICEA IS OMITTED FROM THE
MIXTURE. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
Maintenance
1. Reseed and mulch bare spots larger than 9 square feet (limited to 5% maximum of site area.)
2. Maintain all seeded areas until uniform stand is acceptable.
3. If growth is not established by final project inspection, continue specified attention until the
stand is acceptable.
4. Correct and repair all undue settling and erosion within 1 year after final inspection.
5. Remove from the site, all erosion control structures after complete stabilization at end of
construction period.
6. Remove silt from sediment pits and from behind check dams when silt is within half depth of
the pit or spillway. Dispose of in an area where silt cannot re-enter pit / trap.
Calculations
The practice utilized for the proposed site did require formal calculations. Calculations have been
provided.
OWNER
NASH COUNTY
120 WEST WASHINGTON STREET
SUITE 2004
NASHVILLE, N.C. 27856
PHONE: [phone]
CONSTRUCTION SEQUENCE:
1. Obtain erosion control plan approval prior to beginning land disturbance. Retain a copy of the approved
erosion control plan and permit on site. Call NCDEMLR to notify the Inspector of a
start date prior to land disturbance 0 919-791-4200.
2. Clear the area needed to construct the perimeter erosion control measures only.
3. Construct silt fence & silt fence outlets where shown to contain sediment onsite.
4. Install drainage pipe at drivewayand install arc filter inlet per detail.
9 PP
5. Construct the construction entrance as shown on the plans. Maintain the construction entrance daily to
ensure that mud and silt will not be tracked onto the paved surface. If mud is tracked onto the road
surface, it is to be removed immediately.
6. Construction entrance location may not vary without prior approval from Engineer and NCDEQ.
7. Begin clearing & grubbing.
8. Begin demolition of concrete area, light poles, etc.
9. Construct sediment basins. Stabilize immediately.
10. Install Temporary Diversions including excelsior matting according to plans.
11. Begin topsoil stripping.
12. Rough grade all parking and site.
13. Construct the storm sewer system throughout project. Install inlet protection devices immediately.
15. Construct CABC on parking lot.
16. Seed, straw and tack areas that are graded to their final disposition.
17. See sheet CE-09 for conversion of sediment basin to bio-retention.
18. Upon completion of the project, contact NCDEQ to inspect prior to removing EC measures.
19. Seed, straw and tack any remaining exposed areas.
SEDIMENT STO
ZONE
SKIMMER
DEWATERING
DEVICE
BAFFLES
/ l
CROSS-SECTION VIEW
NOT TO SCALE
1' FREEBOARD
EMERGENCY
SPILLWAY
EMBANKMENT
6" MIN. INVERT ELEVATION OF
EMERGENCY SPILLWAY
STAKE (TYP)
10 MIL PLASTIC
LINING
STRAW BALES
14'
STAPLE (2 PER BALE)
10 MIL PLASTIC DNING
14'
SILT FENCE
STRAW BALE
METAL STAKE (2 PER BALE)
PLYWOOD PAINTED WHITE
BLACK LETTERS 6" TALL
fW00D POST
GROUND LEVEL
CONSTRUCTION SPECIFICATIONS.:
1. CONCRETE WASHOUT SIGN SHALL BE INSTALLED NO FURTHER THAN 25' FROM THE
FACILITY AND SHALL BE VISIBLE TO ALL CONSTRUCTION TRAFFIC.
2. POLYETHYLENE SHEETING SHALL BE 10 MILS FREE OF HOLES, TEARS, OR LEAKS.
MAINTENANCE.:
FACILITY SHALL NOT BE FILLED MORE THAN 12" FROM THE TOP BEFORE DISPOSING OF
CONCRETE. CONCRETE SHALL BE DISPOSED OF IN THE SAME MANNER AS OTHER
NON-HAZORDOUS MATERIALS FROM 7HE SITE OR MAY BE BROKEN UP AND USED AS
FILL IN NON-STRUCTURAL AREAS.
CONCRETE Welt 1#YASHOUT
NOT TO SCALE
EMERGENCY
SPILLWAY
CONSTRUCTION SPECIFICATIONS:
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all surface soil
containing high amounts of organic matter and stockpile or dispose of it properly. Haul all objectionable material to
the designated disposal area. Place temporary sediment control measures below basin as needed.
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and other
objectionable material. Place the fill in lifts not to exceed 9 inches, and machine compact it. Over fill the
embankment 6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device from settling into the mud by
excavating a shallow pit under the skimmer or providing a low support under the skimmer of stone or timber.
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth foundation of impervious soil. Do not
use pervious material such as sand, grave/, or crushed stone as backfill around the pipe. Place the fill material
around the pipe spillway in 4-inch layers and compact it under and around the pipe to at least the same density as
the adjacent embankment. Care must be taken not to raise the pipe from the firm contact with its foundation when
compacting under the pipe haunches.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before crossing it with construction
equipment. In no case should the pipe conduit be installed by cutting a trench through the dam after the
embankment is complete.
5. Assemble the skimmer following the manufacturers instructions, or as designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet of the barrel pipe.
Attach the flexible joint to the barrel pipe and position the skimmer over the excavated pit or support. Be sure to
attach a rope to the skimmer and anchor it to the side of the basin. This will be used to pull the skimmer to the
side for maintenance.
7. Earthen spillways - Install the spillway in undisturbed soil to the greatest extent possible. The achievement of
planned elevations, grade, design width, and entrance and exit channel slopes are critical to the successful operation
of the spillway. The spillway should be lined with laminated plastic or impermeable geotextile fabric. The fabric must
be wide and long enough to cover the bottom and sides and extend onto the top of the dam for anchoring in a
trench. The edges may be secured with 8-inch staples or pins. The fabric must be long enough to extend down the
slope and exit onto stable ground. The width of the fabric must be one piece, not joined or spliced; otherwise water
can get under the fabric. if the length of the fabric is insufficient for the entire length of the spillway, multiple
sections, spanning the complete width, may be used. The upper section(s) should overlap the lower section(s) so the
water cannot flow under the fabric. Secure the upper edge and sides of the fabric in a trench with staples or pins.
8. Inlets - Discharge water into the basin in a manner to prevent erosion. Use temporary slope drains or diversions
with outlet protection to divert sediment -laden water to the upper end of the pool area to improve basin trap
efficiency.
9. Erosion control - Construct the structure so that the disturbed area is minimized. Divert surface water away from
bare areas. Complete the embankment before the area is cleared. Stabilize the emergency spillway embankment and
all other disturbed areas above the crest of the principal spillway immediately after construction.
10. Install porous baffles as specified.
11. After all the sediment -producing areas have been permanently stabilized, remove the structure and all the unstable
sediment. Smooth the area to blend with the adjoining areas and stabilize properly.
MAINTENANCE.:
Inspect skimmer sediment basins at least weekly and after each significant (one-half inch or greater) rainfall
event and repair immediately. Remove sediment and restore the basin to its original dimensions when sediment
accumulates to one-half the height of the first baffle. Pull the skimmer to one side so that the sediment
underneath it can be excavated. Excavate the sediment from the entire basin, not just around the skimmer or
the first cell. Make sure vegetation growing in the bottom of the basin does not hold down the skimmer.
Repair the baffles if they are damaged. Re -anchor the baffles if water is flowing underneath or around them.
If the skimmer is clogged with trash and there is water in the basin, usually jerking on the rope will make the
skimmer bob up and down and dislodge the debris and restore flow. if this does not work, pull the skimmer over
to the side of the basin and remove the debris. Also check the orifice inside the skimmer to see if it is clogged;
if so, remove the debris.
If the skimmer arm or barrel pipe is clogged, the orifice can be removed and the obstruction cleared with a
plumber's snake or by flushing with water. Be sure and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs with fabric that spans the full width of
the spillway. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for
piping and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the
skimmer and pool areas.
Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter
to prevent the skimmer from plugging with ice.
Maintenance Notes:
1. Do not let any area remained exposed for more than 7 or 14 calendar days according to chart without
applying temporary seeding.
2. Maintain all erosion control measures daily and reseed disturbed areas as needed.
3. Inspect all erosion control measures weekly and after each rainfall event. Repair as needed.
4. At the end of each day's storm drainage operation, construct a temporary pipe inlet protection device until
the next day's operation continues.
SUPPORT ROPE TO
,-WIRE TO PREVENT
SAGGING
SUPPORT POST,
24" INTO BOTTOM
OR SIDE
COIR MESH OR SIMILAR,
STAPLED OR TRENCHED INTO
BOTTOM OR SIDE
SED BASIN BAFFLES
SCALE: N.T.S.
SILT FENCE
NOT TO SCALE
BACKFILL MIN. 8"
THICK LAYER OFF
GRAVEL.
V-TRENCHJ
MIRAFI 100X OR TREVIRA S1115
FILTER CLOTH. SECURE TO POST.
8 'b4X.
COMPACTED FILL
FILTER FABRIC --
EXTENSION OF FABRIC
AND WIRE INTO TRENCH
SILT FENCE OUTLET
NOT TO SCALE
12" OF #57
WASHED STONE
GROUND LINE
2' MIN.
CROSS SECTION
SILT FENCE
/SILT FENCE
1'-8" MIN.
r_
CLASS B
EROSION CONTROL
STONE
2: 1
FILTER
FABRIC
SEE PLAN
STAKE TO
SUPPORT
WIRE
1'-8" MIN.
SEE PLAN
TOP VIEW
SILT FENCE
CIJYSTRUCTIO#FNTBAiYCE
2" - 3" COARSE
AGGREGATE
CONSTRUCTION SPECIFICATIONS:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL
VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL
AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND
DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT
TRAP OR OTHER SUITABLE OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE
STABILITY OF THE FOUNDATION IN LOCATIONS SUBJECT TO
SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE.:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT
MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE.
THIS MAY REQUIRE PERIODIC TOPDRESSING WITH 2-INCH
STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE
USED TO TRAP SEDIMENT AND CLEAN IT OUT AS
NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC
ROADWAYS.
CONSTRUCTION SPECIFICATIONS:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24
INCHES ABOVE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF
WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE).
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE
LENGTH OF THE BARRIER TO AVOID JOINTS WHEN JOINTS ARE NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET
MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD FILTER FABRIC BY IMRE MESH FASTENED SECURELY TO
THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE
BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON
THE UPSLOPE SIDE OF THE FENCE POST. IMRE OR PLASTIC ZIP 77ES SHOULD
HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF
8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE
GROUND A MINIMUM OF 24 INCHES
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT
REQUIRE WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC
DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP 77ES SHOULD HAVE MINIMUM 50
POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP
ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE
TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND
COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A
SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE
ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING
CLEANOUT. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS
AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING
DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
CONSTRUCTION SPECS:
1. CLEAR & GRUB THE AREA AROUND THE SILT FENCE
OUTLET AND PROPERLY DISPOSE OF DEBRIS.
2. PLACE GRAVEL TO THE SPECIFIC GRADE AS SHOWN
PER THE DETAIL.
3. PROPERLY OVERLAP STONE BEYOND EDGES OF SILT
FENCE OPENING.
MAINTENANCE:
INSPECT OUTLETS WEEKLY AND AFTER EACH RAIN EVENT.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA
AND REPAIR AS NEEDED. CAREFULLY CHECK OUTLETS
FOR EROSION AND REPAIR IMMEDIA TEL Y. ENSURE THERE
IS NO SCOURING APPARENT DOWNSTREAM OF OUTLET.
IMMEDIA TEL Y STABILIZE ANY AREAS THAT NEED REPAIR.
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
FILTER BLANKET
OR (MIRAFI 140N)
La
l�l�ll1�1
SECTION A -A
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
La
FILTER BLANKET
OR (MIRAFI 140N) SECTION A -A
PIPE OUTLET TO
WELL-DEFINED CHANNEL
t=*-
GENERAL NOTES:
1. La = THE LENGTH OF THE RIP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6".
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS
TO AN ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE
TOP OF THE BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE
RIP RAP AND SOIL FOUNDATION.
5. FLARED END SECTION IS OPTIONAL. SEE PLANS FOR REQUIREMENT.
6. SEE PLAN AND PROFILES FOR ACTUAL DIMENSIONS.
PIPE OUTLET PROTECTION
SCALE: N.T.S.
hARDWARECLOTH &
GRAVEL INLETPROTECT/ON
NOT TO SCALE
STANDARD METAL POSTS
2'-0" IN GROUND
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# 57 WASHED STONE PLACED TO A HEIGHT OF
12"-18" MINIMUM ABOVE TOP OF BOX
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
0
A
0
MAINTENANCE:
INSPECT THE BARRIER AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED. REMOVE
SEDIMENT AS NECESSRY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
SUBSEQUENT RAINS. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN
ADEQUATELY STABILIZED, REMOVE ALL MATERIALS AND ANY UNSTABLE SOIL, AND
EITHER SALVAGE OR DISPOSE OF IT PROPERLY. BRING THE DISTURBED AREA TO
PROPER GRADE, THEN SMOOTH AND COMPACT IT. APPROPRIATELY STABILIZE ALL
BARE AREAS AROUND THE INLET.
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EROSION
NOTES/DETAILS
REVISIONS
FILE NO. 2016-084
HORZ. SCALE:
NONE
14,
VERT. SCALE:
NONE
♦
CE-06
The Lord is a refuge for the oppressed, a stronghold in times of trouble. Psalm 9:9

•
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12"
//-
RESERVED
PARKING
11
MAXIMUM
PENALTY
$250
11
VAN
ACCESSIBLE
JJ
R7-8 or R7-8a
GREEN
GREEN
BLUE
WHITE SYMBOL
WHITE BACKGROUND
R7-8D
VAN —ACCESSIBLE
SIGN AT VAN
SPACE ONLY
NOTE: HC SIGNS TO BE POLE MOUNTED
OR MOUNTED ON BUILDING AS SHOWN.
R7-8 HANDICAP SIGN
SCALE: N.T.S.
6'-0' MINIMUM (UNLESS OTHERWISE SPECIFIED)
12,1 MAXIMUM SLOPE
SIDEWALK ACCESS RAM
1/2' EXPANSION JOIN
SECTION A -A
DEPRESSED CURB
STANDARD 2'-0'
CURB & GUTTER
SLIP RESISTANT WARNING SURFACE MAT
RESET CONCRETE TO ENSURE MAT /S 'FLUSH' AT EDGES
MAXIMUM SLOPE = 12 ' 1
TYPICAL SCORED ✓T.
LOCA770N VAR/ES
UP OF CURB— .
DIAGONAL STRIPES
AT3=0'O.C.
5' S7D.
8' VAN ACCESSIBLE
SPACE
11'
2.5R
(4'R VAN ACCESSIBLE)
4' MIN.
30"
R1-1
NOTE: SEE SIGN POST
PER DETAIL 11, THIS SHEET
STOP SIGN
SCALE: N.T.S.
NOTE: INSTALL 'MAT' TRUNCATED
DOMES UNLESS CONTRACTOR
PROVIDES LETTER FROM MUNICIPALITY
THAT THEY ARE NOT ALLOWED.
CONTRACTOR TO DISCUSS WITH
OWNER PRIOR TO INSTALLATION!!!
A
OBS7RUC770N
LEVEL & CLEAR AREA . 04.
NOT TO EXCEED 2X
/N ANY D/REC770N
WHEN X' /S LESS 7HAN 48', FLARED
SIDE SLOPE CANNOT EXCEED 1 : 12
TRUNCATED DOMES ON RAMP SURFACE (MAT ONLY)
RESET CONCRE7E 70 ENSURE MAT /S 'FLUSH' AT EDGES
TRUNCATED DOMES
O1
0
2.35"
PLAN VIEW
NOTES:
1. DETECTABLE WARNINGS SHALL CONTRAST
VISUALLY WITH ADJOINING SURFACES,
EITHER LIGHT ON DARK OR DARK ON UGHT
2. THE MATERIAL USED TO PROVIDE CONTRAST
SHALL BE AN INTEGRAL PART OF THE
WALKING SURFACE.
3. DOMES SHALL BE MAT. BLOCKS AND
STAMPED CONCRETE WILL NOT BE ALLOWED.
I 0.9" I
SECTION A -A
HANDICAP RAMP IN WALK (TYP)
0.2"
GENERIC DETAIL — SEE GRADING PLAN FOR ACTUAL DIMENSIONS AND GRADES
SCALE: N.T.S.
HEAVY DUTY
FLEXIBLE PAVEMENT
NOT TO SCALE
2" SF9.5B
2.0" B-25.0B
ASPHALT
8" CABC
COMPACTED
SUBGRADE
DUMPSTER PAD -I-
LOADING AREA
HEAVY DUTY
RIGID PAVEMENT
NOT TO SCALE
4,000 PSI CONC.
© 28 DAYS
6" THICK
4" CABC
COMPACTED
SUBGRADE
LIGHT DUTY
FLEXIBLE PAVEMENT
NOT TO SCALE
2" SF9.5B
ASPHALT
6" CABC
COMPACTED
SUBGRADE
'—'I_III�
SIDEWALKS + H.C. RAMPS
LIGHT DUTY
RIGID PAVEMENT
NOT TO SCALE
4,000 PSI CONC.
© 28 DAYS
4" THICK
COMPACTED
SUBGRADE
—7=711
PAVEMENT SECTIONS
SCALE: N.T.S.
3.0" HD
2.5" LD
8" HD
6" LD
SEAL HOLES W
ASPHALT CEMENT
BASE COURSE
2'-0"
MIN.
BITUMINOUS
SURFACE
ft
•
12" * RARKING AREA
ROOF DRAIN
(DOWN SPOUT)
FABRICATE
TRANSITION
6" 90' ELBOW
6"x12' NIPPLE
6" 45' ELBOW
6" NIPPLE
IN —LINE WYE
SEE ROOF
DRAINAGE PLAN
FOR PIPE SIZE
AND GRADE
ROOF DRAIN TIE—IN
SCALE: N.T.S.
1 1/2" CHAMFER
#3 BARS
BITUMINOUS SURFACE
1/2" DIA. RODS 2'-0" LONG
SECTION A —A
A
7'-0"
1'—O'
2'-6"
2'-6"
1'-0"
1/2" DIA. RODS 2'-0" LONG
ASPHALT
PAVEMENT
ELEVATION
1 1/2" CHAMFER
_ BASE COURSE
A
NOTE:
ANCHOR RODS TO BE SLEEVED OR
GREASED THRU CONC. CURBS TO
PERMIT RELOCATION OF CURBS.
WHEEL STOP DETAIL
SCALE: N.T.S.
v0 \\\\\%
0 % %
o °°0 ° ` 0So 0 ` oS
0 00° 0 00%3 o Ooo� 0 0
p 0 a
a o % a ° .o e� o ' a °° o.
0 0 °o °0 0 0 °0 0 0 o
COMPACTED
SUBGRADE
I>•
CONCRETE
SLAB
/! 0 0 0 0 00 I- p0 ° a
0 poo o 0 e ! 0 0 � =
% ° g m O% m' o e
o ° e 'v o, o ° o �o °0
°o� °
I 1-
12"
T I I—_I/1
I �,
„ 11 1 4" 12"
COMPACTED—/
SUBGRADE
4" CRUSHED AGGREGATE
BASE COURSE
7" CONCRETE/BITUMINOUS PAVEMENT INTERFACE
SCALE: N.T.S.
NOTE:
PAINT/SEAL ALL
EXPOSED MASONRY
BLOCK TO MATCH
EXTERIOR OF MAIN
BUILDING
WALL CAP
SCALE: N.T.S.
SLOPE
/a
7'-7 1 /2"
SPRING LOCK
PRE —FINISHED ALUMINUM
Z— COPING WITH CONCEALED
FASTENERS TO MATCH
MAIN BUILDING
\_ CONTINUOUS
METAL CLEAT
SEALANT BOTH SIDES
PRESSURE TREATED 2X
WOOD BLOCKING
1/2" 0 ANCHOR BOLT © 48"
0.C. COUNTERSINK
#5 CONTINUOUS
MASONRY
HORIZONTAL JOINT
REINFORCEMENT
j
PROPOSED
SIGN
2 LB/FT. GALVANIZED—N
U—CHANNEL POST
USE 6" PIPE BOLLARD
FILLED W/CONCRETE
AND PAINTED TRAFFIC
YELLOW
SLOPE TOP
3
OF CONCRETE •
/PAVING •�
4
GROUND
SURFACE
3500 P.S.I.
P.C. CONCRETE
4
a•
d • L1 ill
4
id
1'-6"
Z
N
NOTE: THE MIN. HEIGHT
OF THE BOTTOM OF
THE LOWEST SIGN
SHALL BE 7'-0".
SIGN BASE DETAIL (ALL SIGNS)
SCALE: N.T.S.
CONCRETE CORNER DETAIL
SCALE: N.T.S.
NOTE: SEE ARCH PLANS
FOR HEIGHT AND DETAIL
OF SIMILAR
GENERATOR/TRANSFORMER
ENCLOSURE.
8" BOND BEAM WITH (1)
#5 CONTINUOUS
TOP OF MASONRY =
6'-4" ABOVE TRASH
FINISH GRADE
1// //
ENCLOSURE SLAB
8" SPLIT —FACED CMU
WALL REINFORCED WITH
#5 VERTICAL AT 24" 0.C.
FULL HEIGHT (CENTERED
IN WALL). GROUT ENTIRE
WALL SOLID
8" SMOOTH —FACED CMU
BAND CENTERED ON
WALL HEIGHT.
COLOR TO MATCH BLDG.
1/2" PREFORMED JOINT
FILLER AND SEALANT
HORIZONTAL JOINT
REINFORCING AT 16"
O.C. (TYPICAL)
4.
4
a
12"
a •Q '
4
a
a .
G •
° • Li
a
• a
. a•
A
24"
CONCRETE SLAB
8" SMOOTH FACE CMU
TO 4" ABOVE T.O. SLAB
#5 DOWELS WITH
STANDARD HOOK AT 24"
0.C. — CENTER IN WALL
— LAP WITH VERTICAL
WALL REINFORCING
(TYPICAL)
CONTINUOUS WALL
FOOTING W/ (2) #5
CONTINUOUS
WALL SECTION FOR DUMPSTER PAD
SCALE: N.T.S.
/CONCRETE SIDEWALI
NOTE:
WHEELCHAIR RAMPS TO BE INSTALLED AT ALL
PAINTED H/C ACCESS STALLS ON THIS PROJECT.
WHEELCHAIR RAMPS TO BE INSTALLED AT ALL
CONC. SIDEWALK INTERSECTIONS.
r
HITE-
(TYP.)
o
o,
12" WHITE
STRIPE
4" WI -
STRIPE
_p„
MIN. MIN. MIN.
9'_O" 8' -0” 8'-O" 8'-O„
0.1
VAN VAN
PAINTED H/C ACCESS STALLS/ 4" WHITE STRIPE
90° HANDICAP STALLS — TYPICAL
SCALE: N.T.S.
6" CURB OR
AS NOTED
SEALANT
6"x6" -
W1.4xW1.4 W.W.M.
4" CONCRETE SIDEWALK
" STONE BASE
4 STEEL REINFORCEMENT
CONTINUOUS)
6" SIDEWALK TURN —DOWN
SCALE: N.T.S.
NOTES,
SAW JOINT SHALL BE MADE AS SOON AS CONCRETE HAS
GAINED SUFFICIENT STRENGTH TO RETAIN AGGREGATE
AGAINST THE SAWING ACTION
6x6-W1,4xW1,4 WWF AT MIDDEPTH OF 4' SLAB
6x6-W2,9xW2,9 WWF AT MIDDEPTH OF 6' SL
SAW JOINT FILLED W/ COAL T
1-3/16" SAW CUT
CRUSHED STONE
-1' @ 4' SLAB
-1 1/2' @ 6' SLAB
TYPICAL SLAB CRACK CONTROL
JOINT DETAIL "SJ"
SCALE: N.T.S.
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SITE
DETAILS
REVISIONS
FILE NO. 2016-084
HORZ. SCALE:
NONE
VERT. SCALE:
NONE
♦
CE-07
The Lord is a refuge for the oppressed, a stronghold in times of trouble. Psalm 9:9

I
3
11
FOREBAY
2.36 FT.
FREEBOARD
y 1-YR STORM 209.86
WQV TEMP. POOL 208.14
y PERMANENT POOL 207.00
2
-I 1 11-
FOREBAY�
EXIT 206.00
ENTRANCE 199.00
18" MCP
I\V.
OREBAY SEDIMENT
STORAGE ELEVATION
201.00
2
11-
MAIN POND SEDIMENT
STORAGE ELEVATION
203.00
BOTTOM POND 202.00
WET DETENTION POND PROFILE
NOT TO SCALE
OUT 205.50
STANDPIPE SHALL -
BE CONNECTED
TO THE BOX
5
2'x3' D0P I\LET
WITH TRASH AC'<
TOP 209.50
4" PVC ORIFICE
INV I\. 207.00
(SEE DETAIL)
3OTTOV
OF 30X
205.50
4" PVC CAP WITH
SCREW TYPE PLUG
TOP ELEV. 208.00
NORMAL POOL =
INV. ELEV. 207.00
BOTTOM ELEV. 206.50
PVC CAP W/2.75" HOLE
DRILLED IN CAP.
Conversion Procedure
Sediment Basin to Wet Detention Pond
TOP OF
DAM 210.50
INV FES 1
205.25
6:1 VEGETATED SHELF
TOP 207.00
BOTTOM 206.00
1. After the site is completely stabilized, contact Stocks Engineering @
252-459-8196 for verification of completion and stabilization.
2. Contact DEQ for approval to remove
all temporary erosion control measures.
3. Upon approval from NC DEQ, begin the conversion of the wet
pond from a temporary sediment trap to a permanent BMP as follows.
4. If standing water is in the basin, contractor shall pump the water out
discharging through a silt bag.
5. Remove the skimmer which is connected to the riser and convert to
the permenent orifice as shown below in detail.
6. Bring the side slopes surrounding the pond and vegetated shelf to the
proposed grade.
7. Contractor shall verify pond depth and muck out sediment to the
design depth of the pond.
8. Excavated material must be disposed of in an approved off -site location
9. Care must be taken to prevent any sedimentation/re-sedimentation
during this process, as sediment deposits in the bottom of the pond
may affect the depth. If any sedimentation occurs during this process,
Contractor shall remove sediment immediately.
10. Contact Stocks Engineering @ 252-459-8196 to inspect excavated pond
before continuing construction.
11. Upon approval of Stocks Engineering, continue constructing pond per details.
Establish appropriate permanent vegetation around pond as soon as possible.
12. Upon completion of pond construction, remove sediment from silt fence
and dispose of at an approved off -site location. Plant vegetated shelf
and seed and mulch side slopes.
13. Contact Stocks Engineering @ 252-459-8196 to inspect completed pond
before placing pond in service.
0
NOTE:
VEGETATED SHELF MUST HAVE 6 IN OF TOPSOIL
SAS THE TOP LAYER OF MATERIAL
VEGETATED SHELF LANDSCAPE PLAN
VEGETATED SHELF = 1,998 S.F.
ALL PLANTS SHALL BE 3" CONTAINER PLANTS,
THERE SHALL BE A MINIMUM OF 3 PLANT
SPECIES, AND A MINIMUM OF 50 PLANTS PER
200 SF OF VEGETATED SHELF.
BELOW PERMANENT POOL
Botanical Name
Iris virginica
Helianthus augustifolius
Peltandra virginica
Common Name
Blue flag iris
Swamp Sunflower
Arrow arum
POND SIDE SLOPES
Vegetate w/Centipede Seed CD a rate of
60 lbs./Ac.
QTY•
166
167
167
1
44 LF 24"
HDPE © 0.5%
W/6' FES
D.I.#2
TOP 209.50
INV IN (2.75") 207.00
- -INV OUT 205.50
SCALE: 1" = 20'
20 40 50 60
70 80
STAGE/STORAGE TABLE
r STAGE
ELEVATION
CONTOUR
AREA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0
207.00
17,268
0
0
1.00
208.00
19,152
18,210
18,210
1.12
208.12
19,229
2,309
20,519
2.00
209.00
21,104
17,819
38,338
3.00
210.00
23,113
22,109
60,447 J
Sg
EX 96 LF 30"
RCP Q 2.38%
W/6' FES
14/
(NOTE:
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
(NOTE:
A PORTABLE PUMP SHALL BE USED FOR PUMP
DOWN AND MAINTENANCE.
U
0
Z
F
wz
0
0
WWW.STOCKSENGINEERING.COM
BLN=C-1874
\` C A 07/
SEAL
19843
•NeINEE'�,0c:)
�cHAEL
I it
10/14/2021
STORMWATER
WET POND DETAIL
REVISIONS
5/9/22 WET POND
FILE NO. 2021-000
HORZ. SCALE:
NONE
VERT. SCALE:
NONE
LET ME GET YOU SOMETHING TO EAT, SO YOU CAN BE REFRESHED AND THEN GO ON YOUR WAY GENESIS 18:5
CE-04

I
3
11
FOREBAY
2.36 FT.
FREEBOARD
y 1-YR STORM 209.86
WQV TEMP. POOL 208.14
y PERMANENT POOL 207.00
2
-I 1 11-
FOREBAY�
EXIT 206.00
ENTRANCE 199.00
18" MCP
I\V.
OREBAY SEDIMENT
STORAGE ELEVATION
201.00
2
11-
MAIN POND SEDIMENT
STORAGE ELEVATION
203.00
BOTTOM POND 202.00
WET DETENTION POND PROFILE
NOT TO SCALE
OUT 205.50
STANDPIPE SHALL -
BE CONNECTED
TO THE BOX
5
2'x3' D0P I\LET
WITH TRASH AC'<
TOP 209.50
4" PVC ORIFICE
INV I\. 207.00
(SEE DETAIL)
3OTTOV
OF 30X
205.50
4" PVC CAP WITH
SCREW TYPE PLUG
TOP ELEV. 208.00
NORMAL POOL =
INV. ELEV. 207.00
BOTTOM ELEV. 206.50
PVC CAP W/2.75" HOLE
DRILLED IN CAP.
Conversion Procedure
Sediment Basin to Wet Detention Pond
TOP OF
DAM 210.50
INV FES 1
205.25
6:1 VEGETATED SHELF
TOP 207.00
BOTTOM 206.00
1. After the site is completely stabilized, contact Stocks Engineering @
252-459-8196 for verification of completion and stabilization.
2. Contact DEQ for approval to remove
all temporary erosion control measures.
3. Upon approval from NC DEQ, begin the conversion of the wet
pond from a temporary sediment trap to a permanent BMP as follows.
4. If standing water is in the basin, contractor shall pump the water out
discharging through a silt bag.
5. Remove the skimmer which is connected to the riser and convert to
the permenent orifice as shown below in detail.
6. Bring the side slopes surrounding the pond and vegetated shelf to the
proposed grade.
7. Contractor shall verify pond depth and muck out sediment to the
design depth of the pond.
8. Excavated material must be disposed of in an approved off -site location
9. Care must be taken to prevent any sedimentation/re-sedimentation
during this process, as sediment deposits in the bottom of the pond
may affect the depth. If any sedimentation occurs during this process,
Contractor shall remove sediment immediately.
10. Contact Stocks Engineering @ 252-459-8196 to inspect excavated pond
before continuing construction.
11. Upon approval of Stocks Engineering, continue constructing pond per details.
Establish appropriate permanent vegetation around pond as soon as possible.
12. Upon completion of pond construction, remove sediment from silt fence
and dispose of at an approved off -site location. Plant vegetated shelf
and seed and mulch side slopes.
13. Contact Stocks Engineering @ 252-459-8196 to inspect completed pond
before placing pond in service.
0
NOTE:
VEGETATED SHELF MUST HAVE 6 IN OF TOPSOIL
SAS THE TOP LAYER OF MATERIAL
VEGETATED SHELF LANDSCAPE PLAN
VEGETATED SHELF = 1,998 S.F.
ALL PLANTS SHALL BE 3" CONTAINER PLANTS,
THERE SHALL BE A MINIMUM OF 3 PLANT
SPECIES, AND A MINIMUM OF 50 PLANTS PER
200 SF OF VEGETATED SHELF.
BELOW PERMANENT POOL
Botanical Name
Iris virginica
Helianthus augustifolius
Peltandra virginica
Common Name
Blue flag iris
Swamp Sunflower
Arrow arum
POND SIDE SLOPES
Vegetate w/Centipede Seed CD a rate of
60 lbs./Ac.
QTY•
166
167
167
1
44 LF 24"
HDPE © 0.5%
W/6' FES
D.I.#2
TOP 209.50
INV IN (2.75") 207.00
- -INV OUT 205.50
SCALE: 1" = 20'
20 40 50 60
70 80
STAGE/STORAGE TABLE
r STAGE
ELEVATION
CONTOUR
AREA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0
207.00
17,268
0
0
1.00
208.00
19,152
18,210
18,210
1.12
208.12
19,229
2,309
20,519
2.00
209.00
21,104
17,819
38,338
3.00
210.00
23,113
22,109
60,447 J
Sg
EX 96 LF 30"
RCP Q 2.38%
W/6' FES
14/
(NOTE:
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
(NOTE:
A PORTABLE PUMP SHALL BE USED FOR PUMP
DOWN AND MAINTENANCE.
U
0
Z
F
wz
0
0
WWW.STOCKSENGINEERING.COM
BLN=C-1874
\` C A 07/
SEAL
19843
•NeINEE'�,0c:)
�cHAEL
I it
10/14/2021
STORMWATER
WET POND DETAIL
REVISIONS
5/9/22 WET POND
FILE NO. 2021-000
HORZ. SCALE:
NONE
VERT. SCALE:
NONE
LET ME GET YOU SOMETHING TO EAT, SO YOU CAN BE REFRESHED AND THEN GO ON YOUR WAY GENESIS 18:5
CE-09

Operation & Maintenance Agreement
Project Name: Middlesex Shell #1
Project Location: Middlesex, Nash County, NC
Cover Page
Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
Any deficient SCM elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the SCM(s).
The SCM(s) on this project include (check all that apply& corresponding O&M sheets will be added automatically):
Infiltration Basin Quantity: Location(s):
Infiltration Trench Quantity: Location(s):
Bioretention Cell Quantity: Location(s):
Wet Pond Quantity: 1 Location(s): Northeast Corner of Site
Stormwater Wetland Quantity: Location(s):
Permeable Pavement Quantity: Location(s):
Sand Filter Quantity: Location(s):
Rainwater Harvesting Quantity: Location(s):
Green Roof Quantity: Location(s):
Level Spreader- Filter Strip Quantity: Location(s):
Proprietary System Quantity: Location(s):
Treatment Swale Quantity: Location(s):
Dry Pond Quantity: Location(s):
Disconnected Impervious Surface Present: No Location(s):
User Defined SCM Present: No Location(s):
Low Density Present: No Type:
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to
the system or responsible party.
Responsible Party: Firstwave Innovations, Inc.
Title & Organization: Michael Druga, President
Street address: 2609 Discovery Drive, Suite 115
City, state, zip: Raleigh, NC 27616
Phone number(s): 678.373.6751
Email: [e-mail]
n
n
Sign ture: :r , / VAA _ Date: 5--- 13
I, ? -(,Lt j�y�� .-_. --,1(2< , a Notary Public for the State of n/IC', (`a f'd Cu. �
County of •\ ) (41 fi. ' v1A.-- , do hereby certify that C/`10_Q , irbi.7 a u
personally appeared before me this /J�i" day of Lin& ;r ahld
acknowledge the due execution of the O erations and Maintenance Agreem U
Witness my hand and official seal, 1i1 L{.. v�,/Y 4,.. 7
USA WINSTEAD-STOKES
NOTARY PUBLIC
Johnston County t
North tna .L.
My Commission� � �I
Seal My commission expires ) !'LA-4r( i'\.. LI / •42-6' a 7
STORM-EZ 5/13/2022
Version 1.5 O&M Agreement Page 1 of 5

Wet Pond Maintenance Requirements
Important operation and maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and
- perimeter of the basin should be watered twice weekly if needed, until the plants become established
(commonly six weeks).
_ No portion of the wet pond should be fertilized after the initial fertilization that is required to establish
the plants on the vegetated shelf.
Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wet
pond.
_ If the pond must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain will be minimized as much as possible.
At least once annually, a dam safety expert will inspect the embankment. Any problems that are
found will be repaired immediately.
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
After the wet pond is established, it will be inspected quarterly and within 24 hours after every storm event greater
than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a
known set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
SCM element: Potential problem: How to remediate the problem:
The entire wet pond Trash/debris is present. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to remove the gully, plant ground
pond erosive gullies have cover and water until it is established. Provide lime and a one-
formed. time fertilizer application.
The inlet pipe is clogged (if
applicable). Unclog the pipe. Dispose of the sediment off-site.
The inlet pipe is cracked
The inlet device or otherwise damaged (if Repair or replace the pipe.
applicable).
Erosion is occurring in the Regrade the swale if necessary and provide erosion control
swale (if applicable). devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Sediment has
accumulated to a depth Search for the source of the sediment and remedy the problem
greater than the original if possible. Remove the sediment and dispose of it in a location
design depth for sediment where it will not cause impacts to streams or the SCM.
The forebay
storage.
Erosion has occurred, Provide additional erosion protection such as reinforced turf
matting or riprap if needed to prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.

Wet Pond Maintenance Requirements (Continued)
SCM element: Potential problem: How to remediate the problem:
Sediment has
accumulated to a depth Search for the source of the sediment and remedy the problem
greater than the original if possible. Remove the sediment and dispose of it in a location
design sediment storage where it will not cause impacts to streams or the SCM.
depth.
The main treatment area Algal growth covers over Consult a professional to remove and control the algal growth.
50% of the area.
Cattails, phragmites or
other invasive plants cover Remove the plants by wiping them with pesticide (do not spray).
50% of the basin surface.
Best professional
practices show that
pruning is needed to Prune according to best professional practices.
maintain optimal plant
health.
The vegetated shelf Determine the source of the problem: soils, hydrology, disease,
Plants are dead, diseased etc. Remedy the problem and replace plants. Provide a one-
or dying. time fertilizer application to establish the ground cover if a soil
test indicates it is necessary.
Weeds are present. Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.
Shrubs have started to Remove shrubs immediately.
grow on the embankment.
Evidence of muskrat or Consult a professional to remove muskrats or beavers and
beaver activity is present. repair any holes or erosion.
The embankment A tree has started to grow Consult a dam safety specialist to remove the tree.
on the embankment.
An annual inspection by
an appropriate
professional shows that Make all needed repairs immediately.
the embankment needs
repair.
Clogging has occurred. Clean out the outlet device and dispose of any sediment in a
gg g location where it will not cause impacts to streams or the SCM.
The outlet device
The outlet device is Repair or replace the outlet device.
damaged.
Weeds or volunteer trees Remove the weeds or trees.
are growing on the mat.
Floating wetland island
(if applicable) The anchor cable is
damaged, disconnected or Restore the anchor cable to its design state.
missing.

Wet Pond Maintenance Requirements (Continued)
SCM element: Potential problem: How to remediate the problem:
Erosion or other signs of
damage have occurred at Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water Discharges from the wet
pond are causing erosion
or sedimentation in the Contact the local NCDEQ Regional Office.
receiving water.

Wet Detention Pond Design Summary
Wet Pond Diagram
WET POND ID FOREBAY MAIN POND
1 Permanent Pool El. 207 Permanent Pool El. 207
Temporary Pool El: _ 208.14 Temporary Pool El: 208.14
Pretreatment other No Clean Out Depth: 6 Clean Out Depth: 4
than forebay? Sediment Removal El 201 Sediment Removal El 203
Has Veg. Filter? No Bottom Elevation: 199 Bottom Elevation: 202
ATTACH ADDITIONAL SHEETS IF NECESSARY

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Middlesex Shell#1
2 Project Area(ac) 9.89
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) 50
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)?
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System
12 Bioretention Cell
13 Wet Pond 1
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 Dry Pond
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: J.Michael Stocks,PE President
28 Organization: Stocks Engineering,PA
29 Street address: 801 E.Washington Street
30 City,State,Zip: Nashville,NC 27856
31 Phone number(s): [phone]
32 Email: [e-mail]
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.
Designer
11111ttf0f,%I
2o,oFESS 4;.•
111( :11.1•00 gr)C4--S
-9 ; � Sign lure of Designer
` °' SEAL i vs
19843
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• OlyAEL•5���•%% c r r Z L
t,��ft3ljAt1111, Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
1
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
4
Type of SCM
Wet Pond
5
Total drainage area (sq ft)
430808
6
Onsite drainage area (sq ft)
430808
7
Offsite drainage area (sq ft)
0
8
Total BUA in project (sq ft)
255173 sf
9
New BUA on subdivided lots (subject to permitting)
(sq ft)
NA
10
New BUA not on subdivided lots (subject to
permitting) (sf)
NA
11
Offsite BUA (sq ft)
NA
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
132637 sf
- Sidewalk (sq ft)
- Roof (sq ft)
122500 sf
- Roadway (sq ft)
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
13
New infiltrating permeable pavement on
subdivided lots (sq ft)
14
New infiltrating permeable pavement not on
subdivided lots (sq ft)
15
Existing BUA that will remain (not subject to
permitting) (sq ft)
16
Existing BUA that is already permitted (sq ft)
17
Existing BUA that will be removed (sq ft)
18
Percent BUA
19
Design storm (inches)
1.0 in
20
Design volume of SCM (cu ft)
20940 cf
21
Calculation method for design volume
Equation 2
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

WET POND
1
Drainage area number
1
2 Minimum required treatment volume (cu ft)
20940 cf
GENERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
4
Is the SCM located away from contaminated soils?
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered I
side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
12
Does the drainage easement comply with General MDC (9)?
N/A
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
16
Does the SCM follow the device specific MDC?
Yes
17
Was the SCM designed by an NC licensed professional?
Yes
WET POND
MDC FROM 02H .1053
18
Sizing method used
SA/DA
19
Has a stage/storage table been provided in the calculations?
Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
202.00
21
Elevation of the main pool bottom (top of sediment removal) (fmsl)
203.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
206.00
23
Elevation of the permanent pool (fmsl)
207.00
24
Elevation of the top of the vegetated shelf (fmsl)
207.00
25
Elevation of the temporary pool (fmsl)
208.14
26
Surface area of the main permanent pool (square feet)
17268
27
Volume of the main permanent pool (cubic feet)
48906 cf
28
Average depth of the main pool (feet)
3.80 ft
29
Average depth equation used
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 forebay (cubic feet)
8109 cf
33
Is this 15-20% of the volume in the main pool?
Yes
34
Clean -out depth for forebay (inches)
24 in
35
Design volume of SCM (cu ft)
20940 cf
36
Is the outlet an orifice or a weir?
Orifice
37
If orifice, orifice diameter (inches)
3 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
2.1
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
42
Are berms or baffles provided to improve the flow path?
No
43
Depth of forebay at entrance (inches)
96 in
44
Depth of forebay at exit (inches)
12 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
46
Width of the vegetated shelf (feet)
6 ft
47
Slope of vegetated shelf (H:V)
6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool?
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.)
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
53
Species of turf that will be used on the dam and embankment
Bermuda
54
Has a planting plan been provided for the vegetated shelf?
Yes
ADDITIONAL
INFORMATION r
55
Please use this space to provide any additional information about the
wet pond(s):
Wet Pond
3
10:01 AM 5/10/2022