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Stormwater
Management
Plan
Sheetz Project
Goldsboro, NC
S &EC Project No. 7325.D2
January 2013
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Patrick K. Smith, PE �CK'K;\S�`�
NC License No. 25525
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com

Stormwater
Management
Plan
me
Sleet- Protect
Goldsboro, NC:
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S &EC Project No. ?325.D2
January 2013
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a'02 5525 `^ _
Patrick K. Smith, PE "i1 /�K
NC License No. 25525 /, +111
Soil & Environmental
11010 Raven Ridge Road • Raleigh, North Carolina 27614
www.SandEC.com
Consultants, PA:
Phone: [phone] • Fax: [phone]

Table of Contents
Tableof Contents .................................................................................. ............................... i
List of Figures
List of Appendices
Project Location, Background & Description ....................................... ............................... 1
Stormwater Treatment & Peak Discharge Attenuation ...... ................ ............................... 2
Total Suspended Solids (TSS) and Total Nitrogen (TN) Removal Efficiency ....................... 2
Stormwater Wetland Planning & Design ............................................. ............................... 2
NitrogenExport Calculations ............................................................... ............................... 4
BMP Inspection & Maintenance ......................................................... ............................... 5
Construction Drawings & Considerations ............................................ ............................... 6
Limitations............................................................................................ ............................... 6
1

List of Figures
Figure 1— Vicinity Map
Figure 2 — USGS Topographic Map (NW Goldsboro Quadrangle)
Figure 3 —Aerial Photo
Figure 4 — Soil Survey Map
List of Appendices
Appendix A— Email Correspondence (defining BM design criteria)
Appendix B — Supporting Stormwater Calculations
Appendix C — DWQ Wetland Supplement (Parts I, II and III)
Appendix D —Site Soils Report
Appendix E — Wetland Plant Selection
Appendix F — Nitrogen Export Calculations
Appendix G — Stormwater Wetland Operations & Maintenance Agreement
Appendix H — Construction Drawings (Preliminary)
11

Project Location, Background & Description
This application is for the review of a Stormwater Management Plan for the Sheetz
Project in Wayne County, NC. The property described in this report consists of
approximately 2.35 acres and is located immediately southeast of the intersection of NC
Highway 70 and NC Highway 581, west of the city of Goldsboro, NC. See Figures 1 and
2. The property is currently owned by Mr. David Weil of HWB of North Carolina, LLC. A
Sheetz gas station and restaurant is proposed for construction on the site. Current plans
call for the existing ditch (which roughly bisects the site) to be backfilled. A bypass pipe
(designed by others) is proposed for installation as shown on the plans. This pipe will
provide a hydraulic connection for flow from under NC Highway 581 (to the west) to US
Highway 70 (to the north) which the ditch currently provides.
In December 2002 a Preliminary Stormwater Study was prepared by Soil &
Environmental Consultants, PA (S &EC) for the overall property owned by Mr. Weil which
consists of approximately 3.4 acres. This study described a conceptual stormwater
design which included the construction of an extended detention stormwater wetland
to provide stormwater treatment on site. This study was required as part of a buffer
variance process (associated with a NC Division of Water Quality 401 Certification for
stream and buffer impacts) and to comply with the Neuse Basin Nutrient Removal
Strategy.
The conceptual design described in limited detail the preliminary sizing of the wetland,
described its basic function and overall design intent, and provided preliminary nitrogen
export rate calculations along with various planning recommendations. It was
understood at that time that a final Stormwater Management Plan and engineered
design (based on the final development plan) would eventually need to be prepared and
submitted to the North Carolina Department of Environment and Natural Resources
(NCDENR) Division of Water Quality (DWQ) for approval before the proposed impacts
could take place. Based on the project location this Stormwater Management Plan will
also be submitted for review by the local authorities (the City of Goldsboro, NC).
At the present time only a portion of the site (approximately 2.35 acres) is currently
proposed for use in the construction of the Sheetz project. The rest of the property will
remain in its current condition for the foreseeable future. Mr. Kevin Martin, LSS of S &EC
previously discussed this two - phased approach to development with Ms. Cindy Karoly of
DWQ and she indicated that it was acceptable to move forward in this manner.
This report and the attached design documents are specific to this portion of the site
only (the Sheetz project, 2.35 acres) and should be reviewed accordingly. As agreed
upon with DWQ a revised conceptual design will be prepared for the remaining acreage
of the property and submitted to DWQ for review under a separate cover. We
understand that once a detailed site plan is prepared for the remainder of the property
1

(the adjacent parcel to the east), a final Stormwater Management Plan for this second
phase of the development should be prepared and submitted to DWQ for review and
approval.
Stormwater Treatment & Peak Discharge Attenuation
As agreed upon by DWQ the September 2007 NCDENR -DWQ Best Management
Practices (BMP) Stormwater Manual was used for the development of the wetland
design requirements (see copies of Emails dated June 8, 2011 and May 4, 2012 in
Appendix A). Treatment of Stormwater runoff for the Sheetz project including the
removal of Total Suspended Solids (TSS) and Total Nitrogen (TN) is required by the
Division of Water Quality (DWQ) as part of the project's permitting requirements.
Stormwater treatment, as well as post - development peak discharge attenuation is
required by the City of Goldsboro. NC. A single extended detention stormwater wetland
is proposed to provide treatment of stormwater including the removal of TSS and TN
from site stormwater runoff. The wetland will also serve to meet the City's requirement
that the post - development peak discharge from the site for the 1 -Year 24 -Hour storm
does not exceed the pre - development peak discharge.
Total Suspended Solids (TSS) and Total Nitrogen (TN) Removal Efficiency
Based on the BMP manual a stormwater wetland, if designed properly, has a TSS
removal efficiency of 85 percent. According to the BMP manual a stormwater wetland
will also contribute significantly to the removal of TN from stormwater inflow. The BMP
manual cites stormwater wetlands with a removal efficiency of 40 percent for TN if
designed and maintained properly. Additionally, while not required for evaluation
stormwater wetlands are cited with removal efficiencies of 40 percent for Total
Phosphorus (TP).
Stormwater Wetland Planning & Design
Calculations for the sizing of the proposed stormwater wetland and all associated
appurtenances for the BMP were performed by S &EC. All necessary stormwater design
calculations and supporting documentation are included in Appendix B. A completed
DWQ Wetland Supplement form (Parts I, II and III) is included in Appendix C. Site civil
design for the Sheetz project proper is being prepared by Rivers & Associates, Inc.
(Rivers) of Greenville, NC. We understand that design of proposed building,
infrastructure, and a final grading plan are currently underway in addition to the
coordination of various off - parcel utility easements within close proximity to the
project. We also understand that final construction documents will be completed once
the details of the various utility easements are finalized.
The drainage area shown for the BMP was delineated based on our understanding of
the proposed stormwater collection /conveyance network and proposed grading
. 2..

associated with the site development plan (by Rivers). This delineation was reviewed by
the site designer at Rivers and deemed to be an accurate representation of the area that
will drain to the proposed stormwater wetland. The evaluation of both the existing and
proposed site conditions land usage /cover and associated impervious percentages was
based on aerial photographs, site survey data, the proposed site plan by Rivers, and our
site observations.
The location and elevation of the proposed wetland contours and the various
appurtenances (riser /barrel spillway, drawdown orifice, etc.) are based on the most
recent version of the proposed site plans and elevation data provided by the site
designer. All elevations are assumed to be accurate, however, it should be noted that
the various wetland components were designed and are described relative to one
another which would allow for easy vertical modification of the wetland and its various
appurtenances (if necessary) when site grading plans are finalized. Should design
changes occur we will inform DWQ and the City of Goldsboro of any changes in the
configuration of the proposed stormwater wetland. Regardless, the stormwater design
will require field confirmation and construction observation by S &EC, and may require
field adjustments depending on site conditions encountered during construction. In our
experience minor site modifications during construction are not unusual on this type of
project.
Site soils were evaluated by a Mr. Kevin Martin, LSS a North Carolina Licensed Soil
Scientist to determine if the use of a stormwater wetland was appropriate on -site. Two
shallow hand auger borings were advanced within the footprint of the proposed
stormwater wetland. These borings (Boring No. 1 and No. 2) were located
approximately 30 feet and 80 feet respectively from the existing site ditch. Based on
borings performed and the soils observed, the depth to Seasonal High Water Table
(SHWT) would likely range from 1.0 to 1.5 feet below the ground surface in an
undisturbed condition. And although the apparent water table was measured between
5 and 6 feet below the surface, this depth is likely largely controlled by the
aforementioned large ditch (between 5 and 7 feet deep) which bisects the property.
The in -situ soil at the deep pool invert elevations have been evaluated and it has been
determined that the apparent water table (even with the existing ditch) would allow for
the proposed invert of the deep pools to be at least 6- inches below the apparent water
table. However, once the ditch is backfilled, we anticipate an increase in the elevation
of the apparent water table and thereby the return of SHWT to a level that will only
serve to improve hydrologic conditions within the proposed stormwater wetland. Based
on the soil conditions observed and Hydrologic Soils Group (HSG) of the mapped site
soils (HSG's C and D) the use of a stormwater wetland is appropriate. A copy of the site
soils evaluation report is provided in Appendix D.
Design of the stormwater wetland included but was not limited to an evaluation of in-
situ soil characteristics, the calculation of the wetland treatment volume and the

temporary water quality pool depth, wetland zone distributions, overflow spillway weir
sizing, design storm routing, and a planting plan. The overflow weir (a riser /barrel
structure) was designed to safely pass the 10 -year event (in accordance with guidance
received from the City of Goldsboro) by routing this storm event through the spillway
system. Our evaluation also reveals that the spillway as proposed can safely pass
discharges resulting from the 100 -year storm event without overtopping the perimeter
of the wetland as proposed and as such no emergency spillway was deemed necessary.
A copy of the Preliminary (Not for Construction) Construction Drawings are provided in
Appendix H.
It should also be noted that while the proposed planting plan (including planting density,
material quantities, plant /container sizes and species selection) is based on design
requirements described in the 2007 BMP manual, the majority of the plant species
proposed for use are also listed in the current (2009) BMP Manua! :. A copy of the
proposed plant species list and representative photos of the selected wetland plant
species are provided in Appendix E.
As show on the Construction Drawings we have also proposed the use of coir logs at
select locations within the stormwater wetland at transitions between the shallow
water and shallow land wetland zones. Coir logs were located at select areas where we
might expect an increase in localized erosion based on flow trajectories (and associated
higher velocities) within the primary flow path through the shallow water wetland zone.
Their exact location may be modified at the time of construction. In addition, we have
proposed the use of rootwads (with boulder anchors as necessary) and stumps at
various locations within the shallow land wetland zone. The augmentations are
intended to add variety to the wetland topography and provide micro - habitat for
various wetland species.
Based on our previous discussions with DWO„ we understand that once treated for TSS
and nutrient removal, discharge from a stormwater wetland can be discharged directly
into the receiving watercourse. In this project the proposed stormwater wetland has
been designed to discharge directly into the 60 -inch reinforced concrete bypass pipe (at
!unction Box 2) proposed for installation along the alignment shown on the proposed
site plan shown on the Construction Drawings.
Nitrogen Export Calculations
We estimated Nitrogen Export rates associated with the existing site conditions and
proposed development using methods outlined in the Neuse River Basin: Model
Stormwater Program for Nitrogen Control guidelines. For the purposes of our
calculation we considered the drainage area contributing to the stormwater wetland
(approximately 2.72 acres) and not the Sheetz parcel area (approximately 2.35 acres).
For comparison purposes we evaluated both the existing site conditions and the
proposed site conditions when calculating nitrogen export. Our evaluation revealed a
4

nitrogen export coefficient of 10.68 pounds per acre per year (Ibs. /ac. /yr.) for the site in
its existing condition. This relatively high export rate is primarily due to the high
imperviousness of the site as it exists today. Our evaluation revealed a pre- treatment
nitrogen export rate of 14.47 Ibs. /ac. /yr. for the proposed development, and a post-
treatment export rate of 8.68 lbs. /ac. /yr. considering a 40 percent removal efficiency.
Nitrogen export calculations are provided in Appendix F.
As described in the cited program literature, for commercial and residential
development, the rules require that nitrogen export of 3.6 Ibs. /ac. /yr. or less be
achieved. In this case since the post- treatment export rate is less than 10.0 Ibs. /ac. /yr.
and there is no room on site for supplemental BMP's to further reduce the TN export
the Owner has elected to pay a one -time offset payment to the North Carolina
Ecosystem Enhancement Program (NCEEP) of $20.29/lb. (NCEEP Fee Schedule dated
June 2012) to bring the nitrogen down to a rate of 3.6 lbs. /ac. /yr. As such we estimate
the offset payment at 2.72 acres times 5.08 Ibs /ac /yr (8.68 -3.60) times $20.29/lb. times
30 years or $8,410.77. We understand this fee will be confirmed by DWQ prior to
payment and that off -set fees will be determined based on the NCEEP Fee Schedule at
the time the offset payment is made and as such may change.
NOTE: Based on our discussions with the City of Goldsboro we understand that
the City does allow the pre- development (existing) site condition to be considered
on redevelopment projects such as the Sheetz Project when calculating nitrogen
offset fees. In such cases we understand that the fee may be waived if the post -
development (post - treatment) export rate is calculated to be at or below the pre -
development export rate. In the case of this project the post - development (with
stormwater treatment) export rate is 8.68 lbs. /ac./yr. which is below the
calculated pre- development (existing conditions) export rate of 10.68 lbs. /ac./yr.
As such the City of Goldsboro would not ordinarily require an offset payment be
made to NCEEP to buy down to an export rate of 3.6 /b. /ac. /yr. We ask that
NCDENR -DWQ give consideration to waiving the offset payment.
BMP Inspection & Maintenance
A permanent maintenance access easement is proposed for the stormwater wetland
and will be recorded following site construction. The easement will allow future access
to the stormwater wetland, including the forebay for inspection and maintenance
purposes. The easement will be accessible from the access road between the Sheetz
property and adjoining parcel (to the east) which outlets to Highway 70. The location of
the proposed stormwater access easement is shown on the Construction Drawings
(Appendix H). A copy of the proposed Inspection and Maintenance Agreement (uses the
available on -line DWQ standard agreement) for the proposed stormwater wetland is
provided in Appendix G.
5

Construction Drawings & Considerations
A copy of the Preliminary Construction Drawings are provided in Appendix H. The site
Sediment and Erosion Control (S &EC) Plan (to be prepared by others) including both
temporary and permanent devices should be planned accordingly so as not to interfere
with wetland construction. It may be possible to use some part of the area dedicated
for the proposed stormwater wetland as part of the S &EC Plan during site construction,
thus potentially reducing overall construction costs.
Limitations
Our analyses, evaluations, conclusions, and recommendations are based on project and
site information available to us at the time of this report and may require modification if
there are any changes in the project or site conditions, or if additional data about the
project or site becomes available in the future. This report is intended for use by our
client HWB of North Carolina, LLC on this project. These findings are not intended or
recommended to be suitable for reuse on extensions of the project or on any other
project. Reuse on extensions of this project or on any other project shall be done only
after written verification or adaptation by SOIL & ENVIRONMENTAL CONSULTANTS, PA,
for the specific purpose intended. Additionally, decisions regarding any outstanding
permit issues or policies issued by governing regulatory agencies are beyond our
control, and as such modifications to our evaluation, conclusions, and /or
recommendations may be necessary.
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Appen
Email Correspondence

Patrick Smith
From: Kevin Martin
Sent: Wednesday, June 08, 2011 9:35 AM
To: Patrick Smith
Subject: FIN: Constructed wetlands chapter of the BMP manual
Attachments: Ch09 - Wetlands.pdf
Patrick, looks like this will be the design criteria for the Goldsboro site, when you get time compare it to what you used in
the past (2003 and 200 ^) and let me know if you think it will make a big difference. Thanks Kevin
From: Chapman, Amy rmailto :amy.chapman(d)ncdenrgov]
Seat: Wed 6/8/20118:27 AM
To: Kevin Martin
Cc: Karoly, Cyndi; Higgins, Karen
Subject: Constructed wetlands chapter of the BMP manual
Morning Kevin.
Attached is the 2007 version of the constructed wetlands chapter of the BMP manual you requested.
There is no 2008 version. The next version is 2009.
Please let me know if you need anything else.
-Amy
Amy Chapman
Wetlands, Buffers, Stormwater, Compliance and Permitting Unit (WeBSCaPe)
NCDENR/Division of Water Quality - Wetlands and Stormwater Branch
1650 Mail Service Center
Raleigh, NC 27699 -1650
Office: (919) 807 -6400
Fax; (919) 807 -6494
Website: httn_//portal_ncdenr.or /web /wq /swp /ws /401 /rivarianbuffers
E -mail: amy.chapmanPncdenr.gov
E -mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

Patrick Smith
From:
Kevin Martin
Sent:
Friday, May 04, 2012 8:13 AM
To:
Patrick Smith
Subject:
RE: Highway 581170 Stormwater Design
I got DWQ to confirm that the design criteria for the wetalnd should be that which was in place when the second 401 was
issued (2/13/2008) and that they would have to review the plan. They also said we could phase the design and installation
of the SMP's. so we can do a detailed design for sheets now and show only a conceptual design for a fast food joint
similar to what we did for the initial variance. I wall ask the enaineer for the DA info but we may have to fiaure it. Kevin

Appendix B
Supporting Stormwater Calculations

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5heetz 5W Wetland Design
Project No.: 7325.D2
5tormwater Wetland 5tage- 5toragd Relation5hin
NOTE: Storage calculation conservatively neglects any additional storage provided at or above Elev. 129.00 feet
which i5 included in the grading a55ociated with the maintenance acce55 easement.
SUMMARY SQUAT /ON:
5 =K5Zb
where: 5 = 5torage Volume, ft. 3
Z = Stage above Invert, ft.
Ks 15 defined by regression output
b 15 defined by regression output
Kegress1on Output: Ks
Constant 8.879 7177
b
X Coefficient(5) 1.18
5heetz Project Stormwater Wetland
Goldsboro, MG 14 Project No. 7325A2
Incremental
Storage
Computed
Computed
Contour
Area
Z
AREA
dH Volume
(Acc. Vol.), 5
In(Z)
In(S)
Storage
In(S)
(Elev.)
(Acres)
(feet)
(ft2)
(ft.) (ft3)
(ft')
(ft')
127.0
0.15
0.0
6593
128.0
0.18
1.0
7949
1 7271
7271
0.000
8.892
7177
8.879
129.0
0.21
2.0
9361
1 8655
15926
0.693
9.676
16278
9.698
130.0
0.25
3.0
10830
1 10096
26022
1.099
10.167
26279
10.177
131.0
0.28
4.0
12355
I 11593
37614
1.386
10.535
36916
10.516
5heetz Project Stormwater Wetland
Goldsboro, MG 14 Project No. 7325A2

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5heetz 5W Wetland Design
Project No.: 732502
5tormwater Wetland Stage - Discharge Relationshil?
Develop Discharge Curves for Riser- Barrel Spillway System
Pr; nv,y Spillway Input Data
Ricer Data
9.42
7.07
128.00
3.33
0.60
Riser Weir Length, feet
Riser Orifice Area, 5f
Riser Crest Elev., feet
Riser Weir Coeff.
Riser Orifice Coeff.
Barrel Data (pipe only)
2.00
Barrel Diameter, feet
1 24.00
Barrel Invert Elev., feet
0.60
Barrel Orifice Coeff.
1.00
Number of Barrels
0.013 Mannmg'5 "n"
50 Length of Pipe, feet
1.5 Sum of Minor Loss Coefficients, K
125 Barrel Outlet Water Surface Elevation, feet
Emergency Spillway Input Data
3 I E. Spillway Crest Elev., feet
150 E. Spillway Crest Width, feet
3 E. Spillway Weir Coeff,
NOTE: From design of 60 -inch bypass pipe
downstream invert elevation of pipe a55umed to be
122.00 feet. Also assume that pipe outlet is fully
submerged by not less than I foot over top of
pipe 5o elevation 125.00 feet.
Calculations
WSE
R I -Weir R I- Orifice
B 1- Orifice
B I- Frict. F/B I -Out
[.Spillway
Total
WSE
(ft)
(cf5) (cf5)
(cf5)
(cf5)
(cf5)
(cf5)
(cf5)
(ft)
N.P. Elev.
127.00
0.0 0.0
21.4
24.5
0.0
0.0
0.0
127.00
R5er Crest
128.00
0.0 0.0
26.2
30.0
0.0
0.0
0.0
128.00
128.50
11.1 24.1
28.3
32.4
11.1
0.0
11.1
128.50
129.00
31.4 34.0
30.3
34.6
30.3
0.0
30.3
129.00
129.50
57.6 41.7
32.1
36.7
32.1
0.0
32.1
129.50
130.00
88.7 48.1
33.8
38.7
33.8
0.0
33.8
130.00
130.50
124.0 53.8
35.5
40.6
35.5
0.0
35.5
130.50
Top of Dam
13 1 .00
1 63.0 59.0
37.1
42.4
37.1
0.0
37. l
131.00
(serves at E. 5pdimay)
Weir Flow
Q = CLH ^ 1.5
Orifice Flow
Q = CA(26jh) ^ 0.5
Friction Flow
Q = ((Z2 -Z 1)1(4.66n ^ 2UD ^
(I 6/3)) +0.0252K/D ^ 4)) ^ 0.5
NOTE: The design intent 15 that the Riser a5 an Orifice DOES NOT Control. Control should typically go from
the Riser a5 a Weir Control to the Barrel as an Orifice Control.
Sheet-, Project Stormwater Wetland
Goldsboro, NG 1 6 5$EC Project No. 11580.D2

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5heetz 5W Wetland Design
Project No.: 7325.D2
Stormwater Wetland Routing of I -yr Event
HRM- 5WM3.W52 JLE I 1-1-9G, 3 -99 v.3 allows direct entry of p. 5pill. weir and orifice data
PERFORMS ANALYSES INCLUDING ROUTING FOR DAMS WITH SMALL WATER5HED5 (LE55 THAN 2 5Q. MI.)
ChainSaw Routing from Elements of Urban 5tormwater Design (Malcom, 1 989)
INPUT
WATERSHED: 2.72 Area, acres DATA
n/a Hydraulic Length, feet
n/a Hydraulic Height, feet
0.70 Weighted Rational C
89 Weighted SC5 Curve Number
5.00 Computed Time of Concentration (Tc), min., by Kirpich Eqn.
DE51GN STORM: I -year Return Frecluency
24 -hour Storm Duration
3.02 Depth, inches, select from DDFIDF page based on Duration and Return Freq.
5.28 Intensity, inches /hour, select from DDFIDF page based on Tc and Return Fred.
HYDROGRAPH: 1 0.05 Computed Peak Flow by Rational, cf5
Riser Orifice Area, 5f
1.24 5 =0 000 /CN)- 10
Riser Crest Elev., feet
1.92 Depth of Runoff, inches
Kiser Weir Coeff,
18,937 Volume of Runoff, cf
Input Pipe Diameter: 3 feet
22.57 Time to Peak, min.
Riser Length: 9.42 feet
STAGE - STORAGE: 7177 K5, con5tant
Riser Orifice Area: 7.07 scl. ft.
1. 18 b, exponent
127 Reference Elevation, feet
STAGE- DISCHARGE: 9.42 Riser Weir Length, feet
7.07
Riser Orifice Area, 5f
128
Riser Crest Elev., feet
3.33
Kiser Weir Coeff,
0. G
Riser Orifice Coeff.
2.00 Barrel Diameter, feet
124 Barrel Invert Elev., feet
O.G Barrel Orifice Coeff.
I Number of Barrels
131 E. Spillway Crest Elev., feet
150 E. Spillway Crest Width, feet
2.G3 E. Spillway Weir Coeff.
131 Top of Dam Elev., feet
150 Top of Dam Crest Width, feet
2.G3 Top of Dam Weir Coeff,
ROUTING: 2 Desired Computational Interval, minutes
127 5tartmg Water Surface Elev.
RE5ULT5: 125.35 Peak Water Surface Elev., feet
0.35 Depth over Riser Crest, feet
0.00 Depth over E. Spillway, feet
0.00 Depth over Top of Dam, feet
G.45 Total Peak Discharge, cf5
G.45 Primary Peak Discharge, cf5
0.00 E. Spill. Peak Discharge, cf5
0.00 Top of Dam Peak Discharge, 65
5heetz Project Stormwater Wetland
Goldsboro, NC 18 Project No. 732502

5heetz 5W Wetland Design
Project No.: 7325.D2
5tormwater Wetland Routing of I 0 -yr Event
HRM- SWM3.WB2 JLE I I -1 -9G, 3 -99 v.3 allows direct entry of P. 5pill. weir and orifice data
PERFORMS ANALYSES INCLUDING ROUTING FOR DAMS WITH SMALL WATERSHEDS (LESS THAN 2 5Q. MI.)
Chain5aw Routing from Elements of Urban 5tormwater Design (Malcom, 1989)
WATERSHED: 2.72
n/a
n/a
0.70
89
INPUT
Area, acres DATA
Hydraulic Length, feet
Hydraulic height, feet
Weighted Rational C
Weighted 5C5 Curve Number
5.00 Computed Time of Concentration (Tc), min., by Klrpich Eqn.
DESIGN STORM: 10 -year Return Frequency
24 -hour Storm Duration
5.GG Depth, Inches, select from DDFIDF page based on Duration and Return Frecl.
7.92 Inten5lty, Inches /hour, select from DDFIDF page based on Tc and Return Frecl.
HYDROGRAPH:
15.08 Computed Peak Flow by Rational, cf5
1,24 5 =(I 000 /CN)- i 0
4.41 Depth of Runoff, Inches
43,509 Volume of Runoff, cf
Input Pipe Diameter: 3 feet
34.58 Time to Peak, min.
R15er Length: 9.42 feet
STAGE - STORAGE: 7177
K5, con5tant
Ri5er Orifice Area: 7.07 561. ft.
1 . 1 8
b, exponent
127
Reference Elevation, feet
STAGE - DISCHARGE: 9.42
Ri5er Weir Length, feet
7.07
Riser Orifice Area, 5f 1 3 1
E. Spillway Crest Elev., feet
128
Riser Crest Elev., feet 150
E. Spillway Crest Width, feet
3.33
Riser Weir Coeff. 2.G3
E. Spillway Weir Coeff.
O.G
Riser Orifice Coeff.
2.00 Barrel Diameter, feet
124 Barrel Invert Elev., feet
0.G Barrel Orifice Coeff.
I Number of Barrels
1 3 1 Top of Dam Elev., feet
150 Top of Dam Cre-A Width; feet
2.G3 Top of Dam Weir Coeff.
ROUTING: 2 Desired Computational Interval, minutes
127 Starting Water Surface Elev.
RESULTS: 1 28.00 Peak Water Surface Elev., feet
0.90 Depth over Ri5er Crest, feet
0.00 Depth over E. Spillway, feet
0.00 Depth over Top of Dam; feet
14 42 Total Peak Discharge, cf5
14.42 Primary Peak D15char9e, cf5
0.00 E. Spill. Peak Discharge, cf5
0.00 Top of Dam Peak Di5charcle, cf5
5heetz Project 5tormwater Wetland
Goldsboro. NC 19 Project No. 7325.1)2

5heetz 5W Wetland De51c3n
Project No.: 7325.D2
Stormwater Wetland Routinol of 100 -yr Event
HRM- SWM3.WB2 JLE I I- 1 -9G, 3 -99 v.3 allows direct entry of p. 5plll, weir and orifice data
PERFORMS ANALYSES INCLUDING ROUTING FOR DAMS WITH SMALL WATERSHEDS (LESS THAN 2 5Q. MI.)
ChainSaw Routing from Elements of Urban 5tormwater Design (Malcom, 1989)
INPUT
WATERSHED: 2.72 Area, acres DATA
n/a Hydraulic Length, feet
n/a Hydraulic Height, feet
0.70 Weighted Rational C
89 Weighted 5C5 Curve Number
5.00 Computed Time of Concentration (Tc), min., by Kirpich Ecjn.
DE51GN 5T0RM: 100 -year Return Frequency
24 -hour Storm Duration
9.59 Depth, lnche5, select from DDFIDF page based on Duration and Return Freq.
10.40 Intensity, inches /hour, select from DDFIDF page based on Tc and Return Freq.
HYDROGRAPH: 19.50 Computed Peak Flow by Rational, cfs
1.24 S =(I 000 /CN)- 10
8.25 Depth of Runoff, Inches
81 ,470 Volume of Runoff, cf Input Pipe Diameter: 3 feet
49.30 Time to Peak, min.
R15er Length: 9.42 feet
5TAGE - 5TORAGE: 7177 ICs, constant RI5er Orifice Area: 7.07 51. ft.
. 15 b, exponent
127 Reference Elevation, feet
5TAGE- D15CHARGE: 9.42 RI5er Weir Length, feet
7.07
R15er Orifice Area, 5f
126
Riser Crest Elev., feet
3.33
Riser Weir Coeff.
O.G
R15er Orifice Coeff.
2.00 Barrel Diameter, feet
124 Barrel Invert Nev.. feet
O.G Barrel Orifice Coeff.
I Number of Barrels
131 E. Spillway Crest Elev., feet
150 E. Spillway Crest Width, feet
2.G3 E. Spillway Weir Coeff.
1 3 1 Top of Dam Elev., feet
150 Top of Dam Crest Width, feet
2.G3 Top of Dam Weir Coeff.
ROUTING: 2 Desired Computational Interval, minutes
127 Starting Water Surface Dev.
RE5ULT5: 125.73 Peak Water Surface Elev., feet
0.73 Depth over Riser Crest, feet
0.00 Depth over E. Spillway, feet
0.00 Depth over Top of Dam, feet
19.63 Total Peak Discharge, cfs
19.63 Primary Peak Discharge, cfs
0.00 E. Spill. Peak Discharge, cfs
0.00 Top of Dam Peak Discharge, cfs
5heetz Project Stormwater wetland
Goldsboro, NC 19 Project No. 7325.D2

10/10/12 Precipitation Frequency Data Semr
NOAA Atlas 14, Volume 2, Version 3 +
��•f ` Location name: Goldsboro, North Carolina, US' J'
i N ) I Coordinates: 35.4237, - 78.0641
Elevation: 133 f s
\� 'source: Google Maps fir.
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok M.Yelda, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maas & aerials
PF tabular
F2-day 0.073
(0.067 - 0.080)
0.088 0.113
(0.081 - 0.09) (0.104 - 0.123)
0.134
(0.123 - 0.146)
0.165
(0.150-0.180}
0.192
(0.174-0.210)
0.222
(0.199 - 0.244)
0.256
(0.226 - 0.282)
0.306 0.350
(0.266 - 0.339) (0.299 - 0.390)
0.062
3_day (0.048 - 0.056)
0.062 0.079
(0.058- 0.068)j (0.073 - 0.087)
F [ 0.094
(0.086- 0.102)
0.115
(0.105 0.125)
0.133
(0.1200.145)
0.153
(0.131-1.117)1(0.155-0.192)
0.176
0.208 0.236
(0.202 - 0.262)
0.041
4`day� (0.038- 0.045)
0.050 0.063
(0.046 - 0.054), (0.058- 0.068)
0.074
(0.068- 0.080)I
0.090
(0.082_0.097)
0.103
(0.094- 0.112)
0.118
(0.106 - 0.129)
0.135
(0.120 - 0.147)]
0.159 0.179
(0.139 - 0.175) (0.154 - 0.199)
0.027
7 day ](0.025-0.030)'1(0.031-0.036)1(0.038-0.045)
0.033 0.041 `_0-048"
(0.045 - 0.052
0.058
(0.053 0.063)
0.067
(0.061 0.072)
0.075 i
(0.068 - 0_082)
0.085
(0.076 0.093)
0.099 0.110
(0.087 - 0.109) (0.098- 0.122)
OA22
10 -day (0.021- 0.024)
0.026 0.033
(0.025- 0.028) (0.030- 0.035)
0.038
(0.035 - 0.040)
0.045
{0.041.0.048)
0.051
(0.047.0.055)
0.057
(0.052 - 0.062)
0.064
(0.058- 0.069)
0.074 0.082
(0.066.0.0_) (0.072- 0.090)
�20 -da 0.015
L (0.014- 0.016)
DA78 0.022
(0.017 -0.019)1(0.020-0.023)1(0.023-0.027)
0.025
0.029
(0027- 0.031)
0.033
(0.030 -0.03
0.036
(0.033 - 0.039)
0.040
(0.037- 0.044)
0.046 0.050
(0.041 - 0.050) (0.045 - 0.055)
0.012
30 -day (0.012 0.013)]
0.015 0.018
(0.014 - 0.016) (0.016 - 0.019)
0.020
(0.019 - 0.021)
0.023
(0.021-0.025)!
0.025
(0.024- 0.027)i
0.028
(0.026 - 0.030)
0.031
(0.028- 0.033)i'
0.034 0.037
(0.031 - 0.037) (0.033 - 0.040)
0.010
45 -day (0,010� - 0.011)
0.012 0.015
(0.012 - 0.013) (0.014 - 0.016)
0.016
{0.015- 0.017)
0.079
(0.018- 0.020)
0.021
(0.019 - 0.022)
OA23
(0.0211- 0.024)
0.024
(0.023- 0.026)
0.02771F 0.029
(0.025- 0.029) (0.026 0.032}
F60-day
�J
0.009 0.011 0.013
(0.009 - 0.010 (0.011 0012) (0.012 0.014)
(1.014
(0.014 - 0.015)
0.016
(0.015 - 0.017)
0.018
(0.017 - 0.019)
0.019
(0.018 - 0.020)'
0.021
(0.019- 0.022)
0.023 0.024
(0.021- o.024)I (0.022- o.026)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimtes at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fore
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 %. Estimates at upper bounds are not
checked against probable maximum precipitation (PM) estimates and may be higher than currently valid PNE values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
hdsc. nws. noaa. gov /hdsc /pads /Pfds_printpage.html ?lat= 35.4237 &Ion =- 78.0641 &data = intensity &units =e... 1/4

10/10/12 Precipitation Frequency Data Server
9 NOAA Atlas 14, Volume 2, Version 3
Location name: Goldsboro, North Carolina, US'
Coordinates: 35.4237, - 78.0641
Elevation: 133 ft
'source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok M.Yelda, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical i Maps & aerials
PF tabular
Back to Top
PF graphical
hdsc.nws.noaa.gov/hdsc/pfds /pfd s_printpage.htmI ?lat= 35.4237 &Ion =- 78.0641 &data= depth &un its = eng... 114
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1
i
nA verage recurrence interval (years)
��
2 �5
j
10
25
100
w 200
500 _
1000
5
0.440
(0.402- 0.481)i
I 0.513
(0.471 0_560)1
0.686
(0.537 - 0.639)1
0.660
(O.fiO4- 0._720)
0.739 i
(0.673- 0.8D5)(
0.805 I
(0.729- 0.877).
D.865
(0.780- 0�942)�
0.824
(0.828 - 1.01)
0.994
(0:883 - 1.08)
1.06
(0.932 1_16)
10 -min (0.643.0.769)1
1(0.753-0.896
(0.860$$021 j (0.965 -� 15) (1.071828) i
i (1.31
(1.16-1.40.) (1.24-150) 38 7.4659) !1. 05772) (1 X6782)
0.878
15 -min (0.803 - 0.961)1
1.03
(0.946 -1.13) i
1.19 1.33 1.49
(1.09 -1.29) (1..2. 2 -146) (1.36 -1.63) I
162 F 1.74 IF 185 1.98 2.09
(1,47 -1.77) (1.57 -1.89) (1.66 -2.01) 0.76 -2.16) (1:84 -2.29)
1.20
30 -min (1. 10-1.32)
142
i (1.31-1,56) IL
1.69 1,84 2.27
(1.54-1.84) I (1.77 -2.11) (2_02 -2.41)
2A4 2.66---]F-2-.8-87F 3.15 3.39 i
(2.212.66 ) (2.402.90) (2.58 -3.13) (2.80 -3.44) (2.98 -3.71)
1.50
r 1.79
216 2.52 2.95 I
3.31 3.67 4.03 ' 4.52 4.95
C60 -min
(1.37 -1.64)
(1 64 1_95)
(1_98 -2.36) (2.30 2.75) (2.68 -3.21) !
(3.00 -3.61) '1 (3.31_3.99) (3.62 -4.39) I (4.01 -4.93 (4.35- 5.41)J
` i hr
1.60 1 95)
9 6 i
6 a Dp ! 333
3-( !r2.83,39
�Y9
-' - 65�7 �
I1.7!l�l!l
5 25) 4 Y i) I(6.06
- .
r JI4
-2)
(1923
(2.7 } , -4.05)
{ .11 (5468 -7.56)
L4�-
-hr 187
(1.702.08)
2.25
(2.05 - 2.49)
2.78 3.33 4.03 '
(2.53.3.08) (3A2 3.67) I (3.63444)
4.68 5.35 6.08 7.12 8.09
(4.19FSy15) I (4.75 5_88) (5.36 6.69) (6.21 7.84) (6.968.93)
I�3
2.24
6 -hr (204 -2.49) ,
2.69
1 (2.46 -2.97)
3.33 3.99 4.85
(3.03 -3.68) i (3.62 -4.40) (4.38 -5.34)
5.65 6.48 7.39 8.70 9.93
1 (5.06 -6.21) 1 (5.75 -7.11) (6.50 -8.10) (7.55 -9.55) (8.49 -10.9)
2.63 j
3.16
3.93 4.73 5.79 I
6.78 7.83 8.99 10.7 12.3
=2- (2 392.93)
(2.87 3.50) I
(3.57_4,35) (4.27 -5.24) (5.19 -6.39)
(6.03.7.47) 1 (6.89 -8.61) (7.83 -9.89) 1 t2. 14 -11.8 J (10.4 -13.5)
1 24 -hr 3.02
(2.77 -3.33)
3.67
(3.36.4.04) !
4.74 5.66 7.04
(4.33 -5_21 (5.15.6.22) (6.37 -7.73) !
8.24 9.59 11.1 13A 15.4
(7.4Ct .0r (8.52 - 10.6) (9.75 -12.2) 11.5 -14.9 13.1- 7.2)
3A9
4.23
5.41 6.42 7.83
824 10.7 I 12.3 14.7 16.8
2 -day (3,223.83) i
(3.89 -4.63) I
(4.97 -5.92) (5.88 -7.02) (7.21 - 8.66) 4
I
(8.34 -10.1) (9.55 -11.7) J (10.9 -13.5) (12.8 -16.3) (14.3_18.7)
1 3.72
4A9 IF-5--71­176
8.27
9.58 11.0 12.6 15.0 17.0
3�day (3.43.4.06)
(4.14-4.90)
.74
(5.26 -6.23) (6,20 -7.35) (7.54 9.01) '
(8.67.10.4) (9.88 -12.0) (11.2 -13.8) (13.0 -16.5) (14.6
4 -day 3.94
4.75
6.01 7A6 8 61
9.92 11.4 12.97F 15.2 17.2
(3.65 -4.29) I
(4.40 -5.17)
(5.55 -6.53) (6.5L- -7.67) (7.87- 9.35)
(9.00 -10.8) (10.2 -12.4) (11.5 - 14.1)( (13.3 -16.8) (14.8 -19.1)
4.62 1
7 -day
j
5.56
6.97 a.12 IF-9.85--T-1-152-717-12-7
I
I
14.3 16.6 18.5
(4.28 -5.01)
(5.15 6.04)
(6.44 7.57) (7.498.82) (8.98 -10.6)
(10_2 -12.2) ; (11.5 -13.8) (12.8 -15.6) (14.7 -18.3) (16.1 -20.6)
10 -day
529
-5.59)
6.33
(5 82)
781
9.03 708
- 9.71) (9.5.11.6)
122 t 73.7
(11.2 -13 125 -14.8)
15.4
(36.7(4.93
17.7
(5v.8f9.3J
19.6
(17.3 -21.5)
7.1B i
8.53
10.4
11.8 139
15.6 17A
193
21.9
24.1
=20-day
(6.69-7.69)
(7.97 -9.17)
(9.67 -11.1)
(11.012.7) I (12.9 -15.0)
(14.4 -18,8) (16.0 -18.8) 1(17.6-20.9)11(19.7-23.9)
(21.4_26.3)
30 -day
8.92
-(8-38-9-54
10.6 ,
(9.95 113) j
12.7 i
{11.9 13.5)
14 3 16.6
(13.415.3) (15.417.7)
18.4 20.2
(17.0 19.7) (18.6 -21.7) ;
WI
22.1
(20.3 -23.8)
24.7
(22.4.26.7)
26.7
(24.1 -29.0)
11.3
13.3
15.7
17.6 20 2 !
22.2 243
26A
29.2
5
45 -day
(10,7 -12.0)
(12.6 -14.2)
(14.8 -16.7) I
l
(16.6 -18.8) (19.0 -21.6)
(20.8 -23.7} (22.6 -26.0) `
(24.4 -28,3) i
(28.8 -31.5)
L(2836-;4.0)
13 6 j
16.0 I
18.6
20.7 23A i
26.6 27.7 1729.8
32.5
-J
34.7
60 -day
(12.9 - 14.4) -
(15.1 -16.9) j
(17_6 -19,7) J
(19.6 -21.9) (22.1 -24.8)
(24.0.27.1 (25.9 -29.4) I
(27.7 -31.7) I
(30.1 -34.8)
(31.8 -37.2) j
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) w ill be greater than the upper bound (or less than the low er bound) is 5 %. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
hdsc.nws.noaa.gov/hdsc/pfds /pfd s_printpage.htmI ?lat= 35.4237 &Ion =- 78.0641 &data= depth &un its = eng... 114

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DWQ Wet #and Supplement

Permit Number
(to be provided by DWQ)
�qf W AT�,QO
ti
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part I//) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Sheetz Project, Goldsboro, N% - Stormwater Management Plan
Contact name Patrick K. Smith, P.E.
Phone number
Date
Drainage area number
(919) 846 -5900
November 1, 2012
Drainage Area No.1
II. DESIGN INFORMATION
-�
Site Characteristics
Does this project require pre/post control of the 1 -yr 24 -hr peak
Drainage area
118,316 ft
Impervious area
78,516 ft
Percent impervious
66.4%%
Design rainfall depth
1.0 inch
Peak Flow Calculations
Does this project require pre/post control of the 1 -yr 24 -hr peak
Y
(Y or N)
flow?
1 -yr, 24 -hr runoff depth
3.02
in
1 -yr, 24 -hr intensity
5.28
in/hr
Pre - development 1 -yr, 24 -hr runoff
9.1
ft3 /sec
Post - development 1 -yr, 24 -hr runoff
6.5
ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
-2.6
ft3 /sec
Storage Volume: Non -SR Waters
Design volume (temporary pool volume) 6.385 ft3 OK
Depth of temporary pool /ponding depth (DPIa,t) 12 in OK
Drawdown time 3.20 days OK
Diameter of orifice 1.25 in
Drawdown orifice diameter may be insufficient. Please
provide adequate supporting calculations.
Coefficient of discharge (Co) used in orifice diameter
0.60 (unitless)
calculation
Driving head (Ha) used in the orifice diameter calculation 1.000 ft OK
Storage Volume: SR Waters Parameters
1 -yr, 24 -hr depth N/A in
Pre - development 1 -yr, 24 -hr runoff N/A ft3
Post - development 1 -yr, 24 -hr runoff N/A ft3
Minimum volume required ft 3
Volume provided N/A ft3 OK
Form SW401- Wetland -Rev.1 Parts I and II. Project Design Summary, Page 1 of 3

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non - forebay portion of deep pool
The non - forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious (41inch diameter)
Shrubs /small trees (1 gallon or larger)
Trees (1.5" dbh)
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4inch diameter)
Shrubs /small trees (1 gallon or larger)
Trees (1.5" dbh)
Permit Number
(to be provided by DWQ)
6,590 ft2 OK
2,636 ft2 OK
40%
2,636 ft2 OK
40%
659 ft2 OK
10%
659 ft2 OK
10%
6,590 ft2 OK
0.00 ft2
127.00 fmsl
127.00 fmsl
127.00 fmsl
125.50 fmsl
124.00 fmsl
Y (Y or N)
fmsl
N
NIA in
12 in
OK
0 in
18 in
OK
36 in
OK
N (Y or N)
OK
198
132
33
289
OK
50
Higher density is recommended.
12
Higher density is recommended.
Form SW401- Wetland -Rev.1 Parts I and 11. Project Design Summary, Page 2 of 3

Form SW401 -Wetland-Rev. 1 Parts I and II. Project Design Summary, Page 3 of 3
Permit Number
(to be provided by D WQ)
Additional Information
Can the design volume be contained?
Y
(Y or N)
OK
Does volume in excess of the design volume flow evenly
N/A
(Y or N)
Enter Data
distributed through a vegetated filter?
What is the length of the vegetated filter?
N/A
ft
Does the design use a level spreader to evenly distribute flow?
N/A
(Y or N)
Enter Data
Are calculations for supporting the design volume provided in the
Y
(Y or N)
OK
application?
Is BMP sized to handle all runoff from ultimate build -out?
Y
(Y or N)
OK
Is the BMP located in a recorded drainage easement with a
Y
(Y or N)
OK
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
5.3 :1
OK
Approximate wetland length
192.0 ft
Approximate wetland width
36.0 ft
Approximate surface area using length and width provided
6,912 It 2
This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction?
Y
(Y or N)
OK
Form SW401 -Wetland-Rev. 1 Parts I and II. Project Design Summary, Page 3 of 3

Appendix D
Site Soils Report
Lie-

Environmental Consultants, PA.
Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
November 17th, 2012
Job # 7325.D2
Ike: Detailed storm water soils evaluation for the proposed Sheetz,
Hwy. 584 and Hwy. 70, Goldsboro, NC.
Soil & Environmental Consultants, PA (S &EC) performed a detailed soil evaluation
within the targeted area of a storm water constructed wetlands on the site mentioned
above. The purpose of this evaluation was to provide the required soils information_ for
the proper design of the proposed storm water wetlands, used as BMPs to treat the on -site
storm water. As indicated on the attached map, soil morphological profile descriptions
were performed at the specified locations to determine depths to seasonal high water
table (SHWT). The following is a brief report of the methods utilized in this evaluation
and the results obtained.
Soil/Site Evaivation Methodolo
The site evaluation was performed by advancing hand auger borings to sufficient depths
to estimate seasonal high water table and to observe the depth to the apparent water table
on the date of the evaluation. S &EC located the proposed storm water device location
utilizing a scaled site plan with references to fence locations, etc. so that soil
morphological conditions at the boring locations using standard techniques outlined in
the "Field Book for Describing and Sampling Soils" published by the Natural Resources
Conservation Service (MRCS, 2002) could be performed.
Soil/Site Conditions
This site is located in the Upper Coastal Plain geological area consisting. According to
the Soil Survey of Wayne County, NC (USDA 1974), the in -situ soil under the proposed
stormwater wetland are Sandy Loam Soils including Craven, Lynchburg and Rains
mapping units, which according to the BMP Manual are in Hydrologic Soils Groups C,
C/B, and D/B respectively with SHWT depths of 2.5 feet, 1.5 feet and 0 feet respectively.
Field investigation revealed that the borings were most similar to Lenoir (a wetter
"version" of Craven) and Rains.

Site Evaluation Performed on 9/23/12
Soil Boring #1
On 9/23/12, one soil boring (Boring 1) was advanced to a depth of 10'5" in the location
shown on the attached Figure titled "Soil Borings Map ". Free water was encountered at
7' below land surface one hour after completion of the boring. Redoxomorphic features
(Fe masses and depletions) that may be relic from when the soils formed in wetter times
indicated a seasonal high water table would be have been present during the wetter
portions of the year (Dec thru March) at a depth of 18" below existing land surface (see
Photo 1 attached). There are no wetlands near the proposed BMP except a jurisdictional
ditch that is 6' to 7' deep, which is permitted to be piped. The pipe will receive discharge
from the stormwater BMP.
Soil textures in the boring were as follows: 0 —12" sandy loam (tan), 12" to 18" sandy
clay loam (yellow brown), 18" to 80" massive expansive clay (yellow brown with gray
mottles grading at deeper depths to gray with bright red mottles), 80" to 88" sandy clay
loam (gray with bright orange mottles) and 88" to +125" loamy sand to sand ( light gray
to white).
Soil Boring #2
A second soil boring (Boring 2) was advanced to a depth of 10'5" in the location shown
on the attached Figure titled "Soil Borings Map ". Free water was encountered at 5' below
land surface one hour after completion of the boring. Redoxomorphic features (Fe
depletions) that may be relic from when the soils formed in wetter times indicated a
seasonal high water table would be have been present during the wetter portions of the
year (Dec thru March) at a depth of 12" below existing land surface (see Photo 2
attached). There are no wetlands near the proposed BMP except a jurisdictional ditch that
is 6' to 7' deep, which is permitted to be piped. The pipe will receive discharge from the
stormwater BMP.
Soil textures in the boring were as follows: 0 — 24" sandy loam (tan), 24" to 52" clay
(mottled red, yellow and gray but not as expansive nor as massive as at Boring 1), 52" to
96" sand/loamy sand with clay lenses (tan with yellow mottles), 96" to 114" bright
orange and red compact brittle loamy sand and 114" to +125" coarse gray sand.
Other Observations /Comments
S &EC made no attempt to measure soil saturated hydraulic conductivity (Ksat) in the
underlying soil at this time. However, due to the expansive nature of the clayey soil
horizons, Ksat's in that layer would be very low. While the sandy soil layers beneath the
clay would have high Ksat's.

Although the apparent water table was measured between 5 and 5 feet below the surface,
this depth is likely largely controlled by the existence of a large ditch (between 5 and 7
feet deep) which bisects the property. The ditch is located 30 feet from Boring 2 and 80
feet from Boring 1.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. If requested, S &EC
can meet on -site with the appropriate review agency to discuss our findings and
recommendations. Please feel free to call with any questions or comments.
Sincerely,
Soil & Environmental Consultants, PA
Kevin C. Martin
NC Licensed Soil Scientist #1003

Photo 1- Soil Boring #1

`1 r
d
i x.41
if� •tilt' .1 M� J,� _
le>� � 'f {� , •� yea y•�,s (�� _ _
elm
Photo 2 - Soil Boring #2

Appendix E
Wetland Plant Selection

110169 Takrumb
* TREES (1 2 PLACED RANDOMLY THROUGHOUT SHALLOW LAND)
SPECIES' COMMON NAME TOTAL # MINIMUM SIZE` AVG. MATURE
SPREAD
Nyssa biflora Blackgum 6 2.5" dbh B #B 30 Ft.
Oburnum Blackhaw
prurnfolrum Viburnum 6 2.5" dbh B #B 35 Pt.
SHRUBS 4 SMALL TREES (50 PLACED RANDOMLY THROUGHOUT SHALLOW LAND)
SPECIES' COMMON NAME TOTAL # MINIMUM 512E' 1 AVGoMATURE .
fe o u, nom. c. iai s.yvc may occur Paten on avaiavnrty
Aroma arbutifolia
Red Chokecherry
10
1 gal.
✓G Ft.V
Clethra alnrfoh.?
Sweet
Pepperb u5h
10
1 gal.
12 Ft.
Magnolia urrgrmana
5weetbay
Magnolia
10
I al,
9
10 Ft.
5ambucu5
tandems -5
Elderber ry
10
I gal.
10 Ft.
HERBACEOUS PERENNIALS (75 PLACED RANDOMLY THROUGHOUT SHALLOW LAND)
SPECIES'
COMMON NAME TOTAL #
MINIMUM SIZE'
AVG. MATURE
SPREAD
Carexspp.
Sedges 15
4 -in. container
18 In.
H615cu5
moscheuto5
Rose Mallow 15
4 -In. container
18 in.
HymenocaA5 eulae
Spider Lily 15
4 -In. container
18 In.
Eupatonum
fi5tulc5um
Joe P e Weed
y 15
4 -in. container
18 In.
Lobeha s1ph1kb --a
Blue Lobelia 15
4 -in. container
18 In.
EMERGENT PLANTS (200 PLACED RANDOMLY THROUGHOUT SHALLOW WATER)
SPECIES"
COMMON NAME
TOTAL #
MINIMUM SIZE'
AVG. MATURE
SPREAD
Iris ver5icolor
Blue Flag Iris
40
4 -in. container
18 In.
5a0ruru5 cernuu5
Lizard Tail
40
4 -m. container
18 In.
Yontederra
cordata
Pickerelweed
40
4 -in. container
18 In.
5agIttaru latifolia
Arrowhead
40
4 -in. container
18 In.
.luncu5 effu5u5
5oftru5h
40
4 -in. container
18 In.
FLOATING AQUATIC PLANTS (14 PLACED RANDOMLY THROUGHOUT DEEP POOLS)
SPECIES" COMMON
NAME
TOTAL #
MINIMUM SIZE'
AVG. MATURE
SPREAD
Nuphar lutea
5patterdock /
Yellow Pondldy
14
4 -in. container
18 In.
fe o u, nom. c. iai s.yvc may occur Paten on avaiavnrty

Nyssa bifiara — Blackgum /Swamp Tupelo
Viburnum prunifolium — Blackhaw Viburnum

Aronia arbutifolia — Red Chakerherry
Clethra alnifolia — Sweet Pepperbush

Magnolia virginiana — Sweetbay Magnolia
Sambucus canadensis — Elderberry

Corex spp. — Sedges
Hibiscus moscheutos — hose Mallow

Hymenocallis Mae — Spider Lily
Eupatorium fistulosum — Joe -pye Weed

Lobelia siphilitico - Blue Lobelia
Iris versicolor- Blue Flag Iris

Saururus cernuus— Lizard's Tail
Pontederia cordata — Pickerelweed

5agittaria latifaiia — Arrowhead
luncus effusus — Softrush

Nuphar lutea — Spatterdock, Yellow Pond -Illy

Appendix F
Nitrogen Export Calcu�ations

5heetz 5W Wetland Design
Project No.: 7325.D2
EXISTING CONDITIONS
Nitrogen Export Rate Calculations: Based on existing site Uses
Method 2
Quantifymq TN Export from Residential / Industrial / Commercial Developments
when Footprint of all Impervious Surfaces are Shown
Calculation Steps:
Step / Determine area for each type of land use and enter in In Column (2).
Step 2 Total the areas for each type of land use and enter at the bottom of Column (2).
Step 3 Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
Step 4 Total the TN exports for each type of land use and enter at the bottom of Column (4).
Step 5 Determine the export coefficient by dwidlnq the total TN export from uses at the
bottom of Column (4) by the total area at the bottom of Column (2).
(1)
(2)
(3)
(4)
Type of
Area
TN Export
TN Export
Land Cover
(acres)
Coeff.
from Use
Permanently Protected Managed
Open Space (grass. land5capmg, etc.)
0.91
(Ibs. /ac./ r.)
1 1 . 1 O
Peranently Protected Undisturbed
0.00
0.60
0.00
Open Space (forest, unmown meadow)
(Dutregard Umd:ed 5da ftflem as Perm. Protect. Undisturbed Open Space)
21.20
38.22
TOTAL 2.72 39.32
Permanently Protected Managed
1.43
1.20
1.71
Open Space (grass, landscapinq, etc.)
Impervious Surfaces (roads, parkin",
'.29
21.20
27.28
(lots, clnve'way5, ro, -45, paved storage I
I
I
areas, etc.)
TOTAL 2.72 29.00
Total Nitrogen Export Coefficient = �0.68� Ib5dac./yr,
NOTE: If TN export rate 15 qreater than 10.0 Ibs. /ac. /yr. then a 5MP must be installed
to remove enouqh Nitrogen to brmq the TN export rate below 3.6 Ibs./ac. /yr.
PR.OPOSED CONDITIONS
Nitrogen Export Rate Calculations: Based on Proposed Site Uses
Utdarng smAir Calculation steps:
(1)
Type of
Land Cover
(2)
Area
(acres)
(3)
TN Export
Coeff.
(Ibs. /ac. r.)
(4)
TN Export
from Use
(Ibs./ r.)
Peranently Protected Undisturbed
Open Space (forest, unmown meadow)
0.00
0.60
0.00
(Assume No Perm. Protect. Undisturbed Open 5pace)
Permanently Protected Managed
Open Space (grass. land5capmg, etc.)
0.91
1 1.20
1 1 . 1 O
(Assume All Non- imperv. Areas to be Managed Open 5pace)
Impervious Surfaces (roads. parlonq.
lots, driveways, roofs, paved storage
areas, etc.)
i .80
21.20
38.22
TOTAL 2.72 39.32
Total Nitrogen Export Coefficient = 14.47
5hee1. P-ject SComm.ater'A'eCland
Goldsboro. I1G of 2 Probed -,325.D2

NOTE: If TN export rate Is qreater than 10.0 lbs. /ac. /yr. then a BMP must be Installed
to remove enough Nitrogen to brinq the TN export rate below 3.6 I195./ac./yr.
Nitrogen Export Rate Evaluation:
If the computed TN export rate for the post - development site Is greater than 10.0 Ibs. /ac. /yr. then the Owner must use on -site BMP's to brinq
the development's export down to 10 Ibs. /ac. /yr. Then the Owner may utilize one of the following options;
I .) 5upplemental BMP's to reduce the TN export rate down to 3.6 Ibs, /ac./yr,
2.) Pay a one -time offset payment of $330 /I1b. to bnnq the rate down to 3.6 bs./ac. /yr.
3.) Do a combination of BMP's and offset payment to bnnq the rate down to 3.6 Ibs. /ac.lyr.
Consider that proposed 5tormwater Wetland removes 40 percent of the Total Nitrogen (TN) from the runoff then the resultlnq
TN Export Coefficient will be:
Pre - treatment Export
Removal Efficiency
Post - treatment Ex ort
1447
40
8.68
Ibs. /ac. r.
Percent
I1175./ac./yr.
5h—tr Proles 5t --ter `Netland
Goldsboro. IIC 2 of 2 Prgect I1o.:325.,2

Appendix G
Stormwater Wt and operation
Maintenance Agreement

Permit Number:
(to be provided by AWQ)
Drainage Area Number:
Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP 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 removal efficiency of the BMP.
Important maintenance procedures:
- Immediately following construction of the stormwater wetland, bi- weekly inspections will be
conducted and wetland plants will be watered bi- weekly until vegetation becomes established
(commonly six weeks).
- N0- porti on of the stormwater wetland will be fertilized after he first initial fertilizati or, that is
required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the sediment load to the
wetland.
- Once a year, a dam safety expert should inspect the embankment.
After the stormwater wetland is established, I will inspect it monthly 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 will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
=4
r _ .
h �*Iow
h
I will reznediat the ruble° :
Entire BMP
Trash /debris is present.
Remove the trash/ debris.
Perimeter of wetland
Areas of bare soil and /or erosive
Regrade the soil if necessary to remove the
gullies have formed.
gully, and then plant a ground cover and
water until it is established. Provide lime
and a one -time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
height.
Inlet device: pipe or
The pipe is clogged (if applicable).
Unclog the pipe. Dispose of the sediment
swale
offsite.
The pipe is cracked or otherwise
Replace the pipe.
damaged if applicable).
Erosion is occurring in the swale (if
Regrade the swale if necessary to smooth
applicable).
it over and provide erosion control
devices such as reinforced turf matting or
riprap to avoid future problems with
erosion.
Form SW401- Wetland O &M -Rev.4 Page 1 of 3

Permit Number:
(to be provided by DWQ)
Form SW401- Wetland O &M -Rev.4 Page 2 of 3
Forebay
Sediment has accumulated in the
Search for the source of the sediment and
forebay to a depth that inhibits the
remedy the problem if possible. Remove
forebay from functioning well.
the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
Erosion has occurred.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
roblems.
Weeds are present.
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Deep pool, shallow water
Algal growth covers over 50% of the
Consult a professional to remove and
and shallow land areas
deep pool and shallow water areas.
control the algal growth.
Cattails, phragmites or other invasive
Remove invasives by physical removal or
plants cover 50% of the deep pool and
by wiping them with pesticide (do not
shallow water areas.
spray) - consult a professional.
Shallow land remains flooded more
Unclog the outlet device immediately.
than 5 days after a storm event.
Plants are dead, diseased or dying.
Determine the source of the problem:
soils, hydrology, disease, etc. Remedy the
problem and replace plants. Provide a
one -time fertilizer application to establish
the ground cover if necessary.
Best professional practices show that
Prune according to best professional
pruning is needed to maintain optimal
practices.
plant health.
Sediment has accumulated and
Search for the source of the sediment and
reduced the depth to 75% of the
remedy the problem if possible. Remove
original design depth of the deep
the sediment and dispose of it in a location
pools.
where it will not cause impacts to streams
or the BMP.
Embankment
A tree has started to grow on the
Consult a dam safety specialist to remove
embankment.
the tree.
An annual inspection by appropriate
Make all needed repairs.
professional shows that the
embankment needs repair.
Evidence of muskrat or beaver activity
Consult a professional to remove muskrats
is present.
or beavers.
Micropool
Sediment has accumulated and
Search for the source of the sediment and
reduced the depth to 75% of the
remedy the problem if possible. Remove
original design depth.
the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the
sediment off -site.
The outlet device is damaged
Repair or re lace the outlet device.
Receiving water
Erosion or other signs of damage have
Contact the NC Division of Water Quality
occurred at the outlet.
401 Oversight Unit at 919 - 733 -1786.
Form SW401- Wetland O &M -Rev.4 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:_ Sheetz Project, Goldsboro, NC
BMP drainage area number: No. 1
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I,
a Notary Public for the State of
, County of , do hereby certify that
personally appeared before me this day of
, and acknowledge the due execution of the forgoing stormwater wetland
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SW401- Wetland O &M -Rev.4 Page 3 of 3

Appendix H
Construction Drawings (Preliminary,

VICINITY MAP
(NW GOLD5150R0 U5G5 TOPOGRAPHIC QUADRANGLE)
(NOT TO SCALE)
CONSTRUCTION DRAWINGS FOR:
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WAYNE COUNTY, NC
ENGINEERING DE51GN FIRM: CONTENTS:
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Raleigh, NC 27G 14 3.
(9 19) 84G -5900 4.
FIRM C -2042 5.
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PREPARED FOR: 7.
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HWB OF NORTH CAROLINA, LLC 9.
P.O. Box 20G3 10.
Goldsboro, NC 27533 1 1.
(919) 734 -1 1 1 1, Ext. 231
® 2013 5od 4. Environmental Consultants, PA. N.G. Firm License
COVER, CONTENTS, � VICINITY MAP
EX15TING 51TE CONDITIONS
PROP05ED 51TE CONDITIONS
5TORMWATER WETLAND GRADING PLAN
5TORMWATER WETLAND ZONES
CONSTRUCTION SEQUENCE
ER0510N CONTROL DETAILS
OUTLET STRUCTURE DETAILS
OUTLET 5TRUCTURE DETAILS II
5TORMWATER WETLAND PLANTING LAYOUT
PLANTING 5CHEDULE, DETAILS, * SPECIFICATIONS
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The following Construction Sequence applies to the construction of the Sheetz
10. Backfill around spillway, con5truct/recon5truct wetland and perimeter Slopes
Stormwater Management Plan:
in vicinity of the spillway.
I Obtain NCDENR - DWQ and local authority approval prior to construction.
I I . Install sediment forebay weir erosion protection and upstream Inlet pipe and
.
outlet protection apron as shown on Site Plan (by Others).
2. Contractor to confirm valid NCDENR Land Quality permit or local authority
12. Redistribute Stockpiled topsoil throughout wetland and wetland perimeter to
Land Disturbance permit prior to construction.
a minimum depth of 4- Inche5. Apply 5011 amendments a5 needed to prepare
3. Contractor to locate and mark existing utilities and stormwater outlet
for seeding and planting. Install erosion control matting on wetland
structures (Including GO -Inch RCP bypass pipe) on site.
perimeter. Engineer to be notified prior to planting observation to approve
planting bed conditions.
4. Install temporary sediment * erosion control measures (by Others), access
roads, staging areas, and temporary facilities.
13. Apply temporary and permanent seeding measures. Perform wetland planting
as shown on Planting Layout, Schedule * Details. Augment as necessary to
5. Clear and grub for stormwater wetland construction. Remove and properly
greet planting specifications.
dispose of refuse. Remove and stockpile topsoil In areas to be excavated.
Stockpile In areas 015 directed by Owner. Surround temporary 5tockplle5
14. Coordinate for walk- through Inspection with Owner, Engineer, and Agency
with 2 rows of Silt fence. Remove any excess fill material from site and
representatives. Obtain approval from Agency representative, and remove
6115p05e of properly.
temporary sediment * erosion control measures.
G. fill existing site ditch with suitable (Engineer approved) material. Backfill and
compact in uniform IIft5 of not greater than 12- Inches. Call Engineer (Soil
Environmental Consultants, PA) at (9 19) 84G -5900 for material approval
and construction observation. No fill shall be placed without approval of
Engineer.
7. Excavate forebay, wetland surface, and open water pools as shown on
grading plan. Construct wetland and wetland perimeter to elevations and 15, (TYP.)�
slopes shown. Grade microtopography, Install coir logs and root wads as 2 mr )
directed by Engineer at the time of construction. Extent of grading to be ELEV. 12 .00
determined by Engineer at the time of construction. Blend grade to 3H (TYP )
surrounding topography as shown on site plan (by Others). ' �Iv
t
8. Excavate for installation of riser /barrel spillway to dimensions and depths
indicated in plans. Call design Engineer (Soil � Environmental Consultants,
PA) at (9 19) 84G -5900 for construction observation. No fill shall be placed DOT #57 STONE
or Structure installed without approval of Engineer. 4 NGCUSHION LAYER
9. Install riser /barrel spillway system a5 shown on the plans. Call Engineer for
construction observation. Call Engineer for 51,1bgrade and reinforcing steel
approval before covering or concrete placement.
12
PA. N.C. Firm License C-
CON5TRUCTION SEQUENCE
ER051 ON CONTROL DETAI L5 I
WEIR DEPTH= 1.0' r-ELEV. 128.00
7 12" CLA55 B
RI PRAP
10 OZ. NON -WOVEN GEOTEXTILE,
BURY EDGE5 12" (MIN.) AS SHOWN
FORE15AY WEIR DETAIL
(NOT TO SCALE)
PRELI M I NARY
NOT FOR CONSTRUCTION
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TEMPORARY SEEDING SPECIFICATIONS
GENERAL
ALL DENUDED AREAS SHALL BE TEMPORARILY SEEDED. SEEDING AND MULCHING
SHALL BE DONE IMMEDIATELY FOLLOWING CONSTRUCTION. ALL DISTURBED AREAS
SHALL BE DRE55ED TO A DEPTH OF 8 INCHES. THE TOP 3 INCHES SHALL BE
PULVERIZED TO PROVIDE A UNIFORM SEEDBED.
SEEDING
SEEDING DATES SEEDING SPECIES RATE (L55 /ACRE)
MAY I -AUG. 15 GERMAN MILLET 10
AUG. 15 - MAY I RYE (GRAIN) 30
MULCH
MULCHING SHALL CON515T OF SMALL GRAIN STRAW APPLIED AT A RATE OF 2 BALES
PER 1,000 SF. NO ASPHALT SHALL BE USED FOR TACKING. USE JUTE, EXCELSIOR
MATTING, OR 51MILAR MATERIAL TO COVER EXPOSED AREAS OF CONCENTRATED
FLOW.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE AND RESEED AS REQUIRED TO
MAINTAIN VIGOROUS TEMPORARY VEGETATIVE COV.F..R DURING CON5TRU(7710 v.
PERMANENT SEEDING SPECIFICATIONS
GENERAL
ALL DENUDED AREA5 SHALL BE PERMANENTLY SEEDED. SEEDING SHALL BE DONE
IMMEDIATELY FOLLOWING CONSTRUCTION. ALL DISTURBED AREAS SHALL BE
DRESSED TO A DEPTH OF 8 INCHES. THE TOP 3 INCHES SHALL BE PULVERIZED TO
PROVIDE A UNIFORM SEEDBED.
SEEDING
SEEDING DATES SEEDING SPECIES RATE (LB5 /ACRE)
MAR I -JUN 30 CENTIPEDE GRASS 25
MATTING
ALL WETLAND PERIMETER SLOPES SHALL BE IMMEDIATELY MATTED WITH JUTE,
EXCEL510R, OR SIMILAR ENGINEER APPROVED MATTING.
MAINTENANCE
FERTILIZE SPARINGLY, 20 L35 /AC NITROGEN IN SPRING, WITH NO PHOSPHORUS.
3' BOTH 3' BOTH
DIRECTIONS DIRECTIONS
WIRE STAPLES
EROSION
CONTROL
MATTING
HARDWOOD CONSTRUCTION STAKES, 3' LONG (MIN.),
DRIVE FLU5H 50 NO EXP05ED LENGTH ABOVE COIR LOG.
2' MINIMUM EMBEDMENT LENGTH DESIRED.
INSTALL ON 2' CENTERS (OR AS DIRECTED) BOTH 51DE5
OF COIR LOG. NOTCH STAKES FOR TAPE (5EE DETAIL).
EROSION CONTROL MATTING,
ANCHOR IN TRENCH Q BOTH
TOP AND BOTTOM EDGES
EROSION CONTROL MATTING ANCHORING DETAIL
(NOT TO SCALE)
® 2013 Soil b Environmental Consultants, PA. N.C. Firm License C -2042
ANCHOR COIR FIBER LOG AS SHOWN TO CONSTRUCTION
STAKES U51NG CLOTH TREE TAPE, MINIMUM 5 WRAPS
AROUND EACH STAKE. PULL TAPE TAUT BETWEEN STAKES OPPOSITE
EACH OTHER. DRIVE STAKES 50 THAT TAPE IS TIGHT AGAINST TOP OF
COIK LOG. 1lu.ur.,,..
12 -INCH DIA. COIR FIBER LOG \FN
EXISTING GRADE
=i 7 D. ICI 1
1
-III � - -
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COIR LOG DETAIL (PROFILE VIEW)
(NOT TO SCALE)
NONWOVEN GEOTEXTILE
TO REDUCE POTENTIAL FOR PIPING
NOTE: INSTALL COIR LOG AS DIRECTED BY
ENGINEER AT TIME OF CONSTRUCTION
TOP END CUT SQUARE
3' (Min.) --
BOTTOM END CUT TO POINT
3/4" 5"
311
NO. I I I "MIN.
GAUGE
STEEL
G" MIN.
WIRE STAPLE DETAIL
(NOT TO SCALE)
COIR LOG STAKE DETAIL
(NOT TO SCALE)
LOG WITH ROOT WAD
ROOT WAD TO EXTEND
ABOVE WETLAND SURFACE
U MIN.
ONE OR MORE
BOULDERS TO ANCHOR
BUTT END OF LOG
NOTE: LOCATION AND INSTALLATION TO BE
DETERMINED BY ENGINEER AT TIME OF
CONSTRUCTION.
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ANCHOR STRAPS (4 l
PLACED AT EQUAL 5PA
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CAST -IN -PLACE CONCRETE
ANCHOR BLOCK
TO EXTEND MIN. G"
OVER TOP OF BARREL G" Min
V
CUT SECTION 24 -INCH DIAM.
RCP, SPIGOT DOWN5TREAM
W/ JOINT GASKETS AND
NONWOVEN GEOTEXTILE
RISER CREST ELEV.
MOM
UPSTREAM 8
BARREL INVERT
2.5' MIN) 0 fi 1 24,00'
I' MIN.
3" MIN.
#5 "B" @ 12"
ALL 51DE5\\
#5 "A" @ 12"
ALL SIDES
CONCRETE 4000 PSI
@ 28D
#5 5TR. @ 12"
BOTH DIRECTIONS
3" MIN. _
TYP. —
#5 "A" C
All Sides
RISER MAY BE ONE UNIT
OR MULTIPLE SECTIONS
PROVIDE ANCHOR STRAPS
I " RAM NECK JOINT SEALANT
PLACE CUT END Of PIPE
FLUSH WITH INSIDE OF R15ER
CONSTRUCTION JOINT
CLEAN BASE SURFACE
GROUT RISER BASE NEAT PORTLAND CEMENT GROUT
TO BARREL INVERT PLACE RISER IN WET GROUT
AND SLOPE FOR
POSITIVE DRAINAGE
SECTION A -A
#5 "B" @ 12'
ALL SIDES
SECTION B -B
RISER ELEVATION VIEW
OUTLET STRUCTURE CONSTRUCTION DETAILS (TYP.)
(NOT TO SCALE)
90 DEG, BEND
50TH ENDS
"A"
2 6„ 90 DEG. BEND
50TH ENDS
T ..8,.
2 6„ 90 DEG. BEND
50TH ENDS
C,
R/F BAR CONFIGURATIONS
BASE R/F PLAN
@ 12"
HOT DIP GALVANIZED
STEEL PLATE: 3 1/2" DIA.
3" W X 12" L X 1/4" T A325 BOLTS,
ALL 4 SIDES OF RISER HOT DIP
GALVANIZED (HDG)
a .
iT PIPE SECTION W/ a. '
;OT END EXTENDING 9
OND P15EP ANCHOR 4" TYP. ° a
iCK TO ALLOW FOR ,
1CULATION
d e 0
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2" MIN., < a •,. ,•.. 5ECTION5
TYP.
RISER ANCHOR STRAP DETAIL (INSIDE OF RISER)
(NOT TO SCALE)
OUTLET 5TRUCTU RE DETAI L5
2012 Sod 4 Environmental Consultants, PA. N.C. Firm License C -2042
PRELI M I NARY
NOT FOR CONSTRUCTION
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IPE
CK
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CMP TPA5r
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UNDER
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ANTI -
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SLOPE
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H DIAMETE
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ORMAL POOL
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CONTROLLED
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STATION (FEET)
WETLAND OUTLET CONTROL STRUCTURE (TYP.)
NOTE5:
I . RISER TO ACCOMMODATE 1 .25 -INCH DIAMETER DRAWDOWN ORIFICE
TO MAINTAIN NORMAL POOL ELEVATION OF 127.00'.
2. R15ER TO ACCOMMODATE 4 -INCH DIAMETER D.I.P. MAINTENANCE VALVE
W1 INVERT AT ELEV. 125.00'.
3. TRASH RACK ON K15EK TO BE FITTED W1 ACCE55 HATCH AND VALVE
EXTEN51ON 51LICH THAT VALVE CAN BE OPERATED FROM TOP OF TRASH
RACK.
13 Sod 4 Environmental Con5ultant5, PA. N.C. Firm
(NOT TO SCALE)
12" Min.
CAST -IN -PLACE CONCRETE CRADLE
BATTER EDGES INWARD AT SLOPE OF
I OV: I H W1 STANDARD CONSTRUCTED
FORMS; NO BATTER REQUIRED IF
VERTICAL EARTH FORMED , +
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A
CONCRETE CRADLE,
2000 P51 Qa 28 -DAY e
a
CONCRETE CRADLE
(NOT TO 5CALE)
OUTLET 5TRUCTU RE DETAI L5 11
RCP W1 JOINT GASKETS,
WRAP ALL JOINTS W1 24" WIDE
NONWOVEN GEOTEXTILE
12" Min.
�— PLACE CONCRETE CRADLE
TO MID-HEIGHT OF RCP
12" Min.
CRADLE CAST
AGAINST 501L
PRELIMINARY
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TREES (1 2 PLACED RANDOMLY THROUGHOUT SHALLOW LAND)
SPECIES'
COMMON NAME
TOTAL #
MINIMUM SIZE'
AVG. MATURE
SPREAD
AVG. MATURE
SPECIES'
COMMON NAME
TOTAL #
MINIMUM 51ZE'
SPREAD
Nyssa brflora
Blackgum
6
2.5" dbh B #B
30 Ft.
lburnum
Blackhaw
6
2.5" dbh B *B
35 Ft.
prumfolrum
I Viburnum
I gal.
10 Ft.
canadensrs
' SHRUBS * SMALL TREES (50 PLACED RANDOMLY THROUGHOUT SHALLOW LAND)
SPECIES'
COMMON NAME
TOTAL #
MINIMUM SIZE'
AVG. MATURE
SPREAD
Aroma ar6utifolra
Red Chokecherry
.J.B' 14j
I gal•
6 Ft.
Clethra alrYfoha
Sweet
Pepperbu5h
" I'S
!gal.
! Ft.
Magno/ra v�rgrmana
Sweetbay
Magnolia
,I$ 11L
I gal.
10 Ft.
5am12uGU5
Elderberry
.,J.A- 11
I gal.
10 Ft.
canadensrs
Blue Lobelia
15
4 -in. container
18 In.
HERBACEOUS PERENNIALS (75 PLACED RANDOMLY THROUGHOUT SHALLOW LAND)
v
SPECIES'
COMMON NAME
TOTAL #
MINIMUM SIZE'
AVG. MATURE
SPREAD
Carexspp.
Sedges
15
4 -in. container
181n.
Ihb�SCUS
mascheutos
Rose Mallow
15
4 -in. container
18 In.
Hymenocallts eulae
Spider Lily
15
4 -in. container
18 in.
Eupatonum
fistulosum
Joe Pye Weed
15
4 -m. container
18 In.
Lobelia srphrlrtIca
Blue Lobelia
15
4 -in. container
18 In.
* EMERGENT PLANTS (200 PLACED RANDOMLY THROUGHOUT SHALLOW WATER)
5PECIE5'
COMMON NAME
TOTAL #
MINIMUM SIZE'
AVG. MATURE
SPREAD
Iris versrcolor
Blue Flag Iris
40
4 -in. container
18 In.
5auruni5 cerrruus
Lizard Tad
40
4 -in. container
18 In.
Portederia
cordate
Picke-relweed
40
4 -m, container
18 In.
5agrttaria latrfolia
Arrowhead
40
4 -in. container
18 In.
Juncus effusus
Softrush
40
4 -in. container
18 In.
FLOATING AQUATIC PLANTS (14 PLACED RANDOMLY THROUGHOUT DEEP POOLS)
SPECIES'
COMMON NAME
TOTAL #
MINIMUM SIZE'
G. MATURE
SPREAD
Nupharlutea
5patterdock/
14
4 -in. container
181n.
0
Yellow Pondlily
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`substitutions of Species or material type may occur based on avauanmty. Hu 5uv5u1tiu1;1on5
must be approved by design Engineer in advance.
12 Sod d Environmental Consultants, PA. N.C. Firm License
TREE PLANTING - CONTAINERIZED
(NOT TO SCALE)
ROOT BALL SHALL BE
Y ABOVE GRADE
ODEGRADABLE
AL SHALL BE
Y REMOVED
PREPARED ADMIXTURE
BACKFILL OR NATIVE SOIL
NON - BIODEGRADABLE
MATERIAL SHALL BE
TOTALLY REMOVED
GENTLY COMPACTED
TOP501L MIXTURE
5MRUB PLANTING - CONTAINERIZED
(NOT TO SCALE)
PLANTING 5CH EDU LE * DETAI L5
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SHALL BE CUT AND REMOVED.
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Open planting Place bare -root Close hole with
hole with seedling in hole - Shovel or Auger -
Shovel or Auger root collar at no air space
surface around roots
BAREROOT 5EEDLING PLANTING DETAIL •�
(NOT TO SCALE)
WETLAND 501L SPECIFICATIONS
501L5 USED WITHIN A 5TORMWATER BMP MU5T ADHERE TO THE FOLLOWING
REQU IREMENT5:
1. THE SOIL MIX MUST BE UNIFORM AND FREE OF STONES, STUMPS, ROOT5, OR
OTHER 51MILAR MATERIAL GREATER THAN 2 INCHES IN DIAMETER.
2. THE pH 5HOULD BE BETWEEN 5.5 AND 6.5. IF THE pH FALLS OUT5IDE OF THI5
RANGE, IT MAY BE MODIFIED WITH LIME TO INCREASE THE pH OR IRON SULFATE
AND SULFUR TO LOWER THE pH. THE LIME OR IRON SULFATE MUST BE MIXED N
UNIFORMLY INTO THE SOIL PRIOR TO U5E. o
0
12. REDISTRIBUTE STOCKPILED TOP501L FROM SITE THROUGHOUT WETLAND AND
WETLAND PERIMETER TO A MINIMUM DEPTH OF 4- INCHE5. APPLY 501L
AMENDMENTS A5 NEEDED TO PREPARE FOR SEEDING AND PLANTING.
PRELIMINARY
NOT FOR CON5TRUCTION