20110041 Ver 1_401 Application_20110111

Established 1966
License No. 5046
NCDWQ, 401/Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
1205 Parkway Drive
Goldsboro, NC 27534
Email: [e-mail]
January 11, 2011
Re: Pre-Construction Notification (PCN) Form
and Other Documents
Phase XI Annexation Area
City of Goldsboro, NC
Ladies and Gentlemen:
Enclosed are the following items for your review:
Tel. N0.9t9-751-5100
Fax No. 9t9-751-1744
RINMEM90
JAN 12 2011
MR-WAiFROMM
WEIIAII M W SMiYftM WWH
1) A check in the amount of $240.00 made out to the NC Division of Water Quality for minor
water quality applications
2) PCN Form and Attachments - Five (5) copies:
a) Project Narrative
b) PCN Form
c) Preliminary JD form
d) General Permit Verification - Nationwide Permit Number 12 from U.S. Army Corps of Engineers
e) On-Site Determination for Applicability to the Neuse River Riparian Area Protection Rules from
Chris Pullinger of NCDENR, DWQ
f) Project location map
g) Wetland determination data forms
h) Figure 3 (impact map) showing the wetland and stream crossing areas
i) Portion of Wayne County Soil survey for the given area
j) ratter fmm. City of Goldsboro to delegate signatory authority for the PCN
k) Letter of Receipt of Erosion Control Plan from NCDENR, Division of Land Resources, Land
Quality Section
1) Letter of Approval from City of Goldsboro for Stormwater Management Plan
m) Project plans
n) Calculations to check runoff for 10-year peak storm event
3) Stormwater Detention and Nitrogen Export Calculations
Please contact us if you have any questions.
Sincerely,
COX-EDWARDS COMPANY, INC.
By
E. Scott Edwards, PE
COX-EDWARDS COMPANY, INC.
CONSTRUCTION AND ENGINEERING
Enclosures
The project is located in the Neuse River basin and requires concurrence with the City
of Goldsboro Stormwater Management Ordinance. The total area under consideration
for the Stormwater Management plan on this project (Cox-Edwards portion only) is
the 3.10 acres of land labeled "property acquisition" for the access road. In the pre-
development stage, 1.18 acres are wooded and 1.92 acres are considered managed. In
the post-development stage, 1.17 acres become impervious (ABC stone roadway) and
1.93 acres will be managed areas.
The project has a pre-development runoff rate of 2.92 cfs. The adjacent pump station
site project, as engineered by Stearns & Wheler, has a pre-development stormwater
runoff rate of 4.107 cfs (per City of Goldsboro) and a post-development runoff rate of
3.666 cfs (per City). The City has stated that the pump station access road project can
be credited for the 0.441 cfs difference. The post-development runoff rate with
stormwater detention devices in place is 3.36 cfs. This is 0.44 cfs over the pre-
development amount but equal to the allowable difference.
The access road side ditches are utilized for stormwater detention. Concrete
headwalls are shown at the outlets of several drainage areas. The headwalls have
small pipes protruding from the inlet side of the headwalls to reduce the flow rates.
Notches are shown in the tops of the headwalls to allow rainfall events greater than
the 1-year, 24-hour storm (P = 3.30 inch rainfall event) to bypass the detention areas.
The nitrogen export calculations (Cox-Edwards portion/access road only) show a
post-development rate of 27.12 lbs./yr. (8.75 1bsJac./yr.). We are not required to
install BMPs to reduce the nitrogen export since the total amount is less than 10.0
lbs./ac./yr. We have the option to pay an offset fee at the rate stated in the City's
Stormwater Management Program for the difference between the nitrogen export
amount and the 3.6 lbs./ac./yr. allowable, reduce the amount to or further toward 3.6
by using additional BMPs, or a combination thereof. No reductions are shown on this
project. The required payment, paid into a mitigation bank, would be based on
478.80.lbs. per 30 years or 15.961bs. per year [(8.75-3.6) lbs./ac./Yr. x 3.10 acres].
2
PROJECT NARRATIVE
The Phase XI Annexation - Pump Station Access Road project is begins on the west
side of Salem Church Road (NCSR 1300) and continues westward approximately
4570 linear feet to a pump station site. The property is located in Wayne County
inside the City of Goldsboro municipal limits.
This project is part of the overall plan to provide sewer service to the phase XI
Annexation area that is currently on septic tanks. Stearns & Wheler is the engineer
for the vacuum collection system and pump station. The City of Goldsboro is bidding
out the access road and pump station site work as the first project and will follow
soon thereafter with the vacuum system, pump station, sewer force main, and pipe
bursting project. Cox-Edwards Company will complete the force main and pipe
bursting portion of the sewer project.
The access road project-includes the road and for the most part a 30' wide corridor to
the pump station site and the site itself. The access corridor widens out at the
proposed 2 stream crossings. We submitted an erosion and sedimentation control
plan that was received by the NCDENR, Land Quality Section in Washington on
January 4, 2011. Plans for the pump station site were completed by Stearns &
Wheler (not included here) and submitted to Land Quality along with our plans for
review.
A 50' long by 16' wide stabilization construction entrance is shown at the beginning
of the pump station access road at the intersection with the paved Salem Country
Lane (see plan sheet 2). Temporary rock inlet protection devices and temporary check
dams control the influent runoff to culvert pipes and along the road side ditches.
These devices protect from sediment the influent pipes that have been installed where
the drop inlet devices have not been constructed and there is still an exposed ditch.
Hardware cloth and block gravel inlet protection shall be installed around all built
inlet structures and maintained throughout the course of construction. Perimeter silt
fencing is shown throughout the project along"the disturbance limits to protect
undisturbed areas on and off-site.
The pump station access road crosses 2 wetland and riparian buffer areas. The first
crossing (STA 5+65 approx. on alignment B-B) is-over an intermittent stream and
piping with a 36" RCP. The second crossing (STA 94+54 approx. on alignment A-A)
is over a perennial stream and piping with a 60" RCP. The access road over both
crossings is built up in fill sections with the fill slopes stabilized with rip rap and
erosion control matting. The road side ditch are terminated with diffusion pads made
up of rip rap to allow for sheet drainage into the riparian buffer areas. The diffusion
pads are set outside (upstream) of the riparian buffer zones. We do not anticipate
buffer mitigation because we have a total impact of 10,873 SF (0.25 acres), which is
less than 1/3 acre, total stream impact of 117 LF (less than 150 LF allowable), and a
maintenance corridor with less than 10'.
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification C Form
A. A Gcant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 12 or General Permit (GP) number:
I c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ® Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ® No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Phase XI Annexation Area - Pump Station Access (inc. sewer force main)
2b. County: Wayne
2c. Nearest municipality / town: Goldsboro
2d. Subdivision name: N/A
2e. NCDOT only, T.I.P. or state
project no: N/A 11
3. Owner Information WETtNigSgHpSTOR?ryyq
3a. Name(s) on Recorded Deed: City of Goldsboro (property acquisitions)
3b. Deed Book and Page No. DB 2806,PG 714; DB 2806,PG 717; DB 2804, PG 535; DB 2805, PG 032; DB 2805,
PG 035
3c. Responsible Party (for LLC if
applicable): City of Goldsboro
3d. Street address: PO Drawer A
3e. City, state, zip: Goldsboro NC 27533-9701
3f. Telephone no.: 919-580-4377
3g. Fax no.: 919-580-4344
3h. Email address: [e-mail]
Page 1 of 12
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: E. Scott Edwards, PE
5b. Business name
(if applicable): Cox-Edwards Company, Inc.
5c. Street address: 1205 Parkway Drive
5d. City, state, zip: Goldsboro NC 27534
5e. Telephone no. 919-751-5100
5f. Fax no.: 919-751-1744
5g. Email address: [e-mail]
Page 2 of 12
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): Various - see drawings or preliminary JD
1b. Site coordinates (in decimal degrees): Latitude: Longitude: -
(DD.DDDDDD) (-DD.DDDDDD)
1c. Property size: 3.10 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to UT to Little River
proposed project:
2b. Water Quality Classification of nearest receiving water: WS-IV; NSW
2c. River basin: Neuse
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
Wooded area with nearby farmland located outside of the wetland and buffer zones.
3b. List the total estimated acreage of all existing wetlands on the property:
0.12369 acres along impacted area within easement/disturbance area limits.
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
65 LF perennial, 52 LF intermittent along impacted area within easement/disturbance area limits.
3d. Explain the purpose of the proposed project:
Install sewer force main (future) and gravel access road to pump station serving newly annexed area in Goldsboro
3e. Describe the overall project in detail, including the type of equipment to be used:
This is a linear construction project involving the installation of approximately 4760 LF of 12' wide ABC stoned access
road with side swales, culvert pipes at low points, approximately 12,000 LF of 8" PVC/DI/HDPE sewer force main pipe,
and 3300 LF of sanitary sewer main pipe upsizing from 12" to 18" dia. to serve a City of Goldsboro pump station for the
Phase XI Annexation area. The access road will be installed with various earthmoving equipment such as motorgraders,
pans, backhoes, and bulldozers. The sewer force main will be installed with track backhoe excavators, rubber-tire
excavators and loaders, dry boring and jacking equipment, and directional boring equipment. The sanitary sewer main
pipe will be upsized by either pipe bursting (trenchless) methods or dig and replace with track backhoes and rubber-tire or
track loaders. The first bid on this project will include the grading the access road and pump station site and also installing
the open cut sewer force main at STA 4+50 to 6+50 on alignment B-B).
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property
/
project (including all prior phases) in the past? ® Yes ? No ? Unknown
Comments: By William Wescott of US ACOE and Chris
Pullinger of NCDENR-Riparian Buffer Specialist
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
® Preliminary ? Final
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: Robert J. Goldstein &
Name if known): Chris Hopper, Biologist
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
Met with NCDENR, Land Quality Section, Riparian Buffer Specialist Chris Pullinger on March 22, 2010 and determination
letter dated Septembet 17, 2010 is attached. Met with US Army Corp of Engineers rep. William Wescott on April 22, 2010
(along with Biologist Chris Hopper). Documents for confirmation either attached or sent under previous letter dated June
21, 2010.
Page 3 of 12
PCN Form - Version 1.3 December 10, 2008 Version
5. Project History
5a. Have permits or certifications been requested or obtained for ? Yes ® No ? Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Note that PCN reviewed and permitted by US Army COE for pump station and vacuum sewer lines portion of project by
Stems & Wheler GHD.
6. Future Project Plans
6a. Is this a phased project? ® Yes ? No
6b. If yes, explain.
The pump station and vacuum sewer lines as designed by Stems & Wheler GHD are not a separate phase for this project
but there may be a Phase XII project involving additional collection mains in an existing residential area. Wetlands and
stream impacts are not expected in this area that is heavily developed already. The time table for Phase XII may be
several years.
Page 4 of 12
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
® Wetlands ® Streams - tributaries ® Buffers
? Open Waters ? Pond Construction
Page 5 of 12
PCN Form - Version 1.3 December 10, 2008 Version
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary

W1 ® P ? T Excavation, install
12' wide ABC Riparian ® Yes ® Corps
0
0983
stone road Hardwood Swamp ? No ? DWQ .

W2 ®P ? T Excavation, install
12' wide ABC Riparian
Yes
®Corps
0
02534
stone road Hardwood Swamp ? No ?DWQ .
W3 ? P ? T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts 0.1236
2h. Comments: Wetlands are depicted on the plans and impact map (Figure 3).
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number -
Permanent (P) or (PER) or (Corps - 404, 10 stream length

Temporary (T) intermittent
(INT)? DWQ - non-404, width (linear
f
t
other) (feet) ee
)
Excavation, install
S1 ® P ? T 60" RCP,
endwalls, 12' wide UT to Little River ® PER
El INT ® Corps
E] DWQ 8.5 (TOB
to TOB)
65
ABC stone road
Excavation, install
S2 ®P ? T 36" RCP'
endwalls, 12' wide UT to Little River ? PER
® INT ® Corps
E] DWQ 4.5 (TOB
to TOB)
52
ABC stone road
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T El PER El Corps -
? INT ?DWQ
J
-
3h. Total stream and tributary impacts
117
3i. Comments: Impacted stream is shown on the attached Figure 3 impact map. Open cut sewer force from STA 4+50 to
6+50 (Align. B-B and stream S1) on pump station access road bid portion of project but will directional bon; stream S2 with
later bid section.
Page 6 of 12
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number-
Permanent (P) or
Temporary 4b.
Name of waterbody
(if applicable) 4c.

Type of impact 4d.

Waterbody type 4e.

Area of impact (acres)
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4E Total open water impacts
4g. Comments: There will not be any open water impacts.
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a.

Pond ID
number 5b.

Proposed use or purpose 5c.
Wetland Impacts (acres) 5d.
Stream Impacts (feet) 5e.
Upland
(acres)
of pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
5E Total
5g. Comments: There will not be any pond or lake construction.
5h. Is a dam high hazard permit required?
? Yes No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
Page 7 of 12
PCN Form -Version 1.3 December 10, 2008 Version
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
® Neuse ? Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number- Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary impact required?
12'

131 ®P ? T wide
ABC
UT to Little River ? Yes
® No
3730
2456
stone
rd.
12'

B2 ® P ? T wide
ABC
UT to Little River ? Yes
® No
2542
2145
stone
rd.
B3 ?P?T
t I ?Yes
? No

6h. Total buffer impacts -
6272
4601
6i. Comments: Buffer zones are depicted on plan sheets. 131 is for the 60" RCP crossing. B2 is for the 36" RCP crossing.
Mitigation not required because of "non-electric utility line perpendicular crossing of streams and other surface waters subject
to this Rule: Perpendicular crossings that disturb greater than 40 linear feet but equal to or less than 150 linear feet of riparian
buffer with maintenance corridor equal to or less than 10 feet in width" -15A NCAC -26.0233 (6) - Table of Uses.
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Where stream crossings are unavoidable, the proposed access road and the sewer force main crosses the streams at nearly
90 degree angles.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Open cut crossing (at buffer 132) of the sewer force main simutaneously with the installation of the 36" RCP (at stream S2).
Directional boring of the new sewer force main (later construction) is required at the stream (S1) and buffer (61) crossing.
Temporary stone check dams, endwall at both pipe ends, erosion control matting, rip rap, diffusion pads
and other erosion
,
control measures are required.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ? Yes ® No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c. If yes, which mitigation option will be used for this ? Mitigation bank
project? El Payment to in-lieu fee program
? Permittee Responsible Mitigation
3. Complete If Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
Page 8 of 12
PCN Form - Version 1.3 December 10, 2008 Version
3c. Comments:
4. Complete If Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete If Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments: Buffer mitigation not required since total impact is 10,873 SF (0.25 ac.), which is les than 1/3 acre. Also, total
stream impact of 117 LF < 150 LF allowable and maintenance corridor width less than 10'.
Page 9 of 12
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ® Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.

Comments: See project plan for locations and reference to construction details. ® Yes ? No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 37.7%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
Stormwater detention headwalls are depicted at several locations on the plans. These headwalls are located in road side
ditches and have small pipes at the bottom to restrain stormwater outflow but to allow for larger storms to pass over the
headwalls at weir notches at the top of headwalls. The stormwater plan and calculations are based on the 3.30 inch
rainfall event of the 1-year, 24 hour storm.
® Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? City of Goldsboro
® Phase II
3b. Which of the following locally-implemented stormwater management programs ® NSW
apply (check all that apply): ? USMP
? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ® Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties
4a. Which of the following state-implemented stormwater management programs apply ? HQW
? ORW
(check all that apply): ? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No
Page 10 of 12
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
la. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ® No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.) ? Yes ? No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H.1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 213 .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The project's purpose is to provide service to existing annexed areas. There are no other annexation areas planned
other than Phase XII (already mentioned). The system is sized to accommodate only the annexation areas.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
The sewer force main will transport the wastewater generated from the vacuum system and received from the pump
station project to an existing City of Goldsboro manhole. The wastewater will flow by gravity to the City's wastewater
treatment plant.
Page 11 of 12
PCN Form -Version 1.3 December 10, 2008 Version

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ® No
impacts?

5c. If yes, indicate the USFWS Field Office you have contacted. ?
Raleigh
? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
US Fish & Wildlife List, NHP list and the Significant Natural Heritage Area GIS layer
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? [] Yes ®No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
http://ocean.floridamarine.org/efh_coraUmstviewer.htm
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
NC One Map GIS layer
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination? FEMA FIRM map and NC Floodmaps.com
Scott Edwards
C
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•
-
i 1/11/2011
Applicant/Agent's Printed Name Ap
p
lica
ntt/
Agents Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is rovided.
Page 12 of 12
PCN Form -Version 1.3 December 10, 2008 Version
ATTACHMENT
PRELIMINARY JURISDICTIONAL DETERMINATION FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JURISDICTIONAL
DETERMINATION (JD):
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
E. Scott Edwards, PE - Cox-Edwards Co., Inc., 1205 Parkway Drive,
Goldsboro NC 27534 (Owner: City of Goldsboro)
C. DISTRICT OFFICE, FILE NAME, AND NUMBER:
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
(USE THE ATTACHED TABLE ON PAGE 4 TO DOCUMENT MULTIPLE
WATERBODIES AT DIFFERENT SITES)
State: NC County: Wayne City: Goldsboro
Center coordinates of site (lat/long in degree decimal format): Lat.
35.43508187° Pick List, Long. -78.0060386° Pick List.
Universal Transverse Mercator:
Name of nearest waterbody: UT Little River, Neuse River Basin
Identify (estimate) amount of waters in the review area:
Non-wetland waters: * linear feet: * width (ft) and/or * acres. (See Page 4
table)
Cowardin Class: R-3-SB-2; R-4-SB-2
Stream Flow: (see page 4 table)
Wetlands: 0.1236 acre.
Cowardin Class: P-170-1
Name of any water bodies on the site that have been identified as Section 10
waters:
Tidal: None
Non-Tidal: None
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT
APPLY):
? Office (Desk) Determination. Date:
? Field Determination. Date(s):
1. The Corps of Engineers believes that there may be jurisdictional waters of the
United States on the subject site, and the permit applicant or other affected party
who requested this preliminary JD is hereby advised of his or her option to
request and obtain an approved jurisdictional determination (JD) for that site.
Nevertheless, the permit applicant or other person who requested this
preliminary JD has declined to exercise the option to obtain an approved JD in
this instance and at this time.
2. In any circumstance where a permit applicant obtains an individual permit, or
a Nationwide General Permit (NWP) or other general permit verification requiring
"pre-construction notification" (PCN), or requests verification for a non-reporting
NWP or other general permit, and the permit applicant has not requested an
approved JD for the activity, the permit applicant is hereby made aware of the
following: (1) the permit applicant has elected to seek a permit authorization
based on a preliminary JD, which does not make an official determination of
jurisdictional waters; (2) that the applicant has the option to request an approved
JD before accepting the terms and conditions of the permit authorization, and
that basing a permit authorization on an approved JD could possibly result in less
compensatory mitigation being required or different special conditions; (3) that
the applicant has the right to request an individual permit rather than accepting
the terms and conditions of the NWP or other general permit authorization; (4)
that the applicant can accept a permit authorization and thereby agree to comply
with all the terms and conditions of that permit, including whatever mitigation
requirements the Corps has determined to be necessary; (5) that undertaking
any activity in reliance upon the subject permit authorization without requesting
an approved JD constitutes the applicant's acceptance of the use of the
preliminary JD, but that either form of JD will be processed as soon as is
practicable; (6) accepting a permit authorization (e.g., signing a proffered
individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a preliminary JD constitutes agreement that all
wetlands and other water bodies on the site affected in any way by that activity
are jurisdictional waters of the United States, and precludes any challenge to
such jurisdiction in any administrative or judicial compliance or enforcement
action, or in any administrative appeal or in any Federal court; and (7) whether
the applicant elects to use either an approved JD or a preliminary JD, that JD
will be processed as soon as is practicable. Further, an approved JD, a proffered
individual permit (and all terms and conditions contained therein), or individual
permit denial can be administratively appealed pursuant to 33 C.F.R. Part 331,
and that in any administrative appeal, jurisdictional issues can be raised (see 33
C.F.R. 331.5(a)(2)). If, during that administrative appeal, it becomes necessary
to make an official determination whether CWA jurisdiction exists over a site, or
to provide an official delineation of jurisdictional waters on the site, the Corps will
provide an approved JD to accomplish that result, as soon as is practicable.
This preliminary JD finds that there "may be" waters of the United States on the
subject project site, and identifies all aquatic features on the site that could be
affected by the proposed activity, based on the following information:
2
SUPPORTING DATA. Data reviewed for preliminary JD (check all that apply
- checked items should be included in case file and, where checked and requested,
appropriately reference sources below):
® Maps, plans, plots or plat submitted by or on behalf of the applicant/
consultant:
® Data sheets prepared/submitted by or on behalf of the applicant/consultant.
? Office concurs with data sheets/delineation report.
? Office does not concur with data sheets/delineation report.
? Data sheets prepared by the Corps:
? Corps navigable waters' study:
? U.S. Geological Survey Hydrologic Atlas:
? USGS NHD data.
? USGS 8 and 12 digit HUC maps.
® U.S. Geological Survey map(s). Cite scale & quad name: Northwest Goldsboro,
NC; and Northeast Goldsboro, NC. 7.5 minute topographic quadrangle maps.
® USDA Natural Resources Conservation Service Soil Survey. Citation: Barnhill,
William L., et al., 1974. Soil Survey of Wayne County, NC. USDA Soil Conservation
Service and NC Agricultural Experiment Station. 74pp plus maps.
? National wetlands inventory map(s). Cite name:
? State/Local wetland inventory map(s):
® FEMA/FIRM maps: Wayne County FIRM Panel 2680, Map# 3720268000J.
? 100-year Floodplain Elevation is: 84.00 feet (National Geodetic Vertical Datum of
1988) - Project site is at elevation 105 NGVD 88
? Photographs: ? Aerial (Name & Date):
or ? Other (Name & Date):
? Previous determination(s). File no. and date of response letter:
? Other information (please specify):
Signature and date of
Regulatory Project Manager
(REQUIRED)
Signature and date of
person requesting preliminary JD
(REQUIRED, unless obtaining
the signature is impracticable)
3
Jurisdictional Features in Proiect Area
Estimated
Site Cowardin amount of Class of
number Latitude Longitude Class aquatic aquatic
resource in resource
review area
Wetland 35.43528839 -78.00104568 P-FO-1 0.0983 ac non-
CF (60' corridor) section
10
wetland
PER 35.43535541 -78.00106491 R-3-SB-2 65' Non
Trib. 1 section
10 - non-
tidal
Wetland 35.43471164 -77.99995634 P-FO-1 0.02534 ac non-
CG (57a vg. section
corridor) 10
wetland
INT 35.43471980 -77.99994163 R-4-SB-2 52' non-
Trib. 2 section
10 - non-
wetland

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. 201001755 County: Wayne USGS Quad: Northwest Goldsboro
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: City of Goldsboro
Address: attn: Guy Anderson
Post Office Drawer A
Goldsboro, NC 27533-9701
Telephone No.: 919-580-4342
Size and location of property (water body, road name/number, town, etc.): Goldsboro Annexation Phase XI Vacuum
Sewer System involves the installation of 12,000 linear feet of sewer force main pipe and a utility access road The
protect crosses a UT to the Little River and is located east of Salem Church Road (SR 1300), north of Goldsboro
Description of projects area and activity: Wetland impacts equal 0.12 acres and stream impacts equal 117 linear feet.
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
? Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 12
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification is valid until the NWP is modified, reissued, or revoked. All of the existing NWPs are scheduled to be modified,
reissued, or revoked prior to March 18, 2012. It is incumbent upon you to remain informed of changes to the NWPs. We will issue a
public notice when the NWPs are reissued. Furthermore, if you commence or are under contract to commence this activity before the
date that the relevant nationwide permit is modified or revoked, you will have twelve (12) months from the date of the modification or
revocation of the NWP to complete the activity under the present terms and conditions of this nationwide permit.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contactWilliam Wescott at 910-251-4629.
Corps Regulatory Official j4?? . (A.), S - Date: 10/19/2010
i
Expiration Date of Verification: 03/18/2012
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the Customer Satisfaction Survey located at our website at http://regul9M.usacesurvey.com/ to complete the survey
online.
Page 1 of 2
Determination of Jurisdiction:
? Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
? There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
® There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
? The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued . Action ID
Basis of Jurisdictional Determination: Wetland areas exhibit the three parameters specified in the 1987 USACE Wetland
Delineation Manual and are abutting a UT to the Little River.
Appeals Information (This information applies only'to approved jurisdictional determinations.)
Attached to this verification is an approved jurisdictional determination. If you are not in agreement with that approved jurisdictional
determination, you can make an administrative appeal under 33 CFR 331. Enclosed you will find a Notification of Appeal Process
(NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you must submit a completed RFA
form to the following address:
District Engineer, Wilmington Regulatory Division
Attn:William Wescott, Project Manager,
Washington Regulatory Field Office
Post Office Box 1000
Washington, North Carolina 27889
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by 12/17/2010.
**It is not necessary to submit RFA form to the District Office if you do not object to the determination in this correspondence.**
Corps Regulatory Official:
Date 10119/2010
Expiration Date 10/19/2015
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished:
Cox-Edwards Company, Inc.
attn: Scott Edwards, PE
Page 2 of 2
Action ID Number: 201001755 County:Wayne
Permittee: City of Goldsboro
Date Verification Issued: 10/19/2010
Project Manager: William Wescott
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
WILMINGTON REGULATORY FIELD OFFICE
POST OFFICE BOX 1890
WILMINGTON, NORTH CAROLINA 28402-1890
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. If you fail to comply with this permit you are subject to permit suspension,
modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee
Date
NOTIFICATION OF ADMINISTRATIVE APPEAL; OPTIONS AND.PROCESS AND
REQUEST FOR APPEAL
Applicant: City of Goldsboro File Number: 201001755 Date: 10/19/2010
Attached is: See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of
permission) A
PROFFERED PERMIT Standard Permit or Letter of permission) B
PERMIT DENIAL C
APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above
decision. Additional information may be found at h"://www.usace.gM.rnil/inet/fimctions/cw/cecwo/relz or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL:' If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this 1brm to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may ;add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record.
POD IT OF CONTACT FOR QUESTIONS OR INF ORMATION:
If you have questions regarding this decision If you only have questions regarding the appeal process you
and/c r the appeal process you may contact: may also contact:
US Army Corps of Engineers Mr. Mike Bell, Administrative Appeal Review Officer
attn: William Wescott CESAD-ET-CO-R
Post Office Box 1000 U.S. Army Corps of Engineers, South Atlantic Division
Washington, NC 27889 60 Forsyth Street, Room 9M15
Atlanta, Georgia 30303-8801
RIGI IT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will t e provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
inves :i ations.
Date: Telephone number:
Signature of appellant or agent.
For ;appeals on Initial Proffered Permits and approved Jurisdictional Determinations send this form to:
Dista-ict Engineer, Wilmington Regulatory Division, Attn:William Wescott, Project Manager,
Was: iington Regulatory Field Office, Post Office Box 1000, Washington, North Carolina 27889
For Permit denials and Proffered Permits send this form to:
Divis ion Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Mike Bell,
Administrative Appeal Officer, CESAD-ET-CO-R, 60 Forsyth Street, Room 9M15, Atlanta, Georgia
30303-8801
NCDENR
North -volina Den;-artnie ? )f F ;ir -)nnient a-)d Nwural Resources

Gone- A Su s
Septt'a Sher , ". 010
Re F nem ar
SeCTW-j
1)ti?'Q Project ;_ 2010-022
Wa\ nc C ouritN
(in of Wdsht w
P.t ). Dwyer A
t oltishor: Ni_. 1 -` 701
`trb'c i Pwpcrt? : Phatic X1 _ unc'.\ ation .Area
[ -s it) LOW River, 1001 Branch, and Smith Nlil] RUH,
On-Site Determination ror Appticabilit} to the Meuse Ricer Riparian ,krea
Protection Rules (l 5 A NCAC 214 .11233)
Dear Sirs.
,z .. .
At %our request 1 cmiducted an can-site- determination to re%inv drdnage features loutted
on tlic, :jbicct property Or apphCahilit\ to the \eust Butter Rules ( 15A ti1_' V' 211
.003 J. 1 he proicct area 1, ltahc]ed as "201041226" mi the attached neap indh ed b nee
on September ICS. 20110. 1 he pried runs ,lang ptn- kns of'Sali:tu Church Road (SR
I. tit)1 and 13e1t?a t Roy td tSR 13 1 3l. %wst of B lt',ast. N('.
l he Dig ision (of NN ater Quality (DNN'Q) has determined that the portions of the
surface ?%aters labeled as "211111-0226" on the attached map highlighted in blue are
-it least intermittent, and are St BJE;CT to the \euse Buffer Rule. The portions
circled and highlighted in pink are considered to he either ephemeral drainages or
man-made features. l here features .and their as, eociated huffers should be idcutificd on
anti +utur: t,:aw, An th.s 1?aq rty f he t"vner (or Roure t--mn4rsl should notit'x he 1A i.)
tand )oiler retc%ant agencies) o His decision in an., future correspondences concernintit
thk PnT:rt1 . 1 his on-Mitt: dctcrulimilion >hatl expire the t 51 cars Awmi the date of toils
lener,
1t>E',att ed parties that Aspute a &-ic:rnalnmion In ade bti the 1AVQ or
Dc&gated W;d Aut1wrlty that a saat'facc eater Asts and that it k subject to tile: buffer
=.-uic a.?ia rct.JUs:,t ,a determination by the Director. A request tier a detern motion k,\ t1w
Director shall he rcl*crrcd to the Dircctor in vtriting c'o C'?ndi K,arcak. Dt1 Q, 401
turallY
A
I'•t,c ._ ) I _
ersight Express Re\icv+ Permitting 'nit. 231 1 Crabtree Blvd_ SuitC 50, 12,11; igla. NC,
2"760 4-.'2t,0. Inch%iduals that dispute a deterntinatit?n h} the [)\t+?'(? or I)ele<fatc?f Local
AMIlority flIX "cXetrlpLs a surt<rce water front the buffer title near ask C Or an adjudicatorv
hearing. YOU must act within 60 daNs ofthe date that toil reccivc this letter. Applicants
arc herebN notified that the 60-cla- statutor-, appeal time flocs not start until the affected
party (Including downstream and acjacent lando%4ners) is notified of this decision. l %VQ
recommends that the applicant conduct this notification in order to be certain dial third
party appe l s are made in a timely [manner. To ask Jor a Ile mt7g, send a ti?litem petition.
which confornis to Chapter I Ofi of the North Carolina C iC lleral StatUtCS LO tile OffiCC 01'
Administrati\ c I lcarin;. s, 671 4 Mail Seri 'cc Center. R- Ae:igh. N.C. 2769Q-671 4. 1 his
deterininauO ll is 1,111,11 and birtdin') unless ecru ?tsk fear a hearing wllthin 00 daN s.
[his letter only addresses the applicability to the buffer rules ?md does not apprm c aiy
activil,' r<yithin the buffers. Nor doss this letter approve any ac1iyity tikitliin Watcrs ref dw
United States or Watcrs tr1 the State. if v'c7tt have anti additional questions or rcqrtirc:
additional int'Ormation please call Chris 1'ullin;?er at {? ) 948-3020.
Sirtccrcly.

Chris Pulliiler
DI\ isioll of Water 011allty
Surface '+t'ater Protection
?1'ashingtt?n Regional Ofiice
FrICIOsures; 1:24.1:00 scale t_IS(JS topographic map, VF: Cioldsboro eluadrangle
1.24,000 scale l 1SCiS topographic map, N\k Goldsboro quadr ing 4
cc: D) Q .401 (:>vet fight l:rpre,s unit
N 'nR(_) I'fle Copy
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Project Location Map
Fork Township Annex Area Stream
' -- and Wetland Surveys. City of
c ' Goldsboro, North Carolina. Cox-
Edwards Alignments. April 2010.
f 2000 0 2000 4000 Feet
I
PROJECT AREA rgM . ?.
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,
WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
ProjectIste: Fork Township Annex Area City/County: Goldsboro / Wayne Co. Sampling Date: 09/Mar/10
Appiicant/owner: City of Goldsboro NC
State: Sampling Point: UPL CF/CG
Investigator(s): Christopher Hopper, RJG&A Section, Township, Range: Fork Township Annex Area (N. Goldsboro)
Landform (hilislope, terrace, eta): HIIISIope Local relief (concave, convex, none): convex Slope (%): 10-15
Subregion (LRR or MLRA): LRR P Lat. 35.43542071 Long: 78.00116540 Datum: NAD83
Sal Map Unit Name: Wagram loamy sand, 0-6% slopes NWI classification: NA
Are climatic /hydrologic conditions on the site typical for this time of year? Yes ®No 0 (If no, explain Remarks.)
Are Vegetation Soil 1. or Hydrology E3 significantly disturbed? Are 'Normal Cinxxnstances' present? Yes ® No 13
Are Vegetation Soil 0 or Hydrology 9 naturally problematic? If needed,
( explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features. etc.
Hydrophytic Vegetation Present? Yes ® No ©f M the Sampled Area
Hydric Soil Present? - Yes -- NO within a Wetiand? Yes © No
Wetland Hydrology Present? Yes -0 No
Remarks:
This Upland Form is being used to document adjacent upland communities for Wetlands CF and CG. Slope position
and aspect, vegetative communities, and soil profiles, are very similar. Both occur on the same soil map unit. Pages
two and three of this fort, because of space limitations, are labeled 'CF/CG' in the upper right comer. The
corresponding wetland data forts are labeled WTL CF' and 'WTL CG', respectively.
HYDROLOGY
Welland Hydrology Indk4rtors:
Primary Indicators (minimum of one is reguired•
Q Surface Water (A7)
High Water Table (A2)
Saturation (A3)
Water Marks (131)
Sediment Deposits (132)
Q Drift Deposits (133)
© Algal Mat or Crust (134)
Iii Iron Deposits (65)
Q Inundation Visible on Aerial Imagery (B7)
dxmk all that awly)
Water-Stained Leaves (B8)
Aquatic Fauna (B13)
_ Marl Deposits (B15) (LRR U)
Hydrogen SuNide Odor (C1)
Oxidized Rhizospheres on Living Roots (C3)
Presence of Reduced Iron (C4)
Recent Iron Reduction in Tilled Sofia (C6)
?1t Thin Muds Surface (C7
L1 Ottw (Explain in Remarks) Secondary Indicators (minimum of two required)
13 Surface son cracks (B6)
Sparsely Vegetated Concave Surface (88)
Drainage Patterns (B10)
_ Moss Trim Lines (1316)
Dry-Season Water Table (C2)
_ Crayfish Burrows (C8)
Saturation Visible on Aerial Imagery (C9)
Geomorphic Position (D2)
13 Shallow Aquitard (D3)
u FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No ® Depth (inches): >16
Water Table Present? Yes © No
Saturation Present? Yes 13 No
includes capillary fringe) ® Depth (inches): >.16
® Depth Cmdm): >16
Wetland Hydrology Present? Yes 0 No
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous Inspections), If available:

US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
VEGETATION - Use scientific names of plants.
Sampling Point: CF/CG

Tree Stratum (Plot size: 30' radius )
1. Liquidambar styraciflua Absolute Dominant Indicator
% Cover Species? Status
30 ® FAC+ Dominance Test worksheet:

Number of Dominant Species
That Are OBL, FACW, or FAC: 7 (A)
2. Quercus falcata 20 ® FACU-
Liriodendron tulipifera

3• 20 ® FAC Total s Number of
Across Dominant
Spadees Across All Strata: 8 (B)
4. Ilex opaca 10 a FAC-
5. O Percent of Dominant Species
That Are OBL
FACW
or FAC: 88 (AB)
6. a ,
,
7 13 Prevalence Index worksheet

Saolino Stratum (Plot size: 30' radius )
1. LigustrUm sinense 80

50 = Total Cover

® FAC Total % Cover of Multiply by:
OBL species x 1 =
FACW species x2=
2. Acer rubrum 10 13 FAC FAC species x3=
3. Ulmus alata 10 13 FACUa FACU species x4=
4. ® UPL species x5=
5. 0 Column Totals: (A) (B)
6. El
7. 0 Prevalence Index = B/A =

Shrub-Stratum (Plot size: 30' radius
1. Ugustrum sinense 70

60 = Total Coyer

® FAC Hydrophytic Vegetation Indicators:
Dominance Test is >50%
_ Prevalence Index Is s3.6'
2. Rhus copallinum 5 © NI _ Problematic Hydrophytlo Vegetation' (Explain)
3. 13
4. 0 'Indicators of hydric soil and wetland hydrology must
5. a be present, unless disturbed or problematic.

6. © Definitions of Vegetadon Strata:
7. ©

Herb Stratum (Plot size: 30' radius )
1. Ligustrum sinense
65

25
= Total cover

® FAC Tree - Woody plants, excluding woody vines,
a roximately 20 ft (6 m) or more in height and 3 in.
(-66 cm) or larger in diameter at breast height (DBH).
2. Lonicera japonica 15 ® FAC Sapling - Woody plants' excluding woody vines,
approximately 20 It (6 m) or more in hei
ht and less
3. Toxicodendron radicans 10 0 FAC g
than 3 In. (.6 cm) DBH.
4. Sambucxts canadensis 5 13 FACW
l
sh
b
t
l
di
i
W
d
5, Pttytoiacca americana 5
FACU-I ru
an
s, exc
y p
u
ng woody v
-
oo
nes,
approximately 3 to 20 it (1 to 6 m) in height.
6. ©

7.
® Herb-AN herbaceous (non-woody) plants, including
herbaceous vines, regardless of size. Includes woody
6. 0 plants, except woody vines, less than approAmately
9
. 3 ft (1 m) in height
10. 0 Woody vine - All woody vines, regardless of height.
11.
12. 13

Woody vine Stratum (Plot size: 30' radius )
i
di
T
d
d 60 =Total Cover
ox
en
ron ra
cans
1.
co 20 ® FAC
2. Lonicera japonica 15 ®FAC
3. 13
4. 13
5. 13 Hydrophytic
ti
V
t

35
= Total Cover ege
a
on
Present? Yes ® No 13
Remarks: (If observed, list morphological adaptations below).
Hydrophytic vegetation is present, based on dominance worksheet above.
US Army Corps of Engineers Atlantic and Guff Coastal Plain Region - Interim Version
SOIL
Sampling Point: CF/CG
Profile Description: (Describe to the depth needed to document the Indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Tvoe Texture Remarks
0-10.5 7.5YR 2.5/1 100 sandy Ico
10.5->16 10YR 5/3 100 coarse ro
'Type: Concentration, D= letion RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 21-ocation: PL=Pore Lining, M=Matrix.
ric Soil Indicators:
Histosol (Al) Indicators for Problematic Hydric Solis':
©
B
P
k
l
S
3
oywa
ie
ow
e
urface (S8) (LRR S, T. U ) J
1 cm Muck (A9) (LRR O)
Histic Epipedon (A2) ?
T3Thin Dark Surface (S9) (LRR S, T, U) 132 cm Muck (A10) (LRR S)
Black Histic (A3) Loamy Mucky Mineral (F7) (LRR O) 13Reduced Vertic (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) 13Piedmont Floodplain Salt (Fig) (LRR P, S, T)
Stratified Layers (A5) Depleted Matrbk (F3)
- j3Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
5
M
c
Mi
l
A7
L edox Dark Surface (F6)
:o (MLRA 1538)
cm
u
ky
nera
(
) (
RR P, T, U)
Muck Presence (A8) (LRR U) Depleted Dark Surface (F7)
J3Redox Depressions (F8) Red Parent Material (72)
Very Shallow Dark Surface (TF12) (LRR T
U)
1 cm Muck (AS) (LRR P. T) (F10) (LRR U) ,
Other (Explain In Remarks)
Depleted Below Dark Surface (A11)
Q Thick Dark Surface (A12) Ochric (F11) (MLRA 151)
Ron-Manganese Masses (F72) (LRR O
T) 3Indicators of h
P
dro
h
ti
ti
t
d
F
? .
. y
p
y
c vege
a
on an
L
.
! Coast Prairie Redox (A16) (MLRA 150A)
a Umbric Surface (1713) (LRR P. T. U)
M wetland hydrology must be present,
Sandy Mucky Mineral (S1) (LRR O, S)
Q Deb Ochric (F17) (MLRA 151) unless disturbed or problematic.
Sandy Gleyed Matrix (S4)
Sandy Redox (S5) Reduced Vertic (F78) (MLRA 150A,1506)
Piedmont Floodpiain Soils (Fig) (MLRA 149A)
Stripped Matrix (S6) _uAnomalous Bright Loamy Soils (F20) (MLRA 149A,153C.153D)
Q Dark Surface (S7) (LRR P, S, T, I
Restrictive Layer (if observed):
Type:
Depth (Inches): Hydric Soil Present? Yes 0 No

US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Pro)ewsite: Fork Township Annex Area city/county: Goldsboro / ,Wayne Co. Sampling Date: 09/Mar/10
Applicant/Owner City of Goldsboro State: NC Sampling Point: Wetland CF
investigator(s): Christopher Hopper, RJG&A Semen, Township Range: Fork Township Annex Area (N. Goldsboro)
Landform (hillslope, terrace. etc.): Terrace Local relief (concave, convex, none): Concave Slope (%): 0-5
Subregion (LRR or MLRA): LRR P Let: 35.43528839 Long: -78.00104568 Datum: NAD83=
Soil Map Unit Name: Kinston Loam
Are climatic / hydrologic conditions on the site typical for this time of year? Yes _
Are Vegetation Q Sod 0, or Hydrology 1:1 significantly disturbed?
Are Vegetation 0. Sod ©, or Hydrology 0 naturally problematic?
® No
NWI classification: P-FO-1
13(If no, explain in Remarks.)
Are'Normal Circumstances' present? Yes ® No 13
(If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes ® No 0 Is the Sampled Area
Hydric Sod Present? Yes No within a Wetland? Yes ® No 0
Wetland Hydrology Present? Yes No _Q
Remarks:
HYDROLOGY
Wetland Hydrology Indicators: Secondary Indicators (minimum of two reouir6d)
Primary Indicators (minimum of one is n3ouired• check all that a oIV) Surface Soil Cracks (B6)
Q Surface Water (Al) Water-Stairred Leaves (69) Sparsely Vegetated Concave Surface (68)
High Water Table (A2) Aquatic Fauna (B13) Drainage Patterns (610)
Saturation (A3) _ Mart Deposits (B15) (LRR U) _ Moss Trim Lines (B16)
Water Marks (81) Hydrogen Sulfide Odor (CI) Dry-Season Water Table (C2)
Sediment Deposits (132) Oxidmed Rhizospheres on Living Roots (0) Crayfish Burrows (Ca)
Drift Deposits (B3) Presence of Reduced Iron (C4) Saturation Visible on Aerial Imagery (C9)
_ Algal Mat or CnnA (64)
0 Iron Deposits (135) Recent Iron Reduction in Tilled Soils (C6) Geomorphic Position (132)
Thin Muck Surface (CT)
ll
A
11
13 Sh

Q Inundation Visible on Aerial Imagery (67) a
ow
quftard (D3)
3
1
LJ Other (Explain in Remarks) is FAC-Neutral Test (135)
Field Observations:
Surface Water Present? Yes 0 No ® Depth (inches): 3
Water Table Present? Yes ® No 0 Depth (inches): 9
Saturation Present? Yes ® No 0 Depth (kxjwy 6 Wofiand Hydrology Present? Yes ® No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), If available:
Wetland CF is a relatively narrow floodplain bounding both sides of a perennial tributary of Little River. It's edges are clearly
defined on both sides of the floodplain with an abrupt toe of slope.
'A floodplain pool was observed within the sample area, approximately 20 feet from the pit Standing water was about three
inches deep.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
VEGETATION - Use scientific names of plants.
Sampling Point: WTL CF

Tree Stratum (Plot size: 30' radius )
1. Liriodendron tulipifera Absolute Dominant Indicator
% Cover Soecies? -Status
15 0 FAC Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW
or FAC: 7 (A)
2. Acer rubrum 50 ® FAC ,
3. Nyssa sylvatica var. sylvatica 15 ®FAC Total Number of Dominant
Species Across AN Strata: 9
B

4.
13 (
)
5.
E3 Percent of Dominant Species
Th
t A
OBL
FACW
FA
78

6. -
Q a
,
, or
re
C:
(AB)
7. 0 Prevalence Index worksheet:

Saormo stratum (Plot size: 30' radius )
1. Acer rubrum 80

20 =Total Cover

® FAC Total % Cover of, Multiply by:
OBL species x 1 =
FACW specles x2=
2. Magnolia Virginian 5 © FACYo FAC species x3=
3. Liriodendron tulipifera 10 ® FAC FACU species x4=
4. 13 UPL species x5=
5. 13 Column Totals: (A) (B)
6. 13
7. © Prevalence Index = B/A

Shrub Stratum {Plot size: 30' radius )
1. Ligustrum sinense 35

70 = Total Cover

® FAC Hydrophytic Vegetation Indicators:
_ Dominance Test is >50%
_ Prevalence Index is s3.0'
2. Magnolia virginiana 5 Q FAC% _ Problematic Hydrophytic Vegetation' (Explain)
3.
4. E3 'indicators of hydric soli and wetiand hydrology must
5. a be present, unless disturbed or problematic.

6. © Definitions of Vegetation Strata:
7 El

30' radius )
Herb 1 - T Str Stratuatam (Plot endron size: radicans
75

10
= Total Cover

® FAC Tree - Woody plants, excluding woody vines,
apProximately 20 ft (6 m) or more in height and 3 in.
(7.6 on) or larger in diameter at breast height (DBH).

2. Athyrium asplenioides
10
NI Sapling - Woody Plants. excluding woody vines,
i
a
imatel
20 it
6
r

3. Lonicera japonica
15
® FAC- pp
y
ox
(
m) or more
n height and less
than 3 in. (7.6 cm) DBH.
4. Vids rotundifolia 10 ® FAC
5, Smilax rotundifolia 5
Q FAC shrub -woody plants, excluding woody vines,
approximately 3 to 20 It (1 to 6 m) in height.
6. Q
7. © Herb-All herbaceous (non-woody) plants, including
herbaceous vines
regardless of size
Includes woody
6, © ,
.
plants, except woody vines, less than approximately
9. 13 - 3 It (1 m) in height
10. 0 Woody vine - All woody vines, regardless of height.
11. 0
12. Q

)
ody Vine Stratum (Plot size: 30' radius
wo
Anisostichus ca
reol
t 50

5 =
Total Cover
13
p
a
a
1. NI
2. Smilax rotundifolia 10 C1 FAC
3. Vitis rotundifolia 15 ® FAC
4. ToAcodendron radicans 20 ® FAC
5. 0 Hydrophytic
V
i

50
= Total Cover egetat
on
Present? Yes ® No
Remarks: (If observed, list morphological adaptations below).
Vegetation criterion met using Dominance Test; 78 percent of dominant species are FAC or wetter.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
SOIL
Sampling Point: WTL CF
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of Indicators.)
Depth Matrix Redox Eeatures
[inches) Color (moist) _% Color (moist) % _ Type_ Texture Remarks
0-7.5 7.5YR 2.5/2 100 - - - - loam
7.5-10 10YR 3/1 50 7.5YR 3/4 50 sand
@10 - - 7.5YR 2.511 <5 C M
10->16 7.5YR 4/1 60 7.5YR 7/1 40 D M coarse
'Type: C=Concentration, D=De lion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. ZLocation: PL=Pore Lining, M=Matrix.
ric SoA Indicators:
Hisb0ol (Al) Indicators for Problematic Hydric Soils':
©
P
l
B
l
-
oyva
us
e
ow Surface (S8) (LRR S, T, U ) 131 cm Muds (A9) (I-RR O)
Q Histic Epipedon (A2) e
?
?.rYThin Dark Surface (S9) (LRR S, T, U) 132 cm Muds (A10) (LRR S)
Q Black Histic (A3) y Mucky Mineral (F1) (LRR O)
? C3Reduced Vertk (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4) y Gieyed Matrix (F2) C3
Piedmont Fbodplain Soils (F19) (LRR P, S, T)
Stratified Layers (A5) leted Matrix (F3) r
3 Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P
T
U) edox Dark Surface (F6)
D
l
d D
k S
t
f
17 (MLRA 153B)
,
,
Muck Presence (A8) (LRR U) ep
ar
e
e
ur
7)
ace (
J3Redox Depressions (F8) Red Parent Material (TF2)
Very Shallow Dark Surface (TF12) (LRR T
U)
1 cm Muck (A9) (LRR P, T) Marl (1710) (LRR U) ,
Olher (Explain in Remarks)
Depleted Below Dark Surface (A11)
Thick Dark Surface (A12) Depleted Ochric (F11) (MLRA 151)
Ir
M
M
F12
LRR O
P
T
3
on-
anganese
asses (
) (
,
, )
Indicators of hydrophylic vegetation and
0 Coast Prairie Redox (A16) (MLRA 150A) Surface (F13) (LRR P, T, U)
S
d
Mi
l
S1
M
k
LR wetland hydrology must be present,
an
y
(
nera
) (
uc
y
R O, S)
a Sandy Gleyed Matra (S4) Ochric (F17) (MLRA 151)
elta
R
d V
d
i
F18
ML unless disturbed or problematic.

Sandy Redox (S5) e
uce
ert
c (
) (
RA 160A, 1506)
Piedmont Fioodplalo Soils (1719) (NI-RA 149A)
Stripped Matrix (S6) _ Anomalous Bright Loamy Soils (F20) (MLR A 149A,153C,1530)
Q Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches): Hydric Soil Present? Yes ® No

US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Fork Township Annex Area City/County: Goldsboro/Wayne County Sampling Date: 23 April 2010
AppiicantOwner: City of Goldsboro
State: NC Sampling Point: Wetland CG
Investigator(s): Christopher Hopper, RJG&A Section, Township, Range: Fork Township Annex Area (N. Goldsboro)
Landform (hilisk)pe, terrace, etc.): terrace Local relief (concave, convex, none): Concave Slope (%): 0-5
Subregion (LRR or MLRA): LRR P Let: 35.43471980 Long: -77.99994163 Datum: NAD83
Soil Map Unit Name: Wagram Loamy Sand, 6-10% slopes NWN classification: P-FO-1
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ® No 13(If no, explain in Remarks.)
Are Vegetation ©, Soil ©. or Hydrology ©significently disturbed? Are 'Normal Circumstances' present? Yes © No 13
Are Vegetation ®, Soil - . ©. or Hydrology a naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes ® No © M the Sainpled Area
Hydric Soil Present? Yes No ? within a Wetland? Yes ® No
Wetland Hydrology Present? Yes ® No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required:
Surface Water (Al)
High Water Table (A2)
check all that apply)
Water-Stained Leaves (89)
Aquatic Fauna (B13) Secondary Indicators (minimum of two required)
© Surface Soil cracks (B6)
Sparsely Vegetated Concave Surface (88)
Drainage Patterns (810)
_ Saturation (A3)
Water Marks (B1)
Sediment Deposits (B2)
Drift Deposits (83)
_ Algal Mat or Crust (134)
Q. Iron Deposits (B5)
Q Inundation Visible on Aerial Imagery (B7) _ Marl Deposits (B15) (LRR U) _ Moss Trim Lines (B16)
Hydrogen Sulfide Odor (C1) 13 Dry-Season Water Table (C2)
Oxidized Rhizospheves on Living Roots (C3) Crayfish Burrows (C8)
Presence of Reduced Iron (C4) Saturation Visible on Aerial Imagery (C9)
Recent Iron Reduction in Tided Soils (C6) Geomorphic Position (D2)
?L.?J chin Muck Surface (C7) Shadow Aquitard (D3)
1 Other (Explain in Remarks) i FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes ® No
Water Table Present? Yes ® No
Saturation Present? Yes ® No
includes capillary ' e
13Depth (inches): 2-5*
0 Depth (inches): 5
13Depth rnches). 3

etland Hydrology Present? Yes ® No
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspect ion), If available:

Surface Water Present An intermittent stream feature bisects Weiland CF from east to west, depths vary. One ponded area
was observed upstream of the sample area, and an impoundment occurs downstream of the sample area (30' radius).
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region -Interim Version
VEGETATION - Use scientific names of plants.
Sampling Point: WTL CG

Tree Stratum (Plot size: 30' radius )
1. Liriodendron tulipifera Absolute Dominant Indicator
% Cover Species? Status
25 ® FAC Dominance Test worksheet:

Number of Dominant Species
That Are OBL, FACW, or FAC: 5 (A)
2.

3.
Q Total Number of Dominant
Species Across AN Strata: 7 (B)
4. Q

5.
Q Percent of Dominant Species
That Are OBL
FACW
or FAC: 71 (AB)
6. Q ,
,
7 Q Prevalence Index worksheet

Saolirra stratum (Plot size: ?? radius )
1. Acer rubrum 25

15 =Total Cover

® FAC Total % Cover at Multiply by:
OBL species x 1 =
FACW species x 2 =
2. Nyssa sylvatica var. sylvatica 16 ® FAC FAC species x 3 =
3. Aralia spinosa 10 Q FAC FACU species x 4 =
4. Q UPL species x5=
5. Q Column Totals: (A) (B)
6. Q
7. Q Prevalence Index = B/A =

Shrub stratum (Plot size: 30' radius
1 Ligustrum sinense 45

80 = Total Cover

® FAC Hydrophytic Vegetation Indicators:
Dominance Testis >50%
_ Prevalence index is s3.0'
2. Acer rubrum 5 Q FAC _ Problematic Hydrophytic Vegetation' (Explain)
3. C!
4, Q 'Indicators of hydric soil and wetland hydrology must
5. Q be present, unless disturbed or problematic.

6. Q Definitions of Vegetation Strata:
7 ©

Herb Stratum (Pat size; 30' radius )
1. Lonicera japonica
85

30
= Total Cover

® FAC- Tree - Woody plants, excluding woody vines,
approximately 20 it (6 m) or more in height and 3 in.
(7.6 on) or larger in diameter at breast height (DBH).

2. Arundinaria gigantea
15
®FACW Sapling - Woody plants, excluding woody vines,
a
roxmatel
20 It (6 m) or more in hei
ht and le
s
3. Sarunis cernnus 10 Q OBL pp
y
g
s
than 3 in. (7.6 an) DBH.
4. Onodea sensibilis 10 Q FACW
Sh
W
l
b
d

5. Boehmeria cylindrica
5
Q FACV'o ru
-
oo
y p
ants, excluding woody vines,
approximately 3 to 20 It (1 to 6 m) in height.
6. Aralia spinosa 5 Q FAC o

7•
Q Herb - AN herbace
us (non-woody) plants, including
herbaceous vines
regardless of size. Includes woody
6. Q ,
plants, excepwoody vines, less than approximately
9. -
Q 3 It (11 M) in
10. Q Woody vine -AN woody vines, regardless of height.
11. Q
12. Q

Woody Vine Stratum (Plot size: 30' radius )
i
L
i 75 =Total Cover
cera japon
on
ca
1. 15 ® FAC-
2. Smilax rotundifolia 5 Q FAC
3. Q
4. Q
5. Q V
g
tatl
c
20 = Total Cover ee
e
Present? Yes ® No
on
Remarks: (If observed, list morphological adaptations below).
Hydrophytic vegetation criterion satisfied with Dominance Test; 71 percent of dominants are at least FAC.
US Army Corps of Engineers Atlantic and Guff Coastal Plain Regan - Interim Version
SOIL
Sampling Point: WTL CIS
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
finches) Color (moist) % Color (moist) % _ _ Loci Texture Remarks
0->5 7.5YR 2.511 100 mucky rro 'water in pit at 5" (see note)
'Type: C=Concentration D--De ledw, RM=Reduced Matrix, CS--Covered or Coated Sand Grams. =Location: PL=Pore Lining, M=Matrix.
dric Soil Indicators:
Hi
t
l
Al Indicators for Problematic Hydric Soils':
?
P
l
B
s
oso
(
) o
yvalue
ekor Surface (S8) (LRR S, T, U) 131 cm Muds (A9) (LRR O)
-
Q H istic Epipedon (A2) r
ul?
hin Dark Surface (S9) (LRR S, T, U) 10 2 cm Muds (A10) (LRR S)
13 Black Histic (A3) Loamy Mucky Mineral (F7) (LRR O) ifl Reduced Verdc (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4) J3Loamy Gleyed maw (F2) .3 Piedmont Floodplain Soils (F19) (LRR P, S, T)
Stratified Layers (A5) Depleted Matrix (F3) 13Anomalous Bright Loamy Soils (F20)
8
Organic Bodies (A6) (LRR P, T, U) Dark Surface (F6) (MLRA 1536) -
5 cm Mucky Mineral (A7) (LRR P, T, U)
Muck Presence (A8) (LRR U) Depleted Dark Surface (F7) Red Parent Material (TF2)
DRedox Depressions (178) Very Shallow Dark Surface (TF12) (LRR T
U)
1 cm Muck (A9) (LRR P, T) -
,
(F10) (LRR U) Other (Explain in Remarks)
Depleted Below Dark Surface (A11)
Thick Dark Surface (A12) Ochric (F11) (MLRA 151)
Iron-Manganese Masses (1712) (LRR O, P, T) 3Indicators of hydrophytic vegetation and
Coast Prairie Redox (A16) (MLRA 150A) : mbric Surface (F13) (LRR P, T, U) wetland hydrology must be present,
Sandy Mucky Mineral (S1) (LRR O, S)
a S
Gi
d M
t
S4
d
b -}Delta Ochric (F17) (MLRA 151) unless disturbed or problematic.
an
eye
)
y
a
r
k (
Sandy Redox (S5) Reduced Vertic (F18) (MLRA 150A,15013)
?F?iedmord Floodplain Soils (F19) (MLRA 149A)
Stripped Matrix (S6) Anomalous Bright Loamy Sow (F20) (MLRA 149A, 153C, 1630)
Q Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type: none
Depth (): Hydric Soil Present? Yes ® No a
Below five inches, the high water table precluded documenting a full soil profile. Below five inches, and above 16" (the depth
of shovel used) sandy loam 10YR 2/1 (100%) was observed. Although withdrawn through water, the color and texture of this
sample are not likely to have been altered. However, it's precise location in the soil profile could not be determined.
Because of this wetland's close proximity, and similarities of community, drainage, and position, of Wetland CF, Indicator A11
(Depleted Below Dark Surface) was selected.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
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s??ly CRaB
October 15, 2010
Division of Water Quality
401 /Wetlands Unit
1650 Mail Service Center
Raleigh, NC, 27699-1650
City of Goldsboro
P.O. Drawer A
North Carolina
27533-9701
Subject: Delegation of Signature Authority
Goldsboro Annexation Phase XI Vacuum Sewer System
To Whom It May Concern:
[phone]
By notice of this letter, I hereby delegate signatory authority to each of the following individuals
for the Pre-Construction Notification (PCN) Application Form relating to the City of Goldsboro
Annexation Phase XI Vacuum Sewer System facilities as required by the U.S. Army Corps of
Engineers and the Division of Water Quality.
Name Title
E. Scott Edwards, P.E. Engineer
David A. Sutton, P.E. Engineer
If you have any questions regarding this letter, please feel free to contact me at [phone].
Sincerely,
4...-AK
Guy M. Anderson, P.E.
City Engineer
??A
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
Land Quality Section
James D. Simons, PG, PE Beverly Eaves Perdue, Governor
Director and State Geologist Dee Freeman, Secretary
January 4, 2011
LETTER OF RECEIPT OF EROSION CONTROL PLAN
Cox-Edwards Company, inc.
ATTN: Mr. E. Scott Edwards, P.E.
1205 Parkway Drive
Goldsboro, North Carolina 27534
RE: Erosion and Sedimentation Control Plan No.: Wayne-2011-019
Project Name: Ph X1 Annex - Pump Sta Rd
Location: SR 1300 County: Wayne
River Basin: Neuse Stream Classification: Other
Submitted on Behalf of City of Goldsboro
Date Received by LQS: December 30, 2010 Plan Type: New
hear air:
This office has received the erosion and sediment control plan and the check/money order no.
1738th in the amount of $455.00 as the plan review fee for the referenced 7.0-acre project. The
plan was submitted as required by the North Carolina Sedimentation Pollution Control Act (G.S.
113A-57 (4)).
7"ne Act requires that ail persons disturbing an area of one or more acres of land must obtain
approval of an erosion control plan prior to the commencement of the land-disturbing activity
(G.S. 113A-54(d) (4)). The Act further states that this plan must be fled a minimum of 30 days
prior to the activity and the approving authority must approve or disapprove me submitted pian
within 30 days of receipt. Failure of the approving authority to approve or disapprove the
submitted plan within the 30-day period will be deemed approval of the plan.
Commencement or continuation of a iand-disturbing activity under the jurisdiction of this Act
prior to the approval of an erosion and sediment control plan is a violation of the Act. The
approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules. if you have questions please do
not hesitate to contact this office. Your cooperation in this matter is appreciated and we look
forward to working with you on this project.
Sincerely,
Suzi iegols
Administration
cc: City of Goldsboro, Attn: Mr. Joseph Huffman, City Manager, P.O. Drawer A, Goldsboro, NC
27533-9701
Washington Regional office
943 Washington Square Mail, Washington, North Carolina 27889 • Phone: [phone] / FAX: [phone]
Internet http://www.clr.enr.state.nc.us/pages/landquali4udon.html
An Equal Opportunity/ Affirmative Action Employer - 50%Recycled/10% Post Consumer Paper
City of Goldsboro
.y 9 P.O. Drawer A
North Carolina
27533-9701
Ty caR°`? [phone]
MEMORANDUM:
To: James P. Rowe, Jr. Assistant Planning Director;
Scott Edwards, PE, Cox-Edwards Company, Inc
From: Rama Chittilla, PE, PLS. Engineering Department
Date: January 5, 2011
Subject: City of Goldsboro Annexation Area 11 Pumping station site with access road
- Stormwater Calculations
Dear Mr. Rowe,
The Engineering Department has reviewed the referenced site plan for compliance with the
City of Goldsboro's Stormwater Management Ordinance regarding nitrogen loading and
peak runoff requirements.
As depicted, the site plan will meet the nitrogen loading requirements. The property owner
will be required to offset 260.883 pounds of nitrogen in order to meet the nutrient loading
requirements. Government entities may choose a third party mitigation provider such as the
NCEEP or an approved compensatory mitigation bank in order to satisfy loading
requirements. Non-government entities must use a mitigation bank if credits are available.
All applicants are required by law to comply with Session Law 2009-337, An Act to Promote
the Use of Compensatory Mitigation Banks. A current list of banks is available on the Web
at: littp://portal.ncdenr.org/web/wg/swp/ws/401/certsandpermits/mitigationi. Nutrient loading
requirements must be satisfied prior to approval of a building permit.
All NCEEP payments MUST include the attached "Nutrient Offset Program Statement form"
signed and dated by the permit applicant or an authorized agent. Please note that checks
should be made out to the "NCEEP" and sent to the attention of Kelly Williams, NC DENR
EEP, 1652 Mail Service Center, Raleigh, NC 27699-1652. If you have questions about NC
EEP, contact Kelly Williams, 919-716-1921.
The site will meet the Peak Runoff requirements of the Stormwater Management Plan. Post
Development peak runoff will be attenuated through the use of several runoff control
structures to the pre-development peak runoff quantity.
Upon completion of the development and prior to issuance of a Certificate of Occupancy, the
ordinance requires that the post-development peak flow be recalculated based upon "as built"
Continued on Page -2
Re: City of Goldsboro Annexation Area 11 Pumping station site with access road - Stormwater Calculations
Page 2
January 5, 2011
conditions and that the developer submit an engineering certification (attached) that any
BMP has been properly constructed and is operating properly.
Total Nitrogen to be offset: 1.01 lb/acre/yr x 8.61 ac x 30 yrs =260.883 lbs
Hydrologic unit for this project is Neuse 03020201
If you have any questions on this review, please contact me.
cc: Guy M Anderson, City Engineer
Kelly Williams, NC DENR EEP
fy
10-YEAR DESIGN FLOW
CALCULATIONS
PROJECT
Phase XI Annexation Area
Pump Station Access Road
Goldsboro, NC
DEVELOPER
City of Goldsboro
200 N. Center Street
Goldsboro, NC 27533-9701
Contact: Rama Chitilla
Tel. #[phone]
ENGINEER
COX-EDWARDS COMPANY, INC.
1205 PARKWAY DRIVE
GOLDSBORO, NC 27534
(Tel. # [phone])
v SEAL 11--2.4-2-0/0
0
oa®aolse??s® ????o?oc?°°®?l? 4®0®
EDWIN S. EDWARDS, PE #18081
[phone]
Fax [phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
? s
CALCULATIONS
PUMP STATION ACCESS ROAD - PHASE XI ANNEXATION AREA
Use the Rational Method to get the peak runoff rate Q = CIA
Q = peak runoff rate in cubic feet per second - Q(2) = 2 year storm, 1(10) = 10 year storm
C = runoff coefficient (this is a composite C)
I = average intensity of rainfall in inches/hour, for storm duration equal to time of
concentration, tc -1(2) = 2 year storm, 1(10) = 10 year storm
tc = time of concentration in minutes, estimated time of runoff from most remote
point of watershed to point under consideration (5 minute min.)
A = drainage area in acres
*Will use the tc = 5 min., 1(2) = 5.58 in/hr, 1(10) = 7.08 in/hr. like Raleigh, NC
Drainage Area 1
A(1) = 1.83 C = 0.28 tc = 5
1(2) = 5.58 1(10) = 7.08
Q(2) = 2.86 cfs Q(10) = 3.63 cfs
Channel Lining (see the V-shape channel on Figure 8.05b of manual)
V(P) = 2.0 ft/sec (permissible velocity for bare soil)
V(P) = 4.5 ft/sec (permissible velocity for permanent grass stand - see Table 8.05a)
V(P) = 7.0 ft/sec (permissible velocity for excelsior blanket, std. duty netting)
V(P) = 10.0 ft/sec (permissible velocity for excelsior blanket, heavy duty netting)
W 1/2
V = (1.486/n) x R(h) x S
Q=AV
V = average velocity in channel in ft./sec.
n = Manning's roughness coefficient
R(h) = hydraulic radius, wetted cross-sectional area/wetted perimeter in ft.
S = slope of channel in ft./ft.
A = cross-sectional area of flow within the channel in sq. ft.
Q = flow in the channel in ft./sec.
n = 0.020
S = 0.0063
e=3
d(full depth) = 1.5
1n
Trial 1.486 (S)
depth,d n A R(h) Q
0.719 5.90 1.033922 0.46935 2.86
CALCULATIONS
PUMP STATION ACCESS ROAD - PHASE XI ANNEXATION AREA
V(2) = 2.77 ft/sec > V(P) temp. liner
is required
try synthetic on all of side ditch (std. duty)
use n = 0.025 for 0.5-2' of depth
S = 0.0063
e=3
d(full depth) = 1.5
1 /2
Trial 1.486(S)
depth,d n A R(h) Q
0.782 4.72 1.223048 0.49638 2.86
V(2) = 2.34 ft/sec <7 ft/sec, check sheer stress
Sheer stress = slope x depth x 62.4 = 0.31 Ibs/sq. ft. < 1.75 lbs./sq. ft.
OK
Check to see that 3-4" high -grass is acceptable permanent liner
n = 0.046 e = 3
S = 0.0063 d(full depth) = 1.5
1/2
Trial 1.486 (S)
depth,d n A R(h) Q
1.074 2.56 2.306952 0.61331 3.63
V(10) = 1.57 ft/sec < 4.5 ft/sec OK
VR = 2.16
Drainage Area 2
A(2) = 1.83 C = 0.28 tc = 5
1(2) = 5.58 1(10) = 7.08
Q(2) = 5.72 cfs Q(10) = 7.26 cfs
(add DA #1) (add DA #1)
*no liner called for on established, existing ditch but check if existing grass lining efficient
2
CALCULATIONS
PUMP STATION ACCESS ROAD - PHASE XI ANNEXATION AREA
Check to see that 3-4" high grass is acceptable permanent liner
n= 0.040 a=6.5
S = 0.003 d(full depth) = 3.1
1/2
Trial 1.486 (S) 2n
depth,d n A R(h) Q
1.489 2.03 4.648802097 0.7672 7.26
V(10) = 1.56
VR = 3.02
ft/sec < 4.5 ft/sec
Drainage Area 3
A(3) = 1.79
1(2) = 5.58
Q(2) = 7.52 cfs
(add DAs #1, #2)
C=
1(10) _
0.18 tc = 5
7.08
n = 0.020
S = 0.0233
Q(10) = 9.54 cfs
(add DAs #1, #2)
e=3
d(full depth) = 3
Sri
Trial 1.486 (S)
depth,d n A R(h) Q
1.112 11.34 1.23543225 0.53651 7.52
V(2) = 6.08 ft/sec > V(P)
try synthetic on all of side ditch (heavy duty)
use n = 0.021 for > 2' of depth (ditch)
S = 0.0233
e= 3
d(full depth) = 3
1/2
Trial 1.486(S)
depth,d n A R(h) Q
1.132 10.80 1.281424 0.54308 7.52
3
OK
temp. liner
is required
CALCULATIONS
PUMP STATION ACCESS ROAD - PHASE XI ANNEXATION AREA
V(2) = 5.87 ft/sec <10 ft/sec, check sheer stress
Sheer stress = slope x depth x 62.4 = 1.65 Ibs/sq. ft. < 2.30 lbs./sq. ft.
OK
Check to see that 3-4" high -grass-is acceptable permanent liner
n = 0.042 e = 3
S = 0.0233 d(full depth) = 3
1/2
Trial 1.486(S) Z3
depth,d n A R(h) Q
1.605 5.40 2.576025 0.68541 9.54
V(10) = 3.70 ft/sec < 4.5 ft/sec
VR = 2.55
OK
Drainage Area 4
A(4) = 1.20
1(2) = 5.58
Q(2) = 1.41
n = 0.020
S = 0.0233
C = 0.21
1(10) = 7.08
cfs Q(10) _
e=3
d(full depth) = 3
tc = 5
1.78 cfs
1rz
Trial 1.486 (S) W
depth,d n A R(h) Q
0.594 11.34 0.352836 0.35331 1.41
V(2) = 4.01 ft/sec >
try synthetic on all of side ditch (heavy duty)
use n = 0.021 for > 2' of depth (ditch)
e=3
S = 0.0233 d(full depth) = 3
V(P)
temp. liner
is required
4
CALCULATIONS
PUMP STATION ACCESS ROAD - PHASE XI ANNEXATION AREA
1 /2
Trial 1.486 (S)
depth,d n A R(h) Q
0.605 10.80 0.366025 0.35766 1.41
V(2) = 3.86 ft/sec
Sheer stress = slope x depth x 62.4 =
Check to see that 3-4" high grass is acceptable permanent liner
n = 0.050 e = 3
S = 0.0233 d(full depth) = 3
1/2
Trial 1.486 (S)
depth,d n A R(h) Q
0.914 4.54 0.835396 0.47091 1.78
V(10) = 2.14 ft/sec < 4.5 ft/sec
VR = 1.45
Drainage Area 5
A(5) = 1.06 C = 0.20
1(2) = 5.58 1(10) = 7.08
Q(2) = 1.18 cfs Q(10) _
n = 0.020 e = 3
S = 0.01 d(full depth) = 1.5
<10 ft/sec, check sheer stress
0.88 lbs/sq. ft. < 2.30 lbs./sq. ft.
OK
tc = 5
1.50 cfs
12
Trial 1.486 (S)
depth,d n A R(h) Q
0.473 7.43 0.447458 0.35502 1.18
V(2) = 2.64 ft/sec >

V(P)
OK
temp. liner
is required
5
CALCULATIONS
PUMP STATION ACCESS ROAD - PHASE XI ANNEXATION AREA
try synthetic on all of side ditch (std. duty)
use n = 0.025 for 0.5-2' of depth (ditch)
S = 0.01
e= 3
d(full depth) = 1.5
1 /2
Trial 1.486(S) 2/3
depth,d n A R(h) Q
0.515 5.94 0.53045 0.37573 1.18
V(2) = 2.23 ft/sec <7 ft/sec, check sheer stress
Sheer stress = slope x depth x 62.4 = 0.32 Ibs/sq. ft. < 1.75 lbs./sq. ft.
OK
Check to see that 3-4" high grass is acceptable permanent liner
n = 0.050 e = 3
S = 0.01 d(full depth) = 1.5
1/2
Trial 1.486 (S)
depth,d n A R(h) Q
0.730 2.97 1.0658 0.47412 1.50
V(10) = 1.41 ft/sec < 4.5 ft/sec OK
VR = 1.47
Drainage Area 6
A(6) = 3.56 C = 0.25
1(2) = 5.58 1(10) = 7.08
Q(2) = 4.97 cfs Q(10) _
n= 0.020 a=3
S = 0.005 d(full depth) = 2
tc = 5
6.30 cfs
6
CALCULATIONS
PUMP STATION ACCESS ROAD - PHASE XI ANNEXATION AREA
1/2
Trial 1.486 (S) 2/3
depth,d n A R(h) Q
0.594 5.25 0.529254 0.3938 1.09
V(2) = 2.07 ft/sec > V(P)
try synthetic on all of side ditch (heavy duty)
use n = 0.021 for > 2' of depth (ditch)
e=3
S = 0.0233 d(full depth) = 3
1/2
Trial 1.486(S) 2/3
depth,d n A R(h) Q
0.605 10.80 0.366025 0.35766 1.41
temp. liner
is required
V(2) = 3.86 ft/sec <10 ft/sec, check sheer stress
Sheer stress = slope x depth x 62.4 = 0.88 Ibs/sq. ft. < 2.30 lbs./sq. ft.
OK
Check to see that 3-4" high grass is acceptable permanent liner
n = 0.050 e = 3
S = 0.0233 d(full depth) = 3
12
Trial 1.486(S)
depth,d n A R(h) Q
0.914 4.54 0.835396 0.47091 1.78
V(10) = 2.14 ft/sec < 4.5 ft/sec
VR = 1.45
OK
7
CALCULATIONS
PUMP STATION ACCESS ROAD - PHASE XI ANNEXATION AREA
Check Pipe Sizes
Trial Actual Q Full Flow Q Q (act) Proportional
Size Location Slope (cfs) (cfs) Q (full) Velocity Value
15" culvert @ STA 83+00 0.42% 3.63 4.40 0.82 1.11
30" STA 0+40+/- (B-13) 0.60% 7.26 34.00 0.21 0.79
36" STA 5+63+/- (B-B) 1.41% 9.54 95.00 0.10 0.63
15" culvert @ STA 99+41 1.00% 1.50 6.80 0.22 1.08
15" culvert @ STA 112+84 1.00% 6.30 6.80 0.93 1.15
Trial V (full) V (act)
Size (ft/sec) (ft/sec) Remarks
15" 3.50 3.89 *check dam before pipe entrance
30" 6.50 5.14 *rip rap at outlet
36" 12.80 8.06 *rip rap at outlet
15" 5.30 5.72 *rip rap outlet despite v<4.5 ft/sec
15" 3.80 4.37 *rip rap outlet despite v<4.5 ft/sec
Notes:
1. Velocities for pipes flowing full must be above 2.5 ft/sec and below 10 ft/sec.
2. Use Manning's n = 0.013 for pipes.
3. The Concrete Pipe Design Manual (1970) was used to calculate the pipe velocities
and the pipe full flows. See Figures 5 (p. 182) and 18 (p. 195).
8
v
Table 8.03b Land Use C
Value of Runoff Coefficient
(C) for Rational Formula Business:
Downtown areas 0.70-0.95
Neighborhood areas 0.50-0.70
Residential:
Single-family areas 0.30-0.50
Multi units, detached 0.40-0.60
Multi units, Attached 0.60-0.75
Suburban 0.25-0.40
Industrial:
Light areas
Heavy areas
Land Use
C
Lawns:
Sandy soil, flat, 2% 0.05-0.10
Sandy soil, ave., 0.10-0.15
2-7%
Sandy soil, steep, 0.15-0.20
7%
Heavy soil, flat, 2% 0.13-0.17
Heavy soil, ave., 0.18-0.22
2-7%
Heavy soil, steep,
7 025-035
0.10
0 2b
0.50-0.80 °
0.60-0.90 Agricultural land:
Parks, cemeteries 0.10-0.25 Bare packed soil
Smooth 0.30-0.60
Playgrounds 0.20-0.35 Rough 0.20-0.50
Cultivated rows
Railroad yard areas 0.20-0.40 Heavy soil no crop 0.30-0.60
Heavy soil with
Unimproved areas 0.10-0.30 crop 020-050
Streets: Sandy soil no crop 0.20-0.40 w, 0.25
Asphalt 0.70-0.95 Sandy soil with
Concrete 0.80-0.95 crop 0.10-0.25
Brick 0.70-0.85 Pasture
Heavy soil 0.15-0.45
-?? --? Drives and walks 0.75-0.85 Sandy soil 0.05-0.25
e W C s'fo.?e Woodlands 0.05-0.25 CQ, 1.5
Cv,, roC4) Roofs 0.75-0.85
NOTE: The designer must use_ judgement to select the appropriate C
value within the range for the appropriate land use. Generally, larger
areas" with permeable soils, flat slopes, and dense vegetation should
have lowest C values. Smallerareas with slowly permeable soils, steep
slopes, and sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
8.03.6 Rev. 6106
.a
D
Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical soil
Channel Slope Characterlstlcs2 Grass Lining Permissible Velocity3
for Established Grass
Application Lining (ft/sec)
0-5% Easily Erodible Bermudagrass 5.0
Non-plastic Tall fescue 4.5
(Sands & Sifts) Bahiagrass 4.5
Kentucky bluegrass 4.5
Grass-legume mixture 3.5
Erosion Resistant Bermudagrass 6.0
Plastic Tall fescue 5.5
(Clay mixes) Bahiagrass 5.5
Kentucky bluegrass 5.5
Grass-legume mixture 4.5
5-10% Easily Erodible Bermudagrass 4.5
Non-plastic Tall fescue 4.0
(Sands & Sifts) Bahiagrass 4.0
Kentucky bluegrass 4.0
Grass-legume mixture 3.0
Erosion Resistant Bermudagrass 5.5
Plastic Tall fescue 5.0
(Clay Mixes) Bahiagrass 5.0
Kentucky bluegrass 5.0
Grass-legume mixture 3.5
>10% Easily Erodible Bermudagrass 3.5
Non-plastic Tall fescue 2.5
(Sands & Sifts) Bahiagrass 2.5
Kentucky bluegrass 2.5
Erosion Resistant Bermudagrass 4.5
Plastic Tall fescue 3.5
(Clay Mixes) Bahiagrass 3.5
Kentucky bluegrass 3.5
Source: USDA-SCS Modified
NOTE: 1 Permissible Velocity based on 10-yr storm peak runoff
S
il
dibilft
b
3
o
ero
y
ased on resistance to soil movement from concentrated flowing water.
B
f
e
ore grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross-Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross-sections are "V"-shaped, par-
abolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes.

8.05.4

Appendices
V-Shape
F- T
Cross-Sectional Area (A) = Zd2
Top Width (T) = 2dZ
Hydraulic Radius (R) _-Z?d---
2 Zl? `+ 1
.Z =U
i.4 e
Parabolic Shape
r? T

Cross-Sectional Area (A) = 3 Td
Top Width (T) =1.55 A
Hydraulic Radius = Ted
1.51`' + 4d2
Trapezoidal Shape
T
d
?-- b --?}.---- e
Cross-Sectional Area (A) = bd + Zd2
Top Width (T) = b + 2dZ
Hydraulic Radius = bd + Zd2
b + 2d Z2+ 1
Figure 8.05b Channel geometries for v-shaped, parabolic and trapezoidal channels.
Z = e
8.05.5
0
Design Procedure- The following is a step-by-step procedure for designing a runoff conveyance
Permissible Velocity channel using Manning's equation and the continuity equation:
Step 1. Determine the required flow capacity, 0, by estimating peak runoff rate
for the design storm (Appendix 8.03).
Step 2. Determine the slope and select channel geometry and lining.
Step 3. Determine the permissible velocity for the lining selected, or the desired
velocity, if paved. (see Table 8.05a, pg. 8.05.4)
Step 4. Make an initial estimate of channel size-divide the required 0 by the
permissible velocity to reach a "first try" estimate of channel flow area. Then
select a geometry, depth and top width to fit site conditions.
Step 5. Calculate the hydraulic radius, R, from channel geometry (Figure 8.05b,
pg. 8.05.5).
Step 6. Determine roughness coefficient n.
Structural Linings-see Table 8.05b, pg. 8.05.6.
Grass Lining:
a. Determine retardance class for vegetation from Table 8.05c, pg. 8.05.8.
To meet stability requirement, use retardance for newly mowed condition
(generally C or D). To determine channel capacity, use at least one
retardance class higher.
b. Determine n from Figure 8.05c, pg. 8.05.7.
Table 8.05b
Manning's n for Structural
Channel Linings
Step 7. Calculate the actual channel velocity, V, using Manning's equation
(Figure 8.05a,pg. 8.05.3), and calculate channel capacity, Q, using the continu-
ity equation.
Step 8. Check results against permissible velocity and required design capacity
to determine if design is acceptable.
Step 9. If design is not acceptable, alter channel dimensions as appropriate. For
trapezoidal channels, this adjustment is usually made by changing the bottom
width.
Channel Lining Recommended
n values
Asphaltic concrete, machine placed 0.014 .
Asphalt, exposed prefabricated 0.015
Concrete 0.015
Metal, corrugated 0.024
Plastic 0.013
Shotcrete 0.017
Gabion 0.030
Earth 0.020
Source: American Society of Civil Engineers (modified)

8.05.6
Rev. t2/93
Appendices
Step 10. For grass-lined channels once the appropriate channel dimensions
have been selected for low retardance conditions, repeat steps 6 through 8 using
a higher retardance class, corresponding to tall grass. Adjust capacity of the
channel by varying depth where site conditions permit.
NOTE 1: If design velocity is greater than 2.0 fi/sec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-yr storm.
If a channel requires temporary lining, the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation. For the design of temporary liners,
use tractive force procedure.
NOTE 2: Design Tables-Vegetated Channels and Diversions at the end
of this section may be used to design grass-lined channels with parabolic
cross-sections.
Step 11. Check outlet for carrying capacity and stability. If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection struc-
ture will be required (Table 8.05d, pg. 8.05.9).
Sample Problem 8.05a illustrates the design of a grass-lined channel.
.5
.4
.3
.2
C
c I
C
r_ .06
.06
.04
.02
.1

Average Length
of Vegetation (in) Curve

a Longer than 30"
11 " to 24"
6" t
10" A
B
C
o
2" to 6"
Les
th
2" D
E
s
an
NI-N 8

c

D

F
E

2 .4 .6 .8 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
i
Figure 8.05c Manning's n related to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulic Radius (4.5x0.54=2.43), then enter the product of VR and extend a
straight line up to Retardance class "D", next project a straight fine to the left to determine a trial manning's n.
Rev. 12x93
8.05.7
L&I
Table 8.05c
Retardance Classification for Vegetal Covers
Retardance Cover Condition
A Reed canarygrass Excellent stand, tall (average 36")
Weeping lvegrass Excellent stand, tall (average 30")
B Tall fescue Good stand, uncut, (average 18")
Bermudagrass Good stand, tall (average 12")
Grass-legume mixture
(tall fescue, red
fescue, sericea
lespedeza) Good stand, uncut
Grass mixture
(timothy, smooth
bromegrass or
orchardgrass) Good stand, uncut (average 20")
Sericea lespedeza Good stand, not woody, tall (average 19")
Reed canarygrass Good stand, cut (average 12-15")
Alfalfa Good stand, uncut (average 11")
C Tall fescue Good stand (8-12")
Bermudagrass Good stand, cut (average 6")
Bahiagrass Good stand, uncut (6-8")
Grass-legume mixture--
summer (orchardgrass,
redtop and annual Good stand, uncut (6-8")
lespedeza)
Centipedegrass Very dense cover (average 6")
Kentucky bluegrass Good stand, headed (6-12")
Redtop Good stand, uncut (15-20")
D Tall fescue Good stand, cut (3-4")
Bermudagrass Good stand, cut (2.50)
Bahiagrass Good stand, cut (3-4")
Grass-legume mixture--
fall-spring (orchard-
grass, redtop, and
annual lespedeza) Good stand, uncut (4-5")
Red fescue Good stand, uncut (12-180)
Centipedegrass Good stand, cut (3-4")
Kentucky bluegrass Good stand, cut (3-4")
E Bermudagrass Good stand, cut (1.5")
Bermudagrass Burned stubble
Modified from: USDA-SCS,1969. Engineering Field Manual.

8.05.8
Appendices
Table 8.05d
Maximum Permissible
Velocities for Unprotected
Soils in Existing Channels.
Sample Problem 8.05a
Design of a
grass-lined channel.
Materials
Fine Sand (noncolloidal)
Sand Loam (noncolloidal)
Sift Loam (noncolloidal)
Ordinary Firm Loam
Fine Gravel
Stiff Clay (very colloidal)
Graded, Loam to Cobbles (noncolloidal)
Graded, Silt to Cobbles (colloidal)
Alluvial Sifts (noncolloidal)
Alluvial Sifts (colloidal)
Coarse Gravel (noncolloidal)
Cobbles and Shingles
Maximum Permissible
Velocities (fps)
2.5
2.5
3.0
3.5
5.0
5.0
5.0
5.5
3.5
5.0
6.0
5.5
Given:
Design Otu = 16.6 cis
Proposed channel grade = 2%
Proposed vegetation: Tall fescue
Soil: Creedmoor (easily erodible)
Permissible velocity, Vp = 4.5 fUs (Table 8.05x)
Retardanoe class: "B" uncut, "D" cut (Table 8.05c).
Trapezoidal channel dimensions:
designing for low retardance condition (retardance class D)
design to meet Vp.
l
Find:
Channel dimensions
Solution:
Make an initial estimate of channel size
A = ON; 16.6 cls/4.5 it/sec = 3.69 ft2
Try bottom width = 3.0 it w/slide slopes of 3:1
Z-3
A-bd+Zd2
P-b+2d
R=A/P
An Iterative solution using Figure 8.05a to relate flow depth to
Manning's n proceeds as follows: Manning's equation Is used
to check velocities
'From Fig. 8.05c, pg. 8.05.7, Retardance Class d (VFI-4.50.54a2.43)
d (ft) A (ft) R (ft) - n v (fps) a (cfs) Comments
0.8 4.32 0.54 0.043 3.25 14.0 V<Vp OK,
0<Q10,
(too small, try deeper channel)
0.9 5.13 0.59 0.042 3.53 18.10 V<Vp, OK,
0>010, OK
Now design for high retardance (class B):
For the ease of construction and maintenance Assume and
Try d = 1.5 ft and trial velocity, Vt = 3.0 fVsec
d (ft) A (ft) R (ft) Vt (fps) n V (fps) 0 (cfs) Comments
1.5 11.25 0.90 3.0 0.08 2.5 28 reduce Vt
2.0 0.11 1.8 20 reduce Vt
1.6 0.12 1.6 18
•'1.5 0.13 1.5 17 O>Oto OK
"These assumptions = actual V (fps.) (chart continued on next page)
8.05.9

O
(continued)
Sample Problem 8.05a
Design of a
grass-lined channel.
Tractive Force
Procedure
Table 8.05e
Manning's Roughness
Coefficients for Temporary
Lining Materials
Channel summary:
Trapezoidal shape, Z=3, b=3 ft, d=1.5 it, grade = 20%
Note: In Sample Problem 8.05a the "n-value" is first choosen based
on a permissible velocity and not a design velocity criteria. Therefore
the use of table 8.05c may not be as accurate as individual retardance
class charts when a design velocity is the determining factor.
The design of riprap-lined channels and temporary channel linings is based on
analysis of tractive force.
NOTE: This procedure is for uniform now in channels and is not to be used
for design of deenergizing devices and may not be valid for larger channels
To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
through the length of a channel, subdivide the channel into design reaches as
appropriate.
PERMISSIBLE SHEAR STRESS
The permissible shear stress, Td, is the force required to initiate movement of
the lining material. Permissible shear stress for the liner is not related to the
erodibility of the underlying soil. However, if the lining is eroded or broken, the
bed material will be exposed to the erosive force of the flow.
COMPUTING NORMAL DEPTH
The first step in selecting an appropriate lining is to compute the design
flow depth (the normal depth) and determine the shear stress.
Normal depths can be calculated by Manning's equation as shown for trapezoi-
dal channels in Figure 8.05d. Valuesof the Manning's roughness coefficient for
different ranges of depth are provided in Table 8.05e for temporary linings and
Table 8.05f for riprap. The coefficient of roughness generally decreases with
increasing flow depth
n value for Depth Ranges*
0-0.5 ft 0.5-2.0 ft >2.0 ft
Lining Type
Woven Paper Net 0.016 0.015 0.015
Jute Net 0.028 0.022 0.019
Fiberglass Roving 0.028 0.021 0.019
Straw with Net 0.065 0.033 0.025
Curled Wood Mat 0.066 0.035 0.028
Synthetic Mat 0.036 0.025 0.021
* Adapted from: FHWA-HEC 15, Pg. 37 - April 1988

(r)
8.05.10
Rev. UM
Appendices
Table 8.058
Permissible Shear Stresses
for Riprap and Temporary
Liners
Permissible Unit Shear Stress, To
Lining Category Lining Type (lb/ft )
Temporary Woven Paper Net 0.15
Jute Net 0.45
Fiberglass Roving:
Single 0.60
Double 0.85
Straw with Net 1.45
Curled Wood mat 1.55
Synthetic Mat 2.00
dso Stone Size (inches)
Gravel Riprap 1 0.33
2 0.67
Rock Riprap 6 2.00
9 3.00
12 4.00
15 5.00
18 6.00
21 7.80
24 8.00
Adapted From: FHWA, HEC-15, April 1983, pgs. 17 & 37.
Design Procedure- The following is a step-by-step procedure for designing a temporary liner for a
Temporary Liners channel. Because temporary liners have a short period of service, the.design Q
may be reduced. For liners that are needed for six months or less, the 2-yr
/ frequency storm is recommended.
Step 1. Select a liner material suitable for site conditions and application.
Determine roughness coefficient from manufacturer's specifications or Table
8.05e, pg. 8.05.10.

Step 2. Calculate the normal flow depth using Manning's equation (Figure
8.05d). Check to see that depth is consistent with that assumed for selection of
Manning's n in Figure 8.05d, pg..8.05.11. For smaller runoffs Figure 8.05d is
not as clearly defined. Recommended solutions can be determined by using the
Manning equation.
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress for
the liner.
Step 5. If computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear or select a more resistant lining and. repeat steps 1
through 4.
Design of a channel with temporary lining is illustrated in Sample Problem
8.05b, pg. 8.05.14.
Rev. 12193 8.05.13
182
Mm
40
301
20
10
8
6
5
4
3
2
0
z
1
W
co
cr.
W
n.
W
W
W
U
m
D
0
Z_
3
0
J
W
CONCRETE PIPE DESIGN MANUAL
FIGURE 5
FLOW FOR CIRCULAR PIPE FLOWING FULL
BASED ON MANNING'S EQUATION n=0.013
10
8
6
5
4
3
2
1
.8
.6-
.5-
.4 .3
.2-
.01 .02 .03.04.05 .1 .2 .3 .4.5.6 .8 1 2 3 456 81
SLOPE OF PIPE IN FEET PER 100 FEET

26
Ne?
24
22
20
18
16
810

FIGURE 18
FIGURES
RELATIVE VELOCITY AND FLOW IN
CIRCULAR PIPE FOR ANY DEPTH OF FLOW
195

MU 11 30 H-Ld30