20120178 Ver 1_401 Application_20120212

Buckhead Creek Watershed Stormwater
Infrastructure Improvement Projects at
Raeford and Coventry Roads
Cumberland County, North Carolina
Application for
US Army Corps of Engineers 404 Permit and
NC Division of Water Quality
401 Certification
February 2012

APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT
OMB APPROVAL NO. 0710 -0003
(33 CFR 325)
EXPIRES: 31 August 2012
Public reporting burden for this collection of information is estimated to average 11 hours per response, including the time for reviewing instructions, searching
existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this
burden estimate or any other aspect of this collection of information, including suggestions for reducing this burden, to Department of Defense, Washington
Headquarters, Executive Services and Communications Directorate, Information Management Division and to the Office of Management and Budget,
Paperwork Reduction Project (0710 - 0003). Respondents should be aware that notwithstanding any other provision of law, no person shall be subject to any
penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. Please DO NOT RETURN your form to
either of those addresses. Completed applications must be submitted to the District Engineer having jurisdiction over the location of the proposed activity.
PRIVACY ACT STATEMENT
Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; Clean Water Act, Section 404, 33 USC 1344; Marine Protection, Research, and Sanctuaries
Act, Section 103, 33 USC 1413. Regulatory Programs of the Corps of Engineers. Final Rule 33 CFR 320 -332 Principal Purpose Information provided on this
form will be used in evaluating the application for a permit. Routine Uses: This Information may be shared with the Department of Justice and other federal,
state, and local government agencies, and the public and may be made available as part of a public notice as required by Federal law. Submission of
requested information is voluntary, however, if information is not provided the permit application cannot be evaluated nor can a permit be issued. One set of
original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this application (see sample
drawings and instructions) and be submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application that is not
completed in full will be returned.
(ITEMS 9 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO.
2. FIELD OFFICE CODE
3. DATE RECEIVED
4. DATE APPLICATION COMPLETE
(ITEMS BELOW TO BE FILLED BYAPPLICANT)
5. APPLICANT'S NAME:
8. AUTHORIZED AGENT'S NAME AND TITLE (an agent is not required)
First- Mary Middle- Last- DePina
First- Middle- Last -
Company - City of Fayetteville
Company -
E -mail Address -
E -mail Address -
6. APPLICANT'S ADDRESS.
9. AGENT'S ADDRESS
Address - 433 Hay Street
Address -
City - Fayetteville State - NC Zip - 28301 Country - us
City - State - Zip - Country -
7. APPLICANT'S PHONE NOs. VV/AREA CODE.
10. AGENT'S PHONE NOs. WIAREA CODE
a. Residence b. Business c. Fax
a. Residence b. Business c. Fax
(910) 433 -1656 (910) 433 -1058
STATEMENT OF AUTHORIZATION
11. 1 hereby authorize, to act in my behalf as my agent in the processing of this application and to furnish, upon request,
supplemental information in support of this permit application.
APPLICANT'S SIGNATURE DATE
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE (see instructions)
Buckhead Creek Watershed Strormwater Infrastructure Improvement Projects at Coventry Road and Raeford Road
13. NAME OF WATERBODY, IF KNOWN (if applicable)
14. PROJECT STREET ADDRESS (if applicable)
Buckhead Creek
Address
15. LOCATION OF PROJECT
Latitude: °N Coventry 35.00528 Raeford Road 35.041919
Longitude: °W Coventry - 78.951680 Raeford Road - 78.950392
City - State - Zip -
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions)
State Tax Parcel ID See Attached Sheet -Block 16 Municipality
Section - Township - Range -
17. DIRECTIONS TO THE SITE
From Ralei gh, take 1 -40 east (28.8 mi) to 1 -95 S tovrard BensoniFayettevil le (25.9 mi). Take exit 328A to merge onto 1 -95 S tovrard BensonrFayettevi Ile. Stay right at 1 -95 BUS S (si gns for 185 SN S301 rFayettevillerFort BraggAD ope AFB) (7.2 mi).
Turn ri gnt to merge onto N Carolina 87 N (1 2 mi). Take east 104 for Robeson Street tovrard US -401 BUS S ( -0.2 mi). Turn left at US -401 BUS NRobeson Street (1.8 mi). Turn left at Raeford Road (1 .7 mi). Raeford Road project is on let along
Buck head Creek just pact Ireland Drive. - For Coventry Road Project -Tun left at Ireland Drive. Take the 3rd right onto Coventry Road (0.9 mi). Destinati on wlI be (0.4 mi) on the left along Buck head Creek.
ENG FORM 4345, SEPT 2009 EDITION OF OCT 2004 IS OBSOLETE Proponent: CECW --OR

18. Nature of Activity (Description of project, include all features)
See Attached Sheet - Block 18
19. Project Purpose (Describe the reason or purpose of the project, see instructions)
See Attached Sheet - Block 19
USE BLOCKS 20 -23 IF DREDGED AND /OR FILL MATERIAL IS TO BE DISCHARGED
20. Reasons) for Discharge
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards:
Type Type Type
Amount in Cubic Yards Amount in Cubic Yards Amount in Cubic Yards
22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions)
Acres
Or
Liner Feet
23. Description of Avoidance, Minimization, and Compensation (see instructions)
24. Is Any Portion of the Work Already Complete? Yes CJ No 0 IF YES, DESCRI BE THE COMPLETED WORK
25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody (If more than can be entered here, please attach a supplemental list).
Address —
City — State — Zip —
26. List of Other Certifications or Approval srDenials Received from other Federal, State, or Local Agencies for Work Described in This Application.
AGENCY TYPE APPROVAL* IDENTIFICATION NUMBER DATE APPLIED DATE APPROVED DATE DENIED
* Would include but is not restricted to zoning, building, and flood plain permits
27. Application is hereby made for a permit or permits to authorize the work described in this application. I certify that the information in this application is
complete and accurate. I further certify that I possess the authorityto undertake the work described herein or am acting as the duly authorized agent of the
applicant.
SIGNATURE OF APPLICANT DATE SIGNATURE OF AGENT DATE
The application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly authorized agent if the
statement in block 11 has been filled out and signed.
18 U.S.C. Section 1001 provides that Whoever, in any mannerwithin the jurisdiction of any department or agency of the United States knowingly and willfully
falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or fraudulent statements or representations or
makes or uses any false writing or document knowing same to contain any false, fictitious or fraudulent statements or entry, shall be fined not more than
$10,000 or imprisoned not more than five years or both.
EN FORM 4345, SEPT 2009

APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT (33CFR 325)
SUPPLEMENTAL INFORMATION SHEET
Buckhead Creek Watershed Stormwater Infrastructure Improvement Projects at
Coventry and Raeford Road
Cumberland County, North Carolina
Block 16 Other Location Description
Property Owner and Parcel Id Numbers
Project Area - Coventry
Owner Name
Address
PID
Alfredo P & Helga Cardenas
1918 Glenwick Dr
0416 -43 -5386
Alfredo P & Helga Cardenas
1918 Glenwick Dr
0416 -43 -5300
Alfredo P & Helga Cardenas
1918 Glenwick Dr
0416 -43 -6505
City of Fayetteville
433 Hay St
0416 -43 -3583
City of Fayetteville
433 Hay St
0416 -43 -3778
City of Fayetteville
433 Hay St
0416 -43 -4921
City of Fayetteville
433 Hay St
0416 -44 -4040
City of Fayetteville
433 Hay St
0416 -44 -4313
City of Fayetteville
433 Hay St
0416 -44 -5515
City of Fayetteville
433 Hay St
0416 -45 -3217
David R. & Parker
1842 Glenwick Dr
0416 -44 -5020
Peter G. & Kelly J. Rambo
1902 Glenwick Dr
0416 -43 -6911
Paul D. & Angela Moore
1910 Glenwick Dr
0416 -43 -6703
Julius Andrew Jackson
1908 Glenwick Dr
0416 -43 -6812
Pelt Chapel Pentacostal Holy Church
PO Box 44103 (Coventry Rd)
0416 -45 -5107
Project Area - Raeford
Owner Name
Address
PID
Ireland Crossing Inc.
PO Box 53729
0416 -49 -7936
Ireland Crossing Inc.
PO Box 53729
0417 -50 -1264
Cumberland Memorial Gardens
PO Box 130548
0417 -40 -3240
Tommy Lee & Graham
12337 Wynnfield Lakes Dr 1711
0417 -40 -7627
Block 18 Nature of Activity
Raeford Road
The proposed Buckhead Creek stormwater improvement project will include physical
impacts to the delineated wetlands and stream channels. To reduce flooding upstream and
downstream of Raeford Road, a floodplain bench will be excavated approximately 600 feet
on the left bank of Buckhead Creek. The bench will range between 70 and 130 feet wide.
All work along Buckhead Creek will be performed above the ordinary high water mark.
This will decrease the 25 -year water surface elevations by approximately 0.6 to 1.0 feet
upstream of Raeford Road.
Coventry Road
This project includes installing twin - 8' x 6' box culverts to the left of the existing culverts
(looking downstream). The existing culverts are in good condition and can remain in place.

APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT (33CFR 325)
SUPPLEMENTAL INFORMATION SHEET
Buckhead Creek Watershed Stormwater Infrastructure Improvement Projects at
Coventry and Raeford Road
Cumberland County, North Carolina
Downstream of Coventry Road, a floodplain bench 40 to 70 feet wide will be excavated
along both banks for approximately 400 feet. All work along Buckhead Creek will be
performed above the ordinary high water mark.
The primary goal of the Buckhead Creek Watershed Project is to reduce flooding risks
through the watershed and to "safeguard the public welfare through the proper collection,
conveyance, and storage of stormwater runoff in a non-damaging and non -life threatening
manner," as described on the City's website.
Block 19 Project Purpose
Raeford Road to Coventry Road.
Backwater from Raeford Road during the 25 -year storm currently extends approximately
3,000 feet upstream of Raeford Road into the Buckhead Creek subdivision. Based on model
results, backwater from the Raeford Road system is the predominant cause of flooding at
this location. Installing a floodplain bench downstream of Raeford Road would decrease
the 25 -year water surface elevations approximately 0.6 to 1.0 feet upstream of Raeford
Road without increasing the culvert size under Raeford Road.
Coventry Road to Lake Francis.
Installing two additional box culverts will provide a 25 -year level of service for Coventry
Road and reduce water surface elevations for the 25 -year storm upstream of Coventry Road
between 1.0 feet and 2.8 feet. The Coventry Road culvert project lowers water surface
elevations approximately 1,500 feet upstream of Coventry Road and 450 feet downstream
of Coventry Road. The proposed culvert will significantly reduce flooding upstream of
Coventry Road, however additional improvements are required to reduce flooding
downstream of Coventry Road. The culvert improvement project will include a floodplain
bench on the right bank for approximately 400 feet downstream of Coventry Road. The
floodplain bench reduces the 25 -year water surface elevation downstream of Coventry
Road by approximately 0.9 to 3.0 feet.
2

Buckhead Creek Watershed Stormwater
Infrastructure Improvement Projects at
Raeford and Coventry Roads
Cumberland County, North Carolina
Application for
US Army Corps of Engineers 404 Permit and
NC Division of Water Quality
401 Certification
Prepared For:
City of Fayetteville
433 Hay Street
Fayetteville, NC 28301
Phone [phone]
Fax [phone]
Prepared by:
WK Dickson & Company, Inc.
720 Corporate Center Drive
Raleigh, NC 27607
Phone [phone]
Fax [phone]
February 2012

Table of Contents
1.0
PROJECT INTRODUCTION ................................................................. ..............................1
1.1
Project Description ........................................................................... ..............................4
Jurisdictional Wetlands .................................................................... .............................22
1.2
Agency Coordination and Applications ............................................. ..............................5
Isolated Wetlands ............................................................................ .............................26
2.0
PURPOSE AND NEED for proposed Activity ........................................ ..............................5
Streams ........................................................................................... .............................26
2.1
Project Purpose ............................................................................... ...............................
5
2.2
Project Need .................................................................................... ..............................6
Wetland Impacts ............................................................................. .............................26
3.0
ALTERNATIVES ANALYSIS ................................................................... ..............................6
Stream Impacts ................................................................................ .............................27
3.1
Evaluated Alternatives for Raeford Road ........................................... ..............................8
MITIGATION ...................................................................................... .............................27
3.2
Stormwater Infrastructure Improvement Projects Alternatives Cost Analysis ..................10
Mitigation Procedure ....................................................................... .............................27
3.3
Raeford Preferred Alternative .......................................................... ..............................1
1
3.4
Evaluated Alternatives for Coventry Road ....................................... ..............................1
1
3.5
Stormwater Infrastructure Improvement Projects Alternatives Cost Analysis ..................14
PROTECTED SPECIES .......................................................................... .............................29
3.6
Preferred Alternatives ...................................................................... .............................15
4.0
ENVIRONMENTAL SETTING .............................................................. .............................15
4.1
Physiography, Topography, Geology, and Land Use ........................ .............................15
4.2
Soils ................................................................................................ .............................16
4.3
Water Resources ............................................................................. .............................18
5.0
BIOLOGICAL RESOURCES ................................................................. .............................20
5.1
Plant Communities .......................................................................... .............................20
5.2
Wildlife ........................................................................................... .............................21
6.0
CULTURAL RESOURCES .................................................................... .............................22
7.0
JURISDICTIONAL ISSUES ................................................................... .............................22
7.1
Jurisdictional Wetlands .................................................................... .............................22
7.2
Isolated Wetlands ............................................................................ .............................26
7.3
Streams ........................................................................................... .............................26
8.0
JURISDICTIONAL IMPACTS ............................................................... .............................26
8.1
Wetland Impacts ............................................................................. .............................26
8.2
Stream Impacts ................................................................................ .............................27
9.0
MITIGATION ...................................................................................... .............................27
9.1
Mitigation Procedure ....................................................................... .............................27
9.2
Compensatory Mitigation Plan ......................................................... .............................28
9.3
Additional Mitigation Activities ....................................................... .............................29
10.0
PROTECTED SPECIES .......................................................................... .............................29

10.1 Federal Threatened and Endangered Species ................................... .............................29
10.2 Biological Conclusions .................................................................... .............................30
10.3 Federal Species of Concern ........................................................... ............................... 33
11.0 ENVIRONMENTAL AND PUBLIC INTEREST FACTORS ...................... .............................35
11.1 Physical /Chemical Characteristics and Anticipated Changes .......... ............................... 35
11.2 Biological Characteristics and Anticipated Changes ......................... .............................35
11.3 Human Use Characteristics and Impacts ......................................... .............................36
11.4 Secondary and Cumulative Impacts ................................................ .............................37
12.0 CONCLUSION ................................................................................... .............................37
13.0 REFERENCES ....................................................................................... .............................38

List of Figures
Figure1.
USGS Quadrangle ...................................................................................
..............................2
Figure2.
Aerial Photograph ...................................................................................
..............................3
Figure3.
Soil Survey ...............................................................................................
.............................17
Figure4.
FEMA Floodzones ..................................................................................
.............................19
Figure5.
NWI Wetlands ........................................................................................
.............................24
Figure6.
Waters of the U. S ...................................................................................
.............................25
List of Tables
Table 1.
Summary of Agency Meetings ................................................................ ..............................5
Appendix B
Table 2.
General Evaluation Matrix for Alternatives for Raeford Road Project ............................10
Buckhead Creek Watershed Study
Table 3.
Jurisdictional Impacts of Raeford Road Alternatives ........................... .............................10
Table 4.
Summary of Construction Cost Estimates for Raeford Road Alternatives .......................
l l
Table 5.
General Evaluation Matrix for Alternatives for Coventry Road Project ..........................14
Table 6.
Jurisdictional Impacts of Coventry Road Alternatives ......................... .............................14
Table 7.
Summary of Construction Cost Estimates for Coventry Road Alternatives ....................15
Table 8.
Detailed Soil Units Within and Adjacent to the Projects ................... .............................18
Table9.
Jurisdictional Waters .............................................................................. .............................22
Table 10.
Jurisdictional Impacts Summary ............................................................ .............................26
Table 11.
Federal Protected Species for Cumberland County, North Carolina . .............................30
Table 12.
Federal Species of Concern for Cumberland County, North Carolina ...........................34
Appendices
Appendix A
Jurisdictional Determination Request
Appendix B
Plan Sheets
Appendix C
Buckhead Creek Watershed Study
Appendix D
HEC -RAS Alternative Modeling
IV

1.0 PROJECT INTRODUCTION
The City of Fayetteville (Applicant) is applying for a US Army Corps of Engineers (USACE) 404
Individual Permit and NC Division of Water Quality (NCDWQ) 401 Water Quality Certification for
Stormwater Infrastructure Improvement for: (1) Raeford Road Project Area; and (2) Coventry Road
Project Area. These projects were identified in the "Buckhead Creek Watershed Study" completed
by WK Dickson for the City of Fayetteville in June 2009 (Appendix Q. This permit application
details the project's purpose and need, alternatives, existing conditions, environmental effects, and
compensatory mitigation plan.
The primary design and permitting project team members are:
• City of Fayetteville — Applicant — Mary DePina, Engineering Department
• WK Dickson — Consulting Engineers — project design, permitting — Tom Murray, Senior
Project Manager
The City of Fayetteville implemented a stormwater utility in 1995 to provide the funding for the
City's stormwater infrastructure and management policies. This utility allows the City to meet the
federal mandate resulting from the 1987 Clean Water Act, and to satisfy the requirements of the
City's National Pollutant Discharge Elimination System (NPDES) permit, both of which are
primarily related to the improvement of water quality. In 2007, the City elected to implement an
additional stormwater "drainage" fee that would be utilized to maintain the existing stormwater
infrastructure and fund the planning, design, and implementation of flood control projects. As part
of the City's initiative to reduce flooding, the City commissioned a study of existing flooding
problems in the Buckhead Creek watershed. The study identified issues and recommended
improvements to reduce flooding.
Buckhead Creek is located in the western portion of Fayetteville, and generally drains from north to
south, ultimately discharging to Little Rockfish Creek as shown in Figure 1. A watershed study
included an evaluation of Buckhead Creek from Cross Creek Mall at the upstream end of the study
to approximately 1,000 feet downstream of Cumberland Road, as well as numerous drainage
systems that drain to Buckhead Creek within this reach. The locations of the systems evaluated in
this Study are shown in Figure 1 and Figure 2.
The primary goal of the Buckhead Creek Watershed Study was to identify ways to reduce flooding
risks along the Buckhead Creek floodplain. Over 70 structures adjacent to the creek are located
within the FEMA 100 -year effective floodplain of Buckhead Creek. The majority of those structures
are also at risk of flooding during more frequent storm events.
Watershed Characteristics and History of Drainage Problems
The Buckhead Creek watershed shown in Figure 1 is approximately 5.2 square miles between the
upstream boundary near Cross Creek Mall and the City of Fayetteville limits near Cumberland
Road. Buckhead Creek continues flowing southward

�dgewater.D
rf o
,
o
f
Belford R i Raeford Rd Project
AWL
, •
�R ford,Rd; °_ r.4 ' �.E
f 4 � ..
i`
� `
c ro
Pill
o. V1latauga
I' -
� ±_ -•.', ,�
o
�
w Y If/ .16 {f Y
r
-
d Dr `' Coventry Project+
pt , _
ed
_ xis
e
T
+', •�
f4_}
Ashton Dr
I
-. k.
_
�
Ave
f
To d
f in
I = y {
� •fir
I
�� fT �
'-T
Cumberland Count
NTS Y
-t
Figure 1.
Legend
Buckhead Creek Watershed Improvements
kWK
USGS Topographic Map
Roads
WDICKSON
Cumberland County, NC
Buckhead Creek
community infrastructure consultants
0 1,000 2,000 4,000
Coventry Project Limits
Feet
USGS Quadrangles
Source: Fayetteville
1 Inch = 2,000 feet
Raeford Rd Project Limits

Figure 2.
Buckhead Creek Watershed Improvements
kWK Aerial Photography Map
WDICKSON Cumberland County, NC
community infrastructure consultants 0 500 1,000 2,000
Feet
1 inch = 1,000 feet
Legend
Roads
Buckhead Creek
Coventry Project Limits
Raeford Rd Project Limits

beyond the City boundary before discharging to Little Rockfish Creek and ultimately to the Cape
Fear River.
Land use in the watershed is primarily fully developed, as shown on the Land Use Map in
Appendix C. For this reason, the existing conditions land use was assumed to be the future
conditions land use obtained from the City's zoning maps. Development within the watershed is
approximately 50 percent residential with significant commercial areas around the headwaters,
including Cross Creek Mall and along Raeford Road. North Carolina Department of Transportation
(NCDOT) maintained rights -of -way (ROW), including All- American Expressway, Morganton Road,
Cliffdale Road, Raeford Road, and Cumberland Road, comprise a significant portion of the
watershed. Soils within the watershed predominantly fall into NRCS hydrologic soil groups A and
B, as shown in Appendix C. While the watershed is located in the Sandhills region of North
Carolina, the dense development in the watershed somewhat limits the natural Sandhills soil
conditions, which are conducive to high levels of infiltration.
A list of drainage problems in the Buckhead Creek watershed was obtained through feedback from
property owners at a public meeting, questionnaires, and input from City staff. The questionnaires
addressed the frequency, location, and severity of flooding. Approximately 170 surveys were
completed through the online submission form or by completing and returning the paper survey.
Feedback from the questionnaires and the public meeting were instrumental in identifying the
flooding problem areas in the watershed that required detailed analysis. A detailed description of
the existing drainage problems is included in Section 2.
1.1 Project Description
Based on the results of the Buckhead Creek Watershed Study and available funding, five
independent projects were selected to proceed with design and permitting. Two of the projects
selected were determined to require an individual 404 Permit and 401 Certification due to wetland
impacts:
Raeford Road Project
Raeford Road Floodplain Bench: The proposed Raeford Road Floodplain Bench would be located
immediately downstream of Raeford Road. The proposed project will increase the floodplain
capacity and reduce flood surface elevations through the excavation of material within the
floodplain for approximately 600 linear feet along Buckhead Creek. The floodplain bench will
reduce the tailwater of the Raeford Road Culvert and lower flood surface elevations upstream of
the culvert.
Coventry Road Project
Coventry Road Culvert and Floodplain Bench: The proposed project includes installing two 8 -foot
by 6 -foot box culverts on either side of the two existing box culverts under Coventry Road. The
project also includes installing approximately 800 linear feet of floodplain bench along the left
bank, and 400 linear feet of floodplain bench along the right bank of Buckhead Creek. This project
will lower flood surface elevations for residents downstream of Coventry Road, and lower the
tailwater for the Coventry Road culvert. The proposed design will provide a 25 -year level of
service at Coventry Road, and will significantly lower flood surface elevations upstream of
Coventry Road; this will reduce the frequency and severity of flooding for several residences along
Odom Drive.
Ell

1.2 Agency Coordination and Applications
The City is submitting an Individual Permit application to the USACE
permanently impact 0.97 acres of riparian wetland at Raeford Road
wetland at Coventry Road pursuant to Section 404 of the Clean Water
This action will require water quality certification from the State of
NCDWQ (NCGS 143 -215) pursuant to Section 401 of the Clean Water
requesting authorization to
and 0.35 acres of riparian
Act of 1972 (33 USC 1344).
North Carolina through the
Act.
The purpose of this document is to provide an evaluation of five criteria: 1) purpose and need for
the proposed activity; 2) alternatives analysis to accomplish the objectives of the proposed activity;
3) existing conditions in the proposed project area; 4) environmental effects from the proposed
activity; and 5) compensatory mitigation plan for unavoidable impacts to jurisdictional areas. This
document is intended for use by USACE and NCDWQ as the basis for determining the applicant's
compliance with the Section 404 (b) (1) guidelines and other Section 404 permitting requirements,
and Section 401 water quality certification.
WK Dickson and the Applicant have held several meetings with USACE and NCDWQ regulatory
staff. Table 1 below summarizes the pre - application agency meetings relevant to this project.
Table 1. Summary of Agency Meetings
Date
Agencies Present
Meeting Purpose
May 3, 2011
USACE, WK Dickson, City of
Preliminary field review of
Fayetteville
Jurisdictional Determination
June 21, 2011
NCDWQ, WK Dickson
Field review of project area
August 2, 2011
USACE, WK Dickson
Discussion of mitigation options for
projects
The proposed project will also require a sediment and erosion control permit from NC Division of
Land Resources, and a LOMR from FEMA. The City of Fayetteville has not applied for these
permits at the time of this application.
2.0 PURPOSE AND NEED FOR PROPOSED ACTIVITY
2.1 Project Purpose
The primary goal of the Buckhead Creek Stormwater Infrastructure Improvements Project is to
reduce flooding risks through the watershed and to safeguard the public welfare through the proper
collection and conveyance of stormwater runoff in a non - damaging and non -life threatening
manner.
Raeford Road
Backwater from Raeford Road during the 25 -year storm currently extends approximately 3,000 feet
upstream of Raeford Road into the Buckhead Creek subdivision. Approximately 40 homes and
several apartment buildings are located in the FEMA 100 -year floodplain in the Raeford Road
backwater zone. To help alleviate upstream flooding, a floodplain bench will be constructed along
the left and right banks of Buckhead Creek downstream of Raeford Road. Installing a floodplain
bench downstream of Raeford Road will decrease the 25 -year water surface elevations by
approximately 0.8 feet upstream of Raeford Road without increasing the conveyance capacity
under Raeford Road. Recommendations from the watershed study include a future phase for this

project that would include an additional culvert under Raeford Road to provide additional flood
reductions. The floodplain culvert is not included in this permit application.
Coventry Road
To alleviate upstream flooding, twin 8 -foot by 6 -foot precast reinforced box culverts will be
installed at Coventry Road on either side of the existing box culverts along Buckhead Creek.
Installing the two additional box culverts will provide a 25 -year level of service for Coventry Road,
and reduce water surface elevations for the 25 -year storm upstream of Coventry Road by between
1.9 feet and 3.5 feet. To alleviate downstream stream flooding, a floodplain bench will be
constructed along the right and left bank floodplain of Buckhead Creek downstream of Coventry
Road. The bench will range between 70 and 130 feet wide. The floodplain bench will reduce the
25 -year water surface elevation downstream of Coventry Road by approximately 1.0 foot.
2.2 Project Need
Raeford Road
As noted above, approximately 40 homes and several apartment buildings are located in the 100 -
year floodplain throughout the area impacted by backwater from Raeford Road. Sixteen homes in
the area upstream of Raeford Road only have a 2 -year level of service, indicating that they are
flood -prone in storms larger than the 2 -year event. The elevation of Raeford Road is approximately
6 feet higher than ground elevations upstream in the Buckhead subdivision.
The proposed project will reduce the 25 -year peak flood elevations by approximately 0.8 feet in
the area of concern without increasing the capacity under Raeford Road. Increasing the capacity
under Raeford Road may be a potential future project; however, potential project constraints
include a high traffic volume along Raeford Road, numerous utilities, and the potential for
increasing downstream flows.
Coventry Road
The existing culverts under Coventry Road currently convey the 2 -year storm event. However,
stream flows overtop Coventry Road in rain events larger than the 2 -year storm, causing finished
floor flooding at 4501 Coventry Road. An additional five homes along Odom Drive upstream of
Coventry Road and one home on Coventry Road have property flooding during the 25 -year storm
event. Coventry Road is also a key roadway for residents, school transportation, and emergency
vehicles, as it provides one of the few options for crossing Buckhead Creek.
The proposed project would provide a 25 -year level of service for the roadway and the residences
noted above. Furthermore, the proposed project is designed to convey potentially higher future
flows as a result of increasing the conveyance capacity at Raeford Road. This project is also
designed to accommodate higher flows when an additional floodplain culvert is installed upstream
at Raeford Road in the future.
3.0 ALTERNATIVES ANALYSIS
Under the Section 404 (b)(1) Guidelines, a practicable alternative must be available to the
applicant. Pursuant to 40 CFR 230.10(a)(2) practicable alternatives are those alternatives that are
"available and capable of being done after taking into consideration cost, existing technology, and
logistics in light of overall project purpose ". The preamble to the 404(b) Guidelines states, "if an
alleged alternative is unreasonably expensive to the applicant, the alternative is not practicable ".
Section 40 CFR 230.10 (a) of the Guidelines state that "no discharge of dredged or fill material
shall be permitted if there is a practicable alternative to the proposed discharge which would have
0

less adverse impact on the aquatic ecosystem, so long as the alternative does not have other
significant environmental consequences ".
The Alternatives for the Raeford Road and Coventry Road sites have been evaluated according to
how each fulfills the purpose and need, environmental concerns, construction considerations, and
capital cost.
The development of flood mitigation alternatives is intended to reduce the frequency and severity
of flooding for as many residents of Fayetteville as possible. Flood mitigation alternatives proposed
for Buckhead Creek include the following:
• Infrastructure improvements,
• Floodplain storage,
• Peak flow attenuation,
• Flood protection, and
• Property acquisition.
Six alternatives were evaluated for each of the Raeford Road and Coventry Stormwater
Infrastructure Improvements projects.
Coventry Road Project
Alternative 1: Installation of twin 8400t by 6400t box culverts beneath Coventry Road
and construction of a floodplain bench along the left and right banks of
Buckhead Creek downstream of Coventry Road.
Alternative 2: Installation of twin 8 -foot by 6 -foot box culverts beneath Coventry Road,
construction of a floodplain bench along the left and right banks of
Buckhead Creek downstream of Coventry Road, minimizing wetland
impacts.
Alternative 3: Buyout/relocation of affected homes /businesses.
Alternative 4: Develop adequate up- gradient detention BMPs to reduce peak flow and
downstream flooding potential.
Alternative 5: Deepen and widen the existing breach downstream at Lake Francis to
provide additional flood capacity.
Alternative 6: "No Build" Alternative.
7
Raeford Road Project
Alternative 1:
Construction of a floodplain bench along the left and right banks of
Buckhead Creek downstream of Raeford Road.
Alternative 2:
Construction of a floodplain bench along the left and right banks of
Buckhead Creek downstream of Raeford Road, and minimizing wetland
impacts.
Alternative 3:
Installation of an additional culvert beneath Raeford Road.
Alternative 4:
Buyout/relocation of affected homes /businesses.
Alternative 5:
Develop adequate up- gradient detention BMPs to reduce peak flow and
downstream flooding potential.
Alternative 6:
"No Build" Alternative.
Coventry Road Project
Alternative 1: Installation of twin 8400t by 6400t box culverts beneath Coventry Road
and construction of a floodplain bench along the left and right banks of
Buckhead Creek downstream of Coventry Road.
Alternative 2: Installation of twin 8 -foot by 6 -foot box culverts beneath Coventry Road,
construction of a floodplain bench along the left and right banks of
Buckhead Creek downstream of Coventry Road, minimizing wetland
impacts.
Alternative 3: Buyout/relocation of affected homes /businesses.
Alternative 4: Develop adequate up- gradient detention BMPs to reduce peak flow and
downstream flooding potential.
Alternative 5: Deepen and widen the existing breach downstream at Lake Francis to
provide additional flood capacity.
Alternative 6: "No Build" Alternative.
7

3.1 Evaluated Alternatives for Raeford Road
Raeford Alternative 1 (preferred alternative): The construction of a floodplain bench along the
left and right banks downstream of Raeford Road will prevent frequent flooding of homes,
businesses, and developed properties upstream of Raeford Road.
The construction of the floodplain benches along Buckhead Creek downstream of Raeford Road
will efficiently convey stormwater within the floodplain of Buckhead Creek, and reduce floodwater
elevations on the upstream properties. This alternative does not increase the capacity beneath
Raeford Road, and will not have an impact on floodwater elevations downstream of the project
area.
Alternative 1 meets the requirements of purpose and need, environmental concerns (with
mitigation), and economic constraints of the project. This is the Applicant's preferred alternative.
This alternative will reduce the recurring local flooding from frequent 2 -year storms by
reestablishing a floodplain. Flood reductions during the 25 -year storm will vary between 0.6 feet
and 1.0 foot depending on the location.
The proposed project area is in a riparian wetland that is a stable, forested community. Much of
this community has a shrub layer and many areas are dominated by Chinese privet. The project
will require the excavation of 0.97 acres of riparian wetlands. The upland areas surrounding the
wetland have been fully developed. The hydrology of the wetland comes from overbank
floodwater from Buckhead Creek and subsurface input along the toe slope.
The wetland impact is the primary environmental concern regarding this alternative. Excavation
will be above the Ordinary High Water Mark of Buckhead Creek, and no stream impacts are
associated with this alternative. The floodplain bench along the right bank (looking downstream)
was designed to avoid wetland impacts. Work along the stream bank will require immediate
stabilization. The excavation area will be stabilized by planting appropriate vegetation. It is
anticipated that a wetland will reestablish in the floodplain bench, which is expected to result in a
net increase in wetland area. In addition, no other impacts, such as noise, air quality, compatible
land use, historic /archaeological resources, or endangered species are anticipated from this project
alternative.
Raeford Alternative 2: Alternative 2 is similar to Alternative 1 with the exception that the grading
of the floodplain bench will avoid wetland impacts to the extent possible.
The environmental concern with this project is minimal, provided erosion control measures during
construction are properly maintained. However, this alternative does not meet the purpose and
need to the extent of Alternative 1. Flood reductions for Alternative 2 during the 25 -year storm will
vary between 0.4 feet and 0.5 feet depending on the location, providing approximately 50 to 70
percent of the benefit of Alternative 1. Appendix D contains the HEC -RAS modeling for Alternative
1 and Alternative 2.
Raeford Alternative 3: Installing an additional 60 -inch RCP under Raeford Road would result in
water surface reductions between 1.8 and 2.1 feet during the 25 -year storm. However, increasing
the culvert capacity would increase flows downstream in already floodprone areas. Therefore,
additional projects would need to be constructed before installing a culvert under Raeford Road to
mitigate the increases in flow and prevent a significant increase in water surface elevation.

Additional project constraints for installing a floodplain culvert under Raeford Road must also be
addressed prior to proceeding with the project. Raeford Road is a major thoroughfare through the
City of Fayetteville, and closing the road or individual lanes would be difficult even at night.
Therefore, it is likely that the additional culvert would need to be installed with tunneling
techniques. Precise location of all utilities in the Raeford Road corridor would be required prior to
installation of the new culvert to avoid potential utility conflicts or disruptions. Significant
coordination between NCDOT and the City of Fayetteville will be required for the design and
construction of this alternative as Raeford Road is a NCDOT - maintained road. Given all of the
constraints with this project, it is anticipated that if it is constructed, the timeframe for
implementation would be lengthy.
Raeford Alternative 4: The buyout/relocation of affected homes /businesses would remove
development from the identified affected areas near Raeford Road. Based on questionnaire
complaints and model results, 54 properties would likely need to be bought to remove floodprone
houses from the floodplain. Buyout costs based on tax values were estimated to be $14,000,000
for properties and $700,000 for administrative costs. A lost tax base was not estimated.
This alternative would require the consent of property owners. The costs to purchase properties
would be significant. Identification of all affected properties could be problematic, potentially
exposing the City to litigation. This alternative would not adequately solve the flooding problems
without major disruption to the existing community, and it is not a preferred alternative.
Raeford Alternative 5: This alternative requires the development of detention BMPs up- gradient of
the flooding that would be adequate to reduce peak flow and downstream flooding potential. The
watersheds contributing to flooding issues along Buckhead Creek are considered at the built -out
stage. Very little space is available upstream of the project area to construct a detention facility
suitably sized to have a significant impact on reducing water surface elevations and peak flows for
the design storm events. The only open space in the watershed upstream of Raeford Road large
enough to accommodate a large detention facility is located between the railroad and Raeford
Road east of Buckhead Creek. However, this area is approximately 30 feet higher in elevation than
the stream. It is estimated that approximately 350,000 cubic yards of fill would need to be
removed to construct a 10 -acre detention facility. The estimated cost of the earthwork alone would
be approximately $3.5 million, which does not include other project components, such as the land
cost.
Based on the lack of available space and the high cost to retrofit the area upstream of Raeford Road
to a detention facility, Alternative 5 is not considered a cost - effective, feasible alternative for flood
reduction in this area.
Raeford Alternative 6: The "No Build" Alternative would leave the existing natural environment
undisturbed. However, the "No Build" alternative does not fulfill the purpose and need of the City
of Fayetteville to reduce flooding risks, and is not consistent with the City's stormwater
infrastructure and management policies. This alternative does not reduce flooding or improve
water quality within the Buckhead Creek watershed, and it is not a preferred alternative.
0

Table 2. General Evaluation Matrix for Alternatives for Raeford Road Project
Level
Factors
1
2
3
4
5
6
Relieve Flooding
0.97
None
above Raeford
Yes
Yes
Yes
No
Yes
No
Road
Non - riparian wetland
Purpose and
Provide adequate
(acres)
None
None
None
None
Need
conveyance for 25
Yes
No
Yes
No
Yes
No
None
year flood event
Adverse
Downstream Flood
No
No
Yes
No
No
No
I mpacts
Wetland Impacts
Yes
No
No
No
No
No
Stream Impacts
No
No
No
No
No
No
Environment
Buffer Impacts
No
No
No
No
No
No
al Concerns
Protected Species
No
No
No
No
No
No
I mpacts
Residential
Relocation
No
No
No
No
No
No
Cost Effective
Yes
Yes
Yes
No
No
Yes
Significant
Economics
Property
Yes
Yes
No
Yes
Yes
No
Acquisition
Decreased Flood
Damage to Area
Yes
Yes
Yes
Yes
Yes
No
Table 3. Jurisdictional Impacts of Raeford Road Alternatives
Impact Type
1
2
3
4
5
6
Riparian Wetland
0.97
None
None
None
None
None
(acres)
Non - riparian wetland
(acres)
None
None
None
None
None
None
Stream (linear feet)
None
None
None
None
None
None
3.2 Stormwater Infrastructure Improvement Projects Alternatives Cost Analysis
Each of the five "build" alternatives has costs associated with the construction activities and
facilities, such as:
• Site preparation,
• Drainage,
• Excavation material,
• Site stabilization and planting,
• Environmental mitigation, and
• Engineering and other contingencies.
Table 4 presents a summary of estimated construction costs for the Raeford Road alternatives
10

Table 4. Summary of Construction Cost Estimates for Raeford Road Alternatives
Cost Item
1
2
3
4
5
Engineering and
Contingencies
$185,000
$173,000
$90,000
$700,000
$1,200,000
Land acquisition and
NA
NA
NA
$14,000,000
$850,000
residential relocation
Construction
$620,000
$577,000
$300,000
* *
$4,000,000
Mitigation*
$115,624
None
None
None
None
Total
$921,624
$750,000
$390,000 * **
$14,700,000
$6,050,000
*Mitigation cost based on AC /LF of proposed impacts
* *Demolition costs not included
** *Does not include additional costs related to downstream projects to mitigate flooding from
increased flows
3.3 Raeford Preferred Alternative
Alternative 1 is the preferred alternative for the Raeford Road project, as it cost - effectively provides
significant flood reduction benefits. While Alternative 2 is less expensive and does not have
wetland impacts, the flood reduction benefit is not as significant. Given the widespread flooding
upstream of Raeford Road, the benefits for the Raeford Road project should be maximized to
reduce the flood damages. Maximizing the flood reduction benefits will reduce the frequency and
severity of flooding, thereby reducing the overall damages. Alternative 3 provides the greatest
benefit to the residents upstream of Raeford Road; however, it will result in increased flows and
water surface elevations downstream, where flooding issues already exist. Furthermore, installing a
culvert under Raeford Road would require significant coordination due to the traffic volume on
Raeford Road and the utilities within the corridor. The other alternatives investigated were either
not beneficial to reducing flooding or too costly to consider.
While the preferred alternative impacts 0.97 acres of wetland, the impacted wetlands will be
regraded to create a floodplain bench that will likely develop back into a wetland in the future
since the ground elevation will be lowered. The bench area will be replanted to further increase
the potential for wetland functions to be restored.
3.4 Evaluated Alternatives for Coventry Road
Coventry Alternative 1 (preferred alternative): Alternative 1 includes the installation of two 8 -foot
by 6 -foot floodplain culverts and floodplain benches downstream of Coventry Road along both
banks. The proposed Alternative 1 improvements reduce the frequency of severity at Coventry
Road and the surrounding properties.
Alternative 1 meets the requirements of purpose and need, environmental concerns (with
mitigation), and economic constraints of the project. This is the Applicant's preferred alternative.
This alternative will reduce the recurring local flooding from frequent storm events by
reestablishing a floodplain and increasing the conveyance capacity under Coventry Road. The
current level of service at Coventry Road is for the 2 -year storm event, and at some locations along
the channel both upstream and downstream of Coventry Road, the 2 -year storm can rise above the
bank and into the floodplain. The proposed alternative will provide a 50 -year level of service at
Coventry Road with flood reductions during the 25 -year storm varying between 0.9 feet and 3.6

feet, depending on the location. In addition to providing flood protection for properties along
Buckhead Creek, the floodplain benching will also lower the tailwater elevation for the Coventry
Road culverts, which will provide additional water surface decreases at Coventry Road and
upstream of the crossing.
The proposed project area is in a riparian wetland that is a stable, forested community. Much of
this community has a shrub layer and many areas are dominated by Chinese privet. The project
will require the excavation of 0.35 acres of riparian wetlands and 100 linear feet of stream channel.
The upland areas surrounding the wetland have been fully developed. The hydrology of the
wetland comes from over bank floodwater from Buckhead Creek and subsurface input along the
toe slope.
The jurisdictional impacts are the primary environmental concern regarding this alternative.
Excavation will be above the Ordinary High Water of Buckhead Creek, and no stream impacts to
Buckhead Creek associated with the floodplain benching are expected. Approximately 100 feet of
stream impacts to an unnamed tributary are required to excavate the floodplain bench. The
proposed culverts will be installed one foot higher than the existing culverts to allow the baseflow
to continue to flow through the existing culverts. A buried riffle grade control structure will replace
the existing rip rap pad. The excavation area will be stabilized by planting appropriate vegetation.
It is anticipated that a wetland will reestablish in the floodplain bench, which could potentially
result in a net increase in wetland area. In addition, no other impacts, such as noise, air quality,
compatible land use, historic /archaeological resources, or endangered species are anticipated from
this project alternative.
Coventry Alternative 2: Alternative 2 is similar to Alternative 1 with the exception that the grading
of the floodplain bench along the right bank would avoid wetland and stream impacts to the extent
possible.
The environmental concern with this project is minimal, provided erosion control measures during
construction are properly maintained. However, this alternative does not meet the purpose and
need to the extent of Alternative 1. Flood reductions for Alternative 2 during the 25 -year storm
would vary between 0.6 feet and 3.3 feet depending on the location, providing approximately 70
to 90 percent of the benefit of Alternative 1. Appendix D contains the HEC -RAS modeling for
Alternative 1 and Alternative 2.
Coventry Alternative 3: The buyout/relocation of affected homes /businesses alternative would
remove development from the identified affected areas near Coventry Road. Based on the effective
100 -year floodplain, seven homes in the vicinity of Coventry Road are floodprone, and would need
to be acquired as part of this alternative. Buyout costs based on tax values were estimated to be
$470,000 for properties and $25,000 for administrative costs. A lost tax base was not estimated.
This alternative would require the consent of property owners. The costs to purchase properties
would be significant. Identification of all affected properties could be problematic, potentially
exposing the City to litigation. This alternative would not adequately solve the flooding problems
without major disruption to the existing community, and it is not a preferred alternative.
Furthermore, the road flooding would not be resolved with this alternative.
Coventry Alternative 4: As part of the alternatives analysis, the potential for up- gradient BMP's was
investigated. However, due to the high development in the watershed, very few opportunities
were available for detention. As noted in Raeford Alternative 5 above, area is available upstream
12

of Raeford Road for detention, but the cost is high, and the benefit would be substantially less at
the Coventry Road location since it is further downstream in the watershed. An additional
detention site was identified off of Alleghany Road along Buckhead Creek between Raeford Road
and Coventry Road. It was determined that a detention pond at this location could reduce the
peak flow during the 25 -year storm by between 5 and 10 percent. The cost of the project was
expected to be significant due to grading and the required infrastructure to convey runoff to the
site. Based on the limited benefit for flood reduction and the high cost, this alternative was not
studied further.
Coventry Alternative 5: The development of flood control features to the downstream breached
Lake Francis would not provide flood control benefits to most of the affected properties. Removing
the dam and potentially removing downstream beaver dams would achieve a small measure of
flood control by lowering the tailwater along Buckhead Creek; however, the extent of the flood
reduction benefits does not extend to the properties impacted by flooding. By removing the dam
and potentially removing downstream beaver dams, the water level in the open body of water
could be lowered to a level where wetland plantings and a stream channel could be established.
Removal of the Lake Francis dam would primarily result in potential mitigative measures, yield
only limited flood control benefits, and it is not a preferred alternative.
Coventry Alternative 6: The "No Build" Alternative would leave the existing natural environment
undisturbed. However, the "No Build" alternative does not fulfill the purpose and need of the City
of Fayetteville to reduce flooding risks, and is not consistent with the City's stormwater
infrastructure and management policies. This alternative does not reduce flooding or improve
water quality within the Buckhead Creek watershed and it is not a preferred alternative.
13

Table 5. General Evaluation Matrix for Alternatives for Coventry Road Project
Level
Factors
Alt 1
Alt 2
Alt 3
Alt 4
Alt 5
Alt 6
Relieve Flooding
(acres)
0.35
None
above Coventry
Yes
Yes
Yes
No
No
No
Road
(acres)
None
None
None
Purpose and
Provide adequate
None
Stream (linear feet)
100
None
None
None
Need
conveyance for 25-
Yes
Yes
No
No
No
No
year flood event
Adverse
Downstream Flood
No
No
No
No
Yes
No
I mpacts
Wetland Impacts
Yes
No
No
No
No
No
Stream Impacts
Yes
Yes
No
No
No
No
Environmental
Buffer Impacts
No
No
No
No
No
No
Concerns
Protected Species
No
No
No
No
No
No
I mpacts
Residential
Relocation
No
No
Yes
No
No
No
Cost Effective
Yes
Yes
No
No
No
Yes
Significant
Economics
Property
Yes
Yes
Yes
Yes
No
No
Acquisition
Decreased Flood
Damage to Area
Yes
Yes
Yes
Yes
No
No
Table 6. Jurisdictional Impacts of Coventry Road Alternatives
Impact Type
Alt 1
Alt 2
Alt 3
Alt 4
Alt 5
Alt 6
Riparian Wetland
(acres)
0.35
None
None
None
None
None
Non - riparian wetland
(acres)
None
None
None
None
None
None
Stream (linear feet)
100
None
None
None
None
None
3.5 Stormwater Infrastructure Improvement Projects Alternatives Cost Analysis
Each of the four "build" alternatives has costs associated with the construction activities and
facilities, such as:
• Site preparation,
• Drainage,
• Excavation material,
• Site stabilization and planting,
• Environmental mitigation, and
• Engineering and other contingencies.
Table 7 presents a summary of estimated construction costs for the Coventry Road alternatives.
14

Table 7. Summary of Construction Cost Estimates for Coventry Road Alternatives
Cost Item
Alt 1
Alt 2
Alt 3
Alt 4
Alt 5
Engineering and
$297,000
$288,000
$25,000
NA
$192,000
contingencies
Land acquisition and
NA
NA
$470,000
NA
NA
residential relocation
Construction
$989,000
$961,000
NA
NA
$231,000
Mitigation*
$41,720
None
None
None
None
Total
$1,327,720
$1,249,000
$495,000 **
NA
$423,000
*Mitigation cost based on AC /LF of proposed impacts
* *Demolition costs not included
** *Costs were not derived for Alternative 6 since the project was determined to not be beneficial.
3.6 Preferred Alternatives
Alternative 1 is the preferred alternative for Coventry Road. The potential impacts to Buckhead
Creek will be minimized by installing the floodplain bench above the OHWM and immediately
stabilizing all disturbed areas. The floodplain bench will increase conveyance through the
Coventry Road area and reduce flood elevations for the adjoining properties.
While Alternative 2 is less expensive and does not have wetland impacts, the flood reduction
benefit is not as significant, and, given the widespread flooding at Coventry Road, the benefits for
the Coventry Road project should be maximized to reduce the flood damages. Maximizing the
flood reduction benefits will reduce the frequency and severity of flooding, thereby reducing the
overall damages. The other alternatives investigated were either not beneficial to reducing
flooding or too costly to consider.
While the preferred alternative does impact 0.35 acres of wetland, the impacted wetlands will be
regraded to create a floodplain bench that will likely develop back into a wetland in the future
since the ground elevation will be lowered. The bench area will be replanted, further increasing
the potential for the wetland to become reestablished.
4.0 ENVIRONMENTAL SETTING
4.1 Physiography, Topography, Geology, and Land Use
Fayetteville lies within the Coastal Plain physiographic province of North Carolina. The Coastal
Plain is subdivided into the Inner Coastal Plain and the Outer Coastal Plain. The project area is in
the Inner Coastal Plain. The topography in the vicinity consists of broad, sloping ridges with
steeper side slopes along drainage ways, and is, for the most part, naturally well drained. Elevations
on the site range from a low of approximately 150 feet above mean sea level (MSL) along
Buckhead Creek below Coventry Road to a high of approximately 180 feet above MSL near
Raeford Road. The project area is located in the Cape Fear River basin (HUC 0303000407,
NCDWQ Sub basin 03- 06 -15).
The project site is underlain by the Cretaceous Black Creek and Middendorf Formations (Horton
1991). The Middendorf formation consists of sand, sandstone, and mudstone that is gray to pale
gray with an orange cast, and mottled with clay balls and iron - cemented concretions common.
Beds are laterally discontinuous and cross - bedding is common. The Black Creek Formation consists
of gray to black clay, and contains thin beds and laminae of fine - grained micaceous sand and thick
15

lenses of cross - bedded sand. There are glauconitic, fossiliferous clayey sand lenses in the upper
part (U.S. Geological Survey). The major aquifers of hydrologic importance are the Black Creek
and Middendorf Formations. The Black Creek overlies the Middendorf aquifer.
The existing land use pattern near the project is almost entirely developed in the upland areas, with
development consisting mostly of residential homes, commercial areas along Raeford Road, and a
few undeveloped parcels. The floodplains along Buckhead Creek are mostly undeveloped. The
total area within sub -basin 03 -06 -15 is 600 square miles; the land area is 595 square miles and the
water area is 5 square miles. Land use in sub -basin 03 -04 -02 is: 64.2 percent forest; 1.6 percent
surface water; 9.9 percent urban; 14.2 percent cultivated crop; 10 percent pasture /managed
herbaceous (NCDWQ 2005).
4.2 Soils
Existing soils mapping in the Soil Survey of Cumberland and Hoke Counties, North Carolina
(USDA -SCS 1984) shows that the project area contains numerous soil- mapping units. The soil -
mapping units located within or immediately adjacent to the site are listed in Table 8. Please refer
to Figure 3 for the detailed soils map. Only the Johnston loam is considered hydric by the NRCS.
16

Figure 3. Legend
Buckhead Creek Watershed Improvements Roads
OftwK Soils Map �+ Buckhead Creek
WDICKSON Cumberland County, N`' Raeford Rd Project Limits
community infrastructure consultants 0 500 1,000 2,000 — Coventry Project Limits
Feet 1z Hydric Soils
1 inch = 1,000 feet Non - Hydric Soils

Table 8. Detailed Soil Units Within and Adjacent to the Projects.
Soil Survey
Map Unit
Soil Series
Soil Description
8 to 15 percent slopes, found on shoulder of low hills of the
BaD
Blaney loamy sand
Carolina Sandhills, moderately permeable, well- drained, in
narrow bands parallel to most streams, seasonal high water
table greater than 6 feet
8 to 15 percent slopes, found on shoulder of low hills of the
BdD
Blaney -Urban land
Carolina Sandhills, moderately permeable, well- drained,
complex
seasonal high water table greater than 6 feet, 40 to 50 percent
Blaney soil and 30 to 40 percent urban
2 to 6 percent slopes, found on convex ridges and smooth side
Fab
Faceville loamy sand
slopes of the uplands, moderately permeable, well- drained,
seasonal high water table greater than 6 feet, considered prime
farmland by the NRCS
0 to 6 percent slopes, found on convex ridges and smooth
FcB
Faceville -Urban land
sideslopes of the uplands, moderately permeable, well -
complex
drained, seasonal high water table greater than 6 feet, 40 to 50
percent Facevi I le soil and 30 to 40 percent urban
2 to 6 percent slopes, found along major drain ways, very
JT
Johnston loam
poorly drained, moderately rapid permeability, the seasonal
high water table at the surface for most of the year, considered
hydric by the NRCS
Consists of areas that are greater than 85 percent urban, slope is
Ur
Urban land
commonly 0 to 6 percent, increased flooding hazard in low -
lying areas
0 to 6 percent slopes, found on broad, smooth flats and side
Wab
Wagram loamy sand
slopes of uplands, moderately rapid permeability, well- drained,
seasonal high water table greater than 6 feet, considered
farmland of statewide importance by the NRCS
0 to 8 percent slopes, found on broad, smooth flats and side
WgB
Wagram -Urban land
slopes of uplands, moderately rapid permeability, well- drained,
complex
seasonal high water table greater than 6 feet, 40 to 50 percent
Wagram soil and 30 to 40 percent urban
4.3 Water Resources
Two major cataloging systems are used in North Carolina to identify surface water drainage areas:
one developed by USGS and the other by NCDWQ. The project site is located within the USGS 8-
digit hydrologic unit 0303000407. The NCDWQ system places the site in sub -basin 03 -06 -15 of
the Cape Fear River Basin (NCDWQ 2011). The Stream Index Number (SIN) of Buckhead Creek is
18- 31 -24 -6. Figure 4 depicts the FEMA mapped floodways in the project area.
Buckhead Creek flows southward into Little Rockfish Creek and Rockfish Creek before entering the
Cape Fear River. Rockfish Creek is one of the major tributaries of the Cape Fear River in this sub -
basin. There are five individual NPDES wastewater discharge permits in this subbasin with a
combined permitted flow of 53.3 MGD. The largest are Rockfish Creek WWTP (28 MGD) and
Cross Creek WWTP (25 MGD) (NCDWQ 20011).
18

Figure 4. Legend
Buckhead Creek Watershed Improvements
OftwK FEMA Floodzones Map Roads
WDICKSON Cumberland County, NC Buckhead Creek
community infrastructure consulianis 0 500 1,000 2,000
Raeford Rd Project Limits
Feet
1 inch = 1,000 feet Coventry Project Limits

Five discharge into the Cape Fear River. Only the Raeford WWTP discharges into Rockfish Creek
in Hoke County. Buckhead Creek, Little Rockfish Creek, and Rockfish Creek are not listed on the
2010 list of 303d impaired waters. Buckhead Creek is assigned a Best Usage Classification of C.
Class C waters are freshwater that are protected for aquatic life propagation and survival, fishing,
wildlife, secondary recreation, and agriculture.
Buckhead Creek flows beneath Raeford Road, through a relatively undeveloped floodplain, and
then beneath Coventry Road. It then flows between residential developments to Lake Francis along
the eastern edge of an undeveloped floodplain. Lake Francis dam had been breached with a
lowered water elevation.
Buckhead Creek is classified as C (DWQ water quality classification).
Water quality is assessed by NCDWQ through several programs, including benthic macro -
invertebrate monitoring, fish community structure, and aquatic toxicity monitoring. There are no
NCDWQ sample sites for bioclassification on Buckhead Creek or on Little Rockfish Creek
downstream of the project site (NC DWQ 2005). Little Rockfish Creek has had a use support rating
of 'Good' since 1993. It was not rated in the most recent monitoring period ending in 2005.
NCDWQ continues to monitor Little Rockfish Creek, for changes in the invertebrate population
that may be related to land- disturbing activities. Best Management Practices (BMPs) are
recommended for the Buckhead Creek watershed. As of 2010, there are no known point- source
discharges along Buckhead Creek (NC DWQ 2010).
5.0 BIOLOGICAL RESOURCES
5.1 Plant Communities
Distribution and composition of plant communities throughout the project study area reflect
landscape -level variations in topography, soils, hydrology, and past and present land use practices.
When appropriate, the plant community names have been adopted and modified from the NHP
classification system (Schafale and Weakley 1990) and the descriptions written to reflect local
variations within the project study area.
Three plant communities were identified within the project study area: coastal plain small stream
swamp, mixed hardwood /pine forest, and maintained /disturbed lands. Scientific nomenclature
typically follows Radford et. al. (1968).
Coastal Plain Small Stream Swamp — The coastal plain small stream swamp communities on the
project property are located within the active floodplain of Buckhead Creek. These communities
flood on an irregular basis, and most plant life is adapted to seasonal flooding and extended
periods of soil saturation. The canopy includes swamp tupelo (Nyssa sylvatica), sweetgum
(Liquidambar styraciflua), tulip poplar (Liriodendron tulipifera), red maple (Acer rubrum), and bald
cypress (Taxodium distichum). Shrubs include American holly (Ilex opaca), large gallberry (Ilex
coriacea), ironwood (Carpinus caroliniana), tag alder (Alnus serrulata), southern magnolia
(Magnolia grandiflora), and possumhaw viburnum (Viburnum nudum). Chinese privet (Ligustrum
sinensis) is common and locally dense. Other vegetation present is giant cane (Arundinaria
gigantea), netted chainfern (Woodwardia areolata), roundleaf green briar (Smilax rotundifolia),
sawtooth blackberry (Rubus argutus), eastern poison ivy (Toxicodendron radicans), and Japanese
20

honeysuckle (Lonicera japonica). The coastal plain small stream swamp community is mostly
jurisdictional wetlands.
Mixed Hardwood /Pine Forest — Tree species in this community include loblolly pine (Pinus taeda),
red maple, tulip poplar, and sweetgum. Groundcover species consist of roundleaf greenbriar, giant
cane, sweet pepperbush (Clethra alnifolia), Chinese privet, and Virginia creeper (Parthenocissus
quinquefolia). These areas are non - jurisdictional uplands.
Maintained /Disturbed Land — These areas result from previous human disturbances, and include
areas subject to periodic mowing and other maintenance activities. The existing road shoulders,
utility easements, and mowed areas around businesses and residential properties are included in
this habitat type. Species documented in the disturbed /maintained areas include Japanese
honeysuckle, eastern poison ivy, sawtooth blackberry, lespedeza (Lespedeza spp.), and
broomsedge (Andropogon virginicus). Various managed turf grasses and horticultural plants are
also present in this community type. These areas are non - jurisdictional uplands.
5.2 Wildlife
The location of the project site is in a generally suburban setting with small commercial businesses
and neighborhoods of single - family homes scattered throughout. The area surrounding the project
has fragmented habitat, while the project area is a relatively contiguous corridor along the
Buckhead Creek drainage. Much of the wildlife occurring in the project study area consists of
species that are adapted to fragmented landscapes. Impacts to wildlife will likely be displacement
due to habitat loss.
Terrestrial Wildlife
Common mammals known or expected to occur on -site include: white - tailed deer (Odocoileus
virginianus), beaver (Castor Canadensis), eastern fox squirrel (Sciurus niger), raccoon (Procyon
lotor), eastern cottontail (Sylvilagus floridanus), and opossum (Didelphis virginiana.
Avian species observed or expected to occur on -site include species commonly occurring in
forested and disturbed areas of the region. These species include: common crow (Corvus
brachyrhynchos), turkey vulture (Cathartes aura), red - shouldered hawk (Buteo lineatus), red - tailed
hawk (Buteo jamaicensis), American kestral (Falco sparverius), ruby- throated hummingbird
(Archilochus colubris), brown- headed nuthatch (Sitta pusilla), Carolina Wren (Thryothorus
ludovicianus), blue jay (Cyanocitta cristata), American robin (Turdus migratorius), northern
cardinal ( Cardinalis cardinalis), brown thrasher (Toxostoma rufum), carolina chickadee (Parus
carolinensis), and tufted titmouse (Baeolophus bicolor).
Reptilian species known or expected to occur on -site include:, green anole (Anolis carolinensis),
eastern box turtle (Terrapene carolina), snapping turtle (Chelydra serpentina), cottonmouth
(Agkistrodon piscivorus), black rat snake (Elaphe obsoleta), eastern garter snake (Thamnophis
sirtalis), northern water snake (Nerodia sipedon), and redbelly water snake (Nerodia erythrogaster).
Aquatic Wildlife
Aquatic avian species observed or expected to occur on -site include the belted kingfisher (Ceryle
alcyon), blue heron (Ardea herodias), wood duck (Aix sponsa), and mallard (Anas platyrhynchos).
Amphibian species observed or expected to occur on site include species commonly occurring in
small streams, ponds, and wet forests. These species include: southern leopard frog (Rana
21

sphenocephala), Fowler's toad (BUfo woodhousii fowleri), marbled salamander (Ambystoma
opacum), two -lined salamander (Eurycea cirrigera), red - spotted newt (Notophthalmus viridescens),
southern cricket frog (Acris gryllus), spring pepper (Pseudacris crucifer), southern dusky salamander
(Desmognathus auriculatus), and southern leapord frog (Rana sphenocephala). (Martof 1980)
6.0 CULTURAL RESOURCES
The term "cultural resources" refers to prehistoric or historic archaeological sites, structures, or
artifact deposits over 50 years old. "Significant" cultural resources are those sites that are eligible
or potentially eligible for inclusion in the National Register of Historic Places. Evaluations for
cultural resources are required whenever a Section 404 permit application is submitted to USACE.
Evaluations of site significance are made with reference to the eligibility criteria of the National
Register (33 CFR 60) and in consultation with the North Carolina State Historic Preservation Office
(SHPO).
Beyond the existing culverts, there are no structures, historic or otherwise, to be impacted from
these proposed projects.
7.0 JURISDICTIONAL ISSUES
The field investigation identified three wetlands and three streams within the project areas (Table
9). The Raeford Road project has two wetlands and one stream. The Coventry Road project has
one wetland and two streams.
Table 9. Jurisdictional Waters
Wetland
Acres
Site
Raeford Road — East
2.12
Raeford Road
Raeford Road — West
2.82
Raeford Road
Coventry Road
1.93
Coventry Road
Stream
LF
Site
Buckhead Creek
1,002
Raeford Road
Buckhead Creek
1,541
Coventry Road
UT 1 to Buckhead Creek
193
Coventry Road
7.1 Jurisdictional Wetlands
Section 404 of the Clean Water Act (CWA) requires regulation of discharges into "waters of the
United States." Although the principal administrative agency of the CWA is the Environmental
Protection Agency (EPA), the USACE has major responsibility for implementation, permitting, and
enforcement of provisions of the Act. The USACE regulatory program is defined in 33 CFR 320-
330.
Water bodies such as rivers, lakes and streams are subject to jurisdictional consideration under the
Section 404 program and are discussed in Section 7.3. However, by regulation, wetlands are also
considered "waters of the United States." Wetlands are defined as:
Those areas that are inundated or saturated by groundwater at a frequency and
duration sufficient to support, and that under normal circumstances do support, a
prevalence of vegetation typically adapted for life in saturated soil conditions.
22

Wetlands generally include swamps, marshes, bogs and similar areas. [33 CFR
328.3(b) (1986)]
The USACE requires the presence of three parameters (hydrophytic vegetation, hydric soils, and
evidence of jurisdictional hydrology) in support of a jurisdictional determination.
The delineation was reviewed on 22 July 2011 by Crystal Amschler. USACE data forms and
Jurisdictional Determination (Rapanos) forms are provided in Appendix A.
Wetland boundaries were delineated using current methodology outlined in the 1987 Army Corps
of Engineers Wetland Delineation Manual (DOA 1987) and Regional Supplement to the Corps of
Engineers Wetland Delineation Manual: Atlantic and Gulf Coastal Plain Region (Version 2.0) (U.S.
Army Corps of Engineers 2010). Soils were characterized and classified using the Field Indicators
of Hydric Soils in the United States, Version 7.0 (USDA -NRCS 2010). Wetland boundaries were
marked with sequentially numbered wetland survey tape (pink/black striped). Flag locations were
surveyed under the direction of a Professional Licensed Surveyor (PLS) with GPS and conventional
survey.
Figure 5 depicts the National Wetlands Inventory map and Figure 6 depicts the jurisdictional
wetlands and surface waters occurring in the project study area at a smaller scale than the maps
provided in Appendix A.
Both the Raeford Road and Coventry Road properties are traversed by Buckhead Creek where the
floodplain is relatively wide. The wetlands are regularly flooded by out -of -bank events. The
wetlands are variable, ranging from shallow, depressional areas to extensive backwater wetlands. A
typical soil has a sandy or mucky mineral surface texture, and is underlain with silty or clayey
horizons. The jurisdictional wetlands within the boundaries can be characterized as riparian
wetlands.
Riparian areas, including wetlands, are transitional between terrestrial and aquatic ecosystems, and
are distinguished by gradients in biophysical conditions, ecological processes, and biota. They are
areas through which surface and subsurface hydrology connect water bodies with the adjacent
uplands. They include portions of terrestrial ecosystems that influence exchanges of energy and
matter with aquatic ecosystems (National Research Council 2002). Riparian areas are adjacent to
perennial, intermittent, and ephemeral streams and lakes. Because riparian areas occupy a
gradient in the landscape, they can include both wetland and upland habitat. It is this gradient and
the diverse biogeochemical processes that occur in riparian areas that make them so important to
the overall health of aquatic ecosystems. Riparian areas also serve as a filter between developed
uplands and low -lying floodplains and swamps, thus reducing the amount of pollutants and
contamination entering surface waters.
23

Figure 5. Legend
Buckhead Creek Watershed Improvements Roads
pswK NWI Wetlands Map
W DICKSON Cumberland County, NC Raeford ad Creek
community infrastructure consultants 0 500 1,000 2,000 Raeford Rd Project Limits
Feet Coventry Project Limits
1 inch = 1,000 feet ® NWI Wetlands

Figure 6.
Buckhead Creek Watershed Improvements
OftwK Waters of the U.S. Map
WDICKSON Cumberland County, NC
community infrastructure consulianis 0 500 1,000 2,000
Feet
1 inch = 1,000 feet
Legend
Roads
Streams
Raeford Rd Project Limits
Coventry Project Limits
Delineated Wetlands

Wetland habitat types existing on the Raeford Road and Coventry Road Stormwater Infrastructure
Improvement Projects properties based on Cowardin et al. (1979). Palustrine systems are defined
by Cowardin et al. (1979) as all non -tidal wetlands dominated by trees, shrubs, persistent
emergents, emergent mosses or lichens, and all such wetlands that occur in tidal areas where the
salinity due to ocean - derived salts is below 0.5 parts per thousand. The,Raeford Road site is shown
as palustrine forested, broad - leaved deciduous, semi permanently flooded /saturated (PF01 F), and
the Coventry Road site is shown as palustrine forested, broad - leaved deciduous, seasonally
flooded, diked /impounded (PFO1 Ch).
7.2 Isolated Wetlands
There are no isolated wetlands on the Coventry Road or Raeford Road properties. All wetlands
identified are located on the Buckhead Creek floodplain and are subject to overbank flooding.
7.3 Streams
On -site stream channels consist of Buckhead Creek, which runs through both sites, and one
unnamed tributary to Buckhead Creek, which runs through the west side of the floodplain at the
Coventry Site. Other ditches and drainageways were investigated, but lacked consistent seasonal
flow or a clearly defined channel. Appendix A contains a Waters of the US plat that clearly
identifies the streams. The unnamed tributary to Buckhead Creek is a small channel showing
evidence of past excavation along the banks. Buckhead Creek is a large stream system with clearly
defined geomorphic features and habitat diversity. A topographic survey was conducted to
determine the top of bank locations and elevations of the adjacent floodplain.
8.0 JURISDICTIONAL IMPACTS
In accordance with provisions of Section 404 of the CWA (33 U.S.C. 1344), a permit will be
required from the USACE for the discharge of dredged or fill material into "Waters of the United
States." Section 401 of the CWA (33 U.S.C. 1341) requires each state to certify that state water
quality standards will not be violated for activities which: 1) involve issuance of a federal permit or
license; or 2) require discharges to "waters of the United States." The use of a Section 404 permit
requires the prior issuance of the 401 certification. Therefore, the applicant must also apply to
NCDWQ for 401 certification. This process is typically handled as a joint permit application to
both the USACE and NCDWQ. Table 10 details the jurisdictional impacts.
Table 10. Jurisdictional Impacts Summary
Project Site
Feature
Excavation
Fill
Total
Raeford Road
Riparian Wetland (acres)
0.97
None
0.97
Coventry Road
Riparian Wetland (acres)
0.34
None
0.34
Coventry Road
Stream (linear feet)
100
None
100
The projects are designed to have no impact on Buckhead Creek. All work will be accomplished
above the Ordinary High Water Mark (OHWM).
8.1 Wetland Impacts
The project will entail unavoidable impacts to riparian wetlands. Riparian wetland impacts will
result from construction of the Raeford Road and Coventry Road Stormwater Infrastructure
Improvement Projects on the Buckhead Creek floodplain. The types of wetland impacts consist of
clearing and excavation. Appendix B provides the detailed construction plans.
26

8.2 Stream Impacts
The Coventry Road project will impact 100 linear feet of stream. The stream impacts are to an
unnamed tributary and include excavation below the existing bed. The channel will outlet in to a
level spreader to provide diffuse flow into the riparian buffer. All work on Buckhead Creek will be
above the OHWM, as identified and surveyed. Appendix B provides the detailed construction
plans. Due to the excavation within the wetlands adjacent to the channel, more frequent out -of-
bank events are expected, reducing the sheer forces on the channel. All disturbed areas adjacent to
the channel will be stabilized quickly through erosion matting, temporary seeding, live staking,
and container planting.
9.0 MITIGATION
Mitigation includes: a) avoidance; b) minimization; and c) compensation for unavoidable impacts.
Mitigation of wetland impacts is recommended in accordance with Section 404(b)(1) Guidelines of
the CWA (40 CFR 230).
Section 404(b)(1) Guidelines stress avoidance and minimization as primary considerations for
protection of wetlands. Practicable alternatives analyses must be fully evaluated before
compensatory mitigation can be discussed.
9.1 Mitigation Procedure
The preferred alternatives include impacts to wetlands and streams. Mitigation of these impacts is
the primary environmental concern regarding the project. Prior to compensatory mitigation,
impacts must be avoided and minimized.
Avoidance — Significant jurisdictional streams and wetland areas are present within the project
area. During the planning and design phase of the project, efforts were made to avoid impacts to
the greatest extent practicable. It was not be possible to avoid all impacts to jurisdictional areas
due to design constraints. Impacts have been avoided where practicable. Certain unavoidable
impacts are necessary to fulfill the applicant's purpose and need.
Minimization — The Applicant minimized impacts to wetlands in the design phase. The
Stormwater Infrastructure Improvement Projects for Raeford Road and Coventry Road must meet
NPDES and City of Fayetteville criteria.
Minimization efforts include restricting excavation to elevations above the OHWM and placement
of additional culverts on the floodplain instead of in the stream channel.
Following avoidance and minimization, compensatory mitigation for unavoidable wetlands
impacts can be accomplished via several methods, including:
• On -Site Mitigation:
• Preservation of existing wetlands,
• Restoration or enhancement of wetlands, and
• Creation of wetlands;
• Off -Site Mitigation:
• Preservation of existing wetlands,
• Restoration or enhancement of wetlands and /or streams in HUC, and
27

• Purchase of credits from approved Mitigation Bank and /or NCEEP in HUC.
The potential on -site mitigation is limited to wetland reestablishment and wetland creation along
Buckhead Creek. There are currently no available mitigation bank credits available for sale in the
project HUC. It is assumed that mitigation could be satisfied through payment of the in -lieu fee to
NCEEP.
9.2 Compensatory Mitigation Plan
The Applicant is proposing to reestablish wetlands at a lower elevation to the extent of current
conditions, and provide created wetlands adjacent to the reestablished wetland. Wetland
reestablishment will be at a 1:1 ratio. Temporary loss of function as the new wetland system
establishes and the forest matures will be mitigated by the additional created wetlands at a 0.5:1
ratio.
Raeford Road Mitigation:
• Reestablishment of 0.97 acres of riparian forest wetland within three years,
• Creation of 0.49 acres of riparian forest wetland within three years, and
• Third -party escrow account valued at 2:1 ratio for 0.97 acres of riparian forest wetland
(1.94 WMUs) (exact value determined by price of available credits at time of escrow set-
up).
Coventry Road Mitigation:
• Reestablishment of 0.34 acres of riparian forest wetland within three years,
• Creation of 0.20 acres of riparian forest wetland within three years, and
• Third -party escrow account valued at 2:1 ratio for 0.34 acres of riparian forest wetland
(0.68 WMUs) (exact value determined by price of available credits at time of escrow set-
up).
The proposed reestablishment and creation of on -site wetlands will be documented with a
delineation report provided by the applicant to the USACE and NCDWQ. The delineation will be
performed following the third growing season post- construction, and will follow the 1987 Army
Corps of Engineers Wetland Delineation Manual (DOA 1987) and Regional Supplement to the
Corps of Engineers Wetland Delineation Manual: Atlantic and Gulf Coastal Plain Region (Version
2.0) (U.S. Army Corps of Engineers 2010). If the reestablished wetlands or created wetlands fail to
meet jurisdictional criteria, the escrow funds will be used to purchase in -lieu fee or mitigation bank
credits to meet the difference. The escrow funds will be released upon confirmation from USACE
that all mitigation criteria have been met.
28

9.3 Additional Mitigation Activities
Sedimentation Control
The Raeford Road and Coventry Road Stormwater Infrastructure Improvement projects will require
a sediment control permit from NCDWQ. The Applicant will install and maintain all erosion
control measures needed to minimize or prevent sediment from reaching Buckhead Creek to the
extent practicable. Additionally, the proposed stockpile area for excavated material is located on
city property. Strict erosion control measures will be incorporated at the stockpile area to prevent
sediment from entering wetland and stream systems.
Erosion control measures will include: double rows of silt fencing, sediment pond with baffles and
skimmer, rack and filter fabric inlet protection, gravel construction entrances, rock check dams,
temporary seeding, and permanent seeding. Proper controls and mitigation measures will avoid
impacts to water quality during construction. During construction, water pollution control will take
place in accordance with FAA AC 150/5370 -10A, North Carolina statues, local requirements, and
any requirements associated with construction in the Cape Fear River Basin.
The Engineer will be responsible for assuring compliance to the extent that construction practices,
construction operations, and construction work is involved. Temporary control measures will be
developed and shown on the construction plans. Control measures will be implemented as
depicted, or modified as site conditions dictate, as ordered by the Engineer during the life of the
construction contract to control water pollution, soil erosion, and siltation. As long as proper
erosion control measures are designed, installed, and maintained, no long -term adverse effects
should be present as a result of this project.
10.0 PROTECTED SPECIES
The Endangered Species Act requires each federal agency to ensure that any action by that agency
is not likely to jeopardize the continued existence of any threatened or endangered species, or
destroy, or adversely modify critical habitat for those species.
10.1 Federal Threatened and Endangered Species
Species with the federal classification of Endangered (E), Threatened (T), or officially Proposed (P)
for such listing, receive protection under the Endangered Species Act of 1973 (16 US 1531 et seq.)
as amended. The United States Fish and Wildlife Service list seven federally protected species for
Cumberland as of the September 22, 2009 listing (Table 11).
Records held by the North Carolina Natural Heritage Program (NHP) were reviewed by WK
Dickson in May 2008 to determine if any federally protected species have been documented from
the project study area or the surrounding vicinity.
29

Table 11. Federal Protected Species for Cumberland County, North Carolina
Common Name
Scientific Name
Federal
Habitat
Biological
Status
Present
Conclusion
American alligator
Alligator mississippiensis
T (S /A)
No
No Effect
Red - cockaded
Picoides borealis
E
No
No Effect
woodpecker
Saint Francis' satyr
Neonympha mitchellii francisci
E
No
No Effect
butterfly
American chaffseed
Schwalbea americana
E
No
No Effect
Michaux's sumac
Rhus michauxii
E
No
No Effect
May Effect,
Pondberry
Lindera melissifolia
E
Yes
Not Likely to
Affect
Rough - leaved
Lysimachia asperulaefolia
E
No
No Effect
loosestrife
USFWS September 22, 2009
Investigations were completed in 2010 at the sites of the proposed stormwater infrastructure
improvement projects to determine if any endangered or threatened species or critical habitat were
present and likely to be affected by the construction.
As a result of the investigations, the only protected species that has a potential for occurring in the
area is the pondberry ( Lindera melissifolia). This plant has an historic occurrence approximately 2.5
miles from the project area. The existing conditions are less than ideal; the habitat is degraded, has
a dense understory of privet, and a history of disturbance. No occurrences were identified during
field surveys and wetland delineation.
Federal and State guidelines will be followed to prevent any potential harmful effects of erosion
and sedimentation during construction.
10.2 Biological Conclusions
AMERICAN ALLIGATOR
The American alligator is a large, semi - aquatic, armored reptile that is related to crocodiles. It's
body alone ranges from 6 to 14 feet long. Almost black in color, it has prominent eyes and nostrils
with coarse scales over the entire body. It has a large, long head with visible upper teeth along the
edge of the jaws. Its front feet have five toes, while rear feet have four toes that are webbed.
To prevent trafficking of look -alike reptiles, the U.S. Fish and Wildlife Service classifies the alligator
as "threatened due to similarity of appearance" since it resembles the American crocodile. The
American alligator is no longer biologically endangered or threatened and, therefore, will not be
affected by the projects.
RED - COCKADED WOODPECKER
The red - cockaded woodpecker (RCW) is 7 to 8.5 inches long, has a black head, prominent white
cheek patch, and a black- and -white barred back. Males often have red markings (cockades) behind
the eye, but the cockades may be absent or difficult to see (Potter et al. 1980). Primary habitat
consists of mature to over - mature southern pine forests dominated by loblolly, long -leaf (P.
30

palustris), slash (P. elliotii), and pond (P. serotina) pines (Henry 1989). Primary nest sites for RCWs
include open pine stands greater than 60 years of age with little or no mid -story development.
Nest cavity trees tend to occur in clusters, which are referred to as colonies (USFWS 2003).
Optimal foraging habitat is comprised of open pine stands with large pines 60 years old or greater,
low densities of small or medium pines, sparse or no hardwood midstory, and various species of
bunchgrass for groundcover (USFWS 2003). However, open pine or pine /mixed hardwood stands
over 30 years of age are considered potential foraging habitat (Henry 1989). Pine flatwoods or
pine-dominated savannas, which have been maintained by frequent natural fires, serve as ideal
nesting and foraging sites for this woodpecker. Development of a thick understory may result in
abandonment of cavity trees. The woodpecker drills holes into the bark around the cavity entrance,
resulting in a shiny, resinous buildup around the entrance that allows for easy detection of active
nest trees (Henry 1989).
Buckhead Creek and the surrounding area do not have suitable habitat for the red - cockaded
woodpecker. A review of NHP records did not reveal an element occurrence within two. miles of
the project. As a result, no effect to red - cockaded woodpecker is anticipated from the proposed
project.
BIOLOGICAL CONCLUSION: NO EFFECT
SAINT FRANCIS' SATYR BUTTERFLY
The Saint Francis' Satyr is a small, dark brown butterfly with conspicuous "eye spots" on the lower
surfaces of the wings. The wingspan for the species ranges from 34 to 44 millimeters. The eyespots
are usually round to slightly oval on the forewing and on the hindwing. The spots are accented by
orange bands (Black, S. H., and D. M. Vaughan. 2005).
The annual life cycle of Saint Francis' Satyr typically has two adult generations per year. Population
presently occurs in low densities, probably only consisting of about 100 adults a year or less. It is
known only from a few sedge wetlands in close proximity. Its habitat is wet meadows dominated
by sedges that were likely created by fire or beaver activity, although now mainly maintained by
human activity. Habitat is successional or disclimax with both beaver and fires apparently critical
factors in maintaining it. Adult food habits are not known, but it probably feeds on Carex spp. or
small PaniCLIM spp.
Buckhead Creek and the surrounding area do not have suitable habitat for the Saint Francis' Satyr.
A review of NHP records did not reveal an element occurrence within two miles of the project. As
a result, no effect to Saint Francis' Satyr is anticipated from the proposed project.
BIOLOGICAL CONCLUSION: NO EFFECT
AMERICAN CHAFFSEED
American chaffseed is a perennial herb with mostly unbranched stems, usually 1 to 2 feet tall.
Leaves are largest at the base of the plant, and gradually diminish in size towards the top of the
stem. The two - lipped flowers are yellow, suffused with purple. This species is parasitic on the roots
of a wide variety of woody and herbaceous plants. It is in bloom from April through June in the
South, and from June to late July in the North.
American chaffseed is primarily a Coastal Plain species of the Atlantic and Gulf coasts, with historic
locations ranging from Massachusetts to Florida to east Texas. It is usually found in acidic, sandy,
or peaty soils in open pine flatwoods, pitch pine lowland forests, seepage bogs, palustrine pine
31

savannahs, or other grass- and sedge- dominated plant communities. It frequently grows in ecotonal
areas between peaty wetlands and xeric sandy soils. In these situations, individuals sometimes
extend well into the drier communities, but seldom into the areas that support species
characteristic of wetter soils. Surrounding plant communities are typically species -rich.
Buckhead Creek and the surrounding area do not have suitable habitat for the American chaffseed.
A review of NHP records did not reveal an element occurrence within two miles of the project. As
a result, no effect to American chaffseed is anticipated from the proposed project.
BIOLOGICAL CONCLUSION: NO EFFECT
MICHAUX'S SUMAC
Michaux's sumac is a rhizomatous, densely hairy shrub with erect stems from 1 to 3 feet in height.
The compound leaves contain evenly serrated, oblong to lanceolate, acuminate leaflets. Most
plants are unisexual; however, more recent observations have revealed plants with both male and
female flowers on one plant. The flowers are small, borne in a terminal, erect, dense cluster, and
colored greenish yellow to white. Flowering usually occurs from June to July; the fruit, a red drupe,
is produced through the months of August to October.
Michaux's sumac grows in sandy or rocky open woods in association with basic soils. This plant
survives best in areas where some form of disturbance has provided an open area. At least twelve
of the plant's populations in North Carolina are on highway rights -of -way, roadsides, or on the
edges of artificially maintained clearings. Two other populations are in areas with periodic fires,
and two populations exist on sites undergoing natural succession. One population is situated in a
natural opening on the rim of a Carolina bay.
Buckhead Creek and the adjoining floodplain do not have suitable habitat for the Michaux's
sumac. The surrounding area consists mostly of developed lands and does not contain suitable
habitat. Impacts to the surrounding uplands will be limited. A review of NHP records did not
reveal an element occurrence within two miles of the project. As a result, no effect to Michaux's
sumac is anticipated from the proposed project.
BIOLOGICAL CONCLUSION: NO EFFECT
PONDBERRY
This deciduous shrub grows to approximately 6 feet tall, and spreads vegetatively by stolons. Pale
yellow flowers appear in the spring before the leaves. The bright red, one - half -inch long, oval -
shaped fruits mature in the fall. Pondberry is distinguished from the two other North American
members of the genus (Lindera benzoin and Lindera subcoriacea) by its drooping, thin,
membranaceous, and ovately- to elliptically- shaped leaves that have a strong, sassafras -like odor
when crushed. In North Carolina, one population exists in Bladen County. Pondberry, for the most
part, is associated with wetland habitats, such as bottomland and hardwoods in the interior areas,
and the margins of sinks, ponds and other depressions in the more coastal sites. The plants
generally grow in shaded areas, but may be found in full sun. Pondberry occurs in soil with sandy
sediments and high peat content in the subsurface having a high water table.
A survey for pondberry was performed by WK Dickson in April 2011. No individuals were
observed in the area proposed for the Raeford Road and Coventry Road Stormwater Infrastructure
Improvement Projects. Specifically, the project areas were investigated and no suitable habitat was
found.
32

BIOLOGICAL CONCLUSION: NO EFFECT
ROUGH - LEAVED LOOSESTRIFE
Rough - leaved loosestrife is a perennial herb in the Primrose Family (Primulaceae) that grows 1 to 2
feet tall. Whorls of three to four entire, triangular- shaped leaves encircle the stem. The leaves are
widest at the base (0.3 to 0.75 inches wide) and have three prominent veins. Contrary to the
common name, the leaf surfaces are smooth to the touch. The yellow flowers are 0.6 inches across
with yellow- orange anthers and occur on terminal racemes that are 1 to 4 inches long. Flowering
occurs from mid -May through June, with fruits (capsules) present from July through October.
Stipitate glands are usually present on most parts of the plant.
This species generally occurs in the ecotones or edges between longleaf pine uplands and pond
pine pocosins on moist to seasonally saturated sands and on shallow organic soils overlaying sand.
Rough - leaved loosestrife has also been found on deep peat in the low shrub community of large
Carolina bays. The grass -shrub ecotone, where rough - leaved loosestrife is found, is fire -
maintained, as are the adjacent plant communities (longleaf pine - scrub oak, savanna, flatwoods,
and pocosins). Suppression of naturally occurring fire in these ecotones results in shrubs increasing
in density and height, and expanding to eliminate the open edges required by this plant.
A survey for rough - leaved loosestrife was performed by WK Dickson in 2011. No individuals were
observed in the area proposed for the Raeford Road and Coventry Road Stormwater Infrastructure
Improvement Projects. Specifically, the project areas were investigated and no suitable habitat was
found.
BIOLOGICAL CONCLUSION: NO EFFECT
10.3 Federal Species of Concern
The USFWS list also includes a category of species designated as "Federal Species of Concern"
(FSC). The FSC designation provides no federal protection under the ESA for the species listed.
However, these species are listed because they may attain federally protected status in the future.
The presence of potential habitat within the project study area has been evaluated for the FSC
species listed for Cumberland County (Table 12). No surveys for FSC species have been
conducted. In the course of other field investigations, no FSC species have been observed.
33

Table 12. Federal Species of Concern for Cumberland County, North Carolina
Common Name
Scientific name
State
Designation
Potential
Habitat
Vertebrate:
Bachman's sparrow
Aimophila aestivalis
Sc
NO
American eel
Anguilla rostrata
--
Black- throated green warbler
Dendroica virens waynei
SR
YES
Southern hognose snake
Heterodon simus
Sc
NO
Broadtail madtom
Noturus sp. cf. leptacanthus
Sc
YES
Northern pine snake
Pituophis melanoleucus
Sc
NO
Carolina crawfish frog
Rana capito
T
YES
Sandhills chub
Semotilus lumbee
Sc
YES
Invertebrate:
Atlantic pigtoe
Fusconaia masoni
FSC
YES
Saint Francis' satyr butterfly
Neonympha mitchellii francisci
E
Yellow lampmussel
Lampsilis cariosa
FSC
YES
Vascular Plant:
Georgia lead -plant
Amorpha georgiana var. georgiana
E
NO
Sandhills milk -vetch
Astragalus michauxii
SC-V
NO
Cuthbert turtlehead
Chelone cuthbertii
SC-V
NO
Bog oatgrass
Danthonia epilis
SR -T
NO
Venus' fly -trap
Dionaea muscipula
SC-V
NO
Sandhills bog lily
Lilium pyrophilum
E
NO
Bog spicebush
Lindera subcoriacea
SR -T
NO
Pondspice
Litsea aestivalis
SC-V
NO
Boykin's lobelia
Lobelia boykinii
E
NO
Loose watermilfoil
Myriophyllum laxum
E
NO
Carolina grass -of- parnassus
Parnassia caroliniana
T
NO
False coco
Pteroglossaspis ecristata
E
NO
Well's sandhill pixie -moss
Pyxidanthera barbulata var. brevifolia
SR -L
NO
Awned meadowbeauty
Rhexia aristosa
SC-V
NO
Spring - flowering goldenrod
Solidago verna
SR-0
YES
Pickering's dawnflower
Stylisma pickeringii var. pickeringii
SC-V
NO
Small- leaved meadow -rue
Thalictrum macrostylum
SR -L
YES
Roughleaf yellow -eyed grass
Xyris scabrifolia
SC-V
NO
Nonvascular Plant:
Savanna campylopus
Campylopus carolinae
SR -T
NO
34

11.0 ENVIRONMENTAL AND PUBLIC INTEREST FACTORS
11.1 Physical /Chemical Characteristics and Anticipated Changes
Substrate — Earthmoving will occur on the site. Due to the nature of the project, excavation will
remove topsoil and expose subsurface soils along the floodplain. Stockpiled topsoil will be
distributed across the excavated floodplain to provide an appropriate soil medium for wetland
vegetation and a seed bank.
Currents, Circulation, or Drainage Patterns — Wetland impacts are proposed. However, proposed
changes to the overall drainage of the site are anticipated to allow out -of -bank events to occur
more often, and will retain floodwaters for short periods, allowing the sites to treat both quantity
and quality of run -off.
Suspended Particulates and Turbidity — The Erosion and Sedimentation Control Plan will be
strictly enforced to maintain state water quality standards during construction.
Water Quality — Overall water quality on the site is not expected to change significantly as a result
of the new construction. The project will treat both quantity and quality of run -off.
Flood Control Functions — Alterations to the site will increase flood conveyance functions.
Storm, Wave and Erosion Buffers — Not Applicable
Aquifer Recharge — The project will not have an effect on aquifer recharge.
Basef low - The project wi I I not have an effect on basef low.
11.2 Biological Characteristics and Anticipated Changes
Special Aquatic Sites — Certain unavoidable impacts to wetlands and streams will result from this
project; however, impacts have been minimized as much as practicable.
Habitat for Fish and Other Aquatic Organisms — The streams are not expected to be directly
impacted. Initially, the mature forest shading the streams will be removed. Stream stabilization with
matting and black willow live stakes along the stream banks will rapidly provide shade for the
stream. No significant habitat degradation is anticipated in the long -term as a result of the project.
Wildlife Habitat - No significant habitat degradation is anticipated as a result of the project.
Forested wetland habitat will be replanted in trees after the site is graded and the stockpiled topsoil
is redistributed across the site. Appropriate wetland tree species will be planted across the site.
Initially, the site will function as an open shrub /herbaceous wetland habitat until the trees mature.
Endangered or Threatened Species — No impacts to federally protected species are anticipated
from the proposed project.
35

11.3 Human Use Characteristics and Impacts
Existing and Potential Water Supplies — The project will have no effect on existing or potential
water supplies.
Recreational or Commercial Fisheries — No effect.
Other Water Related Recreation — No effect.
Aesthetics of Aquatic Ecosystem — The Buckhead Creek floodplain in the vicinity of the
Stormwater Infrastructure Improvement project is currently a natural forested bottomland
hardwood forest. The proposed community will be a minimally maintained open shrub /herbaceous
wetland habitat in the short -term. The long -term outlook is to restore the forested floodplain
community.
Parks, National and Historic Properties, etc. — No effect.
Traffic /Transportation Patterns — No effect.
Energy Consumption /Generation — No effect.
Navigation — No effect.
Safety — No effect.
Air Quality — No effect.
Noise — No effect.
Historic Properties — No effect.
Land Use Classification — No effect.
Economics — The project will reduce or eliminate frequent flooding of homes and business in the
Buckhead Creek watershed near these projects.
Property Values— Unknown.
Regional Growth — The project is not intended as a driver of regional growth.
Tax Revenues — No effect.
Employment — No effect.
Public Facilities — Not applicable.
Business Activity — No effect.
Prime and Unique Farmland — No effect.
36

Food and Fiber Production — No effect.
Water Quantity — The project will increase flood conveyance through the Buckhead Creek
watershed.
Mineral Needs — No effect.
Consideration of Private Property — Will likely improve conditions for some properties by
reducing the threat of flooding.
Community Cohesion — No effect.
Community Growth and Development — No effect.
Relocations — None are anticipated as result of this project.
Recreation — Not applicable.
11.4 Secondary and Cumulative Impacts
No significant secondary and cumulative impact possibilities associated with this project have been
identified. The Raeford Road and Coventry Road Stormwater Infrastructure Improvement Projects
are intended to facilitate existing economic development and prevent flooding events of existing
development. The project is not intended to be a driver of new development. Downstream water
quality is not expected to be negatively impacted due to strict sediment and erosion control
measures and post - construction stabilization that will treat water quality as well as control water
quantity.
12.0 CONCLUSION
The Raeford Road and Coventry Road Stormwater Infrastructure Improvement Projects have been
designed to minimize wetland and stream impacts while still satisfying the applicant's purpose and
need. There will be 0.97 acres of wetland impacts for Raeford Road, and 0.35 acres of wetland
impacts for Coventry Road. No stream impacts are planned. Compensatory mitigation for wetland
impacts will be provided through the purchase of credits from approved mitigation banks and /or
NCEEP. It is the team's desire to meet or exceed all state and federal regulatory requirements in
order to construct an environmentally responsible airport expansion.
37

13.0 REFERENCES
Black, S. H., and D. M. Vaughan. 2005. Species Profile: Neonympha mitchellii francisci. In
Shepherd, M. D., D. M. Vaughan, and S. H. Black (Eds). Red List of Pollinator Insects of North
America. CD -ROM Version 1 (May 2005). Portland, OR: The Xerces Society for Invertebrate
Conservation
Cowardin, L.M., V. Carter, F.C. Goblet, and E.T. Laroe. 1979. Classification of Wetland and
Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, USFWS /OBS 79/31.
U. S. Department of Interior. 131 pp.
Fish and Wildlife Service. 1992. Tar Spinymussel Recovery Plan: First Revision. U.S. Department
of the Interior, Fish and Wildlife Service, Southeast Region, Atlanta, GA. 34 pp.
Henry, V. G. 1989. Guidelines for Preparation of Biological Assessments and Evaluations for the
Red - Cockaded Woodpecker. U. S. Fish and Wildlife Service, Southeast Region, Atlanta,
Georgia. 13pp.
Horton, J.W. and V.A. Zullo. 1991. The Geology of the Carolinas. The University of Tennessee
Press, Knoxville, TN. 406 pp.
Husdon, Wendy E. 1991. Landscape Linkages and Biodiversity. Island Press, Washington, D.C.
196 pp.
Martof, B.S., W.M. Palmer, J.R. Bailey, and J.R. Harrison III. 1980. Amphibians and Reptiles of the
Carolinas and Virginia. The University of North Carolina Press, Chapel Hill, NC. 264 pp.
National Research Council. 2002. Riparian Areas — Functions and Strategies for Management.
National Academy Press. Washington, D.C. 428 pp.
NatureServe. 2010. NatureServe Explorer: An online encyclopedia of life [web application].
Version 7.1. NatureServe, Arlington, Virginia. (Accessed: February 24, 2011).
http://www.natureserve.org/expIorer.
North Carolina Division of Environmental Management. 1992. Administrative Code Section: 15A
NCAC 2B .0100 — Procedures for Assignment of Water Quality Standards and 15A NCAC 2B
.0200 — Classifications and Water Quality Stand ardsApp I icab le to Surface Waters of North
Carolina. N.C. Department of Environmental, Health and Natural Resources (DENHR),
Raleigh. 34 pp.
North Carolina Division of Water Quality. 2005. October 2005 Cape Fear River Basinwide Water
Quality Plan. N.C. Department of Environmental and Natural Resources, Raleigh.
http://h2o.enr.state.nc.Lis/basinwide/draftCPFApri12005.htm.
North Carolina Division of Water Quality. 2011. NC Waterbodies Listed by Basin (2011- 02 -19).
N.C. Department of Environmental and Natural Resources, Raleigh.
http: / /h2o.enr.state. nc. us /bims /reports /basi nsandwaterbod ies /hydroCapeFear.pdfNorth
Potter, E.F., J.F. Parnell, and R.P. Teulings. 1980. Birds of the Carolinas. The University of North
Carolina Press, Chapel Hill, NC. 408 pp.
38

Radford, A.E., H.E. Ahles and C.R. Bell. 1968. Manual of the Vascular Flora of the Carolinas. The
University of North Carolina Press, Chapel Hill, NC. 1183 pp.
Rohde, F.C., R.B. Arndt, D.G. Lindquist, and J.F. Parnell. 1994. Freshwater Fishes of the Carolinas,
Virginia, Maryland, and Delaware. University of North Carolina press, Chapel Hill, North
Carolina.
Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North
Carolina: Third Approximation. North Carolina Natural Heritage Program, Division of Parks
and Recreation; NC Department of Environment, Health and Natural Resources, Raleigh, NC.
325 pp.
Seaber, P.R., F.P. Kapinos and G.L. Knapp. 1987. Hydrologic Unit Maps. US Geological Survey
— Supply Paper 2294.
U. S. Fish and Wildlife Service. 1993. Pondberry Recovery Plan. U.S. Department of the Interior,
Fish and Wildlife Service. Atlanta, GA. 56 pp
U.S. Army Corps of Engineers. 2010. Regional Supplement to the Corps of Engineers Wetland
Delineation Manual: Atlantic and Gulf Coastal Plain Region (Version 2.0). ed. J. S. Wakeley,
R. W. Lichvar, and C. V. Noble. ERDC /EL TR- 10 -20. Vicksburg, MS: U.S. Army Engineer
Research and Development Center.U.S. Geological Survey. Department of the
Interior /USGS. U.S. Geological Survey URL: http: / /tin.er.usgs.gov /geology /state/
U.S. Fish and Wildlife Service. 2003. Recovery plan for the red - cockaded woodpecker (Picoides
borealis): second revision. U.S. Fish and Wildlife Service, Atlanta, GA. 296pp.
United States Geological Survey. 1981. Powahatan, NC 7.5- minute topographic quadrangle.
USDA -NRCS. 2010. Field Indicators of Hydric Soils in the United States, Version 7.0. L.M.
Vasilas, G.W. Hurt, and C.V. Noble (eds.). USDA, NRCS, in cooperation with the National
Technical Committee for Hydric Soils.
USDA -SCS. 1984. United States Department of Agriculture — Soil Conservation Service. Soil
Survey of Cumberland and Hoke Counties, North Carolina. 155 pp.
Webster, W.D., J.F. Parnell, and W.C. Biggs, Jr. 1985. Mammals of the Carolinas, Virginia, and
Maryland. The University of North Carolina Press, Chapel Hill, NC. 255 pp.
39

Appendix A
Jurisdictional Determination Request

oftwK
WDICKSON
community infrastructure consultants
February 18, 2011
Ms. Crystal Amschler
Wilmington Regulatory Field Office
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, North Carolina 28403
Subject: Preliminary Jurisdictional Determination Request
Buckhead Creek Watershed Stormwater Infrastructure Improvement Projects
Cumberland County, North Carolina
Dear Ms. Crystal Amschler,
WK Dickson is submitting a preliminary JD Request on behalf of the City of Fayetteville Engineering &
Infrastructure Department for the Buckhead Creek Watershed Stormwater Infrastructure Improvement
project. The JD Request covers four separate project sites within the Buckhead Creek watershed. The
sites are composed of privately owned parcels and city owned parcels (see attachment). The projects
are being undertaken to upgrade existing stormwater structures and reduce flooding impacts to
developed properties along Buckhead Creek. These stormwater projects are in the design phase and
will ultimately require 404/401 permitting due to unavoidable impacts to streams and wetlands.
The attached Preliminary JD Request package includes the preliminary JD Request form, site
description, supporting figures, stream data forms, and wetland data forms, Jurisdictional
Determination Forms (Rapanos) and property owner information. The supporting Figures include the
following: location map, USGS map, NRCS soil map, and aerial photography maps showing streams
and wetlands.
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.com
Transportation • Water Resources • Urban Development • Geomatics

When you have had an opportunity to review the material, please call me to schedule a site visit if
necessary. Thank you for your prompt attention to this important project and please let me know if
you have any questions or require any additional information. I can be reached at (919) 782 -0495
extension 5658. Contact me if you have questions or require additional information. I look forward to
hearing from you.
Sincerely,
W.K. Dickson & Co., Inc.
all Dam
Project Scientist
cc: Mary DePina, City of Fayetteville
Tom Murray, PE, WK Dickson Project Manager
File: 20100046.00. RA
Attachments:
Technical Memorandum
Supporting Figures
NC DWQ Stream Identification Forms
Wetland Determination Forms
Approved Jurisdictional Determination Forms (Rapanos)
Property Owner Information
r 20 Ccrrpora(e Center Drh =e
Raleigh, NC: 27001-
1 t,l. 919.; 82,0495
F,ix 919.1-82.9072
L4'Nvw4 41 k 11 l: k-,oll.Cl }Ill
Ir n€ portation • Vv,itl€r Re,,ources • Uihan Diwelopm('tlt . Ceonl h(,

Buckhead Creek Watershed Stormwater Infrastructure Improvement Project
Stream and Wetland Delineation Technical Memorandum
Project Information
Within the Buckhead Creek watershed, four areas were identified for stormwater infrastructure
improvement and were assessed for streams and wetlands (Figure 1). The study area consisted of
Coventry Road, Devonshire Drive, Raeford Road, and Buckhead Kingsford.
• Coventry Road - This area includes the floodplain along Buckhead Creek at Coventry Road,
between Devonshire Drive and Glenwick Drive.
• Montclair Subdivision - This area includes uplands and a stream channel along the western
edge of Buckhead Creek north of Raeford Road
• Raeford Road - This area includes the floodplain along the left bank of Buckhead Creek
downstream of Raeford Road.
• Buckhead Kingsford is along Murray Hill Road, Levenhall Drive, and Ferncreek Drive.
The study area is almost entirely developed in the upland areas with development consisting of mostly
residential homes, commercial areas along Raeford Road and a few undeveloped parcels. The
floodplains are mostly undeveloped. The upland areas have relatively good infiltration and ditches are
usually shallow with roadside ditches a common landscape features. The topography is uniformly
broad gently sloping ridges with steeper side slopes along drainage ways.
The study area is located in the Cape Fear River basin (HUC 0303000407, DWQ Sub basin 03- 06 -15).
The USGS quadrangle (Fayetteville) indicates Buckhead Creek as a large second order stream
originating north of the study area near Cross Creek Mall and flowing to the south (Figure 2). Except
for Buckhead Creek, no streams or wetland areas are shown on the USGS quadrangle or soil survey
(Figure 3).
A combination of in -house research and field investigations were performed to determine likely
wetland locations, delineate wetland boundaries, and make general habitat observations.
Wetland and Stream Delineation
The field investigation identified four streams within the project areas (Table 1). In addition to the
presence of Buckhead Creek within the Coventry Road and Raeford Road Sites, three small, unnamed
tributaries to Buckhead Creek were identified (Figure 4, Figure 5, Figure 6, and Figure 7). A number of
excavated ditches were investigated but were found to not be jurisdictional. The Ordinary High Water
Mark was located in the field for the streams and surveyed to define the limits of jurisdiction.
The field investigation identified four wetlands within the project areas (Table 1). Two wetlands
abutting Buckhead Creek were identified at Raeford Road, one to each side of the channel, one
wetland abutting Buckhead Creek was identified at Coventry Road to the west of Buckhead Creek, and
one wetland is located abutting an unnamed tributary to Buckhead Creek at the Montclair Site. The
Montclair wetland borders the project limits, with limited area within of the project study area. The
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.com Transportation • Water Resources • Urban Development • Geomatics

wetland boundaries were field located, marked with flagging, and surveyed utilizing traditional
methods.
Table 1. Jurisdictional Waters
Stream
LF
Site
Buckhead Creek
1,541
Coventry Road
UT 1 to Buckhead Creek
193
Coventry Road
Buckhead Creek
1,002
Raeford Road
UT 2 to Buckhead Creek
36
Montclair
UT 3 to Buckhead Creek
378
Buckhead Kingsford
Wetland
Acres
Site
Coventry
1.93
Coventry Road
Raeford Road - East
2.12
Raeford Road
Raeford Road - West
2.82
Raeford Road
Montclair
0.70
Montclair Subdivision
STREAMS
Buckhead Creek (Coventry Road and Raeford Road)
Buckhead Creek originates north of the study areas and flows south through two of the project sites,
Coventry Road and Raeford Road (Figure 4 and Figure 5). Through these project areas, Buckhead
Creek ranges from 10 to 30 feet in width with a 2 to 6 feet bank height. The substrate is primarily sand
and gravel. Buckhead Creek is a second order perennial stream that flows south to Rockfish Creek. The
water shed is highly urbanized and the streams in this area are subject to rapid rise of stormwater that
caused flooding in many of the low -lying residential homes and businesses.
The floodplain along Buckhead Creek is variable and ranges up to more than 600 feet wide. A number
of wetlands are located along its length. The channel is somewhat incised, but mostly stable with
forested vegetation along much of its length. The channel has a substrate of sand and gravel.
Vegetation along the channel consists of hardwood trees and shrubs and includes swamp tupelo
(Nyssa biflora), red maple (Acer rubrum), Chinese privet (Ligustrum sinense), and possumhaw
viburnum (Viburnum nudum). Other vegetation present consists of roundleaf green briar (Smilax
rotundifolia), sawtooth blackberry (Rubus argutus), eastern poison ivy (Toxicodendron radicans), and
Japanese honeysuckle (Lonicera japonica).
Unnamed Tributary 1 to Buckhead Creek (Coventry Road)
This channel originates near Coventry Road and Devonshire Drive and flows east across the floodplain
through wetlands into Buckhead Creek (Figure 4). This is a small, first order channelized stream. It has
been straightened and dredged.
Vegetation is the same as found along Buckhead Creek.
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.com
Transportation • Water Resources • Urban Development • Geomatics

Unnamed Tributary 2 to Buckhead Creek (Montclair)
This channelized stream originates at a culvert draining the Montclair neighborhood (Figure 6). The
stream has been channelized and straightened. It has incised stable banks with maintained vegetation
within. The channel flows into the forested floodplain of Buckhead Creek before emptying into
Buckhead Creek. Riprap is present at the culverts and along the banks. The channel is a sand bed.
Within the maintained portions, vegetation is mostly shrubs with a few scattered trees, including
American black elderberry (Sambucus nigra), broadleaf cattail (Typha latifolia), arrowleaf tearthumb
(Polygonum sagittatum), red maple, swamp tupelo (Nyssa biflora), and American pokeweed
(Phytolacca americana) in a narrow strip along the channel banks. Beyond the narrow woody buffer
are maintained grasses beyond. The forested buffer includes red maple, swamp tupelo, and Chinese
pr ivet,
Unnamed Tributary 3 to Buckhead Creek (Buckhead Kingsford)
This stream has been channelized along lot boundaries and along a railroad bed (Figure 7). The area is
highly disturbed with areas with unstable banks. The water is stagnant with a very low flow. It has a
sandy substrate and shallow benches in the channel were observed.
The natural vegetation has been highly disturbed and consists of elderberry, red maple, smallspike
false nettle (Boehmeria cylindrical), Virginia creeper (Parthenocissus quinquefolia), and Japanese
honeysuckle. Broadleaf cattail and submerged aquatic vegetation is present in the shallow waters.
WETLANDS
Coventry Road Wetland
This wetland extends along the floodplain east of Buckhead Creek, beginning approximately 250 feet
downstream of Coventry Road culvert. This wetland varies in width from approximately 30 feet to 140
feet, extending from the toe of slope to a narrow berm along the channel. Soils are dark mucky mineral
surface underlain by dark sandy textured subsoil to 7 feet. Hydrology is from flooding, groundwater
discharge, and extended surface storage.
Vegetation in the wetlands consists of hardwood tree canopy with dense to open understory. The
canopy includes swamp tupelo, sweetgum (Liquidambar styraciflua), tulip poplar (Liriodendron
tulipifera), red maple, bald cypress (Taxodium distichum), and slippery elm (Ulmus rubra). Shrubs
include American holly (Ilex opaca) Chinese privet, southern magnolia (Magnolia grandiflora), and
possumhaw viburnum. Other vegetation present is giant cane (Arundinaria gigantea) netted chainfern
(Woodwardia areolata), roundleaf green briar, sawtooth blackberry, eastern poison ivy, and Japanese
honeysuckle.
Raeford Road Wetland
This wetland extends to both sides of Buckhead Creek. The wetland to the east begins approximately
100 feet downstream of Raeford Road culvert. This wetland varies in width from approximately 40 feet
to 350 feet, extending from the toe of slope to the top of bank along the channel. The wetland to the
west begins approximately 250 dowstream of the Raeford Road Culvert. This wetland varies in width
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.com Transportation • Water Resources • Urban Development • Geomatics

from approximately 100 feet to 350 feet, extending from the toe of slope to the top of bank along the
channel. Soils across these wetlands are variable, but typically dark and sandy textured to 7 feet.
Hydrology is from flooding, groundwater discharge, and extended surface storage.
Vegetation in the wetlands consists of hardwood tree canopy with dense to open understory. The
canopy includes swamp tupelo, sweetgum, tulip poplar, red maple, bald cypress, and slippery elm.
Shrubs include American holly (Ilex opaca), large gallberry (Ilex coriacea), elderberry, Chinese privet,
and possumhaw viburnum. Other vegetation present is American black elderberry giant cane,
roundleaf green briar, sawtooth blackberry, eastern poison ivy, and Japanese honeysuckle.
Montclair — Wetland
A small area of disturbed wetland is located along the backwater of Buckhead Creek upstream of
Raeford Road. This wetland extends outside of the project survey area. It is associated with a small,
unnamed tributary to Buckhead Creek having its watershed in the Montclair neighborhood. This
wetland has loamy sand and sandy loam textured soil that is saturated much of the year. Evidence of
beaver was observed. Typical vegetation includes red maple, Chinese privet, roundleaf green briar,
and Japanese honeysuckle.
Other Potential Waters of the US
Other potential waters of the US were investigated in the study area. No other waters of the US were
identified. The roadside ditches and most drainage ditches lacked hydric soil and /or hydrology
indicators. Several undeveloped lots were investigated but all lacked hydric soils and /or hydrology
indicators. No streams or wetlands were identified in the Raeford Road - Faison project area.
SUMMARY OF FINDINGS
Jurisdictional streams and wetlands were identified and delineated in the four project areas. Four
streams were delineated, including Buckhead Creek, three unnamed tributaries to Buckhead Creek.
Buckhead Creek flows through both the Coventry Road and Raeford Road project areas. Extensive
forested wetland areas were identifies at the Coventry Road and Raeford Road projects. A small
wetland area was found within the Montclair site. Representative photographs, field notes, data forms,
and field maps are on file.
All delineation boundaries and jurisdictional status determinations are preliminary pending USACE
verification.
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.com
Transportation • Water Resources • Urban Development • Geomatics

U
Nix
C9rrrpgr0,,, r Jl Fort Bra
lb
c Pa{ 1404 bl
87
24
fiat � # �
87
59
--�87
77—
- – w
� II
� G y
I� 01961rr.t#aL8
}
er4, °�r rur
SR 316 n
{
'
'4 pawstt4�444 Dr
HVir:JrEk b rRr�f'�
'
11,01, a k
r �' 7 Buckhead Kingsford Project l's
Louise
Montclair Project, $
UlfoTd Rd 401 Bu
8f 5 Y
a
Raeford Rd Project o 7 =
Ir
01 Rd
tai$ 4 x pig°
Spruce
fi #
Rd °harry dap eConter Dr
Df "
# e"'
'x1
i endhuret
OAL gve
*C(a Dr Y e+ }hRirU�� 4 d
7
of 05's
Ohm
# OT
Or
+ ry
)NO0610r U 0�, W V'
k
RQd
01 ee
it y D
sum s 46 `#t 9
10
R
omnadi
q
Coventry Project 11
*
.g A�
�f5`
Inu 8d�rrt
b lenr`d�g�di
r
Cdr 8F °
bar RV 6** Or
c %
a t,c Ave *
11
buaiaridge, o At 1kd a
ri r at $ ti
I-ir C
Creek C +r
U
�1 x l}
ve
7 ���yTrM1�
14 1<TM
r
T�dTt Dosni+��4 SO 14
TrelK Or
asce
�(,lrT�
a
o x
1344
�0
•C f q
f
Cuinbarinnd O
Avonctoft Or
Figure 1
Buckhead Creek Watershed N Legend
PSW K
WDICKSON
Stormwater Infrastructure Improvement
Vicinity Map *
Project Sites
�amm�r uy inrrasr ��r� a nor s��fa is
Miles
0 0.25 0.5 1
Buckhead Creek
1 in = 0.5 miles

r
Ai F •T
'' ' Cliffdale Rd
•" � �`
-r
- "�i
�"��
r}r 5• irk
�
` � '�-
f ' y ' + °{
'a r. `:; ° t.
� _ ;f�- - -�•�, sue_ _.� `I
E wa
� t
9 er Dr
_
R
401 �� ;�- - e. � 2- �
� :�� h��ti~
F \ �� �• Y
.�
N 6
Buckhead Kingsford Project
+ Montclair Project
y
i
401 s � EE
{efor
I
Ra d•Rd* e
f� ,
f _
Raeford Rd Project w
A•{'
.�o';:
- • � iris � - �
� � I� • ', < � •••]� 4r '%A -
IWa_tauga R
� ,•ut Dr•- o
• ° - � - �
y • �F{ �'* ''�..
12, Ca
Ty' al
+ _ ��„•F
<y � a�
;Redwood
�w
'�"
i I Coventry Project
o0
• + —..y11 n�
F
3
� r � 59
o
'�r..
,co -
*•'}
., r�
x.. - „w, "` s C �b . � ,�� f
x,.11
F��I�r�
�.
Figure 2
Buckhead
Creek Watershed N Legend
P►WK Stormwater
Infrastructure Improvement
W DICKSON
USGS Map Project Sites
c M.UWly IM,O.huot.rB gn5Wt.fth
Feet
Buckhead Creek
0 1,000 2,000 4,000
Source: USGS Quadrangle - Fayetteville
1 in = 2,000 feet

Ur GoA NoA Cc
�
^,,,� y�
Cliffdale Rd
�t
�
�a FcB
BaD
Co
BaD
��(
broo,k
Bd%
FaB,
d�.\
ado(
FcB
JT
y�
VaD
a
V E Ed9eW
g aterDr
NoA
NoA
r NoA
hP ^SO
BdD
WaB FaB
WaB
Ra 7C
�('
FaB
BaD
GoA ~�h
VaD BpR VaD BaD
BrB FcB
GoA
Buckhead
Kingsford Project
Montclair Project
FCb
lJd WaB GoA\
BaD
JT
FaB
Belford Rd
CaD
u�
Raeford Rd
ll-
� d
BdD
Raeford Rd Project
o
601 LbB
WgB
0
x.� G
D GoA FcB 9� JTi
rune Dr N
Sp Watauga Rd
m
?'a
Ur
CaB
Gd B °o0
a
W aknut Dr
m
TR p
'T p
GdB
a
O
O WgB
3
i
OF
CaCaD
Red WOOdrD r
o�er
9eO�
LbB
a �
r90
'/aB Pa
Coventry Project
w
O ooc
it
Gd D
m
C7
'
, JT
BdD
x. BdD
Ashton Dr
O
I
m
o TR
—
LaB
Carlos Ave
BaD
- �.
Pa
LbB
d
LaB L
Y
k�
BaD
a
TR VaD,
W
\and Rd
GdB
WaB
VgE V
miler
Cu
WaB
JT WaB
Figure 3
Buckhead Creek Watershed N
Legend
P►WK
Stormwater Infrastructure Improvement
W DICKSON
Soils Map
Project Sites
cammunuy intrasructure cvncuitonie
Feet
Buckhead Creek
0 1,000 2,000
4,000
1 in = 2,000 feet

Figure 4 Legend
Buckhead Creek Watershed N
PIWK Stormwater Infrastructure Improvement Survey Extents
W❑ICKSON Coventry Map ® Unnamed Tributaries
cvmmunuy intrasfucture cvncuitonir
Feet L Surveyed Wetlands
0 100 200 400
1 in = 200 feet = Buckhead creek

Nkl
lop.
Mims
40#
#*'
40II
I

z.A
i 4. _ s
Wetland Area Within
Project Limits = 0.10 Acres
y UT2 to Buckhead Creek - .
36 LF of stream'
of � . '.
'{ r
r
-, sue.' -Aa
r"-r*pr-d
Figure 6
Buckhead Creek Watershed N Legend
P►WK Stormwater Infrastructure Improvement Survey Extents
WDlCKSON Montclair Map
°°M —Ily i"t,00.. °' °'B ° ° " ° ° " ° "'" Feet Surveyed Wetlands
0 50 100 200 Unnamed Tributary
1 in = 100 feet

A" �' �•. �
s -
e
k
i -
•
�1 of W
1 y
r =;'�
TV
jot
y
dF
Figure 7 Legend
Buckhead Creek Watershed N 9
P►WK Stormwater Infrastructure Improvement Survey Extents
WDEC KSON Buckhead Kingsford Map _ _
— M.uNly IM,O.huot.�B �gn5Wt.fth Feet IL Surveyed Wetlands
0 50 100 200 ® Unnamed Tributary
1 in = 100 feet

NC DWQ Stream Identification Form Version 4.11
Date: (� .'L� Za /Q
ProjectlSite: s
Latitude:
Evaluator: �!,
County: �4u'� �e�!►t?�
Longitude:
r
1
2
Total Points:
Stream Dete ation circle one)
Other
Stream is at least intermittent n
if a 19 or perennial if >_ 30' d�.
Ephemeral tnterm!e Perennial
e.g. Quad Name:
A. Geomorphology (Subtotal = R )
Absent
Weak
Moderate
-Strong
1a. Continuity of channel bed and bank
0
1
2
3
2. Sinuosity of channel along thalweg
1
1
2
3
3. In- channel structure: ex. riffle -pool, step -pool,
ripple-pool sequence
0
1
2
3
4. Particle size of stream substrate
0
1 0.5
2
3
5. Active /relict floodplain
0
1
1
3
6. Depositional bars or benches
0
1
2
3
7. Reoent alluvial deposits
0
1
2
3
8. Neadcuts
0
1
2
3
9. Grade control
0
0.5
1
1.5
10, Natural valley
0
0.5
1.5
11. Second or greater order channel
No =_0
Yes = 3
a artificial ditches are not rated; see discussions in manual
B. Hvdroloov (Subtotal= q. 5 ) 1. /
12. Presence of Baseflow
0
V
2
3
13. Iron oxidizing bacteria
3
1
2
3
14. Leaf litter
1
1
0.5
0
15. Sediment on plants or debris
0
0.5
2
1.5
16. Organic debris lines or piles
0
1 0.5
1
1.5
17. Soil -based evidence of high water table?
o =
Yes = 3
C. Biology (Subtotal = -7.7 5 ) (11 }
18. Fibrous roots in streambed
3
C2 )
1
0
19. Rooted upland plants in streambed
3
1
0
20. Macrobenthos (note diversity and abundance)
0
1
2
3
21. Aquatic Mollusks
1
2
3
22. Fish
0
0.5
1
1.5
23. Crayfish
0
1
1.5
24. Amphibians
0
0.5
1
1.5
25. Algae
0
.5
1
1.5
26. Wetland plants in streambed
fACVT = 0.7 OBL = 1.5 Other = 0
`perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

NC DWO Stream Identification Form Version 4.11
Date: y -'z 1 solo
ProjectlSite: Ga l /
Lattude: CM
3 , 7 e--
Evaluator: DP) rq
County: C v I
Longitude: 7�. y rI6300
Total Points: r�
Stream is at least intermittent I
Stream Deternlination Icircle one)
Ephemeral Interrnitten erennial
Other
e.g. Quadlvame:
if ? 19 or perennial if z 30' 1
2. Sinuosity of channel along lhalweg
0
A. Geolnor holo (Subtotal = )
Absent
Weak
Moderate
Strong
18, Continuity of channel bed and bank
0
1
N
3
2. Sinuosity of channel along lhalweg
0
1
2
3
3. In- channel structure: ex. riffle -pool, step -pool,
ripple-pool sequence
0
0.5
2
3
4. Particle size of stream substrate
4
1
2
3
5. Active/relict floodplain
0
1
1
3
6. Depositional bars or benches
0
1
2
3
7. Recent alluvial deposits
0
IT
2
3
8. Headcuts
0
1
2
3
9. Grade control
0
0.5
26. Wetland plants in streambed
1.5
10. Natural valley
0
0.5
1
1.5
11. Second or greater order channel
No = 0
Yes = 3
° artificial ditches are not rated; see discussions in manual
B_ Hvdroloov (Subtotal = 8 1
12. Presence of Baseflow
0
1
2
3
13. Iron oxidizing bacteria
0
1
2
3
14. Leaf litter
1.5
1
0.5
0
15. Sediment on plants or debris
0
0.5
21. Aquatic Mollusks
1.5
16. Organic debris lines or piles
0
1 0.5
3
1.5
17. Soil -based evidence of high water table?
No = 0
ges =
C. Bioloov (Subtotal= X. 5 1 3 -"5 2
18. Fibrous roots in streambed
3
1
0
19. Rooted upland plants in streambed
1
0
20. Macrobenthos (note diversity and abundance)
0
2
3
21. Aquatic Mollusks
0
1
2
3
22. Fish
0
1 0.5
1
1.5
23. Crayfish
0
0.
r075__
1
1.5
24. Amphibians
0
0.5
1
1.5
25. Algae
0
0.5
1
1.5
26. Wetland plants in streambed
CFACW = 0.
; OBL = 1.5 Other = 0
`perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:
4
W

Print For
WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: Buckhead Creek - Coventry Project City /County: Cumberland Sampling Date: 2010 -07 -16
Applicant/Owner: City of Fayetteville State: NC Sampling Point: Wetland
Investigator(s): G Lankford, B Hockett Section, Township, Range:
Landform (hillslope, terrace, etc.): Drainageway Local relief (concave, convex, none): none Slope ( %): <1
Subregion (LRR or MLRA): LRR T Lat: 35.025008 Long: - 78.951680 Datum:
Soil Map Unit Name: Johnston loam NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ❑x No ❑ (If no, explain in Remarks.)
Are Vegetation 0, Soil 0, or Hydrology 0 significantly disturbed? Are "Normal Circumstances" present? Yes El No ❑
Are Vegetation ❑, Soil 0, or Hydrology ❑ 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 ❑x No
❑ Is the Sampled Area
❑x
Hydric Soil Present? Yes No ❑x No
❑ within a Wetland? Yes
Wetland Hydrology Present? Yes ❑x No
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
0 Surface Soil Cracks (B6)
Surface Water (Al)
_0 Water- Stained Leaves (B9)
0 Sparsely Vegetated Concave Surface (B8)
El High Water Table (A2)
Aquatic Fauna (B13)
❑ Drainage Patterns (B10)
0 Saturation (A3)
T❑
1..1 Marl Deposits (B15) (LRR U)
Moss Trim Lines (B16)
Marks (B1)
_0 Hydrogen Sulfide Odor (C1)
❑ Dry- Season Water Table (C2)
BWater
Sediment Deposits (B2)
0 Oxidized Rhizospheres on Living Roots (C3)
0 Crayfish Burrows (C8)
Drift Deposits (B3)
a Presence of Reduced Iron (C4)
a Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
Recent Iron Reduction in Tilled Soils (C6)
_ Geomorphic Position (D2)
0 Iron Deposits (B5)
_0 Thin Muck Surface (C7)
0 Shallow Aquitard (D3)
0 Inundation Visible on Aerial Imagery (B7)
0 Other (Explain in Remarks)
❑ FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes 0 No
0 Depth (inches):
Water Table Present? Yes 0 No
0 Depth (inches): 3
Saturation Present? Yes 0 No
0 Depth (inches): Surface
Wetland Hydrology Present? Yes ❑x No ❑
(includes capillary fringe)
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: Wetland
Tree Stratum 30 foot radius
Absolute
% Cover
Dominant Indicator
Species? Status
Dominance Test worksheet:
(Plot size: )
Number of Dominant Species
N ssa blflora
1. y
60
x OBL
0
7
That Are OBL, FACW, or FAC: (A)
2 Liquidambar styraciflua
15
❑ FAC
3 Taxodium distichum
5
E] OBL
Total Number of Dominant 7
Species Across All Strata: (B)
4.
❑
❑
Percent of Dominant Species
100
5.
That Are OBL, FACW, or FAC: (A /B)
6.
❑
Prevalence Index worksheet:
7 ❑
80
= Total Cover
Total % Cover of: Multiply bV:
Sapling Stratum (Plot size: )
OBL species 65 x 1 = 65
1.
❑
FACW species 5 x 2 = 10
2.
❑
FAC species 42 x 3 = 126
3.
❑
FACU species 5 x 4 = 20
4.
❑
UPL species x 5 = 0
5.
❑
Column Totals: 117 (A) 221 (B)
6.
❑
1.89
❑
Prevalence Index = B/A =
7
Hydrophytic Vegetation Indicators:
Shrub Stratum (Plot size: 30 foot radius )
= Total Cover
_ Dominance Testis >50%
1 Acer rubrum
15
❑x FAC
_ Prevalence Index is 553.0'
2 Ligustrum sinense
5
❑x FAC
_ Problematic Hydrophytic Vegetation' (Explain)
3 Ilex coriacea
5
❑x FACW
4 Ilex opaca
2
❑ FAC
'Indicators of hydric soil and wetland hydrology must
❑
be present, unless disturbed or problematic.
5.
6.
❑
Definitions of Vegetation Strata:
7.
❑
22
Tree —Woody plants, excluding woody vines,
10 feet radius
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1 Rubus argutus
5
❑x FACU
❑
Sapling — Woody plants, excluding woody vines,
2.
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 in. (7.6 cm) DBH.
4.
❑
❑
Shrub — Woody plants, excluding woody vines,
5.
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
❑
Herb — All herbaceous (non- woody) plants, including
7.
herbaceous vines, regardless of size. Includes woody
8
❑
plants, except woody vines, less than approximately
❑
3 ft (1 m) in height.
9.
10.
❑
Woody vine — All woody vines, regardless of height.
11.
❑
12.
❑
t radius
di
Woody Vine Stratum (Plot size: 10 fee )
= Total Cover
1 Smilax rotundifolia
5
0 FAC
2 Toxicodendron radicans
5
0 FAC
3.
❑
4.
❑
❑
Hydrophytic
5
10
Vegetation
❑x 1:1
= Total Cover
Present? Yes No
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

SOIL
to the depth needed to document the indicator or
Sampling Point: Wetland
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
0 -5 7.5YR 2.5/2 mucky L
5 -12 7.5YR 2.5/1
12 -20 7.5YR 2.5/1
7.5YR 5/6
C LS
SCL
'Type: C= Concentration, D= Depletion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix.
Hvdric Soil Indicators:
❑
Indicators for Problematic Hydric Soils3:
Histosol (Al)
Below Surface (S8) (LRR S, T, U)
.131 cm Muck (A9) (LRR O)
Q
Histic Epipedon (A2)
TTE3Polyvalue
QThin Dark Surface (S9) (LRR S, T, U)
_❑ 2 cm Muck (A10) (LRR S)
1L
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
a
Hydrogen Sulfide (A4)
ZLoamy Gleyed Matrix (F2)
_❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑
Stratified Layers (A5)
Depleted Matrix (F3)
_0 Anomalous Bright Loamy Soils (F20)
IJ
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
LJRedox
oDepleted
Dark Surface (F6)
Dark Surface (F7)
(MLRA 15313)
_❑ Red Parent Material (TF2)
B_
Muck Presence (A8) (LRR U)
�Redox Depressions (F8)
_❑ Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
Other (Explain in Remarks)
I_L
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Q
Coast Prairie Redox (A16) (MLRA 150A)
_0 Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Q
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151)
-OReduced
unless disturbed or problematic.
Sandy Gleyed Matrix (S4)
Vertic (F18) (MLRA 150A, 1506)
Mx
Sandy Redox (S5)
]]Piedmont Floodplain Soils (F19) (MLRA 149A)
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
xQ
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type
Depth (inches):
Hydric Soil Present? Yes ❑x No ❑
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

Print For
WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: Buckhead Creek - Coventry Project City /County: Cumberland Sampling Date: 2010 -07 -16
Applicant/Owner: City of Fayetteville State: NC Sampling Point: Upland
Investigator(s): G Lankford, B Hockett Section, Township, Range:
Landform (hillslope, terrace, etc.): Drainageway Local relief (concave, convex, none): convex Slope ( %): <1
Subregion (LRR or MLRA): LRR T Lat: 35.025008 Long: - 78.951680 Datum:
Soil Map Unit Name: Johnston loam NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ❑x No 0 (If no, explain in Remarks.)
Are Vegetation 0, Soil 0, or Hydrology 0 significantly disturbed? Are "Normal Circumstances" present? Yes 0 No ❑
Are Vegetation ❑, Soil 0, or Hydrology ❑ 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 ❑x No ❑
Is the Sampled Area
Hydric Soil Present? Yes El ❑ No x ❑ ❑x
within a Wetland? Yes No
Wetland Hydrology Present? Yes El ❑ No x
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
0 Surface Soil Cracks (B6)
Surface Water (Al)
_❑ Water- Stained Leaves (B9)
0 Sparsely Vegetated Concave Surface (B8)
El High Water Table (A2)
Aquatic Fauna (B13)
❑ Drainage Patterns (B10)
0 Saturation (A3)
TO
0 Marl Deposits (B15) (LRR U)
❑_ Moss Trim Lines (B16)
Marks (B1)
_❑ Hydrogen Sulfide Odor (C1)
❑ Dry- Season Water Table (C2)
BWater
Sediment Deposits (B2)
0 Oxidized Rhizospheres on Living Roots (C3)
0 Crayfish Burrows (C8)
Drift Deposits (B3)
a Presence of Reduced Iron (C4)
e Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Geomorphic Position (D2)
❑ Iron Deposits (B5)
_0 Thin Muck Surface (C7)
0 Shallow Aquitard (D3)
0 Inundation Visible on Aerial Imagery (B7)
0 Other (Explain in Remarks)
❑ FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes 0 No
0 Depth (inches):
Water Table Present? Yes 0 No
0 Depth (inches):
Saturation Present? Yes 0 No
0 Depth (inches):
Wetland Hydrology Present? Yes ❑ No ❑x
(includes capillary fringe)
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: Upland
Tree Stratum 30 foot radius
Absolute
% Cover
Dominant Indicator
Species? Status
Dominance Test worksheet:
(Plot size: )
Number of Dominant Species
1. Pinus taeda
75
x
0 FAC
That Are OBL, FACW, or FAC: 7 (A)
2 Liriodendron tulipifera
15
❑ FAC
3 Acer rubrum
10
E] FAC
Total Number of Dominant 7
Species Across All Strata: (B)
4.
❑
❑
Percent of Dominant Species
100
5.
That Are OBL, FACW, or FAC: (A /B)
6.
❑
Prevalence Index worksheet:
7 ❑
100
= Total Cover
Total % Cover of: Multiply by:
Sapling Stratum (Plot size: )
OBL species x 1 =
1.
❑
FACW species x 2 =
2.
❑
FAC species x 3 =
3.
❑
FACU species x 4 =
4.
❑
UPL species x 5 =
5.
❑
Column Totals: (A) (B)
6.
❑
El
Index = B/A =
7
Hydrophytic Vegetation Indicators:
Hydrophytic
Shrub Stratum (Plot size: 30 foot radius )
= Total Cover
_ Dominance Testis >50%
1 Ligustrum sinense
10
❑x FAC
_ Prevalence Index is 553.0'
2 Ulmus rubra
5
❑x FAC
_ Problematic Hydrophytic Vegetation' (Explain)
3.
❑
4
❑
'Indicators of hydric soil and wetland hydrology must
❑
be present, unless disturbed or problematic.
5.
6.
❑
Definitions of Vegetation Strata:
7.
❑
15
Tree —Woody plants, excluding woody vines,
10 feet radius
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1 Rubus argutus
5
❑x FACU
2 Woodwardia areolata
5
❑x OBL
Sapling —Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 in. (7.6 cm) DBH.
4.
❑
❑
Shrub — Woody plants, excluding woody vines,
5.
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
❑
Herb — All herbaceous (non- woody) plants, including
7.
herbaceous vines, regardless of size. Includes woody
8
❑
plants, except woody vines, less than approximately
❑
3 ft (1 m) in height.
9.
10.
❑
Woody vine — All woody vines, regardless of height.
11.
❑
12.
❑
Woody Vine Stratum (Plot size: 10 feet radius )
10
=Total Cover
1 Smilax rotundifolia
5
0 FAC
2 Toxicodendron radicans
5
0 FAC
3.
❑
4.
❑
❑
Hydrophytic
5
10
Vegetation
❑x 1:1
= Total Cover
Present? Yes No
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

SOIL
to the depth needed to document the indicator or
Sampling Point: Upland
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
0 -10 7.5YR 4/3 S
W1 F411• &'>t'I:Z!LQ
7.5YR 2.5/1 10
D SL
'Type: C= Concentration, D= Depletion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix.
Hvdric Soil Indicators:
❑
Indicators for Problematic Hydric Soils3:
Histosol (Al)
Below Surface (S8) (LRR S, T, U)
.131 cm Muck (A9) (LRR O)
Q
Histic Epipedon (A2)
TTE3Polyvalue
QThin Dark Surface (S9) (LRR S, T, U)
_❑ 2 cm Muck (A10) (LRR S)
1L
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
a
Hydrogen Sulfide (A4)
ZLoamy Gleyed Matrix (F2)
_❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑
Stratified Layers (A5)
Depleted Matrix (F3)
_0 Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
T�Redox
oDepleted
Dark Surface (F6)
Dark Surface (F7)
(MLRA 15313)
_❑ Red Parent Material (TF2)
B_
Muck Presence (A8) (LRR U)
�Redox Depressions (F8)
_❑ Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
Other (Explain in Remarks)
I_L
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Q
Coast Prairie Redox (A16) (MLRA 150A)
_0 Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Q
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151)
-OReduced
unless disturbed or problematic.
Sandy Gleyed Matrix (S4)
Vertic (F18) (MLRA 150A, 1506)
RSandy
Redox (S5)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Q
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type
Depth (inches):
Hydric Soil Present? Yes ❑ No ❑x
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

Print For
WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: Buckhead Creek - Raeford Road Project City /County: Cumberland Sampling Date: 2010 -05 -11
Applicant/Owner: City of Fayetteville State: NC Sampling Point: Wetland
Investigator(s): G Lankford, B Hockett Section, Township, Range:
Landform (hillslope, terrace, etc.): Drainageway Local relief (concave, convex, none): none Slope ( %): <1
Subregion (LRR or MLRA): LRR T Lat: 35.041919 Long: - 78.950392 Datum:
Soil Map Unit Name: Johnston loam NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ❑x No 0 (If no, explain in Remarks.)
Are Vegetation 0, Soil 0, or Hydrology 0 significantly disturbed? Are "Normal Circumstances" present? Yes 0 No
Are Vegetation ❑, Soil 0, or Hydrology ❑ 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 ❑x No
❑ Is the Sampled Area
❑x
Hydric Soil Present? Yes No ❑x No
❑ within a Wetland? Yes
Wetland Hydrology Present? Yes ❑x No
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
0 Surface Soil Cracks (B6)
Surface Water (Al)
_0 Water- Stained Leaves (B9)
0 Sparsely Vegetated Concave Surface (B8)
El High Water Table (A2)
Aquatic Fauna (B13)
Drainage Patterns (B10)
0 Saturation (A3)
TO
1..1 Marl Deposits (B15) (LRR U)
1❑x
L=1 Moss Trim Lines (B16)
Marks (B1)
_0 Hydrogen Sulfide Odor (C1)
❑x Dry- Season Water Table (C2)
BWater
Sediment Deposits (B2)
0 Oxidized Rhizospheres on Living Roots (C3)
0 Crayfish Burrows (C8)
Drift Deposits (B3)
a Presence of Reduced Iron (C4)
® Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
_ Recent Iron Reduction in Tilled Soils (C6)
x Geomorphic Position (D2)
0 Iron Deposits (B5)
_0 Thin Muck Surface (C7)
0 Shallow Aquitard (D3)
0 Inundation Visible on Aerial Imagery (B7)
0 Other (Explain in Remarks)
FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes 0 No
0 Depth (inches):
Water Table Present? Yes 0 No
0 Depth (inches):
Saturation Present? Yes 0 No
0 Depth (inches): 14
Wetland Hydrology Present? Yes ❑x No
(includes capillary fringe)
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: Wetland
Tree Stratum 30 foot radius
Absolute
% Cover
Dominant Indicator
Species? Status
Dominance Test worksheet:
(Plot size: )
Number of Dominant Species
LI uidambar st raclflua
1. q Y
75%
x FAC
0
4
That Are OBL, FACW, or FAC: (A)
2 Nyssa biflora
15
❑ OBL
3 Liriodendron tulipifera
15
E] FAC
Total Number of Dominant 4
Species Across All Strata: (B)
4.
❑
5.
❑
Percent of Dominant Species
100
That Are OBL, FACW, or FAC: (A /B)
6.
❑
Prevalence Index worksheet:
7 ❑
105
= Total Cover
Total % Cover of: Multiply by:
Sapling Stratum (Plot size: )
OBL species x 1 =
1.
❑
FACW species x 2 =
2.
❑
FAC species x 3 =
3.
❑
FACU species x 4 =
4.
❑
UPL species x 5 =
5.
❑
Column Totals: (A) (B)
6.
❑
El
Index = B/A =
7
Hydrophytic Vegetation Indicators:
Hydrophytic
Shrub Stratum (Plot size: 30 foot radius )
= Total Cover
_ Dominance Testis >50%
1. Ligustrum sinense
45
Q FAC
_ Prevalence Index is 553.0'
2 Alnus serrulata
5
❑ FACW
_ Problematic Hydrophytic Vegetation' (Explain)
3 Vaccinium corymbosum
5
❑ FACW
4 Acer rubrum
5
❑ FAC
'Indicators of hydric soil and wetland hydrology must
5 Aronia arbutifolia
5
❑ FACW
be present, unless disturbed or problematic.
6.
❑
Definitions of Vegetation Strata:
7.
❑
65
Tree —Woody plants, excluding woody vines,
10 feet radius
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1. Woodwardia areolata
5
0 OBL
2 Osmunda cinnamomea
1
❑ FACW
Sapling — Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 in. (7.6 cm) DBH.
4.
❑
❑
Shrub — Woody plants, excluding woody vines,
5.
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
❑
Herb — All herbaceous (non- woody) plants, including
7.
herbaceous vines, regardless of size. Includes woody
8
❑
plants, except woody vines, less than approximately
❑
3 ft (1 m) in height.
9.
10.
❑
Woody vine — All woody vines, regardless of height.
11.
❑
12.
❑
s
Woody Vine Stratum (Plot size: 10 feet radius
6
= Total Cover
Toxicodendron radicans
7%
0 FAC
2 Lonicera japonica
1
❑ FAC
3.
❑
4.
❑
❑
Hydrophytic
5
8
Vegetation
0 11
= Total Cover
Present? Yes No
Remarks: (If observed, list morphological adaptations below).
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

SOIL Sampling Point: Wetland
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) % Type Loc Texture Remarks
0 -1 10YR 2/2
SL
1 -8 7.5YR 4/1
7.5YR 5/8 10 C LS
8 -14 7.5YR 2.5/1
7.5YR 5/6 15 C SCL
14 -19 7.5YR 5/3
7.5YR 4/6 10 C SL
'Type: C= Concentration, D= Depletion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix.
Hvdric
Soil Indicators:
Indicators for Problematic Hydric Soils3:
❑
Histosol (Al)
Below Surface (S8) (LRR S, T, U) .131 cm Muck (A9) (LRR O)
Q
Histic Epipedon (A2)
TTE3Polyvalue
QThin Dark Surface (S9) (LRR S, T, U) _❑ 2 cm Muck (A10) (LRR S)
1L
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O) ❑ Reduced Vertic (F18) (outside MLRA 150A,B)
a
Hydrogen Sulfide (A4)
ZLoamy Gleyed Matrix (F2) _❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑
Stratified Layers (A5)
Depleted Matrix (F3) _0 Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
LJRedox Dark Surface (F6) (MLRA 15313)
5 cm Mucky Mineral (A7) (LRR P, T, U)
oDepleted Dark Surface (F7) _❑ Red Parent Material (TF2)
B_
Muck Presence (A8) (LRR U)
�Redox Depressions (F8) _❑ Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U) Other (Explain in Remarks)
I_L
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T) 3Indicators of hydrophytic vegetation and
Q
Coast Prairie Redox (A16) (MLRA 150A) _0 Umbric Surface (F13) (LRR P, T, U) wetland hydrology must be present,
Q
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151) unless disturbed or problematic.
-OReduced
Sandy Gleyed Matrix (S4)
Vertic (F18) (MLRA 150A, 1506)
Mx
Sandy Redox (S5)
]]Piedmont Floodplain Soils (F19) (MLRA 149A)
N
N
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Q
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes ❑x No ❑
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

Print For
WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: Buckhead Creek - Raeford Road Project City /County: Cumberland Sampling Date: 2010 -05 -11
Applicant/Owner: City of Fayetteville State: NC Sampling Point: Upland
Investigator(s): G Lankford, B Hockett Section, Township, Range:
Landform (hillslope, terrace, etc.): Drainageway Local relief (concave, convex, none): convex Slope ( %): <1
Subregion (LRR or MLRA): LRR T Lat: 35.041919 Long: - 78.950392 Datum:
Soil Map Unit Name: Johnston loam NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ❑x No 0 (If no, explain in Remarks.)
Are Vegetation 0, Soil 0, or Hydrology 0 significantly disturbed? Are "Normal Circumstances" present? Yes 0 No ❑
Are Vegetation ❑, Soil 0, or Hydrology ❑ 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 ❑x No ❑
Is the Sampled Area
Hydric Soil Present? Yes El ❑ No x ❑ ❑x
within a Wetland? Yes No
Wetland Hydrology Present? Yes El ❑ No x
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
0 Surface Soil Cracks (B6)
Surface Water (Al)
_❑ Water- Stained Leaves (B9)
0 Sparsely Vegetated Concave Surface (B8)
El High Water Table (A2)
Aquatic Fauna (B13)
❑ Drainage Patterns (B10)
0 Saturation (A3)
TO
0 Marl Deposits (B15) (LRR U)
❑_ Moss Trim Lines (B16)
Marks (B1)
_❑ Hydrogen Sulfide Odor (C1)
❑ Dry- Season Water Table (C2)
BWater
Sediment Deposits (B2)
0 Oxidized Rhizospheres on Living Roots (C3)
0 Crayfish Burrows (C8)
Drift Deposits (B3)
a Presence of Reduced Iron (C4)
e Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Geomorphic Position (D2)
❑ Iron Deposits (B5)
_0 Thin Muck Surface (C7)
0 Shallow Aquitard (D3)
0 Inundation Visible on Aerial Imagery (B7)
0 Other (Explain in Remarks)
❑ FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes 0 No
0 Depth (inches):
Water Table Present? Yes 0 No
0 Depth (inches):
Saturation Present? Yes 0 No
0 Depth (inches):
Wetland Hydrology Present? Yes ❑ No ❑x
(includes capillary fringe)
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: Upland
Tree Stratum 30 foot radius
Absolute
% Cover
Dominant Indicator
Species? Status
Dominance Test worksheet:
(Plot size: )
Number of Dominant Species
LI uidambar st raclflua
1. q y
35
x FAC
0
4
That Are OBL, FACW, or FAC: (A)
2 Liriodendron tulipifera
10
❑ FAC
3 Acer rubrum
65
0 FAC
Total Number of Dominant
6
Species Across All Strata: (B)
4.
❑
❑
Percent of Dominant Species
67
5.
That Are OBL, FACW, or FAC: (A /B)
6.
❑
Prevalence Index worksheet:
7 ❑
110
= Total Cover
Total % Cover of: Multiply by:
Sapling Stratum (Plot size: 30 foot radius )
OBL species x 1 =
1 Oxydendrum arboreum
10
0 NI
FACW species x 2 =
2.
❑
FAC species x 3 =
3.
❑
FACU species x 4 =
4.
❑
UPL species x 5 =
5.
❑
Column Totals: (A) (B)
6.
❑
El
Index = B/A =
7
Hydrophytic Vegetation Indicators:
Hydrophytic
Shrub Stratum (Plot size: 30 foot radius )
= Total Cover
_ Dominance Testis >50%
1 Ligustrum sinense
60
Q FAC
_ Prevalence Index is 553.0'
2 Ulmus rubra
1
❑ FAC
_ Problematic Hydrophytic Vegetation' (Explain)
3 Magnolia virginiana
3
❑ FACW
4
❑
'Indicators of hydric soil and wetland hydrology must
❑
be present, unless disturbed or problematic.
5.
6.
❑
Definitions of Vegetation Strata:
7.
❑
15
Tree —Woody plants, excluding woody vines,
10 feet radius
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1 Woodwardia areolata
5
0 OBL
❑
Sapling —Woody plants, excluding woody vines,
2.
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 in. (7.6 cm) DBH.
4.
❑
❑
Shrub — Woody plants, excluding woody vines,
5.
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
❑
Herb — All herbaceous (non- woody) plants, including
7.
herbaceous vines, regardless of size. Includes woody
8
❑
plants, except woody vines, less than approximately
❑
3 ft (1 m) in height.
9.
10.
❑
Woody vine — All woody vines, regardless of height.
11.
❑
12.
❑
Woody Vine Stratum (Plot size: 10 feet radius )
10
=Total Cover
1 Wisteria floribunda
30
0
2 Toxicodendron radicans
15
❑ FAC
3.
❑
4.
❑
❑
Hydrophytic
5
45
Vegetation
0 1:1
= Total Cover
Present? Yes No
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

SOIL Sampling Point: Upland
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) % Type Loc
Texture Remarks
0 -2 10YR 4/4
SL —20% gravel
2 -14 10YR 4/4
7.5YR 4/6 30 C
SL
14 -21 10YR 2/1
7.5YR 6/1 5 D
SL
21 -29 7.5YR 6/1
7.5YR 5/6 8 C
SCL
'Type: C= Concentration, D= Depletion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix.
Hvdric
Soil Indicators:
Indicators for Problematic Hydric Soils3:
❑
Histosol (Al)
Below Surface (S8) (LRR S, T, U)
.131 cm Muck (A9) (LRR O)
Q
Histic Epipedon (A2)
TTE3Polyvalue
QThin Dark Surface (S9) (LRR S, T, U)
_❑ 2 cm Muck (A10) (LRR S)
1L
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
a
Hydrogen Sulfide (A4)
ZLoamy Gleyed Matrix (F2)
_❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑
Stratified Layers (A5)
Depleted Matrix (F3)
_0 Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
Dark Surface (F6)
(MLRA 15313)
5 cm Mucky Mineral (A7) (LRR P, T, U)
T�Redox
oDepleted Dark Surface (F7)
_❑ Red Parent Material (TF2)
B_
Muck Presence (A8) (LRR U)
�Redox Depressions (F8)
_❑ Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
Other (Explain in Remarks)
I_L
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T) 3Indicators of hydrophytic vegetation and
Q
Coast Prairie Redox (A16) (MLRA 150A) _0 Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Q
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151)
-OReduced
unless disturbed or problematic.
Sandy Gleyed Matrix (S4)
Vertic (F18) (MLRA 150A, 1506)
RSandy
Redox (S5)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Q
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes ❑ No ❑x
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

Print For
WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: Buckhead Creek - Montclair Project City /County: Cumberland Sampling Date: 2010 -05 -11
Applicant/Owner: City of Fayetteville State: NC Sampling Point: Wetland
Investigator(s): G Lankford, B Hockett Section, Township, Range:
Landform (hillslope, terrace, etc.): Drainageway Local relief (concave, convex, none): none Slope ( %): <1
Subregion (LRR or MLRA): LRR T Lat: 35.047245 Long: - 78.951864 Datum:
Soil Map Unit Name: Blaney loam, 2 -8 percent slope NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ❑x No 0 (If no, explain in Remarks.)
Are Vegetation 0, Soil 0, or Hydrology 0 significantly disturbed? Are "Normal Circumstances" present? Yes 0 No
Are Vegetation ❑, Soil 0, or Hydrology ❑ 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 ❑x No
❑ Is the Sampled Area
❑x
Hydric Soil Present? Yes No ❑x No
❑ within a Wetland? Yes
Wetland Hydrology Present? Yes ❑x No
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
0 Surface Soil Cracks (B6)
Surface Water (Al)
Q High Water Table (A2)
0 Saturation (A3)
_0 Water- Stained Leaves (B9)
TO Aquatic Fauna (B13)
1..1 Marl Deposits (B15) (LRR U)
0 Sparsely Vegetated Concave Surface (B8)
1❑x Drainage Patterns (B10)
L=1 Moss Trim Lines (B16)
BWater Marks (B1)
Sediment Deposits (B2)
_0 Hydrogen Sulfide Odor (C1)
0 Oxidized Rhizospheres on Living Roots (C3)
❑x Dry- Season Water Table (C2)
0 Crayfish Burrows (C8)
Drift Deposits (B3)
a Presence of Reduced Iron (C4)
® Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
0 Iron Deposits (B5)
_ Recent Iron Reduction in Tilled Soils (C6)
_0 Thin Muck Surface (C7)
x Geomorphic Position (D2)
0 Shallow Aquitard (D3)
0 Inundation Visible on Aerial Imagery (B7)
0 Other (Explain in Remarks)
FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes 0 No
Water Table Present? Yes 0 No
Saturation Present? Yes 0 No
0 Depth (inches):
0 Depth (inches): 1 1
0 Depth (inches): 11
Wetland Hydrology Present? Yes ❑x No
(includes capillary fringe)
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: Wetland
Tree Stratum 30 foot radius
Absolute
% Cover
Dominant Indicator
Species? Status
Dominance Test worksheet:
(Plot size: )
Number of Dominant Species
1. Acer rubrum
45
x FAC
0
4
That Are OBL, FACW, or FAC: (A)
2.
❑
❑
Total Number of Dominant
4
3.
Species Across All Strata: (B)
4.
❑
❑
Percent of Dominant Species
100
5.
That Are OBL, FACW, or FAC: (A /B)
6.
❑
Prevalence Index worksheet:
7 ❑
45
= Total Cover
Total % Cover of: Multiply by:
Sapling Stratum (Plot size: )
OBL species x 1 =
1.
❑
FACW species x 2 =
2.
❑
FAC species x 3 =
3.
❑
FACU species x 4 =
4.
❑
UPL species x 5 =
5.
❑
Column Totals: (A) (B)
6.
❑
El
Index = B/A =
7
Hydrophytic Vegetation Indicators:
Hydrophytic
Shrub Stratum (Plot size: 30 foot radius )
= Total Cover
_ Dominance Testis >50%
1 Ligustrum sinense
75
❑x FAC
_ Prevalence Index is 553.0'
2 Acer rubrum
20
❑x FAC
_ Problematic Hydrophytic Vegetation' (Explain)
3.
❑
4
❑
'Indicators of hydric soil and wetland hydrology must
❑
be present, unless disturbed or problematic.
5.
6.
0
Definitions of Vegetation Strata:
7.
❑
95
Tree -Woody plants, excluding woody vines,
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1.
❑
❑
Sapling -Woody plants, excluding woody vines,
2
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 in. (7.6 cm) DBH.
4.
❑
Shrub - Woody plants, excluding woody vines,
5.
❑
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
❑
Herb - All herbaceous (non- woody) plants, including
7.
herbaceous vines, regardless of size. Includes woody
$
❑
plants, except woody vines, less than approximately
El
3 ft (1 m) in height.
9.
10.
❑
Woody vine - All woody vines, regardless of height.
11.
❑
12.
❑
t radius
di
Woody Vine Stratum (Plot size: 10 fee )
= Total Cover
1 Smilax rotundifolia
10
0 FAC
2.
❑
3.
❑
4.
❑
❑
Hydrophytic
5
10
Vegetation
❑x 1:1
= Total Cover
Present? Yes No
Remarks: (If observed, list morphological adaptations below).
Canopy and shrubs dense. No herbaceous vegetation observed
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

SOIL
to the depth needed to document the indicator or
Sampling Point: Wetland
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
0 -7 10YR 4/3 7.5YR 5/8 30 C cLS course sand
SL
'Type: C= Concentration, D= Depletion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix.
Hvdric Soil Indicators:
❑
Indicators for Problematic Hydric Soils3:
Histosol (Al)
Below Surface (S8) (LRR S, T, U)
.131 cm Muck (A9) (LRR O)
Q
Histic Epipedon (A2)
TTE3Polyvalue
QThin Dark Surface (S9) (LRR S, T, U)
_❑ 2 cm Muck (A10) (LRR S)
1L
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
a
Hydrogen Sulfide (A4)
ZLoamy Gleyed Matrix (F2)
_❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑
Stratified Layers (A5)
Depleted Matrix (F3)
_0 Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
LJRedox
oDepleted
Dark Surface (F6)
Dark Surface (F7)
(MLRA 15313)
_❑ Red Parent Material (TF2)
B_
Muck Presence (A8) (LRR U)
�Redox Depressions (F8)
_❑ Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
Other (Explain in Remarks)
I_L
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Q
Coast Prairie Redox (A16) (MLRA 150A)
_0 Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Q
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151)
-OReduced
unless disturbed or problematic.
Sandy Gleyed Matrix (S4)
Vertic (F18) (MLRA 150A, 1506)
Mx
Sandy Redox (S5)
]]Piedmont Floodplain Soils (F19) (MLRA 149A)
N
N
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Q
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type
Depth (inches):
Hydric Soil Present? Yes ❑x No ❑
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

Print For
WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: Buckhead Creek - Montclair Project City /County: Cumberland Sampling Date: 2010 -05 -11
Applicant/Owner: City of Fayetteville State: NC Sampling Point: Upland
Investigator(s): D Ingram Section, Township, Range:
Landform (hillslope, terrace, etc.): Drainageway Local relief (concave, convex, none): convex Slope ( %): <1
Subregion (LRR or MLRA): LRR T Lat: 35.047245 Long: - 78.951864 Datum:
Soil Map Unit Name: Blaney loam, 2 -8 percent slope NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ❑x No 0 (If no, explain in Remarks.)
Are Vegetation 0, Soil 0, or Hydrology 0 significantly disturbed? Are "Normal Circumstances" present? Yes 0 No ❑
Are Vegetation ❑, Soil 0, or Hydrology ❑ 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 x
Is the Sampled Area
Hydric Soil Present? Yes El No :X3 ❑ ❑x
within a Wetland? Yes No
Wetland Hydrology Present? Yes El No x
Vegetation is maintained turf grass
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
0 Surface Soil Cracks (B6)
Surface Water (Al)
_❑ Water- Stained Leaves (B9)
0 Sparsely Vegetated Concave Surface (B8)
El High Water Table (A2)
Aquatic Fauna (B13)
❑ Drainage Patterns (B10)
0 Saturation (A3)
TO
0 Marl Deposits (B15) (LRR U)
❑_ Moss Trim Lines (B16)
Marks (B1)
_❑ Hydrogen Sulfide Odor (C1)
❑ Dry- Season Water Table (C2)
BWater
Sediment Deposits (B2)
0 Oxidized Rhizospheres on Living Roots (C3)
0 Crayfish Burrows (C8)
Drift Deposits (B3)
a Presence of Reduced Iron (C4)
a Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Geomorphic Position (D2)
❑ Iron Deposits (B5)
_0 Thin Muck Surface (C7)
0 Shallow Aquitard (D3)
0 Inundation Visible on Aerial Imagery (B7)
0 Other (Explain in Remarks)
❑ FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes 0 No
0 Depth (inches):
Water Table Present? Yes 0 No
0 Depth (inches):
Saturation Present? Yes 0 No
0 Depth (inches):
Wetland Hydrology Present? Yes ❑ No ❑x
(includes capillary fringe)
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: Upland
Remarks: (If observed, list morphological adaptations below)
Vegetation limited to maintained turf grass
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
Absolute Dominant Indicator
Dominance Test worksheet:
Tree Stratum (Plot size: )
% Cover Species? Status
Number of Dominant Species
1.
❑
That Are OBL, FACW, or FAC: (A)
2.
❑
❑
Total Number of Dominant
3.
Species Across All Strata: (B)
4.
❑
❑
Percent of Dominant Species
5.
That Are OBL, FACW, or FAC: (A /B)
6.
❑
Prevalence Index worksheet:
7 ❑
= Total Cover
Total % Cover of: Multiply by:
Sapling Stratum (Plot size:
)
OBL species x 1 =
1.
❑
FACW species x 2 =
2.
❑
FAC species x 3 =
3.
❑
FACU species x 4 =
4.
❑
UPL species x 5 =
5.
❑
Column Totals: (A) (B)
6.
❑
Prevalence Index = B/A =
7
Hydrophytic Vegetation Indicators:
= Total Cover
Shrub Stratum (Plot size:
)
_ Dominance Testis >50%
1
❑
_ Prevalence Index is 553.0'
2
❑
_ Problematic Hydrophytic Vegetation' (Explain)
3.
❑
4
❑
'Indicators of hydric soil and wetland hydrology must
❑
be present, unless disturbed or problematic.
5.
6.
❑
Definitions of Vegetation Strata:
7.
❑
Tree -Woody plants, excluding woody vines,
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1.
❑
❑
Sapling - Woody plants, excluding woody vines,
2
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 in. (7.6 cm) DBH.
4.
❑
Shrub - Woody plants, excluding woody vines,
5.
❑
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
❑
Herb - All herbaceous (non- woody) plants, including
7.
herbaceous vines, regardless of size. Includes woody
$
❑
plants, except woody vines, less than approximately
El
3 ft (1 m) in height.
9.
10.
❑
Woody vine - All woody vines, regardless of height.
11.
❑
12.
❑
= Total Cover
Woody Vine Stratum (Plot size:
)
1.
❑
2.
❑
3.
❑
4.
❑
❑
Hydrophytic
5
Vegetation
x
11 ❑
= Total Cover
Present? Yes No
Remarks: (If observed, list morphological adaptations below)
Vegetation limited to maintained turf grass
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

SOIL
to the depth needed to document the indicator or
Sampling Point: Upland
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
0 -6 5YR 5/8 SCL coarse
SCL gravelly
'Type: C= Concentration, D= Depletion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix.
Hvdric Soil Indicators:
❑
Indicators for Problematic Hydric Soils3:
Histosol (Al)
Below Surface (S8) (LRR S, T, U)
.131 cm Muck (A9) (LRR O)
Q
Histic Epipedon (A2)
TTE3Polyvalue
QThin Dark Surface (S9) (LRR S, T, U)
_❑ 2 cm Muck (A10) (LRR S)
1L
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
a
Hydrogen Sulfide (A4)
ZLoamy Gleyed Matrix (F2)
_❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑
Stratified Layers (A5)
Depleted Matrix (F3)
_0 Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
T�Redox
oDepleted
Dark Surface (F6)
Dark Surface (F7)
(MLRA 15313)
_❑ Red Parent Material (TF2)
B_
Muck Presence (A8) (LRR U)
�Redox Depressions (F8)
_❑ Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
Other (Explain in Remarks)
I_L
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Q
Coast Prairie Redox (A16) (MLRA 150A)
_0 Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Q
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151)
-OReduced
unless disturbed or problematic.
Sandy Gleyed Matrix (S4)
Vertic (F18) (MLRA 150A, 1506)
RSandy
Redox (S5)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Q
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type
Depth (inches):
ay be fill material. Auger refusal at 12 inches.
Hydric Soil Present? Yes ❑ No ❑x
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

APPROVED JURISDICTIONAL DETERMINATION FORM
U.S. Army Corps of Engineers
This form should be completed by following the instructions provided in Section IV of the JD Form Instructional Guidebook.
SECTION I: BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD):
B. DISTRICT OFFICE, FILE NAME, AND NUMBER:
C. PROJECT LOCATION AND BACKGROUND INFORMATION: Buckhead Creek Stormwater Infrastructure Improvement Project
Coventry Road Site
State: North Carolina County/parish/borough: Cumberland City: Fayetteville
Center coordinates of site (lat/long in degree decimal format): Lat. 35.025008° 1, Long. - 78.951680° �.
Universal Transverse Mercator:
Name of nearest waterbody: Buckhead Creek
Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows: Cape Fear River
Name of watershed or Hydrologic Unit Code (HUC): HUC 0303000407 (Cape Fear River basin)
Check if map /diagram of review area and /or potential jurisdictional areas is /are available upon request.
Check if other sites (e.g., offsite mitigation sites, disposal sites, etc... ) are associated with this action and are recorded on a
different JD form.
D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
Office (Desk) Determination. Date:
Field Determination. Date(s): April 21 -2010
SECTION II: SUMMARY OF FINDINGS
A. RHA SECTION 10 DETERMINATION OF JURISDICTION.
There Arm "navigable waters of the U.S." within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the
review area. [Required]
❑ Waters subject to the ebb and flow of the tide.
Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce
Explain:
B. CWA SECTION 404 DETERMINATION OF JURISDICTION.
There M "waters of the U.S." within Clean Water Act (CWA) jurisdiction (as defined by 33 CFR part 328) in the review area. [Required]
1. Waters of the U.S.
a. Indicate presence of waters of U.S. in review area (check all that apply): 1
TNWs, including territorial seas
Wetlands adjacent to TNWs
Relatively permanent waters (RPWs) that flow directly or indirectly into TNWs
Non -RPWs that flow directly or indirectly into TNWs
Wetlands directly abutting RPWs that flow directly or indirectly into TNWs
Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs
Wetlands adjacent to non -RPWs that flow directly or indirectly into TNWs
Impoundments of jurisdictional waters
Isolated (interstate or intrastate) waters, including isolated wetlands
b. Identify (estimate) size of waters of the U.S. in the review area:
Non - wetland waters: 1,874 linear feet: 20 width (ft) and /or acres.
Wetlands: 1.18 acres.
c. Limits (boundaries) of jurisdiction based on:
Elevation of established OHWM (if known):
2. Non - regulated waters /wetlands (check if applicable):3
Potentially jurisdictional waters and /or wetlands were assessed within the review area and determined to be not jurisdictional.
Explain:
' Boxes checked below shall be supported by completing the appropriate sections in Section III below.
2 For purposes of this form, an RPW is defined as a tributary that is not a TNW and that typically flows year -round or has continuous flow at least "seasonally"
(e.g., typically 3 months).
s Supporting documentation is presented in Section IILF.

SECTION III: CWA ANALYSIS
A. TNWs AND WETLANDS ADJACENT TO TNWs
The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete
Section IILA.1 and Section IILD.1. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections IILA.1 and 2
and Section IILD.1.; otherwise, see Section IILB below.
1. TNW
Identify TNW:
Summarize rationale supporting determination:
2. Wetland adjacent to TNW
Summarize rationale supporting conclusion that wetland is "adjacent':
B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY):
This section summarizes information regarding characteristics of the tributary and its adjacent wetlands, if any, and it helps
determine whether or not the standards for jurisdiction established under Rapanos have been met.
The agencies will assert jurisdiction over non - navigable tributaries of TNWs where the tributaries are "relatively permanent
waters" (RPWs), i.e. tributaries that typically flow year -round or have continuous flow at least seasonally (e.g., typically 3
months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year -round
(perennial) flow, skip to Section IILD.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow,
skip to Section IILD.4.
A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and
EPA regions will include in the record any available information that documents the existence of a significant nexus between a
relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even
though a significant nexus finding is not required as a matter of law.
If the waterbody4 is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the
waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must
consider the tributary in combination with all of its adjacent wetlands. This significant nexus evaluation that combines, for
analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request is
the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section IILB.1 for
the tributary, Section IILB.2 for any onsite wetlands, and Section IILB.3 for all wetlands adjacent to that tributary, both onsite
and offsite. The determination whether a significant nexus exists is determined in Section IILC below.
1. Characteristics of non -TNWs that flow directly or indirectly into TNW
(i) General Area Conditions:
Watershed size: Pick Li
Drainage area: Pick Li Js
Average annual rainfall: inches
Average annual snowfall: inches
(ii) Physical Characteristics:
(a) Relationship with TNW:
❑ Tributary flows directly into TNW.
❑ Tributary flows through � tributaries before entering TNW.
Project waters are Mick List river miles from TNW.
Project waters are Pick List river miles from RPW.
Project waters are Pick List aerial (straight) miles from TNW.
Project waters are _Pick List aerial (straight) miles from RPW.
Project waters cross or serve as state boundaries. Explain:
Identify flow route to TNW5:
Tributary stream order, if known:
4 Note that the Instructional Guidebook contains additional information regarding swales, ditches, washes, and erosional features generally and in the and
West.
5 Flow route can be described by identifying, e.g., tributary a, which flows through the review area, to flow into tributary b, which then flows into TNW.

(b) General Tributary Characteristics (check all that apps
Tributary is: ❑ Natural
❑ Artificial (man- made). Explain:
❑ Manipulated (man - altered). Explain:
Tributary properties with respect to top of bank (estimate):
Average width: feet
Average depth: feet
Average side slopes: Pick Lia.
Primary tributary substrate composition (check all that apply):
❑ Silts ❑ Sands ❑ Concrete
❑ Cobbles ❑ Gravel ❑ Muck
❑ Bedrock ❑ Vegetation. Type /% cover:
❑ Other. Explain:
Tributary condition/stability [e.g., highly eroding, sloughing banks]. Explain:
Presence of run /riffle /pool complexes. Explain:
Tributary geometry: Pick List
Tributary gradient (approximate average slope): %
(c) Flow:
Tributary provides for: rest
Estimate average number of flow events in review area/year: Pick List
Describe flow regime:
Other information on duration and volume:
Surface flow is: Pick List. Characteristics:
Subsurface flow: Pick Lis. Explain findings:
❑ Dye (or other) test performed:
Tributary has (check all that apply):
❑ Bed and banks
❑ OHWM6 (check all indicators that apply):
❑ clear, natural line impressed on the bank
❑
the presence of litter and debris
❑ changes in the character of soil
❑
destruction of terrestrial vegetation
❑ shelving
❑
the presence of wrack line
❑ vegetation matted down, bent, or absent
❑
sediment sorting
❑ leaf litter disturbed or washed away
❑
scour
❑ sediment deposition
❑
multiple observed or predicted flow events
❑ water staining
❑
abrupt change in plant community
❑ other (list):
❑ Discontinuous OHWM.7 Explain:
If factors other than the OHWM were used to determ
High Tide Line indicated by:
❑ oil or scum line along shore objects
❑ fine shell or debris deposits (foreshore)
❑ physical markings /characteristics
❑ tidal gauges
❑ other (list):
ne lateral extent of CWA jurisdiction (check all that apply)
Mean High Water Mark indicated by:
❑ survey to available datum;
❑ physical markings;
❑ vegetation lines /changes in vegetation types.
(iii) Chemical Characteristics:
Characterize tributary (e.g., water color is clear, discolored, oily film; water quality; general watershed characteristics, etc.).
Explain:
Identify specific pollutants, if known:
6A natural or man -made discontinuity in the OHWM does not necessarily sever jurisdiction (e.g., where the stream temporarily flows underground, or where
the OHWM has been removed by development or agricultural practices). Where there is a break in the OHWM that is unrelated to the waterbody's flow
regime (e.g., flow over a rock outcrop or through a culvert), the agencies will look for indicators of flow above and below the break.
7Ibid.

(iv) Biological Characteristics. Channel supports (check all that apply):
❑ Riparian corridor. Characteristics (type, average width):
❑ Wetland fringe. Characteristics:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish /spawn areas. Explain findings:
❑ Other environmentally - sensitive species. Explain findings:
❑ Aquatic /wildlife diversity. Explain findings:
2. Characteristics of wetlands adjacent to non -TNW that flow directly or indirectly into TNW
(i) Physical Characteristics:
(a) General Wetland Characteristics:
Properties:
Wetland size: acres
Wetland type. Explain:
Wetland quality. Explain:
Project wetlands cross or serve as state boundaries. Explain:
(b) General Flow Relationship with Non -TNW:
Flow is: Pick Lis. Explain:
Surface flow is: -
Characteristics:
Subsurface flow: �. Explain findings:
❑ Dye (or other) test performed:
(c) Wetland Adjacency Determination with Non -TNW:
❑ Directly abutting
❑ Not directly abutting
❑ Discrete wetland hydrologic connection. Explain:
❑ Ecological connection. Explain:
❑ Separated by berm /barrier. Explain:
(d) Proximity (Relationship) to TNW
Project wetlands are Pick List river miles from TNW.
Project waters are Pick List aerial (straight) miles from TNW.
Flow is from: rick Lil&.
Estimate approximate location of wetland as within the Pick List floodplain.
(ii) Chemical Characteristics:
Characterize wetland system (e.g., water color is clear, brown, oil film on surface; water quality; general watershed
characteristics; etc.). Explain:
Identify specific pollutants, if known:
(iii) Biological Characteristics. Wetland supports (check all that apply):
❑ Riparian buffer. Characteristics (type, average width):
❑ Vegetation type /percent cover. Explain:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish /spawn areas. Explain findings:
❑ Other environmentally - sensitive species. Explain findings:
❑ Aquatic /wildlife diversity. Explain findings:
3. Characteristics of all wetlands adjacent to the tributary (if an
�
All wetland(s) being considered in the cumulative analysis:
Approximately ( ) acres in total are being considered in the cumulative analysis.

For each wetland, specify the following:
Directly abuts? (Y/N) Size (in acres) Directly abuts? (Y/N) Size (in acres)
Summarize overall biological, chemical and physical functions being performed:
C. SIGNIFICANT NEXUS DETERMINATION
A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed
by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity
of a TNW. For each of the following situations, a significant nexus exists if the tributary, in combination with all of its adjacent
wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW.
Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow
of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent
wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a
tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or
outside of a floodplain is not solely determinative of significant nexus.
Draw connections between the features documented and the effects on the TNW, as identified in the Rapanos Guidance and
discussed in the Instructional Guidebook. Factors to consider include, for example:
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to
TNWs, or to reduce the amount of pollutants or flood waters reaching a TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and
other species, such as feeding, nesting, spawning, or rearing young for species that are present in the TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that
support downstream foodwebs?
• Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or
biological integrity of the TNW?
Note: the above list of considerations is not inclusive and other functions observed or known to occur should be documented
below:
1. Significant nexus findings for non -RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain
findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section ITI.D:
2. Significant nexus findings for non -RPW and its adjacent wetlands, where the non -RPW flows directly or indirectly into
TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its
adjacent wetlands, then go to Section IILD:
3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of
presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to
Section IILD:
D. DETERMINATIONS OF JURISDICTIONAL FINDINGS. THE SUBJECT WATERS /WETLANDS ARE (CHECK ALL
THAT APPLY):
1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area:
TNWs: linear feet width (ft), Or, acres.
Wetlands adjacent to TNWs: acres.
2. RPWs that flow directly or indirectly into TNWs.
Tributaries of TNWs where tributaries typically flow year -round are jurisdictional. Provide data and rationale indicating that
tributary is perennial: Buckhead Creek is a Second Ordre stream.
Tributaries of TNW where tributaries have continuous flow "seasonally" (e.g., typically three months each year) are
jurisdictional. Data supporting this conclusion is provided at Section ITI.B. Provide rationale indicating that tributary flows
seasonally:

Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
3. Non -RPWs8 that flow directly or indirectly into TNWs.
Waterbody that is not a TNW or an RPW, but flows directly or indirectly into a TNW, and it has a significant nexus with a
TNW is jurisdictional. Data supporting this conclusion is provided at Section III.C.
Provide estimates for jurisdictional waters within the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
4. Wetlands directly abutting an RPW that flow directly or indirectly into TNWs.
Wetlands directly abut RPW and thus are jurisdictional as adjacent wetlands.
Wetlands directly abutting an RPW where tributaries typically flow year- round. Provide data and rationale
indicating that tributary is perennial in Section III.D.2, above. Provide rationale indicating that wetland is
directly abutting an RPW: Wetlands have direct hydrologic connectin to stream.
Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is
seasonal in Section 1IL13 and rationale in Section III.D.2, above. Provide rationale indicating that wetland is directly
abutting an RPW:
Provide acreage estimates for jurisdictional wetlands in the review area: 1.18 acres.
5. Wetlands adjacent to but not directly abutting an RPW that flow directly or indirectly into TNWs.
Wetlands that do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent
and with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisidictional. Data supporting this
conclusion is provided at Section III.C.
Provide acreage estimates for jurisdictional wetlands in the review area: acres.
6. Wetlands adjacent to non -RPWs that flow directly or indirectly into TNWs.
Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and
with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisdictional. Data supporting this
conclusion is provided at Section III.C.
Provide estimates for jurisdictional wetlands in the review area: acres.
7. Impoundments of jurisdictional waters.9
As a general rule, the impoundment of a jurisdictional tributary remains jurisdictional.
0 Demonstrate that impoundment was created from "waters of the U.S.," or
❑ Demonstrate that water meets the criteria for one of the categories presented above (1 -6), or
❑ Demonstrate that water is isolated with a nexus to commerce (see E below).
E. ISOLATED [INTERSTATE OR INTRA- STATE] WATERS, INCLUDING ISOLATED WETLANDS, THE USE,
DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY
SUCH WATERS (CHECK ALL THAT APPLY): 10
Tn which are or could be used by interstate or foreign travelers for recreational or other purposes.
❑ from which fish or shellfish are or could be taken and sold in interstate or foreign commerce.
❑ which are or could be used for industrial purposes by industries in interstate commerce.
Interstate isolated waters. Explain:
Other factors. Explain:
Identify water body and summarize rationale supporting determination:
'See Footnote # 3.
'To complete the analysis refer to the key in Section IILD.6 of the Instructional Guidebook.
10 Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for
review consistent with the process described in the Corps /EPA Memorandum Regarding CWA Act Jurisdiction Following Rapanos.

Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
Wetlands: acres.
F. NON - JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY):
If potential wetlands were assessed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers
Wetland Delineation Manual and /or appropriate Regional Supplements.
Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce.
❑ Prior to the Jan 2001 Supreme Court decision in "SWANCC," the review area would have been regulated based solely on the
"Migratory Bird Rule" (MBR).
Waters do not meet the "Significant Nexus" standard, where such a finding is required for jurisdiction. Explain:
Other: (explain, if not covered above):
Provide acreage estimates for non - jurisdictional waters in the review area, where the sole potential basis of jurisdiction is the MBR
factors (i.e., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional
judgment (check all that apply):
Non - wetland waters (i.e., rivers, streams): linear feet width (ft).
Lakes /ponds: acres.
Other non - wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
Provide acreage estimates for non - jurisdictional waters in the review area that do not meet the "Significant Nexus" standard, where such
a finding is required for jurisdiction (check all that apply):
R Non - wetland waters (i.e., rivers, streams): linear feet, width (ft).
❑ Lakes /ponds: acres.
❑ Other non - wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
SECTION IV: DATA SOURCES.
A. SUPPORTING DATA. Data reviewed for JD (check all that apply - checked items shall 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: 1:2,400 Fayetteville quadrangle .
USDA Natural Resources Conservation Service Soil Survey. Citation: Soil Survey of Cumberland and Hoke Counties, North
Carolina, Soil Conservation Service, 1984.
National wetlands inventory map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ FEMA /FIRM maps:
❑ 100 -year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
® Photographs: ® Aerial (Name & Date):
or ❑ Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Applicable /supporting case law:
❑ Applicable /supporting scientific literature:
❑ Other information (please specify):
B. ADDITIONAL COMMENTS TO SUPPORT JD:

APPROVED JURISDICTIONAL DETERMINATION FORM
U.S. Army Corps of Engineers
This form should be completed by following the instructions provided in Section IV of the JD Form Instructional Guidebook.
SECTION I: BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD):
B. DISTRICT OFFICE, FILE NAME, AND NUMBER:
C. PROJECT LOCATION AND BACKGROUND INFORMATION: Buckhead Creek Stormwater Infrastructure Improvement Project
State: North Carolina County/parish/borough: Cumberland City: Fayetteville
Center coordinates of site (lat/long in degree decimal format): Lat. 35.048415° 1, Long. - 78.947832° 16V.
Universal Transverse Mercator:
Name of nearest waterbody: Buckhead Creek
Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows: Cape Fear River
Name of watershed or Hydrologic Unit Code (HUC): HUC 0303000407 (Cape Fear River basin)
Check if map /diagram of review area and /or potential jurisdictional areas is /are available upon request.
Check if other sites (e.g., offsite mitigation sites, disposal sites, etc... ) are associated with this action and are recorded on a
different JD form.
D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
Office (Desk) Determination. Date:
Field Determination. Date(s): April 21, 2010
SECTION II: SUMMARY OF FINDINGS
A. RHA SECTION 10 DETERMINATION OF JURISDICTION.
There M "navigable waters of the U.S." within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the
review area. [Required]
Waters subject to the ebb and flow of the tide.
Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce.
Explain:
B. CWA SECTION 404 DETERMINATION OF JURISDICTION.
There M "waters of the U.S." within Clean Water Act (CWA) jurisdiction (as defined by 33 CFR part 328) in the review area. [Required]
1. Waters of the U.S.
a. Indicate presence of waters of U.S. in review area (check all that apply): 1
El TNWs, including territorial seas
❑ Wetlands adjacent to TNWs
® Relatively permanent waters (RPWs) that flow directly or indirectly into TNWs
[� Non -RPWs that flow directly or indirectly into TNWs
❑ Wetlands directly abutting RPWs that flow directly or indirectly into TNWs
❑ Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs
qWetlands adjacent to non -RPWs that flow directly or indirectly into TNWs
❑ Impoundments of jurisdictional waters
❑ Isolated (interstate or intrastate) waters, including isolated wetlands
b. Identify (estimate) size of waters of the U.S. in the review area:
Non - wetland waters: 378.0 linear feet: 8.0 width (ft) and /or 0.06 acres.
Wetlands: acres.
c. Limits (boundaries) of jurisdiction based on: Delineation Manual
Elevation of established OHWM (if known):
2. Non - regulated waters /wetlands (check if applicable):3
Potentially jurisdictional waters and /or wetlands were assessed within the review area and determined to be not jurisdictional.
Explain:
' Boxes checked below shall be supported by completing the appropriate sections in Section III below.
2 For purposes of this form, an RPW is defined as a tributary that is not a TNW and that typically flows year -round or has continuous flow at least "seasonally"
(e.g., typically 3 months).
3 Supporting documentation is presented in Section IILF.

SECTION III: CWA ANALYSIS
A. TNWs AND WETLANDS ADJACENT TO TNWs
The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete
Section IILA.1 and Section IILD.1. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections IILA.1 and 2
and Section IILD.1.; otherwise, see Section IILB below.
1. TNW
Identify TNW:
Summarize rationale supporting determination:
2. Wetland adjacent to TNW
Summarize rationale supporting conclusion that wetland is "adjacent':
B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY):
This section summarizes information regarding characteristics of the tributary and its adjacent wetlands, if any, and it helps
determine whether or not the standards for jurisdiction established under Rapanos have been met.
The agencies will assert jurisdiction over non - navigable tributaries of TNWs where the tributaries are "relatively permanent
waters" (RPWs), i.e. tributaries that typically flow year -round or have continuous flow at least seasonally (e.g., typically 3
months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year -round
(perennial) flow, skip to Section IILD.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow,
skip to Section IILD.4.
A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and
EPA regions will include in the record any available information that documents the existence of a significant nexus between a
relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even
though a significant nexus finding is not required as a matter of law.
If the waterbody4 is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the
waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must
consider the tributary in combination with all of its adjacent wetlands. This significant nexus evaluation that combines, for
analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request is
the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section IILB.1 for
the tributary, Section IILB.2 for any onsite wetlands, and Section IILB.3 for all wetlands adjacent to that tributary, both onsite
and offsite. The determination whether a significant nexus exists is determined in Section IILC below.
1. Characteristics of non -TNWs that flow directly or indirectly into TNW
(i) General Area Conditions:
Watershed size: 14.95square miles
Drainage area: 0.034 JLquare mil
Average annual rainfall: 46.94 inches
Average annual snowfall: 1.4 inches
(ii) Physical Characteristics:
(a) Relationship with TNW:
❑ Tributary flows directly into TNW.
❑ Tributary flows through' tributaries before entering TNW.
Project waters are 15 -20 river miles from TNW.
Project waters are 1 (or less) river miles from RPW.
Project waters are 5 -10 aerial (straight) miles from TNW.
Project waters are I (or less) aerial (straight) miles from RPW.
Project waters cross or serve as state boundaries. Explain:
Identify flow route to TNWs: The project waters flow southwest into Buckhead Creek. Buckhead Creek flows south into
Rockfish Creek which flows directly into the Cape Fear River.
4 Note that the Instructional Guidebook contains additional information regarding swales, ditches, washes, and erosional features generally and in the and
West.
5 Flow route can be described by identifying, e.g., tributary a, which flows through the review area, to flow into tributary b, which then flows into TNW.

Tributary stream order, if known: 1.
(b) General Tributary Characteristics (check all that apps
Tributary is: ❑ Natural
❑ Artificial (man- made). Explain:
® Manipulated (man - altered). Explain: This tributary is dredged as a primary a stromwater
drainageway.
Tributary properties with respect to top of bank (estimate):
Average width: 8.0 feet
Average depth: 1.0 feet
Average side slopes: E.
Primary tributary substrate composition (check all that apply):
® Silts ® Sands ❑ Concrete
❑ Cobbles ❑ Gravel ® Muck
❑ Bedrock ❑ Vegetation. Type /% cover:
❑ Other. Explain:
Tributary condition/stability [e.g., highly eroding, sloughing banks]. Explain: The tributary is stable.
Presence of run /riffle /pool complexes. Explain: No run/riffle /pool complexes are present.
Tributary geometry: Relatively straight
Tributary gradient (approximate average slope): 0.01 %
(c) Flow:
Tributary provides for: Seasonal flow
Estimate average number of flow events in review area/year: 20 (or greater)
Describe flow regime: The flow regime is confined within the banks and heavily influenced by local rainfalll events.
Other information on duration and volume:
Surface flow is: Discrete and confined Characteristics:
Subsurface flow: Unknowg. Explain findings:
❑ Dye (or other) test performed:
Tributary has (check all that apply):
® Bed and banks
® OHWM6 (check all indicators that apply):
® clear, natural line impressed on the bank
❑ changes in the character of soil
❑
❑ shelving
❑ vegetation matted down, bent, or absent
❑
• leaf litter disturbed or washed away
❑
• sediment deposition
❑
® water staining
❑ other (list):
❑ Discontinuous OHWM.7 Explain:
the presence of litter and debris
destruction of terrestrial vegetation
the presence of wrack line
sediment sorting
scour
multiple observed or predicted flow events
abrupt change in plant community
If factors other than the OHWM were used to determine lateral extent of CWA jurisdiction (check all that apply):
High Tide Line indicated by: ❑ Mean High Water Mark indicated by:
❑ oil or scum line along shore objects ❑ survey to available datum;
❑ fine shell or debris deposits (foreshore) ❑ physical markings;
❑ physical markings /characteristics ❑ vegetation lines /changes in vegetation types.
❑ tidal gauges
❑ other (list):
(iii) Chemical Characteristics:
Characterize tributary (e.g., water color is clear, discolored, oily film; water quality; general watershed characteristics, etc.).
Explain: The water appearance for this tributary is clear.
Identify specific pollutants, if known:
6A natural or man -made discontinuity in the OHWM does not necessarily sever jurisdiction (e.g., where the stream temporarily flows underground, or where
the OHWM has been removed by development or agricultural practices). Where there is a break in the OHWM that is unrelated to the waterbody's flow
regime (e.g., flow over a rock outcrop or through a culvert), the agencies will look for indicators of flow above and below the break.
7Ibid.

(iv) Biological Characteristics. Channel supports (check all that apply):
❑ Riparian corridor. Characteristics (type, average width):
❑ Wetland fringe. Characteristics:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish /spawn areas. Explain findings:
❑ Other environmentally - sensitive species. Explain findings:
❑ Aquatic /wildlife diversity. Explain findings:
2. Characteristics of wetlands adjacent to non -TNW that flow directly or indirectly into TNW
(i) Physical Characteristics:
(a) General Wetland Characteristics:
Properties:
Wetland size: acres
Wetland type. Explain:
Wetland quality. Explain:
Project wetlands cross or serve as state boundaries. Explain:
(b) General Flow Relationship with Non -TNW:
Flow is: Pick Lis. Explain:
Surface flow is: -
Characteristics:
Subsurface flow: �. Explain findings:
❑ Dye (or other) test performed:
(c) Wetland Adjacency Determination with Non -TNW:
❑ Directly abutting
❑ Not directly abutting
❑ Discrete wetland hydrologic connection. Explain:
❑ Ecological connection. Explain:
❑ Separated by berm /barrier. Explain:
(d) Proximity (Relationship) to TNW
Project wetlands are Pick List river miles from TNW.
Project waters are Pick List aerial (straight) miles from TNW.
Flow is from: rick Lil&.
Estimate approximate location of wetland as within the Pick List floodplain.
(ii) Chemical Characteristics:
Characterize wetland system (e.g., water color is clear, brown, oil film on surface; water quality; general watershed
characteristics; etc.). Explain:
Identify specific pollutants, if known:
(iii) Biological Characteristics. Wetland supports (check all that apply):
❑ Riparian buffer. Characteristics (type, average width):
❑ Vegetation type /percent cover. Explain:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish /spawn areas. Explain findings:
❑ Other environmentally - sensitive species. Explain findings:
❑ Aquatic /wildlife diversity. Explain findings:
3. Characteristics of all wetlands adjacent to the tributary (if an
�
All wetland(s) being considered in the cumulative analysis:
Approximately ( ) acres in total are being considered in the cumulative analysis.

For each wetland, specify the following:
Directly abuts? (Y/N) Size (in acres) Directly abuts? (Y/N) Size (in acres)
Summarize overall biological, chemical and physical functions being performed:
C. SIGNIFICANT NEXUS DETERMINATION
A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed
by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity
of a TNW. For each of the following situations, a significant nexus exists if the tributary, in combination with all of its adjacent
wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW.
Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow
of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent
wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a
tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or
outside of a floodplain is not solely determinative of significant nexus.
Draw connections between the features documented and the effects on the TNW, as identified in the Rapanos Guidance and
discussed in the Instructional Guidebook. Factors to consider include, for example:
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to
TNWs, or to reduce the amount of pollutants or flood waters reaching a TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and
other species, such as feeding, nesting, spawning, or rearing young for species that are present in the TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that
support downstream foodwebs?
• Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or
biological integrity of the TNW?
Note: the above list of considerations is not inclusive and other functions observed or known to occur should be documented
below:
1. Significant nexus findings for non -RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain
findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section ITI.D:
2. Significant nexus findings for non -RPW and its adjacent wetlands, where the non -RPW flows directly or indirectly into
TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its
adjacent wetlands, then go to Section IILD:
3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of
presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to
Section IILD:
D. DETERMINATIONS OF JURISDICTIONAL FINDINGS. THE SUBJECT WATERS /WETLANDS ARE (CHECK ALL
THAT APPLY):
1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area:
TNWs: linear feet width (ft), Or, acres.
Wetlands adjacent to TNWs: acres.
2. RPWs that flow directly or indirectly into TNWs.
Tributaries of TNWs where tributaries typically flow year -round are jurisdictional. Provide data and rationale indicating that
tributary is perennial:
Tributaries of TNW where tributaries have continuous flow "seasonally" (e.g., typically three months each year) are
jurisdictional. Data supporting this conclusion is provided at Section ITI.B. Provide rationale indicating that tributary flows
seasonally:

Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: 378.0 linear feet8.Owidth (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
3. Non -RPWs8 that flow directly or indirectly into TNWs.
Waterbody that is not a TNW or an RPW, but flows directly or indirectly into a TNW, and it has a significant nexus with a
TNW is jurisdictional. Data supporting this conclusion is provided at Section III.C.
Provide estimates for jurisdictional waters within the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
4. Wetlands directly abutting an RPW that flow directly or indirectly into TNWs.
Wetlands directly abut RPW and thus are jurisdictional as adjacent wetlands.
Wetlands directly abutting an RPW where tributaries typically flow year- round. Provide data and rationale
indicating that tributary is perennial in Section III.D.2, above. Provide rationale indicating that wetland is
directly abutting an RPW:
Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is
seasonal in Section 1IL13 and rationale in Section III.D.2, above. Provide rationale indicating that wetland is directly
abutting an RPW:
Provide acreage estimates for jurisdictional wetlands in the review area: acres.
5. Wetlands adjacent to but not directly abutting an RPW that flow directly or indirectly into TNWs.
Wetlands that do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent
and with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisidictional. Data supporting this
conclusion is provided at Section III.C.
Provide acreage estimates for jurisdictional wetlands in the review area: acres.
6. Wetlands adjacent to non -RPWs that flow directly or indirectly into TNWs.
Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and
with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisdictional. Data supporting this
conclusion is provided at Section III.C.
Provide estimates for jurisdictional wetlands in the review area: acres.
7. Impoundments of jurisdictional waters.9
As a general rule, the impoundment of a jurisdictional tributary remains jurisdictional.
0 Demonstrate that impoundment was created from "waters of the U.S.," or
❑ Demonstrate that water meets the criteria for one of the categories presented above (1 -6), or
❑ Demonstrate that water is isolated with a nexus to commerce (see E below).
E. ISOLATED [INTERSTATE OR INTRA- STATE] WATERS, INCLUDING ISOLATED WETLANDS, THE USE,
DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY
SUCH WATERS (CHECK ALL THAT APPLY) :"
Tn which are or could be used by interstate or foreign travelers for recreational or other purposes.
❑ from which fish or shellfish are or could be taken and sold in interstate or foreign commerce.
❑ which are or could be used for industrial purposes by industries in interstate commerce.
Interstate isolated waters. Explain:
Other factors. Explain:
Identify water body and summarize rationale supporting determination:
'See Footnote # 3.
'To complete the analysis refer to the key in Section IILD.6 of the Instructional Guidebook.
10 Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for
review consistent with the process described in the Corps /EPA Memorandum Regarding CWA Act Jurisdiction Following Rapanos.

Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
Wetlands: acres.
F. NON - JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY):
If potential wetlands were assessed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers
Wetland Delineation Manual and /or appropriate Regional Supplements.
Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce.
❑ Prior to the Jan 2001 Supreme Court decision in "SWANCC," the review area would have been regulated based solely on the
"Migratory Bird Rule" (MBR).
Waters do not meet the "Significant Nexus" standard, where such a finding is required for jurisdiction. Explain:
Other: (explain, if not covered above):
Provide acreage estimates for non - jurisdictional waters in the review area, where the sole potential basis of jurisdiction is the MBR
factors (i.e., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional
judgment (check all that apply):
Non - wetland waters (i.e., rivers, streams): linear feet width (ft).
Lakes /ponds: acres.
Other non - wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
Provide acreage estimates for non - jurisdictional waters in the review area that do not meet the "Significant Nexus" standard, where such
a finding is required for jurisdiction (check all that apply):
R Non - wetland waters (i.e., rivers, streams): linear feet, width (ft).
❑ Lakes /ponds: acres.
❑ Other non - wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
SECTION IV: DATA SOURCES.
A. SUPPORTING DATA. Data reviewed for JD (check all that apply - checked items shall 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: 1:2,400 Fayetteville quadrangle .
USDA Natural Resources Conservation Service Soil Survey. Citation: Soil Survey of Cumberland and Hoke Counties, North
Carolina, Soil Conservation Service, 1984.
National wetlands inventory map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ FEMA /FIRM maps:
❑ 100 -year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
® Photographs: ® Aerial (Name & Date): Cumberland County Tile 041704c, 2008 Source: www.neonemap.com.
or ❑ Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Applicable /supporting case law:
❑ Applicable /supporting scientific literature:
❑ Other information (please specify):
B. ADDITIONAL COMMENTS TO SUPPORT JD:

APPROVED JURISDICTIONAL DETERMINATION FORM
U.S. Army Corps of Engineers
This form should be completed by following the instructions provided in Section IV of the JD Form Instructional Guidebook.
SECTION I: BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD):
B. DISTRICT OFFICE, FILE NAME, AND NUMBER:
C. PROJECT LOCATION AND BACKGROUND INFORMATION: Buckhead Creek Stormwater Infrastructure Improvement Project
State: North Carolina County/parish/borough: Cumberland City: Fayetteville
Center coordinates of site (lat/long in degree decimal format): Lat. 35.047405° 1, Long. - 78.951630° IV.
Universal Transverse Mercator:
Name of nearest waterbody: Buckhead Creek
Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows: Cape Fear River
Name of watershed or Hydrologic Unit Code (HUC): HUC 0303000407 (Cape Fear River basin)
Check if map /diagram of review area and /or potential jurisdictional areas is /are available upon request.
Check if other sites (e.g., offsite mitigation sites, disposal sites, etc... ) are associated with this action and are recorded on a
different JD form.
D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
Office (Desk) Determination. Date:
Field Determination. Date(s): WK Dickson, April 21 -2010
SECTION II: SUMMARY OF FINDINGS
A. RHA SECTION 10 DETERMINATION OF JURISDICTION.
There M "navigable waters of the U.S." within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the
review area. [Required]
Waters subject to the ebb and flow of the tide.
Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce.
Explain:
B. CWA SECTION 404 DETERMINATION OF JURISDICTION.
There M "waters of the U.S." within Clean Water Act (CWA) jurisdiction (as defined by 33 CFR part 328) in the review area. [Required]
1. Waters of the U.S.
a. Indicate presence of waters of U.S. in review area (check all that apply): 1
El TNWs, including territorial seas
❑ Wetlands adjacent to TNWs
® Relatively permanent waters (RPWs) that flow directly or indirectly into TNWs
[� Non -RPWs that flow directly or indirectly into TNWs
® Wetlands directly abutting RPWs that flow directly or indirectly into TNWs
❑ Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs
qWetlands adjacent to non -RPWs that flow directly or indirectly into TNWs
❑ Impoundments of jurisdictional waters
❑ Isolated (interstate or intrastate) waters, including isolated wetlands
b. Identify (estimate) size of waters of the U.S. in the review area:
Non - wetland waters: 36.0 linear feet: 4.0 width (ft) and /or 0.00 acres.
Wetlands: 0.1 acres.
c. Limits (boundaries) of jurisdiction based on: Established by OHWM.
Elevation of established OHWM (if known): 185.41 ft.
2. Non - regulated waters /wetlands (check if applicable):3
Potentially jurisdictional waters and /or wetlands were assessed within the review area and determined to be not jurisdictional.
Explain:
' Boxes checked below shall be supported by completing the appropriate sections in Section III below.
2 For purposes of this form, an RPW is defined as a tributary that is not a TNW and that typically flows year -round or has continuous flow at least "seasonally"
(e.g., typically 3 months).
s Supporting documentation is presented in Section IILF.

SECTION III: CWA ANALYSIS
A. TNWs AND WETLANDS ADJACENT TO TNWs
The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete
Section IILA.1 and Section IILD.1. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections IILA.1 and 2
and Section IILD.1.; otherwise, see Section IILB below.
1. TNW
Identify TNW:
Summarize rationale supporting determination:
2. Wetland adjacent to TNW
Summarize rationale supporting conclusion that wetland is "adjacent':
B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY):
This section summarizes information regarding characteristics of the tributary and its adjacent wetlands, if any, and it helps
determine whether or not the standards for jurisdiction established under Rapanos have been met.
The agencies will assert jurisdiction over non - navigable tributaries of TNWs where the tributaries are "relatively permanent
waters" (RPWs), i.e. tributaries that typically flow year -round or have continuous flow at least seasonally (e.g., typically 3
months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year -round
(perennial) flow, skip to Section IILD.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow,
skip to Section IILD.4.
A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and
EPA regions will include in the record any available information that documents the existence of a significant nexus between a
relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even
though a significant nexus finding is not required as a matter of law.
If the waterbody4 is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the
waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must
consider the tributary in combination with all of its adjacent wetlands. This significant nexus evaluation that combines, for
analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request is
the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section IILB.1 for
the tributary, Section IILB.2 for any onsite wetlands, and Section IILB.3 for all wetlands adjacent to that tributary, both onsite
and offsite. The determination whether a significant nexus exists is determined in Section IILC below.
1. Characteristics of non -TNWs that flow directly or indirectly into TNW
(i) General Area Conditions:
Watershed size: 14.95 square mile
Drainage area: 0.037 asquare mile
Average annual rainfall: 46.94 inches
Average annual snowfall: 1.4 inches
(ii) Physical Characteristics:
(a) Relationship with TNW:
❑ Tributary flows directly into TNW.
® Tributary flows through' tributaries before entering TNW.
Project waters are 15 -20 river miles from TNW.
Project waters are 1 (or less) river miles from RPW.
Project waters are 5 -10 aerial (straight) miles from TNW.
Project waters are I (or less) aerial (straight) miles from RPW.
Project waters cross or serve as state boundaries. Explain:
Identify flow route to TNWs: The project waters flow east into Buckhead Creek. Buckhead Creek flows south into
Rockfish Creek which flows directly into the Cape Fear River.
4 Note that the Instructional Guidebook contains additional information regarding swales, ditches, washes, and erosional features generally and in the and
West.
5 Flow route can be described by identifying, e.g., tributary a, which flows through the review area, to flow into tributary b, which then flows into TNW.

Tributary stream order, if known: 1.
(b) General Tributary Characteristics (check all that apps
Tributary is: ❑ Natural
❑ Artificial (man- made). Explain:
® Manipulated (man - altered). Explain: This tributary is dredged as a primary a stromwater
drainageway.
Tributary properties with respect to top of bank (estimate):
Average width: 4.0 feet
Average depth: 0.5 feet
Average side slopes: E.
Primary tributary substrate composition (check all that apply):
® Silts ® Sands ❑ Concrete
❑ Cobbles ❑ Gravel ❑ Muck
❑ Bedrock ❑ Vegetation. Type /% cover:
❑ Other. Explain:
Tributary condition/stability [e.g., highly eroding, sloughing banks]. Explain: Tributary is stable.
Presence of run /riffle /pool complexes. Explain: No run/riffle /pools are present.
Tributary geometry: Relatively straight
Tributary gradient (approximate average slope): 0.01 %
(c) Flow:
Tributary provides for: Seasonal flow
Estimate average number of flow events in review area/year: 1) (or greater)
Describe flow regime: The flow regime is confined within the banks and heavily influenced by local rainfalll events.
This tributary also receives overflow when high flows are present in Buckhead Creek.
Other information on duration and volume:
Surface flow is:
Characteristics:
Subsurface flow: �ff Explain findings:
❑ Dye (or other) test performed:
Tributary has (check all that apply):
® Bed and banks
® OHWM6 (check all indicators that apply):
® clear, natural line impressed on the bank
❑ changes in the character of soil
❑
❑ shelving
❑ vegetation matted down, bent, or absent
® leaf litter disturbed or washed away
❑
® sediment deposition
® water staining
❑
❑ other (list):
❑ Discontinuous OHWM.7 Explain:
If factors other than the OHWM were used to determ
High Tide Line indicated by:
❑ oil or scum line along shore objects
❑ fine shell or debris deposits (foreshore)
❑ physical markings /characteristics
❑ tidal gauges
❑ other (list):
the presence of litter and debris
destruction of terrestrial vegetation
the presence of wrack line
sediment sorting
scour
multiple observed or predicted flow events
abrupt change in plant community
ne lateral extent of CWA jurisdiction (check all that apply)
Mean High Water Mark indicated by:
❑ survey to available datum;
❑ physical markings;
❑ vegetation lines /changes in vegetation types.
(iii) Chemical Characteristics:
Characterize tributary (e.g., water color is clear, discolored, oily film; water quality; general watershed characteristics, etc.).
Explain: The water color is slightly turbid with an oily film.
Identify specific pollutants, if known:
6A natural or man -made discontinuity in the OHWM does not necessarily sever jurisdiction (e.g., where the stream temporarily flows underground, or where
the OHWM has been removed by development or agricultural practices). Where there is a break in the OHWM that is unrelated to the waterbody's flow
regime (e.g., flow over a rock outcrop or through a culvert), the agencies will look for indicators of flow above and below the break.
7Ibid.

(iv) Biological Characteristics. Channel supports (check all that apply):
❑ Riparian corridor. Characteristics (type, average width):
❑ Wetland fringe. Characteristics:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish /spawn areas. Explain findings:
❑ Other environmentally - sensitive species. Explain findings:
❑ Aquatic /wildlife diversity. Explain findings:
2. Characteristics of wetlands adjacent to non -TNW that flow directly or indirectly into TNW
(i) Physical Characteristics:
(a) General Wetland Characteristics:
Properties:
Wetland size: 0.1 acres
Wetland type. Explain: Bottomland hardwood forest.
Wetland quality. Explain:medium to high.
Project wetlands cross or serve as state boundaries. Explain:
(b) General Flow Relationship with Non- TNW:
Flow is: . Explain:
Surface flow is: -
Characteristics: nearly level floodplain of Buckhead Creek subject to frequent flooding.
Subsurface flow: �ff Explain findings:
❑ Dye (or other) test performed:
(c) Wetland Adjacency Determination with Non -TNW:
® Directly abutting
❑ Not directly abutting
❑ Discrete wetland hydrologic connection. Explain:
❑ Ecological connection. Explain:
❑ Separated by berm /barrier. Explain:
(d) Proximity (Relationship) to TNW
Project wetlands are 15 -24 river miles from TNW.
Project waters are 5 -10 aerial (straight) miles from TNW.
Flow is from: No Flow.
Estimate approximate location of wetland as within the 20 - 50 -year floodplain.
(ii) Chemical Characteristics:
Characterize wetland system (e.g., water color is clear, brown, oil film on surface; water quality; general watershed
characteristics; etc.). Explain:
Identify specific pollutants, if known:
(iii) Biological Characteristics. Wetland supports (check all that apply):
® Riparian buffer. Characteristics (type, average width):50 ft.
® Vegetation type /percent cover. Explain: forested >90 percent cover.
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish /spawn areas. Explain findings:
❑ Other environmentally - sensitive species. Explain findings:
❑ Aquatic /wildlife diversity. Explain findings:
3. Characteristics of all wetlands adjacent to the tributary (if an )
All wetland(s) being considered in the cumulative analysis: i
Approximately ( 0.1 ) acres in total are being considered in the cumulative analysis.

For each wetland, specify the following:
Directly abuts? (Y/N) Size (in acres) Directly abuts? (Y/N) Size (in acres)
Y 0.1
Summarize overall biological, chemical and physical functions being performed:
Chemical: Removal of P, N, herbicides, pesticides, runoff from lawns, roadways, and parking areas.
Physical: Sediment removal, flood storage, and temperature regulation.
Biological: Life -cycle support, food chain support, rearing, foraging, nesting /spawning area.
C. SIGNIFICANT NEXUS DETERMINATION
A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed
by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity
of a TNW. For each of the following situations, a significant nexus exists if the tributary, in combination with all of its adjacent
wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW.
Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow
of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent
wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a
tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or
outside of a floodplain is not solely determinative of significant nexus.
Draw connections between the features documented and the effects on the TNW, as identified in the Rapanos Guidance and
discussed in the Instructional Guidebook. Factors to consider include, for example:
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to
TNWs, or to reduce the amount of pollutants or flood waters reaching a TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and
other species, such as feeding, nesting, spawning, or rearing young for species that are present in the TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that
support downstream foodwebs?
• Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or
biological integrity of the TNW?
Note: the above list of considerations is not inclusive and other functions observed or known to occur should be documented
below:
1. Significant nexus findings for non -RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain
findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section IILD:
2. .
2. Significant nexus findings for non -RPW and its adjacent wetlands, where the non -RPW flows directly or indirectly into
TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its
adjacent wetlands, then go to Section IILD:
3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of
presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to
Section IILD:
D. DETERMINATIONS OF JURISDICTIONAL FINDINGS. THE SUBJECT WATERS /WETLANDS ARE (CHECK ALL
THAT APPLY):
1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area:
TNWs: linear feet width (ft), Or, acres.
Wetlands adjacent to TNWs: acres.
2. RPWs that flow directly or indirectly into TNWs.
Tributaries of TNWs where tributaries typically flow year -round are jurisdictional. Provide data and rationale indicating that
tributary is perennial:

Tributaries of TNW where tributaries have continuous flow "seasonally" (e.g., typically three months each year) are
jurisdictional. Data supporting this conclusion is provided at Section III.B. Provide rationale indicating that tributary flows
seasonally:
Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: 36.0 linear feet4.Owidth (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
3. Non -RPWs8 that flow directly or indirectly into TNWs.
Waterbody that is not a TNW or an RPW, but flows directly or indirectly into a TNW, and it has a significant nexus with a
TNW is jurisdictional. Data supporting this conclusion is provided at Section III.C.
Provide estimates for jurisdictional waters within the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
4. Wetlands directly abutting an RPW that flow directly or indirectly into TNWs.
Wetlands directly abut RPW and thus are jurisdictional as adjacent wetlands.
Wetlands directly abutting an RPW where tributaries typically flow year- round. Provide data and rationale
indicating that tributary is perennial in Section III.D.2, above. Provide rationale indicating that wetland is
directly abutting an RPW:
Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is
seasonal in Section 1IL13 and rationale in Section III.D.2, above. Provide rationale indicating that wetland is directly
abutting an RPW: Wetlands have direct hydrologic connection to RPW.
Provide acreage estimates for jurisdictional wetlands in the review area: > 1 acres.
5. Wetlands adjacent to but not directly abutting an RPW that flow directly or indirectly into TNWs.
Wetlands that do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent
and with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisidictional. Data supporting this
conclusion is provided at Section III.C.
Provide acreage estimates for jurisdictional wetlands in the review area: acres.
6. Wetlands adjacent to non -RPWs that flow directly or indirectly into TNWs.
Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and
with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisdictional. Data supporting this
conclusion is provided at Section III.C.
Provide estimates for jurisdictional wetlands in the review area: acres.
7. Impoundments of jurisdictional waters.9
As a general rule, the impoundment of a jurisdictional tributary remains jurisdictional.
0 Demonstrate that impoundment was created from "waters of the U.S.," or
❑ Demonstrate that water meets the criteria for one of the categories presented above (1 -6), or
❑ Demonstrate that water is isolated with a nexus to commerce (see E below).
E. ISOLATED [INTERSTATE OR INTRA- STATE] WATERS, INCLUDING ISOLATED WETLANDS, THE USE,
DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY
SUCH WATERS (CHECK ALL THAT APPLY): 10
0 which are or could be used by interstate or foreign travelers for recreational or other purposes.
'See Footnote # 3.
'To complete the analysis refer to the key in Section IILD.6 of the Instructional Guidebook.
10 Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for
review consistent with the process described in the Corps /EPA Memorandum Regarding CWA Act Jurisdiction Following Rapanos.

from which fish or shellfish are or could be taken and sold in interstate or foreign commerce.
which are or could be used for industrial purposes by industries in interstate commerce.
Interstate isolated waters. Explain:
Other factors. Explain:
Identify water body and summarize rationale supporting determination:
Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
❑ Wetlands: acres.
F. NON - JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY):
If potential wetlands were assessed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers
Wetland Delineation Manual and /or appropriate Regional Supplements.
Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce.
❑ Prior to the Jan 2001 Supreme Court decision in "SWANCC," the review area would have been regulated based solely on the
"Migratory Bird Rule" (MBR).
Waters do not meet the "Significant Nexus" standard, where such a finding is required for jurisdiction. Explain:
Other: (explain, if not covered above):
Provide acreage estimates for non - jurisdictional waters in the review area, where the sole potential basis of jurisdiction is the MBR
factors (i.e., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional
judgment (check all that apply):
Non - wetland waters (i.e., rivers, streams): linear feet width (ft).
Lakes /ponds: acres.
Other non - wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
Provide acreage estimates for non - jurisdictional waters in the review area that do not meet the "Significant Nexus" standard, where such
a finding is required for jurisdiction (check all that apply):
IR Non - wetland waters (i.e., rivers, streams): linear feet, width (ft).
❑ Lakes /ponds: acres.
❑ Other non - wetland waters: acres. List type of aquatic resource:
EJ Wetlands: acres.
SECTION IV: DATA SOURCES.
A. SUPPORTING DATA. Data reviewed for JD (check all that apply - checked items shall 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: 1:2,400 Fayetteville quadrangle .
USDA Natural Resources Conservation Service Soil Survey. Citation: Soil Survey of Cumberland and Hoke Counties, North
Carolina, Soil Conservation Service, 1984.
National wetlands inventory map(s). Cite name:
State/Local wetland inventory map(s):
FEMA /FIRM maps:
100 -year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
Photographs: ® Aerial (Name & Date): Cumberland County Tile 041703c, 2008 Source: www.neonemap.com.
or ❑ Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
Applicable /supporting case law:
Applicable /supporting scientific literature:

0 Other information (please specify):
B. ADDITIONAL COMMENTS TO SUPPORT JD:

APPROVED JURISDICTIONAL DETERMINATION FORM
U.S. Army Corps of Engineers
This form should be completed by following the instructions provided in Section IV of the JD Form Instructional Guidebook.
SECTION I: BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD):
B. DISTRICT OFFICE, FILE NAME, AND NUMBER:
C. PROJECT LOCATION AND BACKGROUND INFORMATION: Buckhead Creek Stormwater Infrastructure Improvement Project
- Raeford Road Site
State: North Carolina County/parish/borough: Cumberland City: Fayetteville
Center coordinates of site (lat/long in degree decimal format): Lat. 35.041919° 1, Long. - 78.950392° �.
Universal Transverse Mercator:
Name of nearest waterbody: Buckhead Creek
Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows: Cape Fear River
Name of watershed or Hydrologic Unit Code (HUC): HUC 0303000407 (Cape Fear River basin)
Check if map /diagram of review area and /or potential jurisdictional areas is /are available upon request.
Check if other sites (e.g., offsite mitigation sites, disposal sites, etc... ) are associated with this action and are recorded on a
different JD form.
D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
Office (Desk) Determination. Date:
Field Determination. Date(s): WK Dickson -April 21 -2010
SECTION II: SUMMARY OF FINDINGS
A. RHA SECTION 10 DETERMINATION OF JURISDICTION.
There Arm "navigable waters of the U.S." within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the
review area. [Required]
❑ Waters subject to the ebb and flow of the tide.
Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce
Explain:
B. CWA SECTION 404 DETERMINATION OF JURISDICTION.
There M "waters of the U.S." within Clean Water Act (CWA) jurisdiction (as defined by 33 CFR part 328) in the review area. [Required]
1. Waters of the U.S.
a. Indicate presence of waters of U.S. in review area (check all that apply): 1
TNWs, including territorial seas
Wetlands adjacent to TNWs
Relatively permanent waters (RPWs) that flow directly or indirectly into TNWs
Non -RPWs that flow directly or indirectly into TNWs
Wetlands directly abutting RPWs that flow directly or indirectly into TNWs
Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs
Wetlands adjacent to non -RPWs that flow directly or indirectly into TNWs
Impoundments of jurisdictional waters
Isolated (interstate or intrastate) waters, including isolated wetlands
b. Identify (estimate) size of waters of the U.S. in the review area:
Non - wetland waters: 1,874 linear feet: 20 width (ft) and /or acres.
Wetlands: 1.18 acres.
c. Limits (boundaries) of jurisdiction based on:
Elevation of established OHWM (if known):
2. Non - regulated waters /wetlands (check if applicable):3
Potentially jurisdictional waters and /or wetlands were assessed within the review area and determined to be not jurisdictional.
Explain:
' Boxes checked below shall be supported by completing the appropriate sections in Section III below.
2 For purposes of this form, an RPW is defined as a tributary that is not a TNW and that typically flows year -round or has continuous flow at least "seasonally"
(e.g., typically 3 months).
s Supporting documentation is presented in Section IILF.

SECTION III: CWA ANALYSIS
A. TNWs AND WETLANDS ADJACENT TO TNWs
The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete
Section IILA.1 and Section IILD.1. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections IILA.1 and 2
and Section IILD.1.; otherwise, see Section IILB below.
1. TNW
Identify TNW:
Summarize rationale supporting determination:
2. Wetland adjacent to TNW
Summarize rationale supporting conclusion that wetland is "adjacent':
B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY):
This section summarizes information regarding characteristics of the tributary and its adjacent wetlands, if any, and it helps
determine whether or not the standards for jurisdiction established under Rapanos have been met.
The agencies will assert jurisdiction over non - navigable tributaries of TNWs where the tributaries are "relatively permanent
waters" (RPWs), i.e. tributaries that typically flow year -round or have continuous flow at least seasonally (e.g., typically 3
months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year -round
(perennial) flow, skip to Section IILD.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow,
skip to Section IILD.4.
A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and
EPA regions will include in the record any available information that documents the existence of a significant nexus between a
relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even
though a significant nexus finding is not required as a matter of law.
If the waterbody4 is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the
waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must
consider the tributary in combination with all of its adjacent wetlands. This significant nexus evaluation that combines, for
analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request is
the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section IILB.1 for
the tributary, Section IILB.2 for any onsite wetlands, and Section IILB.3 for all wetlands adjacent to that tributary, both onsite
and offsite. The determination whether a significant nexus exists is determined in Section IILC below.
1. Characteristics of non -TNWs that flow directly or indirectly into TNW
(i) General Area Conditions:
Watershed size: Pick Li
Drainage area: Pick Li Js
Average annual rainfall: inches
Average annual snowfall: inches
(ii) Physical Characteristics:
(a) Relationship with TNW:
❑ Tributary flows directly into TNW.
❑ Tributary flows through � tributaries before entering TNW.
Project waters are Mick List river miles from TNW.
Project waters are Pick List river miles from RPW.
Project waters are Pick List aerial (straight) miles from TNW.
Project waters are _Pick List aerial (straight) miles from RPW.
Project waters cross or serve as state boundaries. Explain:
Identify flow route to TNW5:
Tributary stream order, if known:
4 Note that the Instructional Guidebook contains additional information regarding swales, ditches, washes, and erosional features generally and in the and
West.
5 Flow route can be described by identifying, e.g., tributary a, which flows through the review area, to flow into tributary b, which then flows into TNW.

(b) General Tributary Characteristics (check all that apps
Tributary is: ❑ Natural
❑ Artificial (man- made). Explain:
❑ Manipulated (man - altered). Explain:
Tributary properties with respect to top of bank (estimate):
Average width: feet
Average depth: feet
Average side slopes: Pick Lia.
Primary tributary substrate composition (check all that apply):
❑ Silts ❑ Sands ❑ Concrete
❑ Cobbles ❑ Gravel ❑ Muck
❑ Bedrock ❑ Vegetation. Type /% cover:
❑ Other. Explain:
Tributary condition/stability [e.g., highly eroding, sloughing banks]. Explain:
Presence of run /riffle /pool complexes. Explain:
Tributary geometry: Pick List
Tributary gradient (approximate average slope): %
(c) Flow:
Tributary provides for: rest
Estimate average number of flow events in review area/year: Pick List
Describe flow regime:
Other information on duration and volume:
Surface flow is: Pick List. Characteristics:
Subsurface flow: Pick Lis. Explain findings:
❑ Dye (or other) test performed:
Tributary has (check all that apply):
❑ Bed and banks
❑ OHWM6 (check all indicators that apply):
❑ clear, natural line impressed on the bank
❑
the presence of litter and debris
❑ changes in the character of soil
❑
destruction of terrestrial vegetation
❑ shelving
❑
the presence of wrack line
❑ vegetation matted down, bent, or absent
❑
sediment sorting
❑ leaf litter disturbed or washed away
❑
scour
❑ sediment deposition
❑
multiple observed or predicted flow events
❑ water staining
❑
abrupt change in plant community
❑ other (list):
❑ Discontinuous OHWM.7 Explain:
If factors other than the OHWM were used to determ
High Tide Line indicated by:
❑ oil or scum line along shore objects
❑ fine shell or debris deposits (foreshore)
❑ physical markings /characteristics
❑ tidal gauges
❑ other (list):
ne lateral extent of CWA jurisdiction (check all that apply)
Mean High Water Mark indicated by:
❑ survey to available datum;
❑ physical markings;
❑ vegetation lines /changes in vegetation types.
(iii) Chemical Characteristics:
Characterize tributary (e.g., water color is clear, discolored, oily film; water quality; general watershed characteristics, etc.).
Explain:
Identify specific pollutants, if known:
6A natural or man -made discontinuity in the OHWM does not necessarily sever jurisdiction (e.g., where the stream temporarily flows underground, or where
the OHWM has been removed by development or agricultural practices). Where there is a break in the OHWM that is unrelated to the waterbody's flow
regime (e.g., flow over a rock outcrop or through a culvert), the agencies will look for indicators of flow above and below the break.
7Ibid.

(iv) Biological Characteristics. Channel supports (check all that apply):
❑ Riparian corridor. Characteristics (type, average width):
❑ Wetland fringe. Characteristics:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish /spawn areas. Explain findings:
❑ Other environmentally - sensitive species. Explain findings:
❑ Aquatic /wildlife diversity. Explain findings:
2. Characteristics of wetlands adjacent to non -TNW that flow directly or indirectly into TNW
(i) Physical Characteristics:
(a) General Wetland Characteristics:
Properties:
Wetland size: acres
Wetland type. Explain:
Wetland quality. Explain:
Project wetlands cross or serve as state boundaries. Explain:
(b) General Flow Relationship with Non -TNW:
Flow is: Pick Lis. Explain:
Surface flow is: -
Characteristics:
Subsurface flow: �. Explain findings:
❑ Dye (or other) test performed:
(c) Wetland Adjacency Determination with Non -TNW:
❑ Directly abutting
❑ Not directly abutting
❑ Discrete wetland hydrologic connection. Explain:
❑ Ecological connection. Explain:
❑ Separated by berm /barrier. Explain:
(d) Proximity (Relationship) to TNW
Project wetlands are Pick List river miles from TNW.
Project waters are Pick List aerial (straight) miles from TNW.
Flow is from: rick Lil&.
Estimate approximate location of wetland as within the Pick List floodplain.
(ii) Chemical Characteristics:
Characterize wetland system (e.g., water color is clear, brown, oil film on surface; water quality; general watershed
characteristics; etc.). Explain:
Identify specific pollutants, if known:
(iii) Biological Characteristics. Wetland supports (check all that apply):
❑ Riparian buffer. Characteristics (type, average width):
❑ Vegetation type /percent cover. Explain:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish /spawn areas. Explain findings:
❑ Other environmentally - sensitive species. Explain findings:
❑ Aquatic /wildlife diversity. Explain findings:
3. Characteristics of all wetlands adjacent to the tributary (if an
�
All wetland(s) being considered in the cumulative analysis:
Approximately ( ) acres in total are being considered in the cumulative analysis.

For each wetland, specify the following:
Directly abuts? (Y/N) Size (in acres) Directly abuts? (Y/N) Size (in acres)
Summarize overall biological, chemical and physical functions being performed:
C. SIGNIFICANT NEXUS DETERMINATION
A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed
by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity
of a TNW. For each of the following situations, a significant nexus exists if the tributary, in combination with all of its adjacent
wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW.
Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow
of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent
wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a
tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or
outside of a floodplain is not solely determinative of significant nexus.
Draw connections between the features documented and the effects on the TNW, as identified in the Rapanos Guidance and
discussed in the Instructional Guidebook. Factors to consider include, for example:
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to
TNWs, or to reduce the amount of pollutants or flood waters reaching a TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and
other species, such as feeding, nesting, spawning, or rearing young for species that are present in the TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that
support downstream foodwebs?
• Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or
biological integrity of the TNW?
Note: the above list of considerations is not inclusive and other functions observed or known to occur should be documented
below:
1. Significant nexus findings for non -RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain
findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section ITI.D:
2. Significant nexus findings for non -RPW and its adjacent wetlands, where the non -RPW flows directly or indirectly into
TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its
adjacent wetlands, then go to Section IILD:
3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of
presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to
Section IILD:
D. DETERMINATIONS OF JURISDICTIONAL FINDINGS. THE SUBJECT WATERS /WETLANDS ARE (CHECK ALL
THAT APPLY):
1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area:
TNWs: linear feet width (ft), Or, acres.
Wetlands adjacent to TNWs: acres.
2. RPWs that flow directly or indirectly into TNWs.
Tributaries of TNWs where tributaries typically flow year -round are jurisdictional. Provide data and rationale indicating that
tributary is perennial: Buckhead Creek is a Second Ordre stream.
Tributaries of TNW where tributaries have continuous flow "seasonally" (e.g., typically three months each year) are
jurisdictional. Data supporting this conclusion is provided at Section ITI.B. Provide rationale indicating that tributary flows
seasonally:

Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
3. Non -RPWs8 that flow directly or indirectly into TNWs.
Waterbody that is not a TNW or an RPW, but flows directly or indirectly into a TNW, and it has a significant nexus with a
TNW is jurisdictional. Data supporting this conclusion is provided at Section III.C.
Provide estimates for jurisdictional waters within the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
4. Wetlands directly abutting an RPW that flow directly or indirectly into TNWs.
Wetlands directly abut RPW and thus are jurisdictional as adjacent wetlands.
Wetlands directly abutting an RPW where tributaries typically flow year- round. Provide data and rationale
indicating that tributary is perennial in Section III.D.2, above. Provide rationale indicating that wetland is
directly abutting an RPW: Wetlands have direct hydrologic connectin to stream.
Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is
seasonal in Section 1IL13 and rationale in Section III.D.2, above. Provide rationale indicating that wetland is directly
abutting an RPW:
Provide acreage estimates for jurisdictional wetlands in the review area: 1.18 acres.
5. Wetlands adjacent to but not directly abutting an RPW that flow directly or indirectly into TNWs.
Wetlands that do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent
and with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisidictional. Data supporting this
conclusion is provided at Section III.C.
Provide acreage estimates for jurisdictional wetlands in the review area: acres.
6. Wetlands adjacent to non -RPWs that flow directly or indirectly into TNWs.
Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and
with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisdictional. Data supporting this
conclusion is provided at Section III.C.
Provide estimates for jurisdictional wetlands in the review area: acres.
7. Impoundments of jurisdictional waters.9
As a general rule, the impoundment of a jurisdictional tributary remains jurisdictional.
0 Demonstrate that impoundment was created from "waters of the U.S.," or
❑ Demonstrate that water meets the criteria for one of the categories presented above (1 -6), or
❑ Demonstrate that water is isolated with a nexus to commerce (see E below).
E. ISOLATED [INTERSTATE OR INTRA- STATE] WATERS, INCLUDING ISOLATED WETLANDS, THE USE,
DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY
SUCH WATERS (CHECK ALL THAT APPLY): 10
Tn which are or could be used by interstate or foreign travelers for recreational or other purposes.
❑ from which fish or shellfish are or could be taken and sold in interstate or foreign commerce.
❑ which are or could be used for industrial purposes by industries in interstate commerce.
Interstate isolated waters. Explain:
Other factors. Explain:
Identify water body and summarize rationale supporting determination:
'See Footnote # 3.
'To complete the analysis refer to the key in Section IILD.6 of the Instructional Guidebook.
10 Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for
review consistent with the process described in the Corps /EPA Memorandum Regarding CWA Act Jurisdiction Following Rapanos.

Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: linear feet width (ft).
Other non - wetland waters: acres.
Identify type(s) of waters:
Wetlands: acres.
F. NON - JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY):
If potential wetlands were assessed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers
Wetland Delineation Manual and /or appropriate Regional Supplements.
Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce.
❑ Prior to the Jan 2001 Supreme Court decision in "SWANCC," the review area would have been regulated based solely on the
"Migratory Bird Rule" (MBR).
Waters do not meet the "Significant Nexus" standard, where such a finding is required for jurisdiction. Explain:
Other: (explain, if not covered above):
Provide acreage estimates for non - jurisdictional waters in the review area, where the sole potential basis of jurisdiction is the MBR
factors (i.e., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional
judgment (check all that apply):
Non - wetland waters (i.e., rivers, streams): linear feet width (ft).
Lakes /ponds: acres.
Other non - wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
Provide acreage estimates for non - jurisdictional waters in the review area that do not meet the "Significant Nexus" standard, where such
a finding is required for jurisdiction (check all that apply):
R Non - wetland waters (i.e., rivers, streams): linear feet, width (ft).
❑ Lakes /ponds: acres.
❑ Other non - wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
SECTION IV: DATA SOURCES.
A. SUPPORTING DATA. Data reviewed for JD (check all that apply - checked items shall 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: 1:2,400 Fayetteville quadrangle .
USDA Natural Resources Conservation Service Soil Survey. Citation: Soil Survey of Cumberland and Hoke Counties, North
Carolina, Soil Conservation Service, 1984.
National wetlands inventory map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ FEMA /FIRM maps:
❑ 100 -year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
® Photographs: ® Aerial (Name & Date):
or ❑ Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Applicable /supporting case law:
❑ Applicable /supporting scientific literature:
❑ Other information (please specify):
B. ADDITIONAL COMMENTS TO SUPPORT JD:

Parcel Information for Homeowners having Potential Impacts from Projects
Project Area 10wnerName JAddress 1PI1D
Coventry
PO Box 53729
Alfredo P & Helga Cardenas
1918 Glenwick Dr
0416 -43 -5386
Ireland Crossing Inc.
PO Box 53729
Alfredo P & Helga Cardenas
1918 Glenwick Dr
0416 -43 -5300
Cumberland Memorial Gardens
PO Box 130548
Alfredo P & Helga Cardenas
1918 Glenwick Dr
0416 -43 -6505
Tommy Lee & Graham
12337 Wynnfield Lakes Dr 1711
City of Fayetteville
433 Hay St
0416 -43 -3583
City of Fayetteville
433 Hay St
0416 -43 -3778
City of Fayetteville
433 Hay St
0416 -43 -4921
City of Fayetteville
433 Hay St
0416 -44 -4040
City of Fayetteville
433 Hay St
0416 -44 -4313
City of Fayetteville
433 Hay St
0416 -44 -5515
City of Fayetteville
433 Hay St
0416 -45 -3217
David R. & Parker
1842 Glenwick Dr
0416 -44 -5020
Peter G. & Kelly J. Rambo
1902 Glenwick Dr
0416 -43 -6911
(Latroy & Smalls)
Paul D. & Angela Moore
11910 Glenwick Dr
0416 -43 -6703
Julius Andrew Jackson
11908 Glenwick Dr
0416 -43 -6812
Pelt Chapel Pentacostal Holy Church
PO Box 44103 (Coventry Rd)
0416 -45 -5107
Kingsford
Ajit N. & Anna A. Naik
610 Longwood Place
0417 -52 -7503
Robyn Ballard Davis
1605 Humboldt Place
0417 -52 -5527
Montclair
Randolph McKoy
7265 Old Fayetteville Rd
(841 Stoneykirk Dr)
0417 -42 -4230
Randolph McKoy
7265 Old Fayetteville Rd
(845 Stoneykirk Dr)
0417 -42 -4085
0417 -51 -2706
Raeford Rd
Ireland Crossing Inc.
PO Box 53729
0416 -49 -7936
Ireland Crossing Inc.
PO Box 53729
0417 -50 -1264
Cumberland Memorial Gardens
PO Box 130548
0417 -40 -3240
Tommy Lee & Graham
12337 Wynnfield Lakes Dr 1711
0417 -40 -7627

Appendix B
Plan Sheets

INDEX
SHEET #
SHEET DESCRIPTION
1
COVER &INDEX
2
GENERAL NOTES
3
CLEARING PLAN
4
GRADING PLAN
5
PLANTING PLAN
D1
DETAILS
CSI -CS3
CROSS SECTIONS
ECI -EC4
EROSION CONTROL
TC 1
TRAFFIC CONTROL
14
TOTAL SHEETS
GPS CONTROL & VERTICAL BENCHMARKS 0
GPS #
NORTHING
EASTING
ELEVATION
DESCRIPTION
PROPOSED MINOR CONTOUR
470735.37
2014828.25
200.45
TBM LOCATED IN POWER POLE ON SOUTH SIDE OF RAEFORD RD,
APPROXIMATELY 300 FT EAST OF THE INTERSECTION OF RAEFORD
RD AND MONTCLAIR RD
EXISTING OVERHEAD UTILITY
OW
EXISTING POWER POLE
0
EXISTING LIGHT POLE W/ GUY WIRE
o�
0
EXISTING PROPERTY BOUNDARY
w�
- -
EXISTING PUBLIC EASEMENT
- -
-e - - - - -e - --
EXISTING SANITARY SEWER
-- SS --
EXISTING SANITARY SEWER MANHOLE
O
EXISTING STORM SEWER
C
=
EXISTING FLARED END SECTION
oW
a
EXISTING STORM SEWER MANHOLE
w�
w
O
EXISTING CATCH BASIN
EXISTING TREELINE
EXISTING TREE
0
HORIZONTAL DATUM = NAD 83/01
VERTICAL DATUM = NAVD 88
/7 • . is
INFRASTRUCTURE
BULKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
VICINITY MAP
NTS
2006 NCDOT STANDARD SPECIFICATIONS
LEGEND
EXISTING MINOR CONTOUR
----- ISa - --
EXISTING MAJOR CONTOUR
-
- -200- - -
PROPOSED MINOR CONTOUR
190
PROPOSED MAJOR CONTOUR
Qw
EXISTING OVERHEAD UTILITY
OW
EXISTING POWER POLE
0
EXISTING LIGHT POLE W/ GUY WIRE
o�
0
EXISTING PROPERTY BOUNDARY
w�
- -
EXISTING PUBLIC EASEMENT
- -
-e - - - - -e - --
EXISTING SANITARY SEWER
-- SS --
EXISTING SANITARY SEWER MANHOLE
O
EXISTING STORM SEWER
C
=
EXISTING FLARED END SECTION
oW
a
EXISTING STORM SEWER MANHOLE
w�
w
O
EXISTING CATCH BASIN
EXISTING TREELINE
EXISTING TREE
0
EXISTING CONCRETE CURB AND GUTTER
O
�
LIMITS OF DISTURBANCE
LOD
PROPOSED ACCESS /HAUL ROAD
Q
O
EXISTING WETLANDS
I�
EXISTING STREAM
�
�
a
Know what's below.
Call before you dig.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
z
w�
M
• C)
cfD P4 V
5;!Az
Qww
U W
V ZEE
� UI
W
wzH
�w
w
aa� E-4
C3
�a� w
Hl w
zo
z
w
z
C) 'Tt
w
O
0
Qw
w
O
o�
°o
w�
0
N
Qx
O
oW
O
w�
w
O
�
�
Q
O
�
I�
�
�
a
z
w�
M
• C)
cfD P4 V
5;!Az
Qww
U W
V ZEE
� UI
W
wzH
�w
w
aa� E-4
C3
�a� w
Hl w
zo
z
w
z
C) 'Tt
w
Qw
w
Q
o�
w�
�
Qx
O
oW
w�
w
N
C) 'Tt
w

N
H
O
Z
C"
3
v
C
v
D
L
N
v
C"
3
L
0
W
v
Q
v
L
O
O
co
O
O
O
O
N Q Q
z
_w M ..
N w O
>, O Lo
omz CS
Iwo
-
;a o
0 X: .w
dY w M
/V w ,
Om5- N
CLEARING LIMITS:
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK LIMITS BELOW ORDINARY HIGH
WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER MARK ELEVATION IS
NOTED ON PLANS AS TOP OF BANK ELEVATION.
CONTRACTOR SHALL INSTALL TREE PROTECTION FENCING ALONG LIMITS OF DISTURBANCE THROUGHOUT
THE PROJECT AREA.
ALL VEGETATION INSIDE LIMITS OF DISTURBANCE SHALL BE CLEARED AND REMOVED UNLESS OTHERWISE
NOTED.
TREES, SHRUBS, AND HEDGES:
THE CONTRACTOR SHALL NOT REMOVE ANY TREES PRIOR TO ONE MONTH BEFORE CONSTRUCTION.
EXCEPTIONS TO THIS WILL BE TREE REMOVAL NECESSARY FOR OVERHEAD AND UNDERGROUND UTILITY
(TELEPHONE AND ELECTRIC) WORK.
THE CONTRACTOR SHALL SAVE ALL TREES AND SHRUBS WHERE TREE PROTECTION IS NOTED ON THE PLANS.
THE CONTRACTOR SHALL REMOVE AND DISPOSE OF ALL OTHER TREES AND SHRUBS WITHIN THE LIMITS OF
DISTURBANCE LINES UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
CONTRACTOR SHALL OFFER TO THE PROPERTY OWNER ALL SHRUBS AND /OR TREES OF TRANSPLANTABLE SIZE
WHICH ARE TO BE REMOVED. IF THE PROPERTY OWNER DOES NOT WANT THE SHRUBS AND /OR TREES, THE
CONTRACTOR SHALL SATISFACTORILY DISPOSE OF THE SHRUBS AND /OR TREES OFFSITE.
TREE PROTECTION BARRICADE SHALL BE HIGH DENSITY POLYETHYLENE FABRIC, ORANGE, FOUR FEET IN HEIGHT.
INSTALL PER MANUFACTURERS SPECIFICATIONS WHERE SHOWN ON THE PLANS. TREE PROTECTION BARRICADE
SHALL BE INSTALLED BEFORE ANY DEMOLITION OR CONSTRUCTION BEGINS IN THE AREA AND SHALL NOT BE
REMOVED UNTIL CONSTRUCTION IS COMPLETED AND AS DIRECTED BY THE ENGINEER. MAINTAIN TREE
PROTECTION BARRICADES THROUGHOUT CONSTRUCTION.
SIDE SLOPES:
LIMITS OF PROPOSED SLOPES ARE INDICATED IN THE PLANS, DETAILS AND STANDARD DRAWINGS. THE MAXIMUM
FILL SLOPE SHALL NOT EXCEED A 3:1 (HORIZONTAL TO VERTICAL) UNLESS DESIGNATED BY THE ENGINEER. CUT
SLOPES GREATER THAN 2:1 WILL BE USED ONLY AS DIRECTED BY THE ENGINEER AND AT THE SPECIFIC
LOCATIONS SHOWN ON THE PLANS.
EXISTING
SANITARY
SEWER
AND WATER
LINE:
FOR WATER AND
SEWER LOCATES THE
CONTRACTOR
SHALL CALL 811.
TLM
RICK DAVIS FROM THE PUBLIC WORKS COMMISSION (910- 223 -4718) SHALL BE NOTIFIED BY THE CONTRACTOR
48 HOURS PRIOR TO THE BEGINNING OF WATER AND /OR SANITARY SEWER WORK.
WHERE SANITARY SEWER AND WATER LINES ARE ENCOUNTERED, THE CONTRACTOR SHALL USE CARE IN
WORKING AROUND OR NEAR THEM. IF AN EXISTING SEWER OR WATER LINE IS DAMAGED, THE CONTRACTOR
SHALL IMMEDIATELY REPLACE THE SEWER OR WATER LINE AT HIS EXPENSE WITH PC 350 DUCTILE IRON PIPE IN
ACCORDANCE WITH PWC STANDARDS AND SPECIFICATIONS. THE CONTRACTOR SHALL REPLACE A MINIMUM OF
10 FEET OF SANITARY SEWER LINE AND /OR WATER LINE WITH PC 350 DUCTILE IRON PIPE WHEN DRAINAGE
PIPE COMES WITHIN 24 INCHES OF SAID LINES VERTICALLY OR 10' HORIZONTALLY.
ALL WATER VALVES & BOXES, WATER METER BOXES, WATER VAULTS, SANITARY SEWER MANHOLES, AND
CLEANOUTS IN THE CONSTRUCTION AREA ARE TO BE ADJUSTED TO THE FINISHED GRADE BY THE CONTRACTOR.
IF THE WATER METERS ARE TO BE RELOCATED HORIZONTALLY, THEY SHALL BE MOVED TO AN AREA BEHIND
THE PROPOSED CURB. IF RELOCATED METER IS IN DRIVE OR SIDEWALK, CONTRACTOR WILL PROVIDE AND
INSTALL CAST IRON METER BOXES. IF WATER LATERALS HAVE TO BE RELOCATED HORIZONTALLY A NEW TAP
WILL NEED TO BE INSTALLED AND THE OLD TAP REMOVED BETWEEN THE METER AND THE MAIN.
WATER AND SEWER LINES ARE TO REMAIN ACTIVE AT ALL TIMES DURING CONSTRUCTION. IF THIS IS NOT
POSSIBLE, THEN CONTRACTOR SHALL FOLLOW PWC POLICIES, PROCEDURES, STANDARDS AND SPECIFICATION
MANUAL. DATE AND TIME FOR SHUTDOWN SHALL BE COORDINATED WITH AND SHALL BE AT THE DISCRETION OF
THE CITY OF FAYETTEVILLE. CONTRACTOR SHALL HAVE ALL MATERIALS, TOOLS, EQUIPMENT, AND SUFFICIENT
PERSONNEL ON SITE PRIOR TO BEGINNING WORK TO MINIMIZE SHUT DOWN TIME.
CONSTRUCTION EQUIPMENT WEIGHT SHALL NOT EXCEED 16,000 LBS. INSIDE OF EXISTING SANITARY SEWER
EASEMENT. STOCKPILE /STAGING AREAS ARE NOT TO BE LOCATED WITHIN THE EXISTING SANITARY SEWER
EASEMENT. NO EQUIPMENT OR CONSTRUCTION MATERIALS SHALL BE LEFT WITHIN THE EXISTING SANITARY
SEWER EASEMENT AT THE END OF THE DAY.
GENERAL UTILITIES:
1. CONSTRUCTION METHODS AND MATERIALS SHALL BE IN ACCORDANCE WITH THE CITY OF FAYETTEVILLE
PUBLIC WORKS COMMISSION (PWC) UTILITIES STANDARDS AND SPECIFICATIONS, UNLESS OTHERWISE NOTED.
2. ALL CONTRACTORS WORKING ON PWC PROJECTS ARE REQUIRED TO OWN A COPY OF THE DESIGN MANUAL
AND SHALL KEEP A COPY ON THE JOB SITE AT ALL TIMES.
3. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE PARTIES AND ASSURING THAT
UTILITIES ARE LOCATED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. CALL NC ONE —CALL AT 811 FOR
UTILITY LOCATING SERVICES 48 HOURS PRIOR TO COMMENCEMENT OF ANY WORK. CONTRACTOR SHALL
VERIFY LOCATION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
4. EXISTING SANITARY SEWER LATERAL & WATER SERVICE LOCATIONS ARE APPROXIMATE AND ARE TO BE
FIELD VERIFIED PRIOR TO CONSTRUCTION. CONTRACTOR SHALL RELOCATE ANY SEWER LATERALS & WATER
SERVICES AS NEEDED PRIOR TO STORM PIPE CONSTRUCTION.
UTILITY COORDINATION:
CONTRACTOR SHALL CONTACT NC ONE —CALL AT 811 FOR UTILITY LOCATIONS PRIOR TO CONSTRUCTION.
ORGANIZATIONS THAT MAY OWN FACILITIES THROUGHOUT THIS PROJECT ARE:
BELL SOUTH
PUBLIC WORKS COMMISSION (PWC)
PROGRESS ENERGY
PIEDMONT NATURAL GAS
CENTURYLINK
QUEST
TIME WARNER CABLE
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
THE LOCATIONS OF EXISTING UTILITIES SHOWN ON THE PLANS ARE FOR THE USE OF THE CONTRACTOR IN
PROVIDING PROTECTIONS FOR THE UTILITIES DURING CONSTRUCTION OPERATION. THE CITY, DESIGN CONSULTANT,
AND /OR AGENT SHALL NOT BE HELD RESPONSIBLE FOR THE ACCURACY OR LOCATION, SIZE, DEPTH OR
COMPLETENESS OF THE INFORMATION. BEFORE BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL CONTACT
EACH OF THE UTILITY OWNERS IN THE AREA OF CONSTRUCTION RELATIVE TO THEIR UTILITY LOCATIONS. THE
CONTRACTOR SHALL PROTECT ALL UTILITIES FROM DAMAGE CAUSED BY CONSTRUCTION OPERATIONS AND /OR
RELATED WORK OF THE CONTRACTOR OR HIS AGENTS. THE CONTRACTOR SHALL HOLD THE CITY HARMLESS FOR
ANY INCONVENIENCE OR DELAY CAUSED BY THE OPERATIONS OF OTHERS PERFORMING THE ABOVE WORK.
NECESSARY ADJUSTMENT OR RELOCATION OF EXISTING UTILITIES, EXCEPT FOR CONTRACT ITEMS, WILL BE
PERFORMED BY THE UTILITY SERVICE PROVIDER. THE CONTRACTOR SHALL COORDINATE HIS WORK WITH OTHERS
IN ORDER TO PROVIDE SATISFACTORY PROGRESS OF THE PROJECT.
PIEDMONT NATURAL GAS (PNG) REPRESENTATIVE MUST BE PRESENT PRIOR TO AND DURING ANY CONSTRUCTION
WITHIN THE AREA OF EXISTING GAS MAINS.
THE CONTRACTOR SHALL COORDINATE THE ADJUSTMENT OR RELOCATION OF GAS MAINS WITH PNG. PNG MUST
BE NOTIFIED TWO WEEKS IN ADVANCE OF CONSTRUCTION. ALL ADJUSTMENTS AND RELOCATIONS WILL BE
PERFORMED BY PNG.
A BELL SOUTH REPRESENTATIVE MUST BE PRESENT PRIOR TO AND DURING ANY CONSTRUCTION WITHIN THE
AREA OF EXISTING BELL SOUTH CABLES.
THE CONTRACTOR SHALL SUPPORT AND PROTECT ANY EXISTING UNDERGROUND UTILITIES ENCOUNTERED DURING
TRENCH EXCAVATION AND /OR PIPE INSTALLATION. CONTRACTOR TO USE EXTREME CAUTION WHEN WORKING IN
AREAS NEAR POWER TRANSMISSION LINES. THE CONTRACTOR SHALL COORDINATE WORKING IN THE AREA OF THE
PROGRESS ENERGY TRANSMISSION LINES WITH DAVID VENCILL OF PROGRESS ENERGY AT (910) 429 -3103.
EROSION CONTROL:
SEE SHEETS EC1 — EC4 FOR EROSION CONTROL NOTES, PLANS, AND DETAILS.
TOTAL DISTURBED AREA: 5.85 ACRES
MINIMUM EROSION CONTROL MEASURES SHALL BE CONSTRUCTED AND PERMITTED REQUIREMENTS (WHERE
NECESSARY) SHALL BE IN ACCORDANCE WITH THE N.C. EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL, U.S. DEPT. OF AGRICULTURE, NATURAL RESOURCES SOIL CONSERVATION SERVICE.
CONTRACTOR SHALL NOT DISTURB ANY AREAS OUTSIDE OF THE DESIGNATED EASEMENT AREAS OR LOD.
DES
JPK
DRN
TRS
CHK
- - --
REV
ABAND ...... ......................ABANDONED
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Raeford - Design.dwg
PROJECT NO. 20100046.00 RA
STORM DRAINAGE PIPE & GRADING:
PROJECT TOPOGRAPHY AND EXISTING CONDITIONS GROUND — CONTROLLED SURVEY PROVIDED BY WK DICKSON SURVEY. ADDITIONAL
UTILITY VERTICAL LOCATIONS (EXCEPT SAN. SEWER), NOTED ON PLANS, PROVIDED BY SO DEEP. ADDITIONAL EXISTING TREES, STORM
DRAINAGE PIPES & SAN. SEWERS VERIFICATION WAS PROVIDED BY WK DICKSON.
PIPE INVERT ELEVATIONS HAVE PRECEDENCE OVER SLOPES. HOWEVER, SLOPES SHALL NOT BE DECREASED FROM THOSE SHOWN ON PLAN
WITHOUT PRIOR APPROVAL FROM THE ENGINEER.
ALL STORM DRAINAGE PIPE TO BE CLASS 3 REINFORCED CONCRETE UNLESS OTHERWISE NOTED. PIPE LENGTHS INDICATED ON PLAN ARE
APPROXIMATE ONLY.
NO SOIL DISTURBANCE OR COMPACTION, CONSTRUCTION MATERIALS, TRAFFIC, TRENCHING, OR OTHER LAND DISTURBING ACTIVITY SHALL
BE PERMITTED BEYOND LIMITS OF GRADING WITHOUT PRIOR APPROVAL FROM THE OWNER AND CITY ENGINEERING DEPT.
THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE CITY OF FAYETTEVILLE ANY DISCREPANCIES FOUND BETWEEN ACTUAL CONDITION
AND CONSTRUCTION DOCUMENTS AND SHALL WAIT FOR INSTRUCTION FROM THE CITY INSPECTOR PRIOR TO PROCEEDING.
MANHOLE RIM ELEVATIONS SHOWN ON THE PLANS ARE APPROXIMATE. NEW MANHOLE RING AND COVERS SHALL BE INSTALLED FLUSH
WITH THE SURROUNDING GRADE SO AS TO AVOID DAMAGE TO MOTOR VEHICLES DURING CONSTRUCTION. THEY ARE TO BE ADJUSTED TO
MATCH THE SURROUNDING PROPOSED GRADE PRIOR TO PLACING THE NEW SURFACE COURSE.
BOTH AERIAL AND GROUND — CONTROLLED EXISTING CONTOURS ARE SHOWN ON THE PLAN AT 1' INTERVALS. PROPOSED CONTOURS SHOWN
ARE AT 1' INTERVALS.
THE CONTRACTOR SHALL BACKFILL OPEN EXCAVATIONS AT THE END OF EACH WORKING DAY. AT DRAINAGE STRUCTURE LOCATIONS, THE
EXCAVATION SHALL BE COVERED WITH METAL PLATES WHEN PRACTICAL OR COMPLETELY ENCLOSED WITH SAFETY NETTING.
CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE TO CURRENT OCCUPATIONAL SAFETY HEALTH ADMINISTRATION REGULATIONS
ALL PROPOSED GRADES ARE FINISH GRADES.
TRAFFIC CONTROL:
TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS
(NCDOT) AND THE TRAFFIC CONTROL PLANS SHOWN ON SHEETS TC2
STOCKPILING:
ANY ONSITE STOCKPILING IS TO BE COORDINATED AND APPROVED BY A CITY INSPECTOR. THE STOCKPILE WILL BE PROVIDED WITH
GROUND COVER WITHIN 15 WORKING DAYS UPON COMPLETION OF ANY PHASE OF WORK.
WETLAND IMPACTS:
TEMPORARY DISCHARGE OF EXCAVATED OR FILL MATERIAL INTO WETLANDS AND WATERS OF THE UNITED STATES WILL BE FOR THE
ABSOLUTE MINIMUM PERIOD OF TIME NECESSARY TO ACCOMPLISH THE WORK. TEMPORARY DISCHARGES WILL BE FULLY CONTAINED WITH
APPROPRIATE EROSION CONTROL OR CONTAINMENT METHODS OR OTHERWISE SUCH FILLS WILL CONSIST OF NON— ERODIBLE MATERIALS.
THE AREA OF WATERS OF THE UNITED STATES TO BE DISTURBED WILL BE LIMITED TO THE MINIMUM NECESSARY TO CONSTRUCT THE
PROJECT. THE WORK AREA AUTHORIZED BY THE PERMIT, INCLUDING PERMANENT FILLS, WILL BE MINIMIZED TO THE GREATEST EXTENT
PRACTICABLE.
NO WASTE, SPOIL, SOLIDS, OR FILL OF ANY KIND SHALL OCCUR IN WETLANDS, WATERS OR RIPARIAN AREAS BEYOND THE LIMITS OF
DISTURBANCE, OR BEYOND THE FOOTPRINT OF THE IMPACTS AUTHORIZED FOR THIS PROJECT, INCLUDING INCIDENTAL IMPACTS. ALL
CONSTRUCTION ACTIVITIES, INCLUDING THE DESIGN, INSTALLATION, OPERATION, AND MAINTENANCE OF SEDIMENT AND EROSION CONTROL
BEST MANAGEMENT PRACTICES, SHALL BE PERFORMED SO THAT NO VIOLATIONS OF STATE WATER QUALITY STANDARDS, STATUTES, OR
RULES OCCUR.
SEDIMENT AND EROSION CONTROL MEASURES SHOULD NOT BE PLACED IN WETLANDS OR WATERS OUTSIDE OF THE PERMITTED IMPACT
AREAS WITHOUT PRIOR APPROVAL FROM THE DIVISION OF LAND RESOURCES. IF PLACEMENT OF SEDIMENT AND EROSION CONTROL
DEVICES IN WETLANDS AND WATERS IS UNAVOIDABLE, THEN THE DESIGN AND PLACEMENT OF TEMPORARY EROSION CONTROL MEASURES
SHALL NOT BE CONDUCTED IN A MANNER THAT MAY RESULT IN DIS— EQUILIBRIUM OF WETLANDS OR STREAM BEDS OR BANKS, ADJACENT
TO OR UPSTREAM AND DOWN STREAM OF THE ABOVE STRUCTURES. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE REMOVED
AND NATURAL GRADE RESTORED WITHIN TWO (2) MONTHS OF THE DATE THAT THE DIVISION OF LAND RESOURCES OR LOCALLY
DELEGATED PROGRAM HAS RELEASED THE PROJECT.
TOTAL WETLAND IMPACTS: .097 ACRES
%WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
/
/
/
/
/
/
0416 -49 -3568
GARY SCOTT VALENZUELAX\
4698 ALAMANCE RD
\ 10711- FAYETTEVILLE, NC 28304
"89 Q\ \ DB 4207 PG 302
/
/
ALAMANCE RD. \\
ACCESS
0416 -49 -5192
JOSEPH P RIDDLE III
PO BOX 53646
FAYETTEVILLE, NC 28305
DB 5166 PG 242
\ y \
r
0416 -49 -9443
CITY OF FAYETTEVILLE
433 HAY ST
FAYETTEVILLE, NC 28301
DB3162PG414
/
/
/
IRELAND DR.
ACCESS
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
1
CONTRACTOR
ACCESS ROUTE
FOR RIGHT BANK
^ ^�^ 0417 -40 -3240
0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE NC 28305
DB 4262 PG 371
\
/
\
/
Ir \\ \\
�OPOSED FLOOD
PLAIN BENCH
SEE SHEET 4
1
\ I
\ r
I\ \
1
\
\
\ Q
�pN o Q
1 � T
o° o
\ � I
\ �o
7 \
/ \1
0417- 40 -76�
OMMY LEE & GA AM
12337 YNNFIELD LAKES RIVE 1711
JA KSONVILLE, FL 32 46
\DB 8149 PG 26
�y
r
w
m
j I I i
/I
I
♦
1
f
1
II
\
-
- - - - - -- = -- PROPOSED FLOOD
\ - -- _�;�; -�_r PLAIN BENCH r -��_�
-;
\ _ - -- ;= SEE SHEET 4 ��� /��� // o��J —
- -
0417 50 3624
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4261 PG 210
PB 86 PG 110
--- - - - - --
\
0417 -50 -1264
IRELAND CROSSING INC. /
/
\ PO BOX 53729 /
\ \ FAYETTEVILLE, NC 28305
\ DB 4262 PG 371
CONTRACTOR /
ACCESS ROUTE \ /
FOR LEFT BANK
/
\\ 0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371 \
/
/
/
0416 -59 -4520
PROVIDENCE BAPTIST CHURCH / y
1268 IRELAND DRIVE /
DB 02826 0728
/
/
/
Q
Rd
/
/
OVERALL PLAN
SCALE: 1"=100'
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
\
\
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
GENERAL NOTES
SHEET NO.
SCALE: V = 100' DATE: 2/13/12
2
DESIGN BY: JPK DRAWN BY: TRS OF 14.
ABBREVIATIONS
# ............ .........................NUMBER
MJ ...................................
MECHANICAL JOINT
ABAND ...... ......................ABANDONED
MONO ..............................
MONOLITHIC
A.0 ........... .......................ASBESTOS
CONCRETE
mph ................................
MILES PER HOUR
A C .... ............................AIR
CONDITIONER
MTL ....... ..........................METAL
A.D ........... ......................ALGEBRAIC
DIFFERENCE
N .....................................
NORTH/NORTHING
ASPH ...... ........................ASPHALT
NAD 83 ...........................
NORTH AMERICAN DATUM 1983
APPROX ........ ..................APPROXIMATELY
NTS ..................................
NOT TO SCALE
BB ........... .........................BOTTOM
OF BANK
0 /H .................................
OVER HEAD
B /C ...... ...........................BACK
OF CURB
OC ...................................
ON CENTER
BIT .............. .....................BITUMINOUS
ORN .................................
ORNAMENTAL
BM ......... ..........................BENCH
MARK
PAVT ................................
PAVEMENT
BOC ........ .........................BOTTOM
OF CHANNEL
PC ...................................
PRESSURE CLASS
BRG ......... ........................BEARING
PERM ...............................
PERMANENT
CB ......... ..........................CATCH
BASIN
PG ...................................
PAGE
C &G ..... ...........................CURB
AND GUTTER
PI .....................................
POINT OF INTERSECTION
CE ................ ...................CONSERVATION
EASEMENT
PK ...................................
PK NAIL SET
CL ............. ......................CLEARANCE
PP ...................................
POWER POLE
C/L ....... .........................CENTER
LINE
PROP ...............................
PROPOSED
CMP ............ .....................CORRUGATED
METAL PIPE
PT ....................................
POINT OF TANGENCY
CMPA .......... .....................CORRUGATED
METAL PIPE ARCH
PVI ...................................
POINT OF VERTICAL INTERSECTION
C.O . ..... ..........................CLEAN
OUT
r ......................................
RADIUS
COF .... ...........................CITY
OF FAYETTEVILLE
RCBC ...............................
REINFORCED CONCRETE BOX CULVERT
CONC ........ .......................CONCRETE
RCP .................................
REINFORCED CONCRETE PIPE
CONST .......... ...................CONSTRUCTION
RD ...................................
ROAD
CPP ............ .....................CORRUGATED
PLASTIC PIPE
RELOC ..............................
RELOCATE
DCB ........ .........................DOUBLE
CATCH BASIN
REQ'D ...............................
REQUIRED
DB ........ ...........................DEED
BOOK
RT ....................................
RIGHT
DBL ........ .........................DOUBLE
R/W \ ROW ....................
RIGHT OF WAY
DI ......... ...........................DROP
INLET
S ......................................
SOUTH
DIP .......... ........................DUCTILE
IRON PIPE
SAN .................................
SANITARY
DIA ........... .......................DIAMETER
SID ...................................
STORM DRAIN
DW ............ .......................DRIVEWAY
SIDE ..................................
STORM DRAINAGE EASEMENT
DIM ............ ......................DIMENSION
SF ....................................
SQUARE FOOT
E ................... ...................EAST
/EASTING
S/R FENCE .....................
SPLIT RAIL FENCE
EA ........ ...........................EACH
SS ...................................
SANITARY SEWER
ELEV .......... ......................ELEVATION
STA .................................
STATION
EOP ...... ...........................EDGE
OF PAVEMENT
STD .................................
STANDARD
ESMT ........ .......................EASEMENT
SUE .................................
SEWER UTILITY EASEMENT
ETCB ......... ......................ELONGATED
THROAT CATCH BASIN
SW ...................................
SIDEWALK
ERCP .......... .....................ELLIPTICAL
REINFORCED CONCRETE PIPE
SY ...................................
SQUARE YARD
EXIST ........ .......................EXISTING
TAN .................................
TANGENT
F /C ...... ...........................FACE
OF CURB
TB....... ............................TOP
OF BANK
FES ......... .........................FLARED
END SECTION
TCE .................................
TEMP CONSTRUCTION EASEMENT
FH ........ ...........................FIRE
HYDRANT
TEMP ...............................
TEMPORARY
F /L ....... ...........................FLOW
LINE
TP ...................................
TRAVERSE POINT
FOC ....... ..........................FIBER
OPTIC CABLE
T /W .................................
TEST WIRE
GV ....... ............................GAS
VALVE
TYP .................................
TYPICAL
HORIZ ......... .....................HORIZONTAL
U /G .................................
UNDER GROUND
INT ................ ...................INTERSECTION
VC ....................................
VERTICAL CURVE
INV .......... .........................INVERT
VERT ................................
VERTICAL
I .......... ...........................IRON
PIN SET
VCP .................................
VITRIFIED CLAY PIPE
JB ............. .......................JUNCTION
BOX
W .....................................
WEST
L............. .........................LENGTH
W / ...................................
WITH
LF ........... .........................LINEAR
FOOTAGE
WB ...................................
BOTTOM WIDTH
LOD ......... .........................LIMITS
OF DISTURBANCE
WBKF ...............................
BANKFULL WIDTH
LT ......... ...........................LEFT
WM ...................................
WATER METER
lb ........... ..........................POUND
W VAULT .........................
WATER VAULT
LP .......... ..........................LIGHT
POLE
WV ...................................
WATER VALVE
LN ......... ...........................LANE
YI .....................................
YARD INLET
MAX ......... ........................MAXIMUM
60p ..................................
SIXTY PENNY NAIL SET
MH........... ........................MANHOLE
............. ...........................FOOT
MIN .......... ........................MINIMUM
"........... ...........................INCH
%WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
/
/
/
/
/
/
0416 -49 -3568
GARY SCOTT VALENZUELAX\
4698 ALAMANCE RD
\ 10711- FAYETTEVILLE, NC 28304
"89 Q\ \ DB 4207 PG 302
/
/
ALAMANCE RD. \\
ACCESS
0416 -49 -5192
JOSEPH P RIDDLE III
PO BOX 53646
FAYETTEVILLE, NC 28305
DB 5166 PG 242
\ y \
r
0416 -49 -9443
CITY OF FAYETTEVILLE
433 HAY ST
FAYETTEVILLE, NC 28301
DB3162PG414
/
/
/
IRELAND DR.
ACCESS
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
1
CONTRACTOR
ACCESS ROUTE
FOR RIGHT BANK
^ ^�^ 0417 -40 -3240
0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE NC 28305
DB 4262 PG 371
\
/
\
/
Ir \\ \\
�OPOSED FLOOD
PLAIN BENCH
SEE SHEET 4
1
\ I
\ r
I\ \
1
\
\
\ Q
�pN o Q
1 � T
o° o
\ � I
\ �o
7 \
/ \1
0417- 40 -76�
OMMY LEE & GA AM
12337 YNNFIELD LAKES RIVE 1711
JA KSONVILLE, FL 32 46
\DB 8149 PG 26
�y
r
w
m
j I I i
/I
I
♦
1
f
1
II
\
-
- - - - - -- = -- PROPOSED FLOOD
\ - -- _�;�; -�_r PLAIN BENCH r -��_�
-;
\ _ - -- ;= SEE SHEET 4 ��� /��� // o��J —
- -
0417 50 3624
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4261 PG 210
PB 86 PG 110
--- - - - - --
\
0417 -50 -1264
IRELAND CROSSING INC. /
/
\ PO BOX 53729 /
\ \ FAYETTEVILLE, NC 28305
\ DB 4262 PG 371
CONTRACTOR /
ACCESS ROUTE \ /
FOR LEFT BANK
/
\\ 0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371 \
/
/
/
0416 -59 -4520
PROVIDENCE BAPTIST CHURCH / y
1268 IRELAND DRIVE /
DB 02826 0728
/
/
/
Q
Rd
/
/
OVERALL PLAN
SCALE: 1"=100'
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
\
\
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
GENERAL NOTES
SHEET NO.
SCALE: V = 100' DATE: 2/13/12
2
DESIGN BY: JPK DRAWN BY: TRS OF 14.

Map
Z
Q
J
a-
0
Z
0
Q
tY
rn
3
C
v
D
L
N
v
C"
3
v
L
0
W
v
Q
V
L
0
0
co
It
O
0
0
0
i }�
oa
Z
x0)
> 01n
pmz CS
/V
.;a o
w
ri
/V 0
Oma- N
0417 -40 -3240 TOP--189.51 \
CUMBERLAND MEMORIAL GARDENS _ - -- Ob \\ INV OUT= 183.51
PO BOX 130548 ___ - - -___ \ / - - 7 /-REMOVE EXISTING
HOUSTON, TX 77219 --------- --- - - ---- __ ,� o' i / , HEADWALL AND FES Q
SEE OVERALL PLAN ON SHEET DB 4598 PG 842 __________ __ `` \ \°'
CONSTRUCTION ENTRANCE - - - -' - - - -- -�, _- 18� \ 00,7 �,�r�1\11\i (`� i /o \ \
/ - 11 1\ 111\ I I <V \ TOMMY LEE & GRAHAM 'Q \
- -185' Z --- ` - ��II 1 111 \ \ \� \� HEADWALL 12337 WYNNFIELD LAKES DRIVE 1711 G
- - - - -- - -__ _ 111\x\ \ �/' \ JACKSONVILLE, FL 32246 O
- - - - -- \ - - _ 1 \ \ \\\\ FES DB 8149 PG 26
INV = 183.37
,
4r 0 1 _ - - - -- - �- --�--- - -- -_-- - - - - - ss - - - -(_]9_ l -�- -��1'85' _ /_ � , /��/ ' -� '- / " _- --_' _ _ - 1- 80-- - - -_ - - - _- - - - �- e_ _ -_� � / i / '/ ' 'r � _/ / r / '_ r_-r r r r _- _ r - - - rr y - � -r v r y - •, 1 y v `, r _ r rr r r/ rr r r _ r y , _r r r _ r r \ r r yr �` _ - - - -v _\ ` r y rr ` y r r y r ` -r _r \ rr_ ` ' r _-ar r _` r r r\ e ` � -O` / �q ^� __ � / '`_� _\ 1 \ - � \ \ \P\ ; `\ \ \ �\ \\ `\ � � \ \ ^lg \� �\�`\ � 1_ 9 _ _ - _ - _ - - - - - - -- - -- - _ \ - _^ \ \ \ \ \\ `\ \ \ `\ \ \ \
�
L
S
\ A/
SMH FROM OM GIS D ATA\
� \ (NOT FIELD LOCATED)INV
\ QOIi TOP OF HEADWA RIM NO DATA 40 � � LOD _%�L OD l 195.55 - L ---- - - - --_ INV = 186.772rr - - -- FULL OF DEBRIS 95 SS__
T,
RIM = 187.♦, 39 S
IN= 170.74 Q� Cs --
\
/ �O � O O' \ - _ - � - r r rr r _ r \ _ �r r/ r r r _ r - r r " y - r r r - y 0 r y `r r - r r r r �r rr rr v r .r r i /v r : r _ ♦ r -r r rr � r r _ r r r ` r rr , r r r r rr r r -r _ r r _ r r r r � r r r r r r - j r r r r - �-rrr r r _ r rr r r r r � -r r _ r r y r 'r r / r r _ r _ r rr r � r r r r / r r � _ r r \r - /r � r r r r ` r r-, r � r _ r� r r rr _ r r r - r r � ' r r r r r r / r y r r i r r / r ry r / r rr y r r ✓ ' r r r _ y _ r r rr r/ r / r // ', r r / r r� rr r r r r / / rr/ r r r /, � � r� r r ,rr "rrr _/ �r / r.r� �r � r � r ,I „ d �r r r r _ rr r r rr p r r r � r r � - r r r r rr r r r rr ` r r �rr r y r r r rr - \i r r r r r r \ ` r � r r r r r r r y r r r r �- r r r r / r i_- r r r r r yri�r - r r ' r `r - r r � r r r 1r - r.� � r 1 r- i r I�r r r - r � r r r r r . -r \ r r r r� / r r r rI r �� rr r r r J r r r r r r� \ `rr \� r r r r_ r r \ r rr vr_ r r rr r r . r _ , r rr r r r r r_ r \ r rr r1 r r r r _ r � r r r r r r - r r rr r rrr r r r r a �r r r r rr r\ r r r r r r r r r r � r r r r r r r r r y r r r r r / r rr r r rr r r rC � r rr r \ - r r rr r \rr .r rr r r r r r r r r r y r r r r r \ r �r r r r r \ r rI r r �r r r r�r r r r r r r r r r r y r r rr r rr `r ' r r r r � �r r r r rr r r r r r r r / { r r r r r r er r r r r rr r r r r r r r r r r r r r rr r l y r r r r /�r r /r r r r ! r r r r r r r rr r r r r r r rr rr r r r r r r r r r r r r rr r r r r r r � r r r r r r r r r _ r rr wr r r r r r rr r . . r \r r r r r r r 1r r r r r r r \ r -r r r r r r r r r r rr �r r r r r r - r r r ( r r r rr r r r r r / r rr /r rr r r r y r r r r r r r r r r r r r r r r r r 'rr r r _ r r r r r r r r r r r r rr r r rr r r rr r r r rr r r ' r r r r r rr r r r r r rr r r r rr r rr v r r rr r \ r r � rr r r r r r r \ r r r \ r r r ' L \r r r r r �r r ^ rr r � p r r r r i r r r r r r r � r \rr r r r r / r r r r r r r / r r r r r rr ' r r r r rr r r r r r rr r r � r r r r r r r r r \r = r r �r rr ` r r r r r r � r rr r \ r r r r r r \ r r r r r r r r r \ r r r r r r r r r \ r r r 'r r l r r r \ � r - r r r r rr r - - r " r rr r r r r r r r r rr r r r r r r r rr r r r r r r r r r r r r r r rr r r v r r r r r r r y \r r rr r r r r r r v r r y r . rr r A r r r r \r r r r r r \am r r r rr �r r r r r r r r r r r r r r r r r r _r r r r r r r r r_ r r r r rr r r r r r r r r r r r r rr r r �"r r r r r r r r r r � `r r r r r �v r r � r r . r r � r r r r r r r � r r / r'r \ r r r r I r - r r - r r r v1r r r r r r � \r r \r _� r r r r ' r r r^ !r �„ rr \ r r r Qr r r r r r L` 1r ` r _ r r 1 � r r r r r r `r � r r r � r � r r r r r r r ^ r r -�r �r r `�r r r G r- ^ �r r � r �r r r I I \ r rI r r I \ \ r r � r 1 r r\ r \ r r\ r r r r r r r r / r\ r yr ` r r ^ r \ r r\ + v r � r " � � \. ` rr \ r r \ 8y r r 0 \ \r - v e\ A\ rV r \ r ` \ � v �r . \ r \ v \ A \ \`� \ \ v \ ` \ \ v \ v \ \ \ \ \ \ O ` \_ _ A \ A\ V \ i L � /\ _ ' \� _ \ _ _ _ \ -
3/ / . 1/ /
4 O IN W 4" SERVICE- 18
� y r rr r r \
/
SS-_
/
s' /
/ _
/
\\
INV \
\ 1
7
8.14 �r - ` r rr - \ OUT= 17069
a01 9Q INV 177.7
5 'WETCANDS INV 1 = 175.87
\ INV 178.1\ 3 09
r \ INV 2 176,A5/ LO D O = INV 3 f6.27
­,Q VQ
_j
�� � � \ r W TOP 198.09 TEANDS - , _=a_r r r r r r r r r
_ r r r r r r INV IN = 189.04
i WETLAN�Sr
r r r INV OUT (30° CMP) 188.
Wrr
r r r r r r r r r r rvr r 00 NO STRUCTURE
r 1 r 1 r 4 _ Ir r r r r r r r rr r _ r r - - - - -- 3 O" PIPE END FULL OF DEBRIS
4 rr r rr r r POSSIBLY CONNECTS TO
r /4 4 \ r r\ /11 30" CMP FROM SDM
04-49 -7936 00OVIRELAND CROSSING INC.
PO BOX 53729 A II4\ 185.64
ORDINARY
FAYETTEVILLE, NC 28305 1� i t rDB 4262 PG 371 \WATER � \\ NIt 186.1'
r %K .E -
-1 (W )_ 011 Rr\ M - - - -- IN(E)= 176.76
OUT= 170.06 ADJUST RIM TO 1.5' ABOVE \1
\
FINISH GRADE AND INSTALL ' ow
WATERTIGHT MANHOLE INSERT Co
----low TAL \ EER PWC STD. DE 9
SEE SHEET D1
\
r�r rr rr / rr 'cr `: � \rrrrr rr rr rr rr rr rr rr rrr r r rr rr rr r \ \r rr r rr r r rr r rr rr rlr rr r \ r ,
rr /r r r% r RIM- 181.42 r r r rr r rr r rr r rrrr rr r rr r rr rr r rr r rr r rrrr rr\ r r rr rr r rr r rr r rrrr r rr r rr rr r rr r r rr r rrrr r rr rr \r rr r r
r rrrrr rrrr' IN= 167.67 �! - r r r rr r rr r rrrr r rr r rr r rr r rr r rr r rr r rrrr r rr r rr� \r r r rr r rr r rr r rrrr r rr r rr r rr r rr r rr r rrr rrrr r rr r rr r rr\ rr r rr r r "rr r.
OU I" 167.57 �` \r
r
m -\1 J N1, \- S -z- r r rr r r r r ^r r ♦ r r r r r r r r r r r r\\ \ r rl \,
_jI ss' \ \ `y r r r r r r r r r r r r r \r r r r r r r r r r r . . r r r r r r r r r r r r r r r r r r r r rr r r r r r r r r r r r r r r r r r r// r r r r r r r r r r r r r r rr r r r r r r r rr r r
r a
Q +QO P r rr rr r�\rp r l a r r
r r r r r r r
r
r r
r
r r
/%i
,r r - \r r r r r r r r -� r r r r r r '\
rrr \rrrrr rrrr r rr r d� /SSA_ ��' v r r rrrr rrrr rrrr s' rr dry r \\ e L_``\ tea__ SS -SS r r rrrr r rr ; r rrrr\� rrrr rrrr rrrr r rr r rr r rrrr \\ r rrrr rrrr rrrr r rr r rr �� :.r �'�
1F -� -
r r A _55
�� 2 +00
r r rr r rrs' ��' // �i6r r r r r r r rr rrrrrr r r ., rrr r rr I
SS_ _ �_Z4 r
_=r • e _ _ �,r r _, r - r r � r � r ssr '__ r r
S 7�" -�_ $
S 5 SS_
qz r e y I r + r g/ � ' I 1 ,
r0 Q
18 EAD
A
\\
\
�I I I
_
A-
�b �V 5 +00 �55 / - r r
,c ' /�/ ' / , � �r r � r r r r r r r rr r r rr r r r rr r r rr r�. �LV// O > r r r r r r r r r r r rr ` y r rpi y , / �; y /r !�\ � � r� r\ r mo b II l ' y ' r r s_ r �� ✓ r ;r_� 'r ' i� r / __v_' _ _ __ _ - �'/ _,/ I � r _ - _ _i _ �' �i _ ___- _ ____ _ _ `� ^ \\ ` `^�\____ ___ _ __ - - -\ \ \ v `� , eC ��q r r r r rr r r r r r r r r r r r r r r r r r r r r r y / / � r r r6r + o 7;66,- �4 O i18 0
_` OpETLANDS OD \
?
r`
r r r ___ r r r r r r r r r
v -- __ r r / / /' _ -__,. � i�� - \ \ ` \\ .\\ ^^\ \ \ \\ �v `` r r r r r r /err /r r r r r r /�>rr r ORDINARY HIGF! r,y rr
�r4r rrrr rry �y r rY y- r r r r rrr rrrrrrrrrrrrrrrrrrrrrrr�r WATER -MARK \ r
ELEV. - 17 �
\ ------- - -'''� ` -_ � __ r r,r \ r r r r r r r •` � '�/ �'�/ / /' '� --'� .''/ / / .'�� __- ---___ \\ \ \\ \\ \`\ \` \ \�� r- ~ 1.5
��'r r r r WETLANDS
- _ - ADJUST RIM T ABOVE/
`� =/v .' r 0 '
- UNDARY FINISH GRADE AND INSTALL
r - -- _ _ v
�JdE�L�11JQ�34 - - - - -- - - -- \ \ -
-------- / \\ ` \\ \ \\ \ \-- - - - - -- _ \r WATERTIGHT MANHOLE INSERT
� ------------- - - - - -' / / .. `\ \\ \ \ ` -_ -_\ \ PER PWC STD. DETAIL S.9
SEE SHEET D1��'
N L
�a01 i - _ _ \\ \\ \\ \\\J8 � r r r r rr r rr r 1 r O 1
i
\ .r - AREA OF WETLAN
-- - - - - -- , Go
SEE OVERALL PLAN ON SHEET 2 -- 1 19p� - - -- - -__ -\ ` \`� - _ IMPACTS = 0.97 AC.•\ �`\ \ \\ \ `\ \\ ` \\_ ��� r \\ r r�I I '
FOR IRELAND DR. CONSTRUCTION - - - - - / 07 \�
ENTRANCE / / \ lg0_
�� � �' / � ,_� �� \ \ `\ \ PROP 32 LF OF 30 "._,
_
\ _____- - -__ -' �i' �/' / i'' ' \\\`_� \ \ `\ `\ `\ \` \ - RCP---/
\ - /
200-
0416 -49 -7936 ---------
- - - - -- / / -- \007
IRELAND CROSSING INC. _ -' � / ,/ � _\ \\ pOT _ _ p
PO BOX 53729
FAYETTEVILLE, NC 28305 \ - - - -- ✓ `\ `. _ a0�i���aal���1 - - --
DB 4262 PG 371
- ----- - - - - --
\ - `--- - -- - --
CONSTRUCTION AT STREAM BANK NOTE: I STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION. SEE SHEETS CS1 -CS3.
DES
JPK
DRN
TRS
CHK
- - --
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Raeford - Design.dwg
PROJECT NO. 20100046.00 RA
1
I
\\ I
\ I
F►WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
0417 -50 -1264
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371
INV IN /= 190.22
INV GOT = 189.02
RIM - 197.25
OUT = 1�
00 �x \ \ \\
i
I,
�1
\
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
owl
°w�
PROTECT EX. HW
HEADWALL
INV = 184.43
/-3' STEEL FES
2" CMP
PROTECT EX. SS MH
RIM = 186.18
IN= 178.28
OUT= 178.18
\✓ \ \
1 Q ±Qp"\ o¢ \
/
STOP �.....\
P�\ RIM = 198.62
I IN= 188.92
0417 -50 -3624
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4261 PG 210
PB86PG110
/
/
/
Know what's below.
Call before you dig.
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
z
0
0
0
z
z
w
200
195
190
185
C(
180
175
0 +00
A �,♦ �,� A`
AA
♦
\
SI TE
1
BEDFORD RD
RAEFORD RD
z
U� 7
7 AL MANCE RD
z I� Q Q
a_ ` j D
0 I D U� 0 0
IW �
/= W
/CJ
VICINITY MAP
NTS
LEGEN D
0110➢
------ 150 - - - --
,so
LIMITS OF DISTURBANCE
EXISTING CONTOUR
PROPOSED CONTOUR
STREAM CHANNEL
EXISTING WETLANDS
Q
0
W O
N
O
Co
z II
m ..
10 j . co
4 U " 200
0 +50
195
190
185
18" RCP INTO
DETAIL 4/D1
M
175
1+00
40 80 120
Plan View ................. iiiiia
20 40 60
Horiz. Profile ...........
0
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
GRADING PLAN
SHEET NO.
SCALE: V = 40' (Plan) DATE: 2/13/12 4
DESIGN BY: JPK DRAWN BY: TRS OF 14.
�o
C7 H
o f II =o
z
C
100
0 III
N -_
ao
N
+�
~o
II
C) 0-
ZO
/
00- ZH p
O
O
-
"Y��
EX
18"RCP L
cc) 01p
II
0
LLI
N(/)
/
O
a.
-
HXOW�
-
(oa.
U(o?
%
PROP RIPRAP
i
/
11E EXISTING
PROP MH SE
CLASS 1
4'X13'X2'
/
F STD DR -24.
EE SHEET D1.
-..
PROP
32 LF OF
CLASS III 3
" RCP ® 1.00%
0 +50
195
190
185
18" RCP INTO
DETAIL 4/D1
M
175
1+00
40 80 120
Plan View ................. iiiiia
20 40 60
Horiz. Profile ...........
0
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
GRADING PLAN
SHEET NO.
SCALE: V = 40' (Plan) DATE: 2/13/12 4
DESIGN BY: JPK DRAWN BY: TRS OF 14.

tL
tL
I
3
-v
U
w
L
N
v
C"
3
/
L
0
W
v
Q
V
0
0
co
It
O
O
O
O
N
Z
<U)
x v)
> OU)
pmz CS
/V
.;a o
w
ti
/V 0
0Ma- N
SEE OVERALL PLAN ON SHEET
2 FOR ALAMANCE RD.
CONSTRUCTION ENTRANCE
0416 -49 -7936
IRELAND CROSSING INC. '/ '
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371 v v v
YC� 00005,
0417 -40 -3240
CUMBERLAND MEMORIAL GARDENS
PO BOX 130548
HOUSTON, TX 77219
DB 4598 PG 842
L� = y\yyYV vyy v v y y yyv vyy' y yy v vY vYy' ' y y��\�\v 'Yy yyv
PROPOSED TCE v Yv y y v y v y y v vy y y v
vy� PROPOSED SDE
y� y vyyv vyy av y y. y v y v v y y
yv$
0+00 PROPOSED SDE
OVERLAPS EXISTING
UTILITY EASEMENT1
FOR IRELAND DR. CONSTRUCTION
ENTRANCE
0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371
\
\
\
\
\
\
—7//
Jef
------ - - - - -'
�' O
----------- / +
— — — — — PROPOSED SDE
----- -- -- -' PROPOSED TCE
/ _
- - - - - --
/ _ _ —
------------
- - - - - --
+
T \ ` \SCE ' /ss
\ \ ` —_ --
\ --- - - - - - --
''
-----------------------
\-`---------------
1
0417 -50 -1264
\`\ i - - - - -- IRELAND CROSSING INC.
�\ PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371
CONSTRUCTION AT STREAM BANK NOTE: I STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION. SEE SHEETS CS1 —CS3.
DES
JPK
DRN
TRS
CHK
- - --
REV
�X)
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Raeford- EC.dwg
PROJECT NO. 20100046.00 RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
0417 -40 -7627 \\
\ TOMMY LEE & GRAHAM
12337 WYNNFIELD LAKES DRIVE 1711
\ JACKSONVILLE, FL 32246
DB8149PG26
r-- PROPOSED TCE \
r-- PROPOSED SDE \
G �
O
C�
O
S
\ —_S3__
s
Tie 11 \
A\\
SS - /
Cr
N \
t
pI
r
r
\
0
�ROPOSEID SDE
`-- PROPOSED TCE
i
\
\
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
PROPOSED SDE
OVERLAPS EXISTING
UTILITY EASEMENT
1 Q +0&\ \
PSI \
0417 -50 -3624
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4261 PG 210
PB86PG110
/
/
/
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
VICINITY MAP
NTS
PLANTING LEGEND
PLANTING ZONE A
(MATTING, RIPARIAN SEEDING & PLANTINGS)
PLANTING ZONE B
(FLOODPLAIN SEEDING & PLANTINGS)
PLANTING ZONE B
(FLOODPLAIN SEEDING ONLY ALONG SEWER MAIN)
PLANTING ZONE C
(MATTING, UPLAND SEEDING & PLANTINGS)
* SEE DETAIL 1/D1 FOR ADDITIONAL PLANTING ZONE INFORMATION
Know what's below.
Call before you dig.
GRAPHIC SCALE
-a so
Plan View ............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
PLANTING PLAN
SHEET NO.
SCALE: V = 40' DATE: 2/13/12 5
DESIGN BY: JPK DRAWN BY: TRS OF 14.
O�AA
i
�X)
0
q,
L
0A
z
w
SITE
BEDFORD RD
i
I
i
RAEFORD RD
i
i
i
i
AEA ANCE RD
I
i
n
0 m m
ID,-
� D
D G
I �
D rTl
VICINITY MAP
NTS
PLANTING LEGEND
PLANTING ZONE A
(MATTING, RIPARIAN SEEDING & PLANTINGS)
PLANTING ZONE B
(FLOODPLAIN SEEDING & PLANTINGS)
PLANTING ZONE B
(FLOODPLAIN SEEDING ONLY ALONG SEWER MAIN)
PLANTING ZONE C
(MATTING, UPLAND SEEDING & PLANTINGS)
* SEE DETAIL 1/D1 FOR ADDITIONAL PLANTING ZONE INFORMATION
Know what's below.
Call before you dig.
GRAPHIC SCALE
-a so
Plan View ............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
PLANTING PLAN
SHEET NO.
SCALE: V = 40' DATE: 2/13/12 5
DESIGN BY: JPK DRAWN BY: TRS OF 14.

N
J_
Q
H
W
D
3
U
W
"v
L
O
N
v
fY
rn
3
L
0
N
v
/
0
Q
U
C;
L
O
O
co
It
O
O
O
0
N
N D Q
.5 Z N
Q
�O
00
DMZ
/U
;uj o
dY -M
/V 0 ,
O m 11 N
SPRING LC
RELIEF VAI
PWC RING & COVER.
PLASTIC POLYMER
WATERTIGHT HIGH
DENSITY 3/16" THICKNESS
ETHYLENE HEXENE -1
COPOLYMER INSERT
ASTM D1248 CLASS A
POLYETHYLENE FOAM GASKET
ASTM D -395,D -1564, D -624 AND D -1667
HEAT WELDED TO INSERT
VACUUM RELIEF VALVE
CONC.GRADE
RING (2 MAX.)
CCENTRIC
EDUCER
NOTES:
1. THE SPRING - LOADED GAS RELIEF VALVE SHALL RELIEVE THE
GAS PRESSURE BUILD -UP. THE VALVE IS AUTOMATICALLY
ACTIVATED WHEN THE GAS PRESSURE DIFFERENTIAL IN THE
MANHOLE REACHES APPROXIMATELY 1/2 psi.
2. THE SPRING - LOADED VACUUM RELIEF VALVE RELIEVES VACUUM
PRESSURE BUILD -UP. THIS VALVE IS ACTIVATED WHEN THE
VACUUM PRESSURE DIFFERENTIAL REACHES APPROXIMATELY
2.25 psi.
3. THE BOWL SHAPE SHALL BE DESIGNED TO PROTECT THE
INSERT VALVES WHEN THE MANHOLE COVER IS REMOVED.
4. THE INSERT SHALL NOT BE SUSCEPTIBLE TO CORROSION OR
BE DAMAGED BY SEWER GASES OR ROAD OILS.
5. A POLYETHYLENE GASKET, HEAT - WELDED UNDER THE LIP,
CONFORMS TO IRREGULARITIES IN THE FRAME, AND FORMS
A TIGHT, VIRTUALLY LEAK PROOF SEAL.
6. BOTH VALVES SHALL BE SELF - CLEANING, AND MADE OF
NON - CORRODIBLE MATERIAL.
7. INSERT SHALL NOT BE INSTALLED UNTIL MANHOLE AND SEWER
LINES ARE INSPECTED AND ACCEPTED BY OWNER.
SPRING -LOAD
GAS RELIEF
VALVE
PRING- LOADED
ACUUM
RELIEF VALVE
WATERTIGHT MANHOLE INSERT PUBLIC WORKS COMMISSION NO. DATE REVISION
N.T.S. FAYETTEVILLE, N. C.
DWG. NO. S.9 DWG. BY PWC
SHEET NO. WATER RESOURCES
1 OF 1 DATE: JAN. 01. 2010 APPROVED BY J.E.G. ENGINEERING DEPARTMENT
2010 -S9 INSERT. DWG
NOTES
1. EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. THE CONTRACTOR SHALL
INSPECT EROSION CONTROL MEASURES AT THE END OF EACH WORKING DAY TO ENSURE MEASURES ARE FUNCTIONING PROPERLY
2. EROSION CONTROL LINER SHALL NOT BE CUT WITH PLANTING IMPLEMENTS. THE SMALLEST OPENING NECESSARY TO ACCOMMODATE EACH PLANT
SHALL BE CUT INTO THE LINER USING A SHARP KNIFE OR SHEARS. AFTER PLANTING IS COMPLETE USE 2 -3 PINS TO SECURE LINER WHERE
CUT WAS MADE. ALL AREAS TO BE PLANTED SHALL BE PREPARED PRIOR TO PLANTING BY DISC OR SPRING -TOOTH CHISEL PLOW TO MINIMUM
DEPTH OF 12 INCHES, TAKING CARE TO AVOID EXISTING TREES CALLED OUT TO BE PROTECTED. MULTIPLE PASSES SHALL BE MADE ACROSS
PLANTING AREAS WITH THE IMPLEMENT AND THE FINAL PASS SHALL FOLLOW TOPOGRAPHIC CONTOURS.
3. PLANTS SHALL BE INSTALLED IN STAGGERED ROWS. PLANT SPACING SHALL BE APPROXIMATELY EIGHT FEET (8.0') BETWEEN PLANTS IN THE
SAME ROW. ROWS SHALL BE STAGGERED SUCH THAT PLANTS ARE APPROXIMATELY FIVE FEET (5.0') APART. ALL TREES AND SHRUBS SHALL BE
PLANTED WHILE DORMANT, BETWEEN MID - NOVEMBER AND MID - MARCH.
4. ASPHALTIC TACKIFIER SHALL NOT BE USED
5. ONCE PERMANENT VEGETATION AND EROSION CONTROL MEASURES ARE ESTABLISHED, THE CONTRACTOR SHALL SCHEDULE A FINAL INSPECTION
IN ORDER TO OBTAIN A CERTIFICATE OF COMPLETION. AFTER APPROVAL, ALL REMAINING TEMPORARY EROSION CONTROL MEASURES SHALL BE
REMOVED
6. THE RIPARIAN BUFFER IS DEFINED AS THE AREA BETWEEN THE TOP OF BANK AND THE WIDTH NEEDED TO EXTEND 1.5' ABOVE BANKFULL. THE
REMAINING FLOODPLAIN AREA TO BE PLANTED EXTENDS TO THE LIMITS OF DISTURBANCE LINE.
VARIES
ZONE C
L
3:1
PROPOSED FLOOD
PLAIN BENCH SEE
SHEETS CSI -CS3
FLOODPLAIN
VARIES 15'
ZONE B *_� ZONE A
SLOPE VARIES -�
VIEW FACING
DOWN STREAM
BANKFULL ELEVATION
ORDINARY HIGH
WATER MARK
FLOODPLAIN
EXISTING
GROUND
CHANNEL BED
(UNDISTURBED)
*NOTE:
NO WOODY VEGETATION SHALL BE PLANTED WITHIN
SEWER EASEMENT - SEEDING ONLY
PLANTING ZONE DETAIL
PLANTING PLAN NOTES
3:1
VARIES
ZONE C
PROPOSED FLOOD
PLAIN BENCH SEE
SHEETS CS1 -CS3
TO FLAT AREA -
NO WELL DEFINED CHANNEL
A
0
a
do = PIPE DIA
Lo = APRON LENGTH
W = APRON WIDTH
3 X PIPE 0 MIN
d = APRON DEPTH
PLAN
1. La IS THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT
NOT LESS THAN 6"
3. A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
La
SLOPE 0 % FLOW
III
I
--
� I I I I I I I
d�
SECTION A -A
NOTES:
SEE APPROPRIATE SCHEDULE FOR DIMENSIONS
CAD FILE: OUTFLPIP
PLANTING LIST
Scientific Name
Common Name
Percent
Source
Percent
Zone A
JPr
Andropogon gerardii
15
3
Shrub
Andropogon glomeratus
15
WK
%DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Fringed Sedge
I -ibilmum, Possumhaw
Viburnum nudum
15
CN
"Zone A - 0 to 15
feet along channel
banks
live stakes along top
of bank
spacing for Zone A
is 8 x 8 feet "
American Holly
Ilex opaca
15
CN
flexglabra
Holly, Inkberry
10
CN
Tree
3
Deertongue
Panicum clandestinum
Betula nigra
River Birch
30
BR
Fraxinus pennsylvanica
one B
Green Ash
AWBR
Scirpus cyperinus
Shrub
7
DESCRIPTION
Sudangrass
OPER.
Sambucus canadensis
Elderberry
10
CN
"Zone B - from 15
feet to limit of
disturbed floodplain
spacing for Zone B
is 8 x 8 feet"
I irginia Sweetspire
Itea virginica
10
CN
f iburnum nudum
Viburnum, Possumhaw
10
CN
Ilex opaca
Tree
Betzda nigra
American Holly
River Birch
10
15
CN
BR
Fraxinus pennsylvanica
Green Ash
15
BR
Plantanus occidentalis
Sycamore
15
BR
Taxodium distichum
ypress
15
BR
Zone C
*Bald
Shru
Ilex opaca
American Holly
20
CN
Zone C - Upland
areas
spacing for Zone C
is 8 x 8 feet"
Alyrica cerifera
Plantanus occidentalis
Wax Myrtle
Sycamore
20
30
CN
BR
Ouercus phellos
Willow Oak
30
BR
CN -Container (1 -3 gal) Det. 3/01
BR-Bare Root Det. 2/01
WELL DEFINED CHANNEL
IS 1I
FILTER BLANKET
DR -24
PERMANENT SEEDING LIST
J
II III III III=
\FILTER BLANKET
SECTION B -B
5seank ENGINEERING & INFRASTRUCTURE
CIVIL ENGINEERING DIVISION
433 HAY ST. 28301
(910) 433 -1656
TYPICAL CONTAINER
PIPE OUTLET GROWN TREE OR
SHRUB
DATE 4/4/08 DRAWN BY CSA
SCALE N.T.S. CK'D BY JPB
ROOT BALL
FLOODPLAIN SEED MIX (ZONES A & B)
Herbaceous Vegetation Seed Mix (APPLY AT 20 POUNDS PER ACRE)
D1
NOT TO SCALE
Percent
DES
JPr
Andropogon gerardii
15
3
Bushy Broomsedge
Andropogon glomeratus
15
WK
%DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Fringed Sedge
Carex crinata
10
2
Lurid Sedge
DRN
TRS
2
Tussock Sedge
Carex stricta
10
2
CHK
____
15
3
Deertongue
Panicum clandestinum
10
2
Switchgrass
Panicum virgatum
10
Browntop Millet
REV
Scirpus cyperinus
REV
DATE
DESCRIPTION
Sudangrass
OPER.
APP
TLM
Setaria italica
DRAWING NAME:
Raeford- EC.dwg
Fagopyrum esculentum
PROD. MGR.
TLM
Office Locations:
North Carolina Georgia
South Carolina
PROJECT NO. 20100046.00.RA
DATE
2/13/12
WELL DEFINED CHANNEL
IS 1I
FILTER BLANKET
DR -24
PERMANENT SEEDING LIST
J
II III III III=
\FILTER BLANKET
SECTION B -B
5seank ENGINEERING & INFRASTRUCTURE
CIVIL ENGINEERING DIVISION
433 HAY ST. 28301
(910) 433 -1656
TYPICAL CONTAINER
PIPE OUTLET GROWN TREE OR
SHRUB
DATE 4/4/08 DRAWN BY CSA
SCALE N.T.S. CK'D BY JPB
ROOT BALL
FLOODPLAIN SEED MIX (ZONES A & B)
Herbaceous Vegetation Seed Mix (APPLY AT 20 POUNDS PER ACRE)
Common Name
Scientific Name
Percent
Pounds
Big Bluestem
Andropogon gerardii
15
3
Bushy Broomsedge
Andropogon glomeratus
15
3
Fringed Sedge
Carex crinata
10
2
Lurid Sedge
Carex lurida
10
2
Tussock Sedge
Carex stricta
10
2
Virginia Wildrye
Elymus virginicus
15
3
Deertongue
Panicum clandestinum
10
2
Switchgrass
Panicum virgatum
10
Browntop Millet
Woolgrass
Scirpus cyperinus
5
1
UPLAND SEED MIX (ZONE C)
Herbaceous Vegetation Seed Mix (APPLY AT 40 POUNDS PER ACRE)
Common Name
Scientific Name
Pe
Pounds
Purple Lovegrass
Eragrostis spectabilis
25
10
Virginia Wild Rye
Elymus virginicus
25
10
Switchgrass
Panicum virgatum
25
10
Little Blue Stem
Schizachyrium scoparium
10
4
Woolgrass
Scirpus cyperinus
5
Secale cereale
Eastern Gammagrass
Tripsacum dactyloides
10
4
TEMPORARY SEEDING LIST
Temporary Seed Mixes - Buckhead Creek - Fayetteville, NC
Planting period
Planting Mix
Additional Requirement
October through April
Plant Winter Mix
February 15 through April
Replant with Summer Mix in May
May through September
Plant Summer Mix
July 15 through September
Replant with Winter Mix in October
Seed Winter Mix: Dec. 1 - Apr. 15 (Select at least 2)
Common Name
Scientific Name
Apply at 40 lb ac
Barley
Hordeum sp.
Winter Rye
Secale cereale
Winter Wheat
Triticum sp.
Oats
Avena sp.
Seed Summer Mix: Apr. 15 - Aug. 15 (Select at least 2)
Common Name
Scientific Name
Apply at 40 lb ac
Browntop Millet
Panicum ramosum
Pearl Millet
Pennisetum glaucum
Sudangrass
Sorghum bicolor
"German Foxtail Millet
( Foxtail bristlegrass)"
Setaria italica
Buckwheat
Fagopyrum esculentum
Japanese Millet
Echinochloa f imentacea
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
BANKFULL ELEVATION
NOTES:
1. PLANT BARE ROOT SHRUBS AND TREES TO THE WIDTH OF THE LIMITS
OF DISTURBANCE AS SHOWN ON THE PLANS. IN WOODED AREAS,
SUPPLEMENT PLANTINGS ONLY AS NEEDED
2. DO NOT COMPACT SOIL AROUND PLANTINGS
3. PLANT IN HOLES MADE BY A MATTOCK, DIBBLE, PLANTING BAR, OR
OTHER APPROVED MEANS
4. PLANT IN HOLES DEEP AND WIDE ENOUGH TO ALLOW THE ROOTS TO
SPREAD OUT AND DOWN WITHOUT J- ROOTING
5. KEEP ROOTS MOIST WHILE DISTRIBUTING OR WAITING TO PLANT BY
MEANS OF WET CANVAS, BURLAP, OR STRAW
6. HEEL -IN PLANTS IN MOIST SOIL OR SAWDUST IF NOT PROMPTLY
PLANTED UPON ARRIVAL TO PROJECT SITE. ALL PLANTS MUST BE
INSTALLED WITHIN 48 HOURS OF ARRIVING ONSITE
7. BARE ROOT SEEDLINGS MUST BE FULLY DORMANT WHEN PLANTED
BOTTOM OF CHANNEL
CROSS SECTION VIEW
BARE ROOT PLANT INSTALLATION
2 x DIA. OF
CONTAINER
NOT TO SCALE
BACKFILL WITH APPROVED
PLANTING SOIL OR ON -SITE
STOCKPILED TOPSOIL.
IIIUIIII
\�j \�j \� \�j VA R I E S
III III III III III III III III III III III
VARIES
OPENING TO BE
CREATED BY PRECAST
CONCRETE SUPPLIER
CONTAINERIZED PLANT INSTALLATION
NOT TO SCALE
FILL VOID
CEMENTITI
NON -SHRI
MISTING OF
CP STORM
1. THE ALIGNMENT OF ALL PIPES TIED IN TO THE MAIN STRUCTURE IS TO BE
PERPENDICULAR TO THE OUTSIDE FACE OF THE MAIN STRUCTURE.
2. PROVIDE 6" MINIMUM CLEARANCE BETWEEN MAIN LINE JOINTS AND PIPE
OPENING.
3. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR TIE INS TO STRUCTURES.
NOTES FOR CONTAINER PLANTING:
1. WHEN PREPARING THE HOLE FOR A POTTED PLANT OR
SHRUB DIG THE HOLE 8 -12 INCHES LARGER THAN THE
DIAMETER OF THE POT AND THE SAME DEPTH AS THE
POT. SCARIFY SIDES AND BOTTOM OF THE HOLE.
2. REMOVE THE PLANT FROM THE POT. LAY THE PLANT ON
ITS SIDE IF NECESSARY TO REMOVE THE POT.
3. FOR ALL CONTAINERIZED PLANTS, MAKE VERTICAL CUTS
IN ROOTBALL KNIFE JUST DEEP ENOUGH TO CUT THE
NET OF ROOTS. ALSO MAKE A CRISS -CROSS CUT
ACROSS THE BOTTOM OF THE ROOTBALL.
4. PLACE THE PLANT IN THE HOLE.
5. FILL HALF OF THE HOLE WITH SOIL (SAME SOIL REMOVED
FOR BACKFILL).
6. BACKFILL ONE -HALF OF REMAINING HOLE WITH
ACCEPTABLE PLANTING MEDIUM AND WATER THOROUGHLY.
BACKFILL REST OF HOLE WITH ACCEPTABLE PLANTING
MEDIUM. FIRM DOWN, ELIMINATING ALL AIR POCKETS. DO
NOT PACK.
7. BUILD A FOUR -INCH HIGH BERM AROUND THE EDGE OF
THE ROOT BALL USING SOIL REMOVED FROM THE HOLE
TO FORM A BASIN FOR HOLDING WATER. THE BOTTOM OF
THE BASIN SHALL BE AT SURROUNDING FINISH GRADE.
8. CONTAINER PLANTS INSTALLED WITHIN LIMITS OF
DISTURBANCE DO NO REQUIRE A LAYER OF MULCH.
EXISTING AND PROPOSED PIPE TIE IN
TO STRUCTURES
NOT TO SCALE
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
SECTION
SAW -CUT RCP FLUSH
WITH INSIDE WALL OF
STRUCTURE
WALL OF
STRUCTURE
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE: 2/13/12
DI
DESIGN BY: JPK DRAWN BY: TRS OF 14.

N
U
I
C"
3
C
N
D
L
O
N
v
C"
3
/
L
0
N
v
fY
0
Q
V
L-
0
0
co
It
O
O
O
O
N
o Q
00
DMZ
�a 0
.w
dY -1M
/V -J
OmEL N
196
192
188
184
180
176
172
192
188
184
180
176
172
188
184
180
176
172
168
2+50
LIMITS OF
DISTURBANCE
EXIS ING W TLAN S
MITS OF
ISTURBANCE
EXI TING VETLARDS IMITS OF
0 REMAIN DISTURB IyZ
TEMP RARY ACCE S-1/' ROP LOOD BENC
TO S NITAR SEW R (TYP
340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 24(
2+00
TS of
DISTURBANCE IMITS OF EXISTING WETLA DS
DIS URBA CE 0 RE AIN
XISTING WET ANDS IMITS OF
zL
PROP FLOOD BE NC 7
TE PORA Y AC ESS TY
TO SANIT RY S WER
-320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200
1 +50
w�
188
184
180
176
172
168
-320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160
188
184
180
176
172
168
-300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
188
184
180
176
172
-280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
JPK
DRN
r�
CHK
- - --
REV
APP
TLM
PROJ. MGR.
188
ItISTURI3AN
CE
184
-
180
°
176
204
ZUI+
u
ITS
F
168
20
40
60
80
w�
120
DISTU BAN
E
Q
r o?
EX
STING
WETLANDS
REM
AI
m�
0
200
196
oQ
mm
196
oz
r�
w�
Q
192
188
184
180
rm
w"
TO
ANIT
RY SE
ER
mm
0
192
v
188
184
180
176
172
168
-320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160
188
184
180
176
172
168
-300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
188
184
180
176
172
-280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
DES
JPK
DRN
TRS
CHK
- - --
REV
APP
TLM
PROJ. MGR.
188
ItISTURI3AN
CE
184
-
180
176
204
ZUI+
172
Y SEWER
168
20
40
60
80
100
120
DES
JPK
DRN
TRS
CHK
- - --
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Raeford - Design.dwg
PROJECT NO. 20100046.00 RA
20 40 60 80
188
184
180
176
172
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
192
188
184
180
176
172
204
200
196
192
188
184
180
176
172
204
200
196
192
188
184
180
176
172
204
200
196
192
188
184
180
176
172
196
192
188
184
180
176
172
PROP
PROP SED JOP
ELEV - 176170
-380 -360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
3 +50
4 +00
204
z
200
0
196
192
188
184
' 180
176
PR DP
TYP)
72
20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
380 -360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
3+00
204
ZUI+
200
200
196
oQ
mm
196
oz
r�
w�
Q
192
188
184
180
rm
w"
mm
0
192
v
oQ
m�
r
�L
w
WETLAND
o
OZ
�m
w
0
wo z
a
mm
ET
X ISTING
0
WET
ANDS
FAR
TING
T
PER,,�
ETLANDS
REM
kIN
��
188
o
184
t
WETLANDS
FLOOD
BEN
H
Y
Y
m
T
REMAIN
)T
P)
o
z
rm
�r
176
mm
m
ROP
LOOD
BENC
TYP
o
180
ROP FLOOD
ENCH
172
-360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280
Y I/
176
PROP FLOOD BEN CT
I
(TYP
172
380 -360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
3+00
204
200
196
oz
r�
w�
Q
192
188
184
180
w"
mm
oQ
m�
r
�L
w
WETLAND
o
wo z
a
mm
X ISTING
0
WET
ANDS
FAR
TING
T
PER,,�
ETLANDS
REM
kIN
��
o
PRO9
FLOOD
BEN
H
Y
Y
)T
P)
176
ROP
LOOD
BENC
TYP
172
-360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
Know what's below.
Call before you dig.
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
GRAPHIC SCALES
40 80 120
Horz. Profile ............
10 20 30
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
CROSS SECTIONS
SHEET NO.
SCALE: AS NOTED DATE: 2/13/12 CS1
DESIGN BY: JPK DRAWN BY: TRS OF 14.

N
N
U
I
Cp
3
c
.O
N
N
0
O
N
v
O
3
O
N
v
0
Q
U
v
O
O
O
It
O
O
O
O
N
� oa
Z n
N
o O
/U W
rn
0 5,
;
a O
LLI N
0 Z:
dY .5M
Om0- N
204
200
196
192
188
184
180
176
172
5 +50
NE I oz
�m
�6
oQ
�m
0
AN
Y
V w
� a
IISTINS WETLANDS
r REM W PRO OSED TOP
OF TANK
ELE = 1177.25
°
P OP FL OD BENCH
(T
-400 -380 -360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 28C
208
204
200
196
192
188
184
180
176
172
ZLvC)
204
200
196
192
188
184
180
176
172
5 +00
WETLAND
IMPACTS
ELUV = 177.110
PROPIFLOOD BEN
204
200
196
192
188
184
180
176
172
208
204
200
196
192
188
184
180
176
172
400 -380 -360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 30C
4 +50
WE TL
IMP-A
PROP FLOOb BENCH
(TYP)
-400 -380 -360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 30C
DES
JPK
DRN
TRS
CHK
- - --
REV
309
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Raeford- Desisn.&N s
PROJECT NO. 20100046.00RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
208
204
200
196
192
188
184
180
176
172
CUT /FILL TOTALS
EMBANKMENT STATION
(FEET)
EXCAVATION CUT AREA
(SQUARE FEET)
FLOOD BENCHAREA
(SQUARE FEET)
0 +50
27
27
1 +00
309
2,102
1 +50
383
4,325
2 +00
143
3,288
2 +50
439
3,638
3 +00
1,073
9,450
3 +50
1,947
18,875
4 +00
4,516
40,394
4 +50
7,142
72,863
5 +00
61 829
87,319
5 +50
5,968
79,981
6 +00
5,221
69,931
6 +50
3,439
54,125
7 +00
2,251
35,563
7 +50
1,637
24,300
8 +00
2,176
23,831
8 +50
2,370
28,413
9 +00
3,281
35,319
9 +50
1 866
1 25,919
Total Volume Removed
(Average End Method) 22,950 CUYD
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
Know what's beIow.
Call before you dig.
ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
GRAPHIC SCALES
40 80
Horz. Profile ............
0 20
Vert. Profile .............
120
30
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
CROSS SECTIONS
SCALE: AS NOTED DATE : 2/13/12
DESIGN BY: JPK DRAWN BY: TRS
SHEET NO.
CS2
OF 14.

M
N
U
I
C"
3
v
c
N
D
L
0
N
v
fr
C"
3
v
L
O
(D
v
fY
0
Q
V
L-
0
0
co
It
O
O
O
O
N
� D Q
ZDO
N
00
DMZ
�a 5
.;Q o
w
dY -1M
/V -J
OmEL N
200
196
192
188
184
180
176
172
168
7 +50
oz
�m
r�
J�
0
oz
AND
Q Q
PA TS
o z PR PosE P1 I
OF BANK
o —
EL IV = 171140
�r
J�
0
FLOOD BENCH
(TYP)
-360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200
7 +00
200
196
192
188
84
180
176
172
-380
oQ
�m
r�
-360 -340 -320 -300
\
-280 -260 -240
w
° Q
3
oQ ��
-220 -200 -180 -160 -140 -120 -100 -80 -60
CHK
- - --
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
P
o
PHIN
-40 -20 0
200
196
192
188
184
180
176
172
168
20 40 60 80 100 120 140 160 180 200 220
200
196
192
188
184
180
176
172
0 +50
204
oQ
200m
J�
196
oz
a
192 6�
ET AN
MPACT
188
oz
TING WETLANDS Q
TO REMAIN r o? ROPO ED T P
184 F BA K
r� o
0
180
176
PROP F OOD MENCH
(TYP)
172
-380 -360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240
204
200
196
192
188
184
180
176
172
n�nn
204
200
196
192
188
184
180
176
172
-380 -360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260
DES
JPK
DRN
TRS
CHK
- - --
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Raeford - Design.dwg
PROJECT NO. 20100046.00 RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
200
196
192
188
184
-140 -120 -100 -80 -60 -40 -20 0
U
200
196
192
188
184
180
176
-240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
20 40 60 80 100
200
196
192
188
184
o?
200
196
192
188
184
180
176
-320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
20 40 60
200
196
192
188
184
180
176
80 100 120 140
8+50
oz
Q
�m
r�
ow
Q>
200
204 196
200 192
196 188
192 184
188 180
184 176
180 172
176
172
20 40 60
200
196
192
-360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
FOR PERMITTING
ONLY — NOT FOR
CONSTRUCTION
Know what's below.
Call before you dig.
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
200
196
192
188
184
180
176
172
20 40 60 80 100 120 140 160 180
GRAPHIC SCALES
40 80 120
Horz. Profile ............
10 20 30
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
CROSS SECTIONS
SCALE: AS NOTED
DESIGN BY: JPK
SHEET NO.
DATE: 2/13/12 CS3
DRAWN BY: TRS OF 14.
188
184
180
176
80 100 120 140 160
-360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0
FOR PERMITTING
ONLY — NOT FOR
CONSTRUCTION
Know what's below.
Call before you dig.
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
200
196
192
188
184
180
176
172
20 40 60 80 100 120 140 160 180
GRAPHIC SCALES
40 80 120
Horz. Profile ............
10 20 30
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
CROSS SECTIONS
SCALE: AS NOTED
DESIGN BY: JPK
SHEET NO.
DATE: 2/13/12 CS3
DRAWN BY: TRS OF 14.

0
w
I
rn
3
U
w
-v
0
a�
v
rn
3
v
,°
a�
v
0
0
a
0
v
0
0
0
0
0
0
N
� � Q
z
Q
�o
>,
00
v
�Cj 5�
;a 0
w N
dY .5M
�5 O
6M0- N
EROSION CONTROL NOTES:
1. REFER ALSO TO GENERAL NOTES ON SHEET 2.
2. TOTAL DISTURBED AREA: 5.85 ACRES.
3. REVIEW CONSTRUCTION SEQUENCE BELOW FOR ADDITIONAL EROSION CONTROL MEASURES.
4. THE CONTRACTOR SHALL ACCESS THE PROJECT SITE ONLY THROUGH ACCESS POINTS SHOWN ON PLANS. CONTRACTOR SHALL COORDINATE WITH ENGINEER
OR CITY IF ALTERNATIVE ACCESS ROUTES ARE REQUIRED.
EROSION CONTROL:
1. INSTALL PERMANENT VEGETATIVE COVER AND LONG -TERM EROSION PROTECTION MEASURES OR STRUCTURES AS SOON AS PRACTICAL IN THE
CONSTRUCTION PROCESS. APPROPRIATE EROSION CONTROL MEASURES MUST BE PLACED BETWEEN THE DISTURBED AREA AND AFFECTED WATERWAY AND
MAINTAINED UNTIL PERMANENTLY VEGETATED.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL EROSION CONTROL MEASURES RELATED TO THE CONSTRUCTION SITE FOR THE DURATION
OF THE PROJECT UNTIL FINAL APPROVAL.
3. AT A MINIMUM, EROSION CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH APPLICABLE STATE AND LOCAL REGULATIONS. ADDITIONAL
EROSION CONTROL MEASURES MAY BE REQUIRED BY LOCAL GOVERNING AGENCIES OR UNFORESEEN CIRCUMSTANCES.
4. THE LOCATIONS OF SOME EROSION CONTROL MEASURES MAY HAVE TO BE ALTERED FROM THOSE SHOWN ON THE PLANS IF DRAINAGE PATTERNS CHANGE
DURING CONSTRUCTION.
5. PROVIDE FOR HANDLING THE INCREASED RUNOFF CAUSED BY CHANGED SOIL AND SURFACE CONDITIONS. USE EFFECTIVE MEANS TO CONSERVE EXISTING
ON -SITE SOIL INCLUDING THE USE OF DIVERSION DITCHES.
6. ALL DISTURBED AREAS SHALL BE SEEDED. USE TEMPORARY PLANT COVER, MULCHING, AND /OR STRUCTURES TO CONTROL RUNOFF AND PROTECT AREAS
SUBJECT TO EROSION DURING CONSTRUCTION. CHANNEL BANKS SHALL BE SEEDED DAILY UPON COMPLETION OF FINAL GRADING.
7. ALL SEDIMENT AND EROSION CONTROLS ARE TO BE INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND AFTER ANY STORM EVENT OF
GREATER THAN 0.5 INCHES OF PRECIPITATION DURING ANY 24 -HOUR PERIOD. TRAPPED SEDIMENT SHALL BE PROPERLY REMOVED FROM THE UPSLOPE
SIDE OF SEDIMENT FENCE WHEN SEDIMENT BUILDS UP TO A DEPTH OF 0.5 FEET. MAINTENANCE OF SEDIMENT TRAPPING STRUCTURES SHALL BE
PERFORMED AS NECESSARY PER THESE INSPECTIONS. SILT FENCING AND DIVERSION DITCHES SHALL BE INSTALLED AS SHOWN ON PLANS.
8. STABILIZATION MEASURES SHALL BE INITIATED AT THE END OF EACH DAY IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY
OR PERMANENTLY CEASED EXCEPT WHERE CONSTRUCTION ACTIVITIES SHALL BE REINITIATED WITHIN 7 CALENDAR DAYS.
9. CONTRACTOR MUST TAKE THE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO THE PAVED ROADWAY FROM CONSTRUCTION AREAS. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR THE IMMEDIATE REMOVAL OF ANY SOIL TRACKED INTO THE PUBLIC RIGHT -OF -WAY. DAILY REMOVAL OF
MUD /SOIL MAY BE REQUIRED.
10. PRIOR TO CONSTRUCTION, STABILIZED GRAVEL ENTRANCE /EXIT AT THE SITE SHALL BE INSTALLED AS SHOWN ON THE PLANS AND DETAILS.
11. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION
ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN STABILIZED. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO
CONTROL EROSION AND /OR OFFSITE SEDIMENTATION. CONTRACTOR SHALL REMOVE ALL TEMPORARY CONTROL DEVICES ONCE CONSTRUCTION IS COMPLETE
AND THE SITE IS STABILIZED. SILT FENCING TO BE INSTALLED AROUND INDICATED SPOILS AREAS TO PREVENT LOSS OF SEDIMENT.
12. ASPHALT TACKIFIER SHALL NOT BE USED.
13. CONSTRUCTION ACTIVITIES MUST AVOID, ENCROACHMENT INTO ANY WETLAND OR STREAM AREAS NOT DESIGNATED AS IMPACT AREAS.
14. NO ON -SITE BURIAL OF VEGETATION OR CONSTRUCTION DEBRIS WILL BE PERMITTED.
15. ANY GRADING BEYOND THE LIMITS OF DISTURBANCE SHOWN ON THE PLAN IS A VIOLATION OF THE NORTH CAROLINA EROSION CONTROL ORDINANCE, AND
IS SUBJECT TO A FINE.
16. REFERENCE DETAILS ON PLAN SHEETS EC3 - EC4 AND NCDENR STANDARDS FOR CONSTRUCTION OF EROSION CONTROL MEASURES AS WELL AS
ADDITIONAL EROSION CONTROL INFORMATION.
VEGETATIVE PLAN:
1. EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. THE CONTRACTOR SHALL INSPECT
EROSION CONTROL MEASURES AT THE END OF EACH WORKING DAY TO INSURE MEASURES ARE FUNCTIONING PROPERLY.
2. DISTURBED AREAS NOT AT FINAL GRADE OR LEFT IDLE FOR TWO OR MORE WEEKS SHALL BE TEMPORARILY VEGETATED. UPON COMPLETION OF FINAL
GRADING, PERMANENT VEGETATION SHALL BE ESTABLISHED WITHIN 7 WORKING DAYS. SEEDING SHALL BE IN ACCORDANCE WITH DETAIL 1 ON SHEET D1.
SEED WILL ONLY BE ALLOWED IN THE RIGHT OF WAY AND IN THE SANITARY SEWER EASEMENT.
3. ALL OTHER DISTURBED AREAS WILL BE STABILIZED BY PERMANENTLY VEGETATING WITH SEED AND MULCH AS RECOMMENDED BY THE PERMANENT SEEDING
SPECIFICATIONS DUE TO THE RESTRAINTS ON THE LENGTH OF IMPROVEMENTS AND /OR DURATION OF EXPOSED DISTURBED AREAS.
4. ONCE PERMANENT VEGETATION AND EROSION CONTROL MEASURES ARE ESTABLISHED, THE CONTRACTOR SHALL SCHEDULE A FINAL INSPECTION IN ORDER
TO OBTAIN A CERTIFICATE OF COMPLETION. AFTER APPROVAL, ALL REMAINING TEMPORARY EROSION CONTROL MEASURES MAY BE REMOVED.
5. PRIOR TO ANY CLEARING AND GRUBBING CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES AS SHOWN ON PLANS.
6. EROSION CONTROL MEASURES MAY BE PHASED -IN TO THOSE AREAS OF THE PROJECT CURRENTLY BEING WORKED ON. THE CONTRACTOR MAY MODIFY OR
RELOCATE EROSION CONTROL MEASURES TO MAKE ADJUSTMENTS FOR UNFORESEEN FIELD CONDITIONS SO LONG AS PROPER CONSTRUCTION IS MAINTAINED
TO ENSURE THE INTEGRITY AND USEFULNESS OF THE PROPOSED MEASURES. ALL RELOCATION SHALL HAVE THE APPROVAL OF THE ENGINEER.
7. IF IT IS DETERMINED DURING THE COURSE OF CONSTRUCTION THAT SIGNIFICANT SEDIMENT IS LEAVING THE SITE (DESPITE THE PROPER IMPLEMENTATION
AND MAINTENANCE OF EROSION CONTROL MEASURES), THE PERSON RESPONSIBLE FOR THE LAND DISTURBING ACTIVITY IS OBLIGATED TO TAKE ADDITIONAL
PROTECTIVE ACTION.
8. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED IN ONE WORKING DAY. RESTORATION MEASURES, SEEDING AND VEGETATION
WILL BE INSTALLED AS WORK PROGRESSES.
9. TEMPORARY AND PERMANENT STABILIZATION OF ALL DISTURBED GRASSED AREAS WILL BE IN ACCORDANCE WITH THE SEEDING AND MULCHING
SPECIFICATION AS SHOWN ON VEGETATION PLAN.
10. IT SHALL BE UNDERSTOOD THAT FAILURE TO SPECIFICALLY MENTION ANY WORK THAT WOULD NATURALLY BE REQUIRED TO COMPLETE THIS PROJECT
SHALL NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO PERFORM SUCH WORK.
CONSTRUCTION SEQUENCE
1. SEE EROSION CONTROL NOTES THIS SHEET AND ON SHEET 2.
2. OBTAIN GRADING PERMIT FROM NCDENR -LAND QUALITY SECTION. OBTAIN APPROVED PLAN AND APPROVAL PLACARD. A COPY OF THE APPROVED PLAN
MUST BE ON FILE AT THE JOB SITE. NOTIFY EROSION CONTROL AUTHORITIES OF PROPOSED STARTING DATE OF LAND DISTURBING ACTIVITIES.
CONSTRUCTION SHALL TAKE PLACE DURING WETLAND DRY SEASON TO AVOID DEWATERING AS MUCH AS POSSIBLE (JUNE - OCTOBER).
3. CONDUCT PRE - CONSTRUCTION MEETING INCLUDING OWNER /ENGINEER, ASSOCIATED CONTRACTORS AND OTHER AFFECTED PARTIES.
4. PRIOR TO CONSTRUCTION, STABILIZED GRAVEL ENTRANCE /EXIT ROADS AT THE LOCATION OF THE SITE SHALL BE INSTALLED AS SHOWN ON THE PLANS AND
DETAILS.
5. THE CONTRACTOR SHALL SUBMIT A DEWATERING PLAN, DESIGNED BY A PROFESSIONAL ENGINEER, TO BE REVIEWED AND APPROVED BY W.K. DICKSON PRIOR
TO CONSTRUCTION. THE DEWATERING PLAN SHALL DETAIL THE APPROACH FOR CAPTURE, CONTROL AND DISCHARGE OF SURFACE AND GROUND WATER
RESULTING FROM DEWATERING. DEWATERING SHALL BE COMPLETED THROUGH USE OF PUMPS, DIVERSION CHANNELS AND OR GEOTECHNICAL FIELD
REPRESENTATIVES RECOMMENDATIONS. WATER SHALL BE PUMPED AND OR DIRECTED TO EITHER SEDIMENT TRAPS OR TO AN APPROVED SEDIMENT BAG
PLACED INSIDE THE LIMITS OF CONSTRUCTION.
6. DEWATERING METHODS SHALL BE CONDUCTED PER THE DEWATERING PLAN IN ORDER TO KEEP THE WORK AREA DRY THROUGHOUT CON STRUCTION.DURING
CONSTRUCTION, THE CONTRACTOR SHALL BE REQUIRED TO SUBMIT A WEEKLY INSPECTION REPORT, PREPARED BY THE DEWATERING SYSTEM DESIGN
ENGINEER, DOCUMENTING THAT THE SYSTEM IS PROPERLY INSTALLED AND FUNCTIONING TO THE ENGINEERS EXPECTATIONS. APPROVAL OF THE DEWATERING
PLAN BY W.K. DICKSON SHALL NOT ALLEVIATE THE CONTRACTOR'S RESPONSIBILITIES FOR THE DEWATERING SYSTEM
7. AFTER ESTABLISHMENT OF THE CONSTRUCTION ENTRANCE /EXIT, ALL PERIMETER EROSION CONTROL MEASURES (DIVERSIONS, SILT FENCE AND SEDIMENT
TRAPS) SHALL BE INSTALLED PRIOR TO CLEARING AND GRUBBING. CLEAR ONLY AS NECESSARY TO INSTALL SEDIMENT AND EROSION CONTROL MEASURES.
8. PRIOR TO CLEARING AND GRUBBING, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION. UPON RECEIPT OF CERTIFICATE OF COMPLIANCE,
GRUBBING /CONSTRUCTION MAY BEGIN.
9. PERFORM GRADING OPERATIONS IN A MANNER AND SEQUENCE SO AS TO REDUCE UNNECESSARY DISTURBANCE OF SURFACE COVER. ENSURE ALL
DISTURBED AREAS ARE PROTECTED BY EROSION CONTROL MEASURES THROUGHOUT CONSTRUCTION.
10. UPON COMPLETION OF GRADING OPERATIONS, INSTALL PERMANENT STABILIZATION MEASURES.
11. ONCE FINAL VEGETATION IS ESTABLISHED CALL FOR FINAL APPROVAL. FINAL APPROVAL MUST BE GRANTED PRIOR TO REMOVAL OF EROSION CONTROL
MEASURE.
12. UPON FINAL APPROVAL, REMOVE TEMPORARY EROSION CONTROL MEASURES.
DES JPIL
11
C 0416 -49 -3568
\
GARY SCOTT VALENZUELA
4698 ALAMANCE RD \
FAYETTEVILLE, NC 28304
DB 4207 PG 302
0416 -49 -5192
JOSEPH P RIDDLE III
PO BOX 53646
FAYETTEVILLE, NC 28305
DB 5166 PG 242
PROPOSED STOCKPILE
& STAGING ARIA
0416 -49 -9443
CITY OF FAYETTEVILLE
433 HAY ST
FAYETTEVILLE, NC 28301
DB 3162 PG 414
i
i
TEMPORARY
CONSTRUCTION ENTRANCE
SEE DETAIL 1 /EC3
PROPOSED CONTRACTOR
ACCESS /HAUL ROAD
SEE DETAIL 2 /EC3
PROPOSED'V -J
LEVEL SPREADER \
SEE SHEET EC2 \
\ 0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371
0416 -59 -4520 \\
PROVIDENCE BAPTIST CHURCH
1268 IRELAND DRIVE
DB 02826 0728
0417 -40 -3240
CUMBERLAND MEMORIAL GARDENS
PO BOX 130548
HOUSTON, TX 77219
DB 4598 PG 842
PROPOSED CONTRACTOR
ACCESS /HAUL ROAD
SEE DETAIL 2 /EC3
TEMPORARY
CONSTRUCTION ENTRANCE
SEE DETAIL 1 /EC3
�0
` A J8
I �
I
i
0417 -40 -762
OMMY LEE & GRA AM
12337 YNNFIELD LAKES RIVE 1711
JACKSONVILLE, FL 32 46
DB 8149 PG 26
0417 -50 -1264
IRELAND CROSSING INC.
PO BOX 53729 /
FAYETTEVILLE, NC 28305
DB 4262 PG 371
ID o ' /
P o RIB
OVERALL EROSION
CONTROL PLAN
NOT TO SCALE
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
i
i
\
LLL L
LL L \
LLL L
LLL L
LLL L L
LL
_LL LLL
_LL LLL
LL LLL
L LL
LL
LL
LLL
LL
LL
L \ \
OR�JE
0417 -50 -3624
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
*C \ DB 4261 PG 210
\ PB 86 PG 110
i
\
i
ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
i
EL �� �♦ ��
EL 0,
o
`n �� C
z
LL
0
i
BEDFORD RD SITE
i
RAEFORD RD
i
I
ALIANCE RD
�w
,C'�
C
to
I-C
LL
VICINITY MAP
NTS
F_
z
l0
0
4 zu
o
o F-1
� c
STREAM CONSTRUCTION NOTES
1. AT LOCATIONS IN WHICH THE EXISTING CHANNEL IS BEING MAINTAINED,
TEMPORARY COFFER DAMS AND BYPASS PUMPING SHALL BE USED TO DE -WATER
THE WORK AREA.
2. ALL EXCAVATED MATERIAL MUST BE PLACED AT A MINIMUM OF 50 FT FROM THE
EXISTING OR PROPOSED CHANNEL. SILT FENCES MUST BE INSTALLED AROUND ALL
STOCKPILE AREAS.
3. TEMPORARY AND PERMANENT STABILIZATION OF ALL DISTURBED AREAS AT THE
TOP OF THE CHANNEL BANKS WILL BE IN ACCORDANCE WITH THE SEEDING AND
MULCHING SPECIFICATION SHOWN ON THE PLANTING PLAN.
4. PROPOSED EXCAVATION AND GRADING SHALL BE PERFORMED USING EQUIPMENT
FROM OUTSIDE OF THE EXISTING CHANNEL.
5. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OF TREES TO REMAIN
AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY.
6. GRADING OPERATIONS SHALL BE PERFORMED IN A MANNER AND SEQUENCE SO AS
TO REDUCE UNNECESSARY DISTURBANCE OF SURFACE COVER.
7. IT SHALL BE UNDERSTOOD THAT FAILURE TO SPECIFICALLY MENTION ANY WORK
THAT WOULD NATURALLY BE REQUIRED TO COMPLETE THIS PROJECT SHALL NOT
RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO PERFORM SUCH WORK.
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
EROSION CONTROL
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12 ECI
DESIGN BY: JPK DRAWN BY: TRS OF 14.
P►WK DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
DRN
TRS
CHK
____
REV
REV
DATE
DESCRIPTION
OPER.
APP
TLM
DRAWING NAME:
Raeford- EC .dwa
PROJ. MGR.
TLM
Office Locations:
North Carolina Georgia
South Carolina
PROJECT NO. 20100046.00 A
Rina
DATE
2 /13/12
0416 -49 -9443
CITY OF FAYETTEVILLE
433 HAY ST
FAYETTEVILLE, NC 28301
DB 3162 PG 414
i
i
TEMPORARY
CONSTRUCTION ENTRANCE
SEE DETAIL 1 /EC3
PROPOSED CONTRACTOR
ACCESS /HAUL ROAD
SEE DETAIL 2 /EC3
PROPOSED'V -J
LEVEL SPREADER \
SEE SHEET EC2 \
\ 0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371
0416 -59 -4520 \\
PROVIDENCE BAPTIST CHURCH
1268 IRELAND DRIVE
DB 02826 0728
0417 -40 -3240
CUMBERLAND MEMORIAL GARDENS
PO BOX 130548
HOUSTON, TX 77219
DB 4598 PG 842
PROPOSED CONTRACTOR
ACCESS /HAUL ROAD
SEE DETAIL 2 /EC3
TEMPORARY
CONSTRUCTION ENTRANCE
SEE DETAIL 1 /EC3
�0
` A J8
I �
I
i
0417 -40 -762
OMMY LEE & GRA AM
12337 YNNFIELD LAKES RIVE 1711
JACKSONVILLE, FL 32 46
DB 8149 PG 26
0417 -50 -1264
IRELAND CROSSING INC.
PO BOX 53729 /
FAYETTEVILLE, NC 28305
DB 4262 PG 371
ID o ' /
P o RIB
OVERALL EROSION
CONTROL PLAN
NOT TO SCALE
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
i
i
\
LLL L
LL L \
LLL L
LLL L
LLL L L
LL
_LL LLL
_LL LLL
LL LLL
L LL
LL
LL
LLL
LL
LL
L \ \
OR�JE
0417 -50 -3624
IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
*C \ DB 4261 PG 210
\ PB 86 PG 110
i
\
i
ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
i
EL �� �♦ ��
EL 0,
o
`n �� C
z
LL
0
i
BEDFORD RD SITE
i
RAEFORD RD
i
I
ALIANCE RD
�w
,C'�
C
to
I-C
LL
VICINITY MAP
NTS
F_
z
l0
0
4 zu
o
o F-1
� c
STREAM CONSTRUCTION NOTES
1. AT LOCATIONS IN WHICH THE EXISTING CHANNEL IS BEING MAINTAINED,
TEMPORARY COFFER DAMS AND BYPASS PUMPING SHALL BE USED TO DE -WATER
THE WORK AREA.
2. ALL EXCAVATED MATERIAL MUST BE PLACED AT A MINIMUM OF 50 FT FROM THE
EXISTING OR PROPOSED CHANNEL. SILT FENCES MUST BE INSTALLED AROUND ALL
STOCKPILE AREAS.
3. TEMPORARY AND PERMANENT STABILIZATION OF ALL DISTURBED AREAS AT THE
TOP OF THE CHANNEL BANKS WILL BE IN ACCORDANCE WITH THE SEEDING AND
MULCHING SPECIFICATION SHOWN ON THE PLANTING PLAN.
4. PROPOSED EXCAVATION AND GRADING SHALL BE PERFORMED USING EQUIPMENT
FROM OUTSIDE OF THE EXISTING CHANNEL.
5. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OF TREES TO REMAIN
AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY.
6. GRADING OPERATIONS SHALL BE PERFORMED IN A MANNER AND SEQUENCE SO AS
TO REDUCE UNNECESSARY DISTURBANCE OF SURFACE COVER.
7. IT SHALL BE UNDERSTOOD THAT FAILURE TO SPECIFICALLY MENTION ANY WORK
THAT WOULD NATURALLY BE REQUIRED TO COMPLETE THIS PROJECT SHALL NOT
RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO PERFORM SUCH WORK.
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
EROSION CONTROL
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12 ECI
DESIGN BY: JPK DRAWN BY: TRS OF 14.

N
U
w
I
rn
3
v
U
w
L
v
v
rn
3
-v
L
O
W
v
Q
V
0
0
co
It
O
O
O
0
N
v oQ
Z
00
DMZ
�Q O
. w
/V 0
Om0_ N
SEE OVERALL PLAN ON SHEET
2 FOR ALAMANCE RD.
CONSTRUCTION ENTRANCE
0417 -40 -3240
CUMBERLAND MEMORIAL GARDENS
PO BOX 130548
HOUSTON, TX 77219
DB 4598 PG 842
_ r r r r r r r r _ '-3 v�•p / r r r r r r r r r r r r r r
i r r r r r r r r r r r
rry rry r rrrrrrrrrr —r— v� r r�rr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr
0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729 r r r %rr r r r r r aT v r r r
FAYETTEVILLE, NC 28305
DB 4262 PG 371 r %r r rrrrrrrrrrrrrrrr r
r r r rr rr rr rr rr �r
�� — — r rr rrrr rrrr rrrrrrrrrrr rrrr rrrr rrrr rrrr rrrr \ y -__�II i
r r r rr r r r r r r r,
�� r rrrr rrrr rrrr r rr r rrrr rrrr rrrr rrrr rrrr rrrr r rrrr �' r
r r r r r r r
�_- � � r rrrr rr rrrr r rr rr r rr r rr rrrr "rrr r rY r ryrr rrrr rrrr\�'.y\� \r rr r ..r
r \r
J rr rrrr i`r rrr PROPOSED TICE r rrrrr rr rr rr rr
%r r\
PROPOSED SIDE r r rr r r r r r r rr r r i
r/ rr r v� r rr rr r rr rr rrrrrrrrr r r�'\
--
r
0 +00 PROPOSED SIDE
OVERLAPS EXISTING
UTILITY EASEMENT
DES
DRN
CHK
REV
APP
PROJ. MGR.
DATE
FOR IRELAND DR. CONSTRUCTION
ENTRANCE
0416 -49 -7936
IRELAND CROSSING INC.
PO BOX 53729 \
FAYETTEVILLE, NC 28305
DB 4262 PG 371 \
\
\
\
\
\
\
JPK
TRS
�X) Fp
L
T �/� — — —7
LLI
If
----- - ------ - - - ^ -- - -- _ _- ' \ \ \��i(i 0417 -40 -7627 \ �.
TOMMY LEE & GRAHAM SITE
12337 WYNNFIELD LAKES DRIVE 1711 G /"
JACKSONVILLE, FL 32246
DB 8149 PG 26 O BEEEORD RD
/—PROPOSED TICE RAEECRD RD
ROPOSED SIDE
7 -' A V \�: 19� /
\�90 �_SS_
� �
—
�\
5� AE MAD CE RD
r r r r r r r r r _ \` ♦ \`\ \ \ \ /
rr rr rrrr rrrr rrrr rr_r rrrr rrrr r rrrr rrrr rrr r\y �\ rr rrrr rr "' r r\r \ rr r rrrr r rr r rr r _ 5 \\ \ \\ / ^__ —JP�— II �\\ \\ ''/ / j '9 0 M
r�rr \r r � - _
y "-y y __ __Y y� y r\ r rrrr rrrr r rr r rr r rr rr `y y\ rrr rrrr r rY v -= a \� '^ \ \\ \\ \ \ \\ \\ \`\ /' /' -* \\ \\ �_''S5 /
_U D G
\_.' /, ' /\�� \\\ \\`\
-r— _ - ��rrrrrrrr\,�k�rrrr rrrr rrrrr rr' v� \rrrrrrrrrrrr'rr r� \�r rrrrrr rrrr rrrr \ \ray ,_r`r rr r rrr" r \ - \ \ i�` �\\\ \` �s� ✓� i'� /'. 9�" ' \ S� \1 IW
\ r r r r r r r r r r r r r r r r r \, r r r r r r r y rr�\r r r r r r r r r r r r y `\ _ \``\`\ ✓/ -_ -' / i' �' $�ji'' \\�,\�\\ \ \\_ �/ / \
r� r r r r �"` v —i r r r r r r r r r r r \ r r r r r r r\" r r r r r r r r r 9) r \` \vii'`\ \ - - -- _/' \ � \,,�� \. /�\ \ ♦
rrrrirr � rr�rrrrrrrrrrrr rr rr rr rr rr r� rrrr rr rr rr rr rrr �yr�:r rr rr rr r r��rr - - -' \ -� —\\ \ �� I<< \\
r \rr, r r r r rr rr rr r r r,r r rr rr rr r r r r ,rr rr rr r r� - - _ , II, \ \ \ \ \ \I \� VICINITY MAP
NTS
rrrrrrrrrrrrrrrrrr rr rrrrr rr rrrrr� r rrrrr rr rr rr rrrrrrrr rr \errr r rrrrrr rr ��
rr rr rr rr rr rr r r rr r rr rr r r rr rr rr rr rr r r r rr rrr rr r r r �,
r r r r r r r r r r r r r r r r r r r r r r
r
r �
y r r r r r r
eE
1
--- - - - - -- , -''
-- ----- - --''' / / /' /' __1
/ �' � � ''
- — — — — '
PROPOSED -SIDE '
------ - - --'' PROPOSED TICE
--- - - - - -- / / TEIl2k)R�(RY DIV_ERStOFI
- -- / _, DITCH 7 �\ ` E \ \
-- - - - --' / ,_-SE€ DETAIL 5 /EC3 �`\ \\ 0a� �
E-
TEUPORARY DIVtRGIOR - - - - --
�\ \
DITCH -6- '-,-SEE SEE DETAH-- 3 /EC3-
�---------- - - - - --
I \
0417 -50 -1264
\�\ i - - - -- IRELAND CROSSING INC.
PO BOX 53729
FAYETTEVILLE, NC 28305
DB 4262 PG 371
REV I DATE DESCRIPTION
TLM DRAWING NAME:
Raeford- EC.dwg
TLM
2/13/12 PROJECT NO.
20100046.00 RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
�_ TOMPORARY DIVERSION
,\ DITCH 3
\\ \\ SEE DETAIL 5/EC3
\\ \
/
/
/
PROPOSED SIDE
OVERLAPS EXISTING
U'IMPORAIGENIN'bER,
DITCH 1
SEE DETAIL 5 /EC3
TEMPORARY DIVERSION
DITCH 2
SEE DETAIL 5/EC3
\Cp. \
0
� s �
s
1Q ±0p�\ \
I
0417 -50 -3624
/ I ' IRELAND CROSSING INC.
PO BOX 53729
_11
FAYETTEVILLE, DB 4261 PNC210 305
TEMP ARY DIVERSION
'ROPOSED SIDE DITCH PB 86 PG 110
DROPOSED TICE SEE DE IL 5 /EC3
PROPOSED SLOPE DRAIN \
SEE DETAIL 3 /EC3 \
/
/
/
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
LEGEN D
LOD
LIMITS OF DISTURBANCE
TEMPORARY GRAVEL CONSTR. �
ENTRANCE/EXIT Ec3
STONE OUTLET E4
3
SEDIMENT FENCE (SILT FENCE) Ec3
TEMPORARY DIVERSION DITCH Ec3
EXISTING CONTOUR
50 PROPOSED PERMANENT CONTOUR
TEMP. EROSION CONTROL CONTOUR
— — — — — — TEMP. EROSION CONTROL HALF CONTOUR
TEMP. SLOPE DRAIN
LEVEL SPREADER
NOTE: SEE SHEET 5 FOR PLANTING PLAN
Know what's below.
Call before you dig.
GRAPHIC SCALE
40 80 120
Plan View ............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
EROSION CONTROL
SCALE: V = 40'
DESIGN BY: JPK
DATE: 2/13/12
DRAWN BY: TRS
SHEET NO.
EC2
OF 1-i.

N
J
F_
w
I
U
W
I
3
v
U
w
-v
L
a�
v
i
rn
3
-v
L
0
v
0
0
Q
C;
L
O
O
co
It
O
O
O
O
N
oQ
.� Z
Q N
LO
o0
DMZ
;a o
.w
dY -I.., M
/V 0 ,
md- N
O
MIN. 10 GA.
LINE WIRES
CONTRACTOR RESPONSIBLE FOR REMOVAL AND REPLACEMENT
OF TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NOT TO SCALE
8' MAX.
milli
JPK
IIII
TRS
CHK
- - --
REV
Channel Slope
(ft/ft)
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
0.50
7.96
8.80
2
2.00
0.005
8.98
111141
itiiiii��
►ii� ►�i��
Temp, Diversion 2
0.25
0.50
7.96
1.00
Niiiiii
2.00
��°
►1►
1.06
0.28
��!oiiii�iiiii
oii►iiwiw
�� ►�i��������i,,�j�
Ilii►ii4i�
bi�
I►ii►ii41♦
iit
Ici�i`aiiaaiiw•�
♦iii♦
♦iiii♦
►iiiiiiiiwi`�.
'•
,
�
�
. •
•
•
• -
• �
.- i��`��i�i�aiiw�ii•��iiww��
, w' iii�iiiii�iiiii
♦wiieiiwi�
♦iii♦
.iiiii�i♦
01♦ /1111
♦iiiiiiii♦
►iiiiiiiiii�iiiii�i�i►1�
♦ii►'I►
►ii���
►
�
�
I►
I►
"j
��
Coir Fiber
1 ill Mill IiiiIIIIii
I
0.06
0.50
7.96
0.24
2
2.00
0.010
0.27
0.11
1.01
Coir Fiber
Temp, Diversion 5
0.61
STEEL POST
-WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
CD
z=
_ o FILL SLOPE
N �
5' -0"
MIN.
II_1 I IL"I I ,
o II IT1 =11 8" MIN. COVER
li ''II OVER SKIRT
C"
>ll
IIII 1111 ANCHOR SKIRT AS
11 ill DIRECTED BY ENGINEER
I- III -I I I
SIDE VIEW
GENERAL NOTES:
1. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT EXCEED
1/4 ACRE AND NEVER IN AREAS OF CONCENTRATED FLOW.
2. END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
3. FOR REPAIR OF SILT FENCE FAILURES, USE No. 57 WASHED STONE.
FOR ANCHOR WHEN SILT FENCE IS PROTECTING CATCH BASIN.
4. STONE OUTLETS SHALL BE PROVIDED AT ALL LOW LYING POINTS.
LOCATIONS OF STONE OUTLETS HAVE BEEN INDICATED AT MAJOR
LOW LYING AREAS. CONTRACTOR RESPONSIBLE FOR LOCATING AND
INSTALLING OUTLETS AT THESE AREAS AS WELL AS LOCAL LOW
LYING SPOTS.
DES
JPK
DRN
TRS
CHK
- - --
REV
Channel Slope
(ft/ft)
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
SILT FENCE
SEDIMENT
CONTROL
STONE -
�FLOW
MIN. 12-1/2 GA.
INTERMEDIATE
WIRES
SILT FENCE
O
I
N
STONE OUTLETS
SILT FENCE
0
i -1' - 6' MIN
3' MAX
STRUCTURAL
STONE
NOTE:
STRUCTURAL STONE SHALE BE (CLASS 'B')
STONE FOR ER❑SI ❑N CONTROL PURPOSES,
SEDIMENT CONTROL STONE SHALL BE NO, 5
OR N❑, 57 STONE,
STEEL
POST
1' - 6' MIN
MAINTENANCE NOTES: FRONT VIEW
1. FILTER BARRIERS SHALL BE INSPECTED BY THE CONTRACTOR
IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE
IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR
TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER
STILL IS NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH
0.5 FEET. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE
SILT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE
EXISTING GRADE, PREPARED AND SEEDED.
DESCRIPTION
DRAWING NAME:
Raeford- EC.dwg
PROJECT NO. 20100046.00 RA
TEMPORARY SILT FENCE
NOT TO SCALE
%WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, INC 27607
(919) 782 -0495
INC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
CII T CCNInC nNI
NOTES:
1. CONTRACTOR TO MAINTAIN AND STABILIZE HAUL ROAD AS NECESSARY
DURING CONSTRUCTION (INCIDENTAL TO MOBILIZATION).
2. RETURN TO ORIGINAL GRADE AT THE COMPLETION OF WORK.
3. VEGETATE ALL DISTURBED AREAS.
4. REMOVE SILT FENCE UPON FINAL APPROVAL OF ESTABLISHED VEGETATION.
5. PLACE DOUBLE ROW OF SILT FENCE ON BOTH SIDES OF HAUL ROAD
THROUGH WETLANDS.
TYPICAL HAUL ROAD SECTION
NOT TO SCALE
NOTES:
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER
OBJECTIONABLE MATERIALS.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN
REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE COMPACTED EARTH FILL BERM IS NOT LOWER AT ANY POINT
THAN THE DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND
CLEANOUT.
5. TEMPORARILY SEED THE BERM IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN
IN PLACE LESS THAN 7 WORKING DAYS.
6. LININGS FOR TEMPORARY DIVERSIONS SHALL BE APPLIED AS INDICATED IN THE BELOW
SCHEDULE. ALL DIVERSION SHALL BE SEEDED PER THE SEEDING SCHEDULE ON SHEET D1.
7. EROSION CONTROL MATTING SHALL BE PER PROJECT SPECIFICATIONS OR APPROVED EQUAL.
XISTING
'RADE
CORRUGATED HDPE
V LliJ D U J I VINL
(4'x2'x18 ")
TOP OF HAND--
COMPACTED
FILL (ISLAND)
DIVERSION DIKE
ANCHOR TO
STAKES ----7
CORRUGATED HDPE
SMOOTH INTERIOR
PIPE
1. 4" MIN
LEVEL SECTION
TOP OF
DIVERSION DIKE
NATURAL
GROUND
DIVERSION
CHANNEL
SECTION A- A
DIRECT DIVERSION
DITCH TO INLET
DIRECT DIVERSION
DITCH TO INLET
z
Co
1.5' MIN.
DIVERSION
DITCH
TOP OF
HAND - COMPACTED
FILL (ISLAND)
�4' MIN. �
0.5' MIN.
1.5' MIN. X3:1
1
PA -A,A 11
SECTION B -B
NOTES:
1. PLACE SLOPE DRAIN ON UNDISTURBED SOIL OR WELL COMPACTED FILL AT LOCATION SHOWN ON THE PLAN.
2. SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARDS ITS OUTLET.
3. HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN LIFTS NOT TO EXCEED 6 INCHES.
4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAS MINIMUM DIMENSIONS OF 1.5 FEET DEPTH, 4
FEET TOP WIDTH, AND 3:1 SIDE SLOPES.
5. ENSURE THAT ALL SLOPE DRAIN CONNECTIONS ARE WATERTIGHT.
6. ENSURE THAT ALL FILL MATERIAL IS WELL - COMPACTED. SECURELY FASTEN THE EXPOSED SECTION OF THE DRAIN
WITH GROMMETS OR STAKES SPACED NO MORE THAN 10 FEET APART.
7. EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE, AND ADEQUATELY PROTECT THE OUTLET FROM EROSION.
8. MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1 FOOT ABOVE THE TOP OF THE PIPE AT EVERY POINT.
9. IMMEDIATELY STABILIZE ALL DISTURBED AREAS FOLLOWING CONSTRUCTION.
�� TEMPORARY SLOPE DRAIN
NOT TO SCALE
TEMPORARY DIVERSION DITCH SCHEDULE
Channel Location
Drainage Area
ac
Runoff
Coeftecient C )
0 -y r
Intensity
(n./hr)
Design Flow
cfs )
Channel
Bottom Width
(ft)
Design Depth
(ft')
Channel Slope
(ft/ft)
0 Allow,
cfs
Calc, Flow
Depth (Ft')
Calc. Velocity
(ft/sec.)
Temporary
Liner
Temp. Diversion 1
0.21
0.50
7.96
8.80
2
2.00
0.005
8.98
0.80
2.16
Coir Fiber
Temp, Diversion 2
0.25
0.50
7.96
1.00
2
2.00
0.005
1.06
0.28
1.21
Coir Fiber
Temp, Diversion 3
0.24
0.50
7.96
21.25
2
2.00
0.005
21.39
1.18
2.70
Coir Fiber
Temp, Diversion 4
0.06
0.50
7.96
0.24
2
2.00
0.010
0.27
0.11
1.01
Coir Fiber
Temp, Diversion 5
0.61
0.50
7.96
25.15
2
2.00
0.005
25.32
1.27
2.82
Coir Fiber
Temp, Diversion 6
0.31
0.50
7.96
1.23
2
2.00
0.005
1.28
0.31
1.28
Coir Fiber
Temp, Diversion 7
0.44
0.50
7.96
1.75
2
2.00
0.005
1.81
0.37
1.41
Coir Fiber
Temp, Diversion 8
0.63
0.50
7.96
2.51
2
2.00
0.005
2.56
0.44
1.55
Coir Fiber
2' MIN.
COMPACTED
EARTH FILL
FLOW _ 7 F-
i�i�i�i�i�i
2
2
--T I7 TI I _
4 2' 4 -► n 7 TI I III III -III
III III -III III = III -III ► ► _= I III =III III III =III
III III - I I �� III - -1 - I I �- NOTE
III III - _ _ -III III -III III III III -II
_III III -III- 1. LINE ALL CHANNEL BANKS WITH EROSION
;111 11 I Kll�_ I I I , ; ,III CONTROL MATTING
2. MATTING SHALL CONFORM TO PROJECT
6' TYP. 2' 0" I I SPECIFICATIONS
KEY IN EROSION CONTROL
MATTING 0.8' BEYOND
TOP OF BANK
(5 TEMPORARY DIVERSION DITCH
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
NOT TO SCALE
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
EROSION CONTROL DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE: 2/13/12
EC3
DESIGN BY: JPK DRAWN BY: TRS OF 14.

w
N
J
H
w
I
U
W
I
rn
3
v
U
W
L
O
N
v
rn
3
v
v
L
O
v
Q
U
V
L
O
O
co
It
O
O
O
O
N
N � Q
z
co
�U-)
00
DMZ
;a o
.w
dY -1M
/V -J
Oma- N
TEMPORARY SEDIMENT TRAP
DESIGN CRITERIA
DRAINAGE AREA
< 5 AC.
(ACRES)
(FT.)
MIN.
4.0
LENGTH TO
2:1
WIDTH
8.0
RATIO
10.0
MIN.
3600
VOLUME
(CU. FT.
REQUIRED
PER AC.
0.95
DISTURBED)
SURFACE
435
AREA
(SQ. FT. PER
REQUIRED
CFS Q10)
DESIGN OF
SPILLWAYS
DRAINAGE AREA
1
WEIR LENGTH
(ACRES)
(FT.)
1
4.0
2
6.0
3
8.0
4
10.0
5
12.0
1
DIMENSIONS SHOWN ARE MINIMUM
MAINTENANCE
CROSS- SECTION
12" MIN OF NCDOT #5 OR
#57 WASHED STONE
W =5' MIN.
T =1.5' MIN.
3600 CU FT / ACRE
�\ CV 5' MAX
H
/1. 5' MIN. -
/ - - - - - - -- -------- - - - - -�
FILTER
FABRIC
PLAN VIEW
DESIGN SETTLED TOP
2i 1•" MIN.
I I
5' MAX FILL
2' TO 3.5'
FILTER FABRIC
�-- L =4' MIN. ­� C
X =3' MIN.
INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH PERIOD OF SIGNIFICANT RAINFALL (1/2" OR
GREATER). REMOVE SEDIMENT AND RESTORE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMILATED
TO ONE -HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN A DESIGNATED DISPOSAL
AREA AND REPLACE THE PART OF GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT.
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OF PIPING. PERIODICALLY CHECK THE DEPTH OF THE
SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FT. BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY
FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP DISPLACED
FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
AFTER ALL SEDIMENT - PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE
SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY.
CAD FILE : TEMPSEDTRAP
DIRECTION OF FLOW TOWARDS STREAM CHANNEL
I I I I
A
- CENTER
- OF - -
W SPREADER
A
I� LENGTH VARIES
PLAN VIEW
LEVEL LIP OF
SPREADER -
EC -3
LEVEL UP OF
SPREADER
OVERFILL 6" FOR
SETTLEMENT
EMERGENCY
BY -PASS 6"
BELOW
SETTLED TOP
OF DAM
NATURAL GROUND
NOTE:
PLEASE REFER TO NCESCPDM
SECTION #6.60 FOR ADDITIONAL
DESIGN SPECIFICATIONS REGARDING
TEMPORARY SEDIMENT TRAPS.
ENGINEERING &INFRASTRUCTURE DEPT
jaww* CIVIL ENGINEERING DIVISION
433 HAY ST. 28301
(910) 433 -1656
TEMPORARY
SEDIMENT TRAP
DATE 4/3/08 DRAWN BY CSA
SCALE N.T.S. CK'D BY JPB
TRANSITION TO 0 GRADE
SILT FENCE
WIDTH VARIES
EXISTING DEPTH VARIES
CHANNEL
XlA� /�
LONGITUDINAL SLOPE
SECURE MATTING OF SPREADER SHALL SECURE MATTING
WITH STAPLES BE LEVEL (0%) IN 6 -IN TRENCH
SECTION A -A
DES
Drainage Area
(ac)
Runoff
Coeffecient (C)
10yr
Intensity
Design Flow
(cfs)
Entrance
Width (ft)
Design Depth
(ft)
End Width
(ft)
Length (ft)
Level Spreader 1
1.67
0.70
7.96
9.27
10.00
0.50
3.00
10.00
Level Spreader 2
3.06
0.95
7.96
23.14
24.00
0.70
3.00
30.00
DES
JPK
DRN
TRS
CHK
- - --
REV
H,
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
MAINTENANCE NOTES:
1. INSPECT LEVEL SPREADER AFTER EVERY RAINFALL EVENT UNTIL VEGETATION IS ESTABLISHED AND
MAKE APPROPRIATE REPAIRS.
2. AFTER AREA HAS BEEN STABILIZED, MAKE PERIODIC INSPECTIONS, AND KEEP VEGETATION IN A
HEALTHY, VIGOROUS CONDITION.
REV I DATE
LEVEL SPREADER
NOT TO SCALE
DESCRIPTION
DRAWING NAME:
Raeford -EC ANN a
PROJECT NO. 20100046.00RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, INC 27607
(919) 782 -0495
INC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
WALL SECTION
W, D , 6"
f
E M�
cl Ic =
W2 � I 6'
FRONT ELEV.
VARIES
T
w
Q
SE SECTION
HEADWALL DIMENSIONS
FOR CONCRETE PIPE
PIPE
SIZE
ID.
HOLE
SIZE
REINF.
W,
W2
H,
H2
H3
D
E
0
WT.
12' 15"
18 " 21"
#4
S -2"
5' -5"
1' -3"
3' -1"
12"
1' -3"
1' -9"
40°
1600
18"
27"
#4
S -8"
6' -1"
1' -9"
S -7"
12"
1' -6"
2' -3"
45°
2100
21",24"
33"
#5
4' -3"
7' -2"
2' -0"
4' -3"
12"
1' -10"
2' -9"
45°
2850
27 ",30"
39"
#5
4' -8"
8' -4"
2' -4"
4' -9"
12"
2' -2"
3' -3"
45°
3700
36"
48"
#6
5' -8"
10' -10"
3' -3"
5-9"
12"
2' -11"
4' -4"
45°
5600
42 ",48 "56
",63"
#6
6' -7"
12' -6"
3' -8"
6' -8"
12"
3' -4"
5' -3"
45°
7500
54 ",60"
72 ",81 "
#6
8' -9"
13' -4"
4' -5"
8' -0"
15"
3' -4"
7' -5"
50°
10000
66 ",72"
91"
#6
8' -9"
13' -4"
4' -5"
9' -0"
27"
3' -4"
7' -5"
50°
10000
GENERAL NOTES:
1. ALL CONCRETE TO BE 4000 PSI MIN.
2. REINFORCEMENT STEEL SHALL MEET ASTM 615 GRADE 60 WITH 2" MIN.
CLEARENCE.
3. CHAMFER ALL EXPOSED EDGES 3/4 ".
4. PRECAST HEADWALL UNIT SHALL BE CAREFULLY POSITIONED ON THE
PREPARED FOUNDATION AND PIPE INSERTED INTO HEADWALL OR HEADWALL
SLID OVER PIPE AND CHECKED FOR ALIGNMENT.
5. PIPE SHALL BE GROUTED INTO HEADWALL WITH CEMENTITIOUS MATERIAL
BY CONTRACTOR. BONDING AGENT MAY BE USED IF READ.
6. CARE SHALL BE TAKEN DURING BACKFILLING AND COMPACTION TO PREVENT
DAMAGE AND MAINTAIN ALIGNMENT. MINOR DAMAGE TO THE UNIT MAY BE F
BY CONTRACTOR WHEN PERMITTED BY ENGINEER.
7. REINFORCEMENT VARIES WITH SIZE OF UNIT.
SIDE ELEV. 8. VARIOUS HOLE SIZE AND SHAPES AVAILABLE BY SPECIAL ORDER.
9. ALL DEMINSONS ARE NOMINAL.
WING 8c WALL SECTION
DR -25
CAD FILE : PRECASHW
•ENGINEERING & INFRASTRUCTURE
CIVIL ENGINEERING DIVISION
433 HAY ST. 28301
(910) 433 -1656
PRECAST CONCRETE
HEADWALL SYSTEM
12" THRU 72" PIPE
N.C.PRODUCTS CORP.
DATE 4/4/08 DRAWN BY CSA
SCALE N.T.S. CK'D BY JPB
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
EROSION CONTROL DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12 EC4
DESIGN BY: JPK DRAWN BY: TRS OF 14.

U
H
rn
3
-v
c
rn
a�
D
-v
v
v
rn
3
-v
L
�°
W
v
Q
U
v
L
0
0
co
It
O
O
0
O
N
v Q
O
00
DMZ
/V
5� C14
;a o
.w
dY � M
/V 0
Omd- N
0
o�
�o
0
cn U
w3:
J�
W
J
d
O
0
cl�
cn
C
O
/1�'
BELFORD RD
f
I
I
1
RAEFORD RD
SI TE
A
I
D
O
m Z
I D �
Z <
1�
W
IW
r�
IQ
W_
6
�C�'
i
VICINITY MAP
NTti
X
F1
<
GENERAL NOTES
ALL TRAFFIC CONTROL DEVICES AND PROCEDURES SHALL CONFORM TO THE CURRENT EDITION OF THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES, THE CURRENT EDITION OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION ( NCDOT) SUPPLEMENT TO THE
MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS, THE NCDOT ROADWAY STANDARD DRAWINGS AND THE
CURRENT EDITION OF THE NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES.
ADAPT THE TRAFFIC CONTROL PLANS, WHEN DIRECTED BY THE ENGINEER OR PROJECT INSPECTOR, TO MEET FIELD CONDITIONS TO
PROVIDE SAFE AND EFFICIENT TRAFFIC MOVEMENT. CHANGES MAY BE REQUIRED WHEN PHYSICAL DIMENSIONS IN THE DETAIL DRAWINGS,
STANDARD DETAILS AND ROADWAY DETAILS ARE NOT ATTAINABLE, OR RESULT IN DUPLICATE, OR UNDESIRED OVERLAPPING OF DEVICES.
MODIFICATION MAY INCLUDE: MOVING, SUPPLEMENTING, COVERING OR REMOVAL OF DEVICES.
THE FOLLOWING GENERAL NOTES APPLY AT ALL TIMES FOR THE DURATION OF THE CONSTRUCTION PROJECT, EXCEPT WHEN OTHERWISE
NOTED IN THE PLAN, OR DIRECTED BY THE ENGINEER OR PROJECT INSPECTOR.
A. THE CONTRACTOR SHALL BE REQUIRED TO FURNISH, INSTALL, RELOCATE, AND MAINTAIN ALL TRAFFIC CONTROL DEVICES, SIGNS,
BARRICADES, WARNING AND /OR CHANNELIZING DEVICES FOR WORK SITES AND DETOUR ROUTES AS SHOWN IN TRAFFIC CONTROL
PLANS UNLESS OTHERWISE SPECIFIED WITHIN THE TRAFFIC CONTROL PLANS. THE LOCATION AND POSITIONING OF THESE
BARRICADES, SIGNS, ETC. SHALL BE APPROVED AND INSPECTED BY THE PROJECT INSPECTOR.
B. THE CONTRACTOR SHALL CONTACT AND COORDINATE WITH THE PROJECT INSPECTOR PRIOR TO BEGINNING ANY WORK THAT WILL
REQUIRE THE PLACEMENT OF SIGNS OR OTHER TRAFFIC CONTROL DEVICES BY THE CONTRACTOR. ALL INFORMATION MUST BE IN
WRITING TO THE ENGINEER REGARDING THE TRAFFIC CONTROL PLAN. THE CONTRACTOR IS TO NOTIFY THE CITY AND AFFECTED
PROPERTY OWNERS 10 WORKING DAYS IN ADVANCE OF ANY ROAD CLOSURE.
C. THE CONTRACTOR SHALL MARK ALL HAZARDS WITHIN THE LIMITS OF THE PROJECT WITH WELL— MAINTAINED SIGNS, BARRICADES,
WARNING AND /OR CHANNELIZING DEVICES. ON CONNECTING ROADS, ALL BARRICADES, SIGNS, WARNING, AND /OR CHANNELIZING
DEVICES SHALL BE MOVED, SUPPLEMENTED, CHANGED, OR REMOVED AS REQUIRED DURING THE PROGRESS OF CONSTRUCTION AS
APPROVED BY THE ENGINEER.
D. THE CONTRACTOR SHALL PROVIDE PROPERTY OWNERS AND TENANTS ACCESS TO THEIR PROPERTY THROUGHOUT THE PROJECT,
INCLUDING INGRESS AND EGRESS FOR BUSINESSES.
E. TRAFFIC CONTROL PLANS (TCP) FOR THIS PROJECT CONSIST OF SEVERAL TYPICAL DRAWINGS AND STANDARDS SHOWING TRAFFIC
CONTROL DEVICES TO BE USED WHERE VARIOUS TYPES OF CONSTRUCTION ACTIVITIES ARE OCCURRING ON THE PROJECT. THESE
DRAWINGS ARE FOR TYPICAL SITUATIONS AND SHOULD BE ADAPTED TO THE ACTUAL FIELD CONDITIONS. UNFORESEEN FIELD
SITUATIONS MAY PREVENT THE USE OF THE PRESCRIBED TYPICAL DRAWING OR STANDARD EXACTLY AS SHOWN. THE CONTRACTOR,
AT THE DIRECTION OF THE CITY'S REPRESENTATIVE, SHALL MOVE, SUPPLEMENT, CHANGE, AND /OR REMOVE THE TRAFFIC CONTROL
DEVICES ASSOCIATED WITH THESE TYPICAL DRAWINGS AND /OR STANDARD DRAWINGS TO ENSURE THAT THE MOTORIST CAN PASS
THROUGH THE CONSTRUCTION AREA IN A SAFE AND EFFICIENT MANNER.
F. CONSTRUCTION PHASING MAY DICTATE THAT TWO OR MORE TYPICAL DRAWINGS OR STANDARDS BE USED IN ONE AREA OF
CONSTRUCTION. CHANNELIZING DEVICES ASSOCIATED WITH THESE TYPICALS SHALL BE MOVED, SUPPLEMENTED, CHANGED, OR
REMOVED AS REQUIRED BY THE CONSTRUCTION PHASING OF THE PLANS. THE LOCATION AND POSITIONING OF THESE DEVICES
SHALL BE APPROVED BY THE CITYS REPRESENTATIVE TO ENSURE THAT THE MOTORIST DOES NOT RECEIVE FALSE INFORMATION
WHEN TWO OR MORE TYPICALS AND /OR ROADWAY STANDARD DRAWINGS OVERLAP.
G. TEMPORARY OPERATIONAL SIGNS ARE GENERALLY MOUNTED ON PORTABLE SUPPORTS. THESE ARE NORMALLY USED FOR
SHORT —TERM OPERATIONS TO WARN AND GUIDE TRAFFIC THROUGH OR AROUND CONSTRUCTION AREAS WITHIN A CONSTRUCTION
ZONE. OPERATIONAL SIGNS SHALL BE INSTALLED PRIOR TO THE START OF OPERATIONS AS SHOWN ON THE PLANS OR AS
DIRECTED BY THE ENGINEER. SIGNS SHALL BE MAINTAINED IN PROPER POSITION AND KEPT CLEAN AND LEGIBLE AT ALL TIMES.
INSTALL SAND BAG BALLAST, OR OTHER APPROVED DEVICES TO PREVENT MOVEMENT OF SIGNS BY WIND OR PASSING VEHICLES AS
NEEDED, SIGNS SHALL BE REMOVED WHEN NOT APPLICABLE. THE BOTTOM OF THE SIGN SHALL BE A MINIMUM OF 1 FOOT ABOVE
THE PAVEMENT SURFACE.
H. WORK ON THE PROJECT OR ANY SEPARATE ACTIVITY THEREIN SHALL NOT START UNTIL ALL OF THE REQUIRED SIGNS, BARRICADES,
WARNING, AND /OR CHANNELIZING DEVICES ARE INSTALLED, INSPECTED AND APPROVED BY THE PROJECT INSPECTOR AND PERMITS
HAVE BEEN ACQUIRED.
I. THE CONTRACTOR MUST BE PREPARED TO PROVIDE FLAGGERS DURING CONSTRUCTION ACTIVITY. FLAGGERS ARE TO BE INCIDENTAL
TO TRAFFIC CONTROL
J. FLAGGERS' ATTIRE SHALL INCLUDE A FLUORESCENT ORANGE VEST, SHIRT, OR JACKET WORN AS THE OUTER LAYER OF CLOTHING.
THE FLAGGER SHALL BE EQUIPPED WITH A STOP /SLOW PADDLE (SEE MUTCD, PART VI, SECTION 6E, PAGE 6E -1). RED FLAGS WILL
BE ACCEPTABLE IN LIEU OF THE PADDLE IN EMERGENCY SITUATIONS ONLY. FLAGGERS, PROPERLY EQUIPPED AND INSTRUCTED,
WILL BE PROVIDED BY THE CONTRACTORS AND STATIONED AT THE LOCATIONS SPECIFIED OR AS DIRECTED BY THE ENGINEER. A
FLUORESCENT ORANGE CAP MAY BE REQUIRED.
K. DO NOT INSTALL MORE THAN ONE ROAD CLOSURE ON ANY ROAD.
L ENSURE ALL NECESSARY SIGNING IS IN PLACE PRIOR TO ALTERING ANY TRAFFIC PATTERN.
DES JPK
DRN TRS
CHK - - --
REV REV I DATE DESCRIPTI(_)N
APP TLM DRAWING NAME:
PROD. MGR. TLM Raeford- Desisn.dv,s
DATE 2/13/12 PROJECT NO. 20100046.00RA
C Zty Of � � •
\� ENGINEERING 8c
INFRASTRUCTURE
Traffic Control Plans for Proposed
BUCkfIEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
RAEFORD RD
01
Z
O
TRAFFIC CONTROL NOTES
1. PROJECT NOTES ARE NOT INTENDED TO BE USED AS GENERAL NOTES FOR THE PROJECT. THEY ARE TO
BE USED AT SPECIFIC LOCATIONS AS REQUIRED BY THE DETAILS OF THE TRAFFIC CONTROL PLANS.
2. MAXIMUM SPACING BETWEEN CHANNELIZING DEVICES SHALL BE 20 FT. IN TANGENT AREAS, 20 FT. IN
TAPERS, AND 10 FT. IN RADII UNLESS OTHERWISE INDICATED ON THE PLANS.
3. THE CONTRACTOR SHALL NOT BE ALLOWED TO STOP TRAFFIC FOR MORE THAN 5 MINUTES AT A TIME
IN ANY ONE DIRECTION.
4. FLAGGER(S) AND FLAGGER AHEAD SYMBOL SIGN(S) W20 -7A MAY BE REQUIRED TO DIRECT TRAFFIC
THROUGH CONSTRUCTION ZONE DURING PAVEMENT DEMOLITION AND /OR CONSTRUCTION ACTIVITIES.
5. THE CONTRACTOR SHALL REPLACE ANY EXISTING PAVEMENT MARKINGS WHICH HAVE BEEN OBLITERATED
BY CONSTRUCTION ACTIVITIES AT THE END OF THE PROJECT CONSTRUCTION.
6. INGRESS AND EGRESS SHALL BE MAINTAINED TO ALL BUSINESSES AND DWELLINGS AFFECTED BY THE
PROJECT. SPECIAL ATTENTION SHALL BE PAID TO FIRE HYDRANTS.
7. CONTRACTOR TO MAINTAIN ACCESS TO RESIDENTS AT ALL TIMES.
F►WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
(PER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
TRUCK
ENTRANCE
W14 -12A
48 "x 48"
TRUCK
ENTRANCE
W14 -12A
48% 48"
PROVIDE FLAGGING AS NEEDED
TRUCK
ENTRANCE
W14 -12A
48% 48"
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
/
/
/
NO ala
(
a�
P �
9
9�
/
/
/
/
/
/
/
--
001
\ a
\ �s
\.4-
/
9
T
77�ov OD O °
%__�
/
/
/
/
/
/
/
1 \ \
E / \
/
/
/
l \
i
/
/
/
RAEFORD
TRAFFIC CONTROL PLAN
SCALE: 1 " =200'
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
TRUCK
ENTRANCE
W14 -12A
48% 48"
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
TRAFFIC CONTROL
SHEET NO.
SCALE: NTS DATE : 2/13/12
TC1
DESIGN BY: JPK DRAWN BY: TRS OF 14.
Y�
O�
0O
�o
BELFORD RD
f
I
I
1
RAEFORD RD
SI TE
A
I
D
O
m Z
I D �
Z <
1�
W
IW
r�
IQ
W_
6
�C�'
i
VICINITY MAP
NTti
X
F1
<
GENERAL NOTES
ALL TRAFFIC CONTROL DEVICES AND PROCEDURES SHALL CONFORM TO THE CURRENT EDITION OF THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES, THE CURRENT EDITION OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION ( NCDOT) SUPPLEMENT TO THE
MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS, THE NCDOT ROADWAY STANDARD DRAWINGS AND THE
CURRENT EDITION OF THE NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES.
ADAPT THE TRAFFIC CONTROL PLANS, WHEN DIRECTED BY THE ENGINEER OR PROJECT INSPECTOR, TO MEET FIELD CONDITIONS TO
PROVIDE SAFE AND EFFICIENT TRAFFIC MOVEMENT. CHANGES MAY BE REQUIRED WHEN PHYSICAL DIMENSIONS IN THE DETAIL DRAWINGS,
STANDARD DETAILS AND ROADWAY DETAILS ARE NOT ATTAINABLE, OR RESULT IN DUPLICATE, OR UNDESIRED OVERLAPPING OF DEVICES.
MODIFICATION MAY INCLUDE: MOVING, SUPPLEMENTING, COVERING OR REMOVAL OF DEVICES.
THE FOLLOWING GENERAL NOTES APPLY AT ALL TIMES FOR THE DURATION OF THE CONSTRUCTION PROJECT, EXCEPT WHEN OTHERWISE
NOTED IN THE PLAN, OR DIRECTED BY THE ENGINEER OR PROJECT INSPECTOR.
A. THE CONTRACTOR SHALL BE REQUIRED TO FURNISH, INSTALL, RELOCATE, AND MAINTAIN ALL TRAFFIC CONTROL DEVICES, SIGNS,
BARRICADES, WARNING AND /OR CHANNELIZING DEVICES FOR WORK SITES AND DETOUR ROUTES AS SHOWN IN TRAFFIC CONTROL
PLANS UNLESS OTHERWISE SPECIFIED WITHIN THE TRAFFIC CONTROL PLANS. THE LOCATION AND POSITIONING OF THESE
BARRICADES, SIGNS, ETC. SHALL BE APPROVED AND INSPECTED BY THE PROJECT INSPECTOR.
B. THE CONTRACTOR SHALL CONTACT AND COORDINATE WITH THE PROJECT INSPECTOR PRIOR TO BEGINNING ANY WORK THAT WILL
REQUIRE THE PLACEMENT OF SIGNS OR OTHER TRAFFIC CONTROL DEVICES BY THE CONTRACTOR. ALL INFORMATION MUST BE IN
WRITING TO THE ENGINEER REGARDING THE TRAFFIC CONTROL PLAN. THE CONTRACTOR IS TO NOTIFY THE CITY AND AFFECTED
PROPERTY OWNERS 10 WORKING DAYS IN ADVANCE OF ANY ROAD CLOSURE.
C. THE CONTRACTOR SHALL MARK ALL HAZARDS WITHIN THE LIMITS OF THE PROJECT WITH WELL— MAINTAINED SIGNS, BARRICADES,
WARNING AND /OR CHANNELIZING DEVICES. ON CONNECTING ROADS, ALL BARRICADES, SIGNS, WARNING, AND /OR CHANNELIZING
DEVICES SHALL BE MOVED, SUPPLEMENTED, CHANGED, OR REMOVED AS REQUIRED DURING THE PROGRESS OF CONSTRUCTION AS
APPROVED BY THE ENGINEER.
D. THE CONTRACTOR SHALL PROVIDE PROPERTY OWNERS AND TENANTS ACCESS TO THEIR PROPERTY THROUGHOUT THE PROJECT,
INCLUDING INGRESS AND EGRESS FOR BUSINESSES.
E. TRAFFIC CONTROL PLANS (TCP) FOR THIS PROJECT CONSIST OF SEVERAL TYPICAL DRAWINGS AND STANDARDS SHOWING TRAFFIC
CONTROL DEVICES TO BE USED WHERE VARIOUS TYPES OF CONSTRUCTION ACTIVITIES ARE OCCURRING ON THE PROJECT. THESE
DRAWINGS ARE FOR TYPICAL SITUATIONS AND SHOULD BE ADAPTED TO THE ACTUAL FIELD CONDITIONS. UNFORESEEN FIELD
SITUATIONS MAY PREVENT THE USE OF THE PRESCRIBED TYPICAL DRAWING OR STANDARD EXACTLY AS SHOWN. THE CONTRACTOR,
AT THE DIRECTION OF THE CITY'S REPRESENTATIVE, SHALL MOVE, SUPPLEMENT, CHANGE, AND /OR REMOVE THE TRAFFIC CONTROL
DEVICES ASSOCIATED WITH THESE TYPICAL DRAWINGS AND /OR STANDARD DRAWINGS TO ENSURE THAT THE MOTORIST CAN PASS
THROUGH THE CONSTRUCTION AREA IN A SAFE AND EFFICIENT MANNER.
F. CONSTRUCTION PHASING MAY DICTATE THAT TWO OR MORE TYPICAL DRAWINGS OR STANDARDS BE USED IN ONE AREA OF
CONSTRUCTION. CHANNELIZING DEVICES ASSOCIATED WITH THESE TYPICALS SHALL BE MOVED, SUPPLEMENTED, CHANGED, OR
REMOVED AS REQUIRED BY THE CONSTRUCTION PHASING OF THE PLANS. THE LOCATION AND POSITIONING OF THESE DEVICES
SHALL BE APPROVED BY THE CITYS REPRESENTATIVE TO ENSURE THAT THE MOTORIST DOES NOT RECEIVE FALSE INFORMATION
WHEN TWO OR MORE TYPICALS AND /OR ROADWAY STANDARD DRAWINGS OVERLAP.
G. TEMPORARY OPERATIONAL SIGNS ARE GENERALLY MOUNTED ON PORTABLE SUPPORTS. THESE ARE NORMALLY USED FOR
SHORT —TERM OPERATIONS TO WARN AND GUIDE TRAFFIC THROUGH OR AROUND CONSTRUCTION AREAS WITHIN A CONSTRUCTION
ZONE. OPERATIONAL SIGNS SHALL BE INSTALLED PRIOR TO THE START OF OPERATIONS AS SHOWN ON THE PLANS OR AS
DIRECTED BY THE ENGINEER. SIGNS SHALL BE MAINTAINED IN PROPER POSITION AND KEPT CLEAN AND LEGIBLE AT ALL TIMES.
INSTALL SAND BAG BALLAST, OR OTHER APPROVED DEVICES TO PREVENT MOVEMENT OF SIGNS BY WIND OR PASSING VEHICLES AS
NEEDED, SIGNS SHALL BE REMOVED WHEN NOT APPLICABLE. THE BOTTOM OF THE SIGN SHALL BE A MINIMUM OF 1 FOOT ABOVE
THE PAVEMENT SURFACE.
H. WORK ON THE PROJECT OR ANY SEPARATE ACTIVITY THEREIN SHALL NOT START UNTIL ALL OF THE REQUIRED SIGNS, BARRICADES,
WARNING, AND /OR CHANNELIZING DEVICES ARE INSTALLED, INSPECTED AND APPROVED BY THE PROJECT INSPECTOR AND PERMITS
HAVE BEEN ACQUIRED.
I. THE CONTRACTOR MUST BE PREPARED TO PROVIDE FLAGGERS DURING CONSTRUCTION ACTIVITY. FLAGGERS ARE TO BE INCIDENTAL
TO TRAFFIC CONTROL
J. FLAGGERS' ATTIRE SHALL INCLUDE A FLUORESCENT ORANGE VEST, SHIRT, OR JACKET WORN AS THE OUTER LAYER OF CLOTHING.
THE FLAGGER SHALL BE EQUIPPED WITH A STOP /SLOW PADDLE (SEE MUTCD, PART VI, SECTION 6E, PAGE 6E -1). RED FLAGS WILL
BE ACCEPTABLE IN LIEU OF THE PADDLE IN EMERGENCY SITUATIONS ONLY. FLAGGERS, PROPERLY EQUIPPED AND INSTRUCTED,
WILL BE PROVIDED BY THE CONTRACTORS AND STATIONED AT THE LOCATIONS SPECIFIED OR AS DIRECTED BY THE ENGINEER. A
FLUORESCENT ORANGE CAP MAY BE REQUIRED.
K. DO NOT INSTALL MORE THAN ONE ROAD CLOSURE ON ANY ROAD.
L ENSURE ALL NECESSARY SIGNING IS IN PLACE PRIOR TO ALTERING ANY TRAFFIC PATTERN.
DES JPK
DRN TRS
CHK - - --
REV REV I DATE DESCRIPTI(_)N
APP TLM DRAWING NAME:
PROD. MGR. TLM Raeford- Desisn.dv,s
DATE 2/13/12 PROJECT NO. 20100046.00RA
C Zty Of � � •
\� ENGINEERING 8c
INFRASTRUCTURE
Traffic Control Plans for Proposed
BUCkfIEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
RAEFORD RD
01
Z
O
TRAFFIC CONTROL NOTES
1. PROJECT NOTES ARE NOT INTENDED TO BE USED AS GENERAL NOTES FOR THE PROJECT. THEY ARE TO
BE USED AT SPECIFIC LOCATIONS AS REQUIRED BY THE DETAILS OF THE TRAFFIC CONTROL PLANS.
2. MAXIMUM SPACING BETWEEN CHANNELIZING DEVICES SHALL BE 20 FT. IN TANGENT AREAS, 20 FT. IN
TAPERS, AND 10 FT. IN RADII UNLESS OTHERWISE INDICATED ON THE PLANS.
3. THE CONTRACTOR SHALL NOT BE ALLOWED TO STOP TRAFFIC FOR MORE THAN 5 MINUTES AT A TIME
IN ANY ONE DIRECTION.
4. FLAGGER(S) AND FLAGGER AHEAD SYMBOL SIGN(S) W20 -7A MAY BE REQUIRED TO DIRECT TRAFFIC
THROUGH CONSTRUCTION ZONE DURING PAVEMENT DEMOLITION AND /OR CONSTRUCTION ACTIVITIES.
5. THE CONTRACTOR SHALL REPLACE ANY EXISTING PAVEMENT MARKINGS WHICH HAVE BEEN OBLITERATED
BY CONSTRUCTION ACTIVITIES AT THE END OF THE PROJECT CONSTRUCTION.
6. INGRESS AND EGRESS SHALL BE MAINTAINED TO ALL BUSINESSES AND DWELLINGS AFFECTED BY THE
PROJECT. SPECIAL ATTENTION SHALL BE PAID TO FIRE HYDRANTS.
7. CONTRACTOR TO MAINTAIN ACCESS TO RESIDENTS AT ALL TIMES.
F►WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
(PER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
TRUCK
ENTRANCE
W14 -12A
48 "x 48"
TRUCK
ENTRANCE
W14 -12A
48% 48"
PROVIDE FLAGGING AS NEEDED
TRUCK
ENTRANCE
W14 -12A
48% 48"
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
/
/
/
NO ala
(
a�
P �
9
9�
/
/
/
/
/
/
/
--
001
\ a
\ �s
\.4-
/
9
T
77�ov OD O °
%__�
/
/
/
/
/
/
/
1 \ \
E / \
/
/
/
l \
i
/
/
/
RAEFORD
TRAFFIC CONTROL PLAN
SCALE: 1 " =200'
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
TRUCK
ENTRANCE
W14 -12A
48% 48"
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
RAEFORD ROAD FLOOD PLAIN
BENCH IMPROVEMENTS
TRAFFIC CONTROL
SHEET NO.
SCALE: NTS DATE : 2/13/12
TC1
DESIGN BY: JPK DRAWN BY: TRS OF 14.

INDEX
SHEET #
SHEET DESCRIPTION
1
COVER &INDEX
2
GENERAL NOTES
3 -5
DEMOLITION PLAN
6 -9
PLAN &PROFILE
10 -12
PLANTING PLAN
DI-D4
DETAILS
CS 1 -CS8
CROSS - SECTIONS
TC1 -TC2
TRAFFIC CONTROL
EC1 -EC6
EROSION CONTROL
U1 -U4
UTILITY SHEETS
36
TOTAL SHEETS
GPS CONTROL & VERTICAL BENCHMARKS 0
GPS #
NORTHING
EASTING
ELEVATION
DESCRIPTION
72371)
464729.23
2014303.75
155.43
TBM IN POWER POLE LOCATED ALONG RAEFORD RD
NEAR BUCKHEAD CREEK CROSSING
70115
4C,4771.25
2014262.23
155.37
WKD NAIL SET NEAR EP AT INTERSECTION OF COVENTRY
RD AND ODOM DR
O
EXISTING CATCH BASIN
O
EXISTING FIRE HYDRANT
PROP. WATER VALVE
Wv
MM
l�
EXISTING WATER VALVE
EXISTING POWER POLE
�
EXISTING UTILTIY POLE W/ GUY WIRE
le D
EXISTING SHRUB
G
EXISTING TREE
0
EXISTING CONCRETE CURB AND GUTTER
z�
EXISTING PAVEMENT
r - - - - -�
CONC /ASPHALT
L - - - - -J
PROP. CONCRETE CURB AND GUTTER
PROP. STORM SEWER MANHOLE
O
PROP. CATCH BASIN
ki
PROP. TREE REMOVAL
X
PROP. TREE PROTECTION
�
HORIZONTAL DATUM = NAD 83/01
VERTICAL DATUM = NAVD 88
,0'1•. is
INFRASTRUCTURE
BULKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT &
STREAM IMPROVEMENTS
VICINITY MAP
2006 NCDOT STANDARD SPECIFICATIONS
LEGEND
EXISTING WETLAND BOUDARY
■
EXISTING OVERHEAD UTILITY
OW
EXISTING UNDERGROUND GAS
G
EXISTING UNDERGROUND WATER
W
EXISTING SANITARY SEWER
___SS__
EXISTING STORM SEWER
— — — — — —
EXISTING SANITARY SEWER MANHOLE
O
EXISTING STORM SEWER MANHOLE
O
EXISTING CATCH BASIN
O
EXISTING FIRE HYDRANT
PROP. WATER VALVE
Wv
MM
l�
EXISTING WATER VALVE
EXISTING POWER POLE
�
EXISTING UTILTIY POLE W/ GUY WIRE
le D
EXISTING SHRUB
G
EXISTING TREE
0
EXISTING CONCRETE CURB AND GUTTER
z�
EXISTING PAVEMENT
r - - - - -�
CONC /ASPHALT
L - - - - -J
PROP. CONCRETE CURB AND GUTTER
PROP. STORM SEWER MANHOLE
O
PROP. CATCH BASIN
ki
PROP. TREE REMOVAL
X
PROP. TREE PROTECTION
Know what's below.
Call before you dig.
FOR PERMITTING ONLY -
NOT FOR CONSTRUCTION
H
O
M
• oICQ
cn WU
�Az
H
V waH
H
ca
Z�aw
wwH
zw
w
H
a� �M
C3
C3
maw w�
H1 w
zM
z �'
w
I c�
z
I
H
�
�
H
O
r�
0
a�
W
U
Z
>
O
°o
Oa
�
�
w
0
N
z�
O
o�
U
�
�
O
I�
H
O
M
• oICQ
cn WU
�Az
H
V waH
H
ca
Z�aw
wwH
zw
w
H
a� �M
C3
C3
maw w�
H1 w
zM
z �'
w
I c�
z
I
H
�
�
H
o
r�
a�
W
U
Z
>
�
Oa
�
�
w
o
z�
o�
U
00
z
o
r�

N
O
z
I
rn
3
c
rn
C
a�
O
rn
3
v
L
C
N
O
U
Q
U
v
O
O
co
It
O
O
O
O
N
O D �
Q d
LO
v
%U W N
v
;
a O
W N
IL Y�M
�Z) ON,
OmFL N
CLEARING LIMITS:
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK LIMITS BELOW ORDINARY HIGH WATER
MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER MARK ELEVATION IS NOTED ON
PLANS AS TOP OF BANK ELEVATION.
CONTRACTOR SHALL INSTALL TREE PROTECTION FENCING ALONG LIMITS OF DISTURBANCE THROUGHOUT THE
PROJECT AREA.
ALL VEGETATION INSIDE LIMITS OF DISTURBANCE SHALL BE CLEARED AND REMOVED UNLESS OTHERWISE
NOTED.
DRAINAGE STRUCTURES:
GRADES, ELEVATIONS AND LOCATION SHOWN ARE APPROXIMATE. AS DIRECTED BY THE ENGINEER, THEY MAY BE
ADJUSTED TO ACCOMMODATE UNFORESEEN CONDITIONS. WEEP HOLES ARE TO BE CONSTRUCTED IN ALL DRAINAGE
STRUCTURES, WEEP HOLES SHOULD BE ON 4' CENTER WITH A MINIMUM OF 1 WEEP HOLE PER WALL. WEEP HOLES
ARE TO BE COVERED ON THE OUTSIDE OF THE STRUCTURE BY A BAG MADE OF FILTER FABRIC FILLED WITH #78
STONE. THERE WILL BE NO SEPARATE PAYMENT FOR THIS WORK.
STATION, OFFSETS AND ELEVATIONS REFER TO THE CENTER OF DROP INLETS, MANHOLES AND JUNCTION BOXES,
AND THE MIDPOINT OF THE GRATE FOR CATCH BASINS. UPON APPROVAL BY THE ENGINEER, CONTRACTOR MAY
SUBSTITUTE BRICK STRUCTURES WITH PRECAST STRUCTURES.
SUBSURFACE PLANS:
SUBSURFACE INVESTIGATIONS WERE PERFORMED ON MAY 18, 2010 BY ECS CAROLINAS, LLP. REFER TO REPORT OF
SUBSURFACE EXPLORATION ECS PROJECT NO: 06:17125 FOR FURTHER GEOTECHNICAL INFORMATION. IN ADDITION,
THE CONTRACTOR SHALL MAKE HIS /HER OWN INVESTIGATION AS TO THE SUBSURFACE CONDITIONS. THE CITY
IS NOT RESPONSIBLE FOR SUBSTRUCTURE CONDITIONS ENCOUNTERED BETWEEN BORING LOCATIONS.
TREES, SHRUBS, AND HEDGES:
THE CONTRACTOR SHALL NOT REMOVE ANY TREES PRIOR TO ONE MONTH BEFORE CONSTRUCTION PER
SUB — LOCATION. EXCEPTIONS TO THIS WILL BE TREE REMOVAL NECESSARY FOR OVERHEAD AND UNDERGROUND
UTILITY (TELEPHONE AND ELECTRIC) WORK.
THE CONTRACTOR SHALL SAVE ALL TREES AND SHRUBS WHERE TREE PROTECTION IS NOTED ON THE PLANS. THE
CONTRACTOR SHALL REMOVE ALL TREES AND SHRUBS WITHIN THE LIMITS OF DISTURBANCE LINES UNLESS
OTHERWISE DIRECTED BY THE ENGINEER.
CONTRACTOR SHALL OFFER TO THE PROP.ERTY OWNER ALL SHRUBS AND /OR TREES OF TRANSPLANTABLE SIZE
WHICH ARE TO BE REMOVED. IF THE PROP.ERTY OWNER DOES NOT WANT THE SHRUBS AND /OR TREES, THE
CONTRACTOR SHALL SATISFACTORILY DISPOSE OF THE SHRUBS AND /OR TREES OFFSITE.
TREE PROTECTION BARRICADE SHALL BE HIGH DENSITY POLYETHYLENE FABRIC, ORANGE, FOUR FEET IN HEIGHT.
INSTALL PER MANUFACTURERS SPECIFICATIONS WHERE SHOWN ON THE PLANS. TREE PROTECTION BARRICADE SHALL
BE INSTALLED BEFORE ANY DEMOLITION OR CONSTRUCTION BEGINS IN THE AREA AND SHALL NOT BE REMOVED
UNTIL CONSTRUCTION IS COMPLETED AND AS DIRECTED BY THE OWNER. MAINTAIN TREE PROTECTION BARRICADES
THROUGHOUT CONSTRUCTION.
MAIL BOXES:
THE CONTRACTOR SHALL REMOVE AND REINSTALL ALL MAIL BOXES AS REQUIRED BY SECTION 107 -12 OF THE
NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES. COORDINATE THIS WORK WITH THE U.S. POSTAL
SERVICE.
FENCES AND WALLS:
THE CONTRACTOR SHALL REMOVE AND REINSTALL FENCES AND WALLS AS NOTED ON THE PLANS AND /OR AS
DIRECTED BY THE ENGINEER AND SHALL BE RESET OUTSIDE THE RIGHT —OF —WAY. THE EXACT LOCATION AND
DIMENSIONS TO THESE ITEMS TO BE REMOVED OR DISTURBED DURING CONSTRUCTION SHALL BE RECORDED AND
PHOTOGRAPHED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE REQUIRED TO COORDINATE
WITH HOME OWNERS FOR INSTALLATION OF TEMPORARY PET FENCES.
SIDE SLOPES:
LIMITS OF PROP. SLOPES ARE INDICATED IN THE PLANS, DETAILS AND STANDARD DRAWINGS. THE MAXIMUM FILL
SLOPE SHALL NOT EXCEED A 3:1 (HORIZONTAL TO VERTICAL) UNLESS DESIGNATED BY THE ENGINEER. CUT SLOPES
GREATER THAN 2:1 WILL BE USED ONLY AS DIRECTED BY THE ENGINEER AND AT THE SPECIFIC LOCATIONS SHOWN
ON THE PLANS.
EXISTING SANITARY SEWER AND WATER LINE:
FOR WATER AND SEWER LOCATES THE CONTRACTOR SHALL CALL NC ONE CALL
RICK DAVIS FROM THE PUBLIC WORKS COMMISSION (910- 223 -4718) SHALL BE NOTIFIED BY THE CONTRACTOR 48
HOURS PRIOR TO THE BEGINNING OF WATER AND /OR SANITARY SEWER WORK.
WHERE SANITARY SEWER AND WATER LINES ARE ENCOUNTERED, THE CONTRACTOR SHALL USE CARE IN WORKING
AROUND OR NEAR THEM. IF AN EXISTING SEWER OR WATER LINE IS DAMAGED, THE CONTRACTOR SHALL
IMMEDIATELY REPLACE THE SEWER OR WATER LINE AT HIS EXPENSE WITH PC 350 DUCTILE IRON PIPE IN
ACCORDANCE WITH PWC STANDARDS AND SPECIFICATIONS. THE CONTRACTOR SHALL REPLACE A MINIMUM OF 10
FEET OF SANITARY SEWER LINE AND /OR WATER LINE WITH PC 350 DUCTILE IRON PIPE WHEN DRAINAGE PIPE
COMES WITHIN 24 INCHES OF SAID LINES VERTICALLY OR 10' HORIZONTALLY.
ALL WATER VALVES & BOXES, WATER METER BOXES, WATER VAULTS, SANITARY SEWER MANHOLES, AND
CLEANOUTS IN THE CONSTRUCTION AREA ARE TO BE ADJUSTED TO THE FINISHED GRADE BY THE CONTRACTOR.
IF THE WATER METERS ARE TO BE RELOCATED HORIZONTALLY, THEY SHALL BE MOVED TO AN AREA BEHIND THE
PROP. CURB. IF RELOCATED METER IS IN DRIVE OR SIDEWALK, CONTRACTOR WILL PROVIDE AND INSTALL CAST IRON
METER BOXES. IF WATER LATERALS HAVE TO BE RELOCATED HORIZONTALLY A NEW TAP WILL NEED TO BE
INSTALLED AND THE OLD TAP REMOVED BETWEEN THE METER AND THE MAIN.
WATER AND SEWER LINES ARE TO REMAIN ACTIVE AT ALL TIMES DURING CONSTRUCTION. IF THIS IS NOT POSSIBLE,
THEN CONTRACTOR SHALL FOLLOW PWC POLICIES, PROCEDURES, STANDARDS AND SPECIFICATION MANUAL. DATE
AND TIME FOR SHUTDOWN SHALL BE COORDINATED WITH AND SHALL BE AT THE DISCRETION OF THE CITY OF
FAYETTEVILLE. CONTRACTOR SHALL HAVE ALL MATERIALS, TOOLS, EQUIPMENT, AND SUFFICIENT PERSONNEL ON SITE
PRIOR TO BEGINNING WORK TO MINIMIZE SHUT DOWN TIME.
SEWER LATERALS ARE TO BE RECONNECTED PER PWC SPECIFICATIONS.
CONSTRUCTION EQUIPMENT WEIGHT SHALL NOT EXCEED 16,000 LBS. INSIDE OF EXISTING SANITARY SEWER
EASEMENT. STOCKPILE /STAGING AREAS ARE NOT TO BE LOCATED WITHIN THE EXISTING SANITARY SEWER
EASEMENT. NO EQUIPMENT OR CONSTRUCTION MATERIALS SHALL BE LEFT WITHIN THE EXISTING SANITARY SEWER
EASEMENT AT THE END OF THE DAY.
WETLAND IMPACTS:
TEMPORARY DISCHARGE OF EXCAVATED OR FILL MATERIAL INTO WETLANDS AND WATERS OF THE UNITED STATES
WILL BE FOR THE ABSOLUTE MINIMUM PERIOD OF TIME NECESSARY TO ACCOMPLISH THE WORK. TEMPORARY
DISCHARGES WILL BE FULLY CONTAINED WITH APPROPRIATE EROSION CONTROL OR CONTAINMENT METHODS OR
OTHERWISE SUCH FILLS WILL CONSIST OF NON— ERODIBLE MATERIALS.
THE AREA OF WATERS OF THE UNITED STATES TO BE DISTURBED WILL BE LIMITED TO THE MINIMUM NECESSARY TO
CONSTRUCT THE PROJECT. THE WORK AREA AUTHORIZED BY THE PERMIT, INCLUDING PERMANENT FILLS, WILL BE
MINIMIZED TO THE GREATEST EXTENT PRACTICABLE.
NO WASTE, SPOIL, SOLIDS, OR FILL OF ANY KIND SHALL OCCUR IN WETLANDS, WATERS OR RIPARIAN AREAS
BEYOND THE FOOTPRINT OF THE IMPACTS AUTHORIZED IN USACE 404 PERMIT, INCLUDING INCIDENTAL IMPACTS. ALL
CONSTRUCTION ACTIVITIES, INCLUDING THE DESIGN, INSTALLATION, OPERATION, AND MAINTENANCE OF SEDIMENT AND
EROSION CONTROL BEST MANAGEMENT PRACTICES, SHALL BE PERFORMED SO THAT NO VIOLATIONS OF STATE
WATER QUALITY STANDARDS, STATUTES, OR RULES OCCUR.
SEDIMENT AND EROSION CONTROL MEASURES SHOULD NOT BE PLACED IN WETLANDS OR WATERS OUTSIDE OF THE
PERMITTED IMPACT AREAS WITHOUT PRIOR APPROVAL FROM THE DIVISION OF LAND RESOURCES. IF PLACEMENT OF
SEDIMENT AND EROSION CONTROL DEVICES IN WETLANDS AND WATERS IS UNAVOIDABLE, THEN THE DESIGN AND
PLACEMENT OF TEMPORARY EROSION CONTROL MEASURES SHALL NOT BE CONDUCTED IN A MANNER THAT MAY
RESULT IN DIS— EQUILIBRIUM OF WETLANDS OR STREAM BEDS OR BANKS, ADJACENT TO OR UPSTREAM AND DOWN
STREAM OF THE ABOVE STRUCTURES. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE REMOVED AND
NATURAL GRADE RESTORED WITHIN TWO (2) MONTHS OF THE DATE THAT THE DIVISION OF LAND RESOURCES OR
LOCALLY DELEGATED PROGRAM HAS RELEASED THE PROJECT.
TOTAL WETLAND IMPACTS 0.35 ACRES
TOTAL STREAM IMPACTS 100 LINEAR FEET
DES
TLM
DRN
TRS
CHK
JPK
REV
MILES PER HOUR
APP
TLM
PROJ. MGR. TLM
DATE 2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME: Coventry - Design.dwg
PROJECT NO. 20100046.00 RA
GENERAL UTILITIES:
1. CONSTRUCTION METHODS AND MATERIALS SHALL BE IN ACCORDANCE WITH PWC UTILITIES STANDARDS AND
SPECIFICATIONS, UNLESS OTHERWISE NOTED.
2. ALL CONTRACTORS WORKING ON PWC PROJECTS ARE REQUIRED TO OWN A COPY OF THE DESIGN MANUAL AND SHALL
KEEP A COPY ON THE JOB SITE AT ALL TIMES.
3. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING ALL APPROP.RIATE PARTIES AND ASSURING THAT UTILITIES ARE
LOCATED PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. CALL NC ONE —CALL AT 811 FOR UTILITY LOCATING
SERVICES 48 HOURS PRIOR TO COMMENCEMENT OF ANY WORK. CONTRACTOR SHALL VERIFY LOCATION AND DEPTH OF
ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
4. IF THE PROP. WATER AND /OR SANITARY SEWER MAIN IS INSTALLED WITHIN 12" IN ANY DIRECTION (VERTICALLY OR
HORIZONTALLY) FROM GAS MAINS, THE CONTRACTOR SHALL CONTACT TRACY MADDOX AT PIEDMONT NATURAL GAS
(910- 321 -2909) AND INFORM THEM.
5. EXISTING SANITARY SEWER LATERAL & WATER SERVICE LOCATIONS ARE APPROXIMATE AND ARE TO BE FIELD VERIFIED
PRIOR TO CONSTRUCTION. CONTRACTOR SHALL RELOCATE ANY SEWER LATERALS & WATER SERVICES AS NEEDED
PRIOR TO STORM PIPE CONSTRUCTION.
UTILITY COORDINATION:
CONTRACTOR SHALL CONTACT NC ONE —CALL AT 811 FOR UTILITY LOCATIONS PRIOR TO CONSTRUCTION.
ORGANIZATIONS THAT MAY OWN FACILITIES THROUGHOUT THIS PROJECT ARE:
BELL SOUTH
PUBLIC WORKS COMMISSION (PWC)
PROGRESS ENERGY
PIEDMONT NATURAL GAS
CENTURYLINK
QUEST
TIME WARNER CABLE
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
THE LOCATIONS OF EXISTING UTILITIES SHOWN ON THE PLANS ARE FOR THE USE OF THE CONTRACTOR IN PROVIDING
PROTECTIONS FOR THE UTILITIES DURING CONSTRUCTION OPERATION. THE CITY, DESIGN CONSULTANT, AND /OR AGENT
SHALL NOT BE HELD RESPONSIBLE FOR THE ACCURACY OR LOCATION, SIZE, DEPTH OR COMPLETENESS OF THE
INFORMATION. BEFORE BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL CONTACT EACH OF THE UTILITY OWNERS IN
THE AREA OF CONSTRUCTION RELATIVE TO THEIR UTILITY LOCATIONS. THE CONTRACTOR SHALL PROTECT ALL UTILITIES
FROM DAMAGE CAUSED BY CONSTRUCTION OPERATIONS AND /OR RELATED WORK OF THE CONTRACTOR OR HIS AGENTS.
THE CONTRACTOR SHALL HOLD THE CITY HARMLESS FOR ANY INCONVENIENCE OR DELAY CAUSED BY THE OPERATIONS OF
OTHERS PERFORMING THE ABOVE WORK. NECESSARY ADJUSTMENT OR RELOCATION OF EXISTING UTILITIES, EXCEPT FOR
CONTRACT ITEMS, WILL BE PERFORMED BY THE UTILITY SERVICE PROVIDER. THE CONTRACTOR SHALL COORDINATE HIS
WORK WITH OTHERS IN ORDER TO PROVIDE SATISFACTORY PROGRESS OF THE PROJECT.
PIEDMONT NATURAL GAS (PNG) REPRESENTATIVE MUST BE PRESENT PRIOR TO AND DURING ANY CONSTRUCTION WITHIN THE
AREA OF EXISTING GAS MAINS.
THE CONTRACTOR SHALL COORDINATE THE ADJUSTMENT OR RELOCATION OF GAS MAINS WITH PNG. PNG MUST BE NOTIFIED
TWO WEEKS IN ADVANCE OF CONSTRUCTION. ALL ADJUSTMENTS AND RELOCATIONS WILL BE PERFORMED BY PNG.
A BELL SOUTH REPRESENTATIVE MUST BE PRESENT PRIOR TO AND DURING ANY CONSTRUCTION WITHIN THE AREA OF
EXISTING BELL SOUTH CABLES.
THE CONTRACTOR SHALL SUPPORT AND PROTECT ANY EXISTING UNDERGROUND UTILITIES ENCOUNTERED DURING TRENCH
EXCAVATION AND /OR PIPE INSTALLATION. CONTRACTOR TO USE EXTREME CAUTION WHEN WORKING IN AREAS NEAR POWER
TRANSMISSION LINES. THE CONTRACTOR SHALL COORDINATE WORKING IN THE AREA OF THE PROGRESS ENERGY
TRANSMISSION LINES WITH DAVID VENCILL OF PROGRESS ENERGY AT (910) 429 -3103.
EROSION CONTROL:
SEE SHEETS EC1 —EC6 FOR EROSION CONTROL NOTES, PLANS, AND DETAILS.
TOTAL DISTURBED AREA: 5.00 ACRES.
MINIMUM EROSION CONTROL MEASURES SHALL BE CONSTRUCTED AND PERMITTED REQUIREMENTS (WHERE NECESSARY)
SHALL BE IN ACCORDANCE WITH THE N.C. EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, U.S. DEPT
OF AGRICULTURE, NATURAL RESOURCES SOIL CONSERVATION SERVICE.
CONTRACTOR SHALL NOT DISTURB ANY AREAS OUTSIDE OF THE DESIGNATED EASEMENT AREAS.
STORM DRAINAGE PIPE & GRADING:
PROJECT TOPOGRAPHY AND EXISTING CONDITIONS GROUND — CONTROLLED SURVEY PROVIDED BY WK DICKSON SURVEY.
ADDITIONAL UTILITY VERTICAL LOCATIONS (EXCEPT SAN. SEWER), NOTED ON PLANS, PROVIDED BY SO DEEP. ADDITIONAL
EXISTING TREES, STORM DRAINAGE PIPES & SAN. SEWERS VERIFICATION WAS PROVIDED BY WK DICKSON.
PIPE INVERT ELEVATIONS HAVE PRECEDENCE OVER SLOPES. HOWEVER, SLOPES SHALL NOT BE DECREASED FROM THOSE
SHOWN ON PLAN WITHOUT PRIOR APPROVAL FROM THE ENGINEER.
ALL STORM DRAINAGE PIPE TO BE CLASS 3 REINFORCED CONCRETE UNLESS OTHERWISE NOTED. PIPE LENGTHS INDICATED
ON PLAN ARE APPROXIMATE ONLY.
NO SOIL DISTURBANCE OR COMPACTION, CONSTRUCTION MATERIALS, TRAFFIC, TRENCHING, OR OTHER LAND DISTURBING
ACTIVITY SHALL BE PERMITTED BEYOND LIMITS OF GRADING WITHOUT PRIOR APPROVAL FROM THE OWNER AND CITY
ENGINEERING DEPT.
THE CONTRACTOR SHALL IMMEDIATELY REPORT TO THE CITY OF FAYETTEVILLE ANY DISCREPANCIES FOUND BETWEEN
ACTUAL CONDITION AND CONSTRUCTION DOCUMENTS AND SHALL WAIT FOR INSTRUCTION FROM THE CITY INSPECTOR PRIOR
TO PROCEEDING.
MANHOLE RIM ELEVATIONS SHOWN ON THE PLANS ARE APPROXIMATE. NEW MANHOLE RING AND COVERS SHALL BE
INSTALLED FLUSH WITH THE SURROUNDING GRADE SO AS TO AVOID DAMAGE TO MOTOR VEHICLES DURING CONSTRUCTION.
THEY ARE TO BE ADJUSTED TO MATCH THE SURROUNDING PROP. GRADE PRIOR TO PLACING THE NEW SURFACE COURSE.
BOTH AERIAL AND GROUND — CONTROLLED EXISTING CONTOURS ARE SHOWN ON THE PLAN AT 1' INTERVALS. PROP.
CONTOURS SHOWN ARE AT 1' INTERVALS.
THE CONTRACTOR SHALL BACKFILL OPEN EXCAVATIONS AT THE END OF EACH WORKING DAY. AT DRAINAGE STRUCTURE
LOCATIONS, THE EXCAVATION SHALL BE COVERED WITH METAL PLATES WHEN PRACTICAL OR COMPLETELY ENCLOSED WITH
SAFETY NETTING.
CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE TO CURRENT OCCUPATIONAL SAFETY HEALTH ADMINISTRATION
REGULATIONS.
ALL PROP. GRADES ARE FINISH GRADES
TRAFFIC CONTROL:
TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS
AND HIGHWAYS ( NCDOT) AND THE TRAFFIC CONTROL PLANS ON SHEETS TC1 — TC2.
STOCKPILING:
ANY ONSITE STOCKPILING IS TO BE COORDINATED AND APPROVED BY A CITY INSPECTOR. THE STOCKPILE WILL BE PROVIDED
WITH GROUND COVER WITHIN 15 WORKING DAYS UPON COMPLETION OF ANY PHASE OF WORK.
SAW CUTS:
THE CONTRACTOR SHALL SAW CUT EXISTING ASPHALT AND /OR CONCRETE SURFACES PRIOR TO REMOVAL UNLESS
OTHERWISE DIRECTED BY THE ENGINEER. SAW CUT WIDTH SHALL BE 1 FOOT MINIMUM FROM THE EXISTING EDGE OF
PAVEMENT. SAW CUT PAVEMENT SHALL BE REPLACED AS WELL AS ADDITIONAL PAVEMENT REQUIRED TO TIE —IN TO FACE
OF PROP. CURB AND GUTTER.
PkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
()PER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
ABBREVIATIONS
# ............ .........................NUMBER
TITLE:
MONO ..............................
MONOLITHIC
ABAND ...... ......................ABANDONED
STANDARD CATCH BASIN TRANSITION FOR 24" ROLL CURB AND GUTTER
mph ................................
MILES PER HOUR
A \C .... ............................AIR
CONDITIONER
MTL .................................
METAL
A.D ........... ......................ALGEBRAIC
DIFFERENCE
N .....................................
NORTH /NORTHING
ASPH ...... ........................ASPHALT
REINFORCED CONCRETE SEWER, STORM DRAIN AND CULVERT PIPE (15" — 36 ")
NAD 83 ...........................
NORTH AMERICAN DATUM 1983
APPROX ........ ..................APPROXIMATELY
PIPE OUTLET
NTS ..................................
NOT TO SCALE
BB ........... .........................BOTTOM
OF BANK
0 /H .................................
OVER HEAD
B /C ...... ...........................BACK
OF CURB
OC ...................................
ON CENTER
BIT .............. .....................BITUMINOUS
CONCRETE DROP INLET (12" THRU 30 ")
ORN .................................
ORNAMENTAL
BM ......... ..........................BENCH
MARK
PAVT ................................
PAVEMENT
BOC ........ .........................BOTTOM
OF CHANNEL
PC ...................................
PRESSURE CLASS
BRG ......... ........................BEARING
PERM ...............................
PERMANENT
CB ......... ..........................CATCH
BASIN
PG ...................................
PAGE
C &G ..... ...........................CURB
AND GUTTER
PI .....................................
POINT OF INTERSECTION
CE ................ ...................CONSERVATION
EASEMENT
PK ...................................
PK NAIL SET
CL ............. ......................CLEARANCE
PP ...................................
POWER POLE
C/L ....... .........................CENTER
LINE
PROP ................................
PROP.
CMP ............ .....................CORRUGATED
METAL PIPE
PT ....................................
POINT OF TANGENCY
CMPA .......... .....................CORRUGATED
METAL PIPE ARCH
PVC .................................
POLYVINYL CHLORIDE PIPE
C.O . ..... ..........................CLEAN
OUT
PVI ...................................
POINT OF VERTICAL INTERSECTION
COF .... ...........................CITY
OF FAYETTEVILLE
r ......................................
RADIUS
CONC ........ .......................CONCRETE
RCBC ...............................
REINFORCED CONCRETE BOX CULVERT
CONST .......... ...................CONSTRUCTION
RCP .................................
REINFORCED CONCRETE PIPE
CPP ............ .....................CORRUGATED
PLASTIC PIPE
RD ...................................
ROAD
D. TREE ...... .......................DECIDOUS
TREE (HARDWOOD TREE)
RELOC ..............................
RELOCATE
DCB ........ .........................DOUBLE
CATCH BASIN
REQ'D ...............................
REQUIRED
DB ........ ...........................DEED
BOOK
RT ....................................
RIGHT
DBL ........ .........................DOUBLE
R/W \ ROW ....................
RIGHT OF WAY
DI ......... ...........................DROP
INLET
S ......................................
SOUTH
DIA ........... .......................DIAMETER
SAN .................................
SANITARY
DIP .......... ........................DUCTILE
IRON PIPE
SID ...................................
STORM DRAIN
DW ............ .......................DRIVEWAY
SIDE ..................................
STORM DRAINAGE EASEMENT
DIM ............ ......................DIMENSION
SF ....................................
SQUARE FOOT
E ................... ...................EAST
/EASTING
S/R FENCE .....................
SPLIT RAIL FENCE
EA ........ ...........................EACH
SS ...................................
SANITARY SEWER
ELEV .......... ......................ELEVATION
STA .................................
STATION
EOP ...... ...........................EDGE
OF PAVEMENT
STD .................................
STANDARD
ESMT ........ .......................EASEMENT
SUE .................................
SEWER UTILITY EASEMENT
ETCB ......... ......................ELONGATED
THROAT CATCH BASIN
SW ...................................
SIDEWALK
ERCP .......... .....................ELLIPTICAL
REINFORCED CONCRETE PIPE
SY ...................................
SQUARE YARD
EXIST ........ .......................EXISTING
TAN .................................
TANGENT
F /C ...... ...........................FACE
OF CURB
TB ...................................
TOP OF BANK
FES ......... .........................FLARED
END SECTION
TCE .................................
TEMP CONSTRUCTION EASEMENT
FH ........ ...........................FIRE
HYDRANT
TEMP ...............................
TEMPORARY
F /L ....... ...........................FLOW
LINE
TP ...................................
TRAVERSE POINT
FOC ....... ..........................FIBER
OPTIC CABLE
T /W .................................
TEST WIRE
GV ....... ............................GAS
VALVE
TYP .................................
TYPICAL
HORIZ ......... .....................HORIZONTAL
U /G .................................
UNDER GROUND
INT ................ ...................INTERSECTION
VC ....................................
VERTICAL CURVE
INV .......... .........................INVERT
VERT ................................
VERTICAL
IP .......... ...........................IRON
PIN SET
VCP .................................
VITRIFIED CLAY PIPE
JB ............. .......................JUNCTION
BOX
W .....................................
WEST
L............. .........................LENGTH
W / ...................................
WITH
LF ........... .........................LINEAR
FOOTAGE
WB ...................................
BOTTOM WIDTH
LOD ......... .........................LIMITS
OF DISTURBANCE
WBKF ...............................
BANKFULL WIDTH
LT ......... ...........................LEFT
WM ...................................
WATER METER
lb ........... ..........................POUND
W VAULT .........................
WATER VAULT
LP .......... ..........................LIGHT
POLE
WV ...................................
WATER VALVE
LN ......... ...........................LANE
YI .....................................
YARD INLET
MAX ......... ........................MAXIMUM
60p ..................................
SIXTY PENNY NAIL SET
MH........... ........................MANHOLE
............. ...........................FOOT
MIN .......... ........................MINIMUM
............. ...........................INCH
STANDARDS
THE FOLLOWING STANDARDS AND THE LATEST REVISION THERETO ARE APPLICABLE TO THIS
PROJECT AND BY REFERENCE ARE CONSIDERED A PART OF THESE PLANS.
CITY OF FAYETTEVILLE:
STD. N.C. :
TITLE:
SD3
EXPANSION JOINT
SD4
STANDARD CATCH BASIN TRANSITION FOR 24" ROLL CURB AND GUTTER
SD.11
TYPICAL TEMPORARY SAWCUT AND PAVEMENT PATCH DETAIL
DR10
CONCRETE PIPE COLLAR FOR REPAIRING STORM DRAIN PIPES
DR11
DROP INLET WITH GRATE (FLUSH)
DR13
STANDARD MANHOLE RING AND COVER
DR14
PRECAST REINFORCED CONCRETE MANHOLE SECTIONS
DR19
REINFORCED CONCRETE SEWER, STORM DRAIN AND CULVERT PIPE (15" — 36 ")
DR22
STANDARD FRAME, GRATE, AND HOOD
DR24
PIPE OUTLET
DR26
STANDARD FRAME, GRATES, AND HOOD FOR USE ON STANDARD CATCH BASINS
NCDOT
STD. NO.:
TITLE:
840.02
CONCRETE CATCH BASIN (12" THRU 54 ")
840.04
CONCRETE OPEN THROAT CATCH BASIN (12" THRU 48 ")
840.14
CONCRETE DROP INLET (12" THRU 30 ")
840.24
FRAMES AND NARROW SLOT SAG GRATES
840.52
PRECAST MANHOLE
840.66
DRAINAGE STRUCTURE STEPS
840.71
CONCRETE AND BRICK PIPE PLUG
846.01
CONCRETE CURB, GUTTER, AND CURB & GUTTER
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
Know what's below.
Call before you dig.
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
GENERAL NOTES
SHEET NO.
SCALE: N/A DATE : 2/13/12 2
DESIGN BY: TLM DRAWN BY: TRS OF 36.

u
7^t
M
3
v
c
0
c
O
i
3
c
0
U
Q
U
v
L
0
0
0
0
0
0
0
o�
a-
LO
/ U cV
0
° Ld
L. 11 Y -J V)
/V 0
Om(L N
/ EXIST. SS
APPROXIMATE
\ LOCATION PER GIS
ASS \ REMOVE AND DISPOSE
\ EXISTING 24" FES
\ \\ ^S \ \ JO
\ S \
\ S \
18" _MAPLE - - - - -- 149 - - -- - _
\ EXISTING _ \ III MYRTLE �.' 12" D.TREE — _ /��- ___ - - _ WOODS
_ 12" POPLAR ` U II RIM 149.81 ' —� °� _ _
I 18" / ICI IN= 140.89 7 3 — — \\
\ 10 POPLAR � \ I / II LAT IN= 145.56
� \ LANDSCAPING WITH �\ ,�' - __ \ \I 114• D.TREE 12" D.TREE -- --
IRRIGATION TO BE , \ -\ \ 1. 1 - - -
S \ I 1 1 � " MA A // I �� INI II our= lao.6a T — —/� — — — — — — 18" MAPLE \ \— -- — — O
\ \ I %� \ I I II; 12 PINE \ - - -- - - -- O
REMOVED �� \ ul ` \ � - - - - - -- � - - -- �P - -�� +
12" D.TREE - a - /
18" D.TREE II I 1'�� 12" MAGNOLA 12" MAGNOLIA — — — — — — —
\ C \ \ \ I I 12" D.TREE 1
1. 12"
II I II - S - -- - -sS - 18 RCP
/ I / S -- -148 -- " II i 55�' 1 -S - -- SS - - - -- S SS-- I `\
S HI \ / 14 D.T2E i I ,,, 1'- SS - - - -- \ - - --
RIM= 151.69 S^�' \ \ l III- , 2" APLE / 12 ",FINE I I '' q . " -o - - -- SS- S-- - - -55-
IN(N)= 140.73 � \\ \ \ I I 1 I
_ r � I'f II 5 30" BIRCH �� r --
IN(E)= 141.03 \ i' 1 1 I — — / � -E7Q3- �.
OUT= 140.71 \ ' LR111%T \ 1 GRASS / UG 1 1 II �'// PA 1910 GLENWICK DRIVE 1 \- - - - qj I 1 0- - - J2EMOVE 66 LF OF -_ -- _ \ I - I DB 2761 617 %0 EXISTING 4" PVC -- - - - - - - - - _ x
1 18" PINE
\ 1 1T - - \- - - _ _ _ i I I - _ 2 ROOF DRAIN
\ 10" CREPL' a0l a0l aO"1'-0 a0l�l - i - a l a0l a0l a0l �• 60 , 15 "S�oti�Y I I
18" PINE MYRTLE \ - -____ ' c T — — — _ FRENCH / i PUMP -3 X x x
O t0. MAGNOLIA \\ - -- 14s_-\ � �° 1 — — DRRAIFY — — — — — , — — — HOUSE 26"�t - -- SEE U1 FOR - -- x- _ x— o�z —ox
\ \ I I m I Ls s' - - - a0 -1 C 0. LOCATION \ -- 146--- ____ -- _ / x x - -
_ _ a0l - --------- - - - - -x
� I I I o 1 REMOVE AND DISPOSE ,'S � - - - - a01� \ � x - x
/ \I ao-i a01 - - - - - - - - - - - - - ----'� -~� - is I 3 1 �4" DOGWOOD LANDSCAPED AREAS LINED I I - - - - - - - - 001 a01 \\
OO \ 124 "FESI SSA — — — — — — PUMP I I 3" DOGWOOD WITH LANDSCAPE BLOCKS GAZEBO -
\ I v 144.60 \ USE I SS, Ls I LS 01 CONTRACTOR TO ADJUST p �' Pin - 0
I\ r — �\ 4" CHERRY I
GRASS C.O. TOP ELEV TO MATCH > O o���
\ � \ CONC. ` 5' DOGWOOD __ % —
18" RCP -- ----- SS- - - - -SS - -- SS - - -- -SS - � / - -- I9 - -- � /
�, O
WIRE II I I \ I \ 5----- SS----- SS----- SS----- SS--- - -SS -- gam_ SS -- -- 3A S -- \_ O - _ - 2p" PINE I PROP. BERM ELEV.
�6
�S;DDgwooD I REMOVE 100 LF
1 \FENCE _ \ 5" DOGWOOD - 20" PINE _, I I �' DocwooD SEE SHEET U1 0 OF EXISTING CHAIN
1 9 —_ - -' 6" CREPE
— —r -D!- 0_ I I
15" ELM
_ � LINK FENCE
I 1 GREEN ------- -------- - - - - -- � _ - — — — — — — — — — STEPS —` - -- — — — —
SITTING AREA 0•
rn 1 HOUSE
/
\ — — — — — — — — — � FL. EL 14 9.6 6
/
/
�I
I
1�4Y 7 `WET1AN DS
LAY 12" P�N \ \ Y " O
�Y 0416-4,3-4-921-
�Y `+Y-
- - S-
-� y Y / 184PF P LA
30" *a/ 12" E& CY F FAYtrTEV
ILL21 - --
04�Y 1 6,�AY 3 -�Y 3 5$�Y 3 �4\ Y 3 3,HAY �Y ST,
CITY OF FAYETTEVILLE FAYETTEVILLE, NC 28301
4133 HAY ST I DB�076 RG 900
FAYETTEVILLE, NC 28301 - WETLANDS - - -
"DB 50618 PG 4$4 i - i -41- `ATLANS WOODS 12" MAPLE
IV 1*p 48" ELMv
45 15" MAPLE 12" POPLAR
6, 0416y 43 -37178 �
15' POPLAR CITY OF FAYETTEVILLE
,y 1 -
48-
-
- ��
O
pJ \ ` `1433 HAP( ST 4 4AIIIIII
, FAYETTEVILLE, NC 28301
24" PINE DB 5068 PG*45 WOODS
'
\ Q 00 45, �Y �Y �P, / l / �%/ - - - - \ \ '� \ \ ``.y .y 12y D. TREE -
F �� k / / / /'' \ `\ \ \ `� ` �' 12" D.TREE 12" ELM
12" POLAR
4 &C 4f UN �q WOODS
\
� I , \ `
_ X30r• � MA PI
`115" POPLA 22 ",4PINE
46,t,_ 15" ELM W iTLANDS BOUNDARY
129' POPLAR 1 /
S O IN V 143.76 O -_ --= O 18" ELM
INE 24 "FES
5+ —145 — �Y 14 8--- - - - - --
1
WETLANDS 0 y 15" POPLAR \
O /
s _ `5 +$0 - �,1 \ 1 \1� , / �' /� �/ `\ �`� �� \ \ \`\ I�`� \�\ "� \� 13" ELM 12" ELM \\ 12" D.TREE
\ O 15° POPLAR \ /
\00� r A _ _ �ft1�`�l `Y `Y — `Y `Y `Y -- `Y �Yi'' `Y ; /' /'/ /,\�` / // `\ \ ` \ ` ��\ 1 " M 15 P I —
I �s \746\ 6 +00 -�� -� !� �� /yam // REMOVE 63 LF OF EXISTING fi� / 1 /44 �\ �\� 8 EL 12" POPLAR 15" MAPLE
LOD - - _ - - - -- 146 - -__ -- -147 -- �� h� / �/ 4" PVC PUMP HOUSE DRAIN. `�\\ 1 \ �``�` \\ O \
CONTRACTOR TO COORDINATE \\
- -� - - -- -146j' DRAIN TO BE REROUTED AS �` - \ �\ WITH PROPERTY OWNER TO a• Pvc \
1
WOODS \ /' -___ — — 6 +50 �\ 9 �"\ INV 147.66 12" POPLAR \\ 24" MAPLE -- -
I �--\ -145_ - / / / \ SHOWN ON SHEET 6 \\ 1 x0 \`� \ REMOVE OR RELOCATE
10" CYPRESS -- �4Z- - - _ - -_
I \\ \\ \ \ \^ WOODEN FOOT BRIDGE - _ _Sl _ --
���' - _ - - -144' `♦ I II ���` _ _ - - = ��5�4s- - 10 +00 10+ 0
- - 9 +50
0416 -43 -5300 _-
11 +00 ALFREDO P. & HELGA CARDENAS 5 ELM
GLENWICK DRIVE — \ II \/ �/ `' ' J-� _ _ W
12" POPLAR \\ T / DB 2768 -P.G 61� — — — — 15 — I \ -- - - - -- - - - - --
1 — 12" MAGNOLIA - --
8" CREPE 13" D
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
O \ - --
LS Ls \� _ BRICK EXIS SS MH I i I I REMOVE AND DISPOSE Z Uj
I 1 12" CHERRY �� r 6" MAGNOLIA I LOCATION PER GIS I I SITTING AREA
— AND PWC INFORMATION
0416 -43 -5386 \ I \\ APIPROXIMATE /// I GRASS _
ALFREDO P. & HELGA CARDENAS I LOCATION PER GIS / —� l �6 I I — - REMOVE AND DISPOSE
1918 GLENWICK DRIVE D PWC INFORMATION — — — — — i — —
DB 2842 PG 617 I I \ \ \\ b I I Ls - - - \ - - -LS-- -- 50� I LANDSCAPE AREAS ?
REMOVE 98 LF OF
EXISTING CHAIN U cONC.
CONC
I w I / BRICK 22 PINE a LINK FENCE L
PB 23 PG 40 p \ I WITHIN LOD. _ - J W
r0 \ w \ �/ ` / PATIO / �- WOOD I O - - - - - -- I a- 0416 -43 -5911
� \ / �/ / BRIDGE I I I - -___ REMOVE AND DISPOSE �� LU PETER G. & KELLY J. RAMS
/ 0416 -43 -6 05 I _ - �� Y 10689 JACKSON CREE OAD
U 0I \ / I / I LANDSCAPE AREAS
o I \ � � ALFREDO P. & HELG CARDENAS , � _ _ _
I I \ 3 I 1918 GLENWICK IVE BRICK _ I - - - - -' WITHIN LOD. WINNSBORO SO 180
DB 2674 P 88 ' PATIO ` - - -- 151 - - - - -- _��' /— " -' pB�4%�36 PG 309
PB 23 40 �, - - -- / �� - _�' � � � � --^ _ �_'''/ I I 5" DOGWOOD 4" DOGW00� � � a -
\�\� LS GRASS I I I ------ - - - - -� _ -_ 5" DOGWOOD - - - - --
10 -1 ao-i `\ v,
(
W 4" D.TREE 2" DOGWOOD - - 52--- --
0416 -43 - -
' `- - - - - -_
CONC. _ , 5" DOGWOOD UNJ4£K6" J � \RL
BRICK
CONC. I / t� 0 1966 GLENWICK DRIVE
PATIO 's I I I I ,/� 5 DOGWOOD I----- ___�— y - - - -- \ 8" DOGWOOD r hB 7008 PG 228
\ II I LS / 8" DOGWOOD _��_ J Ilr CONC.
- / I 0416-43 -6703 — — -'� PB 23 PG 40 - - - - -- - - - -- 153- - - - - -'
PAUL 1910 GLENWICK DRIVE ORE �� '
r i II II 18" PINE ® \ /'/ DP82242PPIS 77 I LS �� ly__ 153- ® I LS r -
S I° i III - - -__ _ I I �Iaa X ICON
r I I WOOD FFNCF X
I N II I
ACCESS POINT FROM I III
GLENWICK DR i i III I N I
o I ° `n II II I D I D I \ I
I III IM I M
I
; III ID I
Cn Cl)
I
I II
IM ml
I O I III z I m
0 I ° ; III �� MI
I
I
GLENWICK DR.
N
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON SHEETS 6 -9.
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
Know what's below.
Call before you dig.
Plan View .................
SCALE: V = 20'
I
GRAPHIC SCALE
60
BULKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
DEMOLITION PLAN
DESIGN BY: TLM
DATE : 2/13/12
DRAWN BY: TRS
SHEET NO.
3
OF 36.

u
7^7<
M
3
"O
C
N
0
C
O
/
3
/
T
C
O
a
U
v
L
O
O
It
O
O
O
0
o�
> O (V
--
/ U cV
;a o
Lv
11 Y -J V)
/V 0
Om(L N
DES
TLM
DRN
TRS
CHK
JPIL
REV
-6020
PARKER '''
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
f ♦ �4
I I 2' D.3REE
I XD
D�
WETLANDS u u
20" MAPLE / D.
08 -_ -
� ' �✓ ' / i i�' � / / $ � W � ' w W � w w W � `
� -14 1�ELMS ,18" ELM O 0 0 41� 6 - 4w W 4 -y 431 3
12" POPLAR 15" ELM 1CIY OW FAYE1lfEV-w W I L LE � y
,
w -
' + w _ t -,v -'j- _ w _ t -'so Q Y - 149---
/ 1 1 2t
" / P
O
PLt
AR
TEVILLNC301 /FAYL` 18" POPLAR 100I DB - - __-
------------ - - - - -- -- - G 49---- J,I 0
18" POPLAR Z - - -s -w WETLANDS BOUNDARY
15 "�LM 12 ELM IN i 0
� EL "
lla—_4 12" ELM '
1 ELM W �'— O
148 - - -- ---------------
2 ELM 8 - - - -
- - - - - -
..11, , v� u. 11, , , u.1, , u .11, , u •.1� ✓, 14u/ 8 / - u1, , - -- I T'1' 1' '112' 1, � * u, 12 "4E L M
u, u u, u, ♦ u, y� u, 15" PME � 12" p r" uP, INS
2�2 " PINE 10-" u, P INT
i
/ WOODS 15 PINE 3110 PINE
olk 0416 - 44!`4040 W 1W
18 PINE
12" ELM CITY OF FAYETTEVILLE WETLANDS 15 E
` 433H AY SIT IV ,, * Y * * 1 -- 2-0' _ PINE
FAYETTEVILLE FAYETTEVILLE NC 2 O1 20- P PLAR `
A, D� 5068G 442 5" PINE u, - * yam --
APLE ,
--
- P
"
MAPLE _-4-
-�. .- . L�
12" PINE 8" PINE 2 _
- \
_ �0� 18" E
�an I ii O _
L� L� �D 24' PINE\ 14 _ -- - -- 12' PINE t _ice i 1 15' PINE -151 -' D. EE
O +-
- - - - - - - - - -- -- - -1 - - - -- 18' PINE -_ -150'-
-- 0 DS 15" PINE \ _ _ — _ -_ - - - - - -- -
INE XE \ \ ` _ 24' PINE 20' PINE _ _ _ _ -
is, OPLIl14 - 150-- - - - - -- = \
- - - - -- i — — — — _ _ _ 15 +00 \
rl // 18" MAPLE 0416 -44 -4313 - _____-
^� $ TEMPORARY CONSTRUCTION CITY OF FAYETTEVILLE _- _ - —
CROSSING SEE SHEET EC3 433 HAY ST _= -= - -' - - - - - _ -- - _ __ _ - _ _ _ i
FAYETTEVILLE, 500E, NC 28301 t / \4y/ - _ = - _ - -1 5 - - - - - -- _ -
w DB 5008 PG 11 14 +50_ =i4s-
-- -14Yy _ -
w ____ _ __ __
-145- i X145-
00 = —_ — �-- - A's - -- 12 +00 - - - -- — = _ _— —__ --- - - - - -- LOD,x.� _ _ _T— _ _ = — — a 4 +00 — — _ - -__ __ _ — POP — +
1..� w - - -- - - - -- - -- Q_�`` 4 _------ - - - � -- - - - -- 1 / 1 15 "POPLAR 18 POPLAR
149 1_3_ +_50___ - - -- __- �R\�, \ \ \\ o
- - - -- — 12 +50 — — — — — — R _ss - --
� - - - -- � '___ —' _ 13 +00 __ -- �i � � 9 \� A\ \\ � � CONTRACTOR TO RELOC/� ,,,,, cP �
`- -- ------ - - - - -- �� - -150- - -
-_ _ �_� — — — \ �� �\ �4alT- ARY -C.O. OUTSIDE OF ,�52 18__ -ss- w
- --- -__ � -- — — — - — — — � _ — — — — — — — — — — —� — — — GRADING LIMITS PRIOR TO ,, _ __ss - -- w �i
I�•I — — — — CONTRACTOR TO c — — — — �� \�� BEGINNING CONSTRUCTION , _ -SS - -- — — Z
I� — — — — — COORDINATE WITH \ RIM = 151.77 \ \� I so ,' __ss- " P1
— — — — — —ts' s1rcA1�1oR>= — - PROPERTY OWNERS — \ — — v���` �= — TEMPORARY CONSTRUCTION 1 I I ss-
IN(E)= 147.06 i SS -" �
FOR RELOCATION — — — — — — — — — — — _ I "(" ) =1 7. 5 — — CROSSING SEE SHEET EC3 __ss _ �1� -i __ - - --_- 3 - - GNOLIA
OF STRUCTURE —\ �T= - - -ss- - —''� W
- -S 5 - -- - SS - - -- / / 1g" RCP _ --SS -- Iy,l`i�;� - - - - - - C.O.
-SS- SS -- -
0416 -44 -5020---- -SS - -- - SS- - - - -SS / / SS- - - - -SS- ' 1 D.7REE -
18" RCP ---- SS - - - -- / 18 D.TREE
DAVID R & PARKER SS----- 5�`- - - -SS- _ -ss- -- -1' �.��• '
REMOVE 122 LF I 1842 GLENWICK DRIVE - -- - -SS -- N - -
- - DB 5675 PG 583 - I - - CITY OF FAYETTEVILLE
�FE�fiST�l�I% QHAIN - - - - - - - - - _ 433 HAY ST _
LINK FENCE I - - -__ — _
- -- FAYETTEVILLE, NC 28301
�\ - - - - -- r - - -I DB 5008 PG 11 -- - - - - -- -tea- �� _ - WOODS 1 I I
1 PI I MOVEABLE N �sF - ��\ \ I i -''
,!/ METAL 1 m \� ��' \ \ I
BLDG. I 30' MAPLE Iy ���151
X X X CIO - �r^ \ ' \ 1 10
2" SYCAMORE '
101 0 - -��- - - -- 15" PINE
18" PINE - 15' PINE 12" PINE ____ - -- - 1 OO
i� - -- - - - -- _ P- - -- I % I �
i
/ 14" PINE 24" MAPLE / - - 0
0 - -- _ r - - --
X � / -15 - -1
Q o- -- -- 22" PINE - QO -
__ � - -- 12" PINE
_ _ 12 "R P
24" SYCAMORE w L - / �' 12" PINE _ -�\ CONIC. \ 24" PINE 12' PINE 54'/ - - INV 151.3 I I - -� -- 0 -- - - - -- 18" PIP
x w CONIC. - J -
-
------------
-
i 1
0416 -44
DAVID R. &
-6020
PARKER '''
\ ' /
- - -
I
1842 GLENWICK
DRIVE
II O
0416 -43 -5911 ?

W v Q O O 0) rn O O U U O m O O 0 N 3 c T C N 3 T C N > v L
Z o� a-
o-
N
> O N
-- V Q ;Lv -1 M Y
/V -J
Oma_ N N o
0416 -44 -3624 � N \ \\s\ � oy REMOVE AND DISPOSE 163
�� 4501 COVENTRY DRIVE \ \ \ I REMOVE AND y LF OF EXISTING 8" A.C. I I ( I I I I
4' POPLA �LOD�LOD \ ,�\` CLARENCE JR. & HORNSBY \ \\ \ � WATER LINE � (
LOD / 0416 -44 -2587 / / / / DB 2441 PG 297 \ SEE SHEET U1 I I I
(1,5 "„ P AR _ \ 6 RIEL A. & ESPINOSA / IM= 152.66 DISPOSE 494 SY�
P \ / / 4505�OVENTRY DRIVE ,' / / / \ N _- 1 44.65 OF ASPHALT \ F
_i P \ / DB 3749 PG 415 �,' / / // / / \\ 0 44.60 \ \ /i \ ti° EXISTING OVERHEAD I I I I I I
\ \ POWER LINE TO I I I
/$ \\\ °ry \ \ \ - RELOCATED BY OTHERS I ( II
—1 •POP R — — — \ \` \� 2 / \ / /�G/ /I5" P)6PLAR `�', /O \ \ (g�`\ \ \\ \� SEE SHEET U1
1 \\ 8" POPLAR / \ \ \ / / �/ ` \ 20" P E \ \\ C�, \ f 0416 -44 -2885 I 0416 -44 -2983
\ C \ I x I MICHELLE D. DAVIS
CURTIS J. & LAWRENCE I I
18" PIN 1331 ODOM DRIVE 1327 ODOM DRIVE
\\ DB 4163 PG 114 I I �� I 4779 PC
PG 193
\ ��S - - -- \24 POPLAR
mac\ \�
15" SYCAMORE \ \ S I x
'REMOVE R\ I
Pp , AND DISPOSE
15" POPLAR \ `\ \ �� \ / r 0416 -44 -3771 \ �/ 3.5 SY. EXISTING \n w, \ + — — — — ( EXISTING POWER POLE
\ \1h 15•D.TREE / / / "PIN\ \ \ \ -- - - - - -1 I
1 �\ 1 1 1 1 1 1 1 \ 1 \ \ \ \ \ / / ��' CLARENCE JR. & HoR ASPHALT FLUME o \ — I — TO BE RELOCATED BY I I
\ , `� \ \ k / , ,( / 8" PIN 4501 COVENTRY DRIVE �� \\ \ / �\ 1 \ 15" PINE I x II aTxEizs
1 \\ \w w w w w w w \� W w w w w \ �_ _ / �' _ /$2`\ I DB 2846 P�r 311 `\ \ ���� ` o LOD \ 15" PINE
Ob \ \ 15' P LAR 1 1/„ � / \ \ s /— \ OQ /\ I SEE SHEET U1 — —
�L \\ \ �k \ \/ �/ 8 Pq LAR \ �s c� \ \ \`\ E /Y g `j' -
1 _ WETLANDS x \ / _ / �� I \ \ o O X X t\ t 12' 9APLARy i t t t \ t v, 16 ` // \� \ \ \ \ \ \ \ �\ — I
y 15 "1POPLAIt \ \ \\� y \ y y y y y y y y y 247,POP� 1 y - 15" ELM \ / \��k / �// 7 / 18" PINE - - - IT `\� �`\ \ ` \ O \ \\ \ \ \ p X X —X 1
\�\ �\/ // - 12 "0 REMOVE AND ss \I ��1 \ �\ \ LO ���'/ CHAIN LINK FENCE
p i mob./ _/ �.' • \\ �\ STOCKPILE \� I— I� \ \\ \ \\ \� \ �� 18" PINE LOD o
f titfl W W W W W W W W W .l' 1 w w - HEnown�i / \\ ``\ \\ X EXISTING RIP RAP \\ \ \\ i oy, �,�' `\ \ 12" PINE '-------- - - - -15 - - - -- -
� � \� \ 15" PINE I ; \ / �i ! , 15" PINE
12• POPLAR* '�\ \ `•/ X -Q_, 2" CHERRY
�� �ii'� %, j ��\ 1 PINE \ \ \ I \p \ \ /S- \ WOODS I I i' 0416 -45 -3217
�� 18" POPLAR fE CE 24" PINE \ \ \ I h \ ` ` S \ i '
I WEB � , A5i i /� 2" ELM \ \
u y y y y y 1 1y I y y *r iJANOy BOUN(�ARY 18• , �� /��' /'�j \ \ 15" POPLAR l \�K _ - \ \ \ i G� \ \ I I CITY OF FAYETTEVILLE 20 PINE
,,, \ A�` \ \ \\ \\ 433 HAY ST
_ � i _ ' _ / �„ ��i /, INV 143.64 \ 15" POPLAR \ \ \ \ ` ` /S 18" PINE i
12' D!'IREE .y i $O / // i'�i /i/ 14" EL 15"
- - -- - -__ ��/ 1 - _ \ O \ \ \ \ i I �i
\ 6 FAYETTEVILLE, NC 28301
1 /// i1 P� X 15" POPLAR W POPLAR _ 1 \ \\ ; \\ / \, \ \ ,' DB 5008 PG 11
/ I � 24• P
LAIR / o O \ 24" PINE � ,5" POPLAR � -[T_� -___ \ I
r 11/ /� W W 0. / /// �o O 12�ELM 115" POPLAR ____,/ / _ L \ HAyT�/ ` 1 -___�' \ \ \\ \\ \ \ I/\ /� �' _ REMOVE 6 LF OF RCP
i1 r% / � -- WOODS / ' _ ~ � \ \ �- i
_ 22" POPLAR �� E � \ I ' FOR INSTALLATION OF
s / r \ 18' oPL
- s \ \ \ U _ _ _PROP. FES
/ 24' POPLAR 20' POPLAR / / / /// �- b0 \ O 50 / _ \ \
12" D.TREEy v v w/, /Q w v /// /% / 12" EL /1�9 \j 1 INV6NRCBC
v v v v v // M /� \ 1 I NV OUT 146.19 _ _ - = OT -_
R / 24• POPLAR _ _ _ _ _ - - - — —
� / . � / WOODS ' � ��' \ _ _- Jr- --148- =� _-. � 08 -
i / ` " / 18" POPLAR / 1 15" POPLAR / / -� \i 1 , I T 146.
_ X6' INV 150.73
)� /� 15" POPLAR \ s , / O \ - \ IN \ \ _ 1 0 _
i i � � � � i i � ,1 r � l , i � � 1 1 � INV BC
;,.�•�' / / A � 50
TEMPORARY CONSTRUCTION - i / y�r ° L 5 - \ \ 1� r4s _ _
/ 12• POPLAR � 6 _
0416 -44 -4313 CROSSING SEE SHEET EC3 /- --
/�� CITY 033 HAYTTF4LE — L' / ' ' \\ / \ 1 1 \\ \\ \II \ 1� ` \\� `A\ \ \ _ - - - - - __ -� - — _ - -150 151'
��T 12• POPLAR ' ' ' ' / /'\ \ \ 1 6
FAYETTEVILLE, NCNB 01 / / / / Illl __ -- 12" POPLAR '5951 ' / \ / \ \ 1 \ \ \ \ - - - - —_ _- = - - - -15 - --
�� I / /�� I Ill __ 20" POPLAR / 14' POP k0 — — — — —
/� DB 5008 PG 11 1 - — — / 9 / -
\ / /// 111 / _ - -- % ^\ \ h 12" POPLAR / \\
TEMPORARY CONSTRUCTION \ / 1� _ -_ — .'� \ ;� ' -yam'= / s l \ \ \ \ \ 1 - _ _ - - - -_ —;�_ ---- - - - - -- 1s
CROSSING SEE SHEET EC3 L\� / 12' POPLAR \� \ ,�/ \ \r i\ \I \ \ \�` `\�\ - -_ -- -R MO AN -_- __ —__ —_- —_ -15_6 15' --
-�\\` - -- - - - -� \ — — - / n O — \�___� _ �152' 1 POP � \ / O� \ 1 I \RI 154.86 \ \ I \\���. -- -- - ERIJIING _-- _ - -_ - -- -1 7_ 6_-_ cP-
2 POP - — — — — — _, 1 / / 18+ — = -=- _ -_ _= \ 1 1 j o 1 oasis i \ — — �\ \,� - OTE 1. - — -_ s8 =�s �S-- ss---- -ss - --
E D LL _I R
\� _ =j' ' � -� - - - - - --- _ _______ --- / / — — — j I I / \ °� - -- -- -- 7�9 �—�
/ / _- - —� - _ - - -_� _ _ _ = / REMOVE�4NB 1 I I / — / - �s
DISPOSE EXISTING -
�,/ /,fir/ 7 ___ _____ ____ _ \\ — — ENDWALL A 1 I
+ O - - — -REMOVE AND / _ s_+ �1a• RCP =$-
/ 1 0 ___- �`� — — DISPOSE XXXSY SEE NOTE 1. i As s-+ i -
' _ \\ EXISTING RIP RAP „�-� I I I I \ - - -- _- �C / / / /
150- _ _ — _ - - -- �f 16 +50 _ �� - -_ -$_ _ _ _ � � 24• POPLAR _ — — — — i' ` RCP _ - -ss- I RIM =� 155.37 1 I i— I / ,161” - -�,� \ — ` — REMOVE AND
_ - - -- --SS — — -DfSPeS 1 SY
_$ \mss 1 \\ 12' PINE — — w y4iaaes 1 I� RIM%157.60 -
_ -ss - -- \ \ — — NN i \ °W owe FLUME,
12 7R -- 145 — _ - - -- — _ - - - - -� ' N 143.21 I / i
=_14 - _ — — i . \ 12' PINE i— T= 143.19 I I I I, EXISTING /�A\T
— __SS- -- \\ 1-(' I I I (N) =143..19 c \ - OW '
i - ) — — — / _ SS- (Y / / I N(N)= 143.50 0 BE TEMPORARILY
1 POP /' — — — — — — �hV ___ -ss -- ss /,� _ — — — '? ,/ i I� / - 143.30 �, �p �,_- �� ,'� EXISTING POWER POLE
�150� — — 1 -- ' _ - - -� / ' E / I 1 1 , \� ° �i
50,145 ,= '_- — — — — — — _ _ — — — — — — — ,' - - - -ss- - -ss /' — — — — — — — \ \� /� PI ,// 11 I\ \ \ � \ - -- RELOCATED BY OTHERS.
-' - - - - -- 151 -- _ _ — — — I / -SS -s ' _ — 12• POPLAR WOODS 1 ,// ,� 0416 -44 -55
--- - - - - -- - _ 12• POP CITY OF FAME MLLE .' ,' 1 \ / •' \ �^
' LAR WOODS
— — _ -sue — 433 HA ST / / \ \ / \ °i
_ — — — — — — — — ,' / ,' FAYETTEVILLE, N�•2BgBLi4R ,' ,/ \ 20�PI __- 4�� �- \\ 0416 -45 -5107
'5 PELT CHAPEL PENTACOSTAL HOLY CHURCH
— — — — _ -ss -- - - -' ' / i 008 PG151' PINE. // i , \ \ '' ��� -- - - - - -- `\ ,'
— — _ 1 �y� , , � , .� / PO BOX 44103
18" RCP _ -SS-- _ — — — — _ -- -- -___�O / ' \ \ QO�^� FAYETTEVILLE, NC 28309
_ _ _ ___ / REMOVE AND DISPOSE 61 \ \ 0/1- — — — _ss - - -- i�ss - -- — — — — — - -- - y/ LF OF EXISTING 8" PVC /� \\ ALSS \` \\ .
-SS -- Rc i �'- \ /y DB 2689 PG 529
+ - - - - - -- - ss - --- — — — — - - - -- `� SEE SHEET U1 FOR
- - - - - -- ,_- - - -3'` = - -- — — — - - - - -- 18" PINE / / /
____ss -- --- - - - - -- 152 - -_ -- — -- - - - - -- PROP. SANITARY SEWER ,�-- - - - - --
/ REALIGNMENT/ / \\
� _SS-- ------ - - - - -- E -- -- � /p6 �a01 � i � ' ,____ -- _ %6 s `� REMOVE AND REPLACE BRICK
— j00'►�,(� /'
a = WALL.
- - - -- -- / / / 1 UT -15621 — — — \
RIM 162.09 \
__ - - -_ -- _� , IN 156.25 \
— — — - -- _ 0416 -44- 5515 - - -- - -- - - - - - -- / A ,' / ,/ ,/ / / 0 \ n o \ i
r.T.l - - -- - - - -- - WOODS 18' PINE CITY OF FAYETTEVILLE D. -' / // // // // / /, // // \\ / \y �y — _ "
433 HAY ST ,� , � � � \\ REMOVE AND DISPOSE 118 LF OF
Z ---- - - - - --
FAYETTEVILLE, 5008 PG 118301 — — �� /, / % / /, %yFf PINE /, / /y \\ SEE SHEET U1 FOR
/ , , , �� \ Oo EXISTING 18 RCP.
----- - - - - --
I--� w 12' POPLAR - - - - - -- 154-- - - - - -_ — _ / ,/ i ,' ,' / ,' 18" PIN- / o REALIGNMENTAAND PUMP \ PROP.
W __ - - - -- -- 8• MAGNOLIA - — — — — — — - / / / // \
—155- ' 12" HICKORY / // , // // // // // / ���- `
— — — — — , , - \ �c \ \\ AROUND DETAIL
/' / /' /' �6a 12" POPLAR / /i \ \
_ 12' HICKORY _ O // / /' /' i /�� / \ \ \
x 155 - - - --
r __ 12' HICKORY 0 / ' , / 6p / / ^ / // 18" jl 1FE 18 PINE 13' PINE - -- 56 - -- _ _ _ / / w / 12" PINE \ CONTRACTOR TO COORDINATE
/ ^h ^h / �` ,/ // \ \ WITH GAS COMPANY PRIOR TO
---------- - - - -\� • PI ,\� , , / ,% / / \ �/ CONSTRUCTION FOR RELOCATION
- - - - -- -- ------------------ - - - - -- - -- - / F EXISTING GAS MAIN
/ /�� - - -- - A/
1' 1 -
- - - -- -- - - 158---- --- - - - -- _ -____ , /
,
1
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
- - -- 157- -- PI -- - - - - -- --- - - - - - 001
8' ?1r - -- _ -- /
' ------------------- 15s - - -- CONTRACTOR TO VERIFY ____---- - - ---' -- -_ -_ - - - -- DEPTH AND LOCATION OF
EXISTING C.O. PRIOR TO 159 001 - - -___
CONSTRUCTION
12" D.TREE ___ - - - -- - - -1 --------------- - - - - -- -------------- - - - - -- ----- - - - - -.
—
160 — — — �'1
_ 12" ELM
0
am Ol 001 = _ _ — — — — 001 12" HICKORY 120 ELM
C AIN Ns€ X — �— — —!_a0l —�a01� a0,,,
15" OAK � - nn"1-- - - - - --
------------ \ -,, - -- — - - --
U
Z — — —
0416 -44 -6444 0416 -44 -6553 — — — — — — — — — — — —
LL MICHAEL 0. & SHOCKEY CRAIG P. & DAVISON
1822 GLENWICK DRIVE 1818 GLENWICK DRIVE — — — — — — — —
DB 6724 PG 711 x DB 5521 PG 898 0416 -44 -6652
x PB 23 PG 40 I PB 23 PG 40 MARY ANN PANEK 0416 -44 -_ 6762 — — — — — — — — — — — — —
J4 1814 GLENWICK DRIVE FLORENCE P. EDWARDS
DB 4915 PG 195 1810 GLENWICK DRIVE
PB 23 PG 40 DB 891 PG 91
PB 23 PG 40
x
x I
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
Know what's below.
Call before you dig.
\ NOTE:
1. CONTRACTOR SHALL CAREFULLY
REMOVE EXISTING HEADWALLS ONLY AND
PREVENT DAMAGE TO EXISTING RCBC
WHICH ARE TO REMAIN IN PLACE.
0416 -44 -6861
LOIS E. REED --- - - - - -- \ /y
1806 GLENWICK DRIVE 0416 -44 -6992
DB 2662 PG 427 JOYCE A. LIPE \
PB 23 PG 40 1802 GLENWICK DRIVE
DB 2252 PG 149 �.
PB 23 PG 40 \\
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON SHEETS 6 -9.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
Plan View .................
0 40 60
GRAPHIC SCALE
BULKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
DEMOLITION PLAN
SHEET NO.
SCALE: V = 20' DATE : 2/13/12 5
DESIGN BY: TLM DRAWN BY: TRS OF 36.

7
M
3
v
c
rn
a�
T
L
c
a�
0
3
c
a�
0
0
Q
0
v
L
0
0
co
It
0
0
0
0
Z d
In
LO
> O (V
--
0
.w
11 Y -J V)
/V 0
Om(L N
�1
/ EXIST. SS
APPROXIMATE
\ LOCATION PER GIs
- -�-
�
ADJUST'RW TO FINISH GRAJS'wl
AND INSTALL CAMLOCK R
AND COVER-PER PWC S
DETAIL S.6 SSE SHEET
RIM =151.9 IN(N)= 140.73
IN(E)= 141.03
OUT= 140.71
I
V
/I
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
ACCESS POINT FROM
GLENWICK DR.
REV I DATE
�/ � �Y / AY ��Y W / �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y W �Y W W �Y W -�Y - 3-�- Y -`>L 1�4Y 7 •l' -�Y W W W W W
- -S L8�E
W W W W W W W W W WETLIANDS W Y
12" PIN W O W 0 X43 =4951_
Y 18- LR F30" *OPLAY Y 12" EL � =1` - - -� CY AYtT TEVILL� - --
0416�¢3 -35$ 3 � � � � � � � � � /�� �✓� � v\ � � � � � � � � � � � I� � � � � � � � � � � � � � � � � � � � � � � � � * 433,HAY ST, - AY
CITY O F FAYETTEVILLE FAYETTEVILLE, NC 28301
433 HAW ST D815076 RS 900w
FAYETTEVILLE, NC 28301 / / i WETLANDS
v � \
.y .y .y .y .y 1Y 1Y WTLANy .y .y .y .y .y .y .y .y .y `1D8 5088 PG 4$4 ' ` WOODS 12 MAPLE I_Aft`
1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y y -- Z - - -y-
1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y IV �Y 1Y �Y �Y �Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y 1Y �Y �Y �Y �Y �Y �Y �Y � I-r / 1Y Y \ �l8" ELMY 1Y 1Y
15' MAPLE 12" POPLAR
IV 041&v43 -37178
15" POPLAR J� / / \ N CITY OF FAYETTEVILLE 148- - - - - --
46 `1433 HAT ST
24" PINE /�_ \ \
O 8X0 /¢S\ \ `
�e�i/NO�Y
♦gRYw �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y �Y O
♦ 4 /i / / PROP. EAST SIDE TOP OF \ \
115" POPLA$ / I \ \
♦ 6 I
_ _6 -JT ♦ -_ _ - _� v v v v v v v v v v / / / / ( BANK ELEVATION: 147.60
� (STA 7 +50 TO 19 +50) 12$' POPLAR 18 "SINE
\
5+ / -145 - - ' ♦�1c -= Y Y Y Y Y Y Y Y Y W
i WETLANDS
11\0
GLENWICK DR.
I
I
U)
I
I
I
I
I
o� ch
I
II U
I
I
I
cn
N
155
150
145
140
135
0 +00
NW
oaU)0v=i
Qow�w
Hao
cnac�?V)
M
N
I
oN w�
H N 0104
woo =M0*
W �
oa� 11
Qowa
w Haoo
cnac�t -??cn
og J
0� C4 Z
a l
II W Mp
-60 a:
»w Qo
w t-a
U) a.
o
o N
q�o
W
II DN
a>w
o w
t-?tn
N
O N
U)_ in
�� IIW
~_
DN
a,w
o w
P
EXIS NG
GROUND
—
............
,. ,.........
-
.
...........
....
36"
"
DROP. 33
LF OF
ASS III
RCP ®
.54%
G
PROP.
RIPRAP
DISSIP
TOR Ll
COF.
STD. DETAIL
DR
24
G
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
0+50
1+00
ALIGNMENT -2A-
155 160
150 155
145 150
140 145
135
1 +50
140
0 +00
FAYETTEVILLE, NC 28301
DB 50168 PG '445 "WOODS
�l;
12" D.TREE 12' ELM
♦ i' 12" POPLAR
i O
/ �( �� 23" RUNE 30* MAPLE
` �� I ♦ 22" rINE _ _ _
15" ELM �� WYTLANDS BOUNDARY ��
24 "FES O 18" ELM �� �� ��i i� iil� �'i �'i r•� i� ma
INV 143.76 `Y i y. l,` / ��� / - - 148- -- - - - - -- -
nPOPLAR
13" ELM 12" ELM ( \\ 12" D.TREE
15" POPLAR
0416 -43 -5911
PETER G. & KELLY J. RAI ge
10689 JACKSON CREEK ROAD
WINNSBORO„SC 180
DB- 4.736 PG 309
_- -152--
- - -- 153 - - - --
W
Z I
a
W
+ °
oa
Qo
�W
V) CL
p W
O C4
�* � Z I
o
a
II 0
*W 0
~_ a
+
I D oa
a�w Qo
o w �w
R?N Na
1 W
O I
�-o
a
W _ M
II W
II z 0
a »w Qo
o w ��
t-??(n 0a
N W
O Z
�-o I
0-M
* 00
W W
II � _ + °
II ZOO
a »w Qo
o w i5w
t-??cn Na t-?N
N
O N
U)_ in
�� IIW
~_
DN
a,w
o w
G
OUND
GROUND
G
i
1.09 %
II SS
I
iL
P
p
F 15"
"
C
SS II
I
60
CLASS
II RCP
0.83%
11
1
1
1
1
1
1
0 +50
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON THIS SHEET.
PkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
()PER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
1 +00 1 +50 2 +00
ALIGNMENT -2B-
GRAPHIC SCALES
20 40 60
Plan View ................. iiiiia
20 40 60
Horz. Profile ............
5 10 15
Vert. Profile .............
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
2 +50
aw
155
150
1-�
1-�
1-�
W
Zxw
V
IIIIIIII
24" SY(
145 Know what's below.
Call before you dig.
140
3 +00
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
PLAN & PROFILE
SCALE: V = 20'
DESIGN BY: TLM
DATE : 2/13/12
DRAWN BY: TRS
SHEET NO.
6
OF 36.

N
r
3
v
c
rn
a�
T
c
a�
0
U
rn
3
T
c
0
0
0
a
i
L
O
O
co
It
O
O
O
0
2 o
�LO
IX
> OM
;a o
"w
�Y�M
/V 0
Om(L N
DES
TLM
DRN
TRS
CHK
JPK
REV
I I a I
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
/ �f\ �4
/
to 100 1
_ L�
AREA OF WETLAND / �D.A� LOD � __
/ IMPACTS - 0.18 AC
1.01) 00000 v v v v v
—LOD
Lot) IV * WETLANDS
O
p
20" MAPLE / J
W W _150
-14g -__ it � �
— �'� i �' I `1' 1" ELMS'
- -- / 0 0416 -44 -4313 /
\ QV �` i; 12" POPLAR / / 15" ELM JCITY OW FAYET� EVILLER
w w w w w w w y� `_ -/ - -_ '' i w w w 433 H Y ST
- - -__ FAYE�iTEVILL , NC A301/ __ - -- 1
\ ��� ---------------- - - - - -- 149- - - -'�/ 18" POPLAR` y DB 5006 P� 11 / - -- r
yr_ �Y
_ �� �� ��♦
1- w �\-i w w t w w- -� w w ` -- -- - - - - -- - - - -- = ETLANDS BOUNDARY 18" POPLAR w w w w w w w w w w w w w w �,�
12' ELM - 8 -- 4* i _ to an i i i i i i �r � / -
15" �LM 9t2" ELMy 5 - --lL_ _ - L�
12" ELM i '� - - -b�- �' -� -_� �� � ��k+s EH 4W- +E+� ++�►i //
le ELM I � i i -' _ +� - -- 15 PINE � --- -__ -_- � r
-------- - - - - --
\ X124ELM 12 ""ELM �� - -�=- '� - - -'I` -- - � i i � j\ 15" PME � �" EL�
- - - - -
22" PINE 4" PIN& 20" PINE
y WOODS y y \ 1Y 51\ �Y UY 1Y � `1' (91416 -44Y -4040 ,Y 1Y 1Y 1Y 1Y 1Y 1Y �Y 1Y 1Y 1Y �v �Y �Y �Y �Y IV _ _ - -S -O �Y �Y 1Y 1Y 1Y 1Y 1Y 1Y i' �Y ` / _ _ _ - - _ - _
/ \ 12" ELM CITY OF FAYETTEVILLE WETLANDS - - 00 WOODS
/ \ 433PHAY s4r �. 100
/
/ V �� FAYETTEVILLE NC 28301 20" P PLAR
Al y \1 ��\ D� 5068 G 442 5" PINE � � �iS � , � � L � � � *
( 20" PINE
v �y
� �� � 1 I I
_-
2i t / --------- m__� \ � i4 _'' � 12�PINE 8" PINE
- - - --
\ r� 148.50
14a
148.50'-f L - - -------- - - - - -- - - - - -150- - - - - - - 1 - - ---
- _ - 148 —150
-- -- 15" PINE ---_ -_ -- -- -_
—150— — — — — — — — — — — — — — _
r- -! - 15 +00
% 0416 -44 -4313 _______ i' --
_ CITY OF FAYETTEVILLE PROP. WEST SIDE TOP OF __
+ - - _ -__ _ FAYETTEVILLE,YNCT28301 BANK ELEV: 147.75' STA 1a5� _ _ = -1-- - - - - - - -'
1�� - -- -14 - - - - -� s_� DB 5008 PG 11 11 +16.50 TO 19 +50_ / 141'50 _ _ - A !!!�■i,-
I - -- ---- - - - - --
12+00
_ - - - -- ---- - - - - -- -T - -- - -145- i - __- �145� - -_ _-„r_�— — -� -- \I
w-- - - -- _ __ - - - -- - - - - -- 44 - - -- ------ - - - - -- ` - _ _ _ _ - -- -- - -- - - - - - -- �101?�i _ _ - �1a ' 141x00 - 1�
w _ _ -145 _ _ _ _ _ - - - - _ 0�
Z x 9 - =148 14� -
-- 50_____ -- �14_ - - -
w -'-------- -'���� _ -- 12 +50______- --------- 13 +00 - - - -. ---------- - _1- - - - - \ , - - - - - - - - R - -- - -- __ w
001���- \ _ _ �- 18 GP -ss-
x � SD � - —
c --
�••I ------- - - - - -- -
INSTALL CAM LOCK RING AND- 1 ,�' ss___ - -ss- -
— — — \ RIM - 151.77 SS- --
PROP. EAST SIDE TOP OF \ IN(E)= 147.06 1 - _-- -___ -- -- --
��!! - - - - - - - - - - - - - - $ANK LEV: ]4Z.�0'- \ IN(NE)= 147.25 COVER -PEW PWC -STD. DETAIL S.6 1 s --- - - -- - - - - - W
I� - - IN(N)= 141.85 - - -SSE SHEET U3 - -ss - -- til
(STA 7 +50 TO 19 +50) 60T =tv. ss - --- ' - - [--I Rcp
- -- - SS----- SS - - -- / ass-- PROPSsRIPRAP DISSIPATOR #2--.,, i - - - -
- SS----- SS----- SS - - - -- / �— 11 I I —
0416 -44 -5020 ss - - - -_s / COF STD. DETAIL DR -24 � I - -PROP. 20 LF OF
14e 18" RCP --- -SS - -` - SS - - - -- / SS -- cn SEE SHE�T�2- % I I I 15 RCP ®1.12% ,,�'�
DAVID R. & PARKER C,7 _ _ �---- SS - - - -- -1 °
140 1842 GLENWICK DRIVE ITI - 6#16 - 45515 -
0 - - - - - - - - - 83 _ - - - - - CITY OF FAYETTEVILLE -
- - - - -- 433 HAY ST - --
- - - -FAYETTEVILLE, NC 28301
% Ii
x
2" SYCAMORE O -' - - -- ------ - - - - -- i01��d�1 - - - -- 15" PINE
-- -- - - - - -- --
_Q ! - - - - 18" PINE 15" PINE 12" PINE
/ � -'14" PINE 24" MAPLE
p I
x ------15 - - - - - - -
- O __-0 - --- 22" PINE - --
0 / --- - - - - -- 12" PINE P / PINE
C ------- - - - - -- INV 151.34
iYCAMORE i' 12� PINE _ - - -\ _ I ° - - - -- --
0 L - CONIC. ���'/ \ CONC. \ 24" PINE / __ 154'' / / I I /r -- - -- - -- 18" PINE
Z _ _ /1 _ if
xw _ - J -- � i
\ -_ - - --
0416 -44 -6020 \ / -----------------------
_jr' DAVID R. & PARKER V I rr TIE EXISTING 15° RCP
z 1842 GLENWICK DRIVE Lr O I I o INTO PROP. MH
DB 5106 PG 288 __ - - - -- - - - - -_- - - -- 0416 -44 -6029 �155� r
xU PB 23 PG 40_ WILLIAM A. MILLER _ _ __156I + II SEE DETAIL 5/D3
1838 GLENWICK DRIVE _
BRICK ° DP62 6 PG PG 40 1 - I .- 15" HIC ORY
STEPS
12 0416 -44 -6138 I 11 a
_ NATHANIEL P. & TYSON N
1834 GLENWICK DRIVE
0
- - - DB 3796 PG 193 o I n
/ I� o
PB 23 PG 40 a
I l
_ _
4E.
D
a
WILLIE ELLIS
C)
I I a I
1830 GLENWICK DRIVE
M
M
DB 2776 PG 358
_ M
mI
PB 23PG40
la
C
M
l
x II
m
\ ® \ Z III
\ V
z
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
165
IM
155
150
145
140
0 +00
PkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
()PER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
0 +50
165
Im
155
150
145
140
1+00
15" PINE
PROP. 3:1-
GRADE
---------------156 --
1
CHAIN LINK FENCE
12" HICKORY
0416 -44 -6345
TIMOTHY LEE & WALTON
1826 GLENWICK DRIVE
DB 5756 PG 306
PB 23 PG 40
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON THIS SHEET.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
n,
0
w
z
o
N SUMAO CIR �
J
_j
W EL
O
z
SITE
TON
REDWpO
� w
D �-
O
� J
� Q
U U
00 v0
O,y O
O �
�P
w
� w
o >I
i
O
� U z
i � �
OQ7
C�
v
INVERNESS DR J w
Q
2
Q
FRIAR AVE �l
VICINITY MAP
NTS
Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Plan View .................
Horz. Profile ............
5 10 15
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
PLAN & PROFILE
SHEET NO.
SCALE: V = 20' DATE : 2/13/12 7
DESIGN BY: TLM DRAWN BY: TRS OF 36.

M
r
ii
M
3
v
c
rn
a�
T
c
0
i
3
T
c
a�
0
U
Q
U
L
O
O
co
It
O
O
O
O
a2 o
Z 11 �
M
+, ..
IX > OM
/V N
�6 5
0
.w
�Y�M
/V 0
O m 12 N
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
/
04" POPLA 5" P AR LOD LOD LOD �� \ \ `7 0416 -44 -2587
65"11 / - - \ / - 6/�RIEL A. & ESPINOSA
A - -_- -- \ / 4505--C�OVENTRY DRIVE
DB 3714$ PG 415 /o/
/! - - - - - - - - - -
/ t�i / P�5 AREA OF WETLAND
\ \ \!\ J8 P PLR / / ` ` — — — — — \ \ \\` \\ Tom\ - - / \ \ \ IMPACTS = 0.17 AC / / / / /15 "P ,0PLAR
15" POPLAR
\ / / /
\ \\ \ \•� W W W W W W `�,� `W W W W W 'Y _'- / ice. ..//-,U / - -/s2`-
\ /
WETLANDS PROP. RIPRAP DISSIPATOR #3 - - --
�\ <$ `� COF STD. DETAIL DR -24 _ \
15" ELM PINE
\�\\ / k/ - 12' PIN - --
/ / SEE SHEET D2 1s"
W W W \ W i I W\ W W W W �Y W W W W W W W 1Y W o --
HEADWALL / \ \\, \ 15" PINE
'op/
y y y y 12" EL 18" POP
L AR
*#P AN Dr BOU ARY 15" POPLAR
wV 143.64 15" POPLAR
� / 14" EL L\
0
15 POPLAR LOQ 0 24" F
E C
- --
PINE
IV/ j �15p� / \ / %% 12 " ELM \ \ 15" POPLAR WOODS
18Z, POPLAR 22
JURISDICTIONAL SWAM --------- - - - - -- �p \
a 100 LINEAR FjFET OF STREAM �
12IMPACTS EL
y y y y y y _..
J
/ �� � i i ma i an
0416 -44 -4313 /
CITY OF FAYETTE,4LE PROP. WEST SIDE TOP OF ii —
�i /ill FAYETTEVILLE,YN�\2e�o1 BANK ELEV. 141.75' STA /7ii�
I/ DB 5008 PG 11 — 11 +16.50 TO 19 +50
0416 -44 -3624
CLARENCE JR. & HORNSBY
4501 COVENTRY DRIVE
DB 2441 PG 297
O
15"
-- — _—
- \ 20" POPLAR
40 12" POPLAR /
-tst_
-------------- 157- - - - - --
_----------- 158------------------------------- - - - - --
-- - - - - - - - - - -
C.O.- - - - - -- ------------------------------
—160= --
15" OAK
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, INC 27607
(919) 782 -0495
INC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
0416 -44 -6444
MICHAEL 0. & SHOCKEY
1822 GLENWICK DRIVE
DB 6724 PG 711
PB 23 PG 40
0416 -44 -6553
GRAIG P. & DAMSON
1818 GLENWICK DRIVE
x DB 5521 PG 898
PB 23 PG 40
--- - - - --- ,53
_may . N-
_ ---- - - - --- 158 �`/ ` �
,69 12" ELM
O, - - -__
— — — — — — _ 1 — o - - -- - --
�''' "
- - - -- 161 - - - 12 ELM
--
_ PROP. 3:1 - —
GRADE— — — —
------
0416-44 -6652 — — —
MARY ANN PANEK
1814 GLENWI( DRIVE
DB 4915 PG 195
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON THIS SHEET.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
o'
0
D'
w
z OQ
0
REDWOOD DR
0
cn
J
_J
w 1h °
EL O w
o Q
= Q U
U
gsy7,0
INVERNESS DR J w
FRIAR AVE
Q
w
tY
O
2
—SITE
GO X0
'L,
0 0
Y (Y
U_ >
O
z of
J' z
J W
VICINITY MAP
NTS
Know what's below.
Call before you dig.
O427
C�
v
GRAPHIC SCALES
20 40 60
Plan View .................
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
PLAN & PROFILE
vZ
Q�
SHEET NO.
SCALE: V = 20' DATE : 2/13/12 8
DESIGN BY: TLM DRAWN BY: TRS OF 36.
LW —_ __—
_—
_ � -- -----
—
—
150— _:
���
�..r�� 16 +50 _ _ - _1--- - - - -_I — — g= � � � —
= =�_;
—145—
_ �/ SS--
SS
/ — —
— � —
- SS-- _- -SS-
5 0
_��' �150�
NM14290? — — — //
- SS----- $5 - - --
_SS-�-
// I _
—
,— _
PROP. EAST SIDE TOP OF
— e�rT- T42.8o _ —'
— ss ----
/ — — —
—
00
''
BANK ELEV: 147.60'
- - -- 151---- - - - - -- _ — --
_
- - - - -- _ss---- -ss
—
_, _----------- - -
�'
_ __
- - -�
(STA 7 +50 TO 19 +50)
_ — — — — —
-- - - - - -- ---- _ss - --
O-
- - - --
18" RCP SS__ ___SS__
_-
-------
- - - --
—
- --
r1
_
- -- Ss___ -- - - - - -- -152-- - - - - -- — -- —
- - -- - - - - --
-
W
__ _ -SS
— ss- -- - -ss
-
ADJUST RIM TO FINISH GRADE
x
w
AND INSTALL CAMLOCK RING
U
W
—
---- -- AND COVER PER PWC STD.
-154 _
_ - - - -_ ---- - - - - --- --
551VILLE
w
- - -
____ - --- - - - - - -- 153--------------- - - -- -- --------
- --
DETAIL S.6 SEE SHEET U3
___ -- --
"-
CITY OF F44-
W�j
— — -------------
_ --
433 HAY ST
FAYETTEVILLE, NC
I�
DB 5008 PG 118301
I�
1"1
154--------------- - - - - --
_
�..1
_----- - - - - -- 155------- - - - - --
_-
/
,48
---------- - - - - -- 156------------------------------ - - - - --
_
-------------- 157- - - - - --
_----------- 158------------------------------- - - - - --
-- - - - - - - - - - -
C.O.- - - - - -- ------------------------------
—160= --
15" OAK
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, INC 27607
(919) 782 -0495
INC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
0416 -44 -6444
MICHAEL 0. & SHOCKEY
1822 GLENWICK DRIVE
DB 6724 PG 711
PB 23 PG 40
0416 -44 -6553
GRAIG P. & DAMSON
1818 GLENWICK DRIVE
x DB 5521 PG 898
PB 23 PG 40
--- - - - --- ,53
_may . N-
_ ---- - - - --- 158 �`/ ` �
,69 12" ELM
O, - - -__
— — — — — — _ 1 — o - - -- - --
�''' "
- - - -- 161 - - - 12 ELM
--
_ PROP. 3:1 - —
GRADE— — — —
------
0416-44 -6652 — — —
MARY ANN PANEK
1814 GLENWI( DRIVE
DB 4915 PG 195
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON THIS SHEET.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
o'
0
D'
w
z OQ
0
REDWOOD DR
0
cn
J
_J
w 1h °
EL O w
o Q
= Q U
U
gsy7,0
INVERNESS DR J w
FRIAR AVE
Q
w
tY
O
2
—SITE
GO X0
'L,
0 0
Y (Y
U_ >
O
z of
J' z
J W
VICINITY MAP
NTS
Know what's below.
Call before you dig.
O427
C�
v
GRAPHIC SCALES
20 40 60
Plan View .................
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
PLAN & PROFILE
vZ
Q�
SHEET NO.
SCALE: V = 20' DATE : 2/13/12 8
DESIGN BY: TLM DRAWN BY: TRS OF 36.

will
:1
rn
3
v
c
rn
a�
T
c
a�
0
U
rn
3
T
c
0
U
0
a
U
v
L
0
0
0
0
0
0
2 o�
Z d
> 0M
;a 0
.w
.510 0 4-J
M
/V 0
0 M FL N
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
In
\
\ �\ OUT= 144.60 \ \ \ !y \ ry
I I I
` /0 \\ f PROP. 142 LF 8" 0416 -44 -2885 I I I 0416 -44 -2983 I I
X 20" P E \\ \ \ I x I I
\ \ \ REPLACE 472 SY OF \ 18" PIN DIP WATER LINE uRTls J. & LAWRENCE MICHELLE D. DAVIS
I 1
�\ \ \` SEE SHEET U1 1331 ODOM DRIVE I I � � 1327 ODOM DRIVE
\ ps \ \ ASPHALT PER COF ��� -- \ DB 4163 PG 114 I a I DB 4779 PG 853
s3 \ \ STD. DETAIL SD -11.1 f I I 0 1 PB 38 PG 19 I I
15" SYCAMORE `\ \ SEE SHEET D4 \ 1 I I x �1 10
I
�� ALIGNMENT -1 A- 1 1 V 1 PROP. 2.5:1 1 I 1
0416 -44 -3771 dk, s� \\\ \ `\ 0 �. `\ \ \ f — — - -PROP. 93 LF OF — — l I GRADE
CLARENCE JR. & HOR \ J y \ 8'X6' RCBC
4501 COVENTRY DRIVE ��� `\ `\ \ _/ �\ 1 \ 15" PINE I x — — — — — I
DB 2846 P 311 I_ \ ��\\ ` o t.00 \
\ 15" PINE I I PREP: 24" €€S- AND-R�I12-
BEGIN LINE \ \\ \ \ �L `F S \ x —x _ I I RAP DISSIPATOR #4
° x I I —
\ 11 SEE SHEET D2
-lA- \� \ \ \ `� \ �\c LOD x ~� x X _ _REMOVE APPROX. 6 L� OF 1
PROP. 3:1 ss \ \ \ LOD EXIST. PIPE TO MAINTAIN
GRADE \ 0 +00 _ \ _ `\ \\ �,�15 18" PINE LOp �'� /' o CHAIN SAME OUTFALL LOCATION
\ 12" PINE , - - - - -- - -15 -
-� PROP. RIFFLE \ -- ` - -_ \ \ \ \ I `\ \ / c�5' I �2" CHERR ,''' 15" PINE
GRADE CONTROL_ 2- -,- \ \ \ \ \ ��
BEGIN LINE �
24" F SEE DETAIL 4/03 �� ` \\ \ \ O +$ \\\ \\\ /ss\ \\ -1 C- I I 0416 -45 -3217
_ �' CITY OF FAYETTEVILLE 20" PINE
433 HAY ST
BEGIN LINE ` _1 \ S6� \ 18" PINE I I,i' FAYETTEVILLE, NC 28301
-lB- \, \ �� , �� DB 5008 PG 11
5" POPLA11 s '
-�� - END LINE
POPLAR -- �0 p I \\ _ -� ' ' -1A-
0 -
1p9���'� -� \ \ 7X6�\ - __152_149_148_14'1 = - --
� 1[v v INRCBC
NV pUT 6.19
146.08
» PoOP 'X6' NV 150.73
14 \ \ 21+00 21 +5 -+
i r4s
0
---- - - - - -- 146 - - - - -- - -_ -
' \� ---- - - - - -- -146- -
1 --- _ - -_ --
- -- _ _
+ %;,; PROP. HEADWALL -1
00 _ -- SEE SHEET D1
= 2 0 1 RIM 1 : \ � \ -- — — - - -- - - _ -- 57,156 5_ RCP-
• IN 15 6 144.26 �� \ \ -- - -SS - - - -SS
00 - ADJUST RIM TO FINISH GRADE I o = 144.16 ,
[••I AND INSTALL CAMLOCK RING
�••I - -- AND COVER PER PWC STD. — — — �� I I , \ c\ Leo
w DETAIL S.6 SEE SHEET U3— — — \ \_
_ SS _ 1 ALIGNMENT B
PROP. 87 LF \\
8'x6' RCBC
RCP - ___Ss- RI 155.37 s -��
x \ _ -ss-\ —1 — IN L144.06 T� I TIE PROP. 15 �tC f END LINE
w _—SSi� IN )= 143.21 1 I \ RI 157.80 S PROP. RCBC r \ /c '�
__SS -- \ \ 0 = 143.19 I 1 I S 1 I/ / -1B-
—SS- -PR— \ —
U OP. SANITARY ,MANHOLE — — I I I I N( = 143.50 SEE DETAIL 5/D3
[--I SEE SHEET U1— — -A- - — — �/ / / / � �I / 143.30 PROP. 2:1 \ �
S _ GRADE
°I
PROP. EAST SIDE TOP OF I 0416-
CI OF F YE LE
BANK ELEV: 147.60' /' 433 H _ ��\ 0416 -45 -5107
FA E L NC2301 / / / \ _ ¢ \
(STA 7 +50 TO 19+ � ,' D -- - -___- � PELT CHAPEL PENTACOSTAL HOLY CHURCH
PO BOX 44103
FAYETTEVILLE, NC 28309
s� i ' / \ ,' s•. \ /r DB 2689 PG 529
PROP. HEADWALL -2
- - - - - -- 11 SEE SHEET D1
- -__ - -- _ %rOlk' \`P `\\
OOl yRIM= 162.09 \ ` a/
IN= 156.25 \ \ OP. 71 LF 18/ DIP
\OUT= 156.21 — — \ \ S Nll ARY S WAR ALIGNMENT
PROP. 64 LF 18" DIP 1 /' \ 6�� ss O
SANITARY SEWER ALIGNMENT NE
SEE SHEET U1'I/Nt
PROP. SANITARY MANHOLE / �/ a
SEE SHEET U1 ' \6 12" POPLAR
18" PINE
/.`61i 12" PINE
- -- _ PROP. 3:1 \ \
GRADE `
ss \
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
PkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
()PER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
Know what's below.
Call before you dig.
170
165
160
155
150
145
140
0 +00
0011
106•'
itel/]
155
001
145
140
0 +00
0 +50 1+00
ALIGNMENT -lA-
1 +50
W
o
va w
EXIS
NG
z�
a QQ=��
a o N
p
GRO
ND
ow
FOR
PROP.
a
o
II
a=N
z
GROUN
SLOPE
FE: x
cnaxcn�?
wO
2% SL
EXIS
ING 8"
A.C. W
TER
LINE
TO BE
REPLACED
�r
:::.j j
...........
I• : : : :. : :v ::
.........................
:. : :v : : :. .
:.::.
---- - - - - --
:.::::::.:.::::.:..5
..........
..................
: :. : : :
....... COAT ED S
- - - - + -- SAS- �1N€ -T�}-
: :. :: 1 RELOCATED
EL
€- - - - - --
Y
.......
.....................
::::::::::•
::::.:::::.
............
: :: ::: :: :::
- - - - - --
`
•
. :
................
PROP.
------------------------
L---- -_.::v
;. : :v:..
::.:: :v :.---- ...... :v
.........
: : :.:'---- j-----
- - - - --
- - - - - -- '::
- - - - - --
i
:: ............
I
EXIS
ING GR
o
DROP. 87
LF OF
8
6 RC
C 00.2%
PROP.
RIFF
SEE
DETAIL
4A.3
0011
106•'
itel/]
155
001
145
140
0 +00
0 +50 1+00
ALIGNMENT -lA-
1 +50
0 +50
ALIGNMENT -1 B-
1 +00
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON THIS SHEET.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
1+50
11:66'1
110191
155
145
r[��1
170
165
160
155
150
145
140
GRAPHIC SCALES
20 40
Plan View .................
Horz. Profile ............
0
Vert. Profile .............
60
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
PLAN & PROFILE
SHEET NO.
SCALE: V = 20' DATE : 2/13/12 9
DESIGN BY: TLM DRAWN BY: TRS OF 36.
W
o
va w
EXIS
NG
z�
a QQ=��
a o N
p
GRO
ND
ow
FOR
PROP.
a
o
II
a=N
z
GROUN
SLOPE
FE: x
cnaxcn�?
wO
2% SL
EXIS
ING 8"
A.C. W
TER
LINE
TO BE
REPLACED
�r
:::.j j
...........
I• : : : :. : :v ::
.........................
:. : :v : : :. .
:.::.
---- - - - - --
:.::::::.:.::::.:..5
..........
..................
: :. : : :
....... COAT ED S
- - - - + -- SAS- �1N€ -T�}-
: :. :: 1 RELOCATED
EL
€- - - - - --
Y
.......
.....................
::::::::::•
::::.:::::.
............
: :: ::: :: :::
- - - - - --
`
•
. :
................
PROP.
------------------------
L---- -_.::v
;. : :v:..
::.:: :v :.---- ...... :v
.........
: : :.:'---- j-----
- - - - --
- - - - - -- '::
- - - - - --
:: ............
I
EXIS
ING GR
o
DROP. 87
LF OF
8
6 RC
C 00.2%
PROP.
RIFF
SEE
DETAIL
4A.3
0 +50
ALIGNMENT -1 B-
1 +00
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY
HIGH WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER
MARK ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON THIS SHEET.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
1+50
11:66'1
110191
155
145
r[��1
170
165
160
155
150
145
140
GRAPHIC SCALES
20 40
Plan View .................
Horz. Profile ............
0
Vert. Profile .............
60
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
PLAN & PROFILE
SHEET NO.
SCALE: V = 20' DATE : 2/13/12 9
DESIGN BY: TLM DRAWN BY: TRS OF 36.

a
7
c
c
co
a
c
a�
0
U
c
a�
0
U
0
0
Q
U
co
o`
0
0
0
0
N_ D
Q
m 0 co
N � O
U Z
0 N
U) _
> N
0 2
o
O T N
dUci
0
O m a N
WET4ANDS v v v v v v w - -g -- 147 �- -- v v v v w O w - - -S-
,y
30" }POPLAR
/ -- - 18" OPLAR --- 0 - 43=4951_
12 PINE AY �Y \ •1c — — — — -
12" ELIU - -- 611-Y F FAY TTEVILL ' -_
0416 -st3 -35&3
/ \/
�/ a
�'__� 433,HAY ST,
'��`
'
CITY OF FAYETTEVILLE
4k33 HAIYST
/ \ FAYETTEVILLE, NC 28301
4e/ � �� v\ I� �, DBub076 RG 900
,.I� w w w w w
WTLAND
w w w w
FAYETTEVILLE, NC 28301
w w w w "DB 50@18 PG 4$4 w w w w w w
/ / �_ \
w w // i -�i w �\ �\ w
�� ��
WETLANDS --
w w w w w w w w w I w w w w w w w w w w w w w w w w w w w w w w � w w w w -- w� w - - -�
I
II
I 1,
15" POPLAR
-
,/ / WOODS 12" MAPLE
I * " * \ 418" ELM1'
�T 15" MAPLE 12" POPLAR
/ / /�4 * 0416y43 -37178 --
�/ \ �� CITY OF FAYETTEVILLE �� -1
�oJ � � i - `1433 HAW ST
O
��
�\\\ X24" PINE
/ \ �� � FAYETTEVILLE, NC 28301
\ a .i
`\ ` �/ ����` DB 50168 PG *45 *WOODS 'v
/ 8X /4S�
O
P, / //
/
�\ \ 1 D.TR
00 �\��\ t 2w i w w 1g8ti w w -�__ w w w w w w w w w w w w w t w w w 12 ELM
`VeUU/y w w w w w
RYA
w w w w
w w w w� w w w w w
��
; \�
'4
��� 12" D.TREE
\
�� \ \ � w I w w w /� \\ , w w w w '� w w w w w w w w w 1' 12" POLAR w w w w w
�v �v / a
�\, 4s, \ �\; f \\ 23" KIN
II
a
// /
\ I
115" POPLA
12$' POPLAR w t v \�
"FINE
/
/ /
\
22 "PINE X30 an
\ \ \e �V vv LANDS BOUNDARY i�
t 15" ELM v v v v v v i i lir i i � � � � � � � I r
\ \\ \
/ 7 �i -_
\ 18
��
/
/� / v
/
\
X � O 18" ELM � i i � i � i i`IL
\ �v��v 24 "FES
��� I --
w � � � � �
J�'!'(�Q - -145- J �.��
� � � � � � � � � � v � � � �
\ // / \
WETLANDS
,
v
�� \ S0 \ \� INV 143.76 I �v �_ -/� -- -- 148----- - - - - ->
\ \�\
15" POPLAR \
\ \ \\ O \
EXIST. SS
APPROXIMATE S
\
S"f" I I ,
/
) /
QO
\ �\
PROPOSED SDE /
\ Imo\ \ 12" D.TREE /
\ \ \ \ \\ 13" ELM 12" ELM OVERLAPS EXISTING 15" POPLAR /
\
LOCATION PER GIS �\ — a- — — __ %_`� `
/ / / \°c /
�O v
\ �\ \ \ \ �\\\� o UTILITY EASEMENT O 1 //
\�\\ 15" POPLAR
OO -�.`'��ii�ii�ii�ii�ii i�'fi�ii /
6-i �i r
\b
744` 15" MAPLE
\� \� / i \\ \� \\\\ 18 "OELM 12" POPLAR I \
_
- 147 - - - - -- / / //
146 - - - - --
/
ah R8
I
-\ \ \\��\\ I 1
"POPLAR
G- M546- - - - - -�
\
\i/\\
- - - - - I 1 \ 24" MAPLE
\�/ J/ \�/ \�\ `9X0
\\ --
/
- -- -
I 149----- - - - - -- =Q - - -- - ____ - -- �- �
- -- - - --
44 \\
\\
\ I \1/ Nto- \� �V�\
\
__ _ - _____- - -144
� \V \V
�� _ - - - - — -346- _ ------- - - - - -- - _
\�\ \� \� \� I \ \�� — — — — — — — 1O+ 0
10 +00
+
\
- - - - - -
< < <
\ ASS \\
`
� \ \
W' ��' `✓ `✓
\ \/ \ \ \
\ 1 \ \ \
\
\ \ \ \ � / -
\ \
�
S $s \ \
\ \ \ 1 \ \ \\
S
RIM = 151.69 \ \ \ � s s�
IN(N)= 140.73
i
, ..
.I) \ \ Ij \ I / - - s -- S
-
IN(E)= 141.03
OUT= 140.71
-
--
I
\
-
PROPOSED SDE \ \ \ \ 1s
". PINE :. \'.
.
' '\
- -____ —
�-
Ss — — — — EN
� —
\ \ \\
OVERLAPS EXISTING \ \ \ \ \
UTILITY EASEMENT ` \ \ \ \ \ \ \ \�SS
C ' \
' .
/ /�-----
148_ E SSE Sim_ SSE I SSE
SSE SSE SSE SSE =�\\
Q.
_
-�
§pE \ �\ ss \ s
- - - - \ � '� =rte - rtS-
��,4 DOGWOOD
/
5� I I
/LS
I
24 "FES
/ I\ 144.60 LL
\ \ � \ � \- ` � I\
\
- -
Ste\
\ \
rCONC -I \
- - - - - - - - - -
PUMP
4" CHERRY HOUSE
5" DOGWOOD
I z" nncuinnn,
PROPOSED SDE - S- - - - -SS
� S
VD R_ // X X
/ I GAZEBO
- ss� I -- I LS K _
� � > r p 0
L fi /
/ k k \ \ \ \ III
/k k \ \ \ \ \\ WIRE
k
I ��
��
�5-----
1s' RCP �__
SS - -- - SS--- - -SS -- --
SS----- SS----- SS----- SS - - - -- f— WALL - -��
-- -- --
-s PROPOSED TCE
�- _
5" DOGWOOD - 20" PINE
- _ _- _ -D__-
5 - D.OBWDOD 2p" PINE
I
6" CREPE MYRTLE I
/k k k k k \� � \ �\ j \1 ��
I
GREEN \ \1
\
_
--- 149 -�
- - - STEPt� - �- � = - - - -
5 ELM
DQ�O I I I PROPOSED SDE OVER 15" o \
/ k \ rn I II
k \ \ `�
HOUSE l \
---------------------
= — — — — — — - - -
EXISTING UTILITY AND
k \
k k \ I
k \ \ I I I
k \ \
I LS it
— — — — —
' LS / 10' UTILITY
FACILITIES
& DRAINAGE EXIST. SS MH
EASEMENT BRICK gppROXIMATE
I I I w PROPOSED SDE
I DRAINAGE EASEMENT z PROPOSED TCE
k k \ \ \ I j XI
\
12 CHERRY J �� I
�
6" MAGNOLIA \ 1
2 LOCATION PER GIs
I W _ _ _
II Ij - - - - - -150- - -
k \ I
k 416 -43 -5386 \ \
/ k k ALFREDO�. *HEL A CA \N \ \ \1 II
EXIST. IM TE / I
APPROXIMATE
- AND PWC INFORMATION
/
`c.�,.J'
-
GRASS
/ k 1918 GLENWI DR \
k �t \ \ I p
\�
,LOCATION
PWCTINFORMATION
I
I
LS -150- - - - 20' UTILITY
EASEMEN l
_ — — — / — —
6 I z U CONC.
/ kb642 PG 61 �` \ \ \ 4
k k P 23 40 \ I v
/ \ \ I
I
I
-
/ BRICK
PATIO
\ - - - - -LS-
/ ��\ \
/
- ^150 a CONC.
22" PINE L J --
I - L)
/
k - - - - -\' k I z \
\
k k \ I
k �-�- k �\ \ \ w \
I
�� /�
/ -/
�-
/ \ BRIDGE
- - - - - - - a___ - -' 0416 -43 -5911 /
--- -__ w PETER G. &KELLY J. RAMS
I
\
/ k k \ \ o \
k k / k k k i \ \ \ \ \ o I \
/
//
0416 -43 -6 05 /
I 1 ALFREDO P. & HELG CARDENAS /
I ///��\
/
\
- --
- ,_, -_ ���- - - - - -- 151--- - - -�-_ �� -Ff
\ _______ ___ __ �� �� Y 106 WI JACKSON CREEK OAD
I � - - --I �' � "� z WINNSBORO SC -180
-
\�o
k \\ \ I 3 \ /
, I I \ /
k k
k �/ k k k \ \ \ I \ \\ // 'j
/\ k k k \ \ \ //
I 1918 GLENWICK IVE /
� /
DB 2674 P 88
I PB 23 40 �� - - -- /
�j LS ` �15�
BRICK / \ ��� - - - --
\ �_ -- -151--- - - -___ �� /- � J DB-4%g6 PG 309
PATIO `\ - -_ /� - = -_ 1 I I I 4" DOGW00� __ - < -- -__ -152- -
������ 5" DOGWOOD _ a _
\� - --- -- GRASS / I I I ��--- - - - - -- 5" DOGWOOD ��� - - - - --
�I
\ \ \ rn
w,
4" D.TREE
/
I
/ 2" DOGWOOD'_ _ -�' 0416 -43 -6812 - -�� �'� - --
/
BRICK
PATIO
_ _
I I I I CONC. 3" DOGWOOD ' -- JULIUS WRDREiro-J;4£K�BN ° 5" DOGWOOD
/ CONC. I I ( ) B" DOGWOOD r 1906 GLENWICK DRIVE
\ \ \ I \
UTILITY EASEMENT
/����
//�
>s I I I I 5" OGWOOD i------ _- J-_� -- \ I�rJJ J PB 7008 PG 228
?1 / I LS / 0416 -43 -6703 - -- I PB 23 PG 40 I -- - - - - -- - - - -- 153- - - - - --
8" DOGWOOD
I
\ \ \
\ \ I 18"
\ \
DB 4655, PG. 814
PINE
� �
I � // I A1910 GLENWICK DRIVE RE �� �` CONC.
I I / � I /
/ I 153- -- LS
/ DB 2242 PG 77 LS ® I LS
I
\ \ I II I
FEE
PB 23 PG 40 I E �I ❑
\
I WOOD
\ \ N III
FE CE
`�
\ \ I\ \ ICI
I I
\ \ W, III
\\
m° to I
D
ID
\ \ N II II
> I AI
�M Iz 1 I I
I
\ \\ II
zl
D > r
\ \ I
a I I I
cn m m
\ \ \ \ I II I
I
m ID DI I
\
I� I �I
z
� II II
I zl
I
I II
I I
GLENWICK DR. �, II
I I
I I I I
N
PLANTING LEGEND
•
•
0
a
PLANTING ZONE A - DETAIL 1/D4
(MATTING, WETLAND SEEDING & PLANTINGS)
Know what's below.
Call before you dig.
PLANTING ZONE B - DETAIL 1/D4
(WETLAND SEEDING & PLANTINGS)
PLANTING ZONE B- DETAIL 1/D4
(WETLAND SEEDING ONLY ALONG SEWER MAIN)
+
+ k
PLANTING ZONE C- DETAIL 1/D4
k +
�
(UPLAND SEEDING & PLANTINGS)
k
\ \\ \ \\ \ \ \\
\ \ \ \ \ \
UPLAND SEED MIX ONLY- DETAIL 1/D4
GRAPHIC SCALE
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL 20 40 60
LAWN SEEDING TO MATCH EXISTING
Plan View
a .................
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY HIGH
WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER MARK
ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON SHEETS 6 -9. BULKHEAD CREEK
WATERSHED IMPROVEMENTS
DES TLM
DRN TRS
WK
DICKSON
• COVENTRY ROAD CULVERT
e & STREAM IMPROVEMENTS
FOR PERMITTING
CHK JPK
community infrastructure consultants
flat] 0
REV
REV DATE DESCRIPTION
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
ONLY -NOT FOR ����� PLANTING PLAN
APP TLM
DRAWING NAME.
Coventry- Planting.dwg
(919) 782 -0495
NC Licence No. F -0374
CONSTRUCTION " -_ SHEET NO.
ENGINEERING DIVISION SCALE: I 20 DATE : 2 /I3 /I2
PROJ. MGR. TLM
Office Locations:
North Carolina Georgia
1 0
1
ENGINEERING & INFRASTRUCTURE DEPARTMENT
DATE 2/13/12
PROJECT NO. 20100046.00.RA
South Carolina
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS OF 36.

N
d
a
c
c>s
a
c
a�
0
U
a�
c
a�
0
U
0
0
Q
U
co
o`
0
0
0
0
N_ D
Q
�1­-O
U Z
0 N
fA Q
U >
N
w��
O T N
dUci
=) 0
O E0 EL-
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
O
O
1-1
v� w
ww
I
i
I 0
00 ,00,���
150 `1. Y �11Y
149 \11 \\ .1 W �v
w ` \ /SO, \ \_ %C k k k w w w w d� w w WET4A*DS , y
O
/ k /
20" MAPLE
1 __ -__ L 14g X150, �� _ �_ _ — — — — — / X�'rC� t t t t i/ t t t .V t
y18" ELM 1" ELMy
y y y y
O � 41 �y y 6 Y - `-4�y Y 4
- -y 4�Y 3� 4 4
OV 12" POPLAR `1CITY OW FAYET'rEVI L�/ '
LE u 1
W Y
y
15" ELM 433 HAY ST -149 ___
4-- ,w � - - - - -_ SAY V��, NC A301
W W — ----- 18" POPLAR B � P�1 - - - -- WETLANDS BOUNDARY 18" POPLAR
12. ELM \ \ an i 00
15" � LM �2" EL � E � �
12" E E-s +
1 ELM Ron —J,- — v W E� - 15 rPINE48------------- - - - - -- � - W - 8 2' ELM 15" PM E 12"1ELM
12 p
22, PINE r4" PINS 10" PIN
WOODS 0416- 441 -4040y
olk 12" ELM CITY OF FAYETEVILLE WETLANDS
100 3 °
_
\ /
w
, 1
y y y Ak \ y y y y �w�
Y Y Y Y 1 Y Y Y Y Y Y Y FAYEYEVILLF,NC 2VO1 20" P�PLAR
APLE D 5068 G 442 PINE 5„ Y Y Y Y i
20� PINE \ ' �' i \10, �\10, \10, \10, I I
IV
48 -
- - --
v 12" PINE
� y y y y y y y y y y 18" PINE y y
-- -
an I L ty� \1/ o
11_0 L0 149--- - - - - --
148 ` 15
PROPOSED SDE `��� - -- 15�PINE _
OVERLAPS EXISTING - — — _ — � — — — —��'
UTILITY EASEMENT _ - — — — _ = __ _ — ,, -_ 15 +00 \
/ 0416 -44 -4313
__ - YE 4 VILL NC 301 _ _ /1�5/ / I = -- — — -- 145 -146 -- — -- — -- : -
_ _ _� -- - DB 08 11 _ _- - -_--' 14+50_ — = - -- - - - --
-_ - -- 0 -
__ -_ —145— — _ _ — —145— -
0 --------- — —_ _ _- - - - - - -- J4 - - -- 12 +00 _ _ _ = _\_ _ _ _ _ _ -- - — �1a5� 14 +00 -
__ =145- _ _ - - - - - -- - - -- — _ - - - -- -- - - -� �3 +50 _
_ _ _
- -- __ -- _ - - -- -- -- -- -- - — — — 2 SS- -_
Ss
5S -
SS : i z
.I •I — — •— 1 I S - � _ SS- -- __ _ � ter- -- - _ - -- -- .
SS - - __' S _ _ ,' 1 RCP__ SS= -- SS- - 11 � I • 1 •_ _ —
5�0._. - s ^ .S - j s_• __ ss= - � 1 I � � � � � -_
48
• .. - S•- — �i 1{I •I ��� UTILITY EASEMENT _-
_ —
CIT OF YrNST
L*4 H
T -146
N 417
Ar
+ + �- - +' �' � + \ I 52
DB 2279, PG. 595
A-
- - - --
15 .x x x x + + - _ -- + + + _# -- + + + + i + �' I I + + 153+ +
' 2" SYCAMORE - - ------ - - - - -- -"11 - - - -- -- + + 15" PIN
'__
- -- - - - - - -- + +11
� 18" PINE - 1
12" PINE _ - - - -- + — —
,,- _ _ -- - - - -- — --
PROPOSE SDE ___ -- -_- - _
_ D _ _
15" PINE
PROPOSED TCE PINE 24" MAPLE
Q - - --
/ �- O o- - - -- 22" PINE 40 — — — — —
24" SYCAMORE 12" PINE O - -- -__C / '------ - - - - -- --- - - - - -- 12" PINE _ -- / / OPINE ---- - - - - -- 56- - - -- - - - - --'
INV 151.14
v CONC. �� CONC. 10' UTILITY & DRAINAGE 24" PINE 154 -- / II r - -� =- 18" PINE
xw L — — — — J ____ - -' FACILITIES EASEMENT
�' -- r- - - - - - -- / PB 851, PG. 552
0416 -44 -6020 ��' \ ' / _- -_ -___
DAVID R. & PARKER _ I i II O
1842 GLENWICK DRIVE
? DB 5106 PG 288 - - - -- --------- --- - -- 0416 -44 -6029 _155 — i�
xU PB 23 PG 40_ - --- WILLIAM A. MILLER — — — — -1561 / II
- - -- 1838 GLENWICK DRIVE — —
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry- Planting.dwg
PROJECT NO. 20100046.00.RA
PLANTING LEGEND
PLANTING
PLANTING ZONE A - DETAIL 1/D4
(MATTING, WETLAND SEEDING & PLANTINGS)
PLANTING ZONE B - DETAIL 1/D4
(WETLAND SEEDING & PLANTINGS)
PLANTING ZONE B- DETAIL 1/D4
(WETLAND SEEDING ONLY ALONG SEWER MAIN)
} + + + PLANTING ZONE C- DETAIL 1/D4
+ + + (UPLAND SEEDING & PLANTINGS)
\ \ \ \ \ UPLAND SEED MIX ONLY- DETAIL 1/D4
LAWN SEEDING TO MATCH EXISTING
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
r
+
x— o —x—o-- Ql
CHAIN LINK FENCE
12" HICKORY
O
1-� N
W
Ww
I
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY HIGH
WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER MARK
ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON SHEETS 6 -9.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
Know what's below.
Call before you dig.
GRAPHIC SCALE
20 40 60
Plan View .................
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
PLANTING PLAN
SHEET NO.
SCALE: V = 20' DATE : 2/13/12 11
DESIGN BY: TLM DRAWN BY: TRS OF 36.

N
CL
a
c
c
co
a
c
a�
0
U
a�
c
a�
0
U
0
0
Q
U
co
o`
0
0
0
0
N D
Q�
�l0
c-UZ
Ci N
U) Q _
LU
> N
0 2
o
O T N
dUci
-D 0
O FO a N
k - - -- *— X
/� UTILITY EASEMENT 2 /
��
\ N\1`/S
111 8' P PL R X
PB 38, PG 19 r�0/ 5" POPLAR
�y,
X )( \k k \\ / \ \ / / \// / /
/O
\ \
20" P E \ \ \ \\ O \ \\ f 0416 -44 -2885 I I
I
0416-44-2983 I
/ X X k k
ro y )( \
\�� \ / /
X / /� /
\
\ \` \\ 8" PIN CURTIS J. & LAWRENCE
\\ \ \ 1331 ODOM DRIVE I
MICHELLE
I I
I I 1327 ODOM DRIVE
1
\
)( r10
\
/ \ \\ I
A. 'PIP \ \ DB 4163 PG 114
PROPOSED SDE \'\o�
N
a I DB 4779 PG 853 10' UTILITY EASEMENT
PB 38 PG 19 PB 39, PG. 19
\
OVERLAPS EXISTING o1
`
k
/ UTILITY EASEMENT. \ \
\\ _ � \ �� 0416 -44 -3771 `. PROPOSED TCE
" PIN PROPOSED SDE
y y y y y y y \ y \
�
_ �`
`� \ / /` 8" PINE
0��P
CLARENCE JR. & H1
�\
11\
``DB
4501 COVENTRY DRIVE \ O �Q 15" PINE
2846 P�311 \ 15' PINE
�1
\
\
\4/ WETL%WS \4/ \4/ \4/
\4/ \ \4/ `�\ I\ / / `� `\ /
IV \a\
\ / / / 18" PINE -`�
` 15" ELM \ / \�` 12 "o IN `�\
X
�o \�\�5 \ \\ \ \� \ O/Y \ i O X /� X
\ + O ` \+ \
s \ \1 O{y \ k + y.q
X
X o
/'/ CHAIN X
X
1 �- `�\ `\
l 1 \ �)
Y� LINK FENCE
\\ +
1 1 I fl
�1 1 1 1 1 1 1 1 1 1
1 1 1 y 6 "cONC. \
HEADWALL
I \ � 15" PINE
/ 10' UTILITY EASEME X
/
`S/1 PB 38, PG 19
X \ \� 1 o ` / 12" PINE
\ \ \ /!' O \
'-'�- -_ - - - -- - -- \\ \ \\ + 1 \ + \\ +\ + / + �' \5� +
- - -' -- \ 1 } �'
�s
2" CHERR �," -
I I + /
%
-'149- y y
` - - - -�
y y y y > �o /ii
`� o /i/ 11 \ 18" POPLAR C
� ' 12" EL � fE
/�
PINE O \ \ �- WOOD +
1 /y O S + /
24" PINE \
�" / � 0416 -45 -3217
I 20" PINE
1Y I
\�/ \�/
�Y �Y �Yr iAND� OU =ARY y y y y
l3
\V \V \V \V / /i / /�A / �K
y y y ,� _ /� \� // \ \� b 5" OPLAR POPLAR `
�" %i /j // INV 143.64 \ `-�
1
_ \+ \ / +
/ +
Ss+ �"
I1T CITY OF FAYETTEVILLE
� 433 HAY ST
1
i i i
// /
/ p / % /'� % /// 14" EL _ Q _
X - -P --
- - -- -
+ //+ 1 PINE+
i O � \ �
/t 'o vss
FA 301
� /� YETTEVILLE, NC 28
I
+ DB 5008 PG 11
11*
1�
\�/ \�/ \�/ \4/ \�/
-\i> \ \�/ /j / /� //% O 15" POPLAR
\ X 24" PINE �/
-__ _ - \
_ 5" POPLAR yo + +
�'I`_ ,_, --
/' 1 r '
J/ \I/� --ADO
\ / / / /// ,� 12" ELM \ 15" POPLAR
\I/ // WOODS
— 18�POPLAR
\Jr \ s
22" POPLAR _
o J+ 1/
+
+
/�
\V
\ /��� / /%% / - - -- -- - - - - --
-'� \
� 12" EL
�� / 1 _ — _
O \5 '� 7X6' R
6'�� 1 \� a INV c @C _
+
_ - - --
150 0
1 IN
/ - INV 6.
/ � � _ 1 �' 1 OUT c 19
/
149 O /
15" POPLAR
' ��' \ _ 8- _- 146.08 ,_
\ -
_
-
NV 150.73
�; \V 150 \V \V /' \V
\V \� I % %i j / l / i 148 /
'' ppp A9r \ / i' i' _ INV 6 RCBC \
�''. I1 ,1 '
'/
I ,i/ IIiI l / , _ — _ /' / .' / +
21 +50 =_
0416 -44 -4313
CITY OF FAYETTDALE
\ /j X11/ // / _`-0 __ _ ___ __ __ _�
-_
/��i __
/' I mo/ �� / \\ \ \ \ \\ - - -
+ \
1 6 -
`I, 433 HAY
YETTEVILLE. 28 01
� --
- -
// l 11 �l _ __
\ /� /II 20" POPLAR
-
l lH1 /
DB 5008 PG 11
-
-_
\ \ // / III _ -- _ — - -- - \ \ 12" POPLAR
___ - - �A
L
/7 4
\ _ ___ _
- -
i/ '��
-\
18 +00
Ix1,4a2
/
POW
17+00
Ar
-145- - - -
// —
-- \ •\ \ \ �l \
\ 1
\� 1 7i.$a�019 \
IN ss
_ -- -_ -
/'� {/� _ S_• \ 0 1 .1 \ 7 �„
\
1/
Ow
PROPOSED SDE 'ai�'�OW
�5-, S.
+
- \-T / a- + +1\ \ \ \ \ \ Y\ \ \
/ 'PROPOSED TCE /
_•
RIM= 154.42 — — - sS•- _ / 1 —
IN= 1az.so �-- _ ss— ,•
N-1442.80 1
// __
— \ UTILITY EASEMENT // // \ \ \ 1 \ \ _�� O ` /
/ _DB 2279, PG. 595 + � , +I � �F //\ \ \ �, s �f_ —� / PROPOSED SDE /
+
/
+i i + \\.`- \ \ \ \ \ \ \ 6y
OVERLAPS EXISTING
r ,
\�S�\
y ��` E
CI F F YE T4 LE + + , /�- 1 \ �\ \ `• s0 QO s5
433 Y ST �', 1
UTILITY EASEMENT
>b O/y /
-_ _S - / \\
-
// / / F EVIL �J_C // // + ) \\ \ k� \�S _ ss� q�`�
D 00 P� 11 \ - - - - --
0416 -45 -5107
��\ PELT CHAPEL PENTACOSTAL HOLY CHURCH
-
•SS
_ g
�� �rj / / �r /+ / \ \ \ \ sc .\ / \
ss /`
\ / PO BOX 44103
\ o / FAYETTEVILLE, INC 28309
DB 2689 PG 529
•
__ SS
SS _:
- - -_
W W W W _____W - W W
- 153-- -'`''. - - --
W W � � 1'J y'� / + / + / / -y/ + � + / \ '\ � ' �s \\�\ \� // /
--- -' -'/ �' 1yry �' / �' + A- / + / / \ Q \ / 'C\ - - - -- --
O� /
`
/1so+ /
�`\
-"
UTILITY EASEMENT `✓ `✓ `✓ `✓ `✓ _ W W
PG 595 -- `- I------- `I- '------- I -- - - -- `I -' 154-'_'---- _`I -'_ - -- `I.'------
-- ----- - - - - -- -153 -- ----- - - - -DB 2279, 0416 44 5515
W __ Ol� RIM 162.09 \
-I' -'' - -� a T =15621 —
- + // // / // / do / // \OU 156.25 \\
— `� O�
�\
-- _- __
_ _ CITY OF FAYETTEVILLE
\/ \/ \/ \V \V \V \V \V _ - -- - - -\� \� \� �1i433 HAY ST \�
s - -------- - - - - -- ---- - - -- -- FAY EVILLE, INC 301
---- - - - - -- DB 5008 PG 11
- -_ -- - ___ - -� - - - -- y------ \17154 - - - -� ------ �----- �y- - - - - -� -- \�---------------------
-/
\� \� + ^ // / ///
- - + // // // / /, i PINE
_ / / l /
18" PI // o
\
/ / / /
- _
- - - - - - - - -155- - - - - - - - -
- - - - - + __
-`I'
+ /// \10 / \6a� 12 POPLAR //
/% ��
- 18 P,1NE \ \
\\
-+
12" PINE \ \
`�iP
+
A- /�
+ +
+ _- - -- + -- -- �'
- -� 4j^ ,/
�iP
Al
Ar
--
53 _158 ___
+ +
-_
_ 154
+ �' �-
+- - - - -'� - - - --
+ �' - - - - - -� 155
- -
- - - - --
/i \
- --
159 12" ELM
+ - -- - 160 �a0� 0
_
\
1411111 1111
-160= CAIN N1:€ X - X_- - _ 401 161-- -����� 12" ELM
15" OAK -1 -------------------- - - - - -- ,,162-
\ \\
----------
�
� - - --
Ld-
LL
- - - -
0416 -44 -6444
MICHAEL 0. & SHOCKEY 10' UTILITY & DRAINAGE
- -
0416 -44 -6553
GRAIG P. & DAVISON - - - - - - - - - - - -
- -
1822 GLENWICK DRIVE FACILITIES EASEMENT
DB 6724 PG 711 PB 851, PG. 552
1818 GLENWICK DRIVE - - - - - - - -
x DB 5521 PG 898
- - -
�
/y \\
x
PB 23 PG 40
MARY ANN
PB 23 PG 40 M4 GLENN PANEK
1814 GLE 5 PG DRIVE
DB 4915 PG 195
_ _
0416 -44 -6762 - - - - - - - - - - -
FLORENCE P. EDWARDS
1810 GLENWICK DRIVE - _
\
\
PB 23 PG 40
DB 891 PG 91 0416 -44 -6861
-
x
PB 23 PG 40 LOIS E. REED - - -
1806 GLENWICK DRIVE 0416 -44 -6992
DB 2662 PG 427 JOYCE A. LIPE
- - - -
\ \
PB 23 PG 40 1802 GLENWICK DRIVE
DB 2252 PG 149
\
•
I�
PLANTING LEGEND
a
0
Know what's below.
PLANTING ZONE A - DETAIL 1/D4
Call before you dig.
(MATTING, WETLAND SEEDING & PLANTINGS)
PLANTING ZONE B - DETAIL 1/D4
(WETLAND SEEDING & PLANTINGS)
PLANTING ZONE B- DETAIL 1/D4
(WETLAND SEEDING ONLY ALONG SEWER MAIN)
A- + + } PLANTING ZONE C- DETAIL 1/D4
+ + + (UPLAND SEEDING & PLANTINGS)
+
+
GRAPHIC SCALE
\ \ \ \ \ UPLAND SEED MIX ONLY- DETAIL 1/D4
\ \ \ \
CONSTRUCTION AT STREAM BANK NOTE: STREAM CHANNEL
20 40 60
\ \ \ \ \ \ \
Plan View .................
CONTRACTOR SHALL NOT PERFORM ANY WORK WITHIN STREAM BANK BELOW ORDINARY HIGH
WATER MARK UNLESS OTHERWISE DIRECTED BY ENGINEER. ORDINARY HIGH WATER MARK
LAWN SEEDING TO MATCH EXISTING
ELEVATION IS NOTED AS TOP OF BANK ELEVATION ON SHEETS 6 -9.
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
DES TLM
DRN TRS
WK
DICKSON
•
e
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
FOR PERMITTING
CHK JP h
community infrastructure consultants
0 0 0
REV REV DATE
DESCRIPTION
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
ONLY NOT FOR �����
PLANTING PLAN
APP TLM
DRAWING NAME.
Coventry- Planting.dwg
(919) 782 -0495
NC Licence No. F -0374
CONSTRUCTION ENGINEERING DIVISION
" -_ SHEET NO.
SCALE: I 20 DATE : 2 /I3 /I2
PROJ. MGR. TLM
Office Locations:
North Carolina Georgia
1
1
ENGINEERING & INFRASTRUCTURE DEPARTMENT
DATE 2/13/12
PROJECT NO.
20100046.00.RA South Carolina
433 HAY STREET FAYETTEVILLE, NC 28301
DESIGN BY: TLM DRAWN BY: TRS OF 36.

0
3
vi
v
T
c
0
i
3
0
0
Q
0
v
L
0
0
co
It
0
0
0
0
o�
a-
> 0 u7
�o-0
Q o
;
�Y�M
/V 0
OmCL N
0' -9" O.C.
8'— 4"
SECTION A —A
SCALE: 1/2" = V -0"
10"
\�/V /�\/ \
/j /A�j �xx A�j j � y \ / /A //A /
X/ /v /XA /�A /�A /�
/A /A/A /A /A /A /A /A /a
/ /� //� / /� / /� / /� / /� / /� / /� / /� // a >
V�jVxj�jV�j\
/V / /� / / /� //
a a a
a
a a
a
a a
a
n a
PROP & EXIST. RCBC
SECTION B —B
HEADWALL DETAIL
SCALE: NTS
RT
\ND
-OR
TD.
-T.
(4) #4 LONG.
#4 @ 1' -0" O.C.
VERT.
— DRILL & EPDXY
INTO CULVERT, MIN.
EMBED. = 5"
NOTES:
1. THE
FEM,
ALIG
WOR
2. CAR
PRE'
SET -
SHA
CON
3. ALL
PRE(
4. UND
MAT
THE
5. SELE
HEADWALL -2 UPSTREAM ELEVATION
NTS
DES
TLM
,K
WK
DDICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, NC 27607
(919) 782 -0495 NC Licence No. F -0374
DRN
TRS
CHK
JPK
REV
REV
DATE
DESCRIPTION
OPER.
APP
TLM
DRAWING NAME:
Coventry - Details.dwg
PROD. MGR.
TLM
Office Locations:
North Carolina Georgia
South Carolina
PROJECT NO. 20100046.00.RA
DATE
2/13/12
HEADWALL -1 DOWNSTREAM ELEVATION
NTS
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK WATERSHED
IMPROVEMENTS
COVENTRY ROAD CULVERT & STREAM
IMPROVEMENTS
DETAILS
SHEET NO.
SCALE: VARIES DATE : 2/13/12 DI
DESIGN BY: TLM DRAWN BY: TRS OF 36.

B TO FLAT AREA - WELL DEFINED CHANNEL FLOW
VARIES NO WELL DEFINED CHANNEL
G
OUTLET A A
NOTES: PIPE B B 4 FOOT DIAMETER IL ALL BASINS OVER 3' -6" 111 1
DEPTH SHALL BE PROVIDED A A o FUQUAY VARINA PLANT 24" i
WITH STEPS 1' -2" O.C. 8" a W
HEIGHT
EXPOSED CONCRETE CORNERS = B INLET ASTM C 478 - LATEST
8" 24! 8" Ir NCDOT # 5 OR #57
PIPE AASHTO M 199 - LATEST 1�c1Y,x.x
SHALL BE CHAMFERED 1" -: WASHED STONE 0
WITH AASHTO M -1988 PREFORMED PLASTIC ,. O
MOTAR JOINTS SHALL BE OR ASTM C -443 RUBBER GASKET JOINTS. " ?• y %;,
do = PIPE DIA .� O�
1/2 f 1/8 La = APRON LENGTH REINFORCED IN ACCORDANCE WITH APPLICABLE.;,
SPECIFICATIONS.
W = APRON WIDTH %':
ALL EXPOSED JOINTS SHALL B d = APRON DEPTH IN PLAN
BE CONCAVE TOOLED 6" PLAN HEIGHT WEIGHT 24" HEIGHT
DEWEY BROS.
SECTION B -B CH -BN -23 RIP RAP PAD SCHEDULE PLAN FEET INCHES POUNDS
.. C C
PRECAST CONCRETE, AND/OR PRECAST OR APPROVED F RIP RAP PAD do W La d
# STONE CLASS SHEET GRADING RING �- .�..,`.<.�..r... «.,k... HEIGHT
q ;k.
SEGMENTAL CONCRETE BLOCKS MAY BE EQUAL (ft) (ft) (ft) (in) # WIDTH
USED TO CONSTRUCT BASIN, BASIN 8' -0" 1 9 15 12 36 B 6 .33' 4" 150 r; ; °. >• wh .. -_ ;ta,�;t, PER �Y
IN HEIGHT OR MORE SHALL HAVE A 12" .a:> :: )
.50' 6" 235 _..>`:,��., ,
>Y,;. .t.a'.:..`. "s;: %;';f;t >'' HEIGHT PLANS
WALL BEGINNING 6' -0" FROM TOP OF WALL 2 4 7 5 15 B 1 Lo
AND 8" WALL FOR THE REMAINING 6' -0" 8" - g ECCENTRIC CONE )
TO TOP OF WALL A = 3 5 8 6 18 B 4'
° 4 6 10 8 24 B 9 2.00' 24" 1695
MIN DIMENSIONS FOR DROP INLET - III -III 5 3.00' 36" 2550:
n 1. La is the length of the riprap apron. -III III Id - 4.00' 48" 3400
DIM'S OF BOX & PIPE REINFORCING COVER PIPE SPAN WIDTH HEIGHT BARS -X BARS -Y TOTAL DIMENSION 2. d = 1 .5 times the maximum stone diameter but not less than 6" FLAT TOP
D A B H(MIN) NO. LENGTH NO. LENGTH LBS. F G HEIGHT
3. A filter blanket or filter fabric should be *. CLASS B EROSION STONE
SECTION A -A _ Filter blanket FLAT TOPS ARE AVAILABLE IN ECCENTRIC (AS SHOWN) 1:: > >� ' "°'`
15 3' -6" 2' -3" 2' -7" 2 3' -4" 7 4' -7" 26 4' -10" 3' -7"
NOTE: Installed between the rlprap and soil foundation. SECTION B -B AND CONCENTRIC UNITS.
18" 4' -0" 2' -8" 2' -11" 2 3' -9" 8 5' -1" 33 5' -4" 4' -0" FOR USE -
FLAT TOPS MEET H 20 LOADING.
�
ENGINEERING & INFRASTRUCTURE DEPT.
24' 4'- 0 2 -8 3'- 5 2 3'- 9 8 5'- 1 33 5'-4" 4'-0" •°�
IN NON- TRAFFIC
CIVIL ENGINEERING DIVISION ENGINEERING &INFRASTRUCTURE 1.00' 12" 1700 EXISTING STREAM CHANNEL
30" 4' -D" 3' -6" 3' -11" 2 4' -7" 9 5' -1" 37 5$-4$$14$-10$' AREAS ONLY. 433 HAY sr. 28301 � , Lo CIVIL ENGINEERING DIVISION „
36" 4' -0" 3' -6" 4' -6" 2 4' -7" 9 5' -1" 37 5' -4" 4' -10" (910) 433 -1656 SLOPE 0 % FLOW 433 HAY ST. 28301 SOLID FLAT TOP
(910) 433 -1656
42" 4' -0" 3' -6" 4' -11" 2 4' -7" 9 5' -1" 37 5' -4" 4' -10" DROP INLET WITH GRATE f: v.
.�
.. CUSTOM VENT OR METER OPENINGS PLACED PER -_
48" 4' -6" 4' -D" 5' -5" 2 5' -4" 10 5' -7" 45 5' -10" 5' -4° SHEET 1 OF 2
(FLUSH)
D100T ADOPTED
STANDARD FROM -1111 Filter blanket CUSTOMER REQUEST. '' PLAN VIEW
v - 3^
PIPE OUTLET FLAT TOPS MEET H -20 LOADING. ' =a
a=
36„
DATE 3/24/2008 DRAWN BY C.W. 1.00' 12" 2000 MAXIMUM OPENING '` HEIGHT
d II
DR -11 DATE 4/4/08 DRAWN BY CSA t•;= LENGTH PER PLANS
SCALE N. T. S. CK'D BY C.A. SECTION A —A
CAD FILE: DROPNLET D R, — 2 4 RISER °
CAD FILE: OUTFLPIP SCALE N.T.S. CK'D BY JPB f `_
1.00' 12" 865
1.33' 16" 1150 6..'to2's'fi
2.67' 32" 2310 NCDOT # 5 OR #57
4.00' 48" 3460 T WASHED STONE
5.33' 64" 4610
REGULAR MONOLITHIC BASE ENGINEERING & INFRASTRUCTURE DEPT.
CIVIL ENGINEERING DIVISION
WITH 6" BASE INCLUDED IN HEIGHT SHOWN. &A 433 HAY ST. 28301 �0 0
•
2.67' 32" 3250 (910) 433 -1656 O O 0
4.00' 48" 4400 PRECAST REINFORCED
5.33' 60" 5265 CONCRETE
MANHOLE SECTIONS 0
DATE 3/24/2008 DRAWN BY C.W. MIN. PIPE COVER TO BE
DIRECTION OF FLOW TOWARDS STREAM CHANNEL CAD FILEMHSECTNS DR -14 SCALE NITS. CK'D BY C.A. HALF OF PIPE DIAMETER
CLASS B EROSION STONE
LEVEL LIP OF OR AS SUGGESTED BY
I } } SPECIFICATIONS SPREADER MANUFACTURES I I I III I TEMPORARY PIPES SIZE
A AND TYPE PER PLAN
TRANSITION TO 0 GRADE EXISTING STREAM CHANNEL SECTION FILTER FABRIC
CENTER
Z0 OF TABLE OF DIMENSIONS
lug SPREADER �0�, ID T OD A B C E H J K M L WT. NOTES:
15" 2- 1/4 "19 -1/2" 7" 27- 1/4 "47 -1/2" 30" 17" 16 -1/2" 2" 2" 74 -3/4" 1038
18" 2 -1/2" 23" 9" 27" 47 -3/4" 36" 20- 1/4 "19 -1/2" 2" 2" 74 -3/4" 1426
24" 3" 30" 9" 43" 37" 47-3/4"26-3/4"26-1/4"2-13/16"2-3/4" 80" 2137 1. KEEP CLEARING AND EXCAVATION OF THE STREAM BANKS
A O � w 30" 3 -1/2" 37" 12" 54- 1/2 "22 -1/2' 60" 33- 1/2 "32 -1/2" 3" " 2- 15/15/16" 77° 2990
36" 4" 44" 16" 60" 37 -1/2" 71" 39 -3/4" 39" 3 -3/4" 3 -3/4" 97 -1/2" 3960 AND BED AND APPROACH SECTIONS TO A MINIMUM.
LENGTH VARIES _ I 42" 4 -1/2" 51" 22- 1/4 "61 -3/8" 37" 77- 1/4 "46- 1/8 "45 -1/8" 4 -1/4" 4 -1/4" 98 -3/8" 5160
r�
48" 5" 58" 25- 1/4 "70 -1/4" 29" 83- 1/2 "52- 1/2 "51 -3/4" 4 -1/4" 4 -1/4" 99 -1/4° 6480 2. DIVERT ALL SURFACE WATER FROM THE CONSTRUCTION SITE
VIEW K 54" 5- 1/2 "65 -1/4" 26" 65" 39- 1/2 "89- 3/4 "58- 1/4 "57 -1/2" 4 -1/4" 4 -1/4" 104 -1/2" 9370 ONTO UNDISTURBED AREAS ADJOINING THE STREAM.
PLAN VIEYY 72- 1/4 "28- 1/2 "57 -1/2" 46" 96" 64 -3/4" 64" 4 -3/4" 4 -3/4" 103 -1/2' 9_370
3. KEEP STREAM CROSSING AT RIGHT ANGLES TO THE STREAM
PLAN FLOW.
LEVEL LIP OF 4. STABILIZED ALL DISTURBED AREAS SUBJECT TO FLOWING
SPREADER I C B WATER, INCLUDING PLANNED OVERFLOW AREAS, WITH RIPRAP
GENERAL NOTES: OR OTHER SUITABLE MEANS.
SILT FENCE 1. SPECIFICATIONS PER NCDOT. 5. ENSURE THAT BYPASS CHANNELS NECESSARY TO DEWATER
OD H J ID THE CROSSING SITE ARE STABLE BEFORE DIVERTING THE
WIDTH VARIES + a STREAM. SEE SHEET EC5 FOR PUMP AROUND DETAIL.
EXISTING DEPTH VARIES
CHANNEL �� ��������= M If L 6. REMOVE TEMPORARY STREAM CROSSINGS IMMEDIATELY WHEN
� � /i�� THEY ARE NO LONGER NEEDED. RESTORE THE STREAM
SECTION CHANNEL TO IT ORIGINAL CROSS- SECTION, AND SMOOTH
AND APPROPRIATELY STABILIZE ALL DISTURBED AREAS.
LONGITUDINAL SLOPE
SECURE MATTING OF SPREADER SHALL SECURE MATTING
WITH STAPLES BE LEVEL (0%) IN 6 -IN TRENCH i� ENGINEERING &INFRASTRUCTURE DEPT. CIVIL ENGINEERING DIVISION TEMPORARY STREAM CROSSING
433 HAY ST. 28301
SECTION A - A D 2
(910) 433 -1656 NOT TO SCALE
ITI E TI REINFORCED PRECAST
r CONCRETE FLARED END
0 END VIEW SECTIONS
D R —23 DATE 3/27/2008 DRAWN BY C.W.
3 Drainage Area Runoff 10yr Design Flow Entrance Design Depth End Width g ( )
CAD FILE FLARE SCALE N.T.S. CK'D BY C.A.
(ac) Coeffecient (C) Intensity (cfs) Width (ft) (ft) (ft) Length ft
.O Level Spreader 1 1.06 0.69 7.96 5.85 10.00 0.50 3.00 10.00
N
T
C
N
O
j MAINTENANCE NOTES.
rn
1. INSPECT LEVEL SPREADER AFTER EVERY RAINFALL EVENT UNTIL VEGETATION IS ESTABLISHED AND
T MAKE APPROPRIATE REPAIRS.
2. AFTER AREA HAS BEEN STABILIZED, MAKE PERIODIC INSPECTIONS, AND KEEP VEGETATION IN A
HEALTHY, VIGOROUS CONDITION.
O
U
3 LEVEL SPREADER
U
v D2 NOT TO SCALE
L
O
O
CID
O
O
O
O
N
Z f1
BUCKHEAD CREEK
o Lo WATERSHED IMPROVEMENTS
-1 N
Iw o N DES TLM
WK COVENTRY ROAD CULVERT
w -0 N DRN TRS DICKSON & STREAM IMPROVEMENTS
° _ 0 � FOR PERMITTING e
Y A M CHK JPK community infrastructure consultants 0 0 0
/� O \ 720 CORPORATE CENTER DRIVE _
O m rL N REV REV DATE DESCRIPTION OPER. RALEIGH, NC 27607 ONLY - NOT FOR 1762 DETAILS
(919) 782 -0495 ENGINEERING DIVISION SCALE: NOT TO SCALE DATE : 2/13/12
APP TLM DRAWING NAME: NC Licence No. F -0374 CONSTRUCTION SHEET NO.
Coventry- Details.dwg Office Locations: ��
PROJ. MGR. TLM North Carolina Georgia ENGINEERING & INFRASTRUCTURE DEPARTMENT
DATE 2/13/12 PROJECT NO. 20100046.00.RA South Carolina 433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS
OF 36.

M
D
I
3
0)
c
N
c
>
O
3
/
c
>
O
i
Q
0
L
0
0
0
0
0
0
z a-
o�
�rn
o!
> 0 L
/ U cV
<
;a 0
. -
w
.510 _1_j /V 0 ,
OmrL N
FLOW
CLASS A
STONE
TLM
INTAKE HOSE
NOTES:
CHK
PUMP AROUND
1.
EXCAVATION SHALL BE PERFORMED ONLY IN DRY AND /OR
APP
PUMP
PROJ. MGR.
ISOLATED SECTIONS OF CHANNEL.
DATE
2.
IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS
WORK
RIP RAP AND #
FROM STREAM FLOW.
AREA
3.
THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN
DE- WATERING
;-)
BE STABILIZED IN ONE WORKING DAY.
PUMP
4.
THE PUMP - AROUND PUMP SHALL BE ADEQUATE TO KEEP
°
RIFFLE
WORKING AREA DRY WHILE STREAM IMPROVEMENTS ARE BEING
U7
N
COMPLETED.
IMPERVIOUS
5.
DIKE MUST BE CONSTRUCTED OF NON- ERODIBLE MATERIALS
DIKE
E
Q
SUCH AS SANDBAGS.
SEQUENCE OF CONSTRUCTION FOR TYPICAL PUMP AROUND
° °
°
SLOPE NO GREATER THAN 2: 1)
1.
INSTALL STILLING BASIN AND STABILIZED OUTFALL USING
CLASS A RIP RAP AT THE DOWNSTREAM END OF THE
SILT BAG
CLASS A DISCHARGE HOSE
`mil
DESIGNATED PROJECT WORKING AREA.
LOCATION
STONE
2.
THE CONTRACTOR WILL INSTALL THE PUMP AROUND PUMP
AND THE TEMPORARY PIPING THAT WILL CONVEY THE BASE
O O NOTE: HOSE SHOULD BE
FLOW FROM UPSTREAM OF THE WORK AREA TO THE
KEPT OUTSIDE OF WORK
STABILIZED OUTFALL.
AREA
3.
INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING
OPERATIONS FOR STREAM DIVERSION.
4.
INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND DEWATERING
PUMPING APPARATUS IF NEEDED TO DEWATER THE ENTRAPPED
AREA. THE PUMP AND HOSE FOR THIS PURPOSE SHALL BE OF
SUFFICIENT SIZE TO DEWATER THE WORK AREA. THIS WATER
WILL ALSO BE PUMPED TO AN OUTFALL STABILIZED WITH
STABILIZED OUTFALL
CLASS A RIP RAP.
CLASS A STONE
FILTER FABRIC
5.
THE CONTRACTOR WILL PERFORM WORK IN ACCORDANCE WITH
THE PLAN AND FOLLOWING THE GENERAL CONSTRUCTION
SEQUENCE.
6.
THE CONTRACTOR WILL EXCAVATE ANY ACCUMULATED SILT
AND DEWATER BEFORE REMOVAL OF THE IMPERVIOUS DIKE.
WHEN DEWATERING AREA, ALL DIRTY WATER MUST BE PUMPED
DISCHARGE
THROUGH A SILT BAG. REMOVE IMPERVIOUS DIKES, PUMPS,
HOSE
AND TEMPORARY FLEXIBLE HOSE /PIPING STARTING WITH THE
EXISTING
DOWNSTREAM DIKE FIRST.
GROUND
7.
ONCE THE WORKING AREA IS COMPLETED, REMOVE ALL RIP
RAP AND IMPERVIOUS DIKES AND STABILIZE DISTURBED AREAS
15' TO 20'
WITH SEED AND MULCH.
8
ALL WORK IN CHANNEL MUST BE COMPLETED BEFORE
REMOVING IMPERVIOUS DIKE.
STABILIZED
OUTFALL CLASS
A STONE
TOP / WALL
151.50
FILTER FABRIC
L8" OF CLASS A STONE
SILT BAG PROFILE �\
EXISTING CHANNEL
X
Q
O 3
cV
Q
0
I
iC
s"
TOP FTG.
VARIES
a0 4 • ° . •
2' -0" 12"
DES
TLM
DRN
TRS
CHK
JPK
REV
N
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
PUMP AROUND /DEWATERING
NOT TO SCALE
BRICK
#4 @ 1' -0" O.C.
LONG. EA. FACE
#4 VERT @ 1' -0" O.C.
EA. FACE
DOWEL @ EA. VERT -
MATCH SIZE AND SEE
SCHEDULE FOR LAP @
TOP & STD. 90° HOOK @
BOTT.
0\ AIN BEN
4
WALL FOOTING
FLOOD WALL DETAIL
NOT TO SCALE
DESCRIPTION
DRAWING NAME:
Coventry- Details.dwg
PROJECT NO. 20100046.00.RA
POLYETHYLENE MEMBRANE ON
FACE 20 MIL THICK
3' -0" LEVEL WITH TOP OF
BANK OR AS
NECESSARY
SANDBAGS, CLASS 1 RIP RAP OR J
OTHER NON- ERODIBLE MATERIAL
SYNTHETIC FILTER FABRIC
CREEK CROSSING - COFFER DAM
OPENING TO BE
CREATED BY PRECAST
CONCRETE SUPPLIER
LIVE STAKE SPACING
EROSION
CONTROL LINER
FILL VOID
CEMENTITI
NON —SHRI
MISTING OF
CP STORM
SECTION
NOTES
1. THE ALIGNMENT OF ALL PIPES TIED IN TO THE MAIN RCP /RCBC IS TO BE
PERPENDICULAR TO THE OUTSIDE FACE OF THE MAIN RCP /RCBC CULVERT.
2. PROVIDE 6" MINIMUM CLEARANCE BETWEEN MAIN LINE JOINTS AND PIPE
OPENING.
3. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR TIE INS TO RCBC CULVERTS.
SAW —CUT RCP FLUSH
WITH INSIDE WALL OF
RCP /RCBC
NEW PRECAST
STORM STRUCTURE
EXISTING AND PROPOSED PIPE TIE IN
TO PRECAST CONCRETE STRUCTURE
NOT TO SCALE
NOTE
1. LINE ALL DISTURBED CHANNEL BANKS WITH EROSION CONTROL LINER
AND LIVE STAKING.
2. GEOTEXTILE MATTING SHOULD BEGIN INSIDE THE CHANNEL AT THE
NORMAL WATER SURFACE ELEVATION AND EXTEND PAST NEWLY GRADED
TOP OF BANK A MINIMUM OF 24 ".
3. PLACE LIVE STAKES IN MATTING MATERIAL, STARTING AT NORMAL WATER
SURFACE ELEVATION AND EXTENDING 15 FEET INTO THE FLOODPLAIN.
4. PLACE LIVE STAKES WITH A 5 FT STAGGERED SPACING EVERY 3 FT. SEE
SPACING DIAGRAM BELOW.
ORDINARY HIGH
WATER MARK
NORMAL WATER
SURFACE ELEVATION
2 2
1 1
DRIVE LIVE STAKE THROUGH
EROSION CONTROL LINER
VARIES
LIVE STAKE 24 " -36" KEY IN PER
MIN. LENGTH (TYP.) MANUFACTURERS
SPECS.
EXISTING
CHANNEL BED
TYPICAL SECTION & CHANNEL
BANK STABILIZATION DETAIL
DWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
NOT TO SCALE
rR A \ /F_ I CI IRCTR A TF_
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
TOP OF BANK
EROSION
CONTROL LINER
30' -0"
A
RIFFLE GRADE CONTROL - PLAN VIEW
TOP OF RIFFLE
(SEE PROFILE FLOW
FOR DESIGN ELEV.) SLOPE VARIES
(SEE PROFILE) DESIGN BED
SURFACE
a
BANKFULL ELEVATION
BOTTOM OF RIFFLE
(SEE PROFILE FOR
DESIGN ELEV.)
r 0.5'
° �
FILTER
FABRIC D
\� 1.25
GRAVEL SUBSTRATE ' MIN \�
50 / 50 MIX OF CLASS A
RIP RAP AND # 5 STONE GRADE CONTROL ROCK
50 / 50 MIX CLASS
A / B RIP RAP
RIFFLE GRADE CONTROL - PROFILE B -B
45' -O"
BANKFULL ELEVATION
1.25' MIN. INVERT SET AT
PROFILE GRADE
a
77:77777
FILTERS
FABRIC
N
GRAVEL SUBSTRATE
50 / 50 MIX OF
CLASS A
GRADE CONTROL ROCK
RIP RAP AND #
5 STONE
50 / 50 MIX CLASS A / B
° °
CLASS 1 RIP RAP, NJ BARRIER
OR OTHER APPROVED MATERIAL
;-)
RIP RAP
RIFFLE
GRADE CONTROL - SECTION A -A
°
RIFFLE
o
U7
N
NOT TO SCALE
°
(IF USING RIP RAP DOWNSTREAM,
0 LJ
E
Q
o J
F Q
° °
°
SLOPE NO GREATER THAN 2: 1)
x
>
`mil
Q
SANDBAGS, CLASS 1 RIP RAP OR J
OTHER NON- ERODIBLE MATERIAL
SYNTHETIC FILTER FABRIC
CREEK CROSSING - COFFER DAM
OPENING TO BE
CREATED BY PRECAST
CONCRETE SUPPLIER
LIVE STAKE SPACING
EROSION
CONTROL LINER
FILL VOID
CEMENTITI
NON —SHRI
MISTING OF
CP STORM
SECTION
NOTES
1. THE ALIGNMENT OF ALL PIPES TIED IN TO THE MAIN RCP /RCBC IS TO BE
PERPENDICULAR TO THE OUTSIDE FACE OF THE MAIN RCP /RCBC CULVERT.
2. PROVIDE 6" MINIMUM CLEARANCE BETWEEN MAIN LINE JOINTS AND PIPE
OPENING.
3. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR TIE INS TO RCBC CULVERTS.
SAW —CUT RCP FLUSH
WITH INSIDE WALL OF
RCP /RCBC
NEW PRECAST
STORM STRUCTURE
EXISTING AND PROPOSED PIPE TIE IN
TO PRECAST CONCRETE STRUCTURE
NOT TO SCALE
NOTE
1. LINE ALL DISTURBED CHANNEL BANKS WITH EROSION CONTROL LINER
AND LIVE STAKING.
2. GEOTEXTILE MATTING SHOULD BEGIN INSIDE THE CHANNEL AT THE
NORMAL WATER SURFACE ELEVATION AND EXTEND PAST NEWLY GRADED
TOP OF BANK A MINIMUM OF 24 ".
3. PLACE LIVE STAKES IN MATTING MATERIAL, STARTING AT NORMAL WATER
SURFACE ELEVATION AND EXTENDING 15 FEET INTO THE FLOODPLAIN.
4. PLACE LIVE STAKES WITH A 5 FT STAGGERED SPACING EVERY 3 FT. SEE
SPACING DIAGRAM BELOW.
ORDINARY HIGH
WATER MARK
NORMAL WATER
SURFACE ELEVATION
2 2
1 1
DRIVE LIVE STAKE THROUGH
EROSION CONTROL LINER
VARIES
LIVE STAKE 24 " -36" KEY IN PER
MIN. LENGTH (TYP.) MANUFACTURERS
SPECS.
EXISTING
CHANNEL BED
TYPICAL SECTION & CHANNEL
BANK STABILIZATION DETAIL
DWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
NOT TO SCALE
rR A \ /F_ I CI IRCTR A TF_
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
TOP OF BANK
EROSION
CONTROL LINER
30' -0"
A
RIFFLE GRADE CONTROL - PLAN VIEW
TOP OF RIFFLE
(SEE PROFILE FLOW
FOR DESIGN ELEV.) SLOPE VARIES
(SEE PROFILE) DESIGN BED
SURFACE
a
BANKFULL ELEVATION
BOTTOM OF RIFFLE
(SEE PROFILE FOR
DESIGN ELEV.)
r 0.5'
° �
FILTER
FABRIC D
\� 1.25
GRAVEL SUBSTRATE ' MIN \�
50 / 50 MIX OF CLASS A
RIP RAP AND # 5 STONE GRADE CONTROL ROCK
50 / 50 MIX CLASS
A / B RIP RAP
RIFFLE GRADE CONTROL - PROFILE B -B
45' -O"
BANKFULL ELEVATION
1.25' MIN. INVERT SET AT
PROFILE GRADE
a
77:77777
FILTERS
FABRIC
N
GRAVEL SUBSTRATE
50 / 50 MIX OF
CLASS A
GRADE CONTROL ROCK
RIP RAP AND #
5 STONE
50 / 50 MIX CLASS A / B
RIP RAP
RIFFLE
GRADE CONTROL - SECTION A -A
K4_
RIFFLE
GRADE
CONTROL
D 3
NOT TO SCALE
EROSION
CONTROL LINER
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
DETAILS
�J ENGINEERING DIVISION SCALE: NOT TO SCALE DATE : 2/13/12
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS
SHEET NO.
D3
OF 36.

I
rn
3
vi
O
a�
T
C
O
3
c
N
O
U
Q
v
L
O
O
It
O
O
O
0
N Q �
Z rl
<�
+, N
OU-)
/V N
�6 5
;a o
.w
lL
/V -J
OmCL N
NOTES
1. EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL
PERMANENT VEGETATION IS ESTABLISHED. THE CONTRACTOR SHALL INSPECT
EROSION CONTROL MEASURES AT THE END OF EACH WORKING DAY TO
ENSURE MEASURES ARE FUNCTIONING PROPERLY
2. EROSION CONTROL LINER SHALL NOT BE CUT WITH PLANTING IMPLEMENTS.
THE SMALLEST OPENING NECESSARY TO ACCOMMODATE EACH PLANT SHALL
BE CUT INTO THE LINER USING A SHARP KNIFE OR SHEARS. AFTER PLANTING
IS COMPLETE USE 2 -3 PINS TO SECURE LINER WHERE CUT WAS MADE. ALL
AREAS TO BE PLANTED SHALL BE PREPARED PRIOR TO PLANTING BY DISC
OR SPRING -TOOTH CHISEL PLOW TO MINIMUM DEPTH OF 12 INCHES, TAKING
CARE TO AVOID EXISTING TREES CALLED OUT TO BE PROTECTED. MULTIPLE
PASSES SHALL BE MADE ACROSS PLANTING AREAS WITH THE IMPLEMENT AND
THE FINAL PASS SHALL FOLLOW TOPOGRAPHIC CONTOURS
3. PLANTS SHALL BE INSTALLED IN STAGGERED ROWS. PLANT SPACING SHALL
BE APPROXIMATELY EIGHT FEET (8.0') BETWEEN PLANTS IN THE SAME ROW.
ROWS SHALL BE STAGGERED SUCH THAT PLANTS ARE APPROXIMATELY FIVE
FEET (5.0') APART. AT LEAST 50% OF TREE SPECIES AND 50% OF SHRUB
SPECIES SHALL BE FROM ONE GALLON OR LARGER CONTAINERS. AT LEAST
40% OF ALL PLANTS SHALL BE A SHRUB SPECIES
4. ASPHALTIC TACKIFIER SHALL NOT BE USED
5. ONCE PERMANENT VEGETATION AND EROSION CONTROL MEASURES ARE
ESTABLISHED, THE CONTRACTOR SHALL SCHEDULE A FINAL INSPECTION IN
ORDER TO OBTAIN A CERTIFICATE OF COMPLETION. AFTER APPROVAL, ALL
REMAINING TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED
6. THE RIPARIAN BUFFER IS DEFINED AS THE AREA BETWEEN THE TOP OF BANK
AND THE WIDTH NEEDED TO EXTEND 1.5' ABOVE BANKFULL. THE REMAINING
FLOODPLAIN AREA TO BE PLANTED EXTENDS TO THE CONSERVATION
EASEMENT LINE. SEE PLANTING PLAN SHEETS 10 & 12 FOR FULL EXTENT OF
PLANTINGS
L11
3:1
FLOODPLAIN
EXISTISTISTING
GROUND
05% SLOPE -�
DES
TLM
DRN
TRS
NOTES
JPK
REV
Andropogon gerardii
SAWCUT ASPH. EDGES STRAIGHT AND TRUE APPROX. 2" DEEP
TLM
1.
CONTRACTOR SHALL PATCH PAVEMENT TO THE SAME PAVEMENT
8. IF PAVEMENT SETTLEMENT OCCURS WITHIN 1 YEAR, THE CONTRACTOR
MAXIMUM "PAYMENT" WIDTH
Fringed Sedge
IMMEDIATELY PRIOR TO PATCHING. JAGGED SAWCUTS SHALL
Viburnum nudum
100
CROSS SECTION AS EXISTED PRIOR TO REMOVING PAVEMENT. THE
SHALL REPATCH AT NO ADDITIONAL EXPENSE TO THE OWNER.
(INFORMATION IS FOR USE ON ANNEXATION PROJECTS ONLY):
IIEXISTIST opaca
NOT BE ACCEPTABLE. STRAIGHT UNIFORM WIDTHS PARALLEL TO
CN
IIEXISTIST glabra
STREET CROWN SHALL BE RESTORED. ADJUST PAVER AS REQUIRED.
9. NCDOT WILL REQUIRE FULL DEPTH ASPHALT PATCH TO MATCH
1U MAX. SANITARY SEWER MAIN (10' OR LESS) 3" OF I -19.0 ASPHALT
15
THE EDGE OF PAV'T OR CURB ARE REQUIRED. THE FINAL PRODUCT
Deertongue
Panicum clandestinum
PATCH PAVING MAY OCCUR PRIOR TO PULLING MANDREL THRU SS
EXISTING ASPHALT THICKNESS ON STATE MAINTAINED ROADS.
12' MAX. SANITARY SEWER MAIN ( OVER 10' IN DEPTH) CONCRETE INTERMEDIATE
Panicum virgatum
SHALL BE SUBJECT TO THE ENGINEERS APPROVAL.
Betula nigra
River Birch
PROVIDED DENSITY TEST OF TRENCH BACKFILL MEET THE
NCDOT REQUIRES PATCH PAVING SAME DAY AS REMOVAL.
6' MAX. SANITARY SEWER LATERAL COURSE
TACKCOAT (TYP.)
MAXIMUM "PAYMENT" WIDTH
BR
REQUIRED DENSITY AND ENGINEER APPROVES OF PATCHING
Sorghum bicolor
4' MAX. WATER MAIN AND LATERAL TACKCOAT ALONG
(0.25 GAL /SY)
(INFORMATION IS FOR USE ON ANNEXATION PROJECTS ONLY):
( Floodplain)
Buckwheat
STREET PRIOR TO MANDREL TESTING SANITARY SEWER MAIN.
10. TEST FOR DENSITY OF COMPACTION MAY BE MADE AT THE
(WIDTHS GREATER THAN MAX. WILL NOT BE PAID) VERTICAL FACE
SAW CUT EXISTING
ASPHALT EDGES
1U MAX. SANITARY SEWER MAIN (10' OR LESS) 2" MIN. S9.5 ASPHALT
2.
WHERE PATCH OF CURBING OCCURS CONTRACTOR SHALL MATCH
OPTION OF THE ENGINEER AND DEFICIENCIES SHALL BE
ALL PAVEMENT
EDGES (0.25 Gal /sy.)
STRAIGHT &TRUE
12' MAX. SANITARY SEWER MAIN (OVER 10' IN DEPTH) CONCRETE SURFACE
TACKCOAT (TYP.)
Itea virginica
EXISTING CURB GRADES WITHIN 0.02 FEET. PATCHES THAT ARE
CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST
CONC. CURB
Viburnum,
Possumhaw
6' MAX. SANITARY SEWER LATERAL COURSE SEE NOTES.
(0.25 GAL /SY)
IIEXISTIST opaca
ABOVE THE CURB GRADE LINE WILL NOT BE ACCEPTABLE AND SHALL
TO THE OWNER. THE ENGINEER MAY HAVE COMPACTION
REMOVE ALL BROKEN CRACKED EXISTING
Tree
4' MAX. WATER MAIN AND LATERAL
BE REMOVED AND REPATCHED AT NO EXPENSE TO THE OWNER.
TEST PERFORMED AFTER THE BACKFILL IS COMPLETE.
ASPHALT ADJACENT TO THE
TRENCH PRIOR TO PATCHING ASPHALT
TO REMAIN.
g C g C
/ /
(WIDTHS GREATER THAN MAX. WILL NOT BE PAID)
EXISTISTISTING
SAW CUT EXISTING
ASPHALT EDGES
125
CURB PATCH SHALL BE THE SAME SHAPE /TEMPLATE AS THE
CONTRACTOR SHALL BE REQUIRED TO EXCAVATE TO
Sycamore
125
ASPHALT
STRAIGHT & TRUE
Bald Cypress
EXISTING CURB.
VARIOUS ELEVATIONS FOR DENSITY TESTING EXCAVATION,
............... ................:.:.::.:..:.:..
:;:::::;::::;:::;::.::
TO REMAIN. CONC. CURB
3.
CONTRACTOR SHALL BE REQUIRED TO PROVIDE TRAFFIC CONTROL
BACKFILL AND RECOMPACTION SHALL BE PERFORMED AT NO
....................................................... ...............................
AND DEVICES AS REQUIRED BY THE MUTCD OR N.C. SUPPLEMENT.
ADDITIONAL COSTS TO THE OWNER.
.:..................... ...::::::::::::::::::::::::::::
REPLACE CONS.
B/C B/C
IIEXISTIST opaca
WORK CAN NOT PROCEED UNTIL THE MEASURES ARE IN PLACE.
100
CN
CURB AS
NECESSARY
Myrica cerifera
Plantanus occidentalis
Wax Myrtle
Sycamore
100
250
CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT NEVV
Quercus phellos
_ ��� �IIII�LL %LIIII %II
(TYP.)
ASPHAL
'_ _ iis,i „�
-
PAVEMENT FROM TRAFFIC AND OTHER SOURCES OF DAMA GE
II IIiIIIIUNDIISTURBED
c� Iljll
-III EXIST
- --
=II I I -II ALL PA )(EME� EDGES
TO PREVENT
%1jIIIIILIIII
BASE
I
REPLACE CONC.
DAMAGE FROM SURFACE DEFLECTIONS.
III�LIIII�III III -� III- -
�IIII II OI�� %�
_
- - - /
CURB EESSARY
4.
CONTRACTOR SHALL SAWCUT EXIST. PAVEMENT STRAIGHT AND TRUE
* - NOTES 5 & 9 APPLY TO PERMANENT PAVEMENT PATCHES ONLY.
III% jll'L Ill�u�ll Lill
III�LIIII
(TYP.)
III�LIIIIIII II�
III Ill�u
2 III I /UNDISTURBED
ASPHAL
PRIOR TO REMOVING ASPHALT FOR UTILIITY INSTALLATION.
II��IIILIIII
SOI L
6" MIN. �IIiI
THE ENGINEER MAY APPROVE THE USE OF A MILLING MACHINE
Illl��llll�
III�L
/�IIII
FOR REMOVAL OF THE EXISTING PAVEMENT WITHIN TRENCH LIMITS.
III I
WHERE MILLING IS APPROVED THE CONTRACTOR SHALL PLACE
ASPHALT PATCH SHALL
AND COMPACT MILLINGS IN MILLED AREA TO PROVIDE AN INTERIM
EXTEND A MINIMUM OF 6" SOIL TYPE SUBBASE MATERIAL
LAST 30F FILL BELOW SUBGRADE
TRAFFIC SURFACE. MILLING WHERE APPROVED BY ENGINEER
ONTO UNDISTURBED BASE COMPACTED TO 100% MAX. DRY
DENSITY ASTM D698 IN 8" MAX.
STREET
OF STONE SHALL BE COMPACTED
IS AN ALTERNATE TO CUTTING ASPHALT AND DISPOSING OFF -SITE.
LOOSE LIFTS.
P
TO 98% MAX. DRY DENSITY IN MAX.
�A V
8" LOOSE LIFTS
* 5.
AFTER UTILITY IS INSTALLED AND TESTED AND THE
EXISTING BASE IN CITY
EXCESS BASE MATERIAL REMOVED (APPROX. 2 ") CONTRACTOR
SUBDIVISION STREETS IS LAST 30F FILL BELOW SUBBASE
AGGREGATE BASE COURSE COMPACTED
STREET
SHALL AGAIN SAWCUT EXISTING PAVEMENT STRAIGHT AND TRUE
USUALLY 9" SAND CLAY. COMPACTED TO 98% MAX. DRY
TO 100% MAX. DRY DENSITY AS
SEE APPLICABLE TRENCH
PLAN
IMMEDIATELY PRIOR TO PAVING AS NOTED ABOVE.
DENSITY IN MAX. 8" LOOSE LIFTS
DETERMINED BY AASHTO T -99 AS
SEE APPLICABLE TRENCH DETAIL
MODIFIED BY NCDOT OR WITH PERMISSION DETAIL FOR COMPACTION
6.
MILLING OPERATIONS SHALL BE LIMITED TO 1800 FEET PER MAIN LINE
FOR COMPACTION OF REMAINING
OF ENGINEER, 4" I -19.0 ASPHALT OF REMAINING TRENCH
CREW NOT TO EXCEED 3000 FEET IN TOTAL OF DISTURBED ROADWAY
TRENCH
CONCRETE INTERMEDIATE COURSE.
FOR THE ENTIRE PROJECT AT ONE TIME WHERE. CONTRACTOR SHALL
• ENGINEERING & INFRASTRUCTURE DEPT.
• ENGINEERING & INFRASTRUCTURE DEPT.
PATCH PAVE DISTURBED AREA OF ROADWAY PRIOR TO DISTURBING
• ENGINEERING & INFRASTRUCTURE DEPT.
CIVIL ENGINEERING DIVISION
CIVIL ENGINEERING DIVISION
ADDITIONAL ROADWAY.
CIVIL ENGINEERING DIVISION
V
V 433 HAY ST. 28301
V 433 HAY ST. 28301
V 433 HAY ST. 28301
(910) 433 -1656
(910) 433 -1656
7.
AT NO TIME SHALL THE TRENCH BE LEFT UNATTENDED WITH
(91 O) 433 -1656
A VERTICAL DROP GREATER THAN 1 INCH FROM ASPHALT
SEE ADDITIONAL NOTES ON DETAIL SD -11.2
TYPICAL TEMPORARY
SEE ADDITIONAL NOTES ON DETAIL SD -11.2
TYPICAL PERMANENT
SURFACE TO TOP OF BACKFILLED TRENCH.
OTES FOR TYPICAL PERMANENT
SAWCUT AND
SAWCUT AND
AND TEMPORARY SAWCUT AND
PAVEMENT
PAVEMENT
PAVEMENT
PAGE 1 OF 3
PATCH DETAIL
PAGE 2 OF 3
PATCH DETAIL
PAGE 3 OF 3 PATCH DETAIL
SD-11
DATE 3/11/2008 DRAWN BY C.W.
SD-11.1
DATE 3/11/2008 DRAWN BY C.W.
SD- _ 11.2 DATE 3/11/2008 DRAWN BY C.W.
CAD FILE TYPPATD1
SCALE N.T.S. CK D BY C.A.
FCAD FILE TYPPATD1
SCALE N.T.S. CK D BY C.A.
CAD FILE : TYPPATD1
SCALE N.T.S. CK D BY C.A.
NOTES
1. EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL
PERMANENT VEGETATION IS ESTABLISHED. THE CONTRACTOR SHALL INSPECT
EROSION CONTROL MEASURES AT THE END OF EACH WORKING DAY TO
ENSURE MEASURES ARE FUNCTIONING PROPERLY
2. EROSION CONTROL LINER SHALL NOT BE CUT WITH PLANTING IMPLEMENTS.
THE SMALLEST OPENING NECESSARY TO ACCOMMODATE EACH PLANT SHALL
BE CUT INTO THE LINER USING A SHARP KNIFE OR SHEARS. AFTER PLANTING
IS COMPLETE USE 2 -3 PINS TO SECURE LINER WHERE CUT WAS MADE. ALL
AREAS TO BE PLANTED SHALL BE PREPARED PRIOR TO PLANTING BY DISC
OR SPRING -TOOTH CHISEL PLOW TO MINIMUM DEPTH OF 12 INCHES, TAKING
CARE TO AVOID EXISTING TREES CALLED OUT TO BE PROTECTED. MULTIPLE
PASSES SHALL BE MADE ACROSS PLANTING AREAS WITH THE IMPLEMENT AND
THE FINAL PASS SHALL FOLLOW TOPOGRAPHIC CONTOURS
3. PLANTS SHALL BE INSTALLED IN STAGGERED ROWS. PLANT SPACING SHALL
BE APPROXIMATELY EIGHT FEET (8.0') BETWEEN PLANTS IN THE SAME ROW.
ROWS SHALL BE STAGGERED SUCH THAT PLANTS ARE APPROXIMATELY FIVE
FEET (5.0') APART. AT LEAST 50% OF TREE SPECIES AND 50% OF SHRUB
SPECIES SHALL BE FROM ONE GALLON OR LARGER CONTAINERS. AT LEAST
40% OF ALL PLANTS SHALL BE A SHRUB SPECIES
4. ASPHALTIC TACKIFIER SHALL NOT BE USED
5. ONCE PERMANENT VEGETATION AND EROSION CONTROL MEASURES ARE
ESTABLISHED, THE CONTRACTOR SHALL SCHEDULE A FINAL INSPECTION IN
ORDER TO OBTAIN A CERTIFICATE OF COMPLETION. AFTER APPROVAL, ALL
REMAINING TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED
6. THE RIPARIAN BUFFER IS DEFINED AS THE AREA BETWEEN THE TOP OF BANK
AND THE WIDTH NEEDED TO EXTEND 1.5' ABOVE BANKFULL. THE REMAINING
FLOODPLAIN AREA TO BE PLANTED EXTENDS TO THE CONSERVATION
EASEMENT LINE. SEE PLANTING PLAN SHEETS 10 & 12 FOR FULL EXTENT OF
PLANTINGS
L11
3:1
FLOODPLAIN
EXISTISTISTING
GROUND
05% SLOPE -�
DES
TLM
DRN
TRS
CHK
JPK
REV
Andropogon gerardii
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
PROP FLOOD
PLAIN BENCH
SEE SHEETS
CS1 -CS7
REV I DATE
FLOODPLAIN
VARIES
ZONE C
15' VARIES
ZONE A ZONE B*
BANKFULL ELEVATION
WATER MARK
ELEV 147.60±
CHANNEL BED
(UNDISTURBED)
*NOTE:
NO WOODY VEGETATION SHALL BE PLANTED WITHIN
SEWER EASEMENT
PLANTING ZONE DETAIL
PLANTING PLAN NOTES
NOT TO SCALE
DESCRIPTION
DRAWING NAME:
Coventry - Details. dwg
PLANTING LIST
Scientific Name
Common Name
Stems/ Acre
Source
Percent
Zone A
(Along channel)
Andropogon gerardii
15
3
Shrub
Andropogon glomeratus
15
3
Fringed Sedge
i ibztrmmt, Possumhaw
Viburnum nudum
100
CN
"Zone A - 0 to 15
feet along channel
banks
live stakes along top
of bank
spacing for Zone A
is8x8 feet "
American Holly
IIEXISTIST opaca
100
CN
IIEXISTIST glabra
Holly, Inkberry
100
CN
15
3
Deertongue
Panicum clandestinum
Tree
2
Switchgrass
Panicum virgatum
10
Betula nigra
River Birch
100
BR
Fraxinus pennsylvanica
Green Ash
100
BR
Sudangrass
Sorghum bicolor
"German Foxtail Millet
( Foxtail bristlegrass)"
Zone B
( Floodplain)
Buckwheat
Fagopyrum esculentum
Shrub
Echinochloa f imentacea
Sambuczts canadensis
Elderberry
;(>
CN
"Zone B -from 15
feet to limit of
disturbed floodplain
spacing for Zone B
is 8 x 8 feet"
Virginia Sweetspire
Itea virginica
50
CN
i abumum mudum
Viburnum,
Possumhaw
50
CN
IIEXISTIST opaca
American Holly
50
CN
Tree
Betula nigra
River Birch
100
BR
Fraxinus pennsylvanica
Green Ash
125
BR
Plantanus occidentalis
Sycamore
125
BR
Taxodium distichum
Bald Cypress
150
BR
Zone C
(Upland areas)
Shrub
IIEXISTIST opaca
American Holly
100
CN
"Zone C - Upland
areas
spacing for Zone C
is 8 x 8 feet"
Myrica cerifera
Plantanus occidentalis
Wax Myrtle
Sycamore
100
250
CN
BR
Quercus phellos
Willow Oak
250
BR
LS-Live Stake
J CN -Container (1 -3 gal)
3:1
BR-Bare Root
PROP FLOOD PLAIN BENCH
SEE SHEETS CSI -CS7
PROJECT NO. 20100046.00.RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
SEEDING LIST
WETLAND SEED MIX (ZONES A & B)
Herbaceous Vegetation Seed Mix (APPLY AT 20 POUNDS PER ACRE)
Common Name
Scientific Name
Percent
Pounds
Big Bluestem
Andropogon gerardii
15
3
Bushy Broomsedge
Andropogon glomeratus
15
3
Fringed Sedge
CarEXISTIST crinata
10
2
Lurid Sedge
CarEXISTIST lurida
10
2
Tussock Sedge
CarEXISTIST stricto
10
2
Virginia Wildrye
Elymus virginicus
15
3
Deertongue
Panicum clandestinum
10
2
Switchgrass
Panicum virgatum
10
2
Woolgrass
Scirpus cyperinus
5
1
UPLAND SEED MIX (ZONE C)
Herbaceous Vegetation Seed Mix (APPLY AT 40 POUNDS PER ACRE)
Common Name
Scientific Name
Percent
Pounds
Purple Lovegrass
Eragrostis spectabdis
25
10
Virginia Wild Rye
Elymus virginicus
25
10
Switchgrass
Panicum virgatum
25
10
Little Blue Stem
Schizachyrium scoparium
10
4
Woolgrass
Scirpus cyperinus
5
2
Eastern Gammagrass
Tripsacum dactyloides
10
4
TEMPORARY SEEDING LIST
Temporary Seed Mixes - Buckhead Creek - Fayetteville, NC
Planting period
Planting Mix
Additional Requirement
October through April
Plant Winter Mix
February 15 through April
2.
DO NOT COMPACT SOIL AROUND PLANTINGS
Replant with Summer Mix in
May
PLANT IN HOLES MADE BY A MATTOCK, DIBBLE, PLANTING BAR, OR OTHER APPROVED
MEANS
May through September
Plant Summer Mix
July 15 through September
DOWN WITHOUT J- ROOTING
5.
Replant with Winter Mix in
October
Seed Winter Mix (Select at least 2)
CANVAS, BURLAP, OR STRAW
Common Name
Scientific Name
Apply at 40 lb ac
Barley
Hordetmt sp.
ARRIVING ONSITE
Winter Rye
Secale cereale
Winter Wheat
Triticum sp.
Oats
Avena sp.
Seed Summer Mix (Select at least 2)
Common Name
Scientific Name
Apply at 40 lb ac
Browntop Millet
Panicum ramosum
Pearl Millet
Pennisetum glaucxma
Sudangrass
Sorghum bicolor
"German Foxtail Millet
( Foxtail bristlegrass)"
Setaria italica
Buckwheat
Fagopyrum esculentum
Japanese Millet
Echinochloa f imentacea
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
NOTES:
1.
PLANT BARE ROOT SHRUBS AND TREES TO THE WIDTH OF THE LIMITS OF DISTURBANCE
AS SHOWN ON THE PLANS. IN WOODED AREAS, SUPPLEMENT PLANTINGS ONLY AS
NEEDED
2.
DO NOT COMPACT SOIL AROUND PLANTINGS
BANKFULL ELEVATION 3.
PLANT IN HOLES MADE BY A MATTOCK, DIBBLE, PLANTING BAR, OR OTHER APPROVED
MEANS
4.
PLANT IN HOLES DEEP AND WIDE ENOUGH TO ALLOW THE ROOTS TO SPREAD OUT AND
DOWN WITHOUT J- ROOTING
5.
KEEP ROOTS MOIST WHILE DISTRIBUTING OR WAITING TO PLANT BY MEANS OF WET
CANVAS, BURLAP, OR STRAW
6.
HEEL -IN PLANTS IN MOIST SOIL OR SAWDUST IF NOT PROMPTLY PLANTED UPON
ARRIVAL TO PROJECT SITE. ALL PLANTS MUST BE INSTALLED WITHIN 48 HOURS OF
ARRIVING ONSITE
7.
BARE ROOT SEEDLINGS MUST BE FULLY DORMANT WHEN PLANTED
BOTTOM OF CHANNEL
CROSS SECTION VIEW OR BARE ROOT PLANTING
BARE ROOT PLANT INSTALLATION
2 x DIA. OF
CONTAINER
TYPICAL
CONTAINER
GROWN TREE
OR SHRUB
ROOT BALL
NOT TO SCALE
BACKFILL WITH APPROVED
PLANTING SOIL OR ON -SITE
STOCKPILED TOPSOIL. SEE CITY
OF CHARLOTTE LANDSCAPE
CONSTRUCTION STANDARDS,
SECTION 32 91 00
CONSTRUCTION SOIL
III III III�III III�III III III III III III III III
VARIES
VARIES
NOTES FOR CONTAINER PLANTING:
1. WHEN PREPARING THE HOLE FOR A POTTED PLANT OR
SHRUB DIG THE HOLE 8 -12 INCHES LARGER THAN THE
DIAMETER OF THE POT AND THE SAME DEPTH AS THE
POT. SCARIFY SIDES AND BOTTOM OF THE HOLE
2. REMOVE THE PLANT FROM THE POT. LAY THE PLANT ON
ITS SIDE IF NECESSARY TO REMOVE THE POT
3. FOR ALL CONTAINERIZED PLANTS, MAKE VERTICAL CUTS IN
ROOTBALL KNIFE JUST DEEP ENOUGH TO CUT THE NET OF
ROOTS. ALSO MAKE A CRISS -CROSS CUT ACROSS THE
BOTTOM OF THE ROOTBALL
4. PLACE THE PLANT IN THE HOLE
5. FILL HALF OF THE HOLE WITH SOIL (SAME SOIL REMOVED
FOR BACKFILL)
6. BACKFILL ONE -HALF OF REMAINING HOLE WITH
ACCEPTABLE PLANTING MEDIUM AND WATER THOROUGHLY.
BACKFILL REST OF HOLE WITH ACCEPTABLE PLANTING
MEDIUM. FIRM DOWN, ELIMINATING ALL AIR POCKETS. DO
NOT PACK
7. BUILD A FOUR -INCH HIGH BERM AROUND THE EDGE OF
THE ROOT BALL USING SOIL REMOVED FROM THE HOLE TO
FORM A BASIN FOR HOLDING WATER. THE BOTTOM OF THE
BASIN SHALL BE AT SURROUNDING FINISH GRADE
8. CONTAINER PLANTS INSTALLED WITHIN LIMITS OF
DISTURBANCE DO NO REQUIRE A LAYER OF MULCH
CONTAINERIZED PLANT INSTALLATION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
NOT TO SCALE
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12 D4
DESIGN BY: TLM DRAWN BY: TRS OF 36.

9
3
c
T
c
N
O
U
3
T
c
a�
O
U
0
0
Q
O
L
O
O
O
O
O
O
2 p
Za
> O�
;a o
.510 4-J
M
/V -J
Om(L N
6 +50
152
150
148
146
44
–80 –60 –40 –20 0
6+25
152
150
148
146
44
–60 –40 –20 0 2
6 +00
152
150
148
146
1HH
152
150
148
146
144
40 –20 0
5+75
� l
150
148
146
144
150
148
146
44
8 +25
PROP F OOD WALL
TOP ELEV = 151,50
-
— \7 PROP. FLOOD BEN H
(T)")
–60 –40 –20 0 20 40 60 80 100 120 140
8 +00
PROP FLOOD WAL
TOP LEV = 151. 0
\
PROF FLOOD BE CH
(T P)
–60 –40 –20 0
7+75
132
152
150
150
PROP. FLOOD
TOP EL
WALL
V = 151.50
146
146
144
144
DRN
TRS
146
152
WALL
151.50
CHK
JPK
\
I
144
144
–60 –40 –20 0
146
150
REV
142
REV
150
DESCRIPTION
OPER.
APP
TLM
7 +25
DRAWING NAME:
Coventry-De sign. dwg
150
PROD. MGR.
TLM
Office Locations:
North Carolina Georgia
South Carolina
PROJECT NO. 20100046.00.RA
DATE
2/13/12
148
148
—
100
120
140
146
144
146
146
144
20 40 60 80 100 120 140
PR
T
P. FLOOD MILL
=11
_
142
152
40
60
80
100
120
140
150
148
146
144
0 40 60 80 100 120 140
150
148
146
144
150
148
146
44
8 +25
PROP F OOD WALL
TOP ELEV = 151,50
-
— \7 PROP. FLOOD BEN H
(T)")
–60 –40 –20 0 20 40 60 80 100 120 140
8 +00
PROP FLOOD WAL
TOP LEV = 151. 0
\
PROF FLOOD BE CH
(T P)
–60 –40 –20 0
7+75
132
152
150
150
148
148
146
146
144
144
20 40 60 80 100 120 140
PROP. BER
TOP ELEV 151.00
–60 –40 –20 0 20 40 60 80 100 120 14(
5+50
152
150
148
146
144
152 152
—
150 P OR BERM 150
T P FLEA = 1 1.00
148 / 148
146 146
144 144
–60 –40 –20 0 20 40 60 80 100 120 140
5 +25
152 152
150 150
/
/
PROP. BE M
TOP FLEA = 151.00
148 / 148
—
146 146
144 144
–40 –20 0 20 40 60 80 100 120 140
5 +00
152 152
150 150
PROP, ERM
TOP EL V = 151,00
148 / 148
146 146
144 144
0 20 40 60 80 100 120 140
DES
TLM
,K
WK
DDIC:KSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, NC 27607
(919) 782 -0495 NC Licence No. F -0374
148
148
—
DRN
TRS
146
148
WALL
151.50
CHK
JPK
\
I
144
144
–60 –40 –20 0
146
150
REV
142
REV
DATE
DESCRIPTION
OPER.
APP
TLM
7 +25
DRAWING NAME:
Coventry-De sign. dwg
150
PROD. MGR.
TLM
Office Locations:
North Carolina Georgia
South Carolina
PROJECT NO. 20100046.00.RA
DATE
2/13/12
152
150
148
146
144
142
–80 –60 –40 –20 0
–40 –20 0
7+50
150
148
148
—
—
146
148
WALL
151.50
—
\
I
144
144
–60 –40 –20 0
146
150
142
–40 –20 0
152
144
142
80 100 120 140
7 +25
150
-
144
148
—
100
120
140
146
144
146
7 +00
PROP.
20 40 60 80 100 120 140
20 40 60 80 100 120 14(
20 40 60
52
150
148
146
1 A A
150
148
146
144
150
148
146
144
150
150
148
—
—
148
WALL
151.50
—
\
I
144
–60 –40 –20 0
146
150
146
144
142
80 100 120 140
150
148
146
144
150
148
146
144
150
148
—
—
146
WALL
151.50
148
144
–60 –40 –20 0
6 +75
20 40 60
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
150
148
146
144
Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
SHEET NO
�J ENGINEERING DIVISION SCALE: V = 20' DATE : 2 /I3 /I2 CS1
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS OF 36.
150
—
152
PROP, FL00
TOP ELEV =
WALL
151.50
148
150
146
-
-
144
80
100
120
140
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
150
148
146
144
Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
SHEET NO
�J ENGINEERING DIVISION SCALE: V = 20' DATE : 2 /I3 /I2 CS1
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS OF 36.
152
PROP, FL00
TOP ELEV =
WALL
151.50
150
-
-
148
146
144
142
20
40
60
80
100
120
140
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
150
148
146
144
Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
SHEET NO
�J ENGINEERING DIVISION SCALE: V = 20' DATE : 2 /I3 /I2 CS1
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS OF 36.

154 154
152 152
PROP FLOOD N/AL
TOP LEV = 151,K /
150 150
-
-
148 \ I 148
146 146 11 +00
144 144 154 154
—100 —80 —60 —40 —20 0 20 40 60 80 100 120 140
P OP. FLOOD WALL
9+50 152 T P ELEV = 151.50 152
154 154 150 150
152 / 152 148 148
PROP. LOOD WALL PROP. FLOOD BENCH
150 TOP EL V = 151.50 / 150 146 I 146
148 148 144 I� 144
� I
146 146 142 142
44 144
—120 —100 —80 —60 —40 —20 0 20 40 60 80 100 120 140
L —100 —80 —60 —40 —20 0 20 40 60 80 100 120 140 10+75
9+25 154 154
PROP, FLUOR WALL /
154 1 154 152 TOP ELEV 151.50 52
—
152 152 150 150
POP, FLOOD WALL /
OP ELEV = 151,50 �
150 150 148 148
� PRO FLOOD BE CH
(T P)
148 148 146 I 146
� 1
I J
146 I 146 144 144
1 / —120 —100 —80 —60 —40 —20 0 20 40 60 80 100 120 140
44 44
—100 —80 —60 —40 —20 0 20 40 60 80 100 120 140 1 0 + 5 0
9+00 154 154
152 P 152 152 � 152
OP. BERM
T P ELEV = 1 1.50 PROP. FLOOD WALL
150 150 150 P ELEV = 151.50 150
-
-
48 ''� / 48 148 148
P OP. FLOOD ENCH
(TYP)
146 146 146 46
I J I J
144 144 144 144
—100 —80 —60 —40 —20 0 20 40 60 80 100 120 140 —120 —100 —80 —60 —40 —20 0 20 40 60 80 100 120 140
8+75 10+25
152 152 154 — 154
50 PR P BERM
150 152 — 152
TO ELEV 15 .50
U —
W —
PROP. FLO D WALL
TOP ELEV 151.50 -
X 148 148 150 150
- -N F— — —
3 146 146 148 148
•
C
I PROP. FLOOD
.21 TYP)
144 144 146 I 146
Know what's below.
42 142 144 144 Call before you dig.
� —100 —80 —60 —40 —20 0 20 40 60 80 100 120 140 —120 —100 —80 —60 —40 —20 0 20 40 60 80 100 120 140
O
U
8+50 10+00
3
152 152 152 152 GRAPHIC SCALES
VALL
PROP. BERM T 'P OP. FLOOD ELEV 1 1.50 20 40 60
TOP E Ev = 151.5 / HorZ. Profile ............
0 150 150 50 150
4 8 16
U 148 � 148 148 � / � 148 77
O PROP. FLOO1 BENCH
TYP)
0 146 146 146 146
co
O /
O 144 144 144 144
O —80 —60 —40 —20 0 20 40 60 80 100 120 140 —100 —80 —60 —40 —20 0 20 40 60 80 100 120
N
Z rl
o BUCKHEAD CREEK
0(o WATERSHED IMPROVEMENTS
/m N
U) o N DES TLM
WK COVENTRY ROAD CULVERT
w N DRN TRS DICKSON & STREAM IMPROVEMENTS
° _ 0 � FOR PERMITTING e
Y +W M CHK JPK community infrastructure consultants 0 0 0
O m N REV 720 CORPORATE CENTER DRIVE ONLY -NOT FOR ��� CROSS- SECTIONS
REV DATE DESCRIPTION OPER. RALEIGH, NC 27607
(919) 782 -0495 ENGINEERING DIVISION SCALE: I 20 DATE : 2 /I3 /I2
DRAWING NAME. CONSTRUCTION " -_ SHEET NO.
APP TLM NC Licence No. F -0374
Coventry- De Office Locations: CS2
PROJ. MGR. TLM North Carolina Georgia ENGINEERING & INFRASTRUCTURE DEPARTMENT
DATE 2/13/12 PROJECT NO. 20100046.00.RA South Carolina 433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS
OF 36.

M
1�
3
c
rn
a�
T
C
N
>
0
3
T
C
>
0
U
0
0
a
L_
L
0
0
0
It
0
0
0
0
z a—
N
/V N
V 6 5
;a 0
. w
/V 0
omrL N
156
156
154
/
154
154
154
EXISTING WETLANDS
TO REMAIN
\1
EXISTIN WETLANDS-
PROP. FLOOD
150
152
E
ISTING WETL NDS
152
150
148
146
150
146
TO R MAIN
PROP. FLOOD
148
44
\�
EXISTING ETLANDS
T REMAIN
PROP
146
TYP
/
POP. FLOOD
BENCH
(TYP)
144
144
—100
—80
—60 —40 —20
142
L
FLOOD BEN
—100
—80 —60 —40
—20
154
152
150
148
146
144
142
156
154
152
150
148
146
144
142
156
154
152
150
148
146
144
142
12+00
I
I
0 20
11 +75
40
—100 —80 —60 —40 —20
156
154
/
154
152
154
EXISTING WETLANDS
TO REMAIN
\1
EXISTIN WETLANDS-
PROP. FLOOD
150
PROP. FLOOD
152
150
148
146
146
146
PROP. FLOOD
BENCH
44
BENCH
EXISTING ETLANDS
T REMAIN
PROP
OH
TYP
/
(TYP)
WETLANDS
144
—100
—80
—60 —40 —20
L
FLOOD BEN
H
/
—100 —80 —60 —40 —20
0 20
11 +2
60
PROP, FLOOD BENCH
(TYP)
40 60
156
154
/
154
152
154
EXISTING WETLANDS
TO REMAIN
\1
150
150
PROP. FLOOD
0 20
11 +2
60
PROP, FLOOD BENCH
(TYP)
40 60
—100 —80 —60 —40 —20
0 20
11 +25
-PROP. FLOOD BEE,
(TYP)
156
154
152
150
148
146
144
142
80 100 120
156
154
/
154
152
154
150
150
PROP. FLOOD
152
150
148
146
146
146
PROP. FLOOD
44
BENCH
EXISTING ETLANDS
T REMAIN
PROP
OH
/
(TYP)
WETLANDS
144
—100
—80
—60 —40 —20
L
FLOOD BEN
H
—100 —80 —60 —40 —20
0 20
11 +25
-PROP. FLOOD BEE,
(TYP)
156
154
152
150
148
146
144
142
80 100 120
IJu
154
152
150
148
146
144
142
40 60 80 100 120 140
156
154
/
154
152
154
150
150
148
152
150
148
146
146
146
PROP. FLOOD
44
142
80 100 120
IJu
154
152
150
148
146
144
142
40 60 80 100 120 140
156
/
154
154
150
148
152
150
148
146
146
EXISTING WE TLANDS
TO REMAIN
PROP. FLOOD
EXISTING ETLANDS
T REMAIN
PROP
OH
/
(TYP)
WETLANDS
144
—100
—80
—60 —40 —20
FLOOD BEN
H
/
IJu
154
152
150
148
146
144
142
40 60 80 100 120 140
—120 —100 —80 —60 —40 —20 0
DES TLM
DRN TRS
CHK JPK
PROP, FLOOD BENCH
(TYP)
20 40
REV KEV DATE DESCRIPTION
APP TLM DRAWING NAME:
PROJ. MGR. TLM Coventry-De sign. dwg
DATE 2/13/12 PROJECT NO. 20100046.00.RA
156
156
/
154
154
150
148
152
150
148
146
146
EXISTING WE TLANDS
TO REMAIN
PROP. FLOOD
EXISTING ETLANDS
T REMAIN
PROP
BENCH
/
(TYP)
WETLANDS
144
—100
—80
—60 —40 —20
FLOOD BEN
H
/
(T
P)
[FISHING
WETI ANDS
—120 —100 —80 —60 —40 —20 0
DES TLM
DRN TRS
CHK JPK
PROP, FLOOD BENCH
(TYP)
20 40
REV KEV DATE DESCRIPTION
APP TLM DRAWING NAME:
PROJ. MGR. TLM Coventry-De sign. dwg
DATE 2/13/12 PROJECT NO. 20100046.00.RA
156
156
/
154
154
150
148
152
150
148
146
146
EXISTING WE TLANDS
TO REMAIN
PROP. FLOOD
BENCH
/
(TYP)
WETLANDS
144
—100
—80
—60 —40 —20
156
154
152
EXISTING WETLANDS
TO REMAIN
150 �
148 \ � � /
PR P. FLOOD BENCH-// NCH
YR)
146
I
144
—100 —80 —60 —40 —20
IJu
154
152
150
148
146
144
IJu
154
152
150
148
146
144
+ +25
0 20 40 60
12 +22
0 20 40 60
12+75
/ 156
/
/ 154
152
150
148
146
144
80 100
156
/
154
152
150
148
146
144
80 100
/ 156
/
/ 154
152
150
148
146
144
80 100
—100 —80 —60 —40 —20 0 20
12 +52
40 60 80 100
ICU
154
152
150
148
146
144
/
EXISTIN
WETLANDS
XISTING WE I LANDS
TO TEMAIN
PROP, FLOOD BENCH
(TYP)
/
[FISHING
WETI ANDS
—
PROP, FL
OD BENCH
TYP
I
I
PROP. FLOOD
(TYP)
BENCH
PROP. F
GOD BENCH
/
r
li
(TYP)
lolol
—100 —80 —60 —40 —20 0 20
12 +52
40 60 80 100
ICU
154
152
150
148
146
144
—100 —80 —60 —40 —20 0
12+25
wU wU
154 154
152 152
150 150 L_1
148 148
146 146
144 144
142 142
60 80 100 120 140
DWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
154
152
150
148
146
144
20 40 60 80 100 120
/
XISTING WE I LANDS
TO TEMAIN
PROP, FLOOD BENCH
(TYP)
/
[FISHING
WETI ANDS
TO REMAIN
I
PROP. FLOOD
(TYP)
BENCH
/
r
lolol
PROP, FLO
D BENCH
PROP, FLOOD
(TYP)
BENCH
(TYP)
J
—100 —80 —60 —40 —20 0
12+25
wU wU
154 154
152 152
150 150 L_1
148 148
146 146
144 144
142 142
60 80 100 120 140
DWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
154
152
150
148
146
144
20 40 60 80 100 120
—100 —80 —60 —40 —20 0 20
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
I�u
154
152
150
148
146
144
142
40 60 80 100 120
Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
�J ENGINEERING DIVISION SCALE: V = 20'
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TL
M
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
DATE : 2/13/12
SHEET NO.
CS3
DRAWN BY: TRS OF 36.
XISTING WE I LANDS
TO TEMAIN
PROP, FLOOD BENCH
(TYP)
/
I
PROP. FLOOD
(TYP)
BENCH
/
r
—100 —80 —60 —40 —20 0 20
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
I�u
154
152
150
148
146
144
142
40 60 80 100 120
Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
�J ENGINEERING DIVISION SCALE: V = 20'
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TL
M
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
DATE : 2/13/12
SHEET NO.
CS3
DRAWN BY: TRS OF 36.

W,
N
M
3
c
rn
a�
T
c
N
0
i
3
T
c
a�
>
0
/
Q
c
L
O
O
O
O
O
O
N
N p �
Za
M
+, N
O(r)
;Q o
.w
�Y�M
/V 0
0 M FL N
I J0
156
154
152
E
150
\
148
146
,AA
14+25
-100 -80 -60 -40 -20
158
OF WETLA D
STURBANCE
PROP, FLOOD BENCH—/ I
(TYP)
DRN
TRS
156
154
JPK
REV
REV
I DATE
152
150
148��
146
144
-100
EXISTING WETLANDS
TO REMAIN
PROP. FLOOD RFNrH
(TYP)
-80 -60 -40
PROJ. MGR.
EXISTING WETLAND
TO REMAI
fA
PROP
(T ) P)
DATE
154
-20
XTEIIT
D
z�
152
EXI
TING WETLA DS
To RE Aw
150
�
148`
/
J
--PROP Finnn
RFNLH
PROP. FLOOD BENCH
TYP)
144
(TYP)
-100
-80 -60 -40
-20
-100 -80 -60 -40 -20
158
TLM
DRN
TRS
156
154
JPK
REV
REV
I DATE
152
150
148��
146
144
-100
EXISTING WETLANDS
TO REMAIN
PROP. FLOOD RFNrH
(TYP)
-80 -60 -40
PROJ. MGR.
EXISTING WETLAND
TO REMAI
fA
PROP
(T ) P)
DATE
154
-20
z�
152
EXI
TING WETLA DS
To RE Aw
150
�
148`
J
146
PROP. FLOOD BENCH
TYP)
144
-100
-80 -60 -40
-20
IJO
156
154
152
150
148
146
144
0 20
14+00
I J0
156
154
152
150
148
146
144
40 60 80 100
0 20 40 60 80
13+ 75
158
156
154
152
150
148
146
144
100
-100 -80 -60 -40 -20
156
TLM
DRN
TRS
154
JPK
REV
REV
I DATE
152
150
148��
146
144
-100
EXISTING WETLANDS
TO REMAIN
PROP. FLOOD RFNrH
(TYP)
-80 -60 -40
PROJ. MGR.
EXISTING WETLAND
TO REMAI
fA
PROP
(T ) P)
DATE
-20
z�
IPR
P. FLOOD B
NCH
-100 -80 -60 -40 -20
156
TLM
DRN
TRS
154
JPK
REV
REV
I DATE
152
150
148��
146
144
-100
EXISTING WETLANDS
TO REMAIN
PROP. FLOOD RFNrH
(TYP)
-80 -60 -40
PROJ. MGR.
TLM
DATE
-20
DES
TLM
DRN
TRS
CHK
JPK
REV
REV
I DATE
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
0 20
13 +50
IJO
156
154
152
150
148
146
144
40 60 80 100 120
0 20 40 60 80
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
56
154
152
150
148
146
144
100
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
15+ 25
158 158
156 / 156
✓
154 / 154
L
152 EXTENT OF ,WETLAND 152
I
150 150
148 148
146 PROP, FLOOD BENCH 46
(T P) � (TYP)
L
144 144
-120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120
15 +00
158
156
154
152
150
148
146
144
-120 -100 -80 -60 -40 -20 0
14+75
58
156
154
152
150
148
146
144
142
-100 -80 -60 -40 -20
20 40 60 80
158
156
154
152
150
148
146
144
100
158
156
154
152
150
148
146
144
142
100
158
156
154
152
150
148
146
144
-100 -80 -60 -40 -20
0 20 40 60 80
1 4 +50
0 20 40 60 80
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
158
/ 156
154
152
150
148
146
144
100
Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
�J ENGINEERING DIVISION SCALE: V = 20'
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TL
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
SHEET NO.
DATE : 2/13/12 CS4
M DRAWN BY: TRS OF 36.

M
3
"O
C
T
C
N
O
U
3
O
U
0
0
Q
v
L
O
O
O
O
O
O
N
N p �
Za
� � M
+, M
O(o
;a o
.w
�Y�M
/V -J
0 M FL N
16 +00
162
160
158
156
154
152
EXT NT OF WELL ND
ISTURBANCE
150 V
—
148
146 PROP, FLOOD BENCH
I
(TYP)
144
142
-140 -120 -100 -80 -60 -40 -20 0
15+75
60
158
156
154
152
150
148
146
144
-140 -120 -100 -80 -60 -40 -20 0
15+50
20 40 60 80 100
162
160
158
156
154
152
150
148
146
144
142
120
160
158
156
154
152
150
148
146
144
-120 -100 -80 -60 -40 -20
DES
TLM
DRN
TRS
CHK
JPK
160
REV
REV
I DATE
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
I
I -
0
20 40 60 80 100
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
20 40 60 80 100
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
60
158
156
154
152
150
148
146
144
120
60
158
156
154
152
150
148
146
144
120
�UZ
160
158
156
154
152
150
148
146
9 A A
16 +75
I
I
I
-140 -120 -100 -80 -60 -40 -20 0 20
16 +50
162
160
158
156
154
152
PROT
FLOOD BE
CH
150
16 +75
I
I
I
-140 -120 -100 -80 -60 -40 -20 0 20
16 +50
162
160
158
156
154
152
150
148
PROP.
FLOOD
BENCH
146
TYP
144
-140 -120 -100 -80 -60 -40 -20
162
160
158
156
154
152
150
148
146
144
142
40 60 80 100 120
62
160
158
156
154
152
150
148
146
44
140
0
16 +25
20 40 60 80 100 120
62
160
158
156
154
152
150
148
146
144
140
160
158
/ 156
/ 154
152
150
148
PROP, LOOD BENC
(LVP 1 46
/ (TYP)
J
144
142
-140 -120 -100 -80 -60 -40 -20 0 20 40 60
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
V
80 100 120 140 O
Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
�J ENGINEERING DIVISION SHEET NO.
SCALE: 1" = 20' DATE : 2/13/12
ENGINEERING & INFRASTRUCTURE DEPARTMENT CS5
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS OF 36.

N
3
c
rn
N
C
>
0
U
rn
3
0
U
0
Q
v
L
O
O
O
O
O
O
N
2 p
Za
O(o
--
;a o
.w
.510 0 4-J
M
/V 0
0 M FL N
oL
160
158
156
154
152
150
148
146
144
142
–140 –120 –100 –80 –60 –40 –20
1 +50
I
I
_J�
0 20 40 60 80 100 120 140
17+25
162
160
158
156
154
152
150
148
146
144
142
162 162
i
160 160
158 158
156 156
154 154
EXTENT CF WETLAND
DISTU RANCE
152 � � 152
150 50
148 148
I I
146 PROP. FOOD eENC 146
(TYP
U
144 144
–140 –120 –100 –80 –60 –40 –20 0 20 40 60 80 100 120 140
17 +00
I U L
160
158
156
154
152
150
148
146
144
–140 –120 –100 –80 –60 –40 –20 0
DES
TLM
162
DRN
TRS
CHK
JPK
160
\
PROP. FLOOD BENCH
(TYP)
158
REV
I DATE
APP
TLM
158
PROJ. MGR.
TLM
DATE
2/13/12
54
156
152
156
150
154
148
u
–140 –120 –100 –80 –60 –40 –20 0
DES
TLM
162
DRN
TRS
CHK
JPK
160
REV
158
REV
I DATE
APP
TLM
158
PROJ. MGR.
TLM
DATE
2/13/12
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
20 40 60 80
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
162
162
160
160
158
rz
158
56
158
54
156
152
156
150
154
148
154
146
144
100 120 140
162
160
160
158
158
156
156
154
—
154
152
152
150
150
148
148
146
146
144
142
–120 –100 –80 –60 –40 –20
144
–120 –100 –80 –60 –40 –20
162
160
158
156
154
152
150
148
146
144
142
–120 –100 –80 –60 –40 –20 0
17+75
18+25
0 20 40 60 80
15 +00
162
160
158
156
154
152
150
148
146
144
100 120 140
162
160
158
156
154
—
152
150
148
146
144
142
–120 –100 –80 –60 –40 –20
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
20 40 60
162
160
158
156
154
152
150
148
146
144
142
80 100 120 140
162
160
158
156
154
152
150
148
146
• 0
144
142
100 120 140 Know what's below.
Call before you dig.
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
ENGINEERING DIVISION SCALE: V = 201 DATE : 2/13/12 SHEET NO.
ENGINEERING & INFRASTRUCTURE DEPARTMENT CS6
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS OF 36.
0 20 40 60 80

w
C"
3
v
c
rn
N
T
L
C
N
O
U
3
v
-J
C
>
O
/
0
Q
C;
L
O
O
co
It
O
O
O
O
N
N p �
Za-
�M
O(o
0
/U x N
�a 5
;Q o
.w
dY -1M
/L) 0
O m it N
160
TLM
160
160
DRN
TRS
158
158
JPK
156
156
154
REV
REV
154
156
TLM
PROD. MGR.
152
DATE
2/13/12
152
150
148
154
146
144
142
140
150
152
\
148
100
120 140
150
146
148
120 140
\
146
PROP. FLOOD BENCH
(TYP)
144
142
-100 -80 -60 -40 -20
10 +00
0 20 40 60 80
18 +75
160 160
158 158
156 / / 156
154 154
152 152
150 150
I
148 I 148
I
146 PROP. FLOOD BENCH 146
(TYP)
144 144
142 142
-100 -80 -60 -40 -20 0 20 40 60 80 100 120 140
18+50
IUF
160
158
156
154
152
150
148
146
144
TLM
160
160
DRN
TRS
158
CHK
JPK
156
156
154
REV
REV
154
APP
TLM
PROD. MGR.
152
DATE
2/13/12
152
150
148
100 120
146
144
142
140
160 160
158 158
156 / / 156
154 154
152 152
150 150
I
148 I 148
I
146 PROP. FLOOD BENCH 146
(TYP)
144 144
142 142
-100 -80 -60 -40 -20 0 20 40 60 80 100 120 140
18+50
IUF
160
158
156
154
152
150
148
146
144
oZ
160
158
156
154
152
150
148
146
144
-100 -80 -60 -40 -20 0 20 40 60 80 100 120 140
DES
TLM
160
DRN
TRS
CHK
JPK
156
154
REV
REV
DATE
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
152
150
148
-60 -40 -20
150
156
148
100
120 140
154
146
152
120 140
\
150
PROP. FLOOD BENCH
(TYP)
148
146
-100 -80 -60 -40 -20
1
I
I
oZ
160
158
156
154
152
150
148
146
144
-100 -80 -60 -40 -20 0 20 40 60 80 100 120 140
DES
TLM
160
DRN
TRS
CHK
JPK
156
154
REV
REV
DATE
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
160
21
160
158
2
z
0
162
156
156
154
154
156
160
154
152
152
152
150
148
-60 -40 -20
20 +00
0 20 40 60 80
10 +75
162 162
160 160
158 158
156 / 156
154 154
152 152
150 L 150
148 \ 148
— J
146 146
-80 -60 -40 -20 0 20 40 60 80 100 120 140
10 +50
164
160
/
158
162
156
154
156
160
154
152
152
158
150
156
148
100
120 140
154
162 162
160 160
158 158
156 / 156
154 154
152 152
150 L 150
148 \ 148
— J
146 146
-80 -60 -40 -20 0 20 40 60 80 100 120 140
10 +50
164
164
162
162
160
158
156
160
154
152
158
150
156
148
154
146
152
120 140
\
150
148
146
-100 -80 -60 -40 -20
162
160
158
156
154
152
150
148
146
144
0 20 40 60 80
10 +25
I
PROP. FLOOD BENCH
- (TYP)
-100 -80 -60 -40 -20 0 20 40 60 80 100 120 140
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
162
160
158 • 56
154
Know what's below.
152 0111 before you dig.
150
148 GRAPHIC SCALES
20 40 60
146 Horz. Profile ............ Q
4 8 16
144 Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
�J ENGINEERING DIVISION SCALE: V = 20' DATE : 2 /I3 /I2
SHEET NO
ENGINEERING & INFRASTRUCTURE DEPARTMENT CS7
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS OF 36.
164
162
160
158
156
154
152
150
148
146
100
120 140
I
PROP. FLOOD BENCH
- (TYP)
-100 -80 -60 -40 -20 0 20 40 60 80 100 120 140
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
162
160
158 • 56
154
Know what's below.
152 0111 before you dig.
150
148 GRAPHIC SCALES
20 40 60
146 Horz. Profile ............ Q
4 8 16
144 Vert. Profile .............
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS- SECTIONS
�J ENGINEERING DIVISION SCALE: V = 20' DATE : 2 /I3 /I2
SHEET NO
ENGINEERING & INFRASTRUCTURE DEPARTMENT CS7
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TLM DRAWN BY: TRS OF 36.

00
N
rn
3
v
c
rn
a�
0
T
c
0
U
rn
3
T
c
a�
0
a
U
v
L
O
O
O
O
O
0
N
o�
Za
M
+, O
Or,
1-1 N
;a o
.w
.510 0 4-J
M
/V 0
0 M FL N
21 +00
168 168
166 / 166
164 164
162 162
160 160
158 158
156 156
154 154
152 152
I
150 150
I
148 148
L
146 146
144 AAA
-60 -40 -20 0
20 +5
166
164
162
160
158
156
154
152
150
148
146
144
-60 -40 -20 0
20 +50
164
162
160
158
156
154
152
20 40 60
20 40 60
80
100 120
160
152
158
150
156
148
0
0
166
0
4,913
0
0
683
162
/
5 +75
386
Q
0
164
6 +00
220
0
�
158
-
80 100
z
5,013
156
154
152
150
148
146
162
4
4,213
6 +75
51
194
163
7 +00
51
120
160
7 +25
353
443
-2,338
z
0
48
0
-525
7 +75
158
142
0
8 +00
107
120
-763
8 +25
156
92
250
154
137
238
152
8 +75
72
150
-2,863
9 +00
148
175
-3,350
146
112
67
144
80
100
120
-60 -40 -20 0 20
20 +25
162
160
158
156
154
164
/ 162
160
158
156
154
40 60 80 100 120
I J`t
160
152
158
150
156
148
0
0
I /I �_
0
4,913
0
0
683
162
12,500
5 +75
386
Q
0
160
6 +00
220
0
�
158
-
80 100
z
5,013
156
154
152
150
148
146
0
4
4,213
6 +75
51
194
163
7 +00
51
120
-3,000
7 +25
353
443
-2,338
z
0
48
0
-525
7 +75
94
142
0
8 +00
107
120
-763
8 +25
125
92
250
� J
137
238
-850
8 +75
72
200
-2,863
9 +00
35
175
-3,350
9 +25
112
67
-1,188
9 +50
142
56
1,638
-60 -40 -20 0 20
20 +25
162
160
158
156
154
164
/ 162
160
158
156
154
40 60 80 100 120
-40 -20 0 20
DES TLM
DRN TRS
CHIL JPK
REV REV DATE
APP TLM
PROD. MGR. TLM
DATE 2/13/12
166
164
162
160
158
156
154
152
150
148
146
66
164
162
160
158
156
UL
I J`t
160
152
158
150
156
148
0
0
I /I �_
0
4,913
5 +50
683
162
12,500
5 +75
386
0
160
6 +00
220
0
7,575
158
-
80 100
0
5,013
156
154
152
150
148
146
160
4
4,213
6 +75
51
194
163
7 +00
51
120
-3,000
7 +25
353
443
-2,338
z
0
48
0
-525
7 +75
94
142
0
8 +00
107
120
-763
8 +25
125
92
250
8 +50
137
238
-850
8 +75
72
200
-2,863
9 +00
35
175
-40 -20 0 20
DES TLM
DRN TRS
CHIL JPK
REV REV DATE
APP TLM
PROD. MGR. TLM
DATE 2/13/12
166
164
162
160
158
156
154
152
150
148
146
66
164
162
160
158
156
UL
I J`t
160
152
158
150
156
148
1 �_ /I
I /I �_
21+50
-40 -20 0 20 40 60 80 10C
21+25
40 60 80 100 120 140 -40 -20
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
DESCRIPTION OPER. RALEIGH, NC 27607
DRAWING NAME: (919) 782 -0495
NC Licence No. F -0374
Coventry- Desi -n. ivFs
Office Locations:
North Carolina Georgia
PROJECT NO. 20100046.00 RA South Carolina
0 20 40 60
166
164
162
160
158
156
154
152
150
148
146
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
CUT /FILL TABLE
STATION
(FEET)
EXCAVATION CUT AREA
(SQUARE FEET)
EXCAVATION FILL AREA
(SQUARE FEET)
NETAREA
(CUBIC FEET)
166
76
0
76
5 +25
164
0
4,913
5 +50
683
162
12,500
5 +75
386
0
160
6 +00
220
0
7,575
158
-
80 100
0
5,013
156
154
152
150
148
146
160
4
4,213
6 +75
51
194
163
7 +00
51
120
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
CUT /FILL TABLE
STATION
(FEET)
EXCAVATION CUT AREA
(SQUARE FEET)
EXCAVATION FILL AREA
(SQUARE FEET)
NETAREA
(CUBIC FEET)
5 +00
76
0
76
5 +25
317
0
4,913
5 +50
683
0
12,500
5 +75
386
0
13,363
6 +00
220
0
7,575
6 +25
181
0
5,013
6 +50
160
4
4,213
6 +75
51
194
163
7 +00
51
148
-3,000
7 +25
353
443
-2,338
7 +50
48
0
-525
7 +75
94
142
0
8 +00
107
120
-763
8 +25
125
92
250
8 +50
137
238
-850
8 +75
72
200
-2,863
9 +00
35
175
-3,350
9 +25
112
67
-1,188
9 +50
142
56
1,638
9 +75
148
66
2,100
10+00
163
69
2,200
10+25
188
94
2,350
10+50
222
86
2,875
10+75
285
81
4,250
11 +00
350
41
6,413
11 +25
479
0
9,850
11 +50
462
0
11,763
11 +75
488
0
11,875
12 +00
185
344
4,113
12 +25
554
0
4,938
12 +50
640
0
14,925
12 +75
682
0
16,525
13 +00
745
0
17,838
13 +25
792
0
19,213
13 +50
891
0
21,038
13 +75
950
25
22,700
14 +00
812
25
21,400
14 +25
1,404
0
27,388
14 +50
1,918
0
41,525
14 +75
2,228
0
51,825
15 +00
2,483
0
58,888
15 +25
2,666
0
64,363
15 +50
2,106
0
59,650
15 +75
3,095
0
65,013
16+00
3,292
0
79,838
16+25
3,822
0
88,925
16+50
3,729
0
94,388
16+75
3,691
0
92,750
17 +00
3,645
0
91,700
17 +25
3,235
0
86,000
17 +50
3,188
0
80,288
17 +75
3,125
0
78,913
18 +00
3,050
0
77,188
18 +25
2,807
0
73,213
18 +50
2,630
0
67,963
18 +75
2,420
0
63,125
19+00
1,614
0
50,425
19+25
1,555
0
39,613
19+50
1,309
0
35,800
19+75
1,185
67
30,338
20+00
136
220
12,925
20+25
130
56
-125
20+50
146
208
150
20+75
290
8
20 750
21 +00
890
0
14,650
21 +25
513
0
17,538
21 +50
43
0
6,950
Average end area method
Know what's below.
Call before you dig.
TOTAL NET VOLUME (CF) = 1,785,139 CUT
TOTAL NET VOLUME (CY) = 61,557 CUT
GRAPHIC SCALES
20 40 60
Horz. Profile ............
4 8 16
Vert. Profile .............
�J ENGINEERING DIVISION SCALE: V = 20'
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301 DESIGN BY: TL
N/
CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
CROSS - SECTIONS
SHEET NO.
DATE : 2/13/12 CS8
M DRAWN BY: TRS OF 36.

ti
rn
3
-9
C
rn
a�
T
c
a�
>
0
rn
3
>
0
U
Q
0
O
co
O
O
O
O
N
Za
MO
MO
> O I-
/V N
W
0
;a o Cq
0 X: .w
�YWM
/V 0 ,
OmrL N
• i
ROAD Q O / CLOS D � PAVEMENT \ City Of •
AHEAD / ENDS / of fn U,
io
io
TYPE III BARRICADE
DETOUR
DETOUR
O END
4 DETOUR
io
io
Eel)
ROAD CLOSED
TO
THRU TRAFFIC
W -2)
48'X30'
(M4-9 R)
30'x 24'
(M4-9 L)
30' x 24'
(M4 -8 A)
48'x 18'
TYPE III BARRICADE
TYPE III BARRICADE
DETOUR
DETOUR
DETOUR
(R11 -4)
60'X30'
(M4-9 )
30' x 24'
(M4 -9 L)
30' x 24'
(M4 -9 R)
30' x 24'
10 ROAD �
CONSTRUCTION
AHEAD
(W20 -1)
48'x 48'
15
(W20 -3)
48'x 48'
(W21 -4)
30'x 30'
r 1
(W8 -3)
48'x 48'
(w8 -7)
48'x 48'
© NEXT RIGHT
J (SP -4R)
42' x 12'
© NEXT LEFT
J (SP -4L)
42' x 12'
o <�
19
11 DETOUR
J (M4 -10 L)
36' x 12'
OO DETOUR (M4 -10 R)
36' x 12'
DES
RIGHT LANE
DRN
TRS
©
\
REV
APP
CLOSED
PROD. MGR.
TLM
DATE
AHEAD
(W20 -5R)
48'x 48'
CROAD
<
< ROAD
(W4 -2R)
CLOSED
36'x 36'
o <�
19
11 DETOUR
J (M4 -10 L)
36' x 12'
OO DETOUR (M4 -10 R)
36' x 12'
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
REV I DATE
DETOUR
AHEAD
(W20 -7A)
48'x 48'
(W20 -2)
48'x 48'
DESCRIPTION
DRAWING NAME:
Coventr - Desian.d-,va
PROJECT NO. 20100046.00RA
(W8 -3)
48'x 48'
(W8 -3)
48'x 48'
()PER.
SkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
ENGINEERING 8c
N F RAST R U CTU R E
Traffic Control Plans of PROP.
BULKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT &
STREAM IMPROVEMENTS
GENERAL NOTES
ALL TRAFFIC CONTROL DEVICES AND PROCEDURES SHALL CONFORM TO THE CURRENT EDITION OF THE MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES, THE CURRENT EDITION OF THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION ( NCDOT) SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND
HIGHWAYS, THE NCDOT ROADWAY STANDARD DRAWINGS AND THE CURRENT EDITION OF THE NCDOT STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES.
ADAPT THE TRAFFIC CONTROL PLANS, WHEN DIRECTED BY THE ENGINEER OR PROJECT INSPECTOR, TO MEET FIELD
CONDITIONS TO PROVIDE SAFE AND EFFICIENT TRAFFIC MOVEMENT. CHANGES MAY BE REQUIRED WHEN PHYSICAL
DIMENSIONS IN THE DETAIL DRAWINGS, STANDARD DETAILS AND ROADWAY DETAILS ARE NOT ATTAINABLE, OR RESULT IN
DUPLICATE, OR UNDESIRED OVERLAPPING OF DEVICES. MODIFICATION MAY INCLUDE: MOVING, SUPPLEMENTING, COVERING
OR REMOVAL DEVICES.
THE FOLLOWING GENERAL NOTES APPLY AT ALL TIMES FOR THE DURATION OF THE CONSTRUCTION PROJECT, EXCEPT
WHEN OTHERWISE NOTED IN THE PLAN, OR DIRECTED BY THE ENGINEER OR PROJECT INSPECTOR.
A) THE CONTRACTOR SHALL BE REQUIRED TO FURNISH, INSTALL, RELOCATE, AND MAINTAIN ALL TRAFFIC CONTROL
DEVICES, SIGNS, BARRICADES, WARNING AND /OR CHANNELIZING DEVICES FOR WORK SITES AND DETOUR ROUTES AS
SHOWN IN TRAFFIC CONTROL PLANS UNLESS OTHERWISE SPECIFIED WITHIN THE TRAFFIC CONTROL PLANS. THE
LOCATION AND POSITIONING OF THESE BARRICADES, SIGNS, ETC. SHALL BE APPROVED AND INSPECTED BY THE PROJECT
INSPECTOR.
B) THE CONTRACTOR SHALL CONTACT AND COORDINATE WITH THE PROJECT INSPECTOR PRIOR TO BEGINNING ANY WORK
THAT WILL REQUIRE THE PLACEMENT OF SIGNS OR OTHER TRAFFIC CONTROL DEVICES BY THE CONTRACTOR. ALL
INFORMATION MUST BE IN WRITING TO THE ENGINEER REGARDING THE TRAFFIC CONTROL PLAN. THE CONTRACTOR IS TO
NOTIFY THE CITY 10 WORKING DAYS IN ADVANCE OF ANY ROAD CLOSURE.
C) THE CONTRACTOR SHALL MARK ALL HAZARDS WITHIN THE LIMITS OF THE PROJECT WITH WELL- MAINTAINED SIGNS,
BARRICADES, WARNING AND /OR CHANNELIZING DEVICES. ON CONNECTING ROADS, ALL BARRICADES, SIGNS, WARNING,
AND /OR CHANNELIZING DEVICES SHALL BE MOVED, SUPPLEMENTED, CHANGED, OR REMOVED AS REQUIRED DURING THE
PROGRESS OF CONSTRUCTION AS APPROVED BY THE ENGINEER.
D) THE CONTRACTOR SHALL PROVIDE PROPERTY OWNERS AND TENANTS ACCESS TO THEIR PROPERTY THROUGHOUT
THE PROJECT, INCLUDING INGRESS AND EGRESS FOR BUSINESSES.
E) TRAFFIC CONTROL PLANS (TCP) FOR THIS PROJECT CONSIST OF SEVERAL TYPICAL DRAWINGS AND STANDARDS
SHOWING TRAFFIC CONTROL DEVICES TO BE USED WHERE VARIOUS TYPES OF CONSTRUCTION ACTIVITIES ARE OCCURRING
ON THE PROJECT. THESE DRAWINGS ARE FOR TYPICAL SITUATIONS AND SHOULD BE ADAPTED TO THE ACTUAL FIELD
CONDITIONS. UNFORESEEN FIELD SITUATIONS MAY PREVENT THE USE OF THE PRESCRIBED TYPICAL DRAWING OR
STANDARD EXACTLY AS SHOWN. THE CONTRACTOR, AT THE DIRECTION OF THE ENGINEER, SHALL MOVE, SUPPLEMENT,
CHANGE, AND /OR REMOVE THE TRAFFIC CONTROL DEVICES ASSOCIATED WITH THESE TYPICAL DRAWINGS AND /OR
STANDARD DRAWINGS TO ENSURE THAT THE MOTORIST CAN PASS THROUGH THE CONSTRUCTION AREA IN A SAFE AND
EFFICIENT MANNER.
F) CONSTRUCTION PHASING MAY DICTATE THAT TWO OR MORE TYPICAL DRAWINGS OR STANDARDS BE USED IN ONE
AREA OF CONSTRUCTION. CHANNELIZING DEVICES ASSOCIATED WITH THESE TYPICALS SHALL BE MOVED, SUPPLEMENTED,
CHANGED, OR REMOVED AS REQUIRED BY THE CONSTRUCTION PHASING OF THE PLANS. THE LOCATION AND
POSITIONING OF THESE DEVICES SHALL BE APPROVED BY THE ENGINEER TO ENSURE THAT THE MOTORIST DOES NOT
RECEIVE FALSE INFORMATION WHEN TWO OR MORE TYPICALS AND /OR ROADWAY STANDARD DRAWINGS OVERLAP.
G) TEMPORARY OPERATIONAL SIGNS ARE GENERALLY MOUNTED ON PORTABLE SUPPORTS. THESE ARE NORMALLY USED
FOR SHORT -TERM OPERATIONS TO WARN AND GUIDE TRAFFIC THROUGH OR AROUND CONSTRUCTION AREAS WITHIN A
CONSTRUCTION ZONE. OPERATIONAL SIGNS SHALL BE INSTALLED PRIOR TO THE START OF OPERATIONS AS SHOWN ON
THE PLANS OR AS DIRECTED BY THE ENGINEER. SIGNS SHALL BE MAINTAINED IN PROP.ER POSITION AND KEPT CLEAN
AND LEGIBLE AT ALL TIMES. INSTALL SAND BAG BALLAST, OR OTHER APPROVED DEVICES TO PREVENT MOVEMENT OF
SIGNS BY WIND OR PASSING VEHICLES AS NEEDED, SIGNS SHALL BE REMOVED WHEN NOT APPLICABLE. THE BOTTOM OF
THE SIGN SHALL BE A MINIMUM OF 1 FOOT ABOVE THE PAVEMENT SURFACE.
H) WORK ON THE PROJECT OR ANY SEPARATE ACTIVITY THEREIN SHALL NOT START UNTIL ALL OF THE REQUIRED
SIGNS, BARRICADES, WARNING, AND /OR CHANNELIZING DEVICES ARE INSTALLED, INSPECTED AND APPROVED BY THE
PROJECT INSPECTOR AND PERMITS HAVE BEEN ACQUIRED.
1) ANY EXISTING PAVEMENT MARKINGS DETERMINED BY THE ENGINEER TO BE MISLEADING OR IN CONFLICT WITH THE
TRAFFIC CONTROL PLAN SHALL BE REMOVED IMMEDIATELY BY THE CONTRACTOR PRIOR TO PROCEEDING WITH ANY
CONSTRUCTION ACTIVITY.
J) ALL TEMPORARY PAVEMENT MARKINGS APPLIED BY THE CONTRACTOR SHALL BE IN PAINT UNLESS OTHERWISE
SPECIFIED ON THE PLANS OR IN THE SPECIAL PROVISIONS.
K) THE CONTRACTOR MUST BE PREPARED TO PROVIDE FLAGGERS DURING CONSTRUCTION ACTIVITY. FLAGGERS ARE TO
BE INCIDENTAL TO INCIDENTAL TO TRAFFIC CONTROL.
L) FLAGGERS' ATTIRE SHALL INCLUDE A FLUORESCENT ORANGE VEST, SHIRT, OR JACKET WORN AS THE OUTER LAYER
OF CLOTHING. THE FLAGGER SHALL BE EQUIPPED WITH A STOP /SLOW PADDLE (SEE MUTCD, PART VI, SECTION 6E,
PAGE 6E -1). RED FLAGS WILL BE ACCEPTABLE IN LIEU OF THE PADDLE IN EMERGENCY SITUATIONS ONLY. FLAGGERS,
PROPERLY EQUIPPED AND INSTRUCTED, WILL BE PROVIDED BY THE CONTRACTORS AND STATIONED AT THE LOCATIONS
SPECIFIED OR AS DIRECTED BY THE ENGINEER. A FLUORESCENT ORANGE CAP MAY BE REQUIRED.
M) DO NOT WORK SIMULTANEOUSLY, ON BOTH SIDES OF AN OPEN TRAVELWAY, WITHIN THE SAME LOCATION, ON A
TWO -LANE, TWO -WAY ROAD.
N) DO NOT INSTALL MORE THAN ONE LANE CLOSURE, IN ANY ONE DIRECTION, ON ANY ROAD.
0) ENSURE ALL NECESSARY SIGNING IS IN PLACE PRIOR TO ALTERING ANY TRAFFIC PATTERN.
P) ONCE THE CONTRACTOR STARTS A PHASE, WORK SHALL CONTINUE IN A CONTINUOUS MANNER UNTIL COMPLETE.
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
TRAFFIC CONTROL NOTES
1. PROJECT NOTES ARE NOT INTENDED TO BE USED AS GENERAL NOTES FOR THE PROJECT. THEY ARE TO
BE USED AT SPECIFIC LOCATIONS AS REQUIRED BY THE DETAILS OF THE TRAFFIC CONTROL PLANS.
2. TRAFFIC CONTROL DEVICES SHALL BE LOCATED NO CLOSER THAN 5 FT. TO A TRENCH AT EXISTING
GRADE, MEASURED FROM THE SIDE FACING TRAFFIC.
3. MAXIMUM SPACING BETWEEN CHANNELIZING DEVICES SHALL BE 20 FT. IN TANGENT AREAS, 20 FT. IN
TAPERS, AND 10 FT. IN RADII UNLESS OTHERWISE INDICATED ON THE PLANS.
4. WHEN USING TYPE III BARRICADES WITH "ROAD CLOSED" SIGN ATTACHED, BARRICADES SHALL BE OF
SUFFICIENT LENGTH TO CLOSE ROADWAY.
5. WHEN USING TYPE III BARRICADES WITH "ROAD CLOSED TO THRU TRAFFIC" SIGN ATTACHED,
BARRICADES SHALL BE OF SUFFICIENT LENGTH TO CLOSE 1/2 ROADWAY. CONTRACTOR SHOULD BE
AWARE THAT WHEN THE CONSTRUCTION AREA IS IN OR NEAR A VERTICAL CREST OR HORIZONTAL
CURVE, THE WORK AREA SHALL BE EXTENDED SO THAT LANE CLOSURE BEGINS IN ADVANCE OF THE
CURVE AND MINIMUM STOPPING SIGHT DISTANCE IS MET.
6. WHEN TRAFFIC PROCEEDS THROUGH OR ADJACENT TO CONSTRUCTION ACTIVITY OR A WORK ZONE,
FLAGGER(S) AND FLAGGER SYMBOL SIGN(S) (W20 -7A) SHALL BE USED AS DIRECTED BY THE PROJECT
INSPECTOR TO SLOW AND /OR STOP TRAFFIC AND DIRECT IT THROUGH THE WORK AREA. SIGN W20 -7A
SHALL NOT BE DISPLAYED EXCEPT WHEN FLAGGER IS PRESENT.
7. THE CONTRACTOR SHALL MAINTAIN A SMOOTH TRANSITION FROM EXISTING PAVEMENT TO PROP. PAVING
OPERATION.
8. INSTALL ADVANCE WARNING DEVICES FOR FULL LANE CLOSURE.
9. CONTRACTOR SHALL SUPPLY AND INSTALL ALL TEMPORARY PAVEMENT MARKINGS AS SHOWN ON THE
PLANS OR AS DIRECTED BY THE ENGINEER.
10. THE CONTRACTOR SHALL FOLLOW THE PHASING AS DESCRIBED HEREIN. THE CONTRACTOR SHALL
COMPLETE THE REQUIREMENTS OF EACH CONSTRUCTION PHASE IN SEQUENCE. WHEN A CONSTRUCTION
PHASE IS DIVIDED INTO STEPS, THE CONTRACTOR SHALL COMPLETE THE REQUIREMENTS OF EACH STEP
IN SEQUENCE. (EXAMPLE: THE REQUIREMENTS OF PHASE I SHALL BE COMPLETED BEFORE PROCEEDING
TO PHASE 11; THE REQUIREMENTS OF STEP 1 OF PHASE I SHALL BE COMPLETED BEFORE PROCEEDING
TO STEP 2 OF PHASE 1). ALL WORK DESCRIBED IN THE PROJECT PHASING SHALL BE PERFORMED BY
THE CONTRACTOR, EXCEPT WHERE IT IS SPECIFIED FOR CERTAIN WORK TO BE PERFORMED BY OTHERS.
11. THE CONTRACTOR SHALL NOT BE ALLOWED TO STOP TRAFFIC FOR MORE THAN 5 MINUTES AT A TIME
IN ANY ONE DIRECTION.
12. AT NIGHT AND DURING PERIODS OF CONSTRUCTION INACTIVITY, THE DIFFERENCE IN ELEVATION
BETWEEN LANES SHALL NOT EXCEED 1 INCH.
13. FLAGGER(S) AND FLAGGER AHEAD SYMBOL SIGN(S) W20 -7A MAY BE REQUIRED TO DIRECT TRAFFIC
THROUGH CONSTRUCTION ZONE DURING PAVEMENT DEMOLITION AND /OR CONSTRUCTION ACTIVITIES.
14. THE CONTRACTOR SHALL REMOVE ANY CONFLICTING PAVEMENT MARKINGS.
15. THE CONTRACTOR SHALL REPLACE ANY EXISTING PAVEMENT MARKINGS WHICH HAVE BEEN OBLITERATED
BY CONSTRUCTION ACTIVITIES AT THE END OF THE PROJECT CONSTRUCTION.
16. IF AN OPEN TRENCH OR A DIFFERENCE IN GRADE BETWEEN LANES GREATER THAN 1 INCH IS TO
REMAIN OVERNIGHT, BACKFILL AT A 6:1 SLOPE UP TO THE EDGE AND ELEVATION OF EXISTING
PAVEMENT IN AREAS ADJACENT TO AN OPENED TRAVEL LANE OR USE TRAFFIC BEARING STEEL
PLATES.
17. CONTRACTOR SHALL NOT WORK ON BOTH SIDES OF THE ROADWAY SIMULTANEOUSLY WITHIN THE SAME
AREA.
18. INGRESS AND EGRESS SHALL BE MAINTAINED TO ALL BUSINESSES AND DWELLINGS AFFECTED BY THE
PROJECT. SPECIAL ATTENTION SHALL BE PAID TO FIRE HYDRANTS.
19. CONTRACTOR TO MAINTAIN ACCESS TO RESIDENTS AT ALL TIMES.
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
Know what's below.
Call before you dig.
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
TRAFFIC CONTROL
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12
TC1
DESIGN BY: TLM DRAWN BY: TRS OF 36.

N_
U
rn
3
c
rn
c
0
U
rn
3
T
c
0
U
Q
v
L
O
O
O
O
O
O
N
2 o�
�00
> OI-
/V N
;a o
Ld
0_ Y -1 M
/V 0
OmCL N
BUTTERNUT DR
0
M
DES
TLM
DRN
TRS
CHK
JPK
REV
NOTE: USE SIGN R11 -4 IF NOTE: WING BARRICADES WITH SIGN R11 -3
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
REV I DATE
-9 R)
x 24'
0
�h�•
mro ROAD
018-3) CLOSED
48'X 4$' 1000 FT
0 (M4-9 L) DETOUR
W-8 L) DETOU �0 30' x 24'
30' x 24' ra-, � [ <,'� F �fl
$ �O
_ C,C) i
0M
0
0
S
(M4-9 R)
30' x 24'
DETOUR
O
DETOUR (M4-8 L)
30'x284'
O
48'x
DETOUR
1000
u
(M4-9) O
(�� L) DETOUR
30'X284'
0
0
Li
0
Z
SITE
(M4-9 R)
30' x 24'
DETOU O
9
0
70
TRAFFIC CONTROL PLAN
1 " = 500'
DESCRIPTION
DRAWING NAME:
Coventr - Desian.d-,va
PROJECT NO. 20100046.00RA
0
PkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
()PER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
M-2)
48'X30'
7 (M4-9 )
30' x 24'
(M4-9 R)
30' x 24'
DETOUR
O
(W20 -3)
4rx 48'
0
�O
G
� Lj\ 7
(M4-9 ) O
30' x 24'
�� t,U�S_�OVAFD
D
0
W
IL
m
z
OW
NOTE: USE SIGN R11 -4 IF NOTE: WING BARRICADES WITH SIGN R11 -3
1 MILE OR LESS TO SHOULD ALSO BE USED AT SIDE ROADS
Q
D'-'• Z
ROAD CLOSURE. BETWEEN THE DETOUR POINT AND THE
ROAD CLOSED POINT
Q Q
Z 2
H p
TIC Cf)
OF CLOSURE.
TO
U
O
r O
m Z 2
OPTIONAL: THRU TRAFFIC
W20 -3 R11 -3 Rll -2
O
W J a-
O O
O O M p-A
ROAD 48" X 48" " X 60" X 30"
60" X 30" 48" X 30"
O=
� Z
= m D y M
Z
CLOSED ROAD CLOSED
AHEAD ROAD
W Q Q w =
H U O (�
•
M
= O Om
pL MILES AHEAD
LOCRL -FIC ONLY
M4-10R(SHOWN) CLOSED
H 2 ~ Z
Z r
p
NEXT LEFT °E°°` OR M4 -10L
W
O LL O J
O i--i
n z
48" X 18"
y
O O Cn
D
D D
42" X412 TYPE III WING BARRICADES TYPE III BARRICADE(S)
Z
, j
v
CA'-' '
5001+
�- p
Z 0)
O)
' p
WORK AREA
500'±
500'± 1500'± a � � 1/p MILE± 500'± 500'±
y�
m
r Z
aC W
O Z
O 3 O
ROAD ROAD ROAD ROAD
DETOUR
w � H
r
CLOSED CLOSED CLOSED CLOSED
HEAD 'H� OPTIONAL: EAD 000 IF 500 Fr
M O
O
W20 -3 W20 -2 W20 -3 W20 -3 W20 -3 W20 -3
z � �-
��
48"X 48 48 X 48 ROAD 48 X 48 48 X 48 48 X 48 48 X 48"
1--I O
r7l =
CLOSED
J
m
AHEAD
V O
�
F-
NEXT RIGH T
O Q W
O Z
SP -4R
p Q
v O>
42" X 12"
Q O O
o
°m O v
z
v
GENERAL NOTES
Q w
0
r >
1 -IF NECESSARY USE THIS STD. FOR TWO -LANE, TWO -WAY, AND MULTILANE DIVIDED AND UNDIVIDED ROADWAYS.
Q
yz
W
2- INSTALLATION OF DETOUR ROUTING PANELS, TEMPORARY ROUTE MARKERS, DESTINATION SIGNS, AND ANY NECESSARY MODIFICATIONS
V3
O C O
TO EXISTING OR PROPOSED REGULATORY OR WARNING SIGNS WILL BE MADE BY OTHERS (STATE OR CITY FORCES) UNLESS OTHERWISE
H 0)
DESIGNATED IN THE PLANS. PROVIDE A MINIMUM 21 CALENDAR DAY NOTICE TO STATE FORCES BEFORE A ROADWAY IS CLOSED TO
J
O
0
Z -n
TRAFFIC SUCH THAT THE NECESSARY PROVISIONS CAN BE MADE TO INSTALL DETOUR ROUTE SIGNS, INFORM LOCAL EMERGENCY
O
__1 y z
AND LAW ENFORCEMENT PERSONNEL, SCHOOLS, OR ANY OTHER PARTIES AFFECTED BY THE ROAD CLOSURE.
W U
3- INSTALL SIGNS BEFORE THE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
THE ROADWAY TO TRAFFIC. INSTALL /REMOVE SIGNS AND BARRICADES WITHIN THE SAME CALENDAR DAY.
4 -USE ADDITIONAL TYPE III BARRICADES IN STAGGERED LOCATIONS SUPPLEMENTED WITH SIGN R11 -4 "ROAD CLOSED TO THRU TRAFFIC"
IN THE EVENT THAT TRAFFIC MUST BE MAINTAINED BEYOND THE DETOUR POINT.
LEGEND
5 -DO NOT DISPLAY FRACTIONS OR DECIMALS ON SIGN R11 -3 "ROAD CLOSED XX MILES AHEAD ".
STATIONARY SIGN
6- POSITION WING BARRICADES ON THE SHOULDERS AND SLOPE THE STRIPES DOWNWARD IN THE DIRECTION TOWARD WHICH TRAFFIC MUST
« DIRECTION OF TRAFFIC FLOW TURN IN DETOURING.
SHEET 1 OF 9
SHEET 1 OF 9
1101 03
1101 03
■
7 -USE PORTABLE SIGNS IF ROAD CLOSURE IS TO BE IMPLEMENTED FOR LESS THAN ONE DAY OR FOR EMERGENCIES.
■
v
z
0M
CROSSROADS (SHOWN)
OR "T" INTERSECTION
0 U)
ROAD
Q
y H 0
W20 -3 CLOSED T R11 -2
"x30"
Q .
Z 2 U
r 0 m Ln
48" X 48" 48
ROAD
H O O.
ILL
H z = D
r_NEXT -LE71 CLOS D M4-10R (SHOWN)
0 C5= z
Om m
4-
OR M4 -10L
500'±
_
Z y
48 "PX 12" 101± 48 "x18"
LU U Q 0=
Cn 0 O
TYPE III BARRICADE (S)
ZO W
Z I=-I
'
= W � J
C') =�z
p0��
. > D
= WORK' AREA'
z . '-'
F-
Cn ~p
0
15Z')
w
Z
500'± 500'± 500'± 500'± 500'±
ti p
1 ROAD
CLOSED W20 -3
ROAD DETOUR ROAD 48" X 48"
CALHOSAEDD CLOSED
N
M rll
AHEAD 000 FT • NEXT RIGHT
�
W
Z
W20 -3 W20 -2 W20 -3 W3 -1 SP -41
48" X 48" 48" X 48" 48" X 48" 48" X 48"
O
LL 0 z
r r
R1 -1 48" X 12"
O O H
48" X 48"
0 I--I
O
C =
IF THERE IS NOT AN EXISTING,
H O O
J 0-
M O
STOP SIGN, INSTALL STOP AHEAD
R1 -3
Q V
SIGNS WITH SUPPLEMENTAL 3 -WAY
12 X 6
1
PANEL AND STOP BAR.
0
0
>--1
Q
v O D
a p o
GENERAL NOTES
o v
z
Q
1 -IF NECESSARY USE THIS STD FOR CROSS -ROADS AS SHOWN OR FOR "T" INTERSECTIONS ON TWO -LANE, TWO -WAY AND MULTILANE
D
UNDIVIDED AND DIVIDED ROADWAYS.
(/} Lu
r
O
2- INSTALLATION OF DETOUR ROUTING PANELS, TEMPORARY ROUTE MARKERS, DESTINATION SIGNS, AND ANY NECESSARY MODIFICATIONS
=
Z
TO EXISTING OR PROPOSED REGULATORY OR WARNING SIGNS WILL BE MADE BY OTHERS (STATE OR CITY FORCES) UNLESS OTHERWISE
O
Z C O
DESIGNATED IN THE PLANS. PROVIDE A MINIMUM 21 CALENDAR DAY NOTICE IS REQUIRED TO BE PROVIDED TO STATE FORCES BEFORE
H
__1 m m
A ROADWAY IS CLOSED TO TRAFFIC SUCH THAT THE NECESSARY PROVISIONS CAN BE MADE TO INSTALL DETOUR ROUTE SIGNS, AND TO
(D z 0
INFORM LOCAL EMERGENCY AND LAW ENFORCEMENT PERSONNEL, SCHOOLS, OR ANY OTHER PARTIES AFFECTED BY THE ROAD CLOSURE.
Z W
y z
w �
3- INSTALL SIGNS BEFORE BARRICADES WHEN CLOSING THE ROADWAY TO TRAFFIC. REMOVE BARRICADES BEFORE SIGNS WHEN OPENING
THE ROADWAY TO TRAFFIC. INSTALL /REMOVE SIGNS AND BARRICADES WITHIN THE SAME CALENDAR DAY.
4- POSITION BARRICADES SUCH THAT THE STRIPES ARE SLOPED DOWNWARD IN THE DIRECTION TOWARD WHICH TRAFFIC MUST TURN IN
DETOURING.
LEGEND 5 -USE PORTABLE SIGNS IF ROAD CLOSURE IS TO BE IMPLEMENTED FOR LESS THAN ONE DAY, OR FOR EMERGENCIES. IN THIS CASE, NO
STOP BAR IS NECESSARY.
F STATIONARY SIGN
« DIRECTION OF TRAFFIC FLOW
1
SHEET 2 OF 9
SHEET 2 OF 9
1101 .03
1101.03
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
Know what's below.
Call before you dig.
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
TRAFFIC CONTROL
SHEET NO.
SCALE: 1" = 500' DATE : 2/13/12 TC2
DESIGN BY: TLM DRAWN BY: TRS OF 36.

U
w
rn
3
v
U
w
L
c
0
U
rn
3
v
T
-J
C
W
0
U
0
0
Q
v
L
0
0
(0
It
0
0
0
0
N
o�
�mm 000
% U x cV
06 � �
;
a o
w N
�Z) O
Omd cV
EROSION CONTROL NOTES:
1. REFER ALSO TO GENERAL NOTES ON SHEET 2.
2. TOTAL DISTURBED AREA: A:5.00 AC
3. WHERE DISTURBED, SPECIFIED EROSION CONTROL BLANKET TO COVER THE SIDE SLOPES OF
THE CHANNEL. APPLY 3000 LB /ACRE GRAIN STRAW AND ANCHOR STRAW ON ALL OTHER
DISTURBED AREAS.
4. REVIEW CONSTRUCTION SEQUENCE FOR ADDITIONAL EROSION CONTROL MEASURES.
5. CONSTRUCTION ACCESS AREAS SHOWN ARE TO GUIDE CONTRACTOR DURING CONSTRUCTION.
CONTRACTOR SHALL COORDINATE WITH ENGINEER IF ALTERNATIVE CONSTRUCTION ACCESS
ROUTES WILL IMPROVE EFFICIENCY OF CONSTRUCTION.
EROSION CONTROL:
1. INSTALL PERMANENT VEGETATIVE COVER AND THE LONG -TERM EROSION PROTECTION
MEASURES OR STRUCTURES AS SOON AS PRACTICAL IN THE CONSTRUCTION PROCESS.
APPROPRIATE EROSION CONTROL MEASURES MUST BE PLACED BETWEEN THE DISTURBED
AREA AND AFFECTED WATERWAY AND MAINTAINED UNTIL PERMANENTLY VEGETATED.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL EROSION CONTROL
MEASURES RELATED TO THE CONSTRUCTION SITE.
3. AT A MINIMUM, EROSION CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH
APPLICABLE STATE AND LOCAL REGULATIONS. ADDITIONAL EROSION CONTROL MEASURES MAY
BE REQUIRED BY LOCAL GOVERNING AGENCIES.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE IMMEDIATE REMOVAL OF ANY SOIL
TRACKED INTO THE PUBLIC RIGHT -OF -WAY.
5. THE LOCATIONS OF SOME EROSION CONTROL MEASURES MAY HAVE TO BE ALTERED FROM
THOSE SHOWN ON THE PLANS IF DRAINAGE PATTERNS CHANGE DURING CONSTRUCTION.
6. PROVIDE FOR HANDLING THE INCREASED RUNOFF CAUSED BY CHANGED SOIL AND SURFACE
CONDITIONS. USE EFFECTIVE MEANS TO CONSERVE EXISTING ON -SITE SOIL INCLUDING THE
USE OF DIVERSION DITCHES.
7. ALL DISTURBED AREAS SHALL BE SEEDED. USE TEMPORARY PLANT COVER, MULCHING,
AND /OR STRUCTURES TO CONTROL RUNOFF AND PROTECT AREAS SUBJECT TO EROSION
DURING CONSTRUCTION. CHANNEL BANKS SHALL BE SEEDED DAILY UPON COMPLETION OF
FINAL GRADING.
8. ALL SEDIMENT AND EROSION CONTROLS ARE TO BE INSPECTED AT LEAST ONCE EVERY
SEVEN CALENDAR DAYS AND AFTER ANY STORM EVENT OF GREATER THAN 0.5 INCHES OF
PRECIPITATION DURING ANY 24 -HOUR PERIOD. MAINTENANCE OF SEDIMENT TRAPPING
STRUCTURES SHALL BE PERFORMED AS NECESSARY PER THESE INSPECTIONS. SILT FENCING
AND DIVERSION DITCHES SHALL BE INSTALLED AS SHOWN ON PLANS.
9. STABILIZATION MEASURES SHALL BE INITIATED AT THE END OF EACH DAY IN PORTIONS OF
THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED.
EXCEPT WHERE CONSTRUCTION ACTIVITIES SHALL BE REINITIATED WITHIN 21 CALENDAR DAYS.
10. CONTRACTOR MUST TAKE THE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO
THE PAVED ROADWAY FROM CONSTRUCTION AREAS. DAILY REMOVAL OF MUD /SOIL MAY BE
REQUIRED.
11. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF
CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL
DISTURBED AREAS HAVE BEEN STABILIZED. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED
DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND /OR OFFSITE SEDIMENTATION.
CONTRACTOR SHALL REMOVE ALL TEMPORARY CONTROL DEVICES ONCE CONSTRUCTION IS
COMPLETE AND THE SITE IS STABILIZED. SILT FENCING TO BE INSTALLED AROUND INDICATED
SPOILS AREAS TO PREVENT LOSS OF SEDIMENT.
12. ASPHALT TACKIFIER SHALL NOT BE USED.
13. ALL NECESSARY MEASURES MUST BE TAKEN TO PREVENT OIL, TAR, TRASH, AND OTHER
POLLUTANTS FROM ENTERING THE ADJACENT OFFSITE AREAS.
14. CONSTRUCTION ACTIVITIES MUST AVOID TO THE GREATEST EXTENT PRACTICABLE,
ENCROACHMENT INTO ANY WETLAND /STREAM AREAS NOT DESIGNATED AS IMPACT AREAS.
15. ACTIVITIES MUST AVOID DISTURBANCE OF WOODY RIPARIAN VEGETATION WITHIN THE PROJECT
AREA TO THE GREATEST EXTENT PRACTICABLE. REMOVAL OF VEGETATION MUST BE LIMITED
TO ONLY THAT NECESSARY FOR CONSTRUCTION OF THE CHANNEL.
16. NO ON -SITE BURIAL OF VEGETATION OR CONSTRUCTION DEBRIS WILL BE PERMITTED.
17. ANY GRADING BEYOND THE CONSTRUCTION LIMITS SHOWN ON THE PLAN IS A VIOLATION OF
THE NORTH CAROLINA EROSION CONTROL ORDINANCE, AND IS SUBJECT TO A FINE.
18. PLEASE REFERENCE PLAN SHEET DETAILS AND NCDENR STANDARDS FOR CONSTRUCTION OF
EROSION CONTROL MEASURES.
19. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL EROSION CONTROL
MEASURES RELATED TO THE CONSTRUCTION SITE.
VEGETATIVE PLAN:
1. EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL PERMANENT
VEGETATION IS ESTABLISHED. THE CONTRACTOR SHALL INSPECT EROSION CONTROL
MEASURES AT THE END OF EACH WORKING DAY TO INSURE MEASURES ARE FUNCTIONING
PROPERLY.
2. DISTURBED AREAS NOT AT FINAL GRADE, LEFT IDLE FOR TWO OR MORE WEEKS, SHALL BE
TEMPORARILY VEGETATED. UPON COMPLETION OF FINAL GRADING, PERMANENT VEGETATION
SHALL BE ESTABLISHED WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS
SHORTER). SEEDING SHALL BE IN ACCORDANCE WITH DETAIL 1 ON SHEET D4. SEED WILL
ONLY BE ALLOWED IN THE RIGHT OF WAY.
3. ALL OTHER DISTURBED AREAS WILL BE STABILIZED BY PERMANENTLY VEGETATING WITH SEED
AND MULCH AS RECOMMENDED BY THE PERMANENT SEEDING SPECIFICATIONS DUE TO THE
RESTRAINTS ON THE LENGTH OF IMPROVEMENTS AND /OR DURATION OF EXPOSED DISTURBED
AREAS.
4. ONCE PERMANENT VEGETATION AND EROSION CONTROL MEASURES ARE ESTABLISHED, THE
CONTRACTOR SHALL SCHEDULE A FINAL INSPECTION IN ORDER TO OBTAIN A CERTIFICATE OF
COMPLETION. AFTER APPROVAL, ALL REMAINING TEMPORARY EROSION CONTROL MEASURES
MAY BE REMOVED.
MAINTENANCE PLAN:
1. ALL TEMPORARY EROSION CONTROL AND SEDIMENT CONTROL PRACTICES WILL BE INSTALLED
AS NOTED ON THE EROSION CONTROL DETAILS.
2. ALL SEDIMENT AND EROSION CONTROL PRACTICES SHALL BE CHECKED FOR STABILITY AND
OPERATION ON A WEEKLY BASIS AND FOLLOWING EVERY RUNOFF PRODUCING RAINFALL
EVENT. ANY REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN THE FUNCTION OF THE
PRACTICE.
3. TRAPPED SEDIMENT SHALL BE PROPERLY REMOVED FROM THE UPSLOPE SIDE OF SEDIMENT
FENCE WHEN SEDIMENT BUILDS UP TO A DEPTH OF 0.5 FEET. SEDIMENT FENCE SHALL BE
REPAIRED AS NECESSARY TO MAINTAIN ITS FUNCTION.
4. REFER TO DETAIL SHEETS EC5 & EC6 FOR ADDITIONAL MAINTENANCE NOTES ON EROSION
CONTROL STRUCTURES.
DES
RHN
NkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
DRN
RHN
CHK
REV
REV
DATE
DESCRIPTION
OPER.
APP
TLM
DRAWING NAME:
Coventry - EC.d-,va
PROJ. MGR.
TLM
Office Locations:
North Carolina Georgia
South Carolina
PROJECT NO. 20100046.00RA
DATE
2/13/12
U
U
C
U
U
__ 1
I II
SHEET
EC
I f II
% I
i
� I I
� I
II I
s of I
v
I
of
� I
/ I b)
of I
°I I �I
o I I v °1
o gl I -
°�
II
o I I I
$I
J
� 11
PHASE 1 CONSTRUCTION SEQUENCE
1. SEE EROSION CONTROL NOTES THIS SHEET AND ON SHEET 2.
2. OBTAIN GRADING PERMIT FROM NCDENR -LAND QUALITY SECTION. OBTAIN APPROVED PLAN
AND APPROVAL PLACARD. A COPY OF THE APPROVED PLAN MUST BE ON FILE AT THE JOB
SITE. NOTIFY EROSION CONTROL AUTHORITIES OF PROPOSED STARTING DATE OF LAND
DISTURBING ACTIVITIES.
3. CONDUCT PRE - CONSTRUCTION MEETING INCLUDING OWNER /ENGINEER, ASSOCIATED
CONTRACTORS AND OTHER AFFECTED PARTIES.
4. PRIOR TO CONSTRUCTION, STABILIZED GRAVEL ENTRANCE /EXIT ROADS AT THE LOCATION OF
THE SITE SHALL BE INSTALLED AS SHOWN ON THE PLANS AND DETAILS.
5. AFTER ESTABLISHMENT OF THE CONSTRUCTION ENTRANCE /EXIT, ALL PERIMETER EROSION
CONTROL MEASURES (DIVERSIONS, SILT FENCE AND SEDIMENT BASINS) SHALL BE INSTALLED
PRIOR TO CLEARING AND GRUBBING. CLEAR ONLY AS NECESSARY TO INSTALL SEDIMENT AND
EROSION CONTROL MEASURES.
6. INSTALL TEMPORARY STREAM CROSSING. SEE SHEET EC5 FOR TEMPORARY CROSSING DETAIL
AND FOR STREAM BANK EROSION CONTROL LINER AND STREAM STABILIZATION DETAILS.
7. PRIOR TO CLEARING AND GRUBBING, THE CONTRACTOR SHALL REQUEST AN ON -SITE
INSPECTION. UPON RECEIPT OF CERTIFICATE OF COMPLIANCE, GRUBBING /CONSTRUCTION MAY
BEGIN.
8. PERFORM GRADING OPERATIONS IN A MANNER AND SEQUENCE SO AS TO REDUCE
UNNECESSARY DISTURBANCE OF SURFACE COVER. CONTRACTOR TO DEWATER WORK AREA AS
NECESSARY.
9. BEGIN CONSTRUCTION OF FLOOD PLAIN BENCH IN A DOWNSTREAM TO UPSTREAM DIRECTION.
PROPOSED TOP OF BANK ELEVATIONS, SILT FENCING, AND LINEAR SEDIMENT BASINS RUNNING
PARALLEL WITH THE EXISTING STREAM SHALL BE INSTALLED, INSPECTED AND APPROVED,
PRIOR TO UPSTREAM MASS GRADING AND CLEARING OPERATIONS.
10. DURING EXCAVATION DE- WATERING SHALL BE CONDUCTED AS NEEDED. DE- WATERING SHALL
BE COMPLETED THROUGH USE OF PUMPS, DIVERSION CHANNELS AND OR GEOTECHNICAL FIELD
REPRESENTATIVES RECOMMENDATIONS. WATER SHALL BE PUMPED AND OR DIRECTED TO
EITHER SEDIMENT BASINS OR TO AN APPROVED SEDIMENT BAG PLACED INSIDE THE LIMITS OF
CONSTRUCTION.
11. UPON COMPLETION OF GRADING OPERATIONS, INSTALL PERMANENT STABILIZATION MEASURES.
SEE VEGETATION, MAINTENANCE AND STREAM BANK STABILIZATION NOTES THIS SHEET
12. ONCE FINAL VEGETATION IS ESTABLISHED CALL FOR FINAL APPROVAL. FINAL APPROVAL
MUST BE GRANTED PRIOR TO REMOVAL OF EROSION CONTROL MEASURE.
13. UPON FINAL APPROVAL, REMOVE TEMPORARY EROSION CONTROL MEASURES,
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
°o
J
0
0
J
�I
11
I u /
U
U
U
U
COVENTRY RD.
ACCE
ROJECT L
GLEN WI CK
ACCESS
LOCATION MAP
N TS
Know what's below.
Call before you dig.
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
LEGEND-
LOD LIMITS OF DISTURBANCE
TREE PROTECTION @
TEMPORARY GRAVEL CONSTR. z
ENTRANCE /EXIT Ecs
INLET PROTECTION Ecs
SEDIMENT FENCE (SILT FENCE) Ecs
CHECK DAM Ecs
f f F TEMPORARY DIVERSION DITCH Ecs
- +so - - -- EXISTING CONTOUR
50 PROPOSED PERMANENT CONTOUR
+� TEMP. EROSION CONTROL MAJOR CONTOUR
TEMP. EROSION CONTROL MINOR CONTOUR
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
EROSION CONTROL NOTES
SCALE: NOT TO SCALE DATE : 2/13/12
DESIGN BY: TLM DRAWN BY: TRS
SHEET NO.
ECI
OF 36.

N
U
W
3
C3
w
c
0
U
rn
3
c
0
U
0
0
Q
U
v
L
0
0
m
It
0
0
0
0
N
Z
W L9
000
/V N
;a 0
.w
EL Y -J V)
/V 0
OmCL N
DES RHN
DRN RHN
CHK
REV
APP TLM
PROJ. MGR. TLM
DATE 2/13/12
PROPOSED SDE
OVERLAPS EXISTING
UTILITY EASEMENT
4 i
W71ANDS 147 •l' -- W W W W W W O
W W W w W \ \`1' W W W W W W W W W W .y W W W W W W .y W W W W W W W W W W W W W W may`-- �-- -`1^ -- - -'1`— •P W -Y cf7Y -6F FAY TTE LLL1' -- '10 W �L
-� y0416�s13 -35$3 O �/ ,R - --I * 433,HAY ST, ,v--
CITY OF FAYETTEVILLE / - FAYETTEVILLE, NC 28301
1 I I I I I I I I I I I I I I I I I 4133 HAl1 ST I 41 �"I\ BASLbl SPI"WAYi p p p p p t 1k I.t- .t- .V .V .V .V 11, .V .V .t- .t- .t- .t- .t- .t- .t- .t- .t- .t- .t- .V .V .V .V 4, v IC, DB,45076 RG 900,v .t-
' __�L� ___DAL FAYETTEVILLE, NC 28301 `Y �Y �Y �Y �Y �Y �Y �Y / 7 �- \�� ,y� \SFyE DETTAIL 1�/EC6.�, .�, .�, .�, .�, .�, y y I .�, .�, .�, .�, .�, y .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�,wE7�A�IDS .�, .�, .�, y y .�, -- a .�, - --y -- z- - -y - --
ATLAN S `IDB 50818 PG 4=54 / / i O
�0 1 I/ - - ,*
0416m43 -37178 v --
CITY OF FAYETTEVILLE �� - 148----- - - - - --
ya l l \ Tq �� i �a �- X433 HAS ST
O �� / FAYETTEVILLE, NC 28301
/ 8 \/ * DB 5d68 PG *45
Q �Y �Y , / / — — \ \ \ XQQ 4S� '�Y �.k i Y
4 4f
p i V
w w v v v v v
wo TEMP DIVERSION DITCH 1 NS BOUNDARY ITCH DETAIL 1-6/EC5
145 -- 1— — O
56 - - - w - - -- v 1 48--v — -- 1 — 1 - - - 1 —e WETANDS A S +QV p .V 11 �
v
lJU
M
w
ICI w
W
I /
-0— I _ I I
— — — — — —150— — — —
EXIST. -/ AND PWC INFORMATION U-
0416-43-5386 O APPROXIMATE
ALFREDO P. &HELGA GARDEN S LOCATION PER GIS/ /
1918 GLENWICK DRIVE W AND PWC INFORMATION ° —150— 20' UTILITY EASEMENT L CO_ NC. DB 2842 PG 617 — — — — — — 150 i CONC. I
i
- - - -
U) BRICK
PB 23 PG 40 PATIO
- w
z WOOD - - - - -- 0416 -43 -5911
BRIDGE w PETER G. & KELLY J . R A
M
0416 -43 -6505 I - - - - -- 151- - - - - -- U- 10689 JACKSON
AD
W ALFREDO P. & HELGA CARDENAS 29I80 J W NNSBORO SG
1918 GLENWICK DRIVE BRICK
\ - 151 - - - - -- DB -4936 PG 309
DPB 2674 PG PG 404 - - -� / PATIO `- �--- - = = - -\ -'�� I I I a ____-152- -
N ���� �� I \�� -�i'
�I oa a0l�t �, / - - - - - - - - - - r— — - -- ,152 - -
I — _ 0416- 43- 6812�1 - I
- - --
/ BRICK _ CONC. JULI? R1aDRL`tN' JA£K�GN.
/ ��� / CONC. 0 I 0 1946 GLENWICK DRIVE �\
\ PATIO `mss I I I I /i' I------ - -�_y -- B 7008 PG 228 i
TEMPORARY GRAVEL I I UTILITY EASEMENT ip� / I I I , I -� _ I
CONSTRUCTION I � �� tl II DB 4655, PG. 814 \ _ � � _ /�i / PAUL D. ANGELA MOORE � \- 153--- '_ - - --/ /' PB 23CONC.O -'- - 153- - - - - -�
ENTRANCE P I - - -- /I I 1910 GLENWICK DRIVE I
SEE DETAIL 2/EC5 i III ® I - I III -' I '� DPB2232PGG407 I I� I 0 I
CONC.
III r I �I I X
WOOD FEI /
rn III I CE X /
N III \ I I o--
ICI
TO a oI
Go III >
Z
' III -0m Iz I zl
' III 8C Im I MI
III I
III m I DI
III IM I MI
I IZ I m I
z,
I
N
I
GLENWICK DR.
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry- EC.dwg
PROJECT NO. 20100046.00 RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
LEGEN D
LOD LIMITS OF DISTURBANCE
TREE PROTECTION @
TEMPORARY GRAVEL CONSTR./-2`\
ENTRANCE /EXIT Ecs
INLET PROTECTION
SEDIMENT FENCE (SILT FENCE) Ecs 0
CHECK DAM Ecs
f F TEMPORARY DIVERSION DITCH Ecs Know what's below.
- -- EXISTING CONTOUR Call before you dig.
50 PROPOSED PERMANENT CONTOUR GRAPHIC SCALES
TEMP. EROSION CONTROL MAJOR CONTOUR 20 40 60
TEMP. EROSION CONTROL MINOR CONTOUR Plan View .................
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
EROSION CONTROL
SHEET NO.
SCALE: V= 40' DATE : 2/13/12 EC2
DESIGN BY: TLM DRAWN BY: TRS OF 36.
/1
EXIST. SS
I APPROXIMATE
\
LOCATION PER GIs
\�S
\
\
'S" \
S\
\
\
\
\SS
RIM =151.9
IN(N)= 140.73
IN(E)= 141.03
\
OUT= 140.71
I
DES RHN
DRN RHN
CHK
REV
APP TLM
PROJ. MGR. TLM
DATE 2/13/12
PROPOSED SDE
OVERLAPS EXISTING
UTILITY EASEMENT
4 i
W71ANDS 147 •l' -- W W W W W W O
W W W w W \ \`1' W W W W W W W W W W .y W W W W W W .y W W W W W W W W W W W W W W may`-- �-- -`1^ -- - -'1`— •P W -Y cf7Y -6F FAY TTE LLL1' -- '10 W �L
-� y0416�s13 -35$3 O �/ ,R - --I * 433,HAY ST, ,v--
CITY OF FAYETTEVILLE / - FAYETTEVILLE, NC 28301
1 I I I I I I I I I I I I I I I I I 4133 HAl1 ST I 41 �"I\ BASLbl SPI"WAYi p p p p p t 1k I.t- .t- .V .V .V .V 11, .V .V .t- .t- .t- .t- .t- .t- .t- .t- .t- .t- .t- .V .V .V .V 4, v IC, DB,45076 RG 900,v .t-
' __�L� ___DAL FAYETTEVILLE, NC 28301 `Y �Y �Y �Y �Y �Y �Y �Y / 7 �- \�� ,y� \SFyE DETTAIL 1�/EC6.�, .�, .�, .�, .�, .�, y y I .�, .�, .�, .�, .�, y .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�, .�,wE7�A�IDS .�, .�, .�, y y .�, -- a .�, - --y -- z- - -y - --
ATLAN S `IDB 50818 PG 4=54 / / i O
�0 1 I/ - - ,*
0416m43 -37178 v --
CITY OF FAYETTEVILLE �� - 148----- - - - - --
ya l l \ Tq �� i �a �- X433 HAS ST
O �� / FAYETTEVILLE, NC 28301
/ 8 \/ * DB 5d68 PG *45
Q �Y �Y , / / — — \ \ \ XQQ 4S� '�Y �.k i Y
4 4f
p i V
w w v v v v v
wo TEMP DIVERSION DITCH 1 NS BOUNDARY ITCH DETAIL 1-6/EC5
145 -- 1— — O
56 - - - w - - -- v 1 48--v — -- 1 — 1 - - - 1 —e WETANDS A S +QV p .V 11 �
v
lJU
M
w
ICI w
W
I /
-0— I _ I I
— — — — — —150— — — —
EXIST. -/ AND PWC INFORMATION U-
0416-43-5386 O APPROXIMATE
ALFREDO P. &HELGA GARDEN S LOCATION PER GIS/ /
1918 GLENWICK DRIVE W AND PWC INFORMATION ° —150— 20' UTILITY EASEMENT L CO_ NC. DB 2842 PG 617 — — — — — — 150 i CONC. I
i
- - - -
U) BRICK
PB 23 PG 40 PATIO
- w
z WOOD - - - - -- 0416 -43 -5911
BRIDGE w PETER G. & KELLY J . R A
M
0416 -43 -6505 I - - - - -- 151- - - - - -- U- 10689 JACKSON
AD
W ALFREDO P. & HELGA CARDENAS 29I80 J W NNSBORO SG
1918 GLENWICK DRIVE BRICK
\ - 151 - - - - -- DB -4936 PG 309
DPB 2674 PG PG 404 - - -� / PATIO `- �--- - = = - -\ -'�� I I I a ____-152- -
N ���� �� I \�� -�i'
�I oa a0l�t �, / - - - - - - - - - - r— — - -- ,152 - -
I — _ 0416- 43- 6812�1 - I
- - --
/ BRICK _ CONC. JULI? R1aDRL`tN' JA£K�GN.
/ ��� / CONC. 0 I 0 1946 GLENWICK DRIVE �\
\ PATIO `mss I I I I /i' I------ - -�_y -- B 7008 PG 228 i
TEMPORARY GRAVEL I I UTILITY EASEMENT ip� / I I I , I -� _ I
CONSTRUCTION I � �� tl II DB 4655, PG. 814 \ _ � � _ /�i / PAUL D. ANGELA MOORE � \- 153--- '_ - - --/ /' PB 23CONC.O -'- - 153- - - - - -�
ENTRANCE P I - - -- /I I 1910 GLENWICK DRIVE I
SEE DETAIL 2/EC5 i III ® I - I III -' I '� DPB2232PGG407 I I� I 0 I
CONC.
III r I �I I X
WOOD FEI /
rn III I CE X /
N III \ I I o--
ICI
TO a oI
Go III >
Z
' III -0m Iz I zl
' III 8C Im I MI
III I
III m I DI
III IM I MI
I IZ I m I
z,
I
N
I
GLENWICK DR.
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry- EC.dwg
PROJECT NO. 20100046.00 RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
LEGEN D
LOD LIMITS OF DISTURBANCE
TREE PROTECTION @
TEMPORARY GRAVEL CONSTR./-2`\
ENTRANCE /EXIT Ecs
INLET PROTECTION
SEDIMENT FENCE (SILT FENCE) Ecs 0
CHECK DAM Ecs
f F TEMPORARY DIVERSION DITCH Ecs Know what's below.
- -- EXISTING CONTOUR Call before you dig.
50 PROPOSED PERMANENT CONTOUR GRAPHIC SCALES
TEMP. EROSION CONTROL MAJOR CONTOUR 20 40 60
TEMP. EROSION CONTROL MINOR CONTOUR Plan View .................
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
EROSION CONTROL
SHEET NO.
SCALE: V= 40' DATE : 2/13/12 EC2
DESIGN BY: TLM DRAWN BY: TRS OF 36.

M
U
w
3
U
w
c
0
0
rn
3
c
0
0
0
0
Q
0
v
L
0
0
m
It
0
0
0
0
N
N p �
Z d
< co
+, N
> 0 ai
;a 0
L. . w
EL Y -J V)
/V 0
O m IZ N
O xo rn LOD � LOD LOD
a
50 - - - - - --
— — — °
11d1
VA �N1i A 1A11
�Y V'.
LOD
WETLANDS
L L 4% _
�Y �Y ,c� / _ -' p/
4% SOD
� / / 150
\
�Y �, - \ \� \ / _ LOD �
LOD 114$9 t8 W � 1Y �,
__q__ WETLANDS W �Y r W 0 �Y W D_ �Y B
W O M�Y A W Y
10,
'A �1
{ 1�
O
150
+Y / / *
/ /
0*
0416-4-3-49-2-1- W �-
- / - -__ O ' i ,1 W W W 0 416 -4W 4 -4313
'10 `1CITY OFv FAYEiIrEVW L LE`y CYYF FAYtTTEVLL�- O � 433 H Y ST 1 49 433 ,H AY ST, / ,V W
FAW YETTEVILLE, INC 28301 W - -- W FAY&TEVILL , INC A301/
/
`\
- �- - - --------- - - - - -- DB 008 P 11 / - / 1 I I 50 ' \
�_ DByE>076 RS 900 y ��� _ - - - - - -1 - - -- � --� 14 � 1,, 11 * � j� � i i � �1 i \
- _ -_ ---- - - -- - - - -- - - - -- 49 / 1
- - -u -- y- - -m- -w p\-i' w v v v w-- I_ iMETLANDS BOUNDARY goo
W W �' ..Y '/ W W \ `v W W W W W W W W W .y W W -- 5 - --"k- -_ ♦ � 1 � i I � i I � 1 W W - '- i- i- -- _ �S0-1
OF l
\
0416 -44 -4313 / v
11 I
8 0 CITY OF FAYE TDA LE
p W- - 433 HAY - -_ -- `
\\ 148------------- - - - - ! - - - - - - - - - - FAYETTEVILLE, NC-28301
0 a 1 1- 10 7- DB 5008 PG 11
* O
O W W IV
D416-446-4040*
W \\ CITY OF FAYETTEVILLE WETLANDS
43 -*HAY S1i
�..� W �i i�i i�i is•i i�i i�I i / ' - - - -V - � � 1Y Y Y Y Y v v Y v ����- _ -w -� -m - i '
' � FAYETTEVILLE INC 2301 20" P 5" PINE *�
D � 5068 G 442 EO�PINE
148
�..�
_ �- w � � � .b I 152. /' / � /� J -►+'�' 3§6-
W I r•� I� W W _W W W W W 17+
--
------- 148------ - - - -�� \ _ w J-- p \ -- - - - --'
\ LO 149 --
4a �0 -- - -- --- - - - - -- - - - — — — — —1so- — / SILT FENCE i ________- -151 -- — _ — — 15_ _'__' 16 +50 $ --
,'� — — — — — SEE DETAIL 4 /EC5 1 - --- 150- - - - -145- - -_- -_ - -- - - -- - - -
\ \` PROPOSED SIDE _ - -- 15" PINE _ _ — = — ---- - - - - -- - - - - -- _ -'— — — — — — — 160_ -_ -- --
TEMPORARY CROSSING _ /��
OVERLAPS EXISTING __149 - - SILT FENCE - —150— — — — — — — — — = _ __
�s UTILITY EASEMENT SEE DETAIL 1/D2 PROP WEST SIDE TOP OF — — 15 +00
SEE DETAIL 4 /EC5 — -- _ 50 —
SILT FENCE / BANK ELEV. 147.75' _ _ -- - ' 15+
SEE DETAIL 4/EC5 O 0416 -44 -4313 _ - — — — -------- — — — — — —
O CITY OF FAYETTEVILLE (STA 11 +16.50 TO 19 +50)
__ B SIN SPILLWAY 433 HAY ST ___ _ -- _/ / - - 151------------ - - -- --
=Q - - -r = ___ �= _= ter= = - - - -_- - FAYETTEVILLE, INC 28301 - -' 1A5/ - - - - -- /'� _'� t� - - - - - -
S E DETAIL 1/EC6. t _ i 0
DB 5008 PG 11 _ - / 14 +5 - -------------- - - -
-
-14 - - - -- _____ �_-- - / - - - -'— -
__ -145 -- - -_145-
11 +00 — — — —� -_____ - _ 12 +00 — = -- — ____ - - - - -- ---- - - - - -- - - - - - -T - -- -' — — —____ ____ __ ss - - -- -ss --
- -- - - - - -- -- - - Q13_ r. - -- - - - - - -- /1A5� 14 +�� _- �� �=� _�- - - - - -- --- - - - -�/ /� _ SS 18" RCP SS
=__- - - - - - --- - --- = = =_- - _ ----- - - - - -- _ - - � - - /j - - - - - - - - - - - = �� / _ fir- _ SS
- -- - - - -- ------ - - - - -- - - - - -- _ _ _ - - - _ _ _ - _ --
- -- --- -14g_= - - - - - - - - _- _ -> > \\ - ' 1 A>g i _ - - - - - - — _ =Z___ - - - - -- __ _SS --- - - - - -- 152- - - - - -- - - -- - - - - --
- - - - - - - - - _ __- �__- -'' _ _� / - - _ -- -'
SS___
— - - - - _ --- - - - - --
- - -- -------- - - - - -- _ - _____ 13 �\ \\\\ �/ _ — SS -- - - --
+50 I A� ss
- - - - - - - - - - - - - - - - - - - -- ___ -- _ -- ------------------ ������- \Rd �� i +� i 18" RC _ - - - - -
_ _ _ ___ 2 +50 47, P LINEAR SEDIMENT BASIN 4
------ - - - - -- - - - - - -- —1 _ _ 4s - -- -
- -- -- ----------- - - - - -- ` - ___s ��
- — — — — — — `R = — — \ \ \` �E _ ' SS- - - - -SS _ _ — —TOP ------------ - - - - -- 153--------- - - - - -- B 227 PG. 595 - - - - --
i _ ss REQ. SURFACE AREA: 2,O57SF
- - -__ ------ -- - - - - -- _- - - - - -- BASIN SPILLWAY D 9 _
V \ 52 S REQ. �TDRABC- VMUME:1,350 CIF u lu Y EASEMENT
S\_7 — — C_ - -- c — — — — — — _ — = �� \1 \� TEMPORARY CROSSING _ t'ss----- ss - - - -- — - - - -- - --
\
LINEAR SEDIMENT BASIN -2 _ — _ _ — _ _ _ _ — = 151,'x' — — — — — — _ _ �/ 11 i SEE DETAL VD2' S —___ - - - - -- - - SPILLWAYMEL VAl10N:1 50
- -EE DETAIL 1 /F_C6 --
F F f REQ. SURFACE AREA:1,128 SF F F F I I _ — —_ —_ _ — — _ — — — — _ — 4�.� — _�___ sS - - -- ---------
-------- � '- SEE DETAIL --------------------
__ REQ. STORAGE VOLUME:670 CF - -
� - - -- � � - - - - - - - - - � I - �c3- - 154-------------------------- - - - - --
I' �s� I TOP OF EMBANKMENT:148.00� -ss� �_ E_ F F F F F F F_ F_ F_ F_ —�� — — — —� I >ia1s5 z — — — _ss -ss - -- vi
SPILLWAY SEE ELEVATION:
D TAIL 147.50
1 7 C6 s 48 s - s o41 -44 5C REQ. SURFACE IAREA:1B4O48 SF _ s SS ___ -- 1�P SS - -- 1�1 — — — -
- -� I I DnvID �. & IP1REQ. STORAGE VOLUME: 450 CF - - -- ss _SS-----SS- - -- �i -- - - - -' _---------- 155----------- - - - - --
-__ _ -- __SS -- � -_ss- PROP EAST SIDE TOP OF — — — — — ''� I UTILITY EASEMENT — _
TOP OF EMBANKMENT. 148.00 e41s =4ssis — — i e PROPOSED STORM - SYSTEM -_
— — — — \ BANK ELEV: 147.6.0 — SEE SHEET 7: De 2279, PG�595-- ______
SPILLWAY ELEVATION: 147.50 CITY OF FAYETTEVILLE \ — -
- - 433 HAY ST ss — (S-TA- 7+-5 (FT0 19 +50) -
SEE DETAIL 1 /EC6 — — AYETIE -MLLE, NC 28301 --------------- 156---------------------------- - - - - --
� 008 PG 11
W�
PROPOSED SIDE
/
PROPOSED TCE
/
i
w
w 0416 -43 -5911
LL PETER G. & KELLY J. RA�Bd
10689 JACKSON CREEK -ROAD
z WINNSBORO .S@ 29180
-' DB -4%36 PG 309
DES RHN
DRN RHN
CHK
REV
APP TLM
PROJ. MGR. TLM
DATE 2/13/12
REV I DATE
W
;�Ij
• � -..C1 iii, i i ��l•I •u +-
i
0 / / - - -0 - -- - _15 __ / P
- ------ - - - - -- - _ INV 151.34
_ CONC. 10' UTILITY & DRAINAGE _ -154' I /
FACILITIES EASEMENT
PB 851, PG. 552 i
- - - - -- 0416 -44 -6029
WILLIAM A. MILLER
---------- - - - - -- 1838 GLENWICK DRIVE
DB 2160 PG 571 r-
CIC O PB 23 PG 40 - - -
DESCRIPTION
DRAWING NAME:
Coventry- EC.dwg
PROJECT NO. 20100046.00 RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
Vic
ail . • 1
i
C•7
LEGEN D
-------------- -156 --
CHAIN LINK FENCE
------------- lb / - --
----- - - - - -- 158------------------------------- - - - - --
----- -159-------- - - - - --
/ \ C AIN X
�� -- 160 = -- NC€-0 --
15" OAK
w - - - -
U
z
LL 0416 -44 -6444
MICHAEL 0. & SHOCKEY 10' UTILITY & DRAINAGE
1622 GLENWICK DRIVE FACILITIES EASEMENT
DB 6724 PG 711 PB 851, PG. 552 x
iPB 23 PG 40
LOD LIMITS OF DISTURBANCE
TREE PROTECTION @
TEMPORARY GRAVEL CONSTR./-2`\
ENTRANCE /EXIT Ecs
INLET PROTECTION
SEDIMENT FENCE (SILT FENCE) Ecs 0
CHECK DAM Ecs
f F TEMPORARY DIVERSION DITCH Ecs Know what's below.
- -- EXISTING CONTOUR Call before you dig.
50 PROPOSED PERMANENT CONTOUR GRAPHIC SCALES
TEMP. EROSION CONTROL MAJOR CONTOUR 20 40 60
TEMP. EROSION CONTROL MINOR CONTOUR Plan View .................
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
EROSION CONTROL
SHEET NO.
SCALE: V= 40' DATE : 2/13/12 EC3
DESIGN BY: TLM DRAWN BY: TRS OF 36.

U
W
M
U
W
T
L.
c
0
U
rn
3
c
0
U
0
0
Q
U
v
L
O
O
m
It
O
O
O
O
N
Z d
0 C-4
o0
N
/V N
�6 5
;a o
.w
�Y�M
/V 0
OmCL N
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
CL1C BY
COVENTRYH DRIVE
4501 \ \I\ \ \ \I 9y I I I I I I 1
0416 -44 -2587 / / / DB 2441 PG 297
-- -I&A -8 L A. & ESPINOSA / / / n I 44656\
45DB 3748 PGY415I� �'�' / / // /(v / / 1\ 0 4.60
1S /� UTILITY EASEMENT
PB 38, PG 19 /rte/ / �- /0
0416 -44 -2885 I 1 1 -2
I' I MICHELLE DAVIS
CURTIS J. & LAWRENCE 1
\ 1331 ODOM DRIVE I 1 1327 ODOM DRIVE
DB 4163 PG 114 I 1 DB 4779 PG 853 10' UTILITY EASEMENT 1
`\\ sS\ O/Y` 117 I PB 38 PG 19 PB 39, PG. 19
o / PROPOSED SDE \ , \ �o \ \ �, t I I _0 I I
OVERLAPS EXISTING \ \\ \ SR \\ \ °_� / \ "
UTILITY EASEMENT. s \ \ \ PROPOSED TCE
0416 -44 -3771 \ \` PROPOSED SDE \
CLARENCE JR. & HOR Y \ 9 s -
� 4501 COVENTRY DRIVE \\ \\ \ ^l \ \\ jy �O Q \ 1 x
-152`- 4 DB 2846 PG 311 \ \ L 1 I% o LOO \ - - - _
PROPOSED RIFFLE \ �\ �S \\ \ \\ \ \\ o� \ c o x - x I 1
- GRADE CONTROL \ N \ \ \ `t\ LOp o
- - -- - - - -- SEE DETAIL 4/D3 \ m \\ \ S° o ` \ \ \\ \\ \ x' -
O \ / / o ss \ \ �'ROP ED BOX °sy �� \ L II x 7FENCE x -� ��. \ \ 15 � LOD r/ O CHAIN LINK a °coH L /- -- + \\ O �\ I' - \ \ Cl�LVER--- - - - -- -
HEADWALL / \x \ \ EE SH�ET 9. I °� -15
10' UTILITY EASEME 2 -- - - - -- \ \ \ \\ \ \\ \ l 1�5� I 1 �0 ���-
1 PB 38, PG 19 - \ \ \ \ �j 1 / I 1 `� ��/
Y •Y �Y �Y �Y �Y o O iii 1 O ` ` S \ i' 0416 -45 -3217
0" j i' II \ \,1 K FE C — — — — — \ I /Y \ Oy, \ \ S \ , i
INV 143.64 \ ` \- CITY FAYETTEVILLE
� FA 301
Y OF FAYETTEVI
° /l /l/ iii'i k -- - - - - -- O - S \ \\ / 11, 433 HAY C
�, /// / _ -- 1 \ s / / DB 5008 PG 11
\ FAYETTEVILLE, NC 28
LOU O \ X / /�i 1 0 p� d i' i r/I n 1
/ ``�
-PROP ST SI TOP OF - --
/// - - - - -- \ ELEV: 47.75'
- - - - -- bp� TA 11 16.50 TO 19 +g0)
150 O / - / Q - \ 1 I 1NV OUT 146.19 -
\ 149 O 146.08
148 / �'' \ '- _ - _ , 7'X6' RCB \\ \ - - NV 150.73
° \ // INV _ _ c \ - 1 0 -
/ 146.1 - 21+50
,'PROPOSED CHECK DAM
s
SEE DETAIL 5/EC5
--
\ - - -1s - -- - -
LO
- \ 11 -- -- - - - i_ - _ __ -- - _ _ _ - -15 -15 - -`
po I 1 5�
, , / ` 1 s \ - - fi 5 -156_ - R
ICI 0 �- / 18+ _ , i r / J I w 144.26
LO ' - -- _ 18 +00 / 0 = 144.16
PROPOSED ----- - - - - --
17 +00 _ - - -- - -- _ - - - - - - — _ - - - - ✓ / - -� I BLOCK AND GRAVEL I i \ \ SANITARY SE R
�— — - = - - I SEE SHEET U1
wavan- I�I�•.II w _ a _ - _ - �= _ _ _ _ _ _ x // - _ s r INLET PROTECTION) I I /
� � � � � — - - - - - _ � � \\ i _ -- I SEE DETAIL 3/EC5 ,,-
W- �_,+�� - -- _ _ fib• - - - - - - f -_- i RCP I
$��- 18° -$S� '_ -SS- I NI437
- �.ss -- \\ I - - IN )- 143.21 I I \ \ RI 157.80 S \ \ /
-SS- -- \ — — — 4 1 I s \ \ w
OY' = 143.19 I I E)=155.19
_- -SS - >� -SS - -- \ \\ - - - - - - - // It i / / - - -`' PROPOSED SDE �o��ow�
_ \ s - o 'PROPOSED TCE ow�
--Ss-/ / UTILITY EASEMENT __/
47. — RIM = 154.42 — — — — / - -ss-_- , I - - - PROP EAST SIDE \TOP OF \ _
/ 1 - so PROPOSED SDE /
IN= 142.90 — — — / - -SS- -- — — — 1 , , DB 2279, PG. 595 / c
- eErT r42.so -� ___ -ss - -- LINEAR $tDIMENT BASIN -5 - - - BANK ELEV. 14\7.60 / 1 \ \ - \ y/ \ OVERLAPS EXISTING
_ -ss REQ. SURFACE AREA:I,617 -SF- - \� (STA 7 +50 TO 19 +50), �� 0416- 4 -5516 / %6 1 / UTILITY EASEMENT /
- - - -- - - - - -- ------ - - - - -- BASIN SPILLWAY REQ. STO - V0LUME:1,170 CIF `\ ' / CIT 433E YE�STETVII LE
SEE DETAIL 1 /EC6. - - - TOP EMBANKMENT. 148.00 ' / / ' - W' `\ PELT CHAPEL PENTACOSTAL CHURCH
_- ss----- ss - - - -- _ - - - - - - - SPILLWAY ELEVATION: 147.50 ,// /' FA D��oO PG 11 301 / _ \ -- - - - - -- .\ \
SEE DETAIL 4 EC6 \` -__ hl /' ,' , \ \ sc0•� \ \ / PO BOX 4NC
5--- - -Ss -- - - - - - , a� �/ / \\ ` DB 2689 PG 529
p / FAYETTEVILLE, NC 28309
/
-- / / , (101 ' // \ -RIM= 162.09
UTILITY EASEMENT -__ - -- _ - -' - - - - - ___ - - - -- , / , , �O7 IN= 156.25 \ \ \ p /
DB 2279, PG. 595 ----- - - - - -- ___ ___ 154 --' 0416 -44- 5513------- --------- - - - - -- - - / , / / / / / / \OUT= 156.21
CITY OF FAYETTEVILLE - -' ,/ ' j / //
433 HAY ST /
- ------ - - - - -- FAYETB 5008 G 28301 O�
DB 5008 PG 11 / '
------------------ --- - -- i TEMPbRARY,'GRAVE,L' --
/ c6NSTRM,ICTION /FNTRAt4CE \ \ _
.155 -� � - -- � /
- - - - - - - - - _ ,SEE D,,.. -IL 2/EC5
/� ------------------------ - - - - -- --- - -_ - -- _
TREE PROTECTION FENCE \\
153 -158__ -- -__ -- - - -' -- - -- _ SEE DETAIL 1 /EC5 \ \ \ \
154 —_ - -- ___ --
--------- --------- -- -- - - -- 156 __- - -_ — _— //' - - -__
_-------- - - - - -- _ _ _ - -_ —__ - -_ _
\
- -= � UL
DESCRIPTION
DRAWING NAME:
Coventry- EC.dwg
PROJECT NO. 20100046.00 RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
LEGEN D
LOD LIMITS OF DISTURBANCE
TREE PROTECTION Ecs
TEMPORARY GRAVEL CONSTR. z
ENTRANCE /EXIT Ecs
INLET PROTECTION Ecs ,
SEDIMENT FENCE (SILT FENCE) Ecs •
CHECK DAM Ecs
f <_ TEMPORARY DIVERSION DITCH Ecs Know what's below.
------ 1so - - -- EXISTING CONTOUR Call before you dig.
56 PROPOSED PERMANENT CONTOUR GRAPHIC SCALE
+50 TEMP. EROSION CONTROL MAJOR CONTOUR 20 40 60
TEMP. EROSION CONTROL MINOR CONTOUR Plan View .................
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK WATERSHED
IMPROVEMENTS
COVENTRY ROAD CULVERT & STREAM
IMPROVEMENTS
EROSION CONTROL
SHEET NO.
SCALE: V= 40' DATE : 2/13/12 EC4
DESIGN BY: TLM DRAWN BY: TRS OF 36.

U*)
U
w
rn
3
U
W
L
>
0
rn
3
T
L
c
>
0
D
D
Q
U
D
L
O
O
co
It
O
O
O
O
N
N D
z
�mm O N
%U x N
Cn 0 6 5,
) o
W N
0 Z: L.
dY � M
�Z) O N'
OmEL- N
MIN. 10 GA.
LINE WIRES
EXISTING THE
DRIP LINE -
PROTECTIVE BARRIERy
3' MIN. STAKE
- HEIGHT ABOVE
GRADE
NOTE:
TREES TO BE SAVED WILL BE CLEARLY MARKED PRIOR TO
CONSTRUCTION AND HIGH VISIBILITY ORANGE FENCING IS
TO BE INSTALLED AT THE DRIP LINE *.
*DRIP LINE - THE AREA OF SOIL DIRECTLY BENEATH THE
TREE EXTENDING OUT TO THE TIPS OF THE OUTERMOST
BRANCHES. DRIPS LINES MAY EXTEND OVER CHANNELS OR
WORK AREAS WHERE IT MAY NOT BE FEASIBLE TO PLACE
PROTECTION FENCES. IN SUCH CASES THE CONTRACTOR
SHALL COORDINATE WITH THE FIELD INSPECTOR TO ALTER
PROTECTION FENCE AND /OR PROPOSED WORK (GRADING
ONLY).
1TEMPORARY TREE PROTECTION DETAIL
NOT TO SCALE
8' MAX.
milli
TLM
DRN
IRS
lul
JPK
REV
Channel
Slo a ftfft
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
0.30
7.96
2.16
2.00
lul
0.01
III►
I'
►♦•••
►www�
►•♦•♦♦ ►•♦••,I
►wwww� ►ww��
DESCRIPTION
Temp Diversion 2
()PER.
■
DRAWING NAME:
Covenh\- -EC.d� s
0.78
Office Locations:
North Carolina Georgia
South Carolina
PROJECT NO. 20100046.00.RA
F•♦•••'•••♦♦•
�wwwiwiwh
www
+iwiw�►i10
►•I'II��
1.42
NIA
Temp Diversion 3
0.11
0.30
7.96
1.32
2.00
1.00
0.01
1.39
0.27
1.68
NIA
1►.�ww•w.w.w.�ai.�.w.�
NOR
.
. •
• -
, v'i��•��i'a•�•�•w�iw•�'w•waw•i°
_:
%a��o� %a�o�o�
% %�o
►II L��
_____::
_!o!�
o
iii i1iiiijiliiii I 11iiiii
•
STEEL POST
-WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
z=
I � o
N
5' -0"
MIN.
O
I
N
SIDE VIEW
FILL SLOPE
- 8" MIN. COVER
OVER SKIRT
ANCHOR SKIRT AS
DIRECTED BY ENGINEER
GENERAL NOTES:
1. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT EXCEED
1/4 ACRE AND NEVER IN AREAS OF CONCENTRATED FLOW.
2. END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
3. FOR REPAIR OF SILT FENCE FAILURES, USE No. 57 WASHED STONE.
FOR ANCHOR WHEN SILT FENCE IS PROTECTING CATCH BASIN.
4. STONE OUTLETS SHALL BE PROVIDED AT ALL LOW LYING POINTS.
LOCATIONS OF STONE OUTLETS HAVE BEEN INDICATED AT MAJOR
LOW LYING AREAS. CONTRACTOR RESPONSIBLE FOR LOCATING AND
INSTALLING OUTLETS AT THESE AREAS AS WELL AS LOCAL LOW
LYING SPOTS.
5. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE
(WITHIN 5 FT.) WHEN GRADING IS ADJACENT TO SWIM BUFFERS
(REFER TO SWIM BUFFER GUIDELINES).
DES
TLM
DRN
IRS
CHK
JPK
REV
Channel
Slo a ftfft
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
SILT FENCE
SEDIMENT
CONTROL
STONE -
�FL ❑W
MIN. 12-1/2 GA.
INTERMEDIATE
WIRES
-GRADE
SILT FENCE
n
STONE OUTLETS
SILT FENCE
i f 1' - 6' MIN
AND REPLACEMENT OF TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE WHEN WORK
DICTATES THAT ENTRANCE BE DISTURBED
FOR SEWER REALIGNMENT, REPLACEMENT,
ETC.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
3' MAX
1'
STRUCTUI RAL
STONE
NOTE:
STRUCTURAL STONE SHALE BE (CLASS 'B')
STONE FOR ER❑SI ❑N CONTROL PURPOSES.
SEDIMENT CONTROL STONE SHALL BE N❑, 5
OR N❑, 57 STONE,
STEEL
POST
V - 6' MIN
MAINTENANCE NOTES: FRONT VIEW
1. FILTER BARRIERS SHALL BE INSPECTED BY THE CONTRACTOR
IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE
IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR
TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER
STILL IS NECESSARY, THE FABRIC SHALL BE REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH
0.5 FEET. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE
SILT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE
EXISTING GRADE, PREPARED AND SEEDED.
4 TEMPORARY SILT FENCE
EC5 NOT TO SCALE
NOT TO SCALE
GENERAL NOTES:
1. RIPRAP SIZE TO BE 50/50 MIX OF CLASS A & B.
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES OR OR CHANNELS TO SLOW
VELOCITY OR TO CREATE SEDIMENT TRAPS.
MAINTENANCE NOTES:
1. INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF EVENT.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION
FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE
IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE
RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT
DAMAGE TO CHANNEL VEGETATION. ALLOW THE CHANNEL TO DRAIN THROUGH THE
STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER
THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND
CROSS SECTION.
A
FLOW
B�
PLAN
W (SPILLWAY)
WASHED STONE
A
SPIl 1 ,., All -----
RIPRAP (50/
MIX OF CLAS`.
AND CLASS
NON WOVE
GEOTEXTILE FABRIC
FILTER CLOTH
SECTION A -A
-0" MIN
LOWEST
MIN)
MIX OF CLASS I
AND CLASS B)
SECTION B -B
a FLOW
12" #57 OR #5
WASHED STONE
TEMPORARY ROCK CHECK DAM
NOT TO SCALE
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
� o
oo
Q 8 °� El E
�o
�J =�lf•[�J�[�Q•]�
THIS METHOD OF INLET PROTECTION IS
APPLICABLE WHERE HEAVY FLOWS ARE
EXPECTED AND WHERE OVERFLOW
CAPACITY IS NECESSARY TO PREVENT
EXCESSIVE PONDING AROUND THE
STRUCTURE.
INLET PROTECTION SHOULD BE PROVIDED
FOR ALL EXISTING CATCH BASINS WITHIN
THE LIMITS OF DISTURBANCE. FOR
EXISTING CATCH BASINS THAT WILL BE
WOOD STAKES REPLACED, INLET PROTECTION SHOULD BE
PROVIDED UNTIL THEY ARE ABANDONED.
#5 WASHED STONE
WOOD STAKES
WIRE MESH
(1/4" TO 1/2" GRID OPENING)
CONCRETE BLOCK
�o a
3� '
O° a
00�Q
`?D L1
ILL T7=91 AI .
I I� 113�� all -
DROP INLET
12" WITH GRATE
BLOCK AND GRAVEL INLET PROTECTION
NOT TO SCALE
NO TES:
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER
OBJECTIONABLE MATERIALS.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN
REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE
DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND
CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN
PLACE LESS THAN 30 WORKING DAYS.
6. LININGS FOR TEMPORARY DIVERSIONS SHALL BE APPLIED AS INDICATED IN THE ABOVE
SCHEDULE. ALL DIVERSION SHALL BE SEEDED PER THE SEEDING SCHEDULE ON SHEET
C -18.
7. INSTALL EROSION CONTROL MATTING ON TEMPORARY DIVERSION PER DETAIL 1/ C -19
8. EROSION CONTROL MATTING SHALL BE PER SPECIFICATIONS SECTION E -890 OR
APPROVED EQUAL.
TEMPORARY DIVERSION DITCH SCHEDULE
Channel
Location
Drainage Area
(ac)
Runoff Coefficient
c
10 -Yr intensity
Design Flow (call
Includes offsite
PkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
RALEIGH, INC 27607
(919) 782 -0495
IN Licence No. F -0374
Design
Depth
Channel
Slo a ftfft
Q
Allow
Calc.
Depth
Calc.
Velocity
Temp
Liner
Temp Diversion 1
0.18
0.30
7.96
2.16
2.00
1.00
0.01
2.17
REV
DATE
DESCRIPTION
Temp Diversion 2
()PER.
0.30
DRAWING NAME:
Covenh\- -EC.d� s
0.78
Office Locations:
North Carolina Georgia
South Carolina
PROJECT NO. 20100046.00.RA
NOT TO SCALE
GENERAL NOTES:
1. RIPRAP SIZE TO BE 50/50 MIX OF CLASS A & B.
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES OR OR CHANNELS TO SLOW
VELOCITY OR TO CREATE SEDIMENT TRAPS.
MAINTENANCE NOTES:
1. INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF EVENT.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION
FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE
IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE
RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT
DAMAGE TO CHANNEL VEGETATION. ALLOW THE CHANNEL TO DRAIN THROUGH THE
STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER
THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND
CROSS SECTION.
A
FLOW
B�
PLAN
W (SPILLWAY)
WASHED STONE
A
SPIl 1 ,., All -----
RIPRAP (50/
MIX OF CLAS`.
AND CLASS
NON WOVE
GEOTEXTILE FABRIC
FILTER CLOTH
SECTION A -A
-0" MIN
LOWEST
MIN)
MIX OF CLASS I
AND CLASS B)
SECTION B -B
a FLOW
12" #57 OR #5
WASHED STONE
TEMPORARY ROCK CHECK DAM
NOT TO SCALE
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
� o
oo
Q 8 °� El E
�o
�J =�lf•[�J�[�Q•]�
THIS METHOD OF INLET PROTECTION IS
APPLICABLE WHERE HEAVY FLOWS ARE
EXPECTED AND WHERE OVERFLOW
CAPACITY IS NECESSARY TO PREVENT
EXCESSIVE PONDING AROUND THE
STRUCTURE.
INLET PROTECTION SHOULD BE PROVIDED
FOR ALL EXISTING CATCH BASINS WITHIN
THE LIMITS OF DISTURBANCE. FOR
EXISTING CATCH BASINS THAT WILL BE
WOOD STAKES REPLACED, INLET PROTECTION SHOULD BE
PROVIDED UNTIL THEY ARE ABANDONED.
#5 WASHED STONE
WOOD STAKES
WIRE MESH
(1/4" TO 1/2" GRID OPENING)
CONCRETE BLOCK
�o a
3� '
O° a
00�Q
`?D L1
ILL T7=91 AI .
I I� 113�� all -
DROP INLET
12" WITH GRATE
BLOCK AND GRAVEL INLET PROTECTION
NOT TO SCALE
NO TES:
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER
OBJECTIONABLE MATERIALS.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN
REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE
DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND
CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN
PLACE LESS THAN 30 WORKING DAYS.
6. LININGS FOR TEMPORARY DIVERSIONS SHALL BE APPLIED AS INDICATED IN THE ABOVE
SCHEDULE. ALL DIVERSION SHALL BE SEEDED PER THE SEEDING SCHEDULE ON SHEET
C -18.
7. INSTALL EROSION CONTROL MATTING ON TEMPORARY DIVERSION PER DETAIL 1/ C -19
8. EROSION CONTROL MATTING SHALL BE PER SPECIFICATIONS SECTION E -890 OR
APPROVED EQUAL.
TEMPORARY DIVERSION DITCH SCHEDULE
Channel
Location
Drainage Area
(ac)
Runoff Coefficient
c
10 -Yr intensity
Design Flow (call
Includes offsite
Chan Bot
Width
Design
Depth
Channel
Slo a ftfft
Q
Allow
Calc.
Depth
Calc.
Velocity
Temp
Liner
Temp Diversion 1
0.18
0.30
7.96
2.16
2.00
1.00
0.01
2.17
0.34
1.90
NIA
Temp Diversion 2
0.07
0.30
7.96
0.78
2.00
1.00
0.01
0.80
0.20
1.42
NIA
Temp Diversion 3
0.11
0.30
7.96
1.32
2.00
1.00
0.01
1.39
0.27
1.68
NIA
COMPACTED 2' MIN.
EARTH FILL
2 __�_�` °W =III III
1r 111111111111 =III
�Y�( 18" MIN. 1
111- 111 -111 I-
-1 I I =11 I I I I =1 I I =I
-1 I I -1 I I -I I I� _I � �v'a�v
6' TYP VARIES
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
TEMPORARY DIVERSION DITCH
/ NOT TO SCALE
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
EROSION CONTROL DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12
EC5
DESIGN BY: TLM DRAWN BY: TRS OF 36.

U
W
rn
3
U
W
T
L
C
0
0
U
rn
3
T
L
0
0
U
D
Q
U
v
L
0
It
O
0
O
r
N
Z
z N
�mm O N
% U x eV
v
� 6 5,
0 Z: W N
L.
dY .5M
"-Z) O �
Omd cV
DES
TLM
DRN
TRS
CHK
JPK
REV
Reqd.
Storage
Vol. (CF)
APP
TLM
PROD. MGR. TLM
DATE 2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry -EC dws
PROJECT NO
20100046.00 RA
PkWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
MAINTENANCE NOTES:
INSPECT DEVICE AFTER EACH RAINFALL. REMOVE SEDIMENT WHEN
SEDIMENT REACHES A DEPTH OF NO MORE THAN ONE —HALF THE
HEIGHT OF THE RISER. REPAIR BAFFELS IF THEY ARE DAMAGED.
2. CHECK FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY
REPAIRS WITH FABRIC 3. THAT SPANS THE FULL WIDTH OF THE
SPILLWAY.
CONSTRUCTION NOTES:
1. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN
AS INDICATED. CLEAR, GRUB AND STRIP THE AREA UNDER THE
EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL
SURFACE SOILS CONTAINING HIGH AMOUTS OF ORGANIC MATTER.
2. EMBANKMENT SHALL BE CONSTRUCTED OF CLEAN STRUCTURAL
SOIL, FREE OF ROOTS, VEGETATION, ROCKS & OTHER
OBJECTIONABLE MATERIAL. SCARIFY SURFACES BEFORE PLACING
FILL. PLACE FILL IN 6 -8 INCH LOOSE LIFTS. COMPACT TO AT
LEAST 90% OF THE STANDARD PROCTOR DENSITY.
3. LINE THE ENTIRE SPILLWAY WITH LAMINATED PLASTIC OR
IMPERMEABLE GEOTEXTILE FABRIC. FABRIC SHALL BE WIDE
ENOUGH TO COVER THE BOTTOM AND SIDES OF THE SPILLWAY
AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A
TRENCH. THE EDGES SHALL BE SECURED WITH 8 —IN STAPLES
OR PINS. THE FABRIC SHALL BE LONG ENOUGH TO EXTEND
DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH
OF THE FABRIC SHALL BE ONE PIECE, NOT JOINED OR SPLICED.
IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE
LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE
COMPLETE WIDTH, MAY BE USED. THE UPPER SECTIONS SHALL
OVERLAP THE LOWER SECTIONS SO WATER CANNOT FLOW UNDER
THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE
FABRIC IN A TRENCH WITH STAPLES OR PINS.
Basin
Bottom
Elevation
(ft)
Emer.
Spillway
Crest (ft)
Top of
Embank
ment (ft)
Emer.
Spillway
Width (ft)
Reqd.
Surface
Area (SF)
Provided
Surface
Area (SF)
Reqd.
Storage
Vol. (CF)
Provided
Surface
Vol. (CF)
Number
A
B
C
D
1
146.50
147.50
148.00
30.00
1462
1500
900
1908
2
146.50
147.50
148.00
10.00
1128
2670
670
3113
3
146.50
147.50
148.00
20.00
1048
2670
450
3113
4
146.50
147.50
148.00
20.00
2057
350
1350
2684
5
146.50
147.50
1 148.00
10.00
1 1617
1 1088
1170
1 2527
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
EXCAVATED FLOOD
PLAIN BENCH PER
PLANS
SEED & MULCH
EMBANKMENT,
TOP OF EMBANKMENT ELEV = C
_SPILLWAY ELEV = B
1COMPACTED
SELECT FIL7
TOP OF EMBANKMENT
%y y aHER SPIUWAY CREST
D
LINE EMERGENCY SPILLWAY WITH
LAMINATED PLASTIC OR IMPERMEABLE SPILLWAY SECTION
GEOTEXTILE FABRIC NTS
SEE NOTE 3
LINE SPILLWAY WITH LAMINATED
PLASTIC OR IMPERMEABLE
GEOTEXTILE FABRIC. SEE NOTE 3
— EXISTING CHANNEL —
WIDTH & DEPTH VARIES
LINEAR SEDIMENT BASIN
NOT TO SCALE
ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
NTS
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
EROSION CONTROL DETAILS
SCALE: NOT TO SCALE DATE : 2/13/12
DESIGN BY: TLM DRAWN BY: TRS
SHEET NO.
EC6
OF 36.

PAM
i
rn
3
v
c
rn
a�
T
c
>
0
U
rn
3
T
c
>
0
0
0
Q
U
v
L
0
0
0
0
0
N
N � d
Z
MLo
> 0
N
-1 N
Iwo�0-
;
w 0
•w
�Y�M
/V 0 ,
omrL N
\
/
A;, s \
0416 -44 -3771 y I
\ CLARENCE JR. & HORNSBY
\ 4501 COVENTRY DRIVE
DB 2846 PG 311
,9
-phopom ODE
II II j I I I I I
0416 -44 -2885 I I 1 10416 -44 -2983 I I I 1
CUR1T331J0 OMLDRIRENCE 1 1 I MICHELLE D. DAVIS
DB 4163 PG 114 1 I I j1I PB 79 PGD gI53 1 1 1
I I I I
1 LI-L 1 1EXIST. SANITARY 11 1 I I I
I SEWER TO BE --- �REMOVED LL
LOD — I I - - -I � —
0416 -45 -3217
CITY OF FAYETTEVILLE
433 HAY ST
FAYETTEVILLE, NC 28301 SEWER
DB sooa Pc 11 MANHOLE #1
—L — L• —�AB�� \ \�'� \\ - - -- ___ - - - --
LOD _ �p1
LOD�LOD OOl —00� _ - -- -� \ -- ss - - -- s _7 F � - -ss -- — ss��— ss=___� I-
_ — ss - - - -- — —i
GO 1 p01 - - - - -- _ss -- �r
- - -- — ss -
_ss - --- - -- _ - -- ,�
—_ -- - ss ---- ___ -- .°mac
— — — — — — I
ss----- ss - - - -- — — — — — — — — SEWER ss
— — — — — MANHOLE � 2 0416 -45 -5107 I I
}r PELT CHAPEL PENTACOSTAL HOLY CHURCH
PO BOX 44103
0416 -44 -5515
CITY OF FAYETTEVILLE
433 HAY ST
FAYETTEVILLE, NC 28301
DB 5008 PG 11
s �Q FAYETTEVILLE, NC 28309 I
s 003"T" y DB 2689 PG 529 I I
\tt;f_ PROPOSED
C1�0 SANITARY SEWER
170
165
155
150
145
NOTES:
1. DISTANCE FROM MANHOLE #1 TO MANHOLE #2 IS
APPROXIMATELY 270 LF.
2. DISTANCE FROM MANHOLE #2 TO MANHOLE #3 IS
APPROXIMATELY 510 LF.
3. CONTRACTOR TO PROVIDE PUMP AROUND FROM SEWER
MANHOLE #1 TO SEWER MANHOLE #2 AND FROM SEWER
MANHOLE #3 TO SEWER MANHOLE #2 DURING SEWER
LINE REPLACEMENT PER PWC STANDARDS AND
SPECIFICATIONS.
4. SEWER PUMP - AROUND SHALL CONTINUE
UNINTERRUPTED DURING ALL CONSTRUCTION ACTIVITIES
AND UNTIL APPROVAL IS GIVEN FROM PWC TO
REESTABLISH FLOWS IN THE SANITARY SEWER SYSTEM.
5. PUMP AROUND OPERATIONS SHALL BE CONDUCTED IN
ACCORDANCE WITH PWC STANDARDS.
\I
I
I
ss
\
\
\
\
\
\
GLENWICK DRIVE \
\
60' PUBUC R/W ss
\
\
\
\
_ SEWER �s
MANHOLE #3 ` \
\
I /
I /
SEWER PUMP — AROUND DETAIL
NOT TO SCALE
EXIST. SANITARY
DRN
TRS
CHK
JPK
SEWER TO BE
\ \ \\ \
APP
TLM
ao1
�op
REMOVED AND
ss
2/13/12
REPLACED
REDWOOD DR
�o
w
GO �P
0
�
o
0
v
a
w
0
- - - - --
- -_— _� --
ss
l
0
Q
U
—
Y 0'
>
U
LLJ
CD
0
x
\
ss
0416 -44 -6553 I
\\
0416 -45 -6038
GRAIG P. & DAVISON
I
\
LARRY E. WOLFE
1818 GLENWICK DRIVE 0416 -44 -6652
I
\ \
4001 RAEFORD ROAD
/
DB 5521 PG 898 MARY ANN PANEK
0416 -44 -6762
\ \
FAYETTEVILLE, NC 28304
/
PB 23 PG 40 1814 GLENWICK DRIVE
FLORENCE P. EDWARDS
JN \
DB 3723 PG 245
DB 4915 PG 195
1810 GLENWICK DRIVE -6861
\
\ \
PB 23 PG 40
DB 891 PG 91 LOTS E.4
LOIS E. REED
\
PB 23 PG 40 1806 GLENWICK DRIVE
0416 -44 -6992 \
DB 2662 PG 427
JOYCE A. LIPE
PB 23 PG 40
1802 GLENWICK DRIVE
/
LO
IDB
\
2252 PG 149
\\
PB 23 PG 40 \
3�
3
EI:
as
170
165
155
150
145
NOTES:
1. DISTANCE FROM MANHOLE #1 TO MANHOLE #2 IS
APPROXIMATELY 270 LF.
2. DISTANCE FROM MANHOLE #2 TO MANHOLE #3 IS
APPROXIMATELY 510 LF.
3. CONTRACTOR TO PROVIDE PUMP AROUND FROM SEWER
MANHOLE #1 TO SEWER MANHOLE #2 AND FROM SEWER
MANHOLE #3 TO SEWER MANHOLE #2 DURING SEWER
LINE REPLACEMENT PER PWC STANDARDS AND
SPECIFICATIONS.
4. SEWER PUMP - AROUND SHALL CONTINUE
UNINTERRUPTED DURING ALL CONSTRUCTION ACTIVITIES
AND UNTIL APPROVAL IS GIVEN FROM PWC TO
REESTABLISH FLOWS IN THE SANITARY SEWER SYSTEM.
5. PUMP AROUND OPERATIONS SHALL BE CONDUCTED IN
ACCORDANCE WITH PWC STANDARDS.
\I
I
I
ss
\
\
\
\
\
\
GLENWICK DRIVE \
\
60' PUBUC R/W ss
\
\
\
\
_ SEWER �s
MANHOLE #3 ` \
\
I /
I /
SEWER PUMP — AROUND DETAIL
NOT TO SCALE
0 +00
DES
TLM
DRN
TRS
CHK
JPK
REV
�Z
°
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REDWOOD DR
�o
w
GO �P
0
�
o
0
v
a
w
0
R
w
°
°
�
0
Q
U
Y 0'
>
U
LLJ
CD
0
x
�a
..
o �LU
Q o
LO
II Co
0
3�
3
EI:
as
0)
II
a. U
o
� z
C4
0- II
o
Z
S
A. 2+15.00
ZZ
o
W
+ N
U
>
}
II
PROF.
8" WATER
0 .
>_
_
»
o
vt
QZN
Z
W
U)
Z
SE
SHEE
U
ozo
STA. 5+73.50
5 & a
m»
ROP. 8
WATER
VALVE
—
NTRY
ROAD
— —
—8—
C W.L.
RHFFT
113
— —
R
PR •
' IN.
" )N.C.
W_
A T
MAIN
HO
— —
— —
IN V
157.75
PROP.
8 DI
RO
—
— v
— —
_
E
�-
-
4" MIN.
—
r7117 —
—
„ Ar
L.
(TO
E RELOCATED
EXIS
II
--
REMO
64 LF
E ESE XT IES
PT V
III
II
PROP
OF EXIST.
8"
OP. M
NHOLE
LINE INTO
SING
PROP.
I III
II
RCBC
SID D
O8P
SS R
UED
R E
I;
EXISTiI
IRCBCIII
RCBCII
II
I
E
I ST. 18
PTP
RCP
EXIST
18"
PROP.
71
LIF OF
0 +00
DES
TLM
DRN
TRS
CHK
JPK
REV
�Z
°
APP
TLM
PROJ. MGR.
TLM
DATE
2/13/12
REV I DATE
0 +50
1 +00
ALIGHNMENT -2
DESCRIPTION
DRAWING NAME:
Coventry-De sign. dwg
PROJECT NO. 20100046.00.RA
1 +50
2 +00
DWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
170
165
155
150
145
2 +50
175
170
165
155
150
145
140 +50
1+00 1+50
ALIGHNMENT -1
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
2 +00
175
170
165
160
0-
°
w 0 %
z
�Z
°
SITE
REDWOOD DR
�o
w
GO �P
0
�
o
0
v
a
w
0
R
w
°
°
�
0
Q
U
Y 0'
>
U
LLJ
CD
0
x
�a
..
o �LU
Q o
LO
II Co
0
3�
3
EI:
as
0)
II
a. U
o
� z
C4
0- II
o
Z
II
ZZ
o
W
+ N
U
>
}
II
0 .
>_
_
»
o
QZN
Z
W
U)
Z
U
ozo
5 & a
m»
—
—
—8—
R
PR •
" )N.C.
W_
A T
MAIN
HO
IN V
157.75
—
— v
— —
_
E
G" A
NE
—
r7117 —
—
(TO
E RELOCATED
REMO
64 LF
E ESE XT IES
PT V
OF EXIST.
8"
OP. M
NHOLE
LINE INTO
SING
PVC
SID D
O8P
SS R
UED
R E
E SHEET
U3
E
I ST. 18
PTP
RCP
EXIST
18"
PROP.
71
LIF OF
PROP.
64 LF
OF
CONNECT
XIST. 18-
RCP
CONNECT
XIST. 1
" RCP
Tp
PROP
SED M
NHOLE
10
PROPOSED
M
NHOLE
1+00 1+50
ALIGHNMENT -1
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
2 +00
175
170
165
160
0-
°
w 0 %
z
TCN Ra 1
INVERNESS DR
FRIAR AVE
w
>
Q
0w
'
O
2
Q
VICINITY MAP
NTS
I �
O
CONSTRUCTION SEQUENCE
1. CLOSE EXISTING 8" GATE VALVES AND CUT IN PROPOSED 8" GATE VALVE
PRIOR TO REMOVAL OF WATERLINE AND CONSTRUCTION OF CULVERTS.
2. INSURE PROPOSED 8" GATE VALVES ARE CLOSED AND THEN OPEN EXISTING
8" GATE VALVES.
3. PLUG EXISTING 8" WATERLINE AND TIE ROD DEAD END PLUG TO 8" GATE
VALVE AND CONCRETE THRUST COLLAR.
4. REMOVE 142 LF OF EXISTING 8" WATERLINE.
5. BEGIN STORM WATER IMPROVEMENTS.
6. REMOVE 8" PLUG AND INSTALL 142 LF OF 8" DIP WATERLINE.
7. OPEN PROPOSED 8" GATE VALVES.
GENERAL NOTES
1. CONTRACTOR SHALL COORDINATE ALL WATER MAIN SHUTDOWNS WITH PUBLIC
WORKS COMMISSION (PWC).
2. CONTRACTOR SHALL CONTACT PWC A MINIMUM OF 72 HOURS PRIOR TO
WATER MAIN SERVICE INTERRUPTION.
3. CONTRACTOR SHALL CONDUCT PRE — INSTALLATION MEETING TO CONFIRM
LOCATION OF THE PROPOSED VALVES.
4. CONTRACTOR TO NOTIFY PWC PRIOR TO PRE — INSTALLATION MEETING SO PWC
CAN COORDINATE MAINTENANCE ACTIVITIES AND EXERCISE PLANNED
SHUTDOWN OF EXISTING VALVES.
now what's below.
Call before you dig.
155
150 GRAPHIC SCALES
20 40 60
Plan View .................
20 40
145 Horz. Profile ............
5 10
Vert. Profile .............
2+50
40
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
COVENTRY SEWER
SHEET NO.
SCALE: 1" = 20' DATE : 2/13/12 T T
DESIGN BY: TLM DRAWN BY: TRS OF 36.
�Z
°
SITE
REDWOOD DR
�o
w
GO �P
0
�
o
EDCepq P�
�e
n
J
J
w
0
R
w
°
°
�
0
Q
U
Y 0'
>
U
LLJ
CD
TCN Ra 1
INVERNESS DR
FRIAR AVE
w
>
Q
0w
'
O
2
Q
VICINITY MAP
NTS
I �
O
CONSTRUCTION SEQUENCE
1. CLOSE EXISTING 8" GATE VALVES AND CUT IN PROPOSED 8" GATE VALVE
PRIOR TO REMOVAL OF WATERLINE AND CONSTRUCTION OF CULVERTS.
2. INSURE PROPOSED 8" GATE VALVES ARE CLOSED AND THEN OPEN EXISTING
8" GATE VALVES.
3. PLUG EXISTING 8" WATERLINE AND TIE ROD DEAD END PLUG TO 8" GATE
VALVE AND CONCRETE THRUST COLLAR.
4. REMOVE 142 LF OF EXISTING 8" WATERLINE.
5. BEGIN STORM WATER IMPROVEMENTS.
6. REMOVE 8" PLUG AND INSTALL 142 LF OF 8" DIP WATERLINE.
7. OPEN PROPOSED 8" GATE VALVES.
GENERAL NOTES
1. CONTRACTOR SHALL COORDINATE ALL WATER MAIN SHUTDOWNS WITH PUBLIC
WORKS COMMISSION (PWC).
2. CONTRACTOR SHALL CONTACT PWC A MINIMUM OF 72 HOURS PRIOR TO
WATER MAIN SERVICE INTERRUPTION.
3. CONTRACTOR SHALL CONDUCT PRE — INSTALLATION MEETING TO CONFIRM
LOCATION OF THE PROPOSED VALVES.
4. CONTRACTOR TO NOTIFY PWC PRIOR TO PRE — INSTALLATION MEETING SO PWC
CAN COORDINATE MAINTENANCE ACTIVITIES AND EXERCISE PLANNED
SHUTDOWN OF EXISTING VALVES.
now what's below.
Call before you dig.
155
150 GRAPHIC SCALES
20 40 60
Plan View .................
20 40
145 Horz. Profile ............
5 10
Vert. Profile .............
2+50
40
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
COVENTRY SEWER
SHEET NO.
SCALE: 1" = 20' DATE : 2/13/12 T T
DESIGN BY: TLM DRAWN BY: TRS OF 36.

V)
J
Q
H
W
F
J
F
3
vi
v
N
T
c
O
U
rn
3
T
c
(D
O
U
Q
U
v
L
0
co
0
0
0
N
N p �
Z d
�o
> 0
N
/V N
0 6�
;a 0
.w
a- YwM
/V 0
6m5- N
1. CLEANOUT ELEVATIONS AND /OR LOCATIONS MAY BE ADJUSTED IN THE FIELD
AS DIRECTED BY THE ENGINEER WHEN NECESSARY. CLEANOUT STACK TOP
ELEVATION IS DETERMINED BY INTERPOLATING FIELD DATA AND MAY NOT BE
EXISTISTACT. CLEANOUT ELEVATION TOP SHALL BE SET IN ACCORDANCE
WITH THE PUBLIC WORKS COMMISSION TYPICAL DETAIL. (NO SEPARATE
PAYMENT).
2. WHERE SANITARY SEWER MAINS ARE TO BE CONSTRUCTED WITHIN 20' OF
EXISTING RESIDENCES SPECIAL CONSIDERATION SHALL BE GIVEN TO
MINIMIZE UNDERMINING OR OTHERWISE DISTURBING EXISTING RESIDENCES
ADJACENT TO THE SEWER MAIN. THE CONTRACTOR SHALL USE A RUBBER
TIRED BACK HOE AND NO MECHANICAL COMPACTION EQUIPMENT IN THESE
AREAS. THE TRENCH SHALL BE SHORED ADEQUATELY TO PREVENT ANY
SLOTHING OF THE SIDE SLOPES. SUITABLE BACK FILL SHALL BE PLACED IN
THE TRENCH. CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORT
AND FOLLOW RECOMMENDATIONS. CONSTRUCTION METHODS AND
MEASURES SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT
AND RECOMMENDATIONS. CONTRACTOR SHALL BE FULLY RESPONSIBLE
FOR REPAIR OF STRUCTURES, FOUNDATIONS, FOOTINGS, ETC. DAMAGED
DUE TO CONSTRUCTION.
3. SANITARY SEWER MANHOLE DEFLECTION ANGLE'S ARE 180 DEGREES
UNLESS NOTED OTHERWISE. ALL INVERT ELEVATIONS ARE SHOWN TO THE
MANHOLE CENTERLINE.
GENERAL NOTES PUBLIC WORKS COMMISSION NO. DATE REVISION
SANITARY SEWER UTILITY FAYETTEVILLE, N.C.
SHEET NO. DWG. NO. S. 1 DWG. BY: PWC WATER RESOURCES
1 OF 1 ENGINEERING DEPARTMENT
DATE: JAN. 01, 2010 APPROVED BY: J.E.G.
3" SCHEDULE 40 ALUMINUM PIPE
THREADED INTO MANHOLE LID.
VENT SHALL EXISTISTTEND TO 2
FEET ABOVE THE 100 YEAR FLO-C
ELEVATION.
PWC CAM -LOCK MANHOLE RING
AND COVER (SEE DETAIL S.6)
18 "OR/
INDICAI
ON PLA
z_
100 YEAR FLOODN
PER FEMA FIRM MAPS
PLACE STAINLESS STEEL
SCREEN OVER THE END OF
THE VENT.
SECTION THRU MANHOLE
w
2
z
v
NOTES:
1. REFER TO DETAIL S.6 FOR MANHOLE RING AND
COVER REQUIREMENTS.
2. VENTS SHALL BE PLACED EVERY 1 ,000 FT OR
AS DIRECTED BY PWC.
DRILL AND TAP
3" DIA. PIPE THREAD
THRU
2010 -S1 SEWER NOTES.DWG
(2) CAM LOCKS
SEE DETAIL S.6
1" LETTERING
(2) PICK BARS
SEE DETAIL S.6
V
��0 RUBBER
M M GASKET
N 26" DIA.
T-
COVER SECTION
l�alw ij��s► y
MANHOLE VENT PUBLIC WORKS COMMISSION NO. DATE I REVISION
N.T.S. FAYETTEVILLE, N.C.
DWG. NO. S '� 7 DWG. BY PWC
SHEET No. WATER RESOURCES
1 of 1 DATE: JAN. 01, 2010 APPROVED BY J.E.G. ENGINEERING DEPARTMENT
DES
TLM
DRN
TRS
CHIL
JPK
REV
5"
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventryy - I)etalls.&N
PROJECT NO. 20100046.00.RA
2010 -S17 MH VENT (NEW).DWG
PIPE SIZES
MANHOLE SIZE
MIN. WALL THICKNESS
MIN. REINF. STEEL MIN.
BASE THICKNESS
21" & LESS
48" DIAMETER
5"
ASTM A -185 0.12 SQ. /IN.
6"
24" - 36"
60" DIAMETER
6"
ASTM A -185 0.15 SQ. /IN.
8"
42"
72" DIAMETER
7"
ASTM A -185 0.15 SQ. /IN.
8"
MANHOLE DIAMETER SIZES MAY BE ADJUSTED ON THE PLANS TO
REFLECT SPECIAL CIRCUMSTANCES. REDUCING SLABS ARE NOT
ACCEPTABLE ON MANHOLES LESS THAN OR EQUAL TO 6' DIAMETER.
CAST IRON FRAME &
COVER SEE DETAIL
MAX. (3) 4 ", (2) 6 ", OR FLEXIBLE BUTYL RESIN
X (1) 2" GRADE RINGS SEALANT OR RUBBER GASKET MANUFACTURER INS1
SEE NOTE 13. JOINT. PROPYLENE COATED
iv
'10 STEP OVER INVERT
24" OUT SEE STEP DETAIL
o z
g 48" MIN.
iv SEE CHART
SEE NOTE 5 FOR
FLEX. BOOT
CONNECTOR
uj
w L
Q
>
if
SEE CHART
SEAL ANNULUS AROUND PIPE AT
ENTRANCE WITH NON - SHRINK
GROUT.
CONC. BRICK AND MORTAR INVERT
PLACED IN FIELD TO 3/4 HEIGHT OF
OUTLET PIPE. SEE SHELF DETAIL.
REINFORCING SEE CHART ABOVE
SEE NOTE 3
6" MIN. COMPACTED NO 57
STONE
UNDISTURBED SUBGRADE
NG AND COVER. SEE
(2 TYPES OF RING AND
APPV'D)
GRADE RING MAX. (3)
" OR (1) 2 ". SEE NOTE
TRIC REDUCER
;EALER
IME:[•1111a:9
;EALER
ROUND PIPE
ELF DETAIL
_E EPDM RUBBER
.RY SEWER (OUT)
STONE
PUBLIC WORKS COMMISSION NO. DATE REVISION
STANDARD MANHOLE FAYETTEVILLE, N.C.
1. FEB 07 CREATED S.2A ADDED NOTES 13 -17
SHEET NO. DWG. NO. S.2 DWG. BY: PWC WATER RESOURCES
1 OF 1 DATE: JULY 01, 2011 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
(2) CAM LOCKS
SEE DETAIL
1" LETTERING
(2) PICK BARS
SEE DETAIL
COVER FACE
2011 -S2 STANDARD MANHOLE.dwg
JOINT
(2) STAINLESS STEEL
SEAL INSIDE AND OUTSIDE OF
Z Q
U
Of �
CHANGED NON TRAFFIC DETAIL
JOINT WITH FAST SET MORTAR
2
U z
CLASS 35, MANUFACTURED BY SAME MANUFACTURER.
SMOOTH FINISH
00
Dw
REVISED DIMENSIONS ON
REVISED ASPHALT THICKNESS
N V
0 0
PERFECT, WITHOUT BLOW OR SAND HOLES OR
3
DEFECTS OF ANY KIND, TENDING TO IMPAIR THEIR
v
Of w
LIFT HOLES THAT EXTEND THRU THE
DEFECTIVE HOLES WILL BE PERMITTED.
�1
WALL SHALL BE SEALED WITH
2.
CASTINGS SHALL BE UNPAINTED AND SHALL HAVE
NON - SHRINK GROUT. LIFT HOLES THAT
z_
X
HAVE PVC CAPS THAT DO NOT EXTEND
CAST INTO COVER. LETTERS SHALL BE RAISED AND
2
THRU THE WALL SHALL NOT REQUIRE
o
GRO[IT SFAI ANT
o z
g 48" MIN.
iv SEE CHART
SEE NOTE 5 FOR
FLEX. BOOT
CONNECTOR
uj
w L
Q
>
if
SEE CHART
SEAL ANNULUS AROUND PIPE AT
ENTRANCE WITH NON - SHRINK
GROUT.
CONC. BRICK AND MORTAR INVERT
PLACED IN FIELD TO 3/4 HEIGHT OF
OUTLET PIPE. SEE SHELF DETAIL.
REINFORCING SEE CHART ABOVE
SEE NOTE 3
6" MIN. COMPACTED NO 57
STONE
UNDISTURBED SUBGRADE
NG AND COVER. SEE
(2 TYPES OF RING AND
APPV'D)
GRADE RING MAX. (3)
" OR (1) 2 ". SEE NOTE
TRIC REDUCER
;EALER
IME:[•1111a:9
;EALER
ROUND PIPE
ELF DETAIL
_E EPDM RUBBER
.RY SEWER (OUT)
STONE
PUBLIC WORKS COMMISSION NO. DATE REVISION
STANDARD MANHOLE FAYETTEVILLE, N.C.
1. FEB 07 CREATED S.2A ADDED NOTES 13 -17
SHEET NO. DWG. NO. S.2 DWG. BY: PWC WATER RESOURCES
1 OF 1 DATE: JULY 01, 2011 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
(2) CAM LOCKS
SEE DETAIL
1" LETTERING
(2) PICK BARS
SEE DETAIL
COVER FACE
2011 -S2 STANDARD MANHOLE.dwg
(N.T.S.) - I -1 -1/4 "DIA. RING 155 LBS., COVER 160 LBS., UNIT 315 LBS.
5. PERFORATED COVERS WILL NOT BE ALLOWED
RUBBERS 6. SUPPLY SOCKET FOR TURNING CAM LOCK
�m GASKET CAM LOCK MECHANISM. ONE SOCKET PER PROJECT.
26" DIA. CAM LOCK DETAIL 7. USE OF CONCRETE GRADE RINGS ARE NOT
(N.T.S.) ALLOWED, UNLESS APPROVED BY THE PWC
T 3- 13/16" m PROJECT COORDINATOR.
-�
r
24" uIH. 4 EA. 5/8 "0 x5 -1/2" STAINLESS STEEL BOLTS
24 -1/2" DIA. WITH WEDGE ANCHORS. (SCORE THREADS
TO PREVENT REMOVAL)
26 "- 26 -1/8" DIA.
34" DIA.
FRAME SECTION
(N.T.S.)
STANDARD NON - TRAFFIC AREA PUBLIC WORKS COMMISSION
MANHOLE RING AND COVER FAYETTEVILLE, N.C.
WITH WIPER GASKET & CAM LOCK
SHEET NO. DWG. NO. S.V DWG. BY: PWC WATER RESOURCES
1 of 1 DATE: JAN. 01, 2010 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
DWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
FRAME I I
NOTES:
(2) STAINLESS STEEL
1.
MANHOLE FRAME AND COVER TO BE MADE OF GRAY
(2) CAM LOCKS ROLL PINS 1/2" DIA.
CHANGED NON TRAFFIC DETAIL
CAST IRON CONFORMING TO ASTM SPEC. A48 -83,
X1 -3/4"
ADDED NOTE ON CONC. COLLAR
CLASS 35, MANUFACTURED BY SAME MANUFACTURER.
SECTION ADDED NOTE 7,8
2
ALL CASTINGS SHALL CONFORM TO THE SHAPE AND
REVISED DIMENSIONS ON
REVISED ASPHALT THICKNESS
DIMENSIONS SHOWN. THEY SHALL BE CLEAN AND
PERFECT, WITHOUT BLOW OR SAND HOLES OR
3
DEFECTS OF ANY KIND, TENDING TO IMPAIR THEIR
v
STRENGTH. NO PLUGGING OR STOPPING OF
SECTION /REVISED NOTE 3
DEFECTIVE HOLES WILL BE PERMITTED.
�1
2.
CASTINGS SHALL BE UNPAINTED AND SHALL HAVE
THE LETTERS "PWC- FAY -NC" AND "SANITARY SEWER"
CAST INTO COVER. LETTERS SHALL BE RAISED AND
CLEARLY VISIBLE.
3.
MANHOLE RING AND COVER SHALL WITHSTAND H -20
VEHICULAR TRAFFIC.
4
MINIMUM AVERAGE WEIGHT' PLUS OR MINUS 51/
(N.T.S.) - I -1 -1/4 "DIA. RING 155 LBS., COVER 160 LBS., UNIT 315 LBS.
5. PERFORATED COVERS WILL NOT BE ALLOWED
RUBBERS 6. SUPPLY SOCKET FOR TURNING CAM LOCK
�m GASKET CAM LOCK MECHANISM. ONE SOCKET PER PROJECT.
26" DIA. CAM LOCK DETAIL 7. USE OF CONCRETE GRADE RINGS ARE NOT
(N.T.S.) ALLOWED, UNLESS APPROVED BY THE PWC
T 3- 13/16" m PROJECT COORDINATOR.
-�
r
24" uIH. 4 EA. 5/8 "0 x5 -1/2" STAINLESS STEEL BOLTS
24 -1/2" DIA. WITH WEDGE ANCHORS. (SCORE THREADS
TO PREVENT REMOVAL)
26 "- 26 -1/8" DIA.
34" DIA.
FRAME SECTION
(N.T.S.)
STANDARD NON - TRAFFIC AREA PUBLIC WORKS COMMISSION
MANHOLE RING AND COVER FAYETTEVILLE, N.C.
WITH WIPER GASKET & CAM LOCK
SHEET NO. DWG. NO. S.V DWG. BY: PWC WATER RESOURCES
1 of 1 DATE: JAN. 01, 2010 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
DWK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
FRAME I I
2010 -S6 RING COVER. DWG
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
NOTES: 1. PRECAST REINFORCED CONCRETE MANHOLES SHALL
BE IN ACCORDANCE WITH ASTM C -478
2. MIN.CONCRETE COMPRESSIVE STRENGTH SHALL BE
4000 PSI.
3. MANHOLES GREATER THAN 12' DEPTH SHALL HAVE
MIN. 6" EXTENDED BASE.
4. FLEXIBLE BUTYL RESIN JOINT SEALANT SHALL BE IN
ACCORDANCE W/ ASTM C990. RUBBER GASKET JOINTS
SHALL BE IN ACCORDANCE W /ASTM C -443.
5. FLEXIBLE EPDM RUBBER BOOT CONNECTORS SHALL
BE IN ACCORDANCE W/ ASTM C923, INSTALLED BY
MANUFACTURER W /STAIN- LESS STEEL COMPRESSION
RING AND TAKE -UP CLAMP. CONNECTION TO MAIN
SHALL BE BY CONTRACTOR WITH STAINLESS STEEL
PIPE CLAMP.
6. CONNECTIONS TO EXISTING MANHOLES SHALL BE BY
CORING MAN- HOLE AND FIELD INSTALLING A FLEX BOOT
CONNECTOR. DO NOT ALLOW DEBRIS TO ENTER
SYSTEM.
7. MORTAR SHALL BE QUICK SETTING, NON - SHRINK
GROUT MIXED IN ACCORDANCE WITH
MANUFACTURER'S RECOMMENDATIONS.
8. MANHOLE STEPS SHALL BE IN ACCORDANCE WITH
ASTM C478 AND OSHA REGULATIONS. ALIGN STEPS WITH
INVERT OUT.
9. PREFORMED MANHOLE INVERTS ARE NOT
ACCEPTABLE UNLESS SPECIFICALLY APPROVED BY
PWC IN WRITING. STANDING WATER IN INVERT OF
MANHOLE IS NOT ACCEPTABLE.
10. VERTICAL DROPS BETWEEN THE INFLOW PIPES AND
OUTFLOW PIPES SHALL REQUIRE THE FOLLOWING: A.
GREATER THAN 2.5' SEE DROP STRUCTURE DETAIL
(MIN. 5' DIA. M.H. REQ'D.) B. V TO 2.5' SEE PIPE SLIDE
DETAIL C. LESS THAN 1' SEE SLIDE DETAIL
11. MANHOLE RING AND COVER AND DROP STRUCTURE
SHALL BE IN ACCORDANCE W /PWC STANDARDS SEE
APPLICABLE DETAIL.
Ifs# ���air• 1u��a :�y��r•>t�•�rau:r•1��ya:rra:»nh
13. CONCRETE GRADE RINGS SHALL NOT BE USED FOR ABOVE GRADE
ADJUSTMENTS (I.E., OUTFALL AREAS). USE OF GRADE RINGS ARE
ALLOWABLE IN YARD AREAS AND PAVEMENT, WHERE THE RING AND
COVER ARE AT GROUND LEVEL
14. THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE SHALL
BE 1 %, UNLESS OTHERWISE APPROVED BY PWC
15. THE EXTERIOR MANHOLE RISER JOINTS, INCLUDING THE JOINT AT
THE CONE, SHALL BE SEALED ON THE OUTSIDE BY AN APPROVED
JOINT WRAP. THE WRAP SHALL BE A MINIMUM OF SIX (6) INCHES IN
WIDTH, AND SHALL BE CENTERED ON THE JOINT.
16. MANHOLE BOOT FOR 4 -INCH LATERALS.
SHOULD IT BE NECESSARY TO INSTALL A 4 -INCH LATERAL INTO A
MANHOLE, THE RUBBER BOOT THAT THE LATERAL IS INSERTED INTO
SHALL BE SECURELY FASTENED TO THE CORE HOLE, BY UTILIZING A
STAINLESS STEEL BAND THAT IS TIGHTENED USING A JACK OR A TORQUE
WRENCH (DIRECT DRIVE). BOTH STANDARD SIZE AND STEP DOWN BOOTS
ARE ALLOWED. THE TORQUE WRENCH SHALL BE SUPPLIED BY THE
MANUFACTURER. NO OTHER TYPE BANDS OR METHOD OF SECURING THE
BOOT TO THE MANHOLE SHALL BE ACCEPTED.
FOR FOUR (4) INCH SDR 26 LATERALS, THE PIPE OUTSIDE
DIAMETER RANGE OF THE BOOT SHALL BE 3.5 INCHES TO 4.25
INCHES.
FOR FOUR (4) INCH DUCTILE IRON LATERALS, THE PIPE OUTSIDE
DIAMETER RANGE OF THE BOOT SHALL EITHER BE AS FOR VC OR
4.25 INCHES TO 4.81 INCHES.
IN ALL CASES, THE BOOT SHALL BE TIGHTENED ON THE LATERAL BY
MEANS OF A SINGLE STAINLESS STEEL STRAP.
THE LATERAL INVERT SHALL BE AT THE TOP OF THE SHELF.
17. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH LATERALS
SHALL ENTER A 4' DIAMETER TERMINAL MANHOLE. NO MORE THAN 2
LATERALS (REGARDLESS OF SIZE) SHALL ENTER ALL OTHER 4' DIAMETER
MANHOLES. ALL LATERALS SHALL HAVE AN INDIVIDUAL TROUGH. 5'
DIAMETER MANHOLES SHALL BE USED IF THE ABOVE CONDITIONS ARE
NOT MET.
18. NO MORE THAN 5 LATERALS SHALL ENTER A 5' DIAMETER TERMINAL
MANHOLE.
19. USE OF TEE -WYES ON LATERALS IS NOT ALLOWED.
20. ALL MANHOLES SHALL BE VACUUM TESTED IN ACCORDANCE W/ PWC
STANDARD MANHOLE F'UbLIU VVUKK5 UUIVIIV11551UN
FAYETTEVILLE, N.C. 1. 1/08 CREATED DETAIL, ADDED NOTES 1
DWG. NO. S.2A DWG. BY: PWC
SHEET No. WATER RESOURCES Jvwv
1 OF 1 DATE: JULY 01, 2011 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
23 1/2"
COVER BACK
1/2"
3/4"
PICK SLOT DETAIL
I`1 3/4"
4"
N FRAME A48 -83,CL 30
N
COVER SECTION FRAME PLAN
COVER A48 -83,CL 35
COVER FACE
STANDARD TRAFFIC AREA MANHOLE PUBLIC WORKS COMMISSION
RING AND COVER FAYETTEVILLE, N.C.
N.T.S.
SHEET NO. DWG. NO. S.7 DWG. BY PWC WATER RESOURCES
1 OF 1 DATE: JAN. 01, 2010 APPROVED BY JEG ENGINEERING DEPARTMENT
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
2011 -S2 STANDARD MANHOLE.dwg
NOTES:
1. DETAIL TO BE USED IN PAVED AREAS ONLY. ALL OTHER
MANHOLES SHALL BE IN ACCORDANCE WITH DETAIL S.6,
UNLESS OTHERWISE APPROVED.
2. MANHOLE FRAME AND COVER SHALL BE MADE OF GRAY
CAST IRON CONFORMING TO ASTM SPEC. A48 -83 CL 30/35
RESPECTIVELY, MANUFACTURED BY SAME MANUFACTURER.
ALL CASTINGS SHALL CONFORM TO THE SHAPE AND
DIMENSIONS SHOWN. THEY SHALL BE CLEAN AND PERFECT,
WITHOUT BLOW OR SAND HOLES OR DEFECTS OF ANY KIND,
TENDING TO IMPAIR THEIR STRENGTH. NO PLUGGING OR
STOPPING OF DEFECTIVE HOLES WILL BE PERMITTED.
3. CASTINGS SHALL BE UNPAINTED AND SHALL HAVE THE
LETTERS "PWC- FAY -NC" AND "SANITARY SEWER" CAST INTO
COVER. LETTERS SHALL BE RAISED AND CLEARLY VISIBLE.
4. MANHOLE RING AND COVER SHALL WITHSTAND H -20
VEHICULAR TRAFFIC. ROCKING COVERS SHALL NOT BE
ACCEPTABLE.
5. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5% RING 175 LBS.,
COVER 135 LBS, UNIT 310 LBS.
6. PERFORATED COVERS WILL NOT BE ALLOWED.
25"
23.75"
12.5" 12" MIN.
1 2" MIN
@ FINAL
GRADE
22" 2" MIN.
4'
BED OF CLEAN FRESH
MORTAR (TYP)
31"
CONCRETE COLLAR -PAVED AREAS
8 "min THICKNESS 3000 PSI CLASS "A"
CONCRETE COLLAR 3 -6% AIR
ENTRAINMENT ALL AROUND FRAME.
(WHEN UTILIZING CONCRETE GRADE
RINGS THE CONCRETE COLLAR SHALL
EXISTISTTEND TO 2 "min BELOW THE
TOP OF CONE.)
NO.
DATE
REVISION
1
1
CHANGED NON TRAFFIC DETAIL
REVISED NOTE ON FRAME
JULY 06
ADDED NOTE ON CONC. COLLAR
JUL 08
SECTION ADDED NOTE 7,8
2
DEC 08
REVISED DIMENSIONS ON
REVISED ASPHALT THICKNESS
FRAME SECTION
3
JUL 09
REVISED NOTES ON FRAME
SECTION /REVISED NOTE 3
2010 -S6 RING COVER. DWG
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
NOTES: 1. PRECAST REINFORCED CONCRETE MANHOLES SHALL
BE IN ACCORDANCE WITH ASTM C -478
2. MIN.CONCRETE COMPRESSIVE STRENGTH SHALL BE
4000 PSI.
3. MANHOLES GREATER THAN 12' DEPTH SHALL HAVE
MIN. 6" EXTENDED BASE.
4. FLEXIBLE BUTYL RESIN JOINT SEALANT SHALL BE IN
ACCORDANCE W/ ASTM C990. RUBBER GASKET JOINTS
SHALL BE IN ACCORDANCE W /ASTM C -443.
5. FLEXIBLE EPDM RUBBER BOOT CONNECTORS SHALL
BE IN ACCORDANCE W/ ASTM C923, INSTALLED BY
MANUFACTURER W /STAIN- LESS STEEL COMPRESSION
RING AND TAKE -UP CLAMP. CONNECTION TO MAIN
SHALL BE BY CONTRACTOR WITH STAINLESS STEEL
PIPE CLAMP.
6. CONNECTIONS TO EXISTING MANHOLES SHALL BE BY
CORING MAN- HOLE AND FIELD INSTALLING A FLEX BOOT
CONNECTOR. DO NOT ALLOW DEBRIS TO ENTER
SYSTEM.
7. MORTAR SHALL BE QUICK SETTING, NON - SHRINK
GROUT MIXED IN ACCORDANCE WITH
MANUFACTURER'S RECOMMENDATIONS.
8. MANHOLE STEPS SHALL BE IN ACCORDANCE WITH
ASTM C478 AND OSHA REGULATIONS. ALIGN STEPS WITH
INVERT OUT.
9. PREFORMED MANHOLE INVERTS ARE NOT
ACCEPTABLE UNLESS SPECIFICALLY APPROVED BY
PWC IN WRITING. STANDING WATER IN INVERT OF
MANHOLE IS NOT ACCEPTABLE.
10. VERTICAL DROPS BETWEEN THE INFLOW PIPES AND
OUTFLOW PIPES SHALL REQUIRE THE FOLLOWING: A.
GREATER THAN 2.5' SEE DROP STRUCTURE DETAIL
(MIN. 5' DIA. M.H. REQ'D.) B. V TO 2.5' SEE PIPE SLIDE
DETAIL C. LESS THAN 1' SEE SLIDE DETAIL
11. MANHOLE RING AND COVER AND DROP STRUCTURE
SHALL BE IN ACCORDANCE W /PWC STANDARDS SEE
APPLICABLE DETAIL.
Ifs# ���air• 1u��a :�y��r•>t�•�rau:r•1��ya:rra:»nh
13. CONCRETE GRADE RINGS SHALL NOT BE USED FOR ABOVE GRADE
ADJUSTMENTS (I.E., OUTFALL AREAS). USE OF GRADE RINGS ARE
ALLOWABLE IN YARD AREAS AND PAVEMENT, WHERE THE RING AND
COVER ARE AT GROUND LEVEL
14. THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE SHALL
BE 1 %, UNLESS OTHERWISE APPROVED BY PWC
15. THE EXTERIOR MANHOLE RISER JOINTS, INCLUDING THE JOINT AT
THE CONE, SHALL BE SEALED ON THE OUTSIDE BY AN APPROVED
JOINT WRAP. THE WRAP SHALL BE A MINIMUM OF SIX (6) INCHES IN
WIDTH, AND SHALL BE CENTERED ON THE JOINT.
16. MANHOLE BOOT FOR 4 -INCH LATERALS.
SHOULD IT BE NECESSARY TO INSTALL A 4 -INCH LATERAL INTO A
MANHOLE, THE RUBBER BOOT THAT THE LATERAL IS INSERTED INTO
SHALL BE SECURELY FASTENED TO THE CORE HOLE, BY UTILIZING A
STAINLESS STEEL BAND THAT IS TIGHTENED USING A JACK OR A TORQUE
WRENCH (DIRECT DRIVE). BOTH STANDARD SIZE AND STEP DOWN BOOTS
ARE ALLOWED. THE TORQUE WRENCH SHALL BE SUPPLIED BY THE
MANUFACTURER. NO OTHER TYPE BANDS OR METHOD OF SECURING THE
BOOT TO THE MANHOLE SHALL BE ACCEPTED.
FOR FOUR (4) INCH SDR 26 LATERALS, THE PIPE OUTSIDE
DIAMETER RANGE OF THE BOOT SHALL BE 3.5 INCHES TO 4.25
INCHES.
FOR FOUR (4) INCH DUCTILE IRON LATERALS, THE PIPE OUTSIDE
DIAMETER RANGE OF THE BOOT SHALL EITHER BE AS FOR VC OR
4.25 INCHES TO 4.81 INCHES.
IN ALL CASES, THE BOOT SHALL BE TIGHTENED ON THE LATERAL BY
MEANS OF A SINGLE STAINLESS STEEL STRAP.
THE LATERAL INVERT SHALL BE AT THE TOP OF THE SHELF.
17. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH LATERALS
SHALL ENTER A 4' DIAMETER TERMINAL MANHOLE. NO MORE THAN 2
LATERALS (REGARDLESS OF SIZE) SHALL ENTER ALL OTHER 4' DIAMETER
MANHOLES. ALL LATERALS SHALL HAVE AN INDIVIDUAL TROUGH. 5'
DIAMETER MANHOLES SHALL BE USED IF THE ABOVE CONDITIONS ARE
NOT MET.
18. NO MORE THAN 5 LATERALS SHALL ENTER A 5' DIAMETER TERMINAL
MANHOLE.
19. USE OF TEE -WYES ON LATERALS IS NOT ALLOWED.
20. ALL MANHOLES SHALL BE VACUUM TESTED IN ACCORDANCE W/ PWC
STANDARD MANHOLE F'UbLIU VVUKK5 UUIVIIV11551UN
FAYETTEVILLE, N.C. 1. 1/08 CREATED DETAIL, ADDED NOTES 1
DWG. NO. S.2A DWG. BY: PWC
SHEET No. WATER RESOURCES Jvwv
1 OF 1 DATE: JULY 01, 2011 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
23 1/2"
COVER BACK
1/2"
3/4"
PICK SLOT DETAIL
I`1 3/4"
4"
N FRAME A48 -83,CL 30
N
COVER SECTION FRAME PLAN
COVER A48 -83,CL 35
COVER FACE
STANDARD TRAFFIC AREA MANHOLE PUBLIC WORKS COMMISSION
RING AND COVER FAYETTEVILLE, N.C.
N.T.S.
SHEET NO. DWG. NO. S.7 DWG. BY PWC WATER RESOURCES
1 OF 1 DATE: JAN. 01, 2010 APPROVED BY JEG ENGINEERING DEPARTMENT
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
2011 -S2 STANDARD MANHOLE.dwg
NOTES:
1. DETAIL TO BE USED IN PAVED AREAS ONLY. ALL OTHER
MANHOLES SHALL BE IN ACCORDANCE WITH DETAIL S.6,
UNLESS OTHERWISE APPROVED.
2. MANHOLE FRAME AND COVER SHALL BE MADE OF GRAY
CAST IRON CONFORMING TO ASTM SPEC. A48 -83 CL 30/35
RESPECTIVELY, MANUFACTURED BY SAME MANUFACTURER.
ALL CASTINGS SHALL CONFORM TO THE SHAPE AND
DIMENSIONS SHOWN. THEY SHALL BE CLEAN AND PERFECT,
WITHOUT BLOW OR SAND HOLES OR DEFECTS OF ANY KIND,
TENDING TO IMPAIR THEIR STRENGTH. NO PLUGGING OR
STOPPING OF DEFECTIVE HOLES WILL BE PERMITTED.
3. CASTINGS SHALL BE UNPAINTED AND SHALL HAVE THE
LETTERS "PWC- FAY -NC" AND "SANITARY SEWER" CAST INTO
COVER. LETTERS SHALL BE RAISED AND CLEARLY VISIBLE.
4. MANHOLE RING AND COVER SHALL WITHSTAND H -20
VEHICULAR TRAFFIC. ROCKING COVERS SHALL NOT BE
ACCEPTABLE.
5. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5% RING 175 LBS.,
COVER 135 LBS, UNIT 310 LBS.
6. PERFORATED COVERS WILL NOT BE ALLOWED.
25"
23.75"
12.5" 12" MIN.
1 2" MIN
@ FINAL
GRADE
22" 2" MIN.
4'
BED OF CLEAN FRESH
MORTAR (TYP)
31"
CONCRETE COLLAR -PAVED AREAS
8 "min THICKNESS 3000 PSI CLASS "A"
CONCRETE COLLAR 3 -6% AIR
ENTRAINMENT ALL AROUND FRAME.
(WHEN UTILIZING CONCRETE GRADE
RINGS THE CONCRETE COLLAR SHALL
EXISTISTTEND TO 2 "min BELOW THE
TOP OF CONE.)
2010 -S7 RING COVER. DWG
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
UTILITY DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12
U2
DESIGN BY: TLM DRAWN BY: TRS OF 36.
NO.1
DATE
I REVISION
1
JAN 05
CHANGED NON TRAFFIC DETAIL
2
JULY 06
ADDED NOTE ON CONC. COLLAR
3
FEB 07
REMOVED NON TRAFFIC AREA
REVISED NOTES
4
JULY 08
REVISED ASPHALT THICKNESS
2010 -S7 RING COVER. DWG
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
UTILITY DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12
U2
DESIGN BY: TLM DRAWN BY: TRS OF 36.

N
V)
J
H
W
H
J
H
I
3
vi
N
T
c
N
O
0
rn
3
T
c
a�
O
0
Q
0
v
L
0
0
co
It
0
0
0
0
N
Z d
�LO
N
> 0
N
/V N
W
�6 5
;a 0
.w
EL Y -J V)
/V 0
OmCL N
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
NOTES:
TAPPING SADDLE WITH STRAP
NOTES:
(2) STAINLESS STEEL 1. MANHOLE FRAME AND COVER TO BE MADE OF GRAY
(2) CAM LOCKS (2) CAM LOCKS
5' MIN. SINGLE WIDE AND ALIGNMENT FLANGE.
SEE DETAIL ROLL PINS 1/2" DIA. CAST IRON CONFORMING TO ASTM SPEC. A48 -83,
STAINLESS SEE NOTES #8,9,10 ON S.11
1/2" GRADE 60 1. COPOLYMER POLYPROPYLENE PLASTIC
X1 -3/4" CLASS 35, MANUFACTURED BY SAME MANUFACTURER.
STEEL STRAP
STEEL REINFORCEMENT STEP SHALL BE PLACED 16" O.C.
IN ALL STRUCTURES 5' DEPTH OR
1" LETTERING ALL CASTINGS SHALL CONFORM TO THE SHAPE AND
EXISTISTTEND STACK 18" MIN. A VE 1'_ 6"
GREATER.
PICK BARS ° DIMENSIONS SHOWN. THEY SHALL BE CLEAN AND
P w
GRADE WITH GLUE CAP FOR (TYP.) z
S PERFECT, WITHOUT BLOW OR SAND HOLES OR
SEE DETAIL
OR 6" TESTING, AFTER TEST ARE
2. STEPS SHALL BE INSTALLED BY
MANUFACTURER AND SHALL BE
�
\> DEFECTS OF ANY KIND, TENDING TO IMPAIR THEIR
- C� STRENGTH. NO PLUGGING OR STOPPING OF
(4"
FLOW ACCEPTED ADJUST STACK TO
- INLET PROPER GRADE AND INSTALL
�� T DEFECTIVE HOLES WILL BE PERMITTED.
PERMANENT CLEANOUT CAP w
ALIGNED OVER STRUCTURE INVERT
OUT.
`
� �<
2. CASTINGS SHALL BE UNPAINTED AND SHALL HAVE
a
ASSEMBLY VARIES O
PVC SDR -26 TEE OR DI i 2„
SEE NOTE # 9 S.11 a
".;
3. DIMENSIONS SHOWN ARE TO CONVEY
THE DESIRED SIZE OF THE STEP. STEPS
�cW (� THE LETTERS "PWC- FAY -NC" AND "SANITARY SEWER"
CAST INTO COVER. LETTERS SHALL BE RAISED AND
y
a , .
11111 t
SECTION "A OF SIMILAR SIZE AND CONSTRUCTION
CLEARLY VISIBLE.
CAP SHALL HAVE 2"
-A"
MAY BE ACCEPTABLE PROVIDED
y
COVER NON TRAFFIC
TEE CONNECTION AREAS AND SHALL BE
MATERIAL SUBMITTAL IS APPROVED
} 3. MANHOLE RING AND COVER SHALL WITHSTAND H -20
OPTIONAL RISER SHALL BE 4" SDR 26 PVC - SET AT GRADE IN PAVED
1 -1/8" BY PWC.
VEHICULAR TRAFFIC.
TAPPING SADDLE EXISTISTCEPT IT SHALL BE 4" D.I. IF AREAS
COVER FACE
OPTIONAL THE LATERAL ITSELF IS DUCTILE PERMANENT ASS'Y
4. MATERIALS OF CONSTRUCTION AND
METHOD OF INSTALLATION SHALL BE IN
(N.T.S.) 1 -1/4 "DIA. 4. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5%
'� RING 155 LBS., COVER 160 LBS., UNIT 315 LBS.
NOTE: TAP SHALL BE 4 1/2" IRON SEE CLEANOUT CAP ASS'Y
FOR 4" LATERAL, AND
A ACCORDANCE WITH OSHA STANDARDS
SHALL BE 6 1/2" FOR 6"
AND ASTM C -478.
GLUE CAP OR MJ PLUG
LATERAL. �pR�.
O O FOR AIR TESTING TO
� :' r:' r: :r:' r:' r: .::' r:' r:' r: .::' r:' r:' r: .::' r:' r:' r: .::' r:' r:' r: .::' r:' r:' r: .::' r:' r:' r: .::'r:'r:'r:.::�rrrr: +rr:r: +: {r rr:r: +rr:r: +rr :':'::':'::':'
m-RUBBER
ao 6. SUPPLY SOCKET FOR TURNING CAM LOCK
M M GASKET CAM LOCK
PAR F
STONE SHALL BE REMAIN
4 6
11 pR )
F
.................................................................. ...............................
�� MECHANISM. ONE SOCKET PER PROJECT.
N 26" DIA.
Opp 'I
EXISTISTTENDED TO BED S� 00
M \N- p�RF S 11 EXISTISTTEND SS TO
�V -� I -
q SERRATED TREADS WIDE ENOUGH TO
r� 10 -3/4" STAND ON WITH BOTH FEET
CAM LOCK DETAIL 7. USE OF CONCRETE GRADE RINGS ARE NOT
(N.T.S.) ALLOWED, UNLESS APPROVED BY THE PWC
LATERAL CONNECTION 118" • --
�/ 13 - -_ _ - R/W OR PROPERTY LINE
FROM UNDISTURBED SOIL NO�� I -III _ _ _ - DI OR PVC, DEPENDING
SSE (
12..
PROJECT COORDINATOR.
T__ 3- 13/16" �
rn
III - III - III - III - III - III -III- ON LATERAL MATERIAL)
R26 2
III = III = III = III = III = III = III = III -III- PVC SDR26 2
PLAN VIEW
COVER SECTION 8. THIS DETAIL IS TO BE USED ON ALL MANHOLES
LOCATED OUTSIDE OF PAVED AREAS, UNLESS
_ , , �-
PIECE ED
I I -III -I I I -I I I -I I I -I I I -I I I -I I I -I I I -I I I -I I I-
OTHERWISE APPROVED.
-
THREADED SLOTTED _ MECH JOINT
....................................................................................................... ...............................
9. REFER TO DETAIL S.17 FOR INSTALLATION OF
- - - - - - - - - - - FITTINGS IF D.I.
CAST IRON PLUG III - III - III - III - III - III - III - III - III - III -I I I-
- - - - - - - - - - -
............................................................. ............................... ...
.::
M „ „ VENT STACK.
27 -3/8 -27 -7/16 DIA. 5/8 DIA. SS ROD
PICK BAR AND
- LATERAL. SEE
o000 �apapl l l- III - III - III - III - III - III - III - III - III - III -I I I-
- - - - - - - - - - - NOTE 21 ON S.11
TRAFFIC CAP 0000 �0000- - - -- -I I I -I 11 -1 I I -I 11 -1 I I -I I I- )
I I -I I -I I -� �- III - III - III - III -III-
FRONT VIEW :.: ::.. :..
GASKET GROOVE DETAIL
- -_ -_- - - -
-
9 -1/8" . ............... .
v _� (N.T.S.)
N GASKET
_- _
i- iii -iii -i
- III = III = III = III-- -UNDISTURBED�SOIL
-
- OVE
MATERIAL.
CAST
1 1/4" 3 -3/8"
(N.T.S.)R
RON HDUBD
.p . p. D a
....................... „ .
..........................
................................... ............................... ..........
D'
W 24" DIA.
4 EA. 5/8"0 x5 -1/2" STAINLESS STEEL BOLTS
24 -1/2" DIA. WITH WEDGE ANCHORS. (SCORE THREADS
TO PREVENT REMOVAL) • ...
4" MIN.
STAINLESS o000
26"-26-1/8" DIA. ..
STEEL HOSE
.................. ...............................
34" DIA.
CLAMPS 4" A C /D I TO 4" C.I./PLASTIC
° MANHOLE WALL :°
a. 5" MIN* a a
FRAME SECTION
MIN. 1/4" THICK EPDM COUPLING
SIDE VIEW ISOMETRIC VIEW OF STEP
FRAME
(N.T.S.)
FOR SEWER SERVICE LATERAL
C/O CAP ASSEMBLY NOTES SEE DETAIL S.11
N.T.S.
STRUCTURE STEP
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
STANDARD NON - TRAFFIC AREA
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
SEWER SERVICE LATERAL
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
N.T.S.
FAYETTEVILLE, N.C.
MANHOLE RING AND COVER
FAYETTEVILLE, N.C.
4 -INCH AND 6 -INCH
FAYETTEVILLE, N.C.
1
JUL 08
REVISED NOTE ON FRAME
1
JAN 07
REVISED CONNECTION
WITH WIPER GASKET & CAM LOCK
SECTION ADDED NOTE T8
SHEET NO.
DWG. NO. S.8
DWG. BY PWC
WATER RESOURCES
SHEET NO.
DWG. NO. S.6
DWG. BY: PWC
WATER RESOURCES
2
DEC 08
REVISED DIMENSIONS ON
FRAME SECTION
SHEET NO.
DWG. NO. S. 10
DWG. BY PWC
WATER RESOURCES
2
JULY 08
ADDED NOTES FOR 6" LATERALS
DATE: JAN. 01, 2010
APPROVED BY J.E.G.
DATE: JAN. 01, 2010
APPROVED BY: J.E.G.
3
JUL 09
REVISED NOTES ON FRAME
DATE: JAN. 01, 2010
APPROVED BY JEG
3
1 OF 1
ENGINEERING DEPARTMENT
1 OF 1
ENGINEERING DEPARTMENT
1 OF 1
ENGINEERING DEPARTMENT
SECTION /REVISED NOTE 3
2010 -S8 STEP. DWG
2010 -S6 RING COVER. DWG
2010 -S10 resslat. DWG
NOTES 5. DROP STRUCTURE MH. SHALL BE A MIN. OF S DIAMETER
NOTES:
1. MANHOLE SHALL BE IN ACCORDANCE WITH TO 12" ABOVE TEE. DROP STRUCTURE SHALL BE INSTALLED
PWC STANDARDS, SEE MANHOLE DETAIL FOR AGAINST WALL OF MANHOLE AS SHOWN. IF THE GRADE
1. ALL EXISTISTCAVATIONS SHALL COMPLY WITH THE TERMS AND
TOP TO BE FLUSH WITH VALVE BOX PROTECTOR
ADDITIONAL INFORMATION DOES NOT ALLOW, THEN INSTALL AS CLOSE TO WALL AS
CONDITIONS OF THE CONSTRUCTION STANDARDS FOR
FINISH GRADE AND LEFT RING SHALL BE PLACED WHERE NOTES:
�� 2. ALL PVC FITTINGS FOR DROP POSSIBLE.
SEE PAVT PATCH DETAIL FOR EXISTISTCAVATIONS IN OSHA "SAFETY AND HEALTH REGULATIONS
EXISTISTPOSED VALVE IS LOCATED IN NON-
TRAFFIC AREAS. SEE VALVE
. STRUCTURE SHALL BE SDR 35 PVC WITH 6. DROP STRUCTURES REQUIRED FOR ALL DROPS 6" AND
LAST 3' OF FILL IN PAVED AREAS FOR CONSTRUCTION ", CHAPTER XV11 OF TITLE 29, CFR, PART
1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON
1. ALL MATERIALS SHALL BE IN ACCORDANCE
PAVEMENT BOX PROTECTOR RING DETAIL. WITH PWC STANDARDS.
NEW SANITARY JA SOLVENT WELD JOINTS GREATER IN DIAMETER, AND WHEN 3 OR MORE 4" LATERALS
SEWER ENTER MANHOLES WITH 4" INTERIOR DROPS. NO MORE
G9p ON THE JOB AT ALL TIMES AND SHALL EMPLOY A PROFESSIONAL
4" min. 2. RESILIENT WEDGE GATE VALVE SHALL BE AS
3. MANHOLES GREATER THAN 12' IN DEPTH SHALL
THAN FOUR 4" INTERIOR DROPS ARE ALLOWED IN A 5'
COMPACTED TO 95% MAX. DENSITY
3000 PSI POURED 6"
HAVE MIN. 6" EXISTISTTENDED BASE.
�9 ENGINEER TO ACT UPON ALL PERTINENT MATTERS OF THE WORK.
AS DETERMINED BY ASTM D698
�F
2. BEDDING MATERIAL QUANTITIES ARE CALCULATED BASED
12.. TURF max. MANUFACTURED BY MUELLER CORP.,
IN PLACE CONCRETE AMERICAN DARLING OR CLOW CORP.
COLLAR �� � TRACER WIRE
2" min.
A MANHOLE.
- - 4. DROP STRUCTURE SHALL BE PLACED WHERE 7. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH
1 "X1/8" STAINLESS SEWER MAIN OR LATERAL VERTICAL DROP LATERALS SHALL ENTER A 4' DIAMETER TERMINAL
ON THE FOLLOWING TRENCH WIDTHS. BEDDING MATERIAL SHALL
Z111111111=�F BE INSTALLED REGARDLESS OF PIPE MATERIAL.
A ° ° ° ° 3. ALL VALVES SHALL HAVE 2" SQUARE
° ° ° ° =� FINAL GRADE ° ° OPERATING NUT AND SHALL OPEN
STEEL STRAP BETWEEN INVERTS EXISTISTCEEDS 2.50'. SEE MANHOLE. NO MORE THAN 2 LATERALS (REGARDLESS OF
PIPE SLIDE DETAILS FOR DROPS LESS THAN SIZE) SHALL ENTER ALL OTHER 4' DIAMETER MANHOLES.
8" ° III COUNTERCLOCKWISE.
PLAN 2.50' VERTICAL SEPARATION. ALL LATERALS SHALL HAVE AN INDIVIDUAL TROUGH. 5'
FOR
_- FOR 42" RCP /DI B =6', D =5' -6"
° ° ° ° CONCRETE COLLAR 4. VALVE BODY, BONNET AND GATE SHALL BE
DIAMETER MANHOLES SHALL BE USED IF THE ABOVE
= FOR 30" RCP /DI B= 4' -6 ", D =4' -6"
- -- - - -- FOR 24" RCP /DI B =4', D =4' -0"
-_ FOR 18" PVC /DI B =3', D =3'
- SHALL BE PLACED IN ACCORDANCE WITH AWWA C -509/C -515
WHERE VALVE IS IN A AND NSF61.
- TRAFFIC AREA. -
- -
CONDITIONS ARE NOT MET. THE LATERAL INVERT SHALL BE
SDR 35 PVC SW TEE WITH
OPEN END ON SPIGOT SIDE. AT THE TOP OF THE SHELF.
8. NO MORE THAN 5 LATERALS SHALL ENTER A 5' 10. CONNECTIONS TO EXISTISTISTING
5. VALVE BODY AND BONNET SHALL BE
MANHOLES SHALL HAVE CORE AND "BOOT"
° -- -= FOR 15" PVC /DI B =3', D =3'
- -_ FOR 12" PVC /DI B =2', D =3' -0"
UNDISTURBED SOIL -
-
VALVE BOX COATED ON ALL INTERIOR AND EXISTISTTERI
- SEE DETAIL -
R
FLEXISTISTIBLE BOOT DIAMETER TERMINAL MANHOLE.
ONLY UNLESS APPROVED OTHERWISE BY
CONNECTED TO MH WITH SS 9. FLEXISTIST. BOOT SHALL BE CONNECTED TO
FOR 8" PVC /DI B =2', D =3' -0"
SURFACES WITH A FUSION BONDED EPDXY
I I III- -III I III i i
PWC PROJECT COORDINATOR.
ISTI T MH. WITH STAINLESS STEEL EXISTISTPANSION
N I K UT SEAL
w
i �
NCDOT CONCRETE IN ACCORDANCE WITH AWWA C- 550 -90.
-SH
RING. FLEXISTISTIBLE BOOT CONNECTORS SHALL 11. ALL MANHOLES SHALL BE VACUUM
o p 3. THE BEDDING MATERIAL SHALL BE GRANULAR, CLEAN, COARSE
BACKFILL SHALL BE PLACED IN z PEA GRAVEL, OR WELL GRADED CRUSHED ROCK
BRICK (4 REQUIRED 6. ALL VALVES 24" AND SMALLER SHALL HAVE
- - @ EACH SECTION.)
SDR 26 PVC , CONFORM TO ASTM C -923 SPEC. TESTED IN ACCORDANCE W/ PWC
6" LAYERS AND COMPACTED w PLACED IN LAYERS NOT TO EXISTISTCEED 6" LOOSE LIFTS FOR
- - A SAFE WORKING PRESSURE OF 250 PSI.
STANDARDS.
6" MIN 12" MAX.
TO 90% MAXIMUM DENSITY AS + cn THE FULL WIDTH OF THE TRENCH.
DETERMINED BY ASTM D698 DIA/2
MIN. 12 GAUGE, SINGLE 7. SEE VALVE BOX DETAIL FOR ADDITIONAL
STRAND, COATED COPPER INFORMATION.
FOR TRANSITION FROM D.I. TO PVC SW TEE
TO 12" ABOVE TOP OF PIPE 4. BEDDING MATERIAL SHALL BE INSTALLED AND PAID FOR IN
TRACER WIRE ( SHALL BE
USE A C900 BELL X SDR 26 SPIGOT SDR 35
ACCORDANCE WITH THE FOLLOWING CHART TO PRODUCE
CLASS B BEDDING.
_- -
INSTALLED BETWEEN - 8. SEE VALVE BOX PROTECTOR RING DETAIL
12" 12" MIN.
ADAPTOR. GROUT SEALED
�-
SELECT BEDDING MATERIAL FOR 8" PIPE .067yd3/ft. OF PIPE
NO OVERAGE ALLOWED SEE FOR 12" PIPE /ft. OF PIPE
i III III i I I -III FOR ADDITIONAL INFORMATION.
VALVES AND SHALL BE -
INSTALLED ON ALL NON 9. VALVE BOX SECTIONS ARE REQUIRED. THE
COMPACTED NO. 57 OR NO. 5
STONE FROM UNDISTURBED
.09yd3
NOTE 4 ( MIN 4) Y
" FOR 15" PIPE .11 d3 /ft. OF PIPE
METALLIC PIPELINES.) USE OF PIPE IN LIEU OF VALVE BOX
SOIL TO SPRING -LINE OF PIPE FOR TRANSITION FROM D.I. TO
MAX (DIA/2) FOR 18" PIPE .13yd3 /ft. OF PIPE
WATER SPLICES SHALL BE WATER SECTIONS SHALL NOT BE PERMITTED.
AS DIRECTED BY PWC 5' MIN. - PVC USE A C900 BELL X SDR 26 12" MIN.
SUBBASE SHALL BE UNDISTURBED FOR 24" PIPE .15yd3 /ft. OF PIPE
SOIL. WHERE SOIL IS DEEMED FOR 30" PIPE .19yd3 /ft. OF PIPE
/ ALV MAIN PPROVED BY THE PWC VALVE MAIN
ROJECT COORDINATOR.
PROJECT COORDINATOR. '; SPIGOT ADAPTOR.
FLEXISTISTIBLE
PIPE DIA
UNSUITABLE BY THE PWC PROJ. REP. FOR 36" PIPE .25yd3 /ft. OF PIPE
1.
1"x 1/8" STAINLESS STEEL STRAPS SDR 26 PVC
AUTHORIZED AREA SHALL BE UNDERCUT FOR 42" PIPE .32yd3 /ft. OF PIPE
FOR 48" PIPE /ft. OF PIPE
CONFORMING TO THE PIPE ANCHORED J.
AND BACKFILLED WITH SELECT BEDDING B .36yd3
III III III III III III III III
WITH STAINLESS STEEL ANCHOR BOLTS
MATERIAL. AREAS NOT AUTHORIZED 5. BEDDING MATERIAL SHALL EXISTISTTEND TO UNDISTURBED TRENCH
AND WEDGE ANCHORS. 2 STRAPS SDR 26 PVC
AS UNDERCUT SHALL BE BACKFILLED SEE NOTES 1 & 2. WALLS AND TRENCH BOTTOM. OVERAGE OF BEDDING MATERIAL
VALVE IN TRAFFIC AREA VALVE IN NON - TRAFFIC AREA
MINIMUM, STRAPS SHALL BE 3' O.C. MAX.
AT CONTRACTORS EXISTISTPENSE WITH WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY
PLACE STRAPS WITHIN 1' OF TEE AND
SELECT BEDDING MATERIAL. THE PROJECT REPRESENTATIVE AND SHALL ONLY BE PAID
WITHIN 1' OF a BEND. ALL OTHER STRAPS
FOR IN THE AMOUNT OF THE AUTHORIZED QUANTITY.
SHALL BE 3' O.C.
6. BEDDING MATERIAL SHALL BE PROPERLY RODDED AROUND
SS STRAPS
THE PIPE HAUNCHES.
SDR 35 SW PVC 1/4 BEND TOWARD
7. CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN
SW 1/4 BEND • ,J.
INVERT OUT. BEND SHALL BE � . P° SDR 35 J
CUTS IN PAVED AREAS. TRENCH WIDTH SHALL BE MAINTAINED
PLACED ON TOP OF SHELF.
AT THE MINIMUM PRACTICAL WIDTH.
CONSTRUCT TROUGH ON TOP OF
SHELF TO DIRECT DISCHARGE IN
THE DIRECTION OF FLOW. SECTION "A -A"
SEWER BEDDING
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
GATE VALVE
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
INTERIOR DROP STRUCTURE
PUBLIC WORKS COMMISSION
NO.
DATE
REVISION
N.T.S.
FAYETTEVILLE, N.C.
(N.T.S.)
FAYETTEVILLE, N.C.
GRAVITY SEWER MAINS & LATERALS
FAYETTEVILLE, N.C.
1
JAN 05
REVISED NOTES
2
JAN 07
REVISED ADAPTOR, NOTE 2.
1
6/06
ADDED NOTE #9
SHEET NO.
DWG. NO. S.13
DWG. BY PWC
WATER RESOURCES
SHEET NO.
DWG. NO. W 6
DWG. BY PWC
WATER RESOURCES
2
7/09
CLARIFIED NOTES
SHEET NO.
DWG. NO. S,5
DWG. BY PWC
WATER RESOURCES
3
JAN 08
ADDED NOTES 6, 7 & 8
DATE: JAN. 01, 2010
APPROVED BY J.E.G.
DATE: JULY 01, 2010
APPROVED BY: JEG
DATE: JAN. 01, 2010
APPROVED BY J.E.G.
4
NOV. 08
REVISED FITTING MATERIAL
1 OF 1
ENGINEERING DEPARTMENT
1 OF 1
ENGINEERING DEPARTMENT
1 OF 1
ENGINEERING DEPARTMENT
2010 -S13 SEWER BEDDING.DWG
2010 -W6 GATEVALVE. DWG
2010 -S5 Dropmh(REV_11_08).dwg
DES
TLM
DRN
TRS
CHK
JPK
REV
APP
TLM
PROD. MGR. TLM
DATE 2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Coventry - Detalls.dwa
PROJECT NO. 20100046.00.RA
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
OPER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
UTILITY DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12 U3
DESIGN BY: TLM DRAWN BY: TRS OF 36.

M
V)
J_
Q
H
W
H
J
H
I
3
vi
v
T
c
O
0
rn
3
T
c
a�
0
0
Q
0
v
L
0
0
co
It
0
0
0
0
N
Z d
> 0
N
/V N
W
�6 5
;a 0
.w
EL Y -J V)
/V 0
OmCL N
7- 5/16"
(V
LP
5 -3/4"
7"
SECTION "A -A"
91,
7 -5/8"
7 -3/8"
6 -1/8"
6 -1/2"
9 -1/2"
TOP SECTION
5 -1/4" DROP LID
T
" min.
max.
I
u
A Qonl� A
0000a
PLAN
5 -3/4"
5 -1/4"
10 -1/4" _
BOTTOM
DROP LID
TOP
SECTION
BOTTOM
SECTION
NOTES:
1. VALVE BOX SHALL BE 3 PART SLIP -TYPE
MANUFACTURED BY ALABAMA PIPE CO.,
CHAPMAN VALVE CO., COLOMBIAN IRON
WORKS, R.D. WOOD CO. OR APPROVED
EQUAL.
2. VALVE BOX SHALL BE 3 -PIECE CLOSE
GRAINED CAST IRON SLIP -TYPE VALVE BOX
WITH A MINIMUM THICKNESS OF 3/16 ".
3. VALVE BOX SHALL HAVE RAISED LETTERS
"WATER" CAST INTO COVER.
4. VALVE BOX SHALL HAVE 3/8" HOLE DRILLED
IN TOP SECTION THRU WHICH A 1/4 "x1 -1/2"
GALVANIZED BOLT SHALL BE USED TO
SECURE A MINIMUM 12 GAUGE, SINGLE
STRAND, COATED COPPER TRACER WIRE
FOR NON - FERROUS PIPE. A 1/2" WASHER
SHALL BE USED BETWEEN NUT AND INSIDE
OF BOX. TIGHTEN HAND TIGHT.
5. SCREW TYPE VALVE BOXES ARE NOT
ACCEPTABLE.
6. DIMENSIONS SHOWN ARE FOR INFORMATION
ONLY AND VARY BASED UPON THE
MANUFACTURER.
7. VALVE BOX SECTIONS ARE REQUIRED. THE
USE OF PIPE IN LIEU OF VALVE BOX
SECTIONS SHALL NOT BE PERMITTED.
8. TRACING WIRE SHALL BE INSTALLED
OUTSIDE OF BOX.
VALVE BOX PUBLIC WORKS COMMISSION NO. I DATE I REVISION
N.T.S. FAYETTEVILLE, N.C. 1 7/09 ADDED NOTES 7,8 & CLARIFIED NOTES
SHEET NO. DWG. NO. W.7 DWG. BY: PWC WATER RESOURCES
1 OF 1 DATE: JULY 01, 2011 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
DES
TLM
DRN
TRS
CHK
JPK
REV
4
APP
TLM
PROD. MGR.
TLM
DATE
2/13/12
REV I DATE
DESCRIPTION
DRAWING NAME:
Covenh-t-- I)etalls.dws
PROJECT NO. 20100046.00RA
2011 -W7 VALVEBOX.dwg
HORIZONTAL BEND
-SIDE EXCAVATIONS(TYP.)
T
>77F
MIN. BEARING AREA EACH DIRECTION
OF THRUST IN SQUARE FEET
(based on soil supporting value of 2000 psf @ 200 psig test pressure)
PIPE
SIZE
TEES &
DEADENDS
90,
ELBOWS
45° ELBOW
& CROSSES
22 -1/2°
ELBOWS
6"
4
6
3
2
8"
7
10
5
3
12"
15
21
11
6
CONCRETE
THRUST
BLOCK
(TYP.)
SEE BLOW -OFF DETAIL FOR
CLARIFICATION OF CONSTRUCTION
REQUIRED AT DEAD ENDS
TH
BL
-1
NO.
6j
I REVISION
j- \
ALL BEARING
REVISED TABLE, NOTE 1
SURFACES
SEPT 05
SHALL BE AGAINST
3
UNDISTURBED
TEE
GROUND (TYP.)
CONCRETE THRUST BLOCK
DETAIL
N.T.S.
w
DWG. NO. W.17
DWG. BY: PWC
SHEET NO.
AREAS. SEE APPLICABLE PAVEMENT
1 OF 1
DATE: JULY 01, 2011
APPROVED BY: J.E.G.
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DRIVE
(PER. RALEIGH, NC 27607
(919) 782 -0495
NC Licence No. F -0374
Office Locations:
North Carolina Georgia
South Carolina
ELE
'ONCRETE
'HALL BE KEPT
'LEAR OF PIPE
OINTS(TYP.)
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
NOTES:
1.) THRUST BLOCKS SHALL BE INSTALLED
ON PVC WATER DISTRIBUTION LINES 6"
THRU 12" DIA. IN THE MANNER SHOWN.
SEE PWC STANDARD ALT. RESTRAINING
DETAIL W.18 FOR ACCEPTABLE
ALTERNATE RESTRAINING SYSTEMS.
2.) PIPE GREATER THAN 12 INCH
DIAMETER SHALL REQUIRE RESTRAINT
JOINT PIPE FOR THE PROPER LENGTH.
3.) COMPACT FITTINGS ARE NOT
ACCEPTABLE. STANDARD FITTINGS
SHALL BE USED WITH CONCRETE
THRUST BLOCKING.
4.) THRUST BLOCKS SHALL BE
INSTALLED ON SEWER FORCE
MAIN IN THE MANNER SHOWN.
5.) IF SAC -CRETE IS USED, MIXING
MUST BE ON SITE UTILIZING A
MECHANICAL MIXER.
TURBED 6.) NO CONCRETE SHALL BE
PLACED ON BOLTS. WRAP
AREA OF JOINT FITTINGS WITH PLASTIC.
BEARING
7.) CONCRETE SHALL BE
A MINIMUM 3,000 psi.
8.) ALL BEARING SURFACES SHALL BE
AGAINST UNDISTURBED SOIL AND
SHALL BE APPROVED BY PWC PROJ.
COORDINATOR PRIOR TO PLACEMENT
OF CONCRETE.
9.) USE OF RESTRAINED JOINT DUCTILE
IRON WILL BE REQUIRED IF SOIL
CONDITIONS DO NOT ALLOW THE USE
OF THRUST BLOCKS
10.) ALL VERTICAL BENDS SHALL BE
RESTRAINED USING RESTRAINED
JOINT DUCTILE IRON PIPE.
2011 -W17 THRUSTBLOCK.dwg
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
N III
I
CONTINUOUS 12 GA.
THHN TRACER WIRE
REQUIRED FOR
ALL NON - FERROUS PIPE
(FROM VALVE BOX TO
VALVE BOX)
4 " -6" TOPSOIL RESTORED TO
AS REQUIRED ORIGINAL GRADE AND SEEDED OR
BELL OD + 8" MIN. / SODDED AS INDICATED ON
BELL OD + 24" MAX. DRAWINGS.
NO.
I DATE
I REVISION
1
JAN 05
REVISED TABLE, NOTE 1
2
SEPT 05
REVISED TABLE
3
FEB 07
ADDED NOTES 9 &10
2011 -W17 THRUSTBLOCK.dwg
FOR PERMITTING
ONLY - NOT FOR
CONSTRUCTION
N III
I
CONTINUOUS 12 GA.
THHN TRACER WIRE
REQUIRED FOR
ALL NON - FERROUS PIPE
(FROM VALVE BOX TO
VALVE BOX)
4 " -6" TOPSOIL RESTORED TO
AS REQUIRED ORIGINAL GRADE AND SEEDED OR
BELL OD + 8" MIN. / SODDED AS INDICATED ON
BELL OD + 24" MAX. DRAWINGS.
TYPE 3 TRENCH
WATER MAIN BEDDING DETAIL
SHEET NO. DWG. NO. W 19 DWG. BY: PWC
1 OF 1 DATE: JULY 01, 2011 APPROVED BY: J.E.G.
BACKFILL LIGHTLY TO 12"
ABOVE PIPE IN 6" LIFTS (95%
MAX DENSITY COHESIONLESS SOILS
90% MAX DENSITY COHESIVE SOILS)
WATER MAIN MATERIAL SHALL
BE AS SPECIFIED AND SHOWN
_ ON THE DRAWINGS.
4" MIN SUITABLE LOOSE
SOIL BEDDING FROM TRENCH
EXCAVATION (SEE NOTES 4 & 5)
UNDISTURBED
SOIL
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
NOTES:
1. ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND
CONDITIONS OF THE CONSTRUCTION STANDARDS FOR
EXCAVATIONS IN OSHA "SAFETY AND HEALTH REGULATIONS
FOR CONSTRUCTION ", CHAPTER XV11 OF TITLE 29, CFR, PART
1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON
ON SITE AT ALL TIMES DURING EXCAVATION AND BACKFILLING.
2. CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN
CUTS IN PAVED AREAS. TRENCH WIDTH SHALL BE MAINTAINED
AT THE MINIMUM PRACTICAL WIDTH.
3. TYPE 3 TRENCH CONDITIONS AND A MINIMUM OF 4'
OF COVER MUST BE MAINTAINED WHERE RESTRAINT JOINT
PIPE IS SPECIFIED AND 350F COVER IN ALL OTHER LOCATIONS
UNLESS SHOWN OTHERWISE ON THE PLAN PROFILE.
4. LOOSE SOIL OR SELECT MATERIAL IS DEFINED
AS "NATIVE" SOIL EXCAVATED FROM THE TRENCH,
FREE OF ROCKS, FOREIGN MATERIAL, AND
FROZEN EARTH.
5. BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED TRENCH
WALLS AND TRENCH BOTTOM. BEDDING MATERIAL
WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY
THE PROJECT REPRESENTATIVE AND ONLY
FOR THE AUTHORIZED QUANTITY.
6. BEDDING MATERIAL SHALL BE PROPERLY RODDED
AND COMPACTED AROUND THE PIPE HAUNCHES.
7. TEST FOR DENSITY OF COMPACTION MAY BE MADE AT THE
OPTION OF THE ENGINEER AND DEFICIENCIES SHALL BE
CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST
TO THE OWNER. THE ENGINEER MAY HAVE COMPACTION
TEST PERFORMED AFTER THE BACKFILL IS COMPLETE.
CONTRACTOR SHALL BE REQUIRED TO EXCAVATE TO
VARIOUS ELEVATIONS FOR DENSITY TESTING EXCAVATION,
BACKFILL AND RECOMPACTION SHALL BE PERFORMED AT NO
ADDITIONAL COSTS TO THE OWNER.
NO.I DATE I REVISION
2011 -W19 WATER BEDDING.dwg
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
UTILITY DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12 U4
DESIGN BY: TLM DRAWN BY: TRS OF 36.
III UNDISTURBED
SOIL
IIII
w
=
REMAINING TRENCH BACKFILL
O
z
COMPACTED TO 95% MAX. DENSITY
w
IN MAX. 12" LIFTS FOR NON -PAVED
Lu
AREAS. SEE APPLICABLE PAVEMENT
III PATCH DETAIL FOR PAVED AREAS.
TYPE 3 TRENCH
WATER MAIN BEDDING DETAIL
SHEET NO. DWG. NO. W 19 DWG. BY: PWC
1 OF 1 DATE: JULY 01, 2011 APPROVED BY: J.E.G.
BACKFILL LIGHTLY TO 12"
ABOVE PIPE IN 6" LIFTS (95%
MAX DENSITY COHESIONLESS SOILS
90% MAX DENSITY COHESIVE SOILS)
WATER MAIN MATERIAL SHALL
BE AS SPECIFIED AND SHOWN
_ ON THE DRAWINGS.
4" MIN SUITABLE LOOSE
SOIL BEDDING FROM TRENCH
EXCAVATION (SEE NOTES 4 & 5)
UNDISTURBED
SOIL
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
�J ENGINEERING DIVISION
ENGINEERING & INFRASTRUCTURE DEPARTMENT
433 HAY STREET FAYETTEVILLE, NC 28301
NOTES:
1. ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND
CONDITIONS OF THE CONSTRUCTION STANDARDS FOR
EXCAVATIONS IN OSHA "SAFETY AND HEALTH REGULATIONS
FOR CONSTRUCTION ", CHAPTER XV11 OF TITLE 29, CFR, PART
1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON
ON SITE AT ALL TIMES DURING EXCAVATION AND BACKFILLING.
2. CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN
CUTS IN PAVED AREAS. TRENCH WIDTH SHALL BE MAINTAINED
AT THE MINIMUM PRACTICAL WIDTH.
3. TYPE 3 TRENCH CONDITIONS AND A MINIMUM OF 4'
OF COVER MUST BE MAINTAINED WHERE RESTRAINT JOINT
PIPE IS SPECIFIED AND 350F COVER IN ALL OTHER LOCATIONS
UNLESS SHOWN OTHERWISE ON THE PLAN PROFILE.
4. LOOSE SOIL OR SELECT MATERIAL IS DEFINED
AS "NATIVE" SOIL EXCAVATED FROM THE TRENCH,
FREE OF ROCKS, FOREIGN MATERIAL, AND
FROZEN EARTH.
5. BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED TRENCH
WALLS AND TRENCH BOTTOM. BEDDING MATERIAL
WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY
THE PROJECT REPRESENTATIVE AND ONLY
FOR THE AUTHORIZED QUANTITY.
6. BEDDING MATERIAL SHALL BE PROPERLY RODDED
AND COMPACTED AROUND THE PIPE HAUNCHES.
7. TEST FOR DENSITY OF COMPACTION MAY BE MADE AT THE
OPTION OF THE ENGINEER AND DEFICIENCIES SHALL BE
CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST
TO THE OWNER. THE ENGINEER MAY HAVE COMPACTION
TEST PERFORMED AFTER THE BACKFILL IS COMPLETE.
CONTRACTOR SHALL BE REQUIRED TO EXCAVATE TO
VARIOUS ELEVATIONS FOR DENSITY TESTING EXCAVATION,
BACKFILL AND RECOMPACTION SHALL BE PERFORMED AT NO
ADDITIONAL COSTS TO THE OWNER.
NO.I DATE I REVISION
2011 -W19 WATER BEDDING.dwg
BUCKHEAD CREEK
WATERSHED IMPROVEMENTS
COVENTRY ROAD CULVERT
& STREAM IMPROVEMENTS
UTILITY DETAILS
SHEET NO.
SCALE: NOT TO SCALE DATE : 2/13/12 U4
DESIGN BY: TLM DRAWN BY: TRS OF 36.

Appendix C
Buckhead Creek Watershed Study

w
W�WK
DICKSON
community infrastructure consultants
' �A�.S
•P' TTi�''- �tM' MM.
FS
F)MetteA City of Fayetteville, North Carolina
Buckhead Creek Watershed Study
- - - - - lKQNCS
• _ ��� - - �� C'ra+'.•M r ,.� azo lw� : _
T.c=.S—moi_ � - - • -- �=.�'.,�-_-- �T
Final Report
June 2409

CITY OF FAYETTEVILLE
BUCKHEAD CREEK
WATERSHED STUDY
WKD # 80279.00. RA
June 2009
0%1
Prepared for "NN
City of Fayetteville
433 Hay Street
Fayetteville, NC 28301
Prepared by
W. K. Dickson & Co., Inc.
Raleigh, NC
919/782/0495

Section
TABLE OF CONTENTS
Page
ES Executive Summary ES -1
1 Background and Introduction ................................................ ............................... 1 -1
1.1 Project Description ............................................................. ............................1 -1
1.2 Watershed Characteristics and History of Drainage Problems ......................1 -4
1.3 Stormwater Guidelines and Design Requirements ......... ............................... 1 -6
2 Existing Conditions ...................................................................... ............................2 -1
2.1 Buckhead Creek Primary System .................................. ............................... 2 -1
2.2 Buckhead Creek Secondary Systems ............................. ............................... 2 -10
3 Flood Mitigation Alternatives ...................................................... ............................3 -1
3.1 Buckhead Creek Primary System .................................. ............................... 3 -1
3.2 Buckhead Creek Secondary Systems ............................. ............................... 3 -16
4 Water Quality Retrofits ............................................................... ............................4 -1
4.1 Best Management Practices (BMPs) Alternatives Considered ......................4 -1
4.2 BMP Pollutant Removal Efficiencies ................................. ............................4 -2
4.3 BMP Project Identification ................................................ ............................4 -3
4.4 Recommended BMPs .......................................................... ............................4 -4
5 Public Education and Outreach ................................................. ............................5 -1
6 Permitting ..................................................................................... ............................6 -1
6.1 North Carolina Division of Water Quality 401 Water Quality Certification
and US Army Corps of Engineers 404 Permit ................... ............................6 -1
6.2 Individual Permits ............................................................. ............................6 -3
6.3 Mitigation ............. ......................................................................................... 6 -4
6.4 Federal Emergency Management Agency ( FEMA) ........... ............................6 -4
6.5 Erosion and Sedimentation Control ................................... ............................6 -4
7 Funding Opportunities ................................................................ ............................7 -1
7.1 Water Quality Improvement Funding ................................ ............................7 -1
7.2 Flood Mitigation Funding ................................................. ............................7 -1
8 Cost Estimates ......................................................................... ............................... 8 -1
9 Prioritization and Recommendations ......................................... ............................9 -1
Bucl<head Creel< Watershed Study
WK Dicl<son & Co., Inc.

TABLE OF CONTENTS
List of Figures
Figure No.
1 -1
Vicinity Map .................................................................................. ............................1
-2
1 -2
Watershed Map .............................................................................. ............................1
-3
1 -3
Public Questionnaire Results ......................................................... ............................1
-5
2 -1
Existing Conditions Floodplain Reach 1 ....................................... ............................2
-2
2 -2
Existing Conditions Floodplain Reaches 2 & 3 ............................. ............................2
-5
2 -3
Existing Conditions Floodplain Reach 4 ....................................... ............................2
-7
2 -4
Existing Conditions Floodplain Reaches 5 & 6 ............................. ............................2
-9
3 -1
Ferncreek Floodplain Bench and Floodwall Proposed 25 -Year Floodplain
(Reach 2) ...................................................................................... ............................3
-5
3 -2
Raeford Road Culvert and Floodplain Bench Proposed 25 -Year Floodplain
(Reach 2 and 3) ............................................................................. ............................3
-8
3 -3
Proposed 25 -Year Floodplain (Reach 4) ........................................ ............................3
-9
3 -4
Coventry Road Culvert and Floodplain Bench Proposed 25 -Year Floodplain
(Reach 5) ........................................................................................ ...........................3
-10
3 -5
Proposed 25 -Year Floodplain (Reaches 5 and 6) ........................... ...........................3
-15
3 -6
Buckhead Kingsford System ........................................................... ...........................3
-18
3 -7
Broyhill System .............................................................................. ...........................3
-20
3 -8
Ferncreek Norwood System ........................................................... ...........................3
-22
3 -9
Westwood System ........................................................................... ...........................3
-24
3 -10
Raeford Faison System .................................................................. ...........................3
-26
3 -11
Montclair System ............................................................................ ...........................3
-28
3 -12
Coventry System ............................................................................. ...........................3
-30
3 -13
Roxie Avenue System .................................................................... ...........................3
-34
3 -14
Roxie- Brentwood System ............................................................... ...........................3
-35
3 -15
Ashton Road Ramblewood Drive System ...................................... ...........................3
-37
3 -16
Ashton Road Friar Avenue System ................................................. ...........................3
-39
3 -17
Ashton Road System ...................................................................... ...........................3
-41
3 -18
Kimberly Drive System ................................................................. ...........................3
-43
4 -1
BMP Overview Map ...................................................................... ............................4
-5
4 -2
Mary McArthur Elementary School Bioretention Pond ................ ............................4
-7
4 -3
Mary McArthur Elementary School Grass Swale ......................... ............................4
-9
4 -4
Douglas Byrd High School Bioretention Pond ............................... ...........................4
-11
4 -5
Douglas Byrd Middle School Bioretention Pond ........................... ...........................4
-13
4 -6
Sandra Drive & Ireland Drive Infiltration Basin ............................ ...........................4
-15
4 -7
Ireland Drive Elementary School Infiltration Basin ....................... ...........................4
-17
4 -8
William Owen Elementary School Bioretention Pond ................... ...........................4
-19
4 -9
Ashton Road Extended Detention Wetland .................................... ...........................4
-21
Buckhead Creek Watershed Study
WK Dickson & Co., Inc.

TABLE OF CONTENTS
List of Tables
Table No.
ES -1
Primary System Prioritization and Cost .......................................... ...........................ES
-3
ES -2
Secondary System Prioritization and Cost ...................................... ...........................ES
-6
ES -3
Overall Project Prioritization .......................................................... ...........................ES
-6
1 -1
City of Fayetteville Design Standards and Criteria ...................... ............................1
-6
2 -1
Existing Structures at Roadway Crossings .................................... ............................2
-1
2 -2
Existing Conditions Floodprone Structures ................................... ............................2
-4
3 -1
Water Surface Changes from Proposed Primary System Improvements .................3
-2
4 -1
Median Pollutant Removal of Stormwater Treatment Practices .... ............................4
-3
6 -1
Permitting Matrix for Proposed Projects ....................................... ............................6
-2
8 -1
Preliminary Cost Estimates ............................................................ ............................8
-2
9 -1
Primary System Improvements Prioritization ................................ ............................9
-1
9 -2
Secondary System Improvements Prioritization ............................ ............................9
-2
9 -3
Water Quality Improvements Prioritization ................................... ............................9
-2
List of Exhibits
Exhibit No.
2 -1
Channel Erosion Downstream of Cliffdale Road .......................... ............................2
-3
2 -2
Lake Francis Breach ...................................................................... ............................2
-8
2 -3
Open Channel Downstream of Ferncreek Drive ............................. ...........................2
-10
2 -4
Faison Avenue Flooding ................................................................. ...........................2
-12
4 -1
Proposed Area for Mary McArthur Swale ..................................... ............................4
-8
4 -2
Proposed Area for Douglas Byrd High School BMP Facility ........ ...........................4
-10
4 -3
Roadway Ovetopping at Intersection of Sandra and Ireland Drives ..........................4
-14
4 -4
Open Space in Front of Ireland Drive Elementary School ............. ...........................4
-16
4 -5
Ashton Road Project Site ................................................................ ...........................4
-20
4 -6
Abandoned Asphalt Lot Across from William H. Owen Elementary School ...........4
-22
Buckhead Creek Watershed Study
WK Dickson & Co., Inc.

TABLE OF CONTENTS
List of Appendices
Appendix A
Hydrologic Analysis
Appendix B
Hydraulic Analysis
Appendix C
Watershed Map, Landuse Map, and Soils Map
Appendix D
Citizen Input
Appendix E
SCS Hydrologic Input Data
Appendix F
Time of Concentration Calculations
Appendix G
Preliminary Opinion of Probable Construction Costs
Appendix H
HEC -HMS Output
Appendix I
HEC-RAS Water Surface Elevation Comparison
Appendix J
Hydraflow Storm Sewer Profile Output
Appendix K
SWMM Output
Appendix L
BMP Conceptual Design
Appendix M
Digital Copy of Models and Report
Buckhead Creek Watershed Study iv
WK Dickson & Co., Inc.

EXECUTIVE SUMMARY
The City of Fayetteville has retained WK Dickson to evaluate the Buckhead Creek watershed for
existing flooding as well as water quality and erosion problems and to recommend improvements
for addressing identified issues. The goal of this project is to identify the capital improvements
that will increase the level of service of drainage systems within the Buckhead Creek watershed
and to reduce the frequency and severity of flooding for private residents.
The headwaters of Buckhead Creek originate in the vicinity of Cross Creek Mall north of
Morganton Road. The creek generally flows south beyond the City of Fayetteville municipal
limits before discharging to Little Rockfish Creek. The portion of Buckhead Creek within City
limits is generally bordered by single family residential properties on either side with pockets of
commercial development. Over 70 structures adjacent to the creek are located within the FEMA
100 -year effective floodplain of Buckhead Creek. The majority of those structures are also at risk
of flooding during more frequent storm events.
In addition to the flooding concerns along Buckhead Creek, fourteen (14) other areas were
identified throughout the watershed by City staff and private residents as having flooding
problems. These areas are located along conveyance systems that drain to Buckhead Creek and
in areas where no centralized conveyance system exists. Flooding problems in these systems
range from road inundation to finished floor flooding in some instances. For the purposes of this
study, the main stem of Buckhead Creek is defined as the Primary System and all other areas are
noted as Secondary Systems.
WK Dickson evaluated the hydrologic and hydraulic characteristics of the Buckhead Creek
watershed to determine the existing flooding conditions for Buckhead Creek and the fourteen
(14) secondary systems. These findings, along with flood mitigation recommendations, are
included in this report. Capital costs were estimated for each proposed project to assist City
staff in making planning level decisions and prioritizing improvements. The recommended
projects are described below:
Primary System
• Ferncreek Floodplain Bench and Floodwall: The Ferncreek Floodplain Bench and
Floodwall is proposed to reduce the frequency and severity of residential flooding
along Buckhead Creek in the Windtree and Buckhead subdivisions from Lost Tree
Court to the Buckhead Villas. The floodwall provides flood protection for several
houses along the right bank that otherwise would have structural flooding during the
25 -year storm event and the floodplain bench will reduce the frequency and severity
of yard flooding for properties along Ferncreek Drive.
• Raeford Road Culvert: Raeford Road is an NCDOT maintained road located
approximately in the middle of the watershed. The road does not overtop during the
100 -year storm event, however the roadway embankment is approximately 20 feet
high causing water to backup behind the road causing upstream flooding. An
additional 60" RCP under Raeford Road will significantly reduce residential flooding
along Stoneykirk Drive and the portion of the Buckhead Subdivision immediately
upstream of the railroad tracks. While increasing the conveyance under Raeford Road
Buckhead Creek Watershed Study Page ES -1
WK Dickson & Co., Inc.

EXECUTIVE SUMMARY
would significantly reduce flooding upstream of Raeford Road, water surface
elevations would increase downstream of Raeford Road for portions of Buckhead
Creek. The majority of those increases would not cause structural flooding; however
increased levels of yard flooding may occur as a result of the Raeford Road Culvert
project. Extensive coordination with NCDOT would be required to facilitate the
design and construction of the project.
• Raeford Road Floodplain Bench: The Raeford Road Floodplain Bench is located
immediately downstream of Raeford Road and includes excavation of material within
the floodplain for approximately 600 linear feet to increase the floodplain storage and
reduce water surface elevations. The floodplain bench will reduce the tailwater of the
Raeford Road Culvert thereby reducing water surface elevations upstream of the
culvert somewhat.
• Coventry Road Culvert and Floodplain Bench: The proposed Coventry Road culvert
includes leaving the existing culverts in place and adding two floodplain box culverts
along the left overbank to convey additional flow and provide a 25 -year level of
service through the culvert. The proposed culvert will significantly lower water
surface elevations upstream of Coventry Road reducing the frequency and severity of
flooding for several residences along Odom Drive. The proposed culvert and
floodplain bench will also reduce flooding for several residences along Coventry
Road.
• Devonshire Drive Floodplain Bench and Glenwick Drive Berm: The Devonshire
Drive Floodplain Bench and Glenwick Drive Berm will offset some of the increases in
water surface caused by the Raeford Road Culvert improvements. The Devonshire
Drive floodplain bench will likely result in wetland impacts that may require
mitigation. The Glenwick Drive Berm will protect several properties along Glenwick
Drive during the 25 -year storm event.
• Lake Francis Wetland Enhancement/Restoration: Three of the five projects identified
for reducing flooding along Buckhead Creek will likely cause wetland impacts that
may require mitigation. While mitigation can typically be offset paying fees -in -lieu to
the State of North Carolina Ecosystem Enhancement Program (NCEEP) or a private
banker, mitigation can also be completed through restoration and enhancement. Lake
Francis has been breached, however a significant open body of water still exists. By
removing the remainder of the dam and any downstream beaver dams, the lake could
be restored to a wetland which would likely provide mitigation credits.
The cumulative benefit of the proposed Primary System projects includes the following:
• Reduction in water surface elevations during the 25 -year storm event for 79 residential
or commercial structures.
• The level of service improved to a less frequent storm event for 64 of the 79
structures.
• The level of service at Coventry Road improved from a 2 -year level of service to a 25-
Buckhead Creek Watershed Study Page ES -2
WK Dickson & Co., Inc.

EXECUTIVE SUMMARY
year level of service.
• The level of service at the railroad improved from a 2 -year level of service to a 10-
year level of service.
Impacts from the proposed Primary System projects include increases in water surface
elevations for six (6) properties, although the storm event where structural flooding occurs
has not changed. Three of the six properties are located on a tributary to Buckhead Creek
where the flood risk is more attributed to the tributary than to Buckhead Creek. The depth of
yard flooding may increase for additional properties, but the width of the floodplain would
not significantly increase.
With the exception of the Ferncreek Drive Floodplain Bench and Floodwall, the remainder of
the proposed projects will require FEMA approval through a Conditional Letter of Map
Revision (CLOMR) prior to construction. Each of the proposed projects is expected to
require a 401/404 permit and could potentially require wetland mitigation as described above.
If wetland impacts exceed 0.5 acre, which is likely for the Ferncreek Drive Floodplain Bench,
Raeford Road Floodplain Bench, and the Devonshire Drive Floodplain Bench, an Individual
Permit (IP) will likely be required from the Army Corps. Individual Permits typically require
a lengthy review time.
Table ES -1 below shows the prioritization of the Primary System projects along with
preliminary cost estimates and estimated design and permitting timeframes. Cost estimates
include potential mitigation costs, administrative, legal, surveying, and engineering costs.
Cost estimates are based on 2009 dollars and should be updated during the design process.
Timeframes may vary based on regulatory agency reviews and easement
negotiations /acquisition. All timeframes and cost estimates assume projects will be designed,
permitted, and constructed individually. Combining the design and permitting of multiple
projects may provide increased efficiencies and cost savings to the City.
Table ES -1: Primary System Prioritization and Cost
Prioritization
Project
Cost
Estimated
Design /Permitting
Timeframe
1
Coventry Road Culvert and Floodplain
$866,100
12 months
Bench
2
Raeford Road Floodplain Bench
$906,400
18 months
3
Devonshire Drive Floodplain Bench and
$421,400
18 months
Glenwick Drive Berm
4
Raeford Road Culvert
$352,700
12 months
5
Femcreek Floodplain Bench and Floodwall
$749,600
18 months
6
Lake Francis Wetland
$423,400
12 months
Enhancement/Re storation
The proposed prioritizations attempt to balance project benefits with potential impacts such as
increasing downstream water surface elevations or wetland impacts. As discussed above, the
Raeford Road culvert will provide the most overall benefit from a flood reduction
perspective; however the proposed culvert will also generate downstream impacts that should
Buckhead Creek Watershed Study Page ES -3
WK Dickson & Co., Inc.

EXECUTIVE SUMMARY
be considered. If the City elects to use the Lake Francis project for mitigation, then
construction of the Lake Francis Wetland Enhancement/Restoration will be required prior to
any projects resulting in wetland impacts that require mitigation.
Secondary Systems
Developing flood mitigation alternatives for the secondary systems typically included
increases in pipe capacity and /or rerouting flows where more space was available for
improvements.
The projects described below are the recommended alternatives for each of the secondary
systems. In some instances, the full benefit of the proposed improvements may not be
realized unless the proposed primary system improvements along Buckhead Creek are
completed since several of the secondary systems are affected by backwater from Buckhead
Creek.
• Buckhead Kingsford: The Buckhead Kingsford improvements reduce flooding for
properties along Levenhall Drive, Murray Hill Road, and Ferncreek Drive. Properties
near the outlet of the system along Ferncreek Drive and Humboldt Place may still
have flooding during the 10 -year event due to backwater from Buckhead Creek unless
the Raeford Road Culvert improvements are completed.
• Broyhill Road: The Broyhill Road improvements include additional inlets and pipe
improvements to reduce the frequency and severity of flooding in the intersection of
Broyhill Road and Ferncreek Drive.
• Ferncreek Norwood: The Ferncreek Norwood improvements will help alleviate crawl
space flooding at 4364 Ferncreek Drive and provide a 10 -year level of service for the
system.
• Westwood: The Westwood System improvements will reduce roadway and nuisance
flooding in the Westwood subdivision. A portion of the runoff will be rerouted along
Palomar Street and Rushmore Drive to reduce private property impacts and increase
accessibility to the system for maintenance.
• Raeford Faison: The proposed improvements to alleviate roadway and structural
flooding along Faison Avenue include a new conveyance system that will reroute
storm flows south along Faison Avenue and tie into an existing 60" system that
conveys flows west under Ireland Drive and ultimately to Buckhead Creek. The
proposed system will provide a 10 -year level of service.
• Montclair: Proposed improvements in the Montclair subdivision include increasing
the size of approximately 500 linear feet of pipe at the downstream end of the system
in the vicinity of Stoneykirk Drive. The improvements at the downstream end of the
system will improve the level of service throughout the remainder of the system along
Wellington Drive, Montclair Road, and Belford Road.
Buckhead Creek Watershed Study Page ES-4
WK Dickson & Co., Inc.

EXECUTIVE SUMMARY
Coventry Road: The Coventry Road improvements include increasing the size of the
existing pipe between 4314 and 4318 Coventry Road to reduce yard flooding.
Roxie Avenue: The Roxie Avenue is the largest secondary system in the watershed
draining over 1 square mile including the Cumberland County Hospital, medical office
buildings, and residential subdivisions. The proposed improvements include rerouting
drainage with new infrastructure and increasing the size of existing infrastructure to
reduce the frequency and severity of flooding along Roxie Avenue, Martindale Drive,
Faison Avenue, and Village Drive in the vicinity of Brentwood Drive.
• Ashton Road Ramblewood Drive: Installing additional inlets along Ashton Road and
increasing the size of the pipes at the downstream end of the system will increase the
capture and conveyance of runoff. This increased capture and capacity of the system
will reduce the frequency and severity of residential flooding along Ashton Road.
• Ashton Road Friar Avenue: The proposed improvements include a now splitter at the
intersection of Friar Avenue and Ashton Road that will divert a portion of the drainage
to a new system along Park Knoll Drive. The new system along Park Knoll Drive will
include a new outfall that directs drainage towards the upper end of Lake Francis.
• Ashton Road: The Ashton Road improvements will reduce the frequency and severity
of flooding for residents at 1821 Ashton Road by collecting additional drainage
through new inlets and conveying that drainage through an increased outfall pipe
towards Buckhead Creek.
• Kimberly Drive: The Kimberly Drive improvements include parallel 24" pipes to the
existing culvert that will help provide a 25 -year level of service for the roadway. The
additional culvert will also decrease water surface elevations upstream of the culvert
reducing the frequency and severity of residential flooding to the surrounding property
owners.
Table ES -2 below shows the prioritization of the Secondary Systems projects along with
preliminary cost estimates.
Buckhead Creek Watershed Study Page ES -5
WK Dickson & Co., Inc.

EXECUTIVE SUMMARY
Table ES -2: Secondary System Prioritization and Cost
Prioritization
Project
Cost
Estimated
Design /Permitting
Timeframe
1
Roxie Avenue
$3,089,700
12 months
2
Buckhead Kingsford
$2,212,700
12 months
3
Raeford Faison
$260,400
6 months
4
Montclair
$330,700
6 months
5
Ashton Road Friar Avenue
$567,300
6 months
6
Ashton Road
$224,000
3 months
7
Ashton Road Ramblewood Drive
$261,000
4 months
8
Kimberly Drive
$103,000
6 months
9
Femcreek Norwood
$107,000
3 months
10
Coventry Road
$89,400
3 months
11
Westwood
$672,900
6 months
12
Broyhill Road
$163,800
3 months
Table ES -3 below shows the combined prioritization of the Primary and Secondary Systems
projects. In some instances a Secondary Project may not provide the maximum proposed
benefit without first completing the Primary System Improvements. Secondary System
projects that can be implemented independently of the Primary System projects and provide
the maximum intended benefits are noted below in Table ES -3.
Table ES -3: Overall Project Prioritization
Prioritization
Project
Implement
Independent of
Primary Projects
1
Coventry Road Culvert and Floodplain Bench
NA
2
Raeford Road Floodplain Bench
NA
3
Roxie Avenue
Yes
4
Devonshire Drive Floodplain Bench and Glenwick
Drive Berm
NA
5
Raeford Road Culvert
NA
6
Buckhead Kingsford
No
7
Raeford Faison
Yes
8
Montclair
Yes
9
Ashton Road Friar Avenue
Yes
10
Ashton Road
Yes
11
Ashton Road Ramblewood Drive
Yes
12
Femcreek Floodplain Bench and Floodwall
NA
13
Lake Francis Wetland Enhancement/Restoration
NA
14
Kimberly Drive
Yes
15
Femcreek Norwood
No
16
Coventry Road
Yes
17
Westwood
Yes
18
Broyhill Road
No
Buckhead Creek Watershed Study Page ES -6
WK Dickson & Co., Inc.

SECTION 1
BACKGROUND AND INTRODUCTION
1.1 Project Description
The City of Fayetteville implemented a stormwater utility in 1995 to provide the funding for
the City's stormwater infrastructure and management policies. This utility provides the
means by which the City is able to meet the federal mandate resulting from the 1987 Clean
Water Act and to satisfy the requirements of the City's National Pollutant Discharge
Elimination System (NPDES) permit, which are primarily related to the improvement of
water quality. In 2007, the City elected to implement an additional stormwater "drainage" fee
that would be utilized to maintain the existing stormwater infrastructure and fund the
planning, design, and implementation of flood control projects. As part of the City's initiative
to reduce flooding, the City retained WK Dickson to evaluate the Buckhead Creek watershed
for existing flooding problems and to recommend improvements for addressing identified
issues.
This report was prepared for the City of Fayetteville as part of the Buckhead Creek Watershed
Study. Buckhead Creek is located in the western portion of Fayetteville and generally drains
from north to south ultimately discharging to Little Rockfish Creek as shown in Figure 1 -1.
The Study includes an evaluation of Buckhead Creek from Cross Creek Mall at the upstream
end of the study to approximately 1,000 feet downstream of Cumberland Road, as well as
numerous drainage systems that drain to Buckhead Creek within this reach. For the purposes
of this report, Buckhead Creek will be noted as the Primary System and the drainage systems
that drain to Buckhead Creek will be noted as Secondary Systems. The locations of the
systems evaluated in this Study are shown in Figure 1 -2.
The primary goal of the Buckhead Creek Watershed Study is to reduce flooding risks through
the watershed and to "safeguard the public welfare through the proper collection, conveyance,
and storage of stormwater runoff in a non - damaging and non -life threatening manner," as
described on the City's website. Additional project goals include stream stabilization and
improving the quality of the stormwater runoff.
Buckhead Creek Watershed Study Page 1 -1
WK Dickson & Co., Inc.

SECTION 1
BACKGROUND AND INTRODUCTION
1.2 Watershed Characteristics and History of Drainage Problems
The Buckhead Creek watershed shown in Figure 1 -2 is approximately 5.2 square miles in area
between the upstream boundary near Cross Creek Mall and the City of Fayetteville limits in
the vicinity of Cumberland Road. Buckhead Creek continues flowing southward beyond the
City boundary before discharging to Little Rockfish Creek and ultimately to the Cape Fear
River.
Land use in the watershed is primarily built -out as shown on the Land Use Map in Appendix
C. For this reason, the existing conditions land use was assumed to be the future conditions
land use obtained from the City's zoning maps. Development within the watershed is
approximately 50% residential with significant commercial areas around the headwaters
including Cross Creek Mall and along Raeford Road. North Carolina Department of
Transportation (NCDOT) maintained right -of -way (ROW) composes a significant portion of
the watershed as well including All- American Expressway, Morganton Road, Cliffdale Road,
Raeford Road, and Cumberland Road. Soils within the watershed are predominantly NRCS
hydrologic soil groups A and B as shown in Appendix C. While the watershed is located in
the Sandhills region of North Carolina, the dense development in the watershed somewhat
limits the natural Sandhills soil conditions that are conducive to high levels of infiltration.
A list of drainage problems in the Buckhead Creek watershed was obtained from feedback
provided by property owners at a public meeting and through questionnaires as well as input
from City Staff. The questionnaires were mailed in September of 2008 as well as posted on
the City's website and included questions regarding the frequency, location, and severity of
flooding. Approximately 170 surveys were completed through the online submission form or
by filling out the paper survey and returning it to WK Dickson. Questionnaire results were
georeferenced and are shown in Figure 1 -3. An example of the questionnaire and tabulated
questionnaire results are shown in Appendix D.
Feedback from the questionnaires and the public meeting were instrumental in identifying the
flooding problem areas in the watershed that required detailed analysis. A detailed
description of the existing drainage problems is included in Section 2.
Buckhead Creek Watershed Study Page 1 -4
WK Dickson & Co., Inc.

SECTION 1
BACKGROUND AND INTRODUCTION
1.3 Stormwater Guidelines and Design Requirements
in
Based on guidelines provided in the City of Fayetteville Minimum Design Standards for
Storm Drainage, the following standards and criteria were used to evaluate the existing
drainage system:
Table 1 -1: Citv of Fayetteville Design Standards and Criteria
Drainage Type
Design Storm
Project Area
(years)
Buckhead Kingsford
Broyhill
Ferncreek Norwood
Westwood
Raeford Faison
Storm Drainage System
10
Montclair
Odom Drive
Coventry
Roxie Avenue
Ashton Road Ramblewood Drive
Ashton Road Friar Avenue
Ashton Road
Open Channels
25
Buckhead Creek
Culverts (Subdivision Streets)
Coventry Road
25
Kimberly Drive
Morganton Road
Culverts (Thoroughfare Roads)
Cliffdale Road
50
Raeford Road
Cumberland Road
Rainfall depths for the design storms above can be found in Appendix A.
Buckhead Creek Watershed Study Page 1 -6
WK Dickson & Co., Inc.

SECTION 2
EXISTING CONDITIONS
2.1 Buckhead Creek Primary System
For the purposes of this Study, Buckhead Creek was subdivided into six reaches based on
road crossings and areas at risk of flooding. The reaches from upstream to downstream are as
follows:
• Reach 1 — Headwaters to Cliffdale Road.
• Reach 2 — Cliffdale Road to railroad.
• Reach 3 — Railroad to Raeford Road.
• Reach 4 — Raeford Road to Coventry Road.
• Reach 5 — Coventry Road to Lake Francis.
• Reach 6 — Lake Francis dam to limits of study downstream of Cumberland Road.
The existing 25- and 100 -year floodplains along with the limits of each reach defined above
are shown in Figures 2 -1 through 2 -4. The mapped floodplains are based on the model results
of this Study and may differ from the published FEMA floodplains. For flood insurance
purposes, the effective FEMA floodplains should be referenced.
2.1.1 Reach 1
Buckhead Creek upstream of Cliffdale Road is predominantly a man - altered channel with
adequate channel capacity for the 25 -year storm event. Culvert crossings at Morganton Road
and Cliffdale Road appear to be sized appropriately based on model results as shown in Table
2 -1 below. There are no known areas of significant flooding upstream of Cliffdale Road.
Table 2 -1: Existing Structures at Roadwav Crossings
Buckhead Creek Watershed Study Page 2 -1
WK Dickson & Co., Inc.
Structure Size and
Length
Required Level of
Actual Level of
Location
Material
(feet)
Service (years)
Service (years)
Morganton Road
Twin 66" RCP
361
50
100
Cliffdale Road
Twin 8'x7.5' RCBC
519
50
50
Raeford Road
Triple 60" RCP
142
50
100
Coventry Road
Twin 7'x6' RCBC
85
25
2
Twin 10'x7' RCBC and
Cumberland Road
78" RCP
111
50
50
Buckhead Creek Watershed Study Page 2 -1
WK Dickson & Co., Inc.

w
w t
cl
T..
'r' c .4 Legend
;ttJ 77 Streams'
a� _ Existing Conditions Floodplain
25 Year
d L
d3 �•�' ,- ',y+�,�+ . - �,� : ; , 100 Year i
Ad
;Zd
H f D m = y, i
\ D
c� - 3 � . • r•1 2 . ,�. _ _ X6;0. - � _.
j r .I
74- X ;
v x _ ^ qo
y ` m .R O O` T y a
r 9i L O�W � H �� - ton Rd Oa 3� r�
A.
v
' Reach 1 n; A "`! , _ �?� :,4�e i�o o '' �i
'
castle s: `' ,. Y', �a '�i more
teBacy�n eRd v� ? RuS, Buckhead Creek Watershed Study
Figure 2 -1
°, ,, ti.s Existing Conditions Floodplain
a"7 p"1 -x!s �+ �r
�� Reach 1
Olt
,'� 0 300 600 1,200
Feet
`
tj
"rifle Rd r •� t `^ ' 1 inch = 600 feet
SL
': ^AAA 'I, ' S et�
A
i �'{� �,j•lA'I+F a' :ay/i41Y...! rf�F
I r ymr. ti ti V Mai +Q -
�
O b ti V.
yCt'�. Ate Ct. 'M• ,� - a+
�ppy�.7 - Source: Base Map and aerial photography data provided by Cumberland County. .
,a • �^ ;� Y �'� i Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 2
EXISTING CONDITIONS
2.1.2 Reach 2
Immediately downstream of Cliffdale Road, significant bank erosion is occurring as shown in
Exhibit 2 -1. The bank erosion is likely occurring due to high velocity flows as the floodplain
is relatively narrow and the 100 -year storm is conveyed within the channel. Approximately
1,000 feet downstream of Cliffdale Road, a low flow channel forms allowing floodplain
access. While the floodplain access allows for a more stable stream, residential flooding
occurs intermittently along this reach to the railroad tracks during the 10 -year storm event.
Table 2 -2 shows the residences along Buckhead Creek that are at risk of at least crawl space
flooding during storm events more frequent than the 25 -year event. The lowest adjacent
grade (LAG) elevations shown in the table are based on the State of North Carolina's LiDAR
data and not based on survey data. LAG flooding may not result in finished floor flooding,
but is indicative of structures at risk of flooding. Questionnaire results show three (3) houses
with finished floor flooding, two (2) houses with AC unit and /or storage building flooding,
and two (2) houses with crawl space
flooding along Buckhead Creek
between Cliffdale Road and the
railroad tracks. Multiple residents
reported yard flooding in this same
area. The majority of this reach has
not been mapped by FEMA with the
exception of approximately 2,000
feet of stream upstream of the
railroad tracks. Intermittent
wetlands exist along the stream
between Cliffdale Road and the
railroad tracks and will be taken into
consideration for any potential flood
mitigation improvements.
Exhibit 2 -1. Channel erosion downstream of Cliffdale Road
Buckhead Creek Watershed Study Page 2 -3
WK Dickson & Co., Inc.

SECTION 2
EXISTING CONDITIONS
Table 2 -2: Existing Conditions Floodiwone Structures
Reach
Address
LAG
Existing
Level of
Service
Existing WSEL for Different Design Storm
Sizes
2 -year
10 -year
25 -year
100 -year
2
503 LOST TREE CT
198.15
2
197.90
198.77
199.02
199.32
2
505 LOST TREE CT
198.12
2
197.59
198.42
198.66
198.97
2
4583 FERNCREEK DR
197.12
2
196.84
197.61
197.83
198.13
2
4582 OAKFIELD CT
197.17
10
196.15
196.96
197.21
197.69
2
4423 FERNCREEK DR
196.37
2
196.15
196.96
197.21
197.69
2
4419 FERNCREEK DR
194.85
<2
195.37
196.23
196.53
197.20
2
4407 FERNCREEK DR
195.29
10
193.76
195.06
195.48
196.52
2
4345 FERNCREEK DR
193.29
25
190.10
192.12
193.20
195.52
2
4341 FERNCREEK DR
192.71
10
189.91
192.01
193.14
195.50
2
4338 FERNCREEK DR
193.57
25
189.91
192.01
193.14
195.50
2
4337 FERNCREEK DR
193.16
25
189.50
191.86
193.05
195.48
2
4325 FERNCREEK DR
192.45
10
188.48
191.57
192.88
195.43
2
4317 FERNCREEK DR
192.30
10
188.43
191.56
192.88
195.43
2
4428 KINKEAD CT
192.42
10
188.40
191.55
192.88
195.43
2
4301 FERNCREEK DR
192.15
10
188.38
191.55
192.87
195.43
2
4305 FERNCREEK DR
192.07
10
188.38
191.55
192.87
195.43
2
4313 FERNCREEK DR
192.43
10
188.38
191.55
192.87
195.43
2
4450 KINKEAD CT
192.10
10
188.29
191.53
192.87
195.43
2
4321 FERNCREEK DR
192.69
10
188.25
191.53
192.86
195.43
2
602 HUMBOLDT PL
191.61
10
188.12
191.47
192.85
195.43
2
610 LONGWOOD PL
191.88
10
188.07
191.44
192.85
195.42
2
604 HUMBOLT PL
191.65
10
188.05
191.44
192.84
195.42
2
608 HUMBOLT PL
191.33
2
188.02
191.42
192.84
195.42
3
825 STONEYKIRK DR
190.65
2
187.36
191.39
192.83
195.41
3
829 STONEYKIRK DR
189.97
2
187.36
191.39
192.83
195.41
3
833 STONEYKIRK DR
192.20
10
187.36
191.39
192.83
195.41
3
837 STONEYKIRK DR
190.40
2
187.31
191.39
192.83
195.41
3
841 STONEYKIRK DR
188.48
2
187.24
191.38
192.82
195.41
3
845 STONEYKIRK DR
191.11
2
187.20
191.38
192.82
195.41
3
849 STONEYKIRK DR
191.09
2
187.18
191.38
192.82
195.41
3
853 STONEYKIRK DR
190.57
2
187.17
191.37
192.82
195.41
3
857 STONEYKIRK DR
190.01
2
187.14
191.37
192.81
195.41
3
861 STONEYKIRK DR
188.66
2
187.12
191.36
192.81
195.41
3
865 STONEYKIRK DR
186.96
<2
187.09
191.35
192.80
195.40
3
869 STONEYKIRK DR
188.91
2
187.06
191.35
192.80
195.40
3
873 STONEYKIRK DR
189.47
2
187.03
191.34
192.80
195.40
3
877 STONEYKIRK DR
189.72
2
187.00
191.34
192.79
195.40
3
881 STONEYKIRK DR
188.68
2
186.98
191.33
192.79
195.40
3
885 STONEYKIRK DR
189.15
2
186.95
191.32
192.78
195.39
4
1313 ODOM DR
155.37
2
153.64
156.86
157.47
158.36
4
1319 ODOM DR
155.90
2
153.45
156.69
157.27
158.10
4
1323 ODOM DR
156.69
10
153.23
156.50
157.05
157.80
4
1327 ODOM DR
156.68
10
153.10
156.38
156.92
157.62
4
1331 ODOM DR
156.26
2
153.08
156.36
156.90
157.60
4
4501 COVENTRY RD
153.12
2
152.04
153.58
154.25
155.32
4
4505 COVENTRY RD
153.40
10
151.33
152.84
153.65
154.88
Buckhead Creek Watershed Study Page 2 -4
WK Dickson & Co., Inc.

4 — y►. �r,s �f��.• ,. r � s���.l:�`i�7. � rS �• e:�{"`7'f'
{l Chffdale Rd F' A
A 6a
t a� + :it /oJ Glifftdale Rd
Glenb•!. r r 'L< y
�- ��1 Ash � � •`��� °'mss �cOr
g �d d =
SAS 3
D t co
7. f°- - t. ti tC6 z e
° '�d0 f o�o`ssCt�+«' �. Raeburp� i'•; a, d d -
�.
Qoee ��,,�•,�.. Legend
lfe + e Needle -T f' Oakfield Ctt'r. + �a�' y'� • — Streams
Existing ConditionsFloodplain �•;
4w -lot •pTf, fi .S~ 25 Year -
.. �r - 100 Year �r
Reach 2 9/9 * -�
'r f aPt G .del
As
40 n
��` ��` '?� e',� .�6�•��`t, v•A'k ••ate �.t�
_
Icz 4V
�Cy P'' I• ° �� +% _w� ,1 sF .., . ,;'-'i : -, `- C4c �'�1y` - t
�,i 'vA� • ��� �. �'' y a: 1. !� �•i •�,�ii,,,t.�Q!,i{ '.. -, Pr7 -1
�,in . � ^� � � .� • , 'i;- *.# - �`y' r; . � gip. lva .�� - rP 'X
6
Rea ch eacxh ; 3 1
Buckhead Creek Watershed Study
Figure 2 -2 41� "
Existing Conditions Floodplain
r�. Reaches 2 & 3
sik ti •,'ng �ton Dry
Welli .. _s •. •.,\i� ,� ,\ r _;:,�
e ...r '� 4 �• ' %4 6 +; . n 0 300 600 1,200
Feet
1 inch = 600 feet
° 1 4 ry .
Belford Rd rw ` _' -` +` `,'# �" i - �_ Rquetbvk
WDICKSON
-•rte" - ^* L _
-
fi, Source: Base Map and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 2
EXISTING CONDITIONS
2.1.3 Reach 3
The stream between the railroad tracks and Raeford Road causes significant residential
flooding to several houses along Stoneykirk Road along the stream's right overbank.
Property lots on the left bank are largely undeveloped with the exception of the lots on
Raeford Road which have been commercially developed and do not appear to have flooding
issues. Based on the questionnaire results two homes on Stoneykirk Road have experienced
finished floor flooding and one home has had AC unit and /or storage building flooding.
Numerous other structures along Stoneykirk Road have likely experienced significant yard
flooding based on the model results. The modeled 25 -year and 100 -year existing conditions
floodplains are shown in Figure 2 -2.
Backwater from Raeford Road is a significant contributor to the flooding along this portion of
Buckhead Creek. While Raeford Road does not appear to overtop during the 100 -year storm
event, the 20 -foot high embankment backs water up past the railroad tracks and into the
Buckhead subdivision. The backwater effect from Raeford Road during the 25 -year storm
extends approximately 3,000 feet upstream of Raeford Road in the vicinity of the intersection
of Ferncreek Drive and Ambrose Place. Table 2 -1 details the existing culverts at Raeford
Road and the existing level of service.
2.1.4 Reach 4
Between Raeford Road and Coventry Road, Buckhead Creek typically conveys a storm event
smaller than the 2 -year storm. Since the floodplain is accessed in most significant storm
events, the stream is stable except in spot locations immediately downstream of Raeford
Road. Residential properties are located on the right overbank along Alleghany Road and
Odom Drive. The left overbank is either undeveloped or part of the Douglass Byrd High
School property. No flooding concerns were reported for the majority of the reach, however
approximately 1,000 feet upstream of Coventry Drive, two residents reported finished floor
flooding and one resident reported AC unit and /or storage building flooding.
Based on model results and questionnaire feedback it appears that storm flows from
Buckhead Creek overflow at a low spot on Odom Drive on the west side of the creek. As
shown in Table 2 -1, Coventry Road currently has a 2 -year level of service. Storms larger
than the 2 -year storm overtop the road immediately west of the box culverts. Flows
overtopping the road and storm flows on the downstream end of the culvert where the 10 -year
storm overtops the west bank both appear to cause flooding at 4501 Coventry Road.
The modeled 25 -year and 100 -year existing conditions floodplains are shown in Figure 2 -3.
Buckhead Creek Watershed Study Page 2 -6
WK Dickson & Co., Inc.

{ rl t iii '• �_ _ _
Raeford Rd t era
6'g
yGliffdale Rd d
Ord Rd
St
ii. eOr 7
q Q Rd
Rd ��� y i f o and,
bet
-
ry '^�R IJQ
mil- _ _ i; Watauga+ �K� <y i -
y.. ' ' +• .� rn`y iL :� - . Legend
- y� •• r -�c-: ..—.� -�•- Q ~. Streams
y •..� --I i Fyox Grove Cir _# Existing Conditions Floodplain
f s t ¢;i� �' ,• Pamlico Rd -� rrl — 25 Year
- i�_�sa'x" _'—' �'- _ i••' r 4,s'°r 100 Year
Cypress Rd; ' Beaufort Dr
IshamSt
Reach 4
1... �.�;
4. _
Crestwood St
RX
A.
r O •, �. i, --. S f a) Dr ; ` ; ,a.. +'� t It
-i� � :.I 'X4� \. �� i.�, - `'�I� , �7 '�• �.� 's+..�`� fir.
T }q� +fy w i c �• .Lydia
0
Hurley Dr � rid• �"�;$•`: i - � ��• r� ,�-
,...�
�,� _ "�� ;4 r,� '�,� ;�•r � � �•. � Buckhead Creek Watershed Study W/z '? "�• .'`" �` Figure 2 -3
•, i. ° . -'`� Existing Conditions Floodplain
r:.�y;:` 4' Reach 4
.red" \ \93�h 0 300 600 1,200
•^ • •� „' ;, ..� � Feet
1 inch = 600 feet
Squetbvik
e1 -7 �RedW�oo, -r
r
WVDICKSON
,v ' °''• r" � �
o i. ° ' ti sir
it Source: Base Map and aerial photography data provided by Cumberland County.
},�9 F' Y • ] �y a '1 y`.y Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 2
EXISTING CONDITIONS
2.1.5 Reach 5
Approximately 600 feet downstream of Coventry Road, Buckhead Creek transitions from a
defined channel to a braided stream and wetland system. A portion of the stream and wetland
system (approximately 1,000 feet)
was restored in 2000 as part of a
mitigation plan for stream
improvements on a tributary to
Buckhead Creek. Approximately
4,500 feet downstream of Coventry
Road, Buckhead Creek transitions
from the braided stream and wetland
to a small body of open water with a
wetland perimeter, formerly called
Lake Francis. Lake Francis Dam is
currently breached as shown in
Exhibit 2 -2 along the right abutment
looking downstream, which has
lowered the water level of the lake,
thereby reducing the area of open Exhibit 2 -2. Lake Francis Breach
water. Structural flooding along
Buckhead Creek between Coventry Road and the breached dam appears to be limited based
on questionnaire feedback, however significant yard flooding has occurred on two properties
along Glenwick Drive in the vicinity of the stream restoration project. Two properties along
Village Drive near the previous limits of Lake Francis have experienced significant finished
floor flooding and /or crawl space flooding. These two properties are located on a tributary to
Buckhead Creek; however backwater from Buckhead Creek may contribute to the flooding.
The modeled 25 -year and 100 -year existing conditions floodplains are shown in Figure 2 -4.
2.1.6 Reach 6
Immediately downstream of the breached dam is a wetland area with several beaver dams
transitioning to a defined channel upstream of Cumberland Road. The culverts at
Cumberland Road have recently been upgraded during a roadway widening project providing
a 50 -year level of service for the NCDOT maintained road. Based on model results and
questionnaire responses, there is no significant structural flooding downstream of the
breached dam to the project limits. The modeled 25 -year and 100 -year existing conditions
floodplains are shown in Figure 2 -4.
Buckhead Creek Watershed Study Page 2 -8
WK Dickson & Co., Inc.

A w"i F ?;
Rquetb?vk
. -. tlii
z.�. +.�. pry
a. A ■Y # a Mo
+ �7.� �',•�� \�,�i. •1 Y:v • S" ,1 y `.�r - 't al
Al'
xs '+f 0 rb'anto
- .'r: 9I d
�( o . err •... a P� " cliffdale
frog,
°'" - �A"oaO,._< �L _Raeford Rd f
i ` - Reach 5 E >- -'R4� lGa: • �,` '` -
�!0 - � - :� - a ♦ r \ale O�
:,�, �j � • s •�, 4�;*^s� -.�� =�� ��� rev'
,41 �, ^ �•`.' 2 era
+
,o- C 'e\t �� [
AJ
.f� T • - }� ��, 9" • y 1. 7^ it ,v ._"�"'•,, .
'�� -'�; �` �•,y:� -'�: 7 � , ' w "��s°'"� fir,• '
�y •.'OMN' t,` `a .�� �, f` + -�� �+1 Legend
■ f► ` V`��
r �C Streams
yam••{ _L ��y -r�` ` •, _ ~d'a`. A j`.,,r, 1 1j� �! Existing Conditions Floodplain �r
'• !9f •' � 1?'i .O�'�� .':7 .�L." ,nf0 � 25 Year
41 . �co`io �[.er,' 30 100 Year
f pip
te
Ar
r ay'•`,
t. �r
{ � 7 . Q � /7 • _ •i'.. �rf r�, .,y �°� °pd Dr
��. �•Plai:view•Ct,� � -5 �.
[ .. r• --1 �� . •.� ':.E'T'A' .r yw}l}�. +•,�
i - j Y S.. .' V \eW DC�`-
ff - , J est
1 f"*;; . Pie `Y' aT o\ \ln •r.r +w,'. Fors J ^�' -.
r -tr17: PaAPY rkKn 11,'n ^' .
40 1 4w
- +ti f r ' to e
Remblewood Dr' £ ; ` •
ad
�-� " y' . a Buckhead Creek Watershed Study
` Figure 2 -4
�r �,' Existing Conditions Floodplain
e� Tangerine Dr F' ' t 4
,• . l . .k ,._ l . Reaches 5 & 6
0 300 600 1,200
? } Feet
r 111 �`a} 1 inch = 600 feet
�� uJ • o
Shimmer Dr o.
i Reach 6 lea <fo ; A f
j' � YY l<
WDICKSON
Source. Base Map and aerial photography data provided by Cumberland County.
"'M r 1 �, n - - Coordinate System. North Carolina State Plane NAD 83 Feet
.1'.
"t t l . 1`i IL, ..
y

SECTION 2
EXISTING CONDITIONS
2.2 Buckhead Creek Secondary Systems
While Buckhead Creek is the primary source of flooding within the watershed, undersized
secondary systems can also lead to significant structural and roadway flooding. Based on the
questionnaire responses, public meeting, and feedback from City staff, fourteen (14)
secondary systems were identified for further evaluation. Secondary systems are defined as
drainage systems conveying stormwater flows to Buckhead Creek. For reporting purposes the
secondary systems were grouped together into six different locations as follows:
• All American Expressway — Includes systems in the vicinity of All American
Expressway including the Buckhead, Kingsford, and Westwood subdivisions.
• Raeford Road — Includes systems in the vicinity of Raeford Road including the
Montclair subdivision and drainage along McPherson Church Road and Raeford
Road.
• Odom Drive — Includes drainage along Odom Drive and Coventry Road.
• Roxie Avenue — Includes drainage from Cumberland County Hospital and the nearby
medical facilities as well drainage from the residential neighborhoods on Roxie
Avenue, Faison Avenue and the surrounding areas.
• Sherwood Park — Sherwood Park is a subdivision in the southwest section of the
watershed and includes systems along Ashton Road.
• Kimberly Drive — Includes drainage from the Pine Acres and Welmar Heights
subdivisions.
2.2.1 All American Expressway
Buckhead Kingsford System
The Buckhead Kingsford System
collects drainage from approximately
195 acres in the Buckhead and
Kingsford subdivisions and discharges
to Buckhead Creek upstream of the
railroad tracks. The conveyance system
is primarily comprised of closed pipes
although open ditches are located along
the All American Expressway and the
railroad tracks. Exhibit 2 -3 shows
where drainage from Ferncreek Drive is
discharged into an open channel
between 605 Humbolt Place and 610
Longwood Place prior to entering the
open channel along the railroad tracks.
Responses from the public Exhibit 2 -3. Open channel downstream of Ferncreek
questionnaires include crawl space Drive
Buckhead Creek Watershed Study Page 2 -10
WK Dickson & Co., Inc.

SECTION 2
EXISTING CONDITIONS
flooding along Levenhall Drive, Murray Hill Road, and Ferncreek Drive. One resident on
Murray Hill Road and one resident on Ferncreek Drive indicated that their properties had
suffered finished floor flooding as well. In addition to structural flooding, several properties
in the area also had yard flooding. Model results corroborate the responses from the public
questionnaires as the areas listed above do not provide a 10 -year level of service, which is the
design storm size for this system. Flooding along Levenhall Drive in the Kingsford
subdivision is partially due to an undersized drainage system, and partially due to backwater
from the All American Expressway. Flooding along Ferncreek Drive in the Buckhead
subdivision is partially due to an undersized drainage system, and partially due to backwater
from Buckhead Creek. The backwater elevations from Buckhead Creek are primarily the
result of storage behind Raeford Road as described in the Reach 3 section above.
BroSystem
The Broyhill System is a small closed pipe system in the Buckhead subdivision that drains
directly into Buckhead Creek upstream of the railroad tracks. The existing system drains
Broyhill Road with a series of 15" pipes to the intersection with Ferncreek Drive where the
conveyance system increases in size to 24 ". Responses from the public questionnaires
indicate flooding occurs at the intersection of Broyhill Road and Ferncreek Drive. The
resident at 4317 Ferncreek Drive reported finished floor flooding, however flooding at that
location is likely due to backwater from Buckhead Creek.
Model results show that the Broyhill System does not currently convey a 2 -year storm.
Backwater from Buckhead Creek contributes significantly to the flooding in this area;
however the pipe system is undersized to convey the 10 -year storm regardless of the
backwater condition.
Ferncreek Norwood System
The Ferncreek Norwood System is located approximately 1,000 feet north of the Broyhill
System. The closed drainage system, consisting of 15" RCP, conveys runoff from Norwick
Drive across Ferncreek Drive and west towards Buckhead Creek. The pipe conveying now
from Norwick Drive is located on the property line between 4364 Ferncreek Drive and 4360
Ferncreek Drive. The resident located at 4364 Ferncreek Drive reported crawl space
flooding. Model results indicate minimal flooding during the 2 -year storm event, but more
substantial flooding during the 10 -year storm event. Backwater from Buckhead Creek will
likely effect the hydraulic performance of the system, particularly for the 10 -year event,
however the system is undersized regardless of the backwater condition.
Westwood System
The Westwood System is located in the Westwood subdivision, north of Cliffdale Road. The
closed drainage system consists of pipes ranging in size between 15 "- 30" and discharging to
an open ditch immediately upstream of the All American Expressway. Feedback from the
public questionnaires reported road flooding occurs throughout the subdivision and yard
flooding occurs for the properties adjacent to the All American Expressway. Model results
indicate the system does not meet a 2 -year level of service. Backwater from the All American
Expressway contributes to the flooding, although the conveyance system is undersized and
Buckhead Creek Watershed Study Page 2-11
WK Dickson & Co., Inc.

SECTION 2
EXISTING CONDITIONS
does not provide a 10 -year level of service.
2.2.2 Raeford Road
Raeford Faison System
The Raeford Faison System is located at the intersection of Raeford Road and Faison Avenue.
The existing conveyance system consists of 15" pipes collecting drainage along Faison
Avenue and connecting to larger conveyance system along Raeford Road. According to
questionnaire responses and digital photographs, several properties along Faison Avenue have
suffered structural and yard flooding
on a somewhat frequent basis since
the widening of Raeford Road.
Exhibit 2 -4 shows the standing
water adjacent to a structure along
Faison Avenue after a rain event.
Based on model results backwater
from the Raeford Road system is the
predominant cause of flooding at
this location. Floodwaters will not
recede until the downstream water
surface elevations decrease in the
conveyance system along Raeford
Road.
Exhibit 2 -4. Faison Avenue Flooding
Montclair System
The Montclair System is located in the Montclair subdivision north of Raeford Road and west
of Buckhead Creek. The existing closed pipe conveyance system is predominantly located
within the right -of -way along Belford Road, Wellington Drive, and Montclair Road.
Drainage is then conveyed between 833 Montclair Road and 837 Montclair Road and crosses
under Stoneykirk Drive before discharging to Buckhead Creek. Several residents reported
yard and roadway flooding along Belford Road and Wellington Drive and one resident
reported finished floor flooding along Wellington Drive. Belford Road appears to be
particularly floodprone between Newport Road and Montclair Road where a significant
depressional area is located in the middle of the road. Model results indicate that the existing
system does not provide a 2 -year level of service. Backwater from Buckhead Creek will
significantly affect the hydraulic performance of the conveyance system.
McPherson Church System
The McPherson Church System is a pipe system located northwest of the intersection of
South McPherson Church Road and Raeford Road and runs along South McPherson Church
Road. The existing conveyance system consists of drainage pipes along South McPherson
Church Road that discharge to a small detention basin west of the road. The pond does not
Buckhead Creek Watershed Study Page 2 -12
WK Dickson & Co., Inc.

SECTION 2
EXISTING CONDITIONS
have a suitable outlet which can cause flooding at 988 South McPherson Church Road.
Based on discussions with the City, the property with the detention pond will be developed in
the near future and the developer of that site will be responsible for the design and
construction of a conveyance system that meets City standards.
2.2.3 Odom Drive
Odom Drive System
The Odom Drive System includes two independent closed drainage systems that collect
drainage along Odom Drive and west of Odom Drive and convey that drainage to Buckhead
Creek on the east side of Odom Drive. The northernmost system consists of 15 "- 24" RCPs
along Redwood Drive and the southernmost system consists of 18" RCPs draining
Devonshire Drive and crossing through private properties prior to conveying drainage under
Odom Drive and into Buckhead Creek. The existing 24" outfall to Buckhead Creek east of
Redwood Drive is currently damaged, limiting the discharge from the pipe. The resident at
1308 Odom Drive reported finished floor flooding during rain events. Several residents in the
area reported significant flooding along Odom Drive in the vicinity of 1308 Odom Drive.
The Redwood Drive system would currently provide a 10 -year level service if the outfall pipe
was in good condition. The system draining Devonshire Drive provides a level of service less
than the 2 -year storm event, which is primarily due to backwater from Buckhead Creek which
overtops Odom Drive during the 10 -year storm event.
CoventrySystem
The Coventry System is a closed pipe system that collects drainage from Ireland Drive and
conveys it southwest along Coventry Road. The 24" outfall pipe is located between 4314 and
4318 Coventry Road and discharges to a small drainage ditch that flows into Buckhead Creek.
The residents at 4314 and 4318 Coventry Road reported yard flooding during rain events
which may be partially due to the existing topography as the properties are lower than
Coventry Road. Model results indicate minimal flooding occurs during a 2 -year storm event,
but that the system is significantly undersized to convey runoff from the 10 -year storm event.
2.2.4 Roxie Avenue
Roxie Avenue System
The Roxie Avenue System collects drainage from approximately 1.2 square miles, ultimately
discharging to Buckhead Creek upstream of Lake Francis. The drainage area consists of
several residential neighborhoods including Welmar Heights, Bordeaux, and Evergreen
Estates. Medical office buildings and the Cumberland County Hospital are also located in the
watershed. The City has completed drainage improvements to reduce flooding in the
watershed in the past including triple 36" RCPs between Sandra Drive and Wellons Drive as
well as hardened stream improvements in the vicinity of Ireland Drive. Flooding problems
identified in the watershed by City staff and resident feedback include the following:
• Flooding along Faison Avenue between Joel Street and Crestwood Street - There
is currently no defined drainage system along Faison Avenue in this location
Buckhead Creek Watershed Study Page 2 -13
WK Dickson & Co., Inc.

SECTION 2
EXISTING CONDITIONS
which contributes significantly to the flooding in this location.
• AC unit and /or storage building flooding at 900 Rodie Avenue — Model results
indicate the drainage systems along Rodie Avenue and Faison Avenue are
undersized for the 10 -year event.
• Roxie Avenue Road flooding — Multiple residents have reported significant road
flooding along Roxie Avenue near the intersection with Elizabeth Drive. The
roadway was impassable to traffic as recently as the summer of 2008 due to
flooding. The existing conveyance system includes a 24" RCP and 30" RCP
conveying flows south along Roxie Avenue to Furman Drive. Model results
validate the anecdotal information as the system is undersized for the 10 -year
storm event.
• AC unit and /or storage building flooding at 1630 Sandra Drive — Downstream of
this location, the City installed triple 36" RCP's that drain to a 6' x 4' box culvert
under Wellons Drive. The resident at 1630 Sandra Drive reported flooding up to
their porch stairs after these improvements were installed.
• Martindale Drive roadway flooding and basement flooding at 1211 Martindale
Drive — The channel behind 1211 Martindale Drive was hardened with increased
channel capacity, however basement flooding occurred in September of 2008 after
these improvements were installed.
• Finished floor flooding at 3942 Village Drive — A 24" RCP between 4002 Village
Drive and 3942 Village Drive conveys drainage from Brentwood Drive. Flooding
may be caused either an undersized drainage system or lack of suitable drainage
inlets.
• Structural flooding along Village Drive near intersection with Dellwood Drive —
Approximately 700 feet upstream of the confluence of the tributary with Buckhead
Creek, two residents along Village Drive reported significant finished floor and
crawl space flooding. The stream draining towards Buckhead Creek is located
approximately 60 feet behind the two houses. Backwater from Buckhead Creek
may contribute to the flooding at this location
2.2.5 Sherwood Park Systems
Ashton Road Ramblewood Drive System
The Ashton Road Ramblewood Drive System is located in the Sherwood Park subdivision
between Ashton Road and Wingate Road. The closed pipe system drains approximately 60
acres with pipes ranging in size between 18" and 36 ". The resident at 1937 Ashton Road
reported finished floor flooding during rain events. Based on City feedback and the responses
from the questionnaires only the downstream portion of the system was evaluated for
hydraulic capacity. Model results indicate that the system does not currently provide a 2 -year
level of service. The existing curb and gutter is a rolled asphalt curb that will not capture as
much runoff into the drainage system as a concrete curb and gutter system. In addition to
undersized pipes, flooding at 1937 Ashton Road could be occurring due to runoff from
Ramblewood Drive that is not captured in the drainage system and could potentially overtop
the asphalt curb flowing directly to the house.
Buckhead Creek Watershed Study Page 2 -14
WK Dickson & Co., Inc.

SECTION 2
EXISTING CONDITIONS
Ashton Road Friar Avenue System
The Ashton Road Friar Avenue System is located in the Sherwood Park subdivision in the
vicinity of the intersection of Ashton Road and Friar Avenue. The closed pipe system drains
approximately 30 acres before discharging to Buckhead Creek through a 30" RCP between
2214 and 2218 Skyview Drive. Based on questionnaire responses, flooding in the area
appears to be concentrated near the intersection of Ashton Road and Friar Avenue. Model
results indicate the system downstream of Ashton Road meets a 2 -year level of service;
however the areas along Ashton Road and upstream of Ashton Road do not meet a 2 -year
level of service. The portion of the system downstream of Ashton Road is predominantly
located on private property and turns several times to remain on the parcel lines. The turns in
the system cause headlosses and may be contributing to the upstream flooding.
Ashton Road System
The Ashton Road System is located approximately 350 feet south of the intersection of
Strathmore Avenue and Ashton Road. A 15" drainage line collects drainage from the
surrounding homes and Ashton Road. The resident at 1821 Ashton Road has reported crawl
space flooding on several occasions. Based on visual inspection the elevation of the house at
1821 Ashton Road is lower than the elevation of Ashton Road. Therefore, if the asphalt curb
and gutter and associated inlets do not capture the runoff, the overland flow will drain down
the driveway at 1821 Ashton Road causing crawl space flooding. Model results indicate that
the existing system does not currently convey the 2 -year storm event.
Kimberly Drive System
The Kimberly Drive System is an open channel system that flows from the Pine Acres
subdivision to the Welmar Heights subdivision where it empties into Buckhead Creek. The
majority of the system flows through open channels with culvert crossings at Enloe Street,
Kimberly Drive, and Ireland Drive. The resident at 2305 Kimberly Drive reported finished
floor flooding during rain events. Model results show that each of the three culverts are
undersized based on City design standards as the culverts at Enloe Street and Ireland Drive do
not convey the 2 -year storm event and the culvert crossing at Kimberly Drive does not convey
any storm larger than the 2 -year storm event.
Buckhead Creek Watershed Study Page 2 -15
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.1 Buckhead Creek Primary System
Developing flood mitigation alternatives in an urban environment is a complex process based
on limitations imposed by the constraints within the environment such as floodplain
encroachment, increased peak flows due to impervious areas, jurisdictional stream and
wetland limits, public and private utilities, and private property. The development of flood
mitigation alternatives may not provide the City's desired level of service for new
development, but is intended to reduce the frequency and severity of flooding for as many
residents of Fayetteville as possible. Flood mitigation alternatives considered for Buckhead
Creek include the following:
• Infrastructure improvements.
• Floodplain storage.
• Peak flow attenuation.
• Flood protection with levees or floodwalls.
• Property acquisition.
The projects described below are the recommended alternatives for reducing flooding along
Buckhead Creek. Each project has its own individual utility, however to maximize the flood
reduction along the stream all of the projects would need to be implemented. Table 3 -1
shows the structures in the watershed with reduced or less frequent lowest adjacent grade
(LAG) flooding during the 25 -year storm event. Only those structures that are susceptible to
LAG flooding based on model results are included in the table. The proposed improvements
resulted in lower water surface elevations for 79 structures during the 25 -year storm event.
The level of service improved for 55 of the 79 structures as measured by the storm event that
causes LAG flooding changing to a less frequent event when analyzing the 2 -, 10 -, 25 -, and
100 -year storm events. Six structures had increases in their 25 -year water surface elevations
due to the proposed culvert improvements at Raeford Road. Additional flood protection
measures may be required at these structures to offset the increases in water surface
elevations as described later in Section 3. Water surface elevations for existing and proposed
conditions along Buckhead Creek are provided in Appendix L The proposed conditions water
surface elevations assume each of the projects described below for the Primary System is
implemented. In some instances the projects will need to be sequenced as described in
Section 9 along with the prioritization of the projects.
Buckhead Creek Watershed Study Page 3 -1
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
Table 3 -1: Water Surface Changes from Proposed Primary System Improvements
R h
L Address
LAG
(NAVD)
25 -year Water
Surface Elevation
(NAVD)
25 -year Water
Surface
Reduction (ft)
Level of Service
(Storm Event)
Exist.
Prop.
Exist.
Prop.
2
4609 WEAVERHALL DR
203.45
199.46
199.47
0.00
100
100
2
503 LOST TREE CT
198.15
199.02
199.00
0.01
2
2
2
505 LOST TREE CT
198.12
198.66
198.63
0.03
2
2
2
4583 FERNCREEK DR
197.12
197.83
197.75
0.07
2
2
2
4582 OAKFIELD CT
197.17
197.21
196.88
0.33
10
25
2
4423 FERNCREEK DR
196.37
197.21
196.88
0.33
2
2
2
4419 FERNCREEK DR
194.85
196.53
195.91
0.63
<2
2
2
4413 FERNCREEK DR
196.71
195.96
195.09
0.87
25
100
2
4411 FERNCREEK DR
196.61
195.84
195.02
0.82
25
100
2
4452 BRITON CIR
206.72
195.64
194.91
0.73
100
100
2
4407 FERNCREEK DR
195.29
195.48
194.81
0.67
10
25
2
4401 FERNCREEK DR
196.35
195.39
194.76
0.63
25
100
2
4377 FERNCREEK DR
196.73
195.13
194.61
0.52
100
100
2
4376 FERNCREEK DR
204.74
195.08
194.57
0.50
100
100
2
4373 FERNCREEK DR
195.27
195.02
194.53
0.48
25
100
2
4364 FERNCREEK DR
208.00
194.51
194.20
0.31
100
100
2
4361 FERNCREEK DR
195.77
194.44
194.15
0.28
25
100
2
4349 FERNCREEK DR
194.32
193.89
193.51
0.38
25
25
2
4472 KINKEAD CT
194.34
193.21
192.28
0.94
25
100
2
4345 FERNCREEK DR
193.29
193.20
192.26
0.95
25
25
2
4468 KINKEAD CT
194.11
193.18
192.22
0.96
25
100
2
4342 FERNCREEK DR
194.09
193.17
192.20
0.97
25
100
2
4341 FERNCREEK DR
192.71
193.14
192.12
1.01
25
100
2
4338 FERNCREEK DR
193.57
193.14
192.12
1.01
25
100
2
4337 FERNCREEK DR
193.16
193.05
191.91
1.13
25
25
2
4333 FERNCREEK DR
194.27
192.98
191.76
1.22
25
100
2
598 LONGWOOD DR
195.47
192.91
191.59
1.32
100
100
2
4238 FERNCREEK DR
194.62
192.91
191.59
1.32
25
100
2
4232 FERNCREEK DR
196.10
192.90
191.56
1.34
100
100
2
4325 FERNCREEK DR
192.45
192.88
191.51
1.37
10
25
2
4317 FERNCREEK DR
192.30
192.88
191.50
1.38
10
25
2
4428 KINKEAD CT
192.42
192.88
191.49
1.38
10
25
2
4301 FERNCREEK DR
192.15
192.87
191.49
1.39
10
25
2
4305 FERNCREEK DR
192.07
192.87
191.49
1.39
10
25
2
4313 FERNCREEK DR
192.43
192.87
191.49
1.39
10
25
2
4243 FERNCREEK DR
193.83
192.87
191.48
1.39
25
100
2
4239 FERNCREEK DR
193.61
192.87
191.48
1.39
25
100
2
4450 KINKEAD CT
192.10
192.87
191.47
1.40
10
25
2
4463 KINKEAD CT
194.85
192.86
191.46
1.40
25
100
2
4321 FERNCREEK DR
192.69
192.86
191.46
1.41
25
100
2
4459 KINKEAD CT
194.57
192.86
191.46
1.41
25
100
2
4449 KINKEAD CT
193.93
192.86
191.45
1.41
25
100
Buckhead Creek Watershed Study Page 3 -2
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
Table 3 -1 Cont.
2
4439 KINKEAD CT
194.66
192.86
191.44
1.42
25
100
2
4235 FERNCREEK DR
194.62
192.86
191.43
1.43
25
100
2
602 HUMBOLDT PL
191.61
192.85
191.33
1.52
10
25
2
611 LONGWOOD PL
191.88
192.85
191.26
1.59
10
25
2
612 LONGWOOD PL
191.88
192.85
191.26
1.59
10
25
2
610 LONGWOOD PL
191.88
192.85
191.26
1.59
10
25
2
604 HUMBOLT PL
191.65
192.84
191.24
1.61
10
25
2
620 BRISBANE CT
191.33
192.84
191.19
1.65
2
25
2
608 HUMBOLT PL
191.33
192.84
191.19
1.65
2
25
3
821 STONEYKIRK DR
196.19
192.83
191.14
1.69
100
100
3
825 STONEYKIRK DR
190.65
192.83
191.14
1.69
2
10
3
829 STONEYKIRK DR
189.97
192.83
191.13
1.69
2
2
3
833 STONEYKIRK DR
192.20
192.83
191.13
1.69
10
25
3
837 STONEYKIRK DR
190.40
192.83
191.13
1.70
2
10
3
841 STONEYKIRK DR
188.48
192.82
191.12
1.71
2
2
3
845 STONEYKIRK DR
191.11
192.82
191.11
1.71
2
25
3
849 STONEYKIRK DR
191.09
192.82
191.10
1.71
2
10
3
853 STONEYKIRK DR
190.57
192.82
191.10
1.72
2
10
3
857 STONEYKIRK DR
190.01
192.81
191.09
1.72
2
10
3
861 STONEYKIRK DR
188.66
192.81
191.08
1.72
2
2
3
865 STONEYKIRK DR
186.96
192.80
191.07
1.73
<2
2
3
869 STONEYKIRK DR
188.91
192.80
191.06
1.74
2
2
3
873 STONEYKIRK DR
189.47
192.80
191.06
1.74
2
2
3
877 STONEYKIRK DR
189.72
192.79
191.05
1.75
2
2
3
881 STONEYKIRK DR
188.68
192.79
191.04
1.75
2
2
3
885 STONEYKIRK DR
189.15
192.78
191.02
1.76
2
2
3
4120 RAEFORD RD
194.50
192.78
191.00
1.78
25
100
3
889 STONEYKIRK DR
193.98
192.77
190.99
1.78
25
100
3
4132 RAEFORD RD
194.21
192.73
190.90
1.83
25
100
4
1117 ODOM DR
160.51
158.25
157.99
0.26
100
100
4
1308 ODOM DR
160.48
157.71
156.87
0.85
100
100
4
1313 ODOM DR
155.37
157.47
156.13
1.33
2
10
4
1319 ODOM DR
155.90
157.27
155.42
1.85
2
25
4
1323 ODOM DR
156.69
157.05
154.62
2.44
10
100
4
1327 ODOM DR
156.68
156.92
154.14
2.78
10
100
4
1331 ODOM DR
156.26
156.90
154.11
2.79
2
100
4
4501 COVENTRY RD
153.12
154.25
153.25
1.00
2
10
4
4505 COVENTRY RD
153.40
153.65
153.06
0.59
10
25
5
1918 GLENWICK DR
151.85
150.07
151.42
-1.35
100
25
5
1910 GLENWICK DR
151.85
150.07
151.42
-1.35
100
25
5
4140 VILLAGE DR
152.28
146.80
147.45
-0.65
100
100
5
4144 VILLAGE DR
151.51
146.71
147.45
-0.74
100
100
5
4148 VILLAGE DR
147.77
146.53
147.43
-0.90
25
25
5
2170 SKYVIEW DR
1 154.60
1 144.89
1 145.76
1 -0.86
1 100
1 100
* Level of service provided by proposed floodwall.
Buckhead Creek Watershed Study Page 3 -3
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.1.1 Ferncreek Floodplain Bench and Floodwall
The Ferncreek floodplain bench and floodwall is located along Reach 2 of Buckhead Creek
between the Buckhead and Windtree subdivisions. The downstream limit of the project is
approximately 1,500 feet upstream of the railroad tracks as shown in Figure 3 -1. A floodplain
bench includes grading within the floodplain to lower water surface elevations along the
length of the project and upstream of the project limits. Grading of the floodplain will only
occur above the ordinary high water mark of the stream, so no jurisdictional stream impacts
are included in the project. The ordinary high water mark will vary based on the hydrology
within the watershed, but can typically be identified as the point along the bank where no
woody vegetation is present or is marked by erosion. The ordinary high water mark will need
to be included in the final design survey for permitting purposes. Intermittent wetlands are
present in the overbank areas and will need to be delineated prior to design. The presence of
wetlands may require mitigation for the proposed project if the wetland impacts exceed 0.5
acres. The floodplain bench ranges in width between 100 and 190 feet for approximately 800
feet.
The proposed floodwall is located along the right bank with a downstream limit
approximately 2,000 feet upstream of the railroad. The length of the proposed floodwall is
approximately 1,025 feet. The height of the floodwall ranges between 2.5 and 3 feet high and
is intended to protect the properties along the right bank for the 25 -year storm event.
The floodplain bench provides water surface reductions during the 25 -year storm event
ranging between 0.7 -0.9 feet for eight (8) properties along Ferncreek Drive. The majority of
those properties have reported significant yard flooding. Reductions in water surface
elevations during the 2 -year storm are as high as 1.8 feet for some of the properties. While
the floodplain bench will not eliminate yard flooding for the design storm, the frequency and
severity of flooding will be reduced. The bench will also reduce water surface elevations for
properties along Briton Circle and Oakfield Court; however the majority of those properties
have not reported flooding, likely due to steeper lots, which limits flooding to the very back
of the properties. The proposed floodwall provides protection for nine properties along
Briton Circle, Oakfield Court, Ferncreek Drive, and Lost Tree Court during the 25 -year storm
event. Storms greater than the 25 -year event may overtop the floodwall, which will require
appropriate drainage features to be incorporated into the design of the floodwall.
While the majority of the project can be constructed within common areas along the stream,
portions of the project will require construction on private property. Easements will likely be
required for at least eighteen (18) properties. If all of the necessary easements are not
obtained, the project may not be feasible or could have less utility than proposed in this
report.
The total estimated cost for this project is $749,600, which includes potential mitigation costs.
Section 8 describes the cost estimates in more detail.
Buckhead Creek Watershed Study Page 3 -4
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.1.2 Raeford Road Culvert
As noted in Section 2, backwater from Raeford Road during the 25 -year storm extends
approximately 3,000 feet upstream of Raeford Road into the Buckhead Creek subdivision.
Twenty -eight homes between Raeford Road and the intersection of Ferncreek Drive and
Ambrose Place are located within the 25 -year floodplain. The most effective method for
reducing water surface elevations upstream of Raeford Road is by installing an additional
culvert under Raeford Road as shown in Figure 3 -2. An additional 60" RCP culvert at
Raeford Road would reduce water surface elevations during the 25 -year storm between 1.6
and 2.6 feet along the 3,000 foot reach referenced above. Raeford Road is maintained by
NCDOT, so extensive coordination with NCDOT would be required to complete the project.
Due to the high traffic volume on the road, it is anticipated that tunneling techniques will be
required to install the culvert.
While the Raeford Road culvert project provides the most overall benefit of any proposed
project along Buckhead Creek, the additional culvert would increase peak flows downstream
of Raeford Road. Water surface increases along Reach 4 (between Raeford Road and
Coventry Road) during the 25 -year storm event range between 0.3 and 0.6 feet.
Approximately 1,500 feet upstream of Coventry Road water surface elevations will decrease
for the 25 -year storm event if the proposed Coventry Road culvert improvements are
constructed as described below. The properties along Reach 4 that would be affected by the
increase in water surface elevations are not currently floodprone and do not appear to be
floodprone based on the proposed floodplains shown in Figure 3 -3. No additional structural
flooding will occur along Reach 4 as a result of these improvements during the 25 -year event.
The Coventry Road culvert project lowers water surface elevations approximately 1,500 feet
upstream of Coventry Road and 450 feet downstream of Coventry Road. Water surface
elevations for the remainder of Reach 5 (between 450 feet downstream of Coventry Road and
Lake Francis) increase during the 25 -year storm event. The increase in water surface
elevations is not expected to result in significant widening of the 25 -year floodplain as shown
in Figure 3 -4. While the increases in water surface are not expected to significantly impact
property flooding along Reach 5, two properties along Glenwick Drive and two properties
along Village Drive reported flooding during existing conditions in the questionnaire
responses. The Devonshire Drive Floodplain Bench and Glenwick Drive Berm and the Roxie
Avenue project described below will address flood mitigation alternatives for the properties
impacted by the rise in water surface elevations.
Immediately upstream of Cumberland Road, water surface elevations for the 25 -year storm
event increase by approximately 0.7 feet. The increase in water surface elevation may impact
one residential structure along Cumberland Road, although this structure may be abandoned.
The City may need to consider providing floodproofing for this structure if the survey and
final design indicates the increase in water surface elevations would negatively impact the
structure.
Buckhead Creek Watershed Study Page 3 -6
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
Prior to completion of the Raeford Road Culvert Project, the City should complete the
projects downstream of Raeford Road to reduce or negate the impacts of increasing the
conveyance capacity under Raeford Road. Section 9 will address the recommended
sequencing of proposed projects.
The total estimated cost for this project is $352,700.
Buckhead Creek Watershed Study Page 3 -7
WK Dickson & Co., Inc.

5
� 42r 7 51+ X80 �V / 4313 }4305 g3p1 �� 4231 4 7� 4 =1
'A750 7E�� 759 �809 602 X604 �'OS
1 754 ' • + 813 �0'� 604 /
� f 605 608
(749774 ' 7369 X820 817 / •� . 608 610 .609 6 z
7 .
�4�a ►fIti►778 �� c° �ni X821 �/ ! / 61
6131
r
I�
66
✓.
4324 I �aic
p 4332yRy t. 9 p^ 904 �87E
21431-71 4309 4305` .JJ� �
4404 4333 �i 9.13924
912
927 E
4516 920'
4500 924 �9 5
4534 4400- 928 929
� / ^� -^ -• 4295
/l�-- �� ice••_
b+
4533
1■ 11111M
C
a
!3,
Y. 25 Year Proposed Floodplain
S
J
- 25 Year Existing Floodplain
•i�1 WK Dickson Survey
x
Catch Basin
Drop Inlet
Flared End Section
Headwall
_ Junction Box
,w
Pipe End
❑ Slab Inlet
" - C Underground Pipe Junction
- ' - ► Channel
Pipes
Raeford Road Culvert LLL City of Fayetteville Inventory
Jack and Bore 142LF ice?^ ' O Drainage Structures
of 60" RCP Stormwater Conveyance
R Flooding Reported
aeford
>•' � (D_ ' � _ r Living Space r
Crawl Space
Raeford Road Floodplain Bench
Install 620LF of Floodplain Bench
AC Unit or Storage Building
t
'r Buckhead Creek Watershed Stud
Figure 3 -2
Raeford Road Culvert and Floodplain Bench
Proposed 25 -Year Floodplain (Reach 2 and 3)
104 o 255 510 1,020
Feet
:r� c�tse 1 inch = 500 feet
Rquetbvk
Ci
/4I<
ox Grove W DICKSON
- Source: Base Map and aerial photography data provided by Cumberland County.
1• t!n
Coordinate System: North Carolina State Plane NAD 83 Feet

.301",
103
,30.5
i WM-A/
atlarys.-N - -Te.- -,
557 J-556
X555 x554
I
3'4/
4 4711 4709,f4707?4'FUU-L
r47 546
;17V 541
d"3%� .537 539:544
,
21 5252. 542
,ANN.-- f
540
522 524
71-
0 U"
4181ON
1909
V
I 972 1
) n48 0 1
N
130
1809
WDICKSON
Ai
M16Vim M3/
M-&.jr13O
%130 2A pex?! k��AARA 1
- , "1312 ,4, Coordinate System: North Carolina State Plane NAD 83 Feet
ftl�Oj 1319 4322
131 rL318' 1 32'6 1 - 0- L-11 1. -. -- "
j wl, S ;t='M A "—A-VZW1W

�I _[ ' G'
L P till Cliffdale R
A r
aJ
_Raeford Rd'f-
N •r ,
O
p Coventry Road Ot
Culvert + a•' _� ❑ J`j �e
Fy r1 Install 82LF of+ g
44, .�.
r 1 16' RCBC x6
ale r c a d R
Install 175LF of Berm
r,
Legend
—7 4
� ` "� _ +� 25 Year Proposed Floodplain
r III
4L Q z 25 Year Existing Floodplain
WK Dickson Survey
Devonshire Drive 1 F
' Floodplain Bench' Coventry Road ❑® catch Basin
Install 675LF of Floodplain Bench ❑Q Drop Inlet
'
Floodplain Bench Install 785LF of Flared End section
` � • f� ' . ❑8
Floodplain Bench Fleadwall
s •"�•• ® Junction Box
Pipe End
1 GLi
•.�. � Slab Inlet
- •` _ ,jr C Underground Pipe Junction
• �,�', „} T Channel
Pipes
• r r � fp J !l ;� City of Fayetteville Inventory
�y O Drainage Structures
Stormwater Conveyance
• r � �:� � F � -r �� Flooding Reported
r�. r r +i tivingspace
�r AV 3 f:
•.� , f •� � � �� Crawl Space
F --•
Glenwick Drive Berm AC unit or Storage Building
• : Install 725LF of Berm
Lr• r • � Yard
Buckhead Creek Watershed Study
Figure 3 -4
43 Coventry Road Culvert and Floodplain Bench
lam Y Proposed 25 -Year Floodplain (Reach 5)
r� r u
3 0 105 210 420
Feet
} r• 1 inch = 200 feet
Squetb?&
Chelte : r ! Pkwl< R'
2VDICKSO V
y Sou rce. Base Map and aerial photography data provided by Cumberland County.
��. Coordinate System. North Carolina State Plane NAD 83 Feet

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.1.3 Raeford Road Floodplain Bench
As described above increasing the conveyance capacity under Raeford Road provides the
most effective way to reduce water surface elevations upstream of Raeford Road. However,
the culverts at Raeford Road are actually operating under outlet control for the modeled storm
events. When culverts are operating under outlet control, lowering the water surface
elevation downstream of a culvert can lower the water surface elevation upstream of a culvert.
Installing a floodplain bench downstream of Raeford Road would decrease the 25 -year water
surface elevations approximately 1.0 feet upstream of Raeford Road without increasing the
conveyance capacity under Raeford Road. To maximize water surface reductions upstream of
Raeford Road, the culvert improvement described above would be required.
The proposed floodplain bench as shown in Figure 3 -2 ranges in width between 70 and 130
feet and is approximately 600 feet long. While the bench is shown along the left bank, the
final configuration may change based on the final survey and design. The proposed bench
will likely include significant wetland impacts that may require mitigation and could require
moving a sanitary sewer line depending on the limits of the bench determined during design.
The total estimated cost for this project is $906,400, which includes an anticipated mitigation
fee. Mitigation fees are described in more detail in Section 6.
Buckhead Creek Watershed Study Page 3 -1 1
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.1.4 Coventry Road Culvert and Floodplain Bench
Coventry Road currently overtops during the 10 -year storm event. This project includes
installing 2 - 8' x 6' box culverts along the left bank looking downstream as shown in Figure
3 -4. The existing culverts are in good condition and can remain in place. Installing the two
additional box culverts will provide a 25 -year level of service for Coventry Road and reduce
water surface elevations for the 25 -year storm upstream of Coventry Road between 1.0 feet
and 2.8 feet. Five (5) houses upstream of Coventry Road are currently located in the existing
conditions 25 -year floodplain. The proposed culvert improvements will remove four (4) of
the five (5) houses from the 25 -year floodplain. Three (3) of the houses will be outside of the
100 -year floodplain for proposed conditions.
The proposed culvert will significantly reduce flooding upstream of Coventry Road, however
additional improvements are required to reduce flooding downstream of Coventry Road. The
culvert improvement project will include a floodplain bench on the left bank for
approximately 400 feet downstream of Coventry Road. Based on field inspection, minimal
wetland impacts are anticipated for construction of the bench. The bench ranges in width
between 40 and 70 feet and is located on City -owned property. An 18" RCP sanitary pipe is
located within the limits of the floodplain bench. The bench can likely be constructed without
impacting the sanitary pipe since the excavation shall occur above the sanitary pipe.
However, the existing sanitary manholes will likely need to be replaced and retrofitted with
watertight covers. The City should also consider a video inspection of the sanitary pipe to
determine the condition of the pipe prior to construction. Concrete sanitary pipes can be
susceptible to corrosion due to the hydrogen sulfide gases. Based on the video inspection, the
sanitary pipe may need to be lined or replaced.
The floodplain bench reduces the 25 -year water surface elevation downstream of Coventry
Road by approximately 1.0 feet.
The combination of the culvert improvement and the floodplain bench would improve the
level of service for the residents at 4501 Coventry Road from a 2- to 10 -year level of service.
An earthen berm along the right bank approximately 1 to 1.5 feet high, in addition to the
improvements described above would provide a 25 -year level of service for the home at 4501
Coventry Road.
The total estimated cost for this project is $866,100. Should the sanitary pipe along the left
bank of Buckhead Creek require rehabilitation or replacement, the preliminary cost estimate
would increase.
Buckhead Creek Watershed Study Page 3 -12
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.1.5 Devonshire Drive Floodplain Bench and Glenwick Drive Berm
As described above, the proposed culvert at Raeford Road would increase water surface
elevations along Reach 5. The Devonshire Drive floodplain bench would minimize the
impacts on water surface elevations immediately downstream of Coventry Road from the
increased culvert capacity at Raeford Road. The bench would range between 40 and 75 feet
wide and would be located along the right bank for 770 feet. Water surface elevations for the
25 -year storm would decrease for 450 feet downstream of Coventry Road. Beyond that point,
elevations would increase by approximately 0.5 feet during the 25 -year storm for 0.5 miles
downstream. While no structures are anticipated to be at increased risk of flooding along the
0.5 mile stretch, several residences along Glenwick Drive currently experience significant
yard flooding. To protect those properties during the 25 -year event, a 2 -foot high earthen
berm is proposed along the left bank as shown in Figure 3 -4.
Construction of both the bench and berm may impact wetlands, which could require
mitigation, pending a detailed wetland delineation. The total estimated cost for this project
including estimated mitigation fees is $421,400.
Buckhead Creek Watershed Study Page 3 -13
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.1.6 Lake Francis Wetland Enhancement/Restoration
Three of the five projects recommended along Buckhead Creek may cause significant wetland
impacts. Estimated mitigation costs are included in the total project costs for the Raeford
Road floodplain bench and the Devonshire Drive floodplain bench and Glenwick Drive berm
assuming 2009 fee in lieu rates which are $59,600 per riparian wetland mitigation unit
(WMU) for impacts in this watershed. Mitigation costs established for the Ferncreek
floodplain bench and floodwall assume that 25% of the area of the proposed project will
impact wetlands, as the wetlands are more isolated and intermittent in this area. A detailed
wetland delineation will be required to finalize the amount of impacts for each project. The
Army Corps requires a 2:1 ratio of credits to impacts; therefore for every acre of wetland
impacted a fee of $119,200 would be required to purchase mitigation credit.
One alternative to paying for mitigation is to complete onsite mitigation in the watershed.
Removing the dam at Lake Francis would provide an opportunity for wetland and stream
enhancement/restoration that could provide the necessary credits for the expected impacts.
The dam is currently breached; however a 9 -acre body of open water remains as shown in
Figure 3 -5. By removing the dam and potentially downstream beaver dams, the water level in
the open body of water could be lowered to a level where wetland plantings and a stream
channel could be established. The mitigation project could provide enough credits to offset
the impacts incurred by the projects described above; however the United States Army Corps
of Engineers (USACE) and Division of Water Quality (DWQ) would have final determination
on the number of credits provided by the project. Excess mitigation credits could be applied
to future City projects. The proposed project would have to be monitored for five (5) years
after construction to complete the mitigation process.
The total estimated cost for design, construction, and monitoring of this project is $423,400.
Buckhead Creek Watershed Study Page 3 -14
WK Dickson & Co., Inc.

44W.5
joog
!MSM
"MANW24
4
723
4308 -
0 � m

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2 Buckhead Creek Secondary Systems
Developing flood mitigation alternatives for the secondary systems typically included
increases in pipe capacity and /or rerouting flows where more space was available for
improvements. In general the proposed improvements for the secondary system are less
complex from a permitting perspective. However, the proposed improvements for the
secondary system are oftentimes constrained by private property as space is typically limited
between houses or other structures.
The projects described below are the recommended alternatives for each of the secondary
systems. In some instances, the full benefit of the proposed improvements may not be
realized unless the proposed primary system improvements along Buckhead Creek are
completed since several of the secondary systems are affected by backwater from Buckhead
Creek. Section 9 will discuss prioritization and project sequencing in detail.
3.2.1 Buckhead Kingsford System
WK Dickson recommends the following improvements for the Buckhead Kingsford System
as shown in Figure 3 -6:
Murray_ Hill Lane
• Install 105 linear feet of 15" RCP between 805 Murray Hill Road and 809 Murray Hill
Road.
• Install 2 inlets.
Levenhall Drive
• Remove 179 linear feet of 30" RCP and install 179 linear feet of 42" RCP between
604 Levenhall Drive and 608 Levenhall Drive.
• Remove 116 linear feet of 24" RCP and install 116 linear feet of 42" RCP along
Levenhall Drive.
• Remove 143 linear feet of 24" RCP and install 143 linear feet of 36" RCP along
Levenhall Drive.
• Remove 43 linear feet of 24" RCP and install 43 linear feet of 36" RCP along
Levenhall Drive.
• Remove 155 linear feet of 24" RCP and install 155 linear feet of 36" RCP along
Levenhall Drive.
• Install 175 linear feet of 30" RCP along Harlow Drive.
• Install 210 linear feet of 18" RCP along Harlow Drive.
• Install 290 linear feet of 18" RCP along Graylyn Place.
• Install 245 linear feet of 18" RCP between 519 Harlow Drive and 540 Levenhall Drive
• Replace 33 linear feet of 15" RCP along Graylyn Place.
• Remove 79 linear feet of 15" RCP and install 79 linear feet of 24" RCP under Raeburn
Court.
Buckhead Creek Watershed Study Page 3 -16
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
• Install 11 inlets.
• Replace 1 headwall.
Ferncreek Drive
• Install 258 linear feet of 4'x8' RCBC behind 610 Longwood Place.
• Remove 120 linear feet of 54" RCP and install 120 linear feet of 4'x8' RCBC along
610 Longwood Place.
• Remove 184 linear feet of 54" RCP and install 184 linear feet of 4'x8' RCBC between
4235 Ferncreek Drive and 4239 Ferncreek Drive.
• Remove 13 linear feet of 54" RCP and install 13 linear feet of 4'x8' RCBC under
Ferncreek Drive.
• Remove 177 linear feet of 54" RCP and install 177 linear feet of 4'x6' RCBC along
Ferncreek Drive.
• Install 2 custom inlets.
• Install 3 new custom junction boxes.
• Replace 1 headwall.
The proposed improvements for the Buckhead Kingsford System address flooding concerns
in three (3) predominant areas: along Murray Hill Road, Levenhall Drive, and Ferncreek
Drive. Flooding adjacent to Murray Hill Road is located along the backyards of 805 and 809
Murray Hill Road. The proposed 15" RCP will collect runoff from the back of the properties
and convey it to the street, connecting to the existing drainage system. The proposed
improvement provides a 10 -year level of service.
The proposed improvements along Levenhall Drive and Harlow Drive will provide a 10 -year
level of service for the majority of the area, with the exception of some continued yard
flooding behind 536 Levenhall Drive. Flooding in this area will be reduced with these
improvements; however the only way to achieve a 10 -year level of service would be to install
additional pipes under the All American Expressway, which was not considered cost
effective. Due to limited space between houses along Graylyn Place, runoff along Graylyn
Place was piped to Harlow Drive and then southeast to Levenhall Drive.
The flooding along Ferncreek Drive is partially due to an undersized drainage system and
partially due to backwater from Buckhead Creek. The proposed improvements will provide a
10 -year level of service along Ferncreek Drive, Milden Road, and Longwood Drive
regardless of whether improvements are completed along Buckhead Creek. However,
significant flooding may still occur for several properties along Ferncreek Drive and
Humboldt Place during the 10 -year storm event unless the culvert improvements at Raeford
Road are completed. The proposed box culvert between 605 Humbolt Place and 610
Longwood Place may require stream mitigation pending a jurisdictional determination by the
Army Corps of Engineers. Stream mitigation will increase the overall cost of the project. A
floodplain bench could be installed instead of a box culvert at this location; however a
significant portion of the adjacent yards would be impacted and likely be opposed by the
homeowners.
Buckhead Creek Watershed Study Page 3 -17
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
The total estimated cost for this project is $2,212,700.
Buckhead Creek Watershed Study Page 3 -18
WK Dickson & Co., Inc.

w 539Y• � •,'� 'V�� 442 , 430. 429 �ii� * ��+ ��
■ 3 526 - • .- -.. .441 f ' � \
• 537 541 �� • 433
547. • 530 ■ ■ 547 t ' 4
1..- 551:x'! ■. 555
559
w 1 793
;465 ■ 792 - 538 v /r
542 501 '� ► -
546 550 554 558 f 1�,
�T
A 4691, ..; F 3308 ♦ 3301 , t ? 562 566 ` 11`, �•
� • 473 a 3305�_�` _4
✓ 3309 W 3348 3344 3340 4 •� 1
�' � 3352 3336• 3332 3328,• 510 509 C , ,��111 �
477 •3356
`� 3324 • ■ �� � '
481 ■ •
RIM . 1p 3333 . ■ ■ �� .;■ �) � N •
• �t f: 5 ICI II I
485 � � 3323 ■ ■ '3318 ''•'� � .,aa ..
726 '• " Y' ► -
-
■ .727 :�. '7aZ� 3315,. 3310 s ."�
•. �:. • 725t . '.>�a • 714 3311 � :� — ��
17i,,,', � 7p6� ■; 3306 � '
' ■ _� o
Replace
L42 767 r R 4360 X4325 ♦ 43074�rr 4 : a1 n ��:� ��:.�L......:�..:�:.��F + �` 718 3222 A
4413 4361 - 'S 71`1 3226 `
4416 }4309 p 4300 4243 ��.I�•e�g 7221 . 3218 a��
� c 24 36 Replace 5� , 715 r• yF k f &OVA I-
4412 4357 4356 + ;4 .1:L f . 3 33= ..(ftX
1 � - • } _ 4232 � � �, 600. qt � z ��
• ■ , at. © 5� , ' 4'S r.
4408 "y • ?566 � F229i +'°3225
�; 4350 586 578 ! • • i
4228 P 604 509 - 1 3221 3217
4404 4353 583. ar J � � 500 � r r'.
613.E �;�4� �jo, y�3e13,
wdo r.
•►4r 590 4229 8224 �„ � t , < �i:�l i,'. s''WL {e
4 4346. • ' -
'*
4480 �s• 4349 594 587 �' �.+f 574 �57:1'�' 4220 f�':� 612' „ Ol UI �� 33 }6
4476. i .r 434f � 586 •, • •581 �• , � ' 578 �
�� { ''Si•�16 621 r L � : � � 3314
44721 4345 591 rr578 f+^ r 4216 y d@- :.} a ! :3312
�• :� 575 �� � • � r � ` f .� ■ • ! 3306
k + !l 4338 �•� ,: 582 4212 � `'_ ` "titi z 625 ' � r 809 � � _ 827 �•
L � ■ �, - 6 0` - -. a _y .,
4468 ■ 0 '� • 595 590 585 :� 582 ��� .Tr % �:�xR ' i�,� !: ' �� �. �
4471 .' � 4341 ! .� •r: 583 4217 �1 - - _ � � T• -s jFa :
✓4467 , ! 704 ■ ■ ` 4330 5�`�• 4304 586 w 13 ! 4208 Buckhead Creek Watershed Study
586 587 4204 F 628
a
u
' 4450 598 4300 590 r 4209 i nL 6
r: PA 4459 {s 4333 591 r • 4200,�� 632 I� 645
• Buckhead Kingsford System
E 4449
�. � 4438 � • 4312' • 594 i 595
4439 ® # 1 1 640 � I I I I • I I a •
5
r'r . y .. G 4308 S98 4232 4224 • -4 r A
ire 4304• 4238 4228 _ %P E.
755f tiM �.; 4321 ■
4428 �� KePldLe 13Lr UT 1 inch 300 feet 9
759 �� � l°`� 4317 • • �
� rr7`1..� ' �`7i � • � � 601 -.�'. 4211} . r
801. •
N •, 805. y. 4196 hauettev&
605 ,.F.
� i.� ' 809 -� �• - � � • •
75' t' 602 • • � � � � � 600 • 4192
[609
X765 . 12 t : • . . . . � x 604 � � ■
,� � . y 4197• 4188 .•
r 817 �'"�•- + r _ ,� • rye.. +. t' ,
AMME311Mtv
• ay '`.; 7� 610
MUCKSON
,_ � 4189 4184 ti
X821 n• �: e '+ . •� • • 1 • 617 612 'r�y -' � -
¢= �'. i I•� r t •• • .611 4185 4180 • and aerial photography data provided . Cumberland "L ,
sr Coordinate 825 • • A D 83 Feet
126 Plane
�J ; .t$,'J. ? }Xi. ■ 621 616 �A
i xE A •.r T �i1lCi , DTs•. a ? �� 4181 41.7.6.
Legend
Replace 79 LF of
tale
C Proposed Stormwater Structures Flooding
Reported
15" RCP with 24" RCP
tali
tidy
Proposed Stormwater Pipes
;y
Living Space
°�
r • M
;•�
WI( Dickson Survey
Catch Basin
-
Crawl Space
- y
cB16 .
°c61s
❑® Drop Inlet
Flared End Section"
Storage
_7
0 Headwall
AC Unit or Building
aJ
® Junction Box
9
•O Pipe End
Yard
y
❑ Slab Inlet
FAA
o Underground Pipe Junction
q
,�
Channel
Pipes
City of Fayetteville Inventory
:y
4 ,
h�s�0i
O Drainage Structures
Stormwater Conveyance
apo v.c
Install r
w 539Y• � •,'� 'V�� 442 , 430. 429 �ii� * ��+ ��
■ 3 526 - • .- -.. .441 f ' � \
• 537 541 �� • 433
547. • 530 ■ ■ 547 t ' 4
1..- 551:x'! ■. 555
559
w 1 793
;465 ■ 792 - 538 v /r
542 501 '� ► -
546 550 554 558 f 1�,
�T
A 4691, ..; F 3308 ♦ 3301 , t ? 562 566 ` 11`, �•
� • 473 a 3305�_�` _4
✓ 3309 W 3348 3344 3340 4 •� 1
�' � 3352 3336• 3332 3328,• 510 509 C , ,��111 �
477 •3356
`� 3324 • ■ �� � '
481 ■ •
RIM . 1p 3333 . ■ ■ �� .;■ �) � N •
• �t f: 5 ICI II I
485 � � 3323 ■ ■ '3318 ''•'� � .,aa ..
726 '• " Y' ► -
-
■ .727 :�. '7aZ� 3315,. 3310 s ."�
•. �:. • 725t . '.>�a • 714 3311 � :� — ��
17i,,,', � 7p6� ■; 3306 � '
' ■ _� o
Replace
L42 767 r R 4360 X4325 ♦ 43074�rr 4 : a1 n ��:� ��:.�L......:�..:�:.��F + �` 718 3222 A
4413 4361 - 'S 71`1 3226 `
4416 }4309 p 4300 4243 ��.I�•e�g 7221 . 3218 a��
� c 24 36 Replace 5� , 715 r• yF k f &OVA I-
4412 4357 4356 + ;4 .1:L f . 3 33= ..(ftX
1 � - • } _ 4232 � � �, 600. qt � z ��
• ■ , at. © 5� , ' 4'S r.
4408 "y • ?566 � F229i +'°3225
�; 4350 586 578 ! • • i
4228 P 604 509 - 1 3221 3217
4404 4353 583. ar J � � 500 � r r'.
613.E �;�4� �jo, y�3e13,
wdo r.
•►4r 590 4229 8224 �„ � t , < �i:�l i,'. s''WL {e
4 4346. • ' -
'*
4480 �s• 4349 594 587 �' �.+f 574 �57:1'�' 4220 f�':� 612' „ Ol UI �� 33 }6
4476. i .r 434f � 586 •, • •581 �• , � ' 578 �
�� { ''Si•�16 621 r L � : � � 3314
44721 4345 591 rr578 f+^ r 4216 y d@- :.} a ! :3312
�• :� 575 �� � • � r � ` f .� ■ • ! 3306
k + !l 4338 �•� ,: 582 4212 � `'_ ` "titi z 625 ' � r 809 � � _ 827 �•
L � ■ �, - 6 0` - -. a _y .,
4468 ■ 0 '� • 595 590 585 :� 582 ��� .Tr % �:�xR ' i�,� !: ' �� �. �
4471 .' � 4341 ! .� •r: 583 4217 �1 - - _ � � T• -s jFa :
✓4467 , ! 704 ■ ■ ` 4330 5�`�• 4304 586 w 13 ! 4208 Buckhead Creek Watershed Study
586 587 4204 F 628
a
u
' 4450 598 4300 590 r 4209 i nL 6
r: PA 4459 {s 4333 591 r • 4200,�� 632 I� 645
• Buckhead Kingsford System
E 4449
�. � 4438 � • 4312' • 594 i 595
4439 ® # 1 1 640 � I I I I • I I a •
5
r'r . y .. G 4308 S98 4232 4224 • -4 r A
ire 4304• 4238 4228 _ %P E.
755f tiM �.; 4321 ■
4428 �� KePldLe 13Lr UT 1 inch 300 feet 9
759 �� � l°`� 4317 • • �
� rr7`1..� ' �`7i � • � � 601 -.�'. 4211} . r
801. •
N •, 805. y. 4196 hauettev&
605 ,.F.
� i.� ' 809 -� �• - � � • •
75' t' 602 • • � � � � � 600 • 4192
[609
X765 . 12 t : • . . . . � x 604 � � ■
,� � . y 4197• 4188 .•
r 817 �'"�•- + r _ ,� • rye.. +. t' ,
AMME311Mtv
• ay '`.; 7� 610
MUCKSON
,_ � 4189 4184 ti
X821 n• �: e '+ . •� • • 1 • 617 612 'r�y -' � -
¢= �'. i I•� r t •• • .611 4185 4180 • and aerial photography data provided . Cumberland "L ,
sr Coordinate 825 • • A D 83 Feet
126 Plane
�J ; .t$,'J. ? }Xi. ■ 621 616 �A
i xE A •.r T �i1lCi , DTs•. a ? �� 4181 41.7.6.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.2 Broyhill Road System
WK Dickson recommends the following improvements for the Broyhill Road System as
shown in Figure 3 -7:
• Remove 203 linear feet of 24" RCP and install 203 linear feet of 36" RCP between
4321 Ferncreek Drive and 4325 Ferncreek Drive.
• Remove 50 linear feet of 24" RCP and install 50 linear feet of 36" RCP under
Ferncreek Drive.
• Remove 33 linear feet of 18" RCP and install 33 linear feet of 24" RCP under Broyhill
Road.
• Install 27 linear feet of 15" RCP under Broyhill Road.
• Install 3 inlets.
• Install 1 manhol eJ unction box.
• Replace 1 existing headwall at outlet.
The proposed improvements will provide a 10 -year level of service for the intersection at
Broyhill Road and Ferncreek Drive if the improvements to the culvert at Raeford Road along
Buckhead Creek are completed as well. If the improvements along Buckhead Creek are not
completed, backwater from the creek will likely continue to cause flooding along Ferncreek
Drive. The additional inlets at the intersection of Broyhill Road and Ferncreek Drive will
provide additional capture for any runoff along Broyhill Road that is not conveyed in the
drainage system as the system along Broyhill will not meet a 10 -year level of service.
The total estimated cost for this project is $163,800.
Buckhead Creek Watershed Study Page 3 -20
WK Dickson & Co., Inc.

Legend
C Proposed Stormwater Structures
Proposed Stormwater Pipes —It y /
�[ ye YJ 0 Rd
WK Dickson Survey t0 + .•,- (.; ,p
❑® Catch Basin .• -�? l% ' 4N �" r Gliffdale.Rdy
❑® Drop Inlet • R t�
Flared End Section
❑� Headwall
0 Junction Box f '' Raeford Rd �tr�y
Q Pipe End . ` • 'r e �� ; iJB2 4,
Slab Inlet
0
^�c {r . s �a h7dr '1 m
10 Underground Pipe Junction ^P0 y� `►., �, �. Jr\\
J
Channel 'FQ m, _ O
M Pipes ^ l�
City of Fayetteville Inventory • A a
Q Drainage Structures •�: .`, _ mber�an "�
�( Install 27LF C% -
= Stormwater Conveyance J[ of 15" RCP ' }
33LF of
Flooding Reported Replace ..f•
18" RCP with 24" RCP
.r
Living Space
Install new inlet
{ C63 © CB2 r .e
Crawl Space L 11
CB1
AC Unit or Storage Building �, t Replace 50LF of
`. 24" RCP with 36" RCP "
Yard "r ,•' Replace 203LF of - �•
". 24" RCP with 36" RCP
':. �''"•� jc Buckhead Creek Watershed Study
r 4
^' Figure 3 -7
Broyhill System
r �~ ` ��• 0 25 50 100 150 200
y .. Y': ,, • f ~ y i y Feet
%�_ ky p• �� 3� • * ` � I inch = 100 feet
_ 7 * et&?v WK
D DICKSON
•` a
`•'b `� r �, Source: Parcel and aerial photography data provided by Cumberland County.
•y F �' f' Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.3 Ferncreek Norwood System
WK Dickson recommends the following improvements for the Ferncreek Norwood System as
shown in Figure 3 -8:
• Remove 189 linear feet of 15" RCP and install 189 linear feet of 24" RCP between
4365 Ferncreek Drive and 4361 Ferncreek Drive.
• Install 46 linear feet of 18" RCP under Ferncreek Drive.
• Install 2 inlets
• Remove existing headwall and install new headwall.
The proposed improvements will provide a 10 -year level of service for the Ferncreek
Norwood System. While backwater from Buckhead Creek will cause flooding along the
backyards of 4365 Ferncreek Drive and 4361 Ferncreek Drive, the proposed improvements
will meet the intended level of service regardless of whether the proposed improvements
along Buckhead Creek are completed. The proposed 18" RCP will need to pass above an
existing sanitary sewer line, but there does not appear to be a conflict based on the elevations
provided in the City's GIS sanitary sewer data.
The total estimated cost for this project is $107,000.
Buckhead Creek Watershed Study Page 3 -22
WK Dickson & Co., Inc.

rs
Legend y ":� •� Ip era
C Proposed Stormwater Structures `t ■ r Cs�w '
Proposed Stormwater Pipes �~ r F _ • a M °rgent n %
w - ° Rd
WK Dickson Survey, x;. ,p
Gliifd ale ,
❑ Catch Basin Al co) ❑® Drop Inlet
a �
Flared End Section t"�' ,?�," • �Or•
❑� Headwall . {� d�
® Junction Box ti �: �'+ ri +Raeford Rd
Q Pipe End �s .•: r ' -rr�. ,•• pl1 y
Slab Inlet � r �. r r a �
10 Underground Pipe Junction !
♦ Channel '( �Y tD
­110- Pipes - _ !Y '`� 7 •$,�, t3+ 1� g
City of Fayetteville Inventory " ' j* (D v d
O Drainage Structures f _ C% �
= Stormwater Conveyance }��,
Flooding Reported .0': A y{ fr
do ,T C64
-r
Living Space -
i a e
Install 46LF
Crawl Space - Ir � /•
of 18" RCP /
AC Unit or Storage Building '* y I. it •I, . , •+• �%
DI1• . C ik
CBi 161
- ' CB1 fl62
Yard • I'= Al ;'
a I
IL _ Buckhead Creek Watershed Study
Replace 189LF of i
15" RCP with 24" RCP 4 - jr t Figure 3 -8
Ferncreek Norwood System
I
0 25 50 100 150 200
Feet
1 inch = 100 feet
,J r �. %et&?vk
YL
A WK
�DICKSON
Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.4 Westwood System
WK Dickson recommends the following improvements for the Westwood System as shown in
Figure 3 -9:
• Remove 291 linear feet of 30" RCP and install 291 linear feet of 48" RCP between
238 Rainier Drive and 304 Rainier Drive.
• Install 329 linear feet of 36" RCP along Rushmore Drive.
• Install 381 linear feet of 36" RCP along Palomar Street.
• Remove 384 linear feet of 18" RCP and install 384 linear feet of 24" RCP along
Palomar Street.
• Install 1 inlet.
• Install 4 manhole /junction boxes.
• Remove existing headwall and install new headwall.
The proposed improvements provide a 10 -year level of service for the Westwood System.
Runoff is rerouted along Palomar Street and Rushmore Drive to avoid pipe replacements
along private property in close proximity to houses. Replacing pipes in the same location as
the existing system would also require the removal of several large hardwood trees. Flooding
will likely still occur in the vicinity of the culvert under All American Expressway for several
properties along Rainier Drive. Costly culvert improvements under the All American
Expressway would be the only solution for reducing the frequency of the yard flooding, but
are considered cost prohibitive.
The total estimated cost for this project is $672,900.
Buckhead Creek Watershed Study Page 3 -24
WK Dickson & Co., Inc.

r'en '
Mill
Proposed Stormwater Structures ^ �•~• �y,�,;a
d Stormwater Pipes 4f - '� , j } '� OCe ^ O ��rg,� a urvey ti� 7 L y� 5�m nsin � d
t Replace 329LF of� y� nd Section r 18" RCP with 30" RCP cOr•
❑� Headwall �. �.{ r•;' y�� — ;y, Install new manhole
e �
�+s1 i 7 U.. R for a
® Junction Box B2 � ��.. � � "s-.. °.� � �� @_ - d Rd � 4
!� Pipe End j �, �P Fir .p �' �f•T
Slab Inlet
O Underground Pipe Junction- .T 14' _� • , �'O^
Channel [: 161
Pipes ;
' ► ` '�' ; f
City of Fayetteville Inventory A.
0 Drainage Structures -rp 4 '` :• u', a•4c :'�"• = b- C andiR_
{ Fi J t cam
i` ra Install381LF
= Stormwater Conveyance "• '1' EM- •.t
�•. of 30" RCP
Flooding Reported ■ , t " y ,!'� Plug EM
4 Gil Replace 291LF of t63
^ a cBZ R
Living Space 30" RCP with 48" RCP 1 •i F t. _'
? CBl I[
{ a � . � , coy i F J " •� i �.. � Y.. � _ +
Crawl Space /1r'
AC Unit or Storage Building a e •y
1 ■ t ``3�"' A
Replace 384LF of
s
Yard � � � � 1,•" -- r` � , 15 RCP with 24" RCP c64 t c66
CBS
Buckhead Creek Watershed Study
�- Figure 3 -9
// , r - r Westwood System
9
LA � T „� ^ 0 50 100 200 300 400
b Feet
1 f " i — ►z Oh"Qd ■ r,lr�[ 1 inch = 200 feet
RquetLovk
WK
Source: Parcel and aerial photography data provided by Cumberland County.
'� Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.5 Raeford Faison System
WK Dickson recommends the following improvements for the Raeford Faison System as
shown in Figure 3 -10:
• Remove 43 linear feet of 18" RCP and install 43 linear feet of 30" RCP behind 212
Faison Avenue.
• Install 301 linear feet of 30" RCP behind properties along Faison Avenue.
• Install 205 linear feet of 30" RCP running from Faison Avenue to the northwest corner
of 200 Faison Avenue.
• Remove 179 linear feet of 15" RCP and install 179 linear feet of 24" RCP along
Faison Avenue.
• Remove 222 linear feet of 15" RCP and install 222 linear feet of RCP along Faison
Avenue
• Install 3 inlets.
• Install 3 junction boxes.
As noted in Section 2, the likely cause of flooding along Faison Avenue is backwater from the
pipe system along Raeford Road that ultimately drains into Buckhead Creek. Providing a 10-
year level of service along Faison Avenue using the existing horizontal alignment for the
conveyance system would require replacing approximately 2,000 feet of pipe along Raeford
Road which would be costly and interrupt traffic along a major thoroughfare for a significant
period of time. Therefore, the proposed improvements reroute the drainage south along
Faison Avenue to an existing drainage network that flows west towards Ireland Drive. Based
on field survey, the system between Faison Avenue and Ireland Drive appears to consist of
60" RCP, however in some areas the pipe size could not be verified due to inaccessible
manholes. Prior to final design, the pipe sizes and conditions will need to be verified through
video inspection. The proposed improvements that provide a 10 -year level of service assume
that the pipes between Faison Avenue and Ireland Drive are 60" RCP.
The total estimated cost for this project is $260,400.
Buckhead Creek Watershed Study Page 3 -26
WK Dickson & Co., Inc.

'�° _ ' -A B
Legend ,4T ... _ ... ..... . .... r
C Proposed Stormwater Structures
Proposed StormwaterPipes Morga n
fon•Rd \
WK Dickson Survey
Y � s '� �. I o
® Catch Basin Cliff dale.R'd_
".R y7j;o '. Plug
❑® Drop Inlet of jell.~ "fi,: ' f r + y._ - •9 ;�
7 i
Flared End Section f •*�' y _ e — w Pi.
❑� Headwall .p '" _ -y— s �j
® Junction Box rt tRaef-
Q , - + Raeford R'd , _ — - 8 CBS
Pipe End
1
Slab Inlet C64 511
T O
10 Underground Pipe Junction I i a '•j -4q } 17 'r '�• a \7—
1: X75 ja M ,=�a "'' 9 Replace 222LF of II '
Channel 15" RCP with 24" RCP
-1111- Pipes
City of Fayetteville Inventory ' -•• -
Q Drainage Structures . _ _ bet a�Rd
.� -• ' .� CUCY�.
= StormwaterConveyance - DI1 JB1
Flooding Reported Al Replace 179LF of I F- A j
_ NA* „
15" RCP with 24" RCP .- a 11 _.- ,•
Living Space - _- 4; -
1 1 I Install 205LF M
Crawl Space Install new of 30" RCP DI2
junction box .,„S•, DI3 _
Mill
AC Unit or Storage Building }•, Install 301LF '• i
e
of 30" RCP �' +_
T.:•
d John Marshall Rd
Yard fl. _ , • ' 7,
Replace 43LF of Ali , c
18" RCP with 30" RCP
' Buckhead Creek Watershed Study
' 1
Figure 3 -10
it Raeford Faison System
{
" �alAll��� i 0 50 100 200 300 400
*Ml+wlf�
' .•,{3 "� - - - -- 7��� �N �••iy,, - L. Feet
1 pal I 1 inch = 20"0 feet
I h` ' ► I I r LLo*
A
'6
DICKSON
-
F..� ` T �. Source: Parcel and aerial photography data provided by Cumberland County.
yy� r 4, A � 1 I I Coordinate System: North Carolina State Plane NAD 83 Feet 0
3 I � i

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.6 Montclair System
WK Dickson recommends the following improvements for the Montclair System as shown in
Figure 3 -11:
• Remove 148 linear feet of 42" RCP and install 148 linear feet of 54" RCP between
841 Stoneykirk Drive and 845 Stoneykirk Drive.
• Remove 28 linear feet of 42" RCP and install 28 linear feet of 54" RCP under
Stoneykirk Drive.
• Remove 9 linear feet of 30" RCP and install 9 linear feet of 48" RCP under Stoneykirk
Drive.
• Remove 331 linear feet of 30" RCP and install 331 linear feet of 42" RCP between
Stoneykirk Drive and Montclair Road.
• Install 2 inlets.
• Install 1 manhole /junction box.
• Remove existing headwall and install new headwall.
The proposed improvements will provide a 10 -year level of service along Wellington Drive,
Montclair Road, and Stoneykirk Drive and a 2 -year level of service along Belford Road.
Increasing the size of the pipes at the downstream end significantly reduce the water surface
elevations throughout the system. Providing a 10 -year level of service along Belford Road
would require replacing the entire drainage system along Belford Road which would cause
significant impacts and traffic delays to the residents. Should significant flooding continue
along Belford Road after the downstream improvements have been installed, the City may
want to reevaluate proposed improvements along Belford Road. The proposed pipe between
841 Stoneykirk Drive and 845 Stoneykirk Drive will need to be constructed in a limited
corridor and may require additional costs to protect the foundation of the adjacent houses.
The total estimated cost for this project is $330,700.
Buckhead Creek Watershed Study Page 3 -28
WK Dickson & Co., Inc.

Legend y
C Proposed Stormwater Structures
Proposed Stormwater Pipes
WK Dickson Survey
❑® Catch Basin
❑® Drop Inlet ,
Flared End Section
❑� Headwall
® Junction Box.rp
Q Pipe End
Slab Inlet
10 Underground Pipe Junction [
♦ Channel
Pipes
City of Fayetteville Inventory g_
O Drainage Structures A rte,
= Stormwater Conveyances A�+
Flooding Reported 4 • ,
Living Space
r
Crawl Space .2
AC Unit or Storage Building
Yard
' 'ry•. � "�'e..� �: f ��' .: X6'6
1 - �. •� ...z. - •:�-. ;7�''.; w �a Morgan
ton Rd
y�cliff dale
Rd���
r r�,
., (47.:, s, .. .• y iRa Rd f
Ar" tl?z!
.r �'€ " •.'_-,' i - 1'.1' _ o
�tb?r
y �w:l
-L ^,F, •t 4T, may+!" ' • )' • }�- ,r�: _
LM
® `! '� { . .'•� ' � • ,rte' i,� �,
)LF of
ivith 48" RCP •'� `
Replace 148LF of
42" RCP with 54" RCP
31LF of .A,.�+i
,ith 42" A(ate- "' 1
,� � • - ir' •' �r id4
.•'�' .w
P-1-191 C of _ °. .\ 1- ..r�`�- _ •'i h'*. y: �" Y•
1B6 'BSy , �' Buckhead Creek Watershed Study
m4 ti Figure 3 -11
� > z 167
1 ._ 0 1BZ
,. ,� �t: ;' • � • Montclair System
3
m 0 50 100 200 300 400
Feet
1 r•
1B8 1 inch = 200 feet
169 , • a
1611 r 1 Vr .+ -
;�; •,•� an DDICKSON
.• � � � +� - �'� � 1 i 7�^,j3 � � � �' "• Source: Parcel and aerial photography data provided by Cumberland County.
ll J • •� �^ Coordinate System: North Carolina State Plane NAD 83 Feet
L i6. 9L x 1

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.7 Odom Drive System
The two drainage systems included in the Odom Drive System will provide a 10 -year level of
service if the culvert improvements at Coventry Road along Buckhead Creek are completed.
If the Coventry Road culvert is not installed, Odom Drive will continue to flood regardless of
any improvements to the secondary systems. The outfall pipe east of Odom Drive across
from Redwood Drive is currently damaged and should be replaced by maintenance crews, but
is not likely contributing to flooding. No additional improvements are recommended for this
system.
3.2.8 Coventry System
WK Dickson recommends the following improvements for the Coventry System as shown in
Figure 3 -12:
• Remove 181 linear feet of 24" RCP and install 181 linear feet of 36" RCP between
4314 Coventry Road and 4318 Coventry Road.
• Replace 1 existing inlet.
• Remove existing headwall and install new headwall at outlet.
The proposed improvements provide a 10 -year level of service for the Coventry System. The
project may cause significant impacts to private property including landscaping and storage
buildings in the backyards of the two properties. Alternatively, drainage could be conveyed
southwest along Coventry Road and discharge directly to Buckhead Creek, however this
alternative would have a significantly higher cost.
The total estimated cost for the recommended alternative is $89,400.
Buckhead Creek Watershed Study Page 3 -30
WK Dickson & Co., Inc.

Legend g r�A . *
C Proposed Stormwater Structures r ■� �. = r.� - '��' \�'Vd
Proposed Stormwater Pipes '•� , -`.` y r'•• ' M�r6'8 f h rTdV
WK Dickson Survey ;
i • µ • '�: =
❑® Catch Basin r ? Gliffdale Rdy
_ iii r•� i:. �~ '9j
❑® Drop Inlet
�.
T• 1
le Flared End Section �' =
❑� Headwall - , ' �, .
Junction Box 7 1v t Raeford Rd f r— ty
Q Pipe End ,:t;.
Slab Inlet _ – e _ r _ .' �° O
z•' s
10 Underground Pipe Junction . t 'S. _ 4 ar » •�•' - + _ a \?—
Channel _ •I 44 �^
♦ Pipes
City of Fayetteville Inventory �• ti [ C Ra
x and�-
0 Drainage Structures �a. 0 G � _ CU�tb?r -
= Stormwater Conveyance
Flooding Reported � t � 14 {• _ 3—V
^r' Replace 181LF
i
Living Space of 24" RCP with 36" RCP
; 1 _ - f u �
-' Crawl Space - r --^ X0, ! t * ; �i'•` f
• 31.
AC Unit or Storage Building
I I e
Yard r �-
Buckhead Creek Watershed Study
r. Figure 3 -12
Iw ` Coventry System
IRA ;
0 25 50 100 150 200
Feet
1 inch = 100 feet
qW t`i� U
41 •�� Jet`s '� 3 %et&?vk
- •
S WK
_ IDICKSON
v
n �s • •��rks ^ •, Source: Parcel and aerial photography data provided by Cumberland County.
' } !'•. Coordinate System: North Carolina State Plane NAD 83 Feet
r �. 7

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.9 Roxie Avenue System
WK Dickson recommends the following improvements for the Roxie Avenue System as
shown in Figures 3 -13 and 3 -14:
Faison Avenue
• Remove 302 linear feet of 36" RCP and install 302 linear feet of 48" RCP between
1105 Faison Avenue and 3901 Hartwell Road.
• Remove 75 linear feet of 36" RCP and install 75 linear feet of 48" RCP along Faison
Avenue.
• Remove 366 linear feet of 36" RCP and install 366 linear feet of 48" RCP along
Faison Avenue.
• Remove 155 linear feet of 36" RCP and install 155 linear feet of 48" RCP along
Faison Avenue.
• Remove 100 linear feet of 30" RCP and install 100 linear feet of 48" RCP along
Faison Avenue.
• Remove 108 linear feet of 30" RCP and install 108 linear feet of 42" RCP along
Faison Avenue.
• Remove 139 linear feet of 24" RCP and install 139 linear feet of 42" RCP along
Faison Avenue.
• Remove 34 linear feet of 18" RCP and install 34 linear feet of 24" RCP under Hanna
Street.
• Remove 323 linear feet of 18" RCP and install 323 linear feet of 24" RCP along Sage
Creek Drive.
• Install 350 linear feet of 24" RCP along Faison Avenue.
• Install 340 linear feet of 24" RCP along Faison Avenue.
• Install 340 linear feet of 24" RCP along Faison Avenue.
• Install 180 linear feet of 18" RCP along Hanna Street.
• Install 180 linear feet of 18" RCP along Hanna Street.
• Install 180 linear feet of 18" RCP along Isham Street.
• Install 180 linear feet of 18" RCP along Isham Street.
• Install 180 linear feet of 18" RCP along Crestwood Street.
• Install 180 linear feet of 18" RCP along Crestwood Street.
• Install 14 inlets.
• Install 5 manhole/junction boxes.
Roxie Avenue
• Remove 72 linear feet of 30" RCP and install 72 linear feet of 42" RCP along Roxie
Avenue.
• Remove 525 linear feet of 30" RCP and install 525 linear feet of 42" RCP along Roxie
Avenue.
• Remove 24 linear feet of 30" RCP and install 24 linear feet of 42" RCP along Roxie
Avenue.
Buckhead Creek Watershed Study Page 3 -32
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
• Remove 366 linear feet of 30" RCP and install 366 linear feet of 42" RCP along Cape
Center Drive.
• Remove 96 linear feet of 30" RCP and install 96 linear feet of 42" RCP along Cape
Center Drive.
• Remove 82 linear feet of 30" RCP and install 82 linear feet of 42" RCP along Cape
Center Drive.
• Install 4 inlets.
• Install flow splitter box.
Martindale Drive
• Remove 46 linear feet of 36" RCP and install 46 linear feet of 5'x4' RCBC behind
1207 Martindale Drive.
• Remove 194 linear feet of twin 36" RCP and install 194 linear feet of 5'x4' RCBC
between 1205 Martindale Drive and 1207 Martindale Drive.
• Remove 129 linear feet of twin 36" RCP and install 129 linear feet of 5'x4' RCBC
along Martindale Drive.
• Remove 163 linear feet of 36" RCP and install 163 linear feet of 48" RCP along
Martindale Drive.
• Remove 265 linear feet of 36" RCP and install 265 linear feet of 48" RCP along
Martindale Drive.
• Remove 124 linear feet of 24" RCP and install 124 linear feet of 36" RCP along
Martindale Drive.
• Remove 108 linear feet of 24" RCP and install 108 linear feet of 36" RCP along
Martindale Drive
• Install 113 linear feet of 36" RCP along Martindale Drive.
• Install 217 linear feet of 24" RCP along Martindale Drive.
• Install 507 linear feet of 24" RCP along Martindale Drive.
• Install 49 linear feet of 24" RCP along Martindale Drive.
• Install 22 inlets.
• Install 19 junction boxes.
• Remove existing headwall and install new headwall.
Brentwood Road
• Install 57 linear feet of 18" RCP along Village Drive.
• Install 3 inlets.
The proposed improvements for the Roxie Avenue System address flooding concerns in four
(4) predominant areas: Faison Avenue, Roxie Avenue, Martindale Drive, and Brentwood
Drive.
Faison Avenue north of Crestwood Street currently has no conveyance system to collect
runoff. The intent of the original design appears to have runoff drain either to Rodie Avenue
or Hicks Avenue; however the relatively flat topography causes standing water along Faison
Avenue. The proposed improvements include a new pipe system along Faison Avenue from
Buckhead Creek Watershed Study Page 3 -33
WK Dickson & Co., Inc.

SECTION 3
FLOOD MITIGATION ALTERNATIVES
Hanna Street south to the existing conveyance system along Faison Avenue. Portions of the
existing system along Faison Avenue will need to be increased in size to provide a 10 -year
level of service.
Flooding along Roxie Avenue will be alleviated by installing a now splitter near the
intersection of Martindale Drive and Roxie Avenue and a conveyance system along
Martindale Drive. The proposed pipes along Martindale Drive will allow storm flows to
bypass Roxie Avenue and connect back to the existing conveyance system near the
intersection of Martindale Drive and Hartwell Road. Reducing the storm flows along Roxie
Avenue will provide a 10 -year level of service without disturbing a significant portion of
Roxie Avenue. Installing the new infrastructure along Martindale Drive may result in utility
conflicts. A detailed subsurface survey will be required along Martindale Drive prior to
design. The existing conveyance system along Martindale Drive south of Hartwell Road will
need to be increased in size to convey the additional flow from the new system along
Martindale Drive.
Flooding along Village Drive near the intersection with Brentwood Road is likely caused by
limited inlet capacity. The proposed improvements include additional inlets and connector
pipes along Village Drive to increase the overall inlet capacity of the system. If flooding
persists after adding inlets, the City may need to consider increasing the size of the pipe
between 3942 Village Drive and 4002 Village Drive.
Two residences (4140 Village Drive and 4144 Village Drive) near the confluence of the
Roxie Avenue tributary and Buckhead Creek reported finished floor and crawl space flooding
in the questionnaires. The two residences are located on the left bank and multi - family homes
are located on the right bank. There is no available space for floodplain benches and a
floodwall or levee would likely increase the flood risk for the adjacent property owners.
Therefore, infrastructure improvements will not be effective in mitigating the flood risk for
the two residences along Village Drive. Other flood mitigation options include structure
elevation or property acquisition. Structure elevation will not prevent yard flooding, but can
keep the finished floor from flooding. Based on the Cumberland County parcel records the
combined tax value of the two residences is $129,900. If the property owners are willing, the
City could consider purchasing the properties to remove the flood risk.
The total estimated cost for the Roxie Avenue System improvements is $3,089,700 which
does not include structure elevation or property acquisition for the residences along Village
Drive.
Buckhead Creek Watershed Study Page 3 -34
WK Dickson & Co., Inc.

a,
W F,
516
30" RCP with 42" RCP -
r i , Replace 155LF of si
,r '�,' 36" RCP with 48" RCP x 4. ; • AAY -�
• � • '� �'> - Replace 100LF of � , 'e � • R �, � y��
- 4. "x 30" RCP with 48" RCP
Install new inlet ' -
Install
y. -
a Install 49LF of
'e Replace 366LF 24" RCP ,�
36" RCP with 48" RCP + 24" RCP M s..
14 Fr
i _ s- .` ,•' "' „ „ Install new inlet + , ~x• �., '�
wry , '� • �. ��r !1[ � X95" , , $_ 'n 1 �_c �:. � y `" j � ,
fib.{ Replace 75LF of Install 113LFof ;.� �:n �•� ,," ,
y } R 36" RCP with 48" RCP 24" RCP, �at3` rr�.i'e} 4 _��• ? �1
KCIF eta "
r a a A ,e • , Replace 108LF of NMe ° 1 Buckhead Creek Watershed Study
` , ' �" 11 °• D OP s 24" RCP with 36" RCP r�
� Figure 3 -13
' *1. , , t° ,.01 t=='19 " �, Replace 124LF of '� ` � Al "k D S �' n -� Roxie Avenue System
.* 7 { • 24" RCP with 36" RCP t
0 150 300 600 900
4° • r V. _�� i f i� Replace 2651-F of f t , : J <�ar� +.. 4 s Feet
ti {: Replace 302LF of 36" RCP with 48" RCP
s T Jti?
'? ' 36" RCP with 48" 1 inch = 300 feet
�# Replace 194LF of
f
163LF l
Repace o l yw
36" RCP with 4'x5' RCBC 'r hauettevk
RCP with 48" RCP = ,r M Pie.
.t OF • �� �,�� •^ Replace 129LF of 1� _ _ � • Replace 46LF of -
_ ,. 36" RCP with 4'x5' RCBC 36" RCP with 4'x5' RCBC -I
WK
DICKSON
d► , ro,.. ���� �9A�1 . ; c '�' t N ' 4 Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet
Am A
1 is 1
3D.
Hanna St . ,.. : •.
Legend
_
C Proposed Stormwater Structures Flooding Reported
- .1,,,�• r
� "" `
�'
34LF of lace
Replace
Proposed Stormwater Pipes
p p
Install 180LF
Install 180LF
° -
'' 18" RCP with 24" RCP ,
Replace 366LF of
` M3
Living Space
of 18" RCP "-°
` of 18" RCP �I
},
'
WI( Dickson Survey
•' •
-
I 1
, Replace 323LF of 30" RCP with 42" RCP
s
Catch Basin
,:
''"— ,•
'
Install350LF I``
24" RCP L
18" RCP with 24" RCP
Crawl Space
$
, _
of
Is ham St + Replace 82LF of
u
+•
❑® Drop Inlet
f
}�
30" RCP with 42" RCP
.
v ,
a
CO Flared End Section
AC Unit or Storage Building
f
Install 180LF
Install 180LF �- ►a
_
70
•x �
�'�
Y_
f0'
u -
'
C Headwall
:'.
of 18" RCP
D
1
of 18" RCP tt
1
,
'<
m
Cape Center
® Junction Box
41�
Install 180LF
Install340LF
D r
Yard
"i
`. -
As.
O Pipe End
of 18" RCP
of 24" RCP 5M.'
- .
■ Slab Inlet
L
€_
• Underground Pipe Junction
wood St
" :',•, �
Y '
Install 180LF �
RepI 24LF of �#
� . • Replace 96LF of
t
o ~
--0- Channel
'l
'
of 18' RCP
g 30" with 42" RCP ,T
RCP
a 30" RCP with 42" RCP
:• -F. r
i
Replace 525LF
�'�
Pipes
p
y4'
Install340LF
of
City f Fayetteville Inventor
Y Y Y
: , .
'1
(y��'j
�•r
f •- 30" RCP with 42" RCP:•
of 24" RCP 's,� : , . r�� .. Y
O Drainage Structures
R. eplace 72LF of •,
►��+
Stormwater Conveyance
.•
`
r
30" RCP with 42" RC+ P � A;
Install50LF
r
i
r
of 24" RCP ye �i
*,
• .
o "` I
,,
Re place
139L
.
r r
T
Install new inlet
Install Flow
�,�' :
24" RCP
with 42" RCP
Install 507LF of
:
+_
,
•,•
Replace 108LF of
24"
' RCP
_1 S p litter Box �; '
y:is'
a,
W F,
516
30" RCP with 42" RCP -
r i , Replace 155LF of si
,r '�,' 36" RCP with 48" RCP x 4. ; • AAY -�
• � • '� �'> - Replace 100LF of � , 'e � • R �, � y��
- 4. "x 30" RCP with 48" RCP
Install new inlet ' -
Install
y. -
a Install 49LF of
'e Replace 366LF 24" RCP ,�
36" RCP with 48" RCP + 24" RCP M s..
14 Fr
i _ s- .` ,•' "' „ „ Install new inlet + , ~x• �., '�
wry , '� • �. ��r !1[ � X95" , , $_ 'n 1 �_c �:. � y `" j � ,
fib.{ Replace 75LF of Install 113LFof ;.� �:n �•� ,," ,
y } R 36" RCP with 48" RCP 24" RCP, �at3` rr�.i'e} 4 _��• ? �1
KCIF eta "
r a a A ,e • , Replace 108LF of NMe ° 1 Buckhead Creek Watershed Study
` , ' �" 11 °• D OP s 24" RCP with 36" RCP r�
� Figure 3 -13
' *1. , , t° ,.01 t=='19 " �, Replace 124LF of '� ` � Al "k D S �' n -� Roxie Avenue System
.* 7 { • 24" RCP with 36" RCP t
0 150 300 600 900
4° • r V. _�� i f i� Replace 2651-F of f t , : J <�ar� +.. 4 s Feet
ti {: Replace 302LF of 36" RCP with 48" RCP
s T Jti?
'? ' 36" RCP with 48" 1 inch = 300 feet
�# Replace 194LF of
f
163LF l
Repace o l yw
36" RCP with 4'x5' RCBC 'r hauettevk
RCP with 48" RCP = ,r M Pie.
.t OF • �� �,�� •^ Replace 129LF of 1� _ _ � • Replace 46LF of -
_ ,. 36" RCP with 4'x5' RCBC 36" RCP with 4'x5' RCBC -I
WK
DICKSON
d► , ro,.. ���� �9A�1 . ; c '�' t N ' 4 Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet
Am A
1 is 1

.„ ed
Legend
C Proposed Stormwater Structures�•j
Proposed Stormwater Pipes S, • • ' �e0< M�r6'anto
h R�L
WK Dickson Survey 94 ; J� p d
❑® Catch Basin �4��:•, ►�� cr}`/�' ' :+ T } GliffdaleRdy
• Y R 91
❑® Drop Inlet
le Flared End Section , �k - Gio •'LQ�J\P �f .. r �Pr'c
❑� Headwall r' •� Cdr Ir"
h , Raefgrd Rd F
O Junction Box ` f ` ;8. •' r.. L, t —jam"
� 1
Q Pipe End
Slab Inlet �i • ,f • F % �'y
10 Underground Pipe Junction �•f r f � y . '�'^- a \?-
% �y f
Channel !��„ ''1 f ui i �'• 1 • �' _
Pipes i
±r
City of Fayetteville Inventory ' . +J i ^ Q d Ra
O Drainage Structures r� jf w ' !r o Y _ �tber \a�
= Stormwater Conveyance '` _ - - #•
Flooding Reported
1.
Living Space 'o- ;+i1,:•; �/ :� 9 �• .1 - �,
`r►!�� w 1 ► Install new inlet
i'
f Crawl Space
:{� , r -{ .J � - �Y +�,� i,. , • ice". � - A�.. ;'i -Lr ,' �„ • !• ^ •� �
AC Unit or Storage Building ff /• 4% g T2•''- -L
Yard f Install 57LF
r of 18" RCP y ld,pr�` 1
I Br2ntW00
Remove existing Buckhead Creek Watershed Study
4
i
'► , , Q3 /' Inlet and Install Figure 3 -14
double inlet Roxie- Brentwood System
0 s0 100 200 300 400
Feet
r f 41+L431 * 1 inch = 200 feet
14- i 1
RquetLovk
A WK
n n*�
... DICKSON
yf i
(rLy �P
Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet
1 w
� 11

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.10 Ashton Road Ramblewood Drive System
WK Dickson recommends the following improvements for the Ashton Road Ramblewood
Drive System as shown in Figure 3 -15:
• Remove 144 linear feet of 36" RCP and install 144 linear feet of 48" RCP between
1931 Ashton Road and 1935 Ashton Road.
• Remove 39 linear feet of 36" RCP and install 39 linear feet of 48" RCP under Ashton
Road.
• Install 96 linear feet of 18" RCP along Ashton Road.
• Install 145 linear feet of 18" RCP along Ashton Road.
• Install 4 new inlets.
• Remove existing headwall and install new headwall at system outfall.
The proposed improvements will provide a 10 -year level of service along Ashton Road and a
5 -year level of service along Ramblewood Drive. The 30" RCP between 4600 Ramblewood
Drive and 1932 Ashton Road remains undersized to convey the 10 -year storm event; however
replacing this pipe would be very intrusive for the adjacent property owners to the proximity
of a house and garage to the pipe. Those property owners also have not reported flooding
concerns, so at this time the City should monitor flooding to determine if additional
improvements are needed. The larger outlet pipe and the additional inlets on Ashton Road
will alleviate the majority of the flooding concerns along Ashton Road and capture additional
runoff from Ramblewood Drive if needed.
The total estimated cost for this project is $261,000.
Buckhead Creek Watershed Study Page 3 -37
WK Dickson & Co., Inc.

Legend3 1 era
C Proposed Stormwater Structures 1 ,•�� _ ��' \�'Vd
Proposed Stormwater Pipes _ Morga h
tO Rd
WK Dickson Survey � .r' S �4-
❑® Catch Basin $ � " t �, � t y�Gliffdale
❑® Drop Inlet t - � •) -
Flared End Section
❑� Headwall
;r s
Junction Box nu R® f r
�._-, CBS •�'f� ;� �
Q Pipe End, 3
Slab Inlet 1• `; �.
10 Underground Pipe Junction
♦ Channel ih _ Replace 39LF of "
♦ Pipes 36" RCP with 48" RCP Install new inlet g
City of Fayetteville Inventory Q • TQ Rd
Drainage Structures • F 0 E _ _
= Stormwater Conveyance _ • ;a y s
7�
Flooding Reported •. Install 96LF
of 18" RCP
Living Space - �-
¢k}3 Replace 144LF of •;�
sli � 36" RCP with 48" RCP s• #' °► ,�,:
Crawl Space _ _ CB2 r r' ` - s: - ' } • J
r
AC Unit or Storage Building • o- •`� � � � ti �
�t
.r• .rr �
Yard •� -
F CB3 Insta11145LF
CBs } - Y of 18" RCP
c67 Ramblewood Dr ' `! Buckhead Creek Watershed Study
eg6 JBl Figure 3 -15
f ,. • Install new inlet Ashton Road Ramblewood Drive
can r System
1• 0 25 50 100 150 200
Feet
1 inch = 100 feet
;
e 0 1' %et&?vk
WK
r
I DICKSON
Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet
its

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.11 Ashton Road Friar Avenue System
WK Dickson recommends the following improvements for the Ashton Road Friar Avenue
System as shown in Figure 3 -16:
• Install 116 linear feet of 36" RCP east of Skyview Drive towards Lake Francis with
headwall.
• Install 68 linear feet of 36" RCP under Skyview Drive.
• Install 235 linear feet of 30" RCP along Park Knoll Lane.
• Install 338 linear feet of 30" RCP along Park Knoll Lane and under Ashton Road.
• Install 139 linear feet of 30" RCP along Ashton Road.
• Install 83 linear feet of 30" RCP at Friar Avenue and Ashton Road intersection.
• Install 29 linear feet of 15" RCP under Park Knoll Lane.
• Install 28 linear feet of 15" RCP under Park Knoll Lane.
• Install 28 linear feet of 15" RCP under Ashton Road.
• Remove 62 linear feet of 24" RCP and install 62 linear feet of 36" RCP along Friar
Avenue.
• Remove 350 linear feet of 18" RCP and install 350 linear feet of 24" RCP along Friar
Avenue.
• Plug existing 24" RCP.
• Install 12 inlets.
• Install 72 linear feet of open channel at the outfall.
• Flow splitter box.
The proposed improvements will provide a 10 -year level of service for the Ashton Road Friar
Avenue System. A new drainage system will be installed along Park Knoll Lane east to Lake
Francis. The outfall will be constructed within the City's property and outside of the
jurisdictional wetlands. A flow splitter will be installed near the intersection of Friar Avenue
and Ashton Road to convey a portion of the watershed's drainage along Park Knoll Lane and
the remainder of the drainage through the existing system. Increasing the size of the pipes
within the existing system using the same horizontal alignment would be very difficult due to
private property constraints and the proximity of the houses to each other.
The total estimated cost for this project is $567,300.
Buckhead Creek Watershed Study Page 3 -39
WK Dickson & Co., Inc.

7gen
sed Stormwa ter Structures Flooding Reported .• Ct � dstone sed Stormwater Pipes Livin g ace
S ' • # .60'
Space
WK Dickson Survey � �.
�.. `� � Cliffdale:Rd
❑® Catch Basin 'J
Crawl Space
❑® Drop Inlet •1� rY '` �; t '%
CO Flared End Section i` D12
a F f
AC Unit or Storage Building D11
❑O Headwall x + Raeford Rd a
� ,� �. �' -tom- � � •,
® Junction Box y', �"` OIL
'�
O Pipe End Yard f ! ;
❑ Slab Inlet . `t' cas esa• '� >� / �1•�`aC, ��
' � •—, gar ' 1131 � � � •� • a
O Underground Pipe Junction {
Channel
Pipes i t� ff£3 ry z° c mpec \a.:
C132 C 31
City of Fayetteville Inventory. 0 k- —
�''
O Drainage Structures , • ;
Stormwater Conveyance s ,�.• ` > r
lam
�,.
Em Install 72LF of Channel from
Outfall to Wetland Boundary
Install new inlet
� •L'.4e-i .c ' �
Install68LF
�. ` 3 Install Flow �! t of 36" RCP '
'¢x • � � � Splitter Box � • _ 7 n �'�'
CB
cat
r Install new inlet
1Replace 35OLF of / l Install Flared End Section +
18" RCP with 24" RCP x. —ICB9 Plug
1` caio Install29LF Install116LF
Install new inlet ,: �
F +may �• - of 15" RCP of 36" RCP " �r
• F Install83LF
'+ CB81 Install new inlet Install 235LF
of 30" RCP _ i$+ of 30" RCP
P `
Install n
,.�. 'r ° t Buckhead Creek Watershed Study '
• CB11 Friar �1 Install 28LF ew inlet
• _ m� Install 28LF of 15" RCP Figure 3 -16
of 15" RCP a �.
,►: a;,n f Install new inlet Ashton Road Friar Avenue System
Install 139LF
r �• } of 30" RCP 0 50 100 200 300
•� 7 'S.y b
Feet
a Install338LF �^
r of 30" RCP j ► 4 • ~c Y 1 inch = 100 feet t
�•+ ; / Emettev&
Install new inlet •
sya r' y • �• M:Ya f ti ` � •■ a W D I iJ I S V N
Source: Parcel and aerial photography data provided by Cumberland County.
• Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.12 Ashton Road System
WK Dickson recommends the following improvements for the Ashton Road System as shown
in Figure 3 -17:
• Remove 175 linear feet of 15" RCP and install 146 linear feet of 24" RCP between
1817 Ashton Road and 1821 Ashton Road, and 29 linear feet of 24" RCP under
Ashton Road.
• Remove 55 linear feet of 15" RCP and install 55 linear feet of 24" RCP along Ashton
Road.
• Install 114 linear feet of 15" RCP along Ashton Road.
• Install 29 linear feet of 15" RCP under Ashton Road.
• Install 111 linear feet of 15" RCP along Ashton Road.
• Install 29 linear feet of 15" RCP under Ashton Road.
• Install 7 inlet/junction box combinations.
• Remove existing headwall and install new headwall.
The proposed improvements will provide a 10 -year level of service for the Ashton Road
System. Residents at 1821 Ashton Road are currently experiencing crawl space flooding in
part because the house elevation is lower than the road. The additional inlets along Ashton
Road will capture more of the runoff and provide a higher level of service for the system.
The total estimated cost for this project is $224,000.
Buckhead Creek Watershed Study Page 3 -41
WK Dickson & Co., Inc.

r
Legend
`
C Proposed Stormwater Structures
Proposed Stormwater Pipes
WK Dickson Survey
❑® Catch Basin
e
❑® Drop Inlet
Flared End Section
,
❑� Headwall
® Junction Box
Q Pipe End
Slab Inlet
10 Underground Pipe Junction
Channel
♦ Pipes
City of Fayetteville Inventory
O Drainage Structures
= Stormwater Conveyance
Flooding Reported
Living Space
Crawl Space
AC Unit or Storage Building
Yard
4
a
T
L
1
• r B
Morgon Rd j
t —
'� • �Gliffdale Rd.
Install 29LF
of 15" RCP Raeford Rd ptr�y
l
Install new inlet o
Install new inlet
Install 114LF f Replace 29LF of a, 0 ,
y of 15" RCP 15" RCP with 24" RCP M1 * _ �- umbeC \and�Rd
L7 r 4. ti
h ;.4.
Replace 55LF of y.
15" RCP with 24" RCP •• �� � _ • !:
oil CB2
r
-y 4 Replace 146LF of
Install new inlet
Install 111LF 15" RCP with 24" RCP y
7 of 15" RCP "
a - ,
t
1' A A
f' Buckhead Creek Watershed Study
Figure 3 -17
Ashton Road System
Install new inlet
0 25 50 100 150 200
Install new inlet
� - y 0- Install
-1171 ,/ _ Install 29LF
of 15" RCP 1 inch = 100 feet
�f A��. et &?v
r C 11 S •M
0
WK
DICKSON
Aft { Source: Parcel and aerial photography data provided by Cumberland County.
_ '! Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 3
FLOOD MITIGATION ALTERNATIVES
3.2.13 Kimberly Drive System
WK Dickson recommends the following improvements for the Kimberly Drive System as
shown in Figure 3 -18:
• Install 49 linear feet of 24" RCP parallel to existing pipe.
The proposed improvement will provide a 25 -year level of service at Kimberly Drive. The
culvert crossings at Ireland Drive and Enloe Street currently overtop during the 2 -year storm.
The City should monitor these crossings and consider replacing the culverts in the fixture if
flooding occurs. The new culvert at Kimberly Drive will reduce the severity and frequency of
flooding at 2305 Kimberly Drive where living space flooding was reported in the public
questionnaires.
The total estimated cost for this project is $103,000.
Buckhead Creek Watershed Study Page 3 -43
WK Dickson & Co., Inc.

Legend '1 �• f 1 M, 4� s� , : erd
C Proposed Stormwater Structures
Proposed Stormwater Pipes - 1' s: ,�, �a Mo-ba
^ton Rd
WK Dickson Survey 1 - -r �' . * ,p
y I.
❑® Catch Basin Gliffdale Rd
❑® Drop Inlet
1 1 ti+• 9
Flared End Section zt - ��Or•
❑� Headwall �. �`� ' 3
Q Junction Box = t� Raeford Rd
N r
Q Pipe End H�' .l�sF
Slab Inlet Q)
a F
Under round Pipe Junction
—110- Channel - � �;'• '• H
♦ Pipes - `rl A ~ g
City of Fayetteville Inventory Mill Install 49LF of 24" RCP h a 'k
l` p
ot \? nyV'
d
Drainage Structures G 0 arallel with existing 24 "RCP
1 �a
= Stormwater Conveyance and install new headwalls 3. ,~ r�. ~•
Flooding Reported
f • �' _ r.
Living Space _
L
_ --� ' .. ��! •tit -�'7 ? * - ',�"i• -
Crawl Space fr ' , • t r /! r
ME
AC Unit or Storage Building 5� • { �.,, YS..{;"
Yard sL,� 1 .s. L- r ' -q ¢ - r MW
.� . � y r r_ �' F. - .� s � � �r 1V 1 T "� •r .f f; k.rr � t- '
Piedmont Ave Buckhead Creek Watershed Study
Figure 3 -18
Kimberly Drive System
0 50 100 200 300 400
' ..Ke Feet
1 inch = 200 feet
et
' � � � � e ' � �. - � • •yam, n*�
WK11 t y
T' w DDICKSON
.`a t 'r � t, Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 4
WATER QUALITY RETROFITS
Traditional stormwater management has typically been designed to reduce flooding, but at
times has neglected water quality by collecting runoff directly from impervious surfaces into
a closed drainage system. Runoff from impervious areas collects high concentrations of
pollutants and nutrients that if left untreated can cause negative impacts to water quality in the
receiving waters. Negative impacts may include less biodiversity, hazards to the health of
fish and wildlife, as well as human health hazards. Many communities in North Carolina now
require some form of water quality treatment for new development; however existing
developments typically have little or no water quality treatment. Best management practices
(BMPs) can be constructed to treat runoff prior to being discharged to the stormwater
conveyance system and ultimately the receiving waters of the system. Retrofitting BMPs can
be difficult due to limited space and other constraints. BMP retrofits identified in the
Buckhead Creek watershed are described below.
4.1 Best Management Practices (BMPs) Alternatives Considered
Stormwater BMPs were evaluated and sized for pollutant removal performance in the
Buckhead Creek watershed using in -house spreadsheets based on current design requirements
found in the North Carolina Department of Environment and Natural Resources (NCDENR)
design manual titled, "Stormwater Best Management Practices Manual" dated July 2007.
BMP types considered for this effort are described below. Due to the nature of the well -
draining soils, available drainage areas, and the presence of residential homes, the majority of
the recommended BMPs are bioretention ponds, grass swales, and infiltration basins.
Wet Detention Basins - Also called "detention ponds" or "wet ponds," these facilities are
designed to detain stormwater in order to attenuate flooding and allow time for solids to settle
out of the water column. Wet ponds also allow for biological uptake of some pollutants by
plants installed around the perimeter of the basin, bacteria in the water, and algae (DWQ,
2005). This type of BMP offers high pollutant removal efficiencies and is useful in treating
stormwater from large drainage areas ( >10 acres).
Stormwater Wetlands - These facilities are similar to wet detention basins but are designed to
provide additional stormwater treatment through the mechanisms similar to natural wetlands.
These facilities are effective at removing suspended solids, nutrients, metals, organics,
petroleum compounds, and potentially pathogenic microorganisms through physical,
chemical, and biological processes (DWQ, 2005). Wetlands are more efficient at removing
certain types of pollutants than wet ponds (Center for Watershed Protection, 2000; Hunt and
Doll, 2000). Stormwater wetlands improve water quality, provide flood control, enhance
wildlife habitat, and may provide unique educational opportunities among other functions.
However, a high water table or soils with very low permeability are required for proper
function of stormwater wetlands.
Bioretention - These stormwater treatment cells are designed to drain well and look like part
of the developed landscape (Hunt and White, 2001). Therefore, they may be an aesthetic
amenity to landscaping schemes. Bioretention cells, or "rain gardens," function best when
treating small, highly impervious drainage areas such as parking lots (DWQ, 2005).
Buckhead Creek Watershed Study Page 4 -1
WK Dickson & Co., Inc.

SECTION 4
WATER QUALITY RETROFITS
Bioretention removes pollutants through mechanisms that stormwater wetlands also employ,
and allow water to infiltrate into the soil and recharge groundwater (Hunt and White, 2001).
They also provide limited peak flow attenuation to reduce flooding. They perform well in
areas where groundwater is several feet below the ground surface.
Infiltration Basins - Infiltration basins are desirable BMPs because of the associated pollutant
removal efficiencies and the additional benefit of groundwater recharge (i.e. reducing the
hydrologic effects of impervious surfaces). Because of the excellent hydrologic
characteristics of the soils in the watershed, infiltration basins are a cost effective BMP option
in the Fayetteville area. These dry basins do not maintain a permanent pool like a wet pond
and do not have an outlet device. They are designed to hold water until it infiltrates into the
soil or evaporates. This type of BMP reduces runoff, improves local hydrology through
groundwater recharge, and removes sediment and associated pollutants (DWQ, 2005). These
devices should be situated in small drainage areas ( <5 acres) where groundwater is relatively
deep. Infiltration basins require more cleaning maintenance than most other types of BMPs.
Grass Swales - These grass lined open channels are often used as part of a treatment system
along with other BMPs. They are commonly used to replace storm sewers (DWQ, 2005).
They remove pollutants by filtration and settling processes and allow some stormwater to
infiltrate into the soil. They are especially effective at removing suspended sediment and
associated pollutants.
4.2 BMP Pollutant Removal Efficiencies
Pollutant removal efficiencies for the different types of BMPs vary and there are many
sources of removal efficiency data. One such source referenced from the U.S. Environmental
Protection Agency's Stormwater Best Management Practices Design Guide (EPA, 2004) is
shown in Table 4 -1 below. There is no single source that can be cited to illustrate differences
in pollutant removal efficiencies between different types of BMPs for all cases. BMP
function is related to site specific conditions, types and concentrations of pollutants in runoff,
and design features of the system.
Buckhead Creek Watershed Study Page 4 -2
WK Dickson & Co., Inc.

SECTION 4
WATER QUALITY RETROFITS
Tahle 4 -1: Median Pollutant Removal of Stormwater Treatment Practices
Treatment BMP
TSS
TP
TN
Stormwater Detention Ponds
47
19
25
Stormwater Retention Ponds
80
51
33
Stormwater Wetlands
76
49
30
Filtering Practice s/Biorentention(2)
86
51
38
Infiltration Practices
95(')
70
51
Water Quality Swales(3)
81
34
8
1. Data based on fewer than five data points; 2. Excludes vertical sand filters and filter strips;
3. Refers to open channel practices designed for water quality
Notes: All values are percentages; TSS= Total Suspended Solids; TP = Total Phosphorus; TN = Total Nitrogen
Source: EPA, 2004 after CWP, 2000
4.3 BMP Project Identification
BMPs were initially identified using various layers in GIS including the following: aerial
photography, parcels, land use, storm water inventory, and topography. Twenty -five (25)
potential BMP locations were initially identified. These locations were field visited by WK
Dickson staff in March 2009 to determine the feasibility of each site for a BMP. An overview
map has been provided showing these sites (see Figure 4 -1).
The proposed locations for the BMPs were evaluated based on the following criteria:
• Watershed Size / Drainage Area — Larger watershed sizes allow an opportunity for
more treatment. A significant contributing drainage area would allow the use of a
larger, more regional BMP such as a wet pond or extended detention wetland.
• Percentage of impervious area — Areas with high impervious percentages allow an
opportunity for more treatment.
• Proximity to existing conveyance system — Runoff will need to be diverted into the
BMP and then discharged back to the conveyance system. Locations in close
proximity to the existing conveyance system will reduce the cost associated with
constructing new drainage structures.
• Land Availability /Ownership — The proposed BMPs will require undeveloped land.
Publicly owned land was identified because the high cost of private land can make a
project unlikely.
• Topography — Sufficient vertical relief, up to 5 feet, is required to allow certain BMPs
(i.e., bioretention and wet ponds) to function per NCDENR design requirements.
• Hydrologic conditions — BMPs such as wet ponds or extended detention wetlands
need the proper hydrologic conditions for plants to survive. The soils or existing water
table must allow for the BMP facility to permanently hold stormwater runoff.
There were several public schools located in the Buckhead Creek watershed. These schools
were closely looked at due to the large impervious areas available for treatment and for the
Buckhead Creek Watershed Study Page 4 -3
WK Dickson & Co., Inc.

SECTION 4
WATER QUALITY RETROFITS
educational benefits of installing a BMP onsite. Additionally, sites that had existing flooding
problems were also closely evaluated for water quality retrofit opportunities. Several of the
sites identified met multiple criteria for a successful project and were therefore recommended
in this master plan.
4.4 Recommended BMPs
Based on the field visits and the above criteria, eight (8) sites were recommended for BMP
retrofits. Factors that eliminated a site from consideration included the following: limited
space, tree density, utility conflicts (i.e. high voltage transformers and other electrical
distribution equipment), insufficient topographic relief, private property, and anticipated
public opposition from private residential homeowners.
Preliminary conceptual design calculations were completed for each of the eight (8) BMPs
(see Appendix L). The design calculations were based on methodologies found in the North
Carolina Department of Environment and Natural Resources ( NCDENR) Stormwater BMP
Manual. The size of the BMP is based on the contributing watershed area and the amount of
impervious area within the watershed. Per NCDENR requirements, the recommended BMPs
were designed to treat runoff from the first one -inch of rainfall. The treatment volume is
directly correlated to the amount of impervious area. Watersheds with larger amounts of
impervious area convert more of the rainfall into runoff, thereby requiring a larger sized
BMP.
Buckhead Creek Watershed Study Page 4 -4
WK Dickson & Co., Inc.

SECTION 4
WATER QUALITY RETROFITS
4.4.1 Water Quality Project #1: Mary McArthur Elementary School — Bioretention
Pond
The front of Mary McArthur Elementary School is an ideal location for retrofitting a
bioretention pond. The school has a roof and large parking lot that are currently draining
directly into roadside curb and gutter and eventually into the existing closed system located at
the intersection of Village Drive and Ireland Drive. Due to the large drainage area and
relatively steep slopes of the road, it is likely that this roadway intersection is flooding during
significant rainfall events. Consequently, this project will have both water quality and flood
reduction benefits.
The required surface area for the proposed bioretention pond is approximately 1,500 square
feet (0.03 acres). A concept level plan of the proposed improvements is shown in Figure 4 -2.
The proposed Mary McArthur Elementary School bioretention project consists of the
following improvements:
• Install a bioretention pond designed to treat runoff from the adjacent parking lot and
runoff from redirected roof leaders. The proposed impervious areas draining to the
proposed pond is 0.15 acres.
• Install a grass swale directing flow from the back of the school parking lot into the
proposed bioretention pond. The proposed grass swale will serve as pre- treatment for
the runoff prior to reaching the bioretention pond.
• Install a concrete curb cut that allows water to access the proposed grass swale and
BMP.
• Install a yard inlet with an 18" outfall pipe directing flow into the existing drainage
system located at the intersection of Village Drive and Ireland Drive.
The estimated construction cost for the bioretention pond facility at Mary McArthur
Elementary School is $54,000.
Buckhead Creek Watershed Study Page 4 -6
WK Dickson & Co., Inc.

Legend
City of Fayetteville Inventory
Q Stormwater Structure
Stormwater Pipe
Stormwater Channel
Proposed BMP
-Bioretention Pond
=Curb Cut
=Grassed Swale
- Paved
♦ Proposed BMP Pipe
• Proposed BMP Structure
fr
0 M °�rganton?d
r Gliffdale R� "d
• aQ, eft
�R @eford Rd
o
e
QC��
Tie into Existing
L' '► Drop Inlet
Proposed ,
Yard Inlet
I , ',�►
h Proposed
Install 75LF Bioretention Pond
of 18" RCP f
r -
Proposed 4
A**4% Grassed Swale Buckhead Creek Watershed Study
Figure 4 -2
► Mary McArthur Elementary School
_
s Bioretention Pond
43}3 a zs so Zaa
Alp Feet
r •' Curb Cut ` 1 inch = 50 feet
Hauetb?&
.»
,•y
/►WK
WDICKSON
s � Source. Parcel and aerial photography data provided by Cumberland County.
Coordinate System. North Carolina State Plane NAD 83 Feet

SECTION 4
WATER QUALITY RETROFITS
4.4.2 Water Quality Project #2: Mary McArthur Elementary School — Grass Swale
This potential project is located beside the parking lot on the western side of Mary McArthur
Elementary School along Ireland Drive. There is a large, rectangular grass area shown in
Exhibit 4 -1 that could be used to treat the runoff from the 0.3 -acre parking lot. The swale
would be approximately 200 feet where runoff would infiltrate into the ground and overflow
would enter the existing drainage structures. The top width of the swale would be at least 25
feet and the depth of ponding would not exceed 12 inches. The proposed BMP would
discharge treated water into the existing open channel. A concept level plan of the proposed
improvements is shown in Figure 4 -3.
The proposed water quality project consists of the following improvements:
• Modify existing grass swale designed to allow curb cuts to function as designed.
• Modify existing curb cuts that allow water to access the proposed grass swale and
BMP. The existing curb cuts are not functioning as designed.
The estimated construction cost for the engineered water quality grass swale at the Mary
McArthur Elementary School is $16,300 .
Exhibit 4 -1. Proposed Area for Mary McArthur Swale
Buckhead Creek Watershed Study Page 4 -8
WK Dickson & Co., Inc.

Legend
City of Fayetteville Inventory
Q Stormwater Structure
—0- Stormwater Pipe
—0- Stormwater Channel
Proposed BMP
-Bioretention Pond
�••� Curb Cut
Grassed Swale
- Paved
♦ Proposed BMP Pipe
• Proposed BMP Structure
� - •yam g�.+ �� -
•
1818 �
V•
1822
N
w
r
F
L
a
A"
9
01 I
Buckhead Creek Watershed Study
Figure 4 -3
Mary McArthur Elementary School
Grass Swale
0 25 50 100
Feet
1 inch =�50 feet �Q
L [ �aL
�DICKSON
Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 4
WATER QUALITY RETROFITS
4.4.3 Water Quality Project #3: Douglas Byrd High School — Bioretention Pond
The runoff from the 2.7 -acre parking lot adjacent to the Douglas Byrd High School is
currently untreated. The proposed project site (shown in Exhibit 4 -2) will treat runoff from
this parking lot along with runoff from redirected roof leaders prior to discharging into the
existing closed system.
The required surface area for the proposed bioretention pond is 21,100 square feet (0.48
acres). A concept level plan of the proposed improvements is shown in Figure 4 -4.
The proposed Douglas Byrd High School water quality project consists of the following
improvements:
• Install a bioretention pond designed to treat runoff from the adjacent parking lot and
runoff from redirected roof leaders. The impervious areas draining to the proposed
pond is approximately 2.7- acres. This is the largest area identified for treatment in the
Buckhead Creek watershed project area.
• Install a grass swale directing flow from the back of the school parking lot into the
proposed bioretention pond. The proposed grass swale will serve as pre - treatment for
the runoff prior to reaching the bioretention pond.
• Install concrete curb cuts that allow water to access the proposed grass swale and
BMP.
• Install a yard inlet with an outfall barrel directed into the existing drainage system.
The proposed project at Douglas Byrd
High School is one of the best retrofit
opportunities because of the large
potential treatment area. Additionally,
the installation of the BMP on the
school's property could provide
learning opportunities and educational
benefits to the students.
The estimated construction cost for the
bioretention pond facility at Douglas
Byrd High School is $171,900 .
Exhibit 4 -2. Proposed Area for Douglas Byrd High School
BMP Facility
Buckhead Creek Watershed Study Page 4 -10
WK Dickson & Co., Inc.

Legend `• '� �` � -a � MO
City of Fayetteville Inventory � - C i +Y p° rgant on Ra
Q 5tormwater Structure t S ti •7rr - 5 yriffdale Kd
—0- 5tormwater Pipe
—0- 5tormwater Channel x w� • 'y i - ��Or•
Proposed BMP
- Bioretention Pond ; _ _ 4 aefOrd Rd
- Curb Cut !
Grassed Swale e�' r "� �
-Paved - - a �QC�'
♦ Proposed BMP Pipe
• Proposed BMP Structurei1
5 dam. •.•� i+ �
SP} a = CUmbec�?�d R r
y Proposed
i
Bioretention PondI
711M ?
A, A, ' #! ; y r Proposed .�..
,� A 5 Curb Cut n�
✓� Proposed Yard Inlet
K.r >`•.
Grassed Swale �+
r. Install 95LF of 18" RCP
and drain to existing channel y; : ti
Buckhead Creek Watershed Study
' " `- f±'•• Figure 4 -4
Douglas Byrd High School
Bioretention Pond
i' 0 50 100 200
===I Feet
F - :i ry y .c.'•� 1 inch = 100 feet
of
i et
IL
~ r i b?viL .ry
" L 1 • + WK
�DICKSON
' ! • • �l Source: Parcel and aerial photography data provided by Cumberland County.
�: h f x• i Coordinate System: North Carolina State Plane NAD 83 Feet
I ,4

SECTION 4
WATER QUALITY RETROFITS
4.4.4 Water Quality Project #4: Douglas Byrd Middle School — Bioretention Pond
Douglas Byrd Middle School has an existing flooding problem in the parking lot located
behind the school. The parking lot in the rear of the school floods to depths as high as nine
inches when the grate is not properly cleaned. Additionally, the existing parking lot is
undersized, causing a parking problem. Visitors and employees of the school are forced to
park in the woods adjacent to the school along the entrance road.
The proposed project identified behind the school would provide the desired water quality
benefits while also alleviating the existing flooding and parking problems. A concept level
plan of the proposed improvements is shown in Figure 4 -5. The required surface area for this
pond to adequately treat the first flush is approximately 6,600 square feet (0.15 acres).
The proposed Douglas Byrd Middle School BMP retrofit project consists of the following
improvements:
• Install a bioretention pond designed to treat runoff from the proposed and existing
adjacent parking lots.
• Install two new catch basin inlets to accept surface runoff from behind the proposed
parking lot.
• Install two concrete curb cuts that will allow water to access the proposed catch basins
located in the new parking lot. These curb cuts will reduce the potential for future
flooding in the existing parking lot by reducing maintenance issues caused by debris
clogging the existing grate inlet.
• Install a grass swale that directs flow off the back of the existing school parking lot
into the proposed bioretention pond. The proposed grass swale will serve as pre-
treatment for the runoff prior to reaching the bioretention pond.
• Install a yard inlet with outfall barrel directing flow into the existing drainage system.
The estimated construction cost for the bioretention pond facility at Douglas Byrd Middle
School is $107,800 . It should be noted that this estimate does not include the construction
costs necessary to install the proposed parking lot.
Buckhead Creek Watershed Study Page 4 -12
WK Dickson & Co., Inc.

.f .•�, r r
+rJf e e
a : rd6s
. 3 9,
Legend {�� Y Morganto ►t3
City of Fayetteville Inventory f Q - {{dale Rd n Ra
Q Stormwater Structure _ y���
—0- Stormwater Pipe _ 9
—0- Stormwater Channel �, _ �Or•
Proposed BMP •''`�' ���' } �� \d7
-Bioretention Pond a .R 4Raef- Rd
Curb Cut _ A '•
Grassed Swale F 0
- Paved _ C
♦ eO
Proposed BMP Pipe
• Proposed BMP Structure
Proposed Curb Cut
Q Q 4 ' Q O `.
Q Install 52LF of 18" RCP Q !
�k ih ;�•�
Proposed Yard Inlet
Proposed Parkin ,
p g -1 �
f _ Addition
Proposed
Bioretention
Pond Buckhead Creek Watershed Stud
- - 7 Figure 4 -5
Proposed Douglas Byrd Middle School
' Grassed Swale Bioretention Pond
0 50 100 200
,r•.rF ^••Y' ;a ]. �� Feet
1 inch = 100 feet
Q� �Q
Nil �" tea• ' =1,?+� ,''- - ,y t.• ./ } :r• w n*
�WK
DICKSON
.r • • %v - - Source: Parcel and aerial photography data provided by Cumberland County.
�4L v.; T t T, f •. - _ Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 4
WATER QUALITY RETROFITS
4.4.5 Water Quality Project #5: Sandra Drive and Ireland Drive — Infiltration Basin
Currently, flooding is occurring along Ireland Drive near its intersection with Sandra Drive as
shown in Exhibit 4 -3. The flooding is occurring due to a lack of positive drainage and is
causing approximately a 7 -foot spread onto Ireland Drive. This presents a safety issue with
cars abruptly breaking or driving into
the lane of oncoming traffic to avoid
hitting the ponded stormwater runoff.
An opportunity exists at the intersection
to retrofit a BMW into the vacant lot
located adjacent to the area of flooding.
A concept level plan of the proposed
improvements is shown in Figure 4 -6.
The proposed Sandra Drive and Ireland
Drive BMP retrofit project consists of
the following improvements:
Install a grass infiltration basin
designed to maximize storage
potential and reduce flooding.
This basin will not be designed
per NCDENR design
requirements due to the adjacent concrete lined open channel. However, some water
quality benefits will still be achieved.
Install two grass swales directing flow off Ireland Drive into the infiltration basin.
The proposed grass swales will serve as pre- treatment for the runoff prior to reaching
the infiltration basin.
Install two concrete flumes that will prevent grass from obstructing stormwater runoff
from leaving the roadway entering the grassed vacant lot.
Install a level spreader to evenly direct flow toward the concrete open channel. A
level spreader is proposed here to avoid having to bore a closed pipe through the
concrete bank of the open channel.
Exhibit 4 -3. Roadway overtopping at intersection of Sandra
and Ireland Drives
The estimated construction cost for the infiltration facility at the intersection of Sandra Drive
and Ireland Drive is $33,500 .
Buckhead Creek Watershed Study Page 4 -14
WK Dickson & Co., Inc.

t•
Legend Morgan
City of Fayetteville Inventory ��
I.. o
zo
Q Stormwater Structure � �� _ 1 .� � tr�iffd fie` �-
Stormwater Pipe
Stormwater Channel
Proposed BMP
-Bioretention Pond \ ► iRagfl d,
Curb Cut
Grassed Swale
+
-Paved . + t•
♦Proposed BMP Pipe Proposed � �!
• Infiltration Basin
Proposed BMP Structure 1
Proposed Grassed Swale
• Proposed Level
Spreader
" Proposed Curb Cut QiJ3
with Flume
ck )
Proposed Grassed Swale
" .-
i s
r !
,
Proposed Curb Cut
with Flume
w
All
,
S id
a
Buckhead Creek Watershed Study
O Figure 4 -6
Sandra Drive & Ireland Drive
Infiltration Basin
O d _ 0 zs s0 100
49 , Feet
. ! 1 inch = 50 feet
. 4
Rquetbx&
WDI�CKSON
Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 4
WATER QUALITY RETROFITS
4.4.6 Water Quality Project #6: Ireland Drive Elementary School — Infiltration Basin
or Bioretention Pond
Ireland Drive Elementary School has a large, unused space shown in Exhibit 4 -4 located
between the school building and the asphalt driveway for the Douglas Byrd Middle School.
The open space would be a good location for a grass infiltration basin or bioretention pond
that treats stormwater runoff from the roof of the school and possibly the parking lot located
off of Ireland Drive.
A concept level plan of the proposed improvements is shown in Figure 4 -7. The proposed
Ireland Drive Elementary School BMP retrofit project consists of the following
improvements:
• Install a shallow grass infiltration basin or a bioretention pond designed to treat
stormwater runoff from the school's roof. While the BMP will not be able to treat the
entire drainage area to the recommended level per NCDENR design requirements,
there will be some water quality benefits achieved.
• Install two grass swales directing flow from the outfall of the roof leaders into the
BMP facility. The proposed grass swales will serve as pre- treatment for the runoff
prior to reaching the infiltration basin.
• Install a yard inlet with an outfall barrel directing flow into the existing drainage
system located at the unnamed access road.
Exhibit 4 -4. Open space in front of Ireland
Drive Elementary School
The estimated construction cost is
$47,900 for the bioretention pond
option and $27,800 for the grass
infiltration basin. The proposed
BMP would provide an
educational benefit to the project
which could also help to obtain
funding and offset project costs.
Prior to determining the type of
BMP to install, it is recommended
that a representative for the school
be contacted and involved in the
decision - making process.
Buckhead Creek Watershed Study Page 4 -16
WK Dickson & Co., Inc.

Legend
City of Fayetteville Inventory
Q Stormwater Structure
• Stormwater Pipe
Stormwater Channel
Proposed BMP
-Bioretention Pond
Curb Cut
Grassed Swale
Paved
♦ Proposed BMP Pipe
• Proposed BMP Structure
T
yM �
.G'
f > r cliffdale Rd
O - Rd —,
L 1
IL
O
Y k � CUmbe
Capture and
Redirect Roof Leader t '
Proposed
! Grassed Swale r
f Proposed
.
Grassed Swale r 1� Proposed I. rt,
>4 '_ Yard Inlet
Buckhead Creek Watershed Study .
t r ` Figure 4 -7
Infiltration Basin 1 'd+rr e
Ireland Drive Elementary School
o 0 Infiltration Basin
-.-• I 0 50 100 200
Install 53LF of 18" RCP { .� Feet
• 1 inch — 100 feet
%ettvk
dA•�
. _ fir. •, _ .� 04 i f
- F
w 1 ;• WK
_ it DDICKSON
_ e _ t rf A
Source: Parcel and aerial photography data provided by Cumberland County.
" r ,�•, �;i�` �' ti- Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 4
WATER QUALITY RETROFITS
4.4.7 Water Quality Project #7: William H. Owen Elementary School — Bioretention
Pond
William H. Owen Elementary School is providing a great example of the use of grass swales
to provide infiltration benefits to the stormwater runoff prior to entering a closed drainage
system. Throughout the school, there are numerous grass swales that collect stormwater
runoff and direct this flow to a drainage inlet located a significant distance from the
impervious areas of the school. These grass swales are flat and have very level side slopes.
There are little to no signs of erosion.
A parking lot recently constructed behind the school was designed to use curb cuts and an
open grass swale similar to the rest of the school's drainage systems. However, the existing
curb cuts are obstructed with grass and other vegetation and are not performing as designed.
The proposed improvements for the William H. Owen Elementary School would entail the
following:
• Install concrete flumes at the existing curb cuts. They should be set at an elevation
that is several inches lower than the adjacent asphalt curb cut to prevent grass from
obstructing stormwater runoff from accessing the existing grass swale.
The estimated construction cost for the proposed concrete flume is $13,800 .
There is also the option of adding an educational BMP near the school in conjunction with the
above improvement. The proposed facility would discharge treated water into the existing
drop inlet located adjacent to the parking lot and Scotland Drive. This option further
improves the existing drainage system and also takes advantage of the educational benefit of
installing a BMP on the school's property. A concept level plan of the proposed
improvements is shown in Figure 4 -8. This option would involve the following:
• Install a shallow bioretention pond designed to treat stormwater runoff from the
impervious parking lot. While the BMP will not be able to treat the area to the
recommended level per NCDENR design requirements, there will be some water
quality benefits achieved.
The estimated construction cost is $46,300 for the bioretention pond.
Buckhead Creek Watershed Study Page 4 -18
WK Dickson & Co., Inc.

IML
Legend
City of Fayetteville Inventory
Q Stormwater Structure
_
• Stormwater Pipe
Stormwater Channel
Proposed BMP
-Bioretention Pond
M
Curb Cut
fl.
Grassed Swale
.0
Paved
♦ Proposed BMP Pipe
• Proposed BMP Structure
9
ti
r
A '
s
Proposed
Bioretention Pond
Ilv'
l
Install 50LF of 18" RCP
Proposed
Curb Cut
Proposed (
Curb Cut
Proposed
Grassed Swale
j
1
s
4533
1�
AWPF�
Buckhead Creek Watershed Study
Figure 4 -8
William Owen Elementary School
Bioretention Pond
0 40 80 160
Feet
1 inch
L[ =�80 feet v &
S DICKSON
Source: Parcel and aerial photography data provided by Cumberland County.
Coordinate System: North Carolina State Plane NAD 83 Feet

SECTION 4
WATER QUALITY RETROFITS
4.4.8 Water Quality Project #8: Ashton Road — Extended Detention Wetland
This potential project is positioned along Ashton Road between Tangerine Drive and Paulsun
Drive. It is located in close proximity to homes and appears to be an abandoned pond. The
area has significant tree and vegetation growth as shown in Exhibit 4 -5. A concept level plan
of the proposed improvements is shown in Figure 4 -9. The proposed Ashton Road BMP
retrofit project consists of the following improvements:
• Retrofit the existing, abandoned pond.
• Install a flow diversion structure along Aston Road to divert the first flush of runoff
into the wetland for storm water treatment.
• Install a riser structure with a 24" outfall barrel directing flow from the BMP into the
existing drainage ditch that the existing system at Ashton Road currently drains to.
• Remove trees off the existing dam embankment.
• Install 30" RCP that will divert flow from large flood events around the BMP facility.
• Install manhole.
The estimated construction cost for the extended detention wetland facility on Ashton Road is
$114,500.
AVMF:
Exhibit 4 -5. Ashton Road project site
Buckhead Creek Watershed Study Page 4 -20
WK Dickson & Co., Inc.

x 41 I era
Legend .h rte- + MOrgantOry Ra
City of Fayetteville Inventory °
Q Stormwater Structure` _ �y �rlffdale Rd
Stormwater Pipe � r � �'. � -, - O`
Stormwater Channel .may - 40
Proposed BMP
+ ..
-Bioretention Pond ♦• y.�~ ARa- -- rd Rd fa
=Curb Cut
Q Grassed Swale - F • O
-Paved
Proposed BMP Pipe - S ' * • to:
• Proposed BMP Structure �* '�� _ •' �1 '*'
g
ber�a�a Rd
;-MAO O J4 7 M Yard Inlet
Tangerine Dr Q
r Install32LF 1G� t ti y
of 18" RCP
r Bioretention V
Pond e '
Install 57LF of ' r MeY
12" RCP Water Quality -• `
Rip-Rap Pad . ,
-�t Diversion Pipe ; ti R i f # 0.
,r•'*. f r
f. ' e' Install 125LF of 30" RCP
Proposed 4-
Flow Splitter
I Install 31LF of 30" RCP
' �, Buckhead Creek Watershed Study
t ■ y t Install 56LF of 30" RCP ' Figure 4 -9
Ashton Road
' Extended Detention Wetland
_ - y - - +' 0 40 80 160
1 �0 " �: Feet
1 inch = 80 feet
Q Paulsun Dr " " i" ;� ettev&
y-, L
r WDICKSON
Source: Parcel and aerial photography data provided by Cumberland County.
- t y, + -r' Coordinate System: North Carolina State Plane NAD 83 Feet
' p �

SECTION 4
WATER QUALITY RETROFITS
4.4.9 Additional Water Quality Recommendations
There is a large, impervious area (an abandoned shopping center) located along Scotland
Drive across from William H. Owen Elementary School as shown in Exhibit 4 -6. The total
area of the parcel is approximately 16 acres. It is recommended that when this site is
eventually developed that the developer be strongly encouraged to incorporate BMWs at this
location to maintain the pre - project conditions. If this requirement is cost - prohibitive or
considered excessive then a cost share option with the City should be explored to help reduce
costs to the developer.
Exhibit 4 -6. Abandoned asphalt lot across from William H. Owen Elementary School
Buckhead Creek Watershed Study Page 4 -22
WK Dickson & Co., Inc.

SECTION 5
PUBLIC EDUCATION AND OUTREACH
Successful implementation of the Buckhead Creek Watershed Study and stormwater
management as a whole requires extensive public education and outreach. The City has
taken important steps in public outreach within the Buckhead Creek watershed through the
use of direct mail questionnaires, web -based applications, and public meetings.
Questionnaires were mailed to residents throughout the watershed in September of 2008
requesting feedback on floodprone areas, and any water quality concerns. A web -based
application linked to the City's website was also available to residents for completing the
questionnaires. Compiled results of the questionnaires can be found in Appendix D. In
addition to the questionnaires, City staff held a public meeting in September of 2008 to
introduce the project and facilitate further feedback from the public. A follow -up meeting
will be held in May of 2009 to share results of the Study with the public. The initial public
feedback is critical to identifying floodprone areas and validating model results. As selected
projects proceed into design and construction continuous public outreach will be critical to
the success of the projects. Most of the proposed improvements include some impacts to
private properties which will require permanent drainage easements and temporary
construction easements. Public meetings and individual property owner meetings through
the design process will help educate property owners on the benefits of the proposed projects
and the temporary and permanent impacts from construction.
In addition to the public education and outreach completed for projects specific to the
Buckhead Creek Watershed, the City has several programs dedicated to educating the public
about water quality and pollution. The City's website provides information about the
Stormwater Program and the development of the Stormwater Utility and associated fees. It
also contains information about the 24 -hour hotline where questions can be answered and
stormwater problems related to drainage and pollution can be reported.
An additional educational measure that could be considered would be to target those City
residents that live adjacent to the stream. For this select group, quarterly newsletters could
be mailed presenting information regarding the importance of not illegally discharging items
(i.e. yard waste, car batteries, and other miscellaneous debris) into the stream. The
newsletter should encourage the residents to keep the stream clean and report any blockage.
Another approach would be coordinating with the local schools to teach the students about
age appropriate stormwater issues. There are many benefits to teaching children about
stormwater issues including the students relaying the information they learn in school to their
parents. A presentation can be done in conjunction with an afternoon spent visiting and
cleaning up the nearby stream. Adding an educational BMP near the school would be
another outreach opportunity.
Buckhead Creek Watershed Study Page 5 -1
WK Dickson & Co., Inc.

SECTION 6
PERMITTING
The proposed improvements described in Section 3 may require local, State, and /or Federal
permits or approvals prior to the onset of construction. Based on the types of projects
identified in the Buckhead Creek watershed, permits or approvals may be required for any of
the following reasons:
• Stream and /or wetland impacts.
• FEMA floodway impacts.
• Land disturbance.
• Potable water and sewer line adjustments.
• NCDOT ROW encroachment.
The permitting matrix shown in Table 6 -1 shows the different types of permits that are
anticipated for each proposed flood mitigation project. The water quality retrofits may
require erosion control permits if the area of disturbance is greater than 1.0 acres, but permits
or agreements from DWQ, ACOE, FEMA, and NCDOT are not anticipated for these projects.
The types of 404/401 permits are described below and may vary based on the length of stream
impacts and /or acreage of wetland impacts. Wetlands will need to be delineated to determine
the acreage of impacts. Permit requirements for a given project may change based on the
final design and any changes to the existing regulations. The appropriate permitting agencies
should be contacted during the design process to determine if permits will be required for the
proposed project.
6.1 North Carolina Division of Water Quality 401 Water Quality Certification and
US Army Corps of Engineers 404 Permit
Proposed improvements within the City of Fayetteville must adhere to the requirements set
forth in Sections 401 and 404 of the Clean Water Act. Required permitting can range from
activities that are pre- authorized to those requiring a pre - construction notification (PCN) for a
Nationwide Permit (NWP) to those requiring an Individual Permit (IP). Individual permits
may be required for projects with stream impacts greater than 300 feet and wetland impacts
greater than 0.5 acres. It is anticipated that NWP #3 (Maintenance) and NWP #13 (Bank
Stabilization) may be required to support the projects that include work within streams or
channels that are claimed jurisdictional by the US Army Corps of Engineers ( USACE).
Individual permits may be required for floodplain benches where significant wetland impacts
may be encountered. More detailed explanations of the types of 404 permits are provided
below.
NWP #3 — Maintenance. This permit authorizes the repair, replacement or rehabilitation of
any previously permitted or currently serviceable structure. A PCN is not required if minor
deviations in the structure's configuration or filled area that occur as a result of changes in
materials, construction techniques, or safety standards necessary to make repair or
replacement, provided that environmental impacts are minimal. A PCN to the USACE is
required if a significant amount of sediment is excavated /filled within the channel. NC
Buckhead Creek Watershed Study Page 6 -1
WK Dickson & Co., Inc.

SECTION 6
PERMITTING
Division of Water Quality (DWQ) does not typically require a PCN for NWP 93 but usually
receives one as a courtesy.
Other provisions imposed by the State of North Carolina require that culvert inverts must be
buried a minimum of 1 -foot below the streambed for culverts greater than or equal to 48
inches in diameter to allow low flow passage of water and aquatic life. Culverts less than 48
inches in diameter should be buried to a depth of 20% or greater of the diameter of the
culvert.
Table 6 -1: Permitting Matrix for Proposed Proiects
NWP #13 — Bank Stabilization. This permit authorizes the reshaping of channel banks or
bank stabilization activities that are necessary for erosion prevention. The placement of
material is prohibited in any special aquatic site in a manner that may impede surface water
flow into or out of a wetland area, or in a manner that will be eroded during normal or high
flows. The activity must be part of a single and complete project and cannot exceed 1 cubic
yard per running foot placed below the high water mark line. If stabilization activities exceed
500 linear feet, then a PCN is required for both the USACE and DWQ. DWQ must also be
notified should fill be placed within the streambed.
Buckhead Creek Watershed Study Page 6 -2
WK Dickson & Co., Inc.
FEMA
4041401
(NWP)
4041401
(IP)
NCDENR/
NPDES
NCDOT
Primary System
Ferncreek floodwall and floodplain
bench
Raeford Road culvert
Raeford Road floodplain bench
Coventry Road culvert and
floodplain bench
Devonshire floodplain bench and
Glenwick berm
Lake Francis wetland
restoration /enhancement
Secondary Systems
Buckhead Kingsford
Broyhill Road
Ferncreek Norwood
Westwood
Raeford Faison
Montclair
Coventry Road
Roxie Avenue
Ashton Road Ramblewood Drive
Ashton Road Friar Avenue
Ashton Road
Kimberly Drive
NWP #13 — Bank Stabilization. This permit authorizes the reshaping of channel banks or
bank stabilization activities that are necessary for erosion prevention. The placement of
material is prohibited in any special aquatic site in a manner that may impede surface water
flow into or out of a wetland area, or in a manner that will be eroded during normal or high
flows. The activity must be part of a single and complete project and cannot exceed 1 cubic
yard per running foot placed below the high water mark line. If stabilization activities exceed
500 linear feet, then a PCN is required for both the USACE and DWQ. DWQ must also be
notified should fill be placed within the streambed.
Buckhead Creek Watershed Study Page 6 -2
WK Dickson & Co., Inc.

SECTION 6
PERMITTING
NWP #27 — Stream and Wetland Restoration Activities. This permit authorizes stream
enhancement, stream restoration, and channel relocation for restoration purposes that provide
gains in aquatic functions. Stream channelization and the conversion of streams to other
aquatic uses such as impoundments or waterfowl habitat are not authorized. A PCN to the
USACE is required for any restoration activities occurring on private or public lands. DWQ
requires a PCN if impacts are proposed for greater than 500 feet of stream bank or if in-
stream structures are used.
Impacts proposed to the streams may need evaluation under the State Environmental Policy
Act (SEPA). An Environmental Assessment (EA) is required under SEPA if greater than 500
linear feet of perennial stream is disturbed and stream restoration or enhancement is not
performed. Channel disturbances are defined as activities that remove or degrade stream uses
such as channelization, culvert placement, riprap, and other hard structures.
A list of some other conditions that should be followed under regulations provided by the
USACE and DWQ are as follows:
• Soil erosion and sediment controls must be used and maintained in effective operating
conditions during construction, and all exposed soil and fills should be stabilized at
the earliest possible date.
• No activity is authorized under any NWP that is likely to jeopardize the existence of a
threatened or endangered species, or which will destroy or adversely modify the
habitat of such species.
• No activity is authorized that may affect historic properties listed or eligible for listing
in the National Register of Historic Places.
• More than one NWP used for a single and complete project is prohibited.
• Impacts to waters of the US should be avoided and minimized to the greatest extent
practicable.
• Mitigation in all its forms will be required to the extent necessary to ensure that the
adverse effects to the aquatic environment are minimal.
• Hardening techniques should be avoided and minimized to the greatest practicable
extent.
6.2 Individual Permits
Individual Permits are required when stream or wetland impacts do not meet the conditions
of a nationwide permit. Permit applications may be reviewed by multiple agencies including
but not limited to USACE, DWQ, EPA, SHPO, NCWRC, and USFWS. The application is
also made available for public review. There is no defined timeframe for review of the
application for an IP; therefore the permitting process for an IP is typically significantly
longer than the review time for a NWP. Typically 404 and 401 Individual Permits are applied
for jointly and their review is concurrent.
Buckhead Creek Watershed Study Page 6 -3
WK Dickson & Co., Inc.

SECTION 6
PERMITTING
6.3 Mitigation
For stream impacts greater than 150 linear feet or wetland impacts greater than 0.10 acres,
mitigation is typically required. Mitigation can be provided onsite or by purchasing credits
through a private environmental banker or the North Carolina Ecosystem Enhancement
Program (NCEEP). Onsite mitigation may include stream restoration or wetland
restoration /enhancement. As discussed in Section 3, removal of the Lake Francis dam would
likely provide wetland and stream mitigation credits.
6.4 Federal Emergency Management Agency (FEMA)
Streams with a drainage area greater than one square mile are typically modeled and mapped
by FEMA for flood insurance purposes. A floodplain has been mapped for Buckhead Creek
from approximately 3,330 feet upstream of the railroad tracks to the confluence with Little
Rockfish Creek. Approximately 750 feet upstream of Raeford Road to the upstream limit of
the study is defined as a Limited Detail Study where a floodplain is mapped, but no floodway
has been defined. A floodway is the portion of the floodplain that must remain undeveloped
to prevent an increase in the base flood elevation (BFE) of more than a specified amount. The
specified amount as regulated by FEMA is typically 1.0 feet, although some communities
regulate to a stricter standard. Any proposed projects that will include grading within a
FEMA defined floodway will require a Conditional Letter of Map Revision (CLOMR)
submitted to FEMA for pre - approval purposes and a Letter of Map Revision (LOMR) upon
completion of construction. Table 6 -1 identifies the projects where FEMA permitting is
expected.
6.5 Erosion and Sedimentation Control
North Carolina Department of Environment and Natural Resources ( NCDENR) is another
agency that requires notification before proposed activities are constructed. NCDENR
requires that an erosion and sedimentation control plan be submitted to the Land Quality
Section for approval before the start of construction for any disturbance greater than one acre.
Erosion and Sedimentation Control permits are anticipated for most of the proposed projects
as shown in Table 6 -1.
Buckhead Creek Watershed Study Page 6 -4
WK Dickson & Co., Inc.

SECTION 7
FUNDING OPPORTUNITIES
7.1 Water Quality Improvement Funding
As the final design of the proposed improvements are evaluated, we would encourage the City
to investigate the potential funding mechanisms that are available for water quality projects
such as stormwater BMPs. There is a wide range of funding mechanisms available to the City
for water quality improvement projects. Obvious sources include the Clean Water Act Part
319 funds administered by the US EPA and the North Carolina Cleanwater Management
Trust Fund ( CWMTF). CWMTF funding can include land acquisition costs, design fees, and
construction costs.
Opportunities may be available to cost share with NCDOT. Several NCDOT roadways are
located in the watershed including but not limited to Morganton Road, Cliffdale Road,
Raeford Road, and Cumberland Road. NCDOT may be interested in cost sharing to fund a
BMP that would treat runoff from NCDOT right -of -way in order to satisfy their NPDES
permit requirements.
The NCDENR Division of Water Resources offers grants for the following purposes: general
navigation, recreational navigation, water management, stream restoration, beach protection,
land acquisition and facility development for water -based recreation, and aquatic weed
control.
The following projects may be eligible for partial funding, specifically for the water quality
treatment components:
• Mary McArthur Elementary School Bioretention Pond and Grass Swale.
• Douglas Byrd High School Bioretention Pond.
• Douglas Byrd Middle School Bioretention Pond.
• Ireland Drive Elementary School Infiltration Basin or Bioretention Pond.
• William H. Owen Elementary School Bioretention Pond.
7.2 Flood Mitigation Funding
FEMA's Flood Mitigation Assistance (FMA) is a pre- disaster grant program designed to
provide funding to States and communities to help in their efforts to reduce or eliminate the
risk of repetitive flood damage to building and structures insured under the National Flood
Insurance Program (NFIP). In order to be eligible, communities must have completed and
approved Flood Mitigation Plans that assess flood risk and identify actions to reduce that risk.
Any State agency, participating NFIP community, or local agency is eligible to participate
and should contact community officials.
Buckhead Creek Watershed Study Page 7 -1
WK Dickson & Co., Inc.

SECTION 7
FUNDING OPPORTUNITIES
Additional project grant eligibility criteria include a project that is:
• Cost effective.
• Cost beneficial to the National Flood Insurance Fund.
• Technically feasible.
• Physically located in participating NFIP community or must reduce future flood
damages in an NFIP community.
A project must also comply with (1) the minimum standards of the NFIP Floodplain
Management Regulations, (2) the applicant's Flood Mitigation Plan, and (3) all applicable
laws and regulations. The State is the grantee and program administrator for FMA. FEMA
distributes FMA funds to States that in turn provide funds to communities. FEMA may
provide up to 75% of the total eligible costs. The remaining costs must be provided by a non -
Federal source of which no more that half can be provided as in -kind contributions from third
parties.
The following projects may be eligible for partial funding, specifically for the flood
mitigation components:
• Raeford Road Culvert.
• Raeford Road Floodplain Bench.
• Coventry Road Culvert and Floodplain Bench.
Buckhead Creek Watershed Study Page 7 -2
WK Dickson & Co., Inc.

SECTION 8
COST ESTIMATES
The cost estimates provided in this study were prepared to assist City staff in making planning
level decisions and prioritizing improvements. These cost estimates are not final design
estimates. These costs were developed using recent bid tabulations from other communities and
NCDOT projects within North Carolina and include easement acquisition, surveying,
engineering, legal, and administrative costs and potential mitigation costs. Mitigation costs will
vary based on the presence of private mitigation bankers, the current rate of fee -in -lieu
mitigation, and the amount of impacts. Land acquisition costs are excluded due to the
variability of the real estate market. A detailed breakdown of the costs for the flood control
projects listed below in Table 8 -1 is included in Appendix G. The cost estimates are
approximate and are subject to change due to local costs for materials, delivery, construction,
land or easement acquisitions, as well as other factors.
Timeframes may vary based on regulatory agency reviews and easement
negotiations /acquisition. All timeframes and cost estimates assume projects will be designed,
permitted, and constructed individually. Combining the design and permitting of multiple
projects may provide increased efficiencies and cost savings to the City.
The stormwater drainage systems evaluated in this report are composed of a series of culverts,
closed drainage systems, open channels, floodplain grading, and BMps. For these drainage
systems to function as designed they must be properly maintained.
Buckhead Creek Watershed Study Page 8 -1
WK Dickson & Co., Inc.

SECTION 8
COST ESTIMATES
Table 8 -1: Preliminary Cost Estimates
Primary System
Preliminary
Project Costs
Estimated
Design /Permitting
Timeframe
Ferncreek Floodplain Bench and Floodwall
$749,600
18 months
Raeford Road Culvert
$352,700
12 months
Raeford Road Floodplain Bench
$906,400
18 months
Coventry Road Culvert and Floodplain Bench
$866,100
12 months
Devonshire Drive Floodplain Bench and Glenwick
Drive Berm
$421,400
18 months
Lake Francis Wetland Enhancement /Restoration
$423,400
12 months
Secondary System
Buckhead Kingsford System
$2,212,700
12 months
Broyhill System
$163,800
3 months
Ferncreek Norwood System
$107,000
3 months
Westwood System
$672,900
6 months
Raeford Faison System
$260,400
6 months
Montclair System
$330,700
6 months
Coventry System
$89,400
3 months
Roxie Avenue System
$3,089,700
12 months
Ashton Road Ramblewood Drive System
$261,000
4 months
Ashton Road Friar Avenue System
$567,300
6 months
Ashton Road System
$224,000
3 months
Kimberly Drive System
$103,000
6 months
BMPs
Mary McArthur Elementary School — Bioretention Pond
$54,000
3 months
Mary McArthur Elementary School — Grass Swale
$16,300
1 month
Douglas Byrd High School — Bioretention Pond
$171,900
6 months
Douglas Byrd Middle School — Bioretention Pond
$107,800
6 months
Intersection of Sandra Dr and Ireland Dr — Infiltration
Basin
$33,500
3 months
Ireland Drive Elementary School — Infiltration Basin
$27,800
3 months
Ireland Drive Elementary School — Bioretention Pond
$47,900
3 months
William H. Owen Elementary School — Bioretention
Pond
$46,300
3 months
William H. Owen Elementary School — Concrete Flume
$13,800
1 month
Ashton Road — Extended Detention Wetland
$114,500
6 months
Buckhead Creek Watershed Study Page 8 -2
WK Dickson & Co., Inc.

SECTION 9
PRIORITIZATION AND RECOMMENDATIONS
As previously noted, the primary goal of this study is to make improvement recommendations to
reduce flooding within the Buckhead Creek watershed. Currently, several conveyance systems do
not meet the City hydraulic design requirements including sections with Buckhead Creek itself.
WK Dickson has provided recommendations that help to reduce or eliminate the identified
problems. Success criteria goals used to measure each proposed flood mitigation project
included the following:
• Providing improved level of service for roadways and structures.
• Economic feasibility.
• Minimizing stream and wetland impacts.
• Confirming physical feasibility using available GIS and survey data.
• Minimizing easement acquisition.
Three different prioritization lists were developed for the proposed projects identified in Sections
3 and 4: Primary System Improvements, Secondary System Improvements, and Water Quality
Projects. The Primary and Secondary System Improvements were prioritized based on the
following factors:
• Reduction in frequency and /or severity of residential flooding.
• Reduction in frequency and /or severity of roadways.
• Required sequencing of projects.
• Stream and /or wetland impacts.
• Capital construction cost.
• Easement or land requirements.
In some instances project prioritization will be impacted by the required sequencing of projects to
provide the highest possible flood reduction benefits and to reduce or negate any downstream
impacts from the proposed projects. Tables 9 -1 and 9 -2 show the proposed prioritizations for the
Primary System and Secondary System Improvements. The City should re -visit the prioritization
lists annually to determine if the priorities should change.
Table 9 -I: Primary System Improvements Prioritization
Prioritization
Project
1
Coventry Road Culvert and Flood lain Bench
2
Raeford Road Flood lain Bench
3
Devonshire Drive Floodplain Bench and Glenwick Drive
Berm
4
Raeford Road Culvert
5
Ferncreek Flood lain Bench and Floodwall
6
Lake Francis Wetland Enhancement/Restoration
Buckhead Creek Watershed Study Page 9 -1
WK Dickson & Co., Inc.

SECTION 9
PRIORITIZATION AND RECOMMENDATIONS
Table 9 -2: Secondary System Improvements Prioritization
Prioritization
Project
1
Roxie Avenue
2
Buckhead Kingsford
3
Raeford Faison
4
Montclair
5
Ashton Road Friar Avenue
6
Ashton Road
7
Ashton Road Ramblewood Drive
8
Kimberly Drive
9
Ferncreek Norwood
10
Coventry
11
Westwood
12
Broyhill
The Devonshire Drive Floodplain Bench and Glenwick Drive Berm should be constructed
prior to the Raeford Road Culvert to reduce the impact of increasing the conveyance capacity
under Raeford Road. If the City elects to use the Lake Francis Wetland project for mitigation
instead of fee -in -lieu, then the wetland restoration would need to be completed prior to the
Raeford Road Floodplain Bench or other projects that include significant impacts that require
mitigation. The Lake Francis Wetland project may also provide stream credits which could
be applied to the Buckhead Kingsford project. The Broyhill Secondary System project should
not be completed unless the Raeford Road culvert improvements are completed.
Due to the size of the Roxie Avenue and Buckhead Kingsford projects, the City may choose
to phase construction of those projects. If the projects are phased, improvements should
generally be constructed downstream to upstream.
Table 9 -3 shows the recommended priorities for the water quality projects. As noted in
Section 4, the prioritization is based on treatment area, impervious area treated, land
ownership and accessibility, and cost.
Table 9 -3: Water Ouality Improvements Prioritization
Prioritization
Project
1
Mary McCarthur Elementary School — Bioretention
Pond and Grassed Swale
2
Douglas Byrd High School — Bioretention Pond
3
Douglas Byrd Middle School — Bioretention Pond
4
Intersection of Sandra Drive & Ireland Drive -
Infiltration Basin
5
Ireland Drive Elementary School - Bioretention Pond or
Infiltration Basin
6
William H. Owen Elementary School — Bioretention
Pond
7
Ashton Road - Extended Detention Wetland
Buckhead Creek Watershed Study Page 9 -2
WK Dickson & Co., Inc.

Appendix D
HEGRAS Alternative Modeling

Buckhead Creek W.S. Elevation Comparison
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 1 of 5
Existing
Proposed
(Wetland Impacts)
Proposed
(No Wetland Impacts)
Reach
River Sta
Profile
QTotal
W.S. Elev
W.S. Elev
Delta
(Prop. - Ex.)
W.S. Elev
Delta
(No Impact - Ex.)
Delta
(No Impact - Prop.)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
Reach 1
40070.44
25 -year
132.5
224.39
224.39
0
224.39
0
0
Reach 1
40070.44
100 -year
176.3
224.7
224.7
0
224.7
0
0
Reach 1
39575.74
25 -year
132.5
223.15
223.15
0
223.15
0
0
Reach 1
39575.74
100 -year
176.3
223.59
223.59
0
223.59
0
0
Reach 1
38924.37
25 -year
132.5
222.65
222.65
0
222.65
0
0
Reach 1
38924.37
100 -year
176.3
223.21
223.21
0
223.21
0
0
Reach 1
38630.62
25 -year
132.5
222.46
222.46
0
222.46
0
0
Reach 1
38630.62
100 -year
176.3
223.07
223.07
0
223.07
0
0
Reach 1
38400 Morganton Road
Reach 1
38206.23
25 -year
104.3
218.68
218.68
0
218.68
0
0
Reach 1
38206.23
100 -year
112.8
219.29
219.29
0
219.29
0
0
Reach 1
37728.69
25 -year
104.3
218.19
218.19
0
218.19
0
0
Reach 1
37728.69
100 -year
112.8
219.05
219.05
0
219.05
0
0
Reach 1
37245.01
25 -year
104.3
218.06
218.06
0
218.06
0
0
Reach 1
37245.01
100 -year
112.8
218.97
218.97
0
218.97
0
0
Reach 1
36813.12
25 -year
1 780.8
217.06
217.06
0
217.06
0
0
Reach 1
36813.12
100 -year
1014.7
218.09
218.09
0
218.09
0
0
Reach 1
36284.1
25 -year
780.8
214.92
214.92
0
214.92
0
0
Reach 1
36284.1
100 -year
1014.7
216.21
216.21
0
216.21
0
0
Reach 1
35897.53
25 -year
1 780.8
213.24
1 213.24
0
213.24
0
0
Reach 1
35897.53
100 -year
1014.7
214.84
214.84
0
214.84
0
0
Reach 1
35535.41
25 -year
780.8
211
211
0
211
0
0
Reach 1
35535.41
100 -year
1014.7
213.91
213.91
0
213.91
0
0
Reach 1
35098.29
25 -year
1 1028.2
211.15
1 211.15
0
211.15
0
0
Reach 1
35098.29
100 -year
1373.7
214
214
0
214
0
0
Reach 1
35035.85
25 -year
1028.2
210.95
210.95
0
210.95
0
0
Reach 1
35035.85
100 -year
1373.7
213.8
213.8
0
213.8
0
0
Reach 1
34748 Cliffdale Road
Reach 1
34461.2
25 -year
989.7
204
204
0
204
0
0
Reach 1
34461.2
100 -year
1145.2
204.5
204.5
0
204.5
0
0
Reach 1
34395.59
25 -year
989.7
203.93
203.93
0
203.93
0
0
Reach 1
34395.59
100 -year
1145.2
1 204.47
204.47
0
204.47
0
0
Reach 1
34040.08
25 -year
1177.7
202.35
202.35
0
202.35
0
0
Reach 1
34040.08
100 -year
1415.9
202.72
202.72
0
202.72
0
0
Reach 1
33669.27
25 -year
1 1177.7
200.69
200.69
0
200.69
0
0
Reach 1
33669.27
100 -year
1415.9
201.03
201.03
0
201.02
-0.01
-0.01
Reach 1
1 33271.63
25 -year
1 1177.7
1 199.34
1 199.34
1 0
199.34
0
1 0
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 1 of 5

Buckhead Creek W.S. Elevation Comparison
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 2 of 5
Existing
Proposed
(Wetland Impacts)
Proposed
(No Wetland Impacts)
Reach
River Sta
Profile
QTotal
W.S. Elev
W.S. Elev
Delta
(Prop. - Ex.)
W.S. Elev
Delta
(No Impact - Ex.)
Delta
(No Impact - Prop.)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
Reach 1
33271.63
100 -year
1415.9
199.66
199.66
0
199.65
-0.01
-0.01
Reach 1
32983.91
25 -year
1177.7
197.82
197.83
0.01
197.83
0.01
0
Reach 1
32983.91
100 -year
1415.9
198.17
198.12
-0.05
198.13
-0.04
0.01
Reach 1
32623.97
25 -year
1177.7
196
195.95
-0.05
195.96
-0.04
0.01
Reach 1
32623.97
100 -year
1415.9
197.07
196.72
-0.35
196.83
-0.24
0.11
Reach 1
32266.25
25 -year
1177.7
195.29
195.17
-0.12
195.21
1 -0.08
0.04
Reach 1
32266.25
100 -year
1415.9
196.75
196.26
-0.49
196.42
-0.33
0.16
Reach 1
31713.49
25 -year
1177.7
194.32
194.08
-0.24
194.14
-0.18
0.06
Reach 1
31713.49
100 -year
1415.9
196.29
195.6
-0.69
195.84
-0.45
0.24
Reach 1
31247.04
25 -year
1177.7
193.56
192.96
-0.6
193.16
1 -0.4
0.2
Reach 1
31247.04
100 -year
1415.9
196.12
195.3
-0.82
195.6
-0.52
0.3
Reach 1
30900.76
25 -year
1177.7
193.38
192.68
-0.7
192.92
-0.46
0.24
Reach 1
30900.76
100 -year
1415.9
196.07
195.23
-0.84
195.53
-0.54
0.3
Reach 1
30574.99
25 -year
1177.7
193.34
192.61
-0.73
192.86
1 -0.48
0.25
Reach 1
30574.99
100 -year
1415.9
196.06
195.21
-0.85
195.52
-0.54
0.31
Reach 1
30451.37
25 -year
1177.7
193.33
192.6
-0.73
192.85
-0.48
0.25
Reach 1
30451.37
100 -year
1415.9
196.06
195.21
-0.85
195.52
-0.54
0.31
Reach 1
30426 Railroad
Reach 1
30388.49
25 -year
961.5
193.33
192.59
-0.74
192.84
-0.49
0.25
Reach 1
30388.49
100 -year
978.7
196.06
195.21
-0.85
195.51
-0.55
0.3
Reach 1
30309.03
25 -year
961.5
193.32
192.59
-0.73
192.84
-0.48
0.25
Reach 1
30309.03
100 -year
978.7
196.06
195.21
-0.85
195.51
-0.55
0.3
Reach 1
30264.03
25 -year
961.5
193.32
192.58
-0.74
192.84
-0.48
0.26
Reach 1
30264.03
100 -year
978.7
196.06
195.2
-0.86
195.51
-0.55
0.31
Reach 1
29755.04
25 -year
1137
193.31
192.56
-0.75
192.82
1 -0.49
0.26
Reach 1
29755.04
100 -year
1256.9
196.05
195.2
-0.85
195.5
-0.55
0.3
Reach 1
28951
25 -year
1137
193.28
192.53
-0.75
192.79
-0.49
0.26
Reach 1
28951
100 -year
1256.9
196.04
195.18
-0.86
195.49
-0.55
0.31
Reach 1
28699
25 -year
1 1137
193.26
192.5
-0.76
192.76
1 -0.5
0.26
Reach 1
28699
100 -year
1256.9
196.02
195.16
-0.86
195.48
-0.54
0.32
Reach 1
28387
25 -year
1137
193.22
192.46
-0.76
192.72
-0.5
0.26
Reach 1
28387
100 -year
1256.9
196
195.14
-0.86
195.45
-0.55
0.31
Reach 1
28308
25 -year
1 1137
193.09
192.31
-0.78
192.58
1 -0.51
0.27
Reach 1
28308
100 -year
1256.9
195.89
195.02
-0.87
195.33
-0.56
0.31
Reach 1
28236 Raeford Road
Reach 1
28146
25 -year
864
181.96
181.14
-0.82
181.45
-0.51
0.31
Reach 1
28146
100 -year
1065.4
182.24
181.38
-0.86
181.69
-0.55
0.31
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 2 of 5

Buckhead Creek W.S. Elevation Comparison
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 3 of 5
Existing
Proposed
(Wetland Impacts)
Proposed
(No Wetland Impacts)
Reach
River Sta
Profile
QTotal
W.S. Elev
W.S. Elev
Delta
(Prop. - Ex.)
W.S. Elev
Delta
(No Impact - Ex.)
Delta
(No Impact - Prop.)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
Reach 1
28061
25 -year
864
181.59
180.53
-1.06
181.16
-0.43
0.63
Reach 1
28061
100 -year
1065.4
181.83
180.73
-1.1
181.39
-0.44
0.66
Reach 1
27902
25 -year
864
180.02
179.46
-0.56
180.01
-0.01
0.55
Reach 1
27902
100 -year
1065.4
180.3
179.63
-0.67
180.27
-0.03
0.64
Reach 1
27808
25 -year
864
179.67
178.86
-0.81
179.64
-0.03
0.78
Reach 1
27808
100 -year
1065.4
179.97
179.06
-0.91
179.91
1 -0.06
0.85
Reach 1
27729
25 -year
864
179.37
178.57
-0.8
179.33
-0.04
0.76
Reach 1
27729
100 -year
1065.4
179.69
178.79
-0.9
179.62
-0.07
0.83
Reach 1
27654
25 -year
864
179.13
178.36
-0.77
179.12
-0.01
0.76
Reach 1
27654
100 -year
1065.4
179.44
178.59
-0.85
179.41
1 -0.03
0.82
Reach 1
27560
25 -year
864
178.8
178.01
-0.79
178.82
0.02
0.81
Reach 1
27560
100 -year
1065.4
179.1
178.3
1 -0.8
179.1
0
0.8
Reach 1
27318
25 -year
864
178.04
177.59
-0.45
178.06
0.02
0.47
Reach 1
27318
100 -year
1065.4
178.35
177.97
-0.38
178.35
1 0
0.38
Reach 1
26952
25 -year
864
176.69
176.69
0
176.69
0
0
Reach 1
26952
100 -year
1065.4
177.31
177.31
0
177.31
0
0
Reach 1
26880
25 -year
864
176.66
176.66
0
176.66
0
0
Reach 1
26880
100 -year
1065.4
177.25
177.25
0
177.25
0
0
Reach 1
26811
25 -year
864
176.16
1 176.16
0
176.16
0
0
Reach 1
26811
100 -year
1065.4
176.7
176.7
0
176.7
0
0
Reach 1
26723
25 -year
864
175.2
175.2
0
175.2
1 0
0
Reach 1
26723
100 -year
1065.4
175.63
175.63
0
175.63
0
0
Reach 1
26537
25 -year
1 864
174.09
174.09
0
174.09
0
0
Reach 1
26537
100 -year
1065.4
174.56
174.56
0
174.56
0
0
Reach 1
26057
25 -year
864
171.99
171.99
0
171.99
1 0
0
Reach 1
26057
100 -year
1065.4
172.4
172.4
0
172.4
0
0
Reach 1
25555
25 -year
1 864
169.34
169.34
0
169.34
0
0
Reach 1
25555
100 -year
1065.4
169.66
169.66
0
169.66
0
0
Reach 1
24963
25 -year
864
165.95
165.95
0
165.95
1 0
0
Reach 1
24963
100 -year
1065.4
166.45
166.45
0
166.45
0
0
Reach 1
24506
25 -year
864
164.85
164.85
0
164.85
0
0
Reach 1
24506
100 -year
1065.4
165.48
165.48
0
165.48
0
0
Reach 1
23945
25 -year
1144.1
163.23
163.21
-0.02
163.21
1 -0.02
0
Reach 1
23945
100 -year
1525.8
163.89
163.89
0
163.89
0
0
Reach 1
23554
25 -year
1144.1
161.94
161.87
-0.07
161.87
-0.07
0
Reach 1
23554
100 -year
1525.8
162.4
162.41
0.01
162.41
0.01
0
Reach 1
23206
25 -year
1144.1
159.46
159.62
0.16
159.62
0.16
0
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 3 of 5

Buckhead Creek W.S. Elevation Comparison
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 4 of 5
Existing
Proposed
(Wetland Impacts)
Proposed
(No Wetland Impacts)
Reach
River Sta
Profile
QTotal
W.S. Elev
W.S. Elev
Delta
(Prop. - Ex.)
W.S. Elev
Delta
(No Impact - Ex.)
Delta
(No Impact - Prop.)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
Reach 1
23206
100 -year
1525.8
160.36
160.32
-0.04
160.32
-0.04
0
Reach 1
22560
25 -year
1370.5
158.06
157.54
-0.52
157.54
-0.52
0
Reach 1
22560
100 -year
1897.7
159.03
158.54
-0.49
158.55
-0.48
0.01
Reach 1
21710
25 -year
1370.5
157.2
155.29
-1.91
155.32
-1.88
0.03
Reach 1
21710
100 -year
1897.7
158.16
156.77
-1.39
156.87
-1.29
0.1
Reach 1
21392
25 -year
1370.5
156.8
153.35
-3.45
153.58
-3.22
0.23
Reach 1
21392
100 -year
1897.7
157.63
155.4
-2.23
155.63
-2
0.23
Reach 1
21312
25 -year
1370.5
156.77
153.22
-3.55
153.46
-3.31
0.24
Reach 1
21312
100 -year
1897.7
157.6
155.25
-2.35
155.54
-2.06
0.29
Reach 1
21266 Coventry Road
Reach 1
21212
25 -year
1193.7
153.1
152.04
-1.06
152.32
-0.78
0.28
Reach 1
21212
100 -year
1816.9
154.04
153.12
1 -0.92
153.36
-0.68
0.24
Reach 1
21140
25 -year
1193.7
152.92
151.98
-0.94
152.27
-0.65
0.29
Reach 1
21140
100 -year
1816.9
153.94
153.08
-0.86
153.33
-0.61
0.25
Reach 1
20991
25 -year
1193.7
152.75
151.88
-0.87
152.2
-0.55
0.32
Reach 1
20991
100 -year
1816.9
153.75
152.99
-0.76
153.25
-0.5
0.26
Reach 1
20793.*
25 -year
1193.7
152.27
151.76
-0.51
152.05
-0.22
0.29
Reach 1
20793.*
100 -year
1816.9
153.21
152.86
-0.35
153.08
-0.13
0.22
Reach 1
20595
25 -year
1193.7
151.63
151.54
-0.09
151.69
0.06
0.15
Reach 1
20595
100 -year
1816.9
152.62
152.61
-0.01
152.7
0.08
0.09
Reach 1
20188
25 -year
1193.7
150.8
150.96
0.16
150.96
0.16
0
Reach 1
20188
100 -year
1816.9
151.93
152.13
0.2
152.13
0.2
0
Reach 1
19815
25 -year
1264
150.23
150.3
0.07
150.3
0.07
0
Reach 1
19815
100 -year
1986.5
151.48
151.59
0.11
151.59
0.11
0
Reach 1
19296
25 -year
1264
148.99
148.99
0
148.99
1 0
0
Reach 1
19296
100 -year
1986.5
150.4
150.4
0
150.4
0
0
Reach 1
19141
25 -year
1264
148.54
148.54
0
148.54
0
0
Reach 1
19141
100 -year
1986.5
150.01
150.01
0
150.01
0
0
Reach 1
18968
25 -year
1264
147.59
147.59
0
147.59
1 0
0
Reach 1
18968
100 -year
1986.5
149.14
149.14
0
149.14
0
0
Reach 1
18793
25 -year
1264
147.26
147.26
0
147.26
0
0
Reach 1
18793
100 -year
1986.5
148.83
148.83
0
148.83
0
0
Reach 1
18541
25 -year
1264
147.03
147.03
0
147.03
1 0
0
Reach 1
18541
100 -year
1986.5
148.59
148.59
0
148.59
0
0
Reach 1
18340
25 -year
1264
146.84
146.84
0
146.84
0
0
Reach 1
18340
100 -year
1986.5
148.42
148.42
0
148.42
0
0
Reach 1
17566
25 -year
2015.5
145.87
145.87
0
145.87
0
0
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 4 of 5

Buckhead Creek W.S. Elevation Comparison
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 5 of 5
Existing
Proposed
(Wetland Impacts)
Proposed
(No Wetland Impacts)
Reach
River Sta
Profile
QTotal
W.S. Elev
W.S. Elev
Delta
(Prop. - Ex.)
W.S. Elev
Delta
(No Impact - Ex.)
Delta
(No Impact - Prop.)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
Reach 1
17566
100 -year
3241.8
147.54
147.54
0
147.54
0
0
Reach 1
17039
25 -year
2015.5
144.98
144.98
0
144.98
0
0
Reach 1
17039
100 -year
3241.8
146.73
146.73
0
146.73
0
0
Reach 1
16331
25 -year
2157.2
144.8
144.8
0
144.8
0
0
Reach 1
16331
100 -year
3525.9
146.54
146.54
0
146.54
0
0
Reach 1
15634
25 -year
2157.2
144.78
144.78
0
144.78
1 0
0
Reach 1
15634
100 -year
3525.9
146.51
146.51
0
146.51
0
0
Reach 1
15091
25 -year
2157.2
144.72
144.72
0
144.72
0
0
Reach 1
15091
100 -year
3525.9
146.45
146.45
0
146.45
0
0
Reach 1
15046 Breached Dam
25 -year
2157.2
143.7
143.7
0
143.7
1 0
0
Reach 1
15046 Breached Dam
100 -year
3525.9
146.08
146.08
0
146.08
0
0
Reach 1
15011
25 -year
1824.5
143.97
143.97
0
143.97
0
0
Reach 1
15011
100 -year
2485.7
146.26
146.26
0
146.26
0
0
Reach 1
14726
25 -year
1824.5
143.2
143.2
0
143.2
1 0
0
Reach 1
14726
100 -year
2485.7
145.98
145.98
0
145.98
0
0
Reach 1
14552
25 -year
1851.4
142.81
142.81
0
142.81
0
0
Reach 1
14552
100 -year
2528.9
145.89
145.89
0
145.89
0
0
Reach 1
14485
25 -year
1851.4
142.81
142.81
0
142.81
1 0
0
Reach 1
14485
100 -year
2528.9
145.76
145.76
0
145.76
0
0
Reach 1
14415 Cumberland Road
Reach 1
14351
25 -year
1851.4
140.09
140.09
0
140.09
0
0
Reach 1
14351
100 -year
2528.9
140.8
140.8
0
140.8
0
0
Reach 1
14274
25 -year
1869.2
139.96
139.96
0
139.96
0
0
Reach 1
14274
100 -year
2559.1
140.78
140.78
0
140.78
0
0
Reach 1
13620
25 -year
1869.2
138.34
138.34
0
138.34
1 0
0
Reach 1
13620
100 -year
2559.1
139.08
139.08
0
139.08
0
0
Reach 1
13002
25 -year
1869.2
136.07
136.07
0
136.07
0
0
Reach 1
1 13002
100 -year
2559.1
136.72
136.72
0
136.72
0
0
\ \ralsvr2\ storm\ Projects\ Fayetteville \2010004600RA \Documents \G_Design Calculations \Rev HECRAS Raeford Bench Comparison.xlsx 5 of 5