20161118 Ver 1_401 Application_20161116

AZ OM AECOM 919 854 6200 tel
701 Corporate Center Drive 919 854 6259 fax
Suite 475
Raleigh, North Carolina 27607
www.aecom.com
November 9, 2016
Ms. Samantha Dailey, Project Manager
US Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
Re: Historic Rogers Road Sewer Expansion Project
Orange County, North Carolina
USACE Action ID No.: SAW -2016-00628
Dear Ms. Dailey:
26161118
V
NOV 15 2016
AECOM, on behalf of Orange County, is submitting a Pre -Construction Notification (PCN) application
for their proposed Historic Rogers Road Sewer Expansion project for your review and approval. The
project is located in Orange County, North Carolina, within the Town of Carrboro, Town of Chapel Hill,
and Orange County. In accordance with Section 404 of the Clean Water Act (33 USC 1344), we are
requesting authorization for a Department of the Army Nationwide Permit #12 to disturb Waters of the
United States (WOUS) for the installation of approximately 3,000 linear feet of 12 -inch ductile iron
pipe, and 15,500 linear feet of 8 -inch ductile iron pipe for a new gravity sanitary sewer system within
new and existing 30 -foot permanent utility easements.
The project would temporarily impact 0.54 acre of wetlands, and permanently impact 0.02 acre of
wetlands. The project would also convert 0.48 acre of wetlands from forest to emergent for the
permanent easement. Open cut construction activities would temporarily impact 193 linear feet of
streams. In addition, 84 linear feet of permanent stream impacts would be required for fill to be
installed no higher than the existing stream bottom for permanent access fords. A Preliminary
Jurisdictional Determination was issued on 8/26/2016.
We would appreciate you issuing approval of the NW P #12 for the subject property at your earliest
convenience. If you should have any questions regarding the information submitted, please contact
me at [phone] or by email at [e-mail].
Sincerely,
AECOM
1
Charles E. Benton, PWS
Senior Environmental Scientist
Enclosures
cc: Ms. Bonnie Hammersley, Orange County
Mr. Joe Langston, AECOM
Ms. Jennifer Burdette, NCDWR

A=COM
November 9, 2016
Ms. Jennifer Burdette
401 & Buffer Permit Unit
Division of Water Resources
NC Department of Environment and Natural Resources
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: Historic Rogers Road Sewer Expansion Project
Orange County, North Carolina
USACE Action ID No.: SAW -2016-00628
Dear Ms. Burdette:
AECOM 919 854 6200 tel
701 Corporate Center Drive 919 854 6259 fax
Suite 475
Raleigh, North Carolina 27607
www.aecom.com
On behalf of Orange County please find enclosed five (5) complete sets of the Pre -Construction
Notification (PCN) application form and supporting documentation that was submitted to the US Army
Corps of Engineers on November 9, 2016, for a Department of the Army Nationwide Permit #12 to
disturb Waters of the United States for the installation of a new gravity sanitary sewer system. We
would appreciate you reviewing this PCN application for the associated 401 General Water Quality
Certification. We have enclosed a check for $240.00, made payable to "NC Division of Water
Resources," for the application review fee.
The project would temporarily impact 0.54 acre of wetlands, and permanently impact 0.02 acre of
wetlands. The project would also convert 0.48 acre of wetlands from forest to emergent for the
permanent easement. Open cut construction activities would temporarily impact 193 linear feet of
streams. In addition, 84 linear feet of permanent stream impacts would be required for fill to be
installed no higher than the existing stream bottom for permanent access fords. Jordan Lake Buffer
Rules apply to the project, and Allowable with Mitigation activities are described within the PCN and
on the enclosed Buffer Impact figures. The project area consists of multiple municipal jurisdictions
(Carrboro, Chapel Hill, and Orange County).
Please call me at [phone] if you should have any questions regarding this request.
Sincerely,
AECOM
Charles E. Benton, PWS
Senior Environmental Scientist
cc: Ms. Bonnie Hammersley, Orange County
Mr. Joe Langston, AECOM
Ms. Samantha Dailey,USACE

ORANGE COUNTY
NORTH CAROLINA
COUNTY MANAGER'S OFFICE
200 South Cameron Street Bonnie B. Hammersley, County Manager Phone [phone]
Post Office Box 8181 Fax [phone]
Hillsborough, North Carolina 27278
October 21, 2016
RE: Authorization for AECOM to act as agent on behalf of Owner
To whom it may concern:
This letter is to confirm that AECOM, 1600 Perimeter Park Drive, STE 400, Morrisville, North Carolina
is acting as agent on behalf of Orange Water & Sewer Authority (OWASA) for the Historic RogersRoad
Area Sanitary Sewer Expansion project located in the Orange County, North Carolina. This
authorization is for the delineation of jurisdictional water resources, and processing of subsequent permit
applications, including:
• U.S. Corps of Engineers (USACE) Section 404 Clean Water Act- Nationwide Permit; and
• N.C. Department of the Environment and Natural Resources - Division of Water
Resources (NCDENR-DWR) Section 401 Clean Water Act- Water Quality Certification
Any required written correspondence concerning the application process or other aspects of this project
should be jointly copied to AECOM Corporation - North Carolina and OWASA at the address shown
below:
Orange County North Carolina Government
Bonnie Hammersley
County Manager
200 S. Cameron St.
Hillsborough, NC
27278
Email: [e-mail]
An Equal Opportunity/Affirmative Action Employer
www.orangecountync.gov

AECOM:
Charlie Benton, PWS
Natural Environment Group Lead I Project Manager
701 Corporate Center Drive, Suite 475
Raleigh, North Carolina 27607
[e-mail]
Please contact me with any questions at [phone] or Craig Benedict, Planning and Inspections
Director at [phone]
Sincerely,
T G�
Bonnie B. Hammersley
Orange County Manager
cc: Travis Myren, Orange County Deputy Manager
Ed Kerwin, OWASA
Orange County Government J www.orangecountync.gov 1 919.732.8181

Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
1 a.
Type(s) of approval sought from the Corps:X❑
Section 404 Permit ❑ Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: 12 or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
X❑ Yes ❑ No
1 d.
Type(s) of approval sought from the DWQ (check all that apply):
X❑ 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑X Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes ❑X No
For the record only for Corps Permit:
❑ Yes ❑X No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
❑X Yes ❑ No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes ❑X No
1h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes ❑X No
2.
Project Information
2a.
Name of project:
Historic Rogers Road Sewer Expansion
2b.
County:
Orange
2c.
Nearest municipality /town:
Chapel Hill and Carboro
2d. Subdivision name:
2e.
NCDOT only, T.I.P. or state project no:
3.
Owner Information
3a.
Name(s) on Recorded Deed:
See attached supporting documentation
3b.
Deed Book and Page No.
3c.
Responsible Party (for LLC if
applicable):
3d.
Street address:
3e.
City, state, zip:
3f.
Telephone no.:
3g.
Fax no.:
3h. Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent Q Other, specify: Orange County North Carolina Government
4b. Name:
Bonnie Hammersley, County Manager
4c. Business name
(if applicable):
Orange County North Carolina Government
4d. Street address:
200 South Cameron Street
4e. City, state, zip:
Hillsborough, NC 27278
4f. Telephone no.:
919.254.2300
4g. Fax no.:
4h. Email address:
[e-mail]
5. Agent/Consultant Information (if applicable)
5a. Name:
Charles Benton, PWS
5b. Business name
(if applicable):
AECOM/URS
5c. Street address:
701 Corporate Center Drive, Suite 475
5d. City, state, zip:
Raleigh, NC 27607
5e. Telephone no.:
919.854.6250
5f. Fax no.:
5g. Email address:
[e-mail]
Page 2 of 10

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
See attached supporting documentation
1b. Site coordinates (in decimal degrees):
Latitude: 35.960794 Longitude: -79.079773
1 c. Property size:
680 acres
2. Surface Waters
2a. Name of nearest body of water to proposed project:
See attached supporting documentation
2b. Water Quality Classification of nearest receiving water:
See attached supporting documentation
2c. River basin:
Haw - 03030002
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The propose project area is located within a suburban area with single residential homes, interspersed with undeveloped woodland.
3b. List the total estimated acreage of all existing wetlands on the property: 11 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 12,225 linear feet
3d. Explain the purpose of the proposed project:
The proposed project is to provide sanitary sewer services to the Historic Rogers Road community.
3e. Describe the overall project in detail, including the type of equipment to be used:
See attached supporting documentation.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (includingall prior phases)in the past?
❑X Yes ❑ No ❑ Unknown
Comments:
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
Preliminary ❑ Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known): Charlie Benton, PWS
Agency/Consultant Company: AECOM/URS
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
USACE approved PJD on 8/26/2016. DWR approved Buffer Determination on 7/1/2016 (see attached email letter from DWR).
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ❑X No ❑ Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ❑X No
6b. If yes, explain.
Page 3 of 10
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑X Wetlands Q Streams —tributaries Q Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of impact
Type of wetland
Forested
Type of jurisdiction
Area of
number
Corps (404,10) or
impact
Permanent (P) or
DWQ (401, other)
(acres)
Temporary T
W1
Choose one
Choose one
Yes/No
-
W2
Choose one
Choose one
Yes/No
W3
Choose one
Choose one
Yes/No
W4
Choose one
Choose one
Yes/No
W5
Choose one
Choose one
Yes/No
W6
Choose one
Choose one
Yes/No
2g. Total Wetland Impacts:
0.56
2h. Comments:
See attached supporting documentation. Total wetland impacts = 0.56 acre, which includes 0.02 acre permanent impact; 0.48 PFO to PEM permanent
conversion.
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial (PER) or
Type of
Average
Impact
number
intermittent (INT)?
jurisdiction
stream
length
Permanent (P) or
width
(linear
Temporary (T)
(feet)
feet)
S1
Choose one
S2
Choose one
S3
Choose one
S4
Choose one
S5
Choose one
S6
Choose one
3h. Total stream and tributary impacts
277
3i. Comments:
See attached supporting documentation. Stream impacts are for temporary open cut during sewer line installation and permanent fill to be installed no
higher than the existing stream bottom for permanent access fords.
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then indivi ually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary T
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
O1
Choose one
Choose
O2
Choose one
Choose
03
Choose one
Choose
04
Choose one
Choose
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
(acres)
Flooded
Filled
Excavated Flooded
Filled
Excavated
P1
Choose one
P2
Choose one
5f. Total:
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman X❑ Other:
6b.
Buffer Impact
number —
Permanent (P) or
Temporary T
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet
B1
Yes/No
B2
Yes/No
B3
Yes/No
B4
Yes/No
B5
Yes/No
B6
Yes/No
6h. Total Buffer Impacts:
6i. Comments: See attached supporting documentation for a complete list of buffer impact areas and the enclosed buffer impact figures.
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Stream and wetland crossing were minimized to the greatest extent practicable during the project design.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Sediment and erosion control BMPs will be implemented. Mats will be used in wetlands for construction equipment.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
Q Yes ❑ No
2b. If yes, mitigation is required by (check all that apply):
Q DWQ Q Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
Q Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑X Yes
4b. Stream mitigation requested:
0 linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
0.48 acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments: 1:1 mitigation ratio for PFO to PEM permanent conversion impacts.
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
Yes ❑ No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Zone 1
permanent easement
5,902
3 (2 for Catawba)
17,706
Zone 2
permanent easement
1.5
0 - No mitigation required for Zone 2 impacts
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
Payment to NC Division of Mitigation Services
Allowable with Mitigation buffer impacts are non -perpendicular crossings in Zone 1. The total Zone 1 non -perpendicular buffer
6h. Comments: impacts are 7,258 sq. ft. This includes 1,356 sq. ft. in wetlands. Per the September 20, 2010 Buffer Interpretation/Clarification
Memo, wetlands will be subtracted out of the impacts... before determining the amount of mitigation. 5,902 sq. ft. require mitigation.
Page 7 of 10

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified
❑X Yes ❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Project is an underground utility.
❑ Yes ❑X No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project?
0%
2b. Does this project require a Stormwater Management Plan?
❑ Yes ❑X No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
The proposed project involves a sanitary sewer expansion and will not increase the area of impervious land surface.
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
2e. Who will be responsible for the review of the Stormwater Management Plan?
3. Certified Local Government Stormwater Review
3a. In which localgovernment's jurisdiction is thisproject?
❑ Phase II
❑ NSW
3b. Which of the following locally -implemented stormwater management programs
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
4. DWQ Stormwater Program Review
❑Coastal counties
❑HQW
4a. Which of the following state -implemented stormwater management programs apply
❑ORW
(check all that apply):
[]Session Law 2006-246
[]Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
5. DWO 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b. Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 8 of 10
PCN Form — Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the
❑X Yes
❑ No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
El Yes
Q No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes
Q No
letter.)
Comments:
2. Violations (DWO Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑Yes
Q No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after -the -fact permit application?
El Yes
❑X No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑Yes
❑X No
additional development,which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The proposed project involves an expansion of sanitary sewer service to an area that is already developed, and will not increase the area of
impervious land surface. No additional development is anticipated to occur as a result of the project.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
N/A
Page 9 of 10
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑ Yes ❑X No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑X No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
-
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
North Carolina Natural Heritage Program Element Occurrences and field surveys.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes Q No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NOAA Essential Fish Habitat Mapper
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ❑X No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
The North Carolina State Historic Preservation Office GIS Web Service & field surveys. See attached supporting documentation for a full discussion.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
❑ Yes ❑X No
8b. If yes, explain how project meets FEMA requirements:
See Figure 6 in the attached supporting documentation. According to the Federal Emergency Management Agency (FEMA) Flood Map Service
Center, there are no 100 -year floodplains within the project area. No above ground structures are proposed within the floodplain areas. No impacts to
floodplains are anticipated.
8c. What source(s) did you use to make the floodplain determination?
FEMA Flood Map Service Center
Charles Benton _ AECOM/URS
�'� dLv�"
11-8-2016
Applicant/Agent's Printed Name
Date
Applicant/Agent's Signature
(Agent's signature is valid only if an authorization
letter from the applicant isprovided.)
Page 10 of 10

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW -2016-00628 County: Orange U.S.G.S. Quad: NC -CHAPEL HILL
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Applicant: Orange Water and Sewer Authoriri Agent: AECO�I
Attn: Ed Kerwin Attn: Charlie Benton, PWS
Address: 400 Jones Ferry Road Address: 701 Corporate Center Drive, Suite 475
Carrboro, NC 27510 Raleieh, NC 27607
Size (acres) 340 Nearest Town Chapel Hill
Nearest Waterway UT to Bolin Creek River Basin Haw
USGS HUC 03030002 Coordinates 35.960794 N. -79.079773 W
Location description: The project study area (Figure 5 attached) includes approximately 340 acres on both sides of
Rovers Road, between Eubanks Road and Homestead Road, in Chapel Hill, Orange County, North Carolina.
Indicate Which of the Following Apply:
A. Preliminary Determination
X Based on preliminary information, there may be waters of the U.S. including wetlands on the above described project area.
We strongly suggest you have this property inspected to determine the extent of Department of the Army (DA)
jurisdiction. To be considered final, a jurisdictional determination must be verified by the Corps. This preliminary
determination is not an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33
CFR Part 331). If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district
for further instruction. Also, you may provide new information for further consideration by the Corps to reevaluate the
JD.
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
There are waters of the U.S. including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
_ The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWA jurisdiction on your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
_ The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on . Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
_ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management to determine their requirements.
Page 1 of 2

Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact David Bailey at 919-554-4884 ext 30 or
David.E.Bailey2ta usace.armv.mil.
C. Basis For Determination:
The project area exhibits water bodies with indicators of ordinary high water marks and wetland criteria as defined in
the applicable regional supplement to the 1987 wetland delineation manual. The water bodies on the site are listed in
the attached table This determination is based on a field verification by David E. Bailey (USACE) on 3/30/2016.
D. Remarks:
The water bodies in the Project Study Area were flaaged by AECOM and are approximated on the attached Figure 5,
and Figures 5a through 51).
E. Attention USDA Program Participants
This del ineation/determ inat ion has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The del ineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA fonn to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M 15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by N/A.
"It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.* * Digitally signed by BAILEY.DAVID.E.1379263736
DN: c=US, Government, 79=837, 7u -PKI,
ou=USA,cn=BAIBAILEYAAVID.E1379283736
Corps Regulatory Official: Date: 2016.0&2614:05:33.04'W
Date: 8/26/2016
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete our Customer Satisfaction Survey, located online at
http://co[psmapu.usace.anny.mil/cm al&x/Pp=136:4:0.
Copy furnished:
Cherri Smith, NCDEQ-DWR, 1628 Mail Service Center, Raleigh, NC 27699-1628

Benton, Charles
From: Milosh, Ray <[e-mail]>
Sent: Friday, July 01, 2016 11:01 AM
To: Benton, Charles
Cc: Goss, Stephanie
Subject: DWR Buffer Determination at Historic Rogers Rd Sanitary Sewer Extension
Charlie,
As we discussed on the phone, AECOM determined that all streams that will be impacted by the sewer extension and
which are also shown on the USGS or NRCS maps are either intermittent or perennial and are subject to the Jordan Lake
buffer rules. Is cases where the consultant determines all streams to be subject, the is no need for DWR to visit the site.
This email serves as confirmation to AECOM that DWR agrees that all streams shown on USGS or NRCS maps to be
impacted by the Rogers Sewer extension are subject to the Jordan Lake Buffer Rules.
If you need further confirmation of if you have any questions, please contact me via email or at the phone number listed
below.
Please confirm that you received this email.
Ray Milosh
Environmental Specialist
Raleigh Regional Office
NCDEQ-Division of Water Resources
3800 Barrett Drive
Raleigh, NC 27609
[phone]
ray. miloshPncdenr.,gov
Email correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties unless the content is exempt by statute or other regulation.
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)

Mitigation Services
ENVIRONMENTAL QUALITY
Bonnie Hammersley
Orange County
200 S. Cameron St.
Hillsborough, NC 27278
PAT MCCRORY
Gorr„„„
DONALD R. VAN DER VAARI
sea era„
November 3, 2016
Expiration of Acceptance: June 3, 2017
Project: Historic Rogers Road Sewer Expansion County: Orange
The purpose of this letter is to notify you that the NCDEQ Division of Mitigation Services (DMS) is willing to accept
payment for compensatory mitigation for impacts associated with the above referenced project as indicated in the
table below. Please note that this decision does not assure that participation in the DMS in -lieu fee mitigation
program will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility
of the applicant to contact permitting agencies to determine if payment to the DMS will be approved. You must
also comply with all other state, federal or local government permits, regulations or authorizations associated with
the proposed activity including G.S. § 143-214.11.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not
received a copy of the issued 404 Permit/401 Certification/CAMA permit within this time frame, this
acceptance will expire. It is the applicant's responsibility to send copies of the permits to DMS. Once DMS
receives a copy of the permit(s) an invoice will be issued based on the required mitigation in that permit and
payment must be made prior to conducting the authorized work. The amount of the in -lieu fee to be paid by an
applicant is calculated based upon the Fee Schedule and policies listed at http://portal.ncdenr.org/web/eep.
Based on the information supplied by you in your request to use the DMS, the impacts that may require
compensatory mitigation are summarized in the following table. The amount of mitigation required and assigned
to DMS for this impact is determined by permitting agencies and may exceed the impact amounts shown below.
Impact
River
Basin
CU Location
(8-digitHUC)
Stream (feet) Wetlands (acres) Buffer I
(Sq. Ft.)
Buffer II
(Sq. Ft.)
Cold
Cool
Warm Riparian
Non -Riparian
Coastal Marsh Jordan Haw
Cape Fear
03030002
0
0
0 0.48
0
0 5,902 0
Upon receipt of payment, DMS will take responsibility for providing the compensatory mitigation. The mitigation
will be performed in accordance with the In -Lieu Fee Program instrument dated July 28, 2010 and 15A NCAC
02B .0295 as applicable. Thank you for your interest in the DMS in -lieu fee mitigation program. If you have any
questions or need additional information, please contact Kelly Williams at [phone].
cc: Charles Benton, agent
Sincerely,
Jam . Stanfill
Asset Management Supervisor
State of North Carolina Environmental Quality Mitigation Services
1652 Mail Service Center I Raleigh. NC 27699-1652 I, 217 W. Jones Street, Suite 3000
919 707 8976 T

Historic Rogers Road
Sewer Expansion Project
for
Orange Water and Sewer Authority
X TI +1
November 2016

OWASA
PCN Form Section A.3 — Owner Information
Supporting Documentation for PCN Application
Parcel ID
Owner Name
Address
Deed Book and Page No.
260502-75-3122
GODWIN, ROY E
3862 BUFFALO RD SELMA, NC 27576-5616
Book/Page 00900/0812
260502-97-3442
BUFFALO SELMA REALTY, LLC
8384 MEADOWBRIDGE RD MECHANICSVILLE, VA 23116
Book/Page 04740/0925
260504-74-1749
ADAMS, LACY JAMES
3764 BUFFALO ROAD SELMA, NC 27576-0000
Book/Page 02749/0170
260502-97-0107
KENAN TRANSPORT CO
4366 NW MT PLEASANT ST NORTH CANTON, OH 44720-0000
Book/Page 00759/0256
260516-84-1224
TEDDER, MELANIE S
911 WHITEHORSE RD GREENVILLE, NC 27834-0000
Book/Page 03061/0344
260502-75-5227
MATHIAS, STANLEY M
350 SULLIVAN ROAD SELMA, NC 27576-0000
Book/Page 01737/0263
260502-65-9601
STALLINGS, A DONALD
300 S WESLEYAN BLVD, SUITE 200 ROCKY MOUNT, NC 27803
Book/Page 01194/0146
260502-65-3341
BLANCHARD TERMINAL CO LLC
539 S MAIN ST FINDLAY, OH 45840-3229
Book/Page 04244/0228
260502-75-5158
COUNTRY MANOR ESTATES LLC
1746 LITTLE DIVINE RD SELMA, NC 27576-0000
Book/Page 03113/0664
260516-82-8681
EASON, JAKE LIFE ESTATE
202 PECAN DRIVE SELMA, NC 27576-0000
Book/Page 01001/0062
260516-73-6257
SMITH, MICHAEL ANTHONY
8014 SUMMER MILL CT BETHESDA, MD 20817-2959
Book/Page /
260502-76-8830
CITGO PETROLEUM CORP
PROPERTY TAX ROOM N4073 HOUSTON, TX 77210-4689
Book/Page 00938/0033
260502-75-3073
GODWIN, ROY E
3862 BUFFALO RD SELMA, NC 27576-0000
Book/Page 01132/0294
260520-92-5155
COMMUNITY & SENIOR SERVICES OF
1363 W MARKET ST SMITHFIELD, NC 27577-0000
Book/Page 03996/0199
261406-47-8660
NSEW CORPORATION
PO BOX 398 SELMA, NC 27576-0000
Book/Page 02220/0514
260502-57-9228
TRANSMONTAIGNE OPERATING COMP
1670 BROADWAY SUITE 3100 DENVER, CO 80202-0000
Book/Page 03505/0342
260502-76-1384
BLANCHARD TERMINAL CO LLC
539 S MAIN ST FINDLAY, OH 45840-3229
Book/Page 04244/0228
260502-66-4802
JOHNSTON COUNTY TERMINAL LLC
P 0 BOX 4372 HOUSTON, TX 77210-4372
Book/Page 02010/1372
Historic Rogers Road Sewer Expansion Project

oWASA
Supporting Documentation for PCN Application
PCN Form Section A.3 — Owner Information (continued)
260504-73-4375
SMITH, MICHAEL ANTHONY
8014 SUMMER MILL CT BETHESDA, MD 20817-2959
Book/Page /
260504-73-2493
SMITH, CLAUDE HEIRS
400 RICHLANDS LOOP ROAD RICHLANDS, NC 28574-0000
Book/Page 00575/0174
260504-64-8755
RELIABLE TANK LINE LLC
PO BOX 2736 WINSTON SALEM, NC 27102-0000
Book/Page 03656/0524
260502-78-1043
ROBERTS & WELLONS
P 0 BOX 299 SMITHFIELD, NC 27577-0000
Book/Page 00561/0113
260502-66-2075
CLARK BROTHERS LLC
P 0 BOX 339 ELIZABETHTOWN, NC 28337-0000
Book/Page 03501/0115
260520-91-8947
JOHNSTON COUNTY COUNCIL ON AGING INC
PO BOX 2235 SMITHFIELD, NC 27577-0000
Book/Page 02207/0406
260502-75-1076
ECO ENERGY DISTRIBUTION SVS LLC
6100 TOWER CIR STE 500 FRANKLIN, TN 37067-1450
Book/Page 04637/0581
260502-66-2250
COLONIAL PIPELINE CO
1185 SANCTUARY PKWY STE 100 ALPHARETTA, GA 30009-4765
Book/Page /
260520-92-2326
TOWN OF SELMA
100 N RAIFORD STREET SELMA, NC 27576-0000
Book/Page 01439/0914
260504-73-3356
SMITH, MICHAEL ANTHONY
8014 SUMMER MILL CT BETHESDA, MD 20817-2959
Book/Page /
260502-97-4849
MAGELLAN TERMINALS HOLDINGS LP
PO BOX 22186, MD -28 TULSA, OK 74121-2186
Book/Page 02646/0372
260502-77-7402
KINDER MORGAN SOUTHEAST TERMINALS LLC
PO BOX 4372 HOUSTON, TX 77210-4372
Book/Page 02812/0642
260516-73-6422
SMITH, WINIFRED S
3227 CHERRY MILL DR ADELPHI, MD 20783-0000
Book/Page 03953/0614
260504-71-1691
WELLONS, ALLEN H
P 0 BOX 986 SMITHFIELD, NC 27577-0000
Book/Page 01107/0772
260502-75-1486
ADS INVESTMENTS LLC
300 S WESLEYAN BLVD STE 200 ROCKY MOUNT, NC 27804-0000
Book/Page 02537/0912
260502-65-6806
KINDER MORGAN SOUTHEAST TERMINALS LLC
PO BOX 4372 HOUSTON, TX 77210-4372
Book/Page 02812/0648
260516-82-8618
STYRON, SANDRA GREEN
1398 W NOBLE ST SELMA, NC 27576-3636
Book/Page /
260502-86-5063
CONOCOPHILLIPS
ATTN: PROPERTY TAX HOUSTON, TX 77210-4372
Book/Page 00953/0082
260502-55-3860
TRANSMONTAIGNE OPERATING COMP
1670 BROADWAY SUITE 3100 DENVER, CO 80202-0000
Book/Page 03505/0342
Historic Rogers Road Sewer Expansion Project

PCN Form Section B.3e - Project Detail
Supporting Documentation for PCN Application
The proposed project involves the installation of approximately 3,000 linear feet of 12 -inch ductile iron pipe, and 15,500 linear feet of 8 -inch
ductile iron pipe for a new gravity sanitary sewer system within new and existing 30 -foot permanent utility easements. The project also involves
the installation of 100 sanitary sewer services to private residences. The system will handle an expected peak flow of approximately 450,000
gallons per day, which will be sent to the existing wastewater collection system in the vicinity, and then treated at OWASA's Mason Farm
Wastewater Treatment Plant. Standard construction techniques will be used to install the sewer line. Project details are provided in the enclosed
permitting plans.
Historic Rogers Road Sewer Expansion Project 3

M$ .
PCN Form Section C.2 — Wetland Impacts
Supporting Documentation for PCN Application
2. Wetland Impacts
If there are wetland impacts proposed to the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of impact
Type of Wetland
Forested
Type of jurisdiction
Area of
number
Corps (404, 10) or
impact
Permanent P (or)
DWQ (401, other)
(acres)
Permitting Set
Temporary (T)
Detail Sheet #
W1 - T
Excavation
Headwater Wetland
Yes
Corps
0.03
CU -102
W2 - T
Excavation
Headwater Wetland
Yes
Corps
0.06
CU -103
W3 - T
Excavation
Non -Tidal Freshwater Marsh
No
Corps
0.06
CU -105
W4 - P
Fill
Non -Tidal Freshwater Marsh
No
Corps
0.02
CU-105/CU-124
W5 - T
Excavation
Headwater Wetland
Yes
Corps
0.02
CU -117
W6 - T
Excavation
Headwater Wetland
Yes
Corps
0.04
CU -117
W7 - T
Excavation
Headwater Wetland
Yes
Corps
0.06
CU -117
W8 - T
Excavation
Headwater Wetland
Yes
Corps
0.07
CU-117/CU-118
W9 - T
Excavation
Headwater Wetland
Yes
Corps
0.12
CU -118
W10 - T
Excavation
Headwater Wetland
Yes
Corps
0.08
CU -120
2g. Total Wetland Impacts:
0.56
2h. Comments:
W1 = WR; W2 = WS; W3 = WE (PEM); W4 = WU (PEM); W5 = WM; W6 thru W10 = WV, per PJD mapping
All wetland impacts are for temporary open cut during sewer line installation.
W4 permanent impact for the installation of a man -hole.
Summation: 0.56 total impacts; 0.54 temporary impacts; 0.02 permanent impacts; 0.48 PFO to PEM permanent conversion impacts
for a 30 -foot wide permanently maintained easement.
Historic Rogers Road Sewer Expansion Project

PCN Form Section C.3 — Stream Impacts
Supporting Documentation for PCN Application
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed to the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number—
Permanent P or
Temporary (T)
3b.
Type of
impact
3c.
Stream Name
3d.
Perennial (PER) or
intermittent (INT)
3e
Type of
jurisidiction.
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
Detail
Sheet #
S1 - T
Excavation
SA - UT to Bolin Creek
PER
Corps
7
0
CU -101
S2 - T
Excavation
SA - UT to Bolin Creek
PER
Corps
7
0
CU -101
S3 - T
Excavation
SAG - UT to Bolin Creek
PER
Corps
4
48
CU -102
S4 - T
Excavation
SC - UT to Bolin Creek
PER
Corps
4
62
CU -1 17
S5 - T
Excavation
SC - UT to Bolin Creek
PER
Corps
4
40
CU -1 17
S6 - T
Excavation
SCD - UT to Bolin Creek
PER
Corps
2
43
CU -118
S1 - P
Fill
SA - UT to Bolin Creek
PER
Corps
7
14
CU -101
S2 - P
Fill
SA - UT to Bolin Creek
PER
Corps
7
14
CU -101
S3 - P
Fill
SAG - UT to Bolin Creek
PER
Corps
4
14
CU -102
S4 - P
Fill
SC - UT to Bolin Creek
PER
Corps
4
14
CU -117
S5 - P
Fill
SC - UT to Bolin Creek
PER
Corps
4
14
CU -117
S6 - P
Fill
SCD - UT to Bolin Creek
PER
Corps
2
14
CU -118
3h. Total stream and tributary impacts:
277
3i. Comments:
Stream impacts for temporary open cut during sewer line installation and permanent fill to be installed no higher than the existing
stream bottom for permanent access fords.
Impact S1 and S2 are aerial crossings, with no impacts below the stream's OHWM.
Historic Rogers Road Sewer Expansion Project 5

OWASA
PCN Form Section C.6 — Buffer Impacts (for DWQ)
Supporting Documentation for PCN Application
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ® Other: Jordan Lake
6b.
Buffer impact
number-
Permanent P or
Temporary (T)
6c.
Reason for impact
6d,
Stream Name
6e.
Buffer
mitigation
required?
6f.
Zone 1
Parallel
impact
(square
feet)
6g
Zone 1
Perpendicular
impact
(square
feet)
6h
Zone 2
impact
(square
feet)
Buffer
Impact
Figure
Page #
B1- P
30 -ft easement
SA - UT to Bolin Creek
No
0
1,822
1,834
8
B2 - P
30 -ft easement
SA - UT to Bolin Creek
No
0
2,250
1,380
8
B3 - P
30 -ft easement
SAG - UT to Bolin Creek
No
0
2,152
1,388
6
B4 - P
30 -ft easement
SC - UT to Bolin Creek
No
0
2,536
855
4
B5 - P
30 -ft easement
SC - UT to Bolin Creek
No
0
1,780
668
3
B6 - P
30 -ft easement
SCD - UT to Bolin Creek
No
0
1,962
1,376
2
B7 - P
30 -ft easement
SC - UT to Bolin Creek
Yes
65
0
1,492
2
B8 - P
30 -ft easement
SC - UT to Bolin Creek
No
0
2,002
1,335
2
B9 - P
30 -ft easement
SC - UT to Bolin Creek
Yes
411
0
3,876
3
B10 - P
30 -ft easement
SA - UT to Bolin Creek
No
0
0
140
16
311-P
30 -ft easement
SA - UT to Bolin Creek
No
0
0
1,320
7
312 - P
30 -ft easement
SAG - UT to Bolin Creek
No
0
1,574
1,634
10
Historic Rogers Road Sewer Expansion Project

owasa
Supporting Documentation for PCN Application
PCN Form Section C. 6 — Buffer Impacts (for DWQ) (continued)
6b.
6c,
6d.
6e.
6f.
6g
6h
Buffer impact
Reason for impact
Stream Name
Buffer
Zone 1
Zone 1
Zone 2
number -
mitigation
Parallel
Perpendicular
impact
Permanent P or
required?
impact
impact
(square
Buffer
Temporary (T)
(square
(square
feet)
Impact
feet)
feet)
Figure
Page #
B13 - P
30 -ft easement
SAG - UT to Bolin Creek
Yes
701
0
5,879
10
B14 - P
30 -ft easement
SAG - UT to Bolin Creek
No
0
0
916
11
B15 - P
30 -ft easement
SAG - UT to Bolin Creek
No
0
2,212
6,089
9
B16 - P
30 -ft easement
SAJ - UT to Bolin Creek
No
0
0
1,540
5
B17- P
30 -ft easement
SBG - UT to Old Field Cr
No
0
0
759
1
B18 - P
30 -ft easement
SAG - UT to Bolin Creek
No
0
0
3,388
6
B19 - P
30 -ft easement
SC - UT to Bolin Creek
Yes
6,081
0
3,673
3/4
B20 - P
30 -ft easement
SAG - UT to Bolin Creek
No
0
0
569
11
B21 - P
30 -ft easement
SCD - UT to Bolin Creek
No
0
0
366
2
B22 - P
30 -ft easement
SAG - UT to Bolin Creek
No
0
2,182
2,534
9
6h. Total Buffer Impacts:
7,258
20,472
43,011
6i. Comments:
Per 15A NCAC 02B.0267(9), the proposed project has two (2) Allowable uses. 1) The project is a non -electric utility
line that has perpendicular crossings that disturb less than 40 feet of riparian buffer, with a maintenance corridor
greater than 10 feet (30 feet). Buffer Impact #s B-1 through B-6 correspond with Stream Impact crossings S-1
through S-6.2) Non -perpendicular crossings within Zone 2.
In addition, Allowable with Mitigation use for non -perpendicular crossings in Zone 1.
Historic Rogers Road Sewer Expansion Project

OWASA
Supporting Documentation for PCN Application
PCN Form Section F.7b - Historic or Prehistoric Cultural Resources
What data sources did you use to determine whether your site would impact historic or archeological resources?
To determine if the proposed project would have any impact to historic or archaeological resources, AECOM (formerly URS) reviewed maps and
files maintained by the North Carolina State Historic Preservation Office (NC SHPO) and the NC SHPO GIS Web Service at
http://gis.ncdcr.gov/hpoweb/ (historic resources), maps and files maintained by the North Carolina Office of State Archaeology, and conducted
an archaeological field survey of the project area (archaeological resources). Please see Appendix C for the Phase I Archaeological Survey report
that was prepared for this project. Coordination with NC SHPO regarding this report is pending. A summary of the report follows:
Historic Resources
A review of the SHPO online GIS database identified two previously -recorded aboveground historic resources near the current project. One is
identified as Farm (OR -430). It dates from the late -nineteenth century and is located southeast of the end of Leak Lane and northwest of Tallyho
Trail, at least 1000 feet west of the closest potential project component. The other is the ca. 1840s Lloyd -Rogers House (OR -431), also known as
the Hogan -Rogers House, which is located approximately 150 feet north of Purefoy Drive and 500 feet west of Edgar Street. Both were identified
in 1992 as part of a historic architectural survey of Orange County. Neither resource has been listed in or determined eligible for listing in the
National Register of Historic Places (NRHP), and neither has been placed on the North Carolina Study List of resources that appear potentially
eligible for NRHP listing. NRHP eligibility of the two resources has not been addressed as part of the current work effort.
Archaeological Resources
A Phase I survey has documented one resource consisting of a prehistoric lithic scatter of Middle Woodland age and a historic cemetery of T.L.
Hogan associated with the Lloyd -Rogers House (also known as the Hogan -Rogers House and historic architectural resource OR -431), and one
historic cemetery of D. Hogan. These resources have been assigned archaeological site numbers 31OR673/673** and 31OR674**, respectively.
Neither 3108673/673** nor 31OR674** meet the criteria to be considered eligible for inclusion in the National Register of Historic Places either
under the standard criteria or special criteria considerations. Further, both of these resources are located outside the Area of Potential Effect for
the project; neither of these resources will be impacted by the proposed sewer system construction, operation, or maintenance. AECOM
recommends no further archaeological work be required in conjunction with the OWASA HRRA sewer project.
Historic Rogers Road Sewer Expansion Project 8

OWASA Supporting Documentation for PCN Application
Appendix A: Wetland and Stream Impact Permitting Set
Historic Rogers Road Sewer Expansion Project Appendix A

HISTORIC RO ERS ROAD
SEWER EXPANSION
FOR
ORANGE WATER AND SEWER AUTHORITY
.esu
SEPTEMBER 2016
PROJECT CONTACTS
VICINITY MAP
SUMMARY OF WORK:
• 3,050 LF OF 12—INCH DIP GRAVITY SANITARY SEWER
• 15,560 LF OF 8—INCH DIP GRAVITY SANITARY SEWER
• 101 SANITARY SEWER SERVICES
• 1 INDIVIDUAL GRINDER PUMP
FINAL DRAWINGS
FOR REVIEW
PURPOSES ONLY
nq
OWNER/UTILITY:
JEREMY L. FIRELINE, PE
ORANGE WATER AND SEWER AUTHORITY
400 JONES FERRY ROAD
CARRBORO, NC 27510
[phone] (EXT.429)
jfireline®owaso.com
www.owaso.org
INDEX OF SHEETS
Sheet Index
Sheet
Number
Sheet Title
SEPTEMBER 2016
PROJECT CONTACTS
VICINITY MAP
SUMMARY OF WORK:
• 3,050 LF OF 12—INCH DIP GRAVITY SANITARY SEWER
• 15,560 LF OF 8—INCH DIP GRAVITY SANITARY SEWER
• 101 SANITARY SEWER SERVICES
• 1 INDIVIDUAL GRINDER PUMP
FINAL DRAWINGS
FOR REVIEW
PURPOSES ONLY
nq
OWNER/UTILITY:
JEREMY L. FIRELINE, PE
ORANGE WATER AND SEWER AUTHORITY
400 JONES FERRY ROAD
CARRBORO, NC 27510
[phone] (EXT.429)
jfireline®owaso.com
www.owaso.org
INDEX OF SHEETS
ENGINEER:
JOE L. LANGSTON JR. PE
URS CORPORATION — NORTH CAROLINA
1600 PERIMETER PARK DR., SUITE 400
MORRISVILLE, NC 27560
[phone]
joe.longstonOGaecom.com
www.cecom.com
CU -119
Sheet Index
Sheet
Number
Sheet Title
G-000
COVER SHEET
G-001
LEGEND
G-002
GENERAL NOTES
G-003
ABBREVIATIONS & NOTES
G-004
INDEX SHEET
CU -101
SEWER PLAN&PROFILE- OUTFALLA
CU -102
SEWER PLAN&PROFILE- OUTFALLA
CU -103
SEWER PLAN&PROFILE- OUTFALLA
CU -104
SEWER PLAN&PROFILE- OUTFALLA
CU -105
SEWER PLAN & PROFILE - OUTFALL A
CU -106
SEWER PLAN & PROFILE - OUTFALL A
CU -107
SEWER PLAN & PROFILE - OUTFALL B
CU -108
SEWER PLAN & PROFILE - OUTFALL B & C
CU -109
SEWER PLAN It PROFILE - OUTFALL C
CU -110
SEWER PLAN & PROFILE - OUTFALL D
CU -111
SEWER PLAN&PROFILE- OUTFALLD
CU -112
SEWER PLAN & PROFILE - OUTFALL E
CU -113
SEWER PLAN & PROFILE - OUTFALL E & F
CU -114
SEWER PLAN & PROFILE - OUTFALL O &H
CU -115
SEWER PLAN & PROFILE - OUTFALL 1 & J
CU -116
SEWER PLAN & PROFILE - OUTFALL K
CU -117
SEWER PLAN & PROFILE - OUTFALL L
CU - 118
SEWER PLAN & PROFILE - OUTFALL L
ENGINEER:
JOE L. LANGSTON JR. PE
URS CORPORATION — NORTH CAROLINA
1600 PERIMETER PARK DR., SUITE 400
MORRISVILLE, NC 27560
[phone]
joe.longstonOGaecom.com
www.cecom.com
CU -119
SEWER PLAN&PROFILE- OUTFALLL
CU -120
SEWER PLAN It PROFILE - OUTFALL M & N
CU -121
SEWER PLAN & PROFILE - OUTFALL 0&P
CU -122
SEWER PLAN & PROFILE - OUTFALL 0
CU -123
SEWER PLAN It PROFILE - OUTFALL R
CU -124
SEWER PLAN & PROFILE - OUTFALL S, T. & U
CU -501
E&SC NOTES
CU -502
E&SC DETAILS
CU -503
E&SC DETAILS
CU -504
OWASA DETAILS
CU -505
OWASA DETAILS
CU -506
OWASA DETAILS
CU -507
MISCELLANEOUS SEWER DETAILS
CU -508
OWASA WATER DETAILS
CU -509
OWASA WATER DETAILS
CU -510
MISCELLANEOUS DETAILS
CU -511
TRAFFIC CONTROL PLAN
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PERMITTING SET
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270-54 0-000
URS PROJ. NO.
3182Y 1 Of 40

DEMOLITION LEGEND
ASPHALT CUT/REPLACEMENT
CONCRETE CUT
GRAVEL CUT
X ITEM DEMOLITION
SECTION REFERENCES
SECTION LETTER
� A
SHEET WHERE SECTION APPEARS
SECTION LETTER
SECTION
A
SCALE: 1/4" = 1'-0" VQ4.1 SHEET WHERE
SECTION IS CUT
OPH USED TO INDICATE THAT SECTION
SHOWN IS OPPOSITE HAND.
SIM USED TO INDICATE THAT DETAIL
SHOWN IS SIMILAR.
EROSION CONTROL LEGEND
CONSTRUCTION ENTRANCE/EXIT
LEGEND
TEMPORARY SILT FENCE—�-
SILT FENCE OUTLET
i
HARDWARE CLOTH & GRAVEL
DETAIL REFERENCES
INLET PROTECTION
EXISTING
Na
CONTOURS (1' & 2')
'
— 802
DETAIL NUMBER
CONTOURS (5' & 10')
BOO
C/
SHEET WHERE DETAIL
EDGE OF PAVEMENT
----- -
APPEARS
CURB & GUTTER
CENTERLINE OF ROADWAY
-----
-
DETAIL DETAIL NUMBER
PROPERTY LINE
— R — —
SCALE: NONE G SHEET WHERE DETAIL
IS NOTED
RIGHT-OF-WAY
iipN�
TYP - USED TO INDICATE THAT DETAIL
EXISTING PROPERTY CORNER
IS TYPICAL AT MULTIPLE PLACES.
EXISTING BENCHMARK
BOREHOLE LOCATION/NUMBER
PERMANENT EASEMENT
- — — — — -
NOTE REFERENCES
PERMANENT WATER EASEMENT
- — — . — - -
PERMANENT SEWER EASEMENT
- - - - -
RIE
--�- NOTE NUMBER
TEMP CONSTRUCTION ESMT
TCE
C/
SHEET WHERE NOTE
LIMITS OF DISTURBANCE
—LW—LOD—
APPEARS
SILT FENCE
WETLANDS
FENCE LINE
__, _
_X—X—X—X—X-
STRUCTURE
GUARD RAIL
_a.. :.........
TREES (WITH SIZE)
REFERENCE PROFILE ALIGNMENT
TREE LINE
(WWWYI
TYPE NUMBER
STORM DRAINAGE
-
R18SD
CATCH BASIN
CB
SSMH - A 1
DROP INLET
...
DI
YARD INLET
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JUNCTION BOX
'''
JB
PIPING
SANITARY SEWER
—Sr-
NBB
SANITARY SEWER LATERAL
REFERENCE PROFILE ALIGNMENT NUMBER
SSL
SEWER FORCE MAIN
—FM—
NBFM
SEWER MANHOLE
SEWER VALVE
D4
N SV
AIR RELEASE MANHOLE
ONv
ARV
N (NEW)
SEWER CLEANOUT
®
O CO
N 18 S
E (EXISTING)
WATER LINE
- -
A (ABANDONED)
PIPE IDENTIFIER
FIRE HYDRANT
-
F (FUTURE) LINE SIZE
WATER METER
'':^
R (RELOCATED)
WATER VALVE
D9
WATER MANHOLE
WATER BLOW -OFF
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IDENTIFIER DESCRIPTION
WATER WELL
0
SD STORM DRAIN
GAS UNE
---- — G —
S SANITARY SEWER
GAS VALVE
D4
W WATER
UNDERGROUND ELECTRIC
-- - uE - --- -
FM FORCEMAIN
OVERHEAD ELECTRIC
--- ONE
DI DROP INLET
SIGN
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UTILITY POLE
GUY WIRE
ELECTRIC MANHOLE
O
ELECTRIC TRANSFORMER
[�
ELECTRIC BOX
EBOX
OVERHEAD TELEPHONE
--- CH7 ---
TELEPHONE PEDESTAL
93
UNDERGROUND CABLE TV
- --- - CN- --- -
TELEPHONE MANHOLE
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CABLE TV PEDESTAL
O
MAIL BOX
UNDERGROUND FIBER OPTIC LINE
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ZONE 1 BUFFER
Z-1 Z-1—
ZONE 2 BUFFER
—Z-2 Z-2—
DEMOLITION LEGEND
ASPHALT CUT/REPLACEMENT
CONCRETE CUT
GRAVEL CUT
X ITEM DEMOLITION
SECTION REFERENCES
SECTION LETTER
� A
SHEET WHERE SECTION APPEARS
SECTION LETTER
SECTION
A
SCALE: 1/4" = 1'-0" VQ4.1 SHEET WHERE
SECTION IS CUT
OPH USED TO INDICATE THAT SECTION
SHOWN IS OPPOSITE HAND.
SIM USED TO INDICATE THAT DETAIL
SHOWN IS SIMILAR.
EROSION CONTROL LEGEND
CONSTRUCTION ENTRANCE/EXIT
TEMPORARY SILT FENCE—�-
SILT FENCE OUTLET
i
HARDWARE CLOTH & GRAVEL
INLET PROTECTION
CULVERT INLET PROTECDON
CHECK DAM
'
SINGLE NET EXCELSIOR LINER
WATTLE
J
J '
PERMITTING SET
CLIENT PROJ. N0. SHEFT I.O.
276-54 G-001
URS PROJ. N0.
31829M 2 of 40

GENERAL CONSTRUCTION NOTES
1. ALL WORK SWILL COMPLY WITH APPLICABLE STANDARDS, ORDINMCES. REGULATIONS. AND
OTHER REQUIREMENTS OF ORANGE WATER AND SEWER AUTIMITY (OWASA), TOWN OF
CNRRBORO, TOWN OF 04APEL HILL. ORANGE COUNTY. AND THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL GUAM (NCDEO), THE U.S. ARMY CORPS OF ENGINEERS
(USAGE), THE U.S. ENVIRONMENTAL PROTECTION AGENCY (USEPA). THE NORTH CAROUNA
DEPARTMENT OF TRANSPORTATION (NCDOT). THE NORTH CAROLINA DEPARTMENT OF LABOR
AND THE U.S. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION, AND ALL OTHER LOCAL,
STATE AND FEDERAL AGENCIES. HAVING JURISDICTION OVER ANY OF THE PORTIONS OF WORK
ASSOCIATED WITH THIS PROJECT. AGENTS OF EACH OF THESE AGENCIES HAVE LEGAL RIGHT
TO ACCESS AND INSPECTION OF ANY AND ALL PORTIONS OF THE WORK AND SITE AT ANY
TIME, SCHEDULED OR UNSCHEDULED. ANY PENALTIES, FINES OR VIOLATIONS SHALL BE AT
THE EXPENSE OF THE CONTRACTOR. UNLESS THE RESULT OF THE ACTIONS OF OTHERS.
2. URS CORPORATION - NORTH CAROLINA (URS), A SUBSIDIARY OF AECOM. WANES ANY AND
ALL RESPONSIBILITY MND/OR LABILITY FOR PROBLEMS ARISING FROM DEVIATION FROM
THESE DOCUMENTS AND THEIR DESIGN INTENT. ARD/OR FROM PROBLEMS ARISING FROM THE
FAILURE OF OTHERS TO NOTIFY URS AND/OR FOLLOW URS GUIDANCE CONCERNING ANY
ERRORS, OMISSIONS, OR INCONSISTENCIES WHICH MAY HAVE BEEN FOUND HEREIN. ANY
PROPOSED ALTERATION OR DEVIATION ON NCDOT RIGHT-OF-WAY REQUIRES AN APPROVED
REVISION.
3. ALL DISTURBED AREAS, INCLUDING BUT NOT LIMITED T0, PAVEMENT, DITCHES, HEAD WALLS,
END WALLS, CULVERT PIPES, CURB -AND -GUTTER, SIDEWALKS, UTILITIES (PRIVATE MRO
PUBLIC), DRIVEWAYS. SIPS, MAILBOXES. FENCES, LANDSCAPING. ELECTRIC FENCING.
IRRIGATION SYSTEMS, ETC., SHALL BE REPAIRED TO A CONDITION EQUAL TO OR BETTER
THIN THOSE EXISTING PRIOR TO CONSTRUCTION. CONTRACTOR SHALL DOCUMENT ALL
QUESTIONABLE AREAS/PRE-EXISTING CONOIIIONS/DSTUREANCES PRIOR TO CONSTRUCTION.
IF R IS DETERMINED BY THE OWNER THAT A REPAIR WOULD BE INSUFFICIENT, THEN
REPLACEMENT OF THE DISTURBED FEATURE WILL BE REQUIRED. ANY SUCH REPLACEMENT
SHALL BE AT NO ADDITIONAL EXPENSE TO THE OWNER.
4. THE CONTRACTOR SHALL CONSTRUCT THE IMPROVEMENTS IN SUCH A MANNER AS TO
MINIMIZE DAMAGE TO EXISTING TREES, SHRUBS, AND LANDSCAPING LOCATED IN THE PUBLIC
RIGHTS-OF-WAY AND ROADWAY PAVEMENTS. THE CONTRACTOR SNAIL PROVIDE THE
HOMEOWNER WITH AT LEAST 14 CALENDAR DAYS PRIOR NOTICE OF REMOVAL OF THE
LANDSCAPING IN THE RIGHTS-OF-WAY SO THAT THEY MAY MOVE IT AT THEIR OWN EXPENSE.
LANDSCAPING PUNTS LOCATED IN THE RIGHT-OF-WAY WILL NOT BE REPLACED AND SHALL
BE DISPOSED OF PROPERLY BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE
OWNER.
5. CONTRACTOR TO NOTIFY ENGINEER OF ANY DISCREPANCIES IN EXISTING CONDITIONS OR
DESIGN PRIOR TO CONSTRUCTION.
6. DISTURBED AWL AND PAPER BOXES AND DRIVEWAYS SHALL BE REPAIRED AND/OR RESTORED
ON THE SAME DAY. ACCESS FOR SCHOOL BUSES AND ALL EMERGENCY VEHICLES, AWL,
TRASH AND RECYCLING COLLECTION, OTHER UTILITY OWNERS. PAPER DELIVERY VEHICLES,
ETC.. SHALL BE MNNINNED THROUGHOUT CONSTRUCTION.
7. INGRESS AND EGRESS SHALL BE MAINTAINED TO ALL BUSINESSES AND DWELLINGS AFFECTED
BY THE PROJECT. SPECIAL ATTENTION SHALL BE PND TO CHURCHES AND FIRE HYDRANTS.
8. PROPER TRAFFIC CONTROL DEVICES. SIGNS, ETC. SHALL BE INSTALLED TO ENSURE PUBLIC
SAFETY IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES AND ANY SUPPLEMENTS THERETO. TRAFFIC DETECTION AND SONALIZJITION
LOOPS SHALL BE PROTECTED DURING CNSTHUCION. ANY DISTURBANCE OF SUCH
CONTROLS SEAL BE REINSTATED BY THE CONTRACTOR TO THE SATISFACTION OF NCOOT,
TOWN OF CARRBORO, TOWN OF CHAPEL HILL, OR ORANGE COUNTY AT NO ADDITIONAL COST
TO THE OWNER. CONTRACTOR SHALL KEEP ONE LANE OF TRAFFIC OPEN ON ROGERS ROAD,
TALLYHO TRAIL, WR COURT, PRISCILLA LANE, SANDBERG LANE, PUREFOY ROAD AND RUSCH
ROAD. CONTRACTOR SHALL PROVIDE TEMPORARY ACCESS/TRAVEL LANE FOR RUCSH ROAD
AND WR COURT. CONTRACTOR SHALL NOTIFY ALL EMERGENCY AGENCIES (LE FIRE
DEPARTMENT. SHER9F. PARAMEDICS. POLICE, ETC.) OF CONSTRUCTION AND TEMPORARY
ACCESS LANES TWO WEEKS AND THEN 48 HOURS PRIOR TO CONSTRUCTION ACTIVITIES.
9. ALL WORK SHALL BE CONFINED TO WITHIN THE NCOOT RIGHT -OF -WAV, TOWN/CITY/COUNTY
RIGHT OF WAY, AND/OR ANY OWNER PERMANENT EASEMENTS, AND TEMPORARY EASEMENTS
UNLESS SHOWN OTHERWISE ON THE PLANS. CONTRACTOR SHALL PROVIDE OWASA, NCDOT,
TOWN OF CARRBORO. TOWN OF CHAPEL HILL, OR ORANGE COUNTY A MINIMUM OF 48
HOURS NOTICE PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITIES WITHIN THE
RESPECTIVE RIGHT -DF -WAY OR EASEMENTS.
10. THE CONTRACTOR SHALL KEEP ONE RECORD COPY OF THE DRAWINGS, SPECIFICATIONS,
ADDENDA MODIFICATIONS, AND SHOP DRAWINGS AT THE SITE IN GOOD ORDER AND
ANNOTATED AT LEAST DAILY TO SHOW ALL CHANGES MADE WRING THE CONSTRUCTION
PROCESS. AS -BUILT INFORMATION (INCLUDING DIMENSIONS. MATERWS, EXISTING UTILITIES)
SHALL ALSO BE INCLUDED ON THESE DRAWINGS.
11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING THE PROPERTY OWNER(S) AT
LEAST 48 HOURS PRIOR TO ANY CONSTRUCTION ACTIVITIES TAKING PLACE AT, ON, OR IN
THE IMMEDIATE VICINITY OF THEIR PROPERTY SUCH THAT ACCESS TO THEIR PROPERTY
WOULD BE IMPAIRED. IN NO DISE SHALL THE COMPLETION OF WORK PREVENT THE
OWNER(S) ACCESS TO THEIR PROPERTY.
12. TEMPORARY PAVEMENT CUTS SHALL BE MAINTAINED WITH 6' OF CRUSHER RUN STONE UNTIL
INSTALLATION OF PERMANENT PAVEMENT RESTORATION, BUT NO LONGER THAN 45 DAYS
FROM TIME OF ORIGINAL CUT. THE CONTRACTOR SHALL USE THE APPROPRIATE TYPE OF
PAVEMENT PATCH CONSISTENT WITH THE EXISTING PAVEMENT SECTION OR IN ACCORDANCE
WITH TEMPORARY PAVEMENT OEWL, WHICH EVER IS GREATER.
13. WHERE NEW CONCRETE OR PAVEMENT IS REWIRED, EXISTING PAVEMENT SHALL BE
SAW -CUT ONLY BY MECHANICAL MEANS. ALL SAW -CUTTING SHALL BE DONE IN STRAIGHT
LINES, PERPENDICULAR AND/OR PARALLEL TO EXISTING PAVEMENT. SAW -CUT EXISTING
CONCRETE OR PAVEMENT TO 1 FT. MINIMUM BEYOND LIMITS OF EXCAVATION AND REMOVE
EXISTING MATERIAL AS REWIRED. CURB AND GUTTER AND SIDEWALKS SHALL BE REMOVED
AT JOINTS UNLESS OTHERWISE APPROVED BY OWNER AND ENGINEER.
14. IN THE EVENT OF AN UNSCHEDULED WATER OR SEWER SERVICE INTERRUPTION, NOTIFY
IMMEDIATELY THE ON-CALL EMERGENCY HOTLINE, 919-968-4421. ADDITIONALLY. NOTIFY
THE PROJECT REPRESENTATIVE AND THE OWASA PROJECT CONTACT OF THE INTERRUPTION.
15. ALL SCHEDULED INTERRUPTIONS OF WATER AND SEWER SERVICE TO OWNER'S CUSTOMERS
SHALL BE COORDINATED WITH THE ENGINEER AND OWNER. NOTICES OF ALL SCHEDULED
INTERRUPTIONS SHALL BE PROVIDED IN WRITING TO PROJECT REPRESENTATIVE. THE
CONTRACTOR WILL BE REWIRED TO HAVE ALL MATERIALS AND EQUIPMENT ON THE JOB SITE
72 HOURS PRIOR TO ANY PUNNED SERVICE INTERRUPTION.
16. NO SANITARY SEWER FLOW DISRUPTIONS WILL BE ALLOWED. THIS APPLIES TO INDIVIDUALSERVICE LATERALS AS WELL AS AWNS. IN CASES WHERE CONSTRUCTION WILL DISRUPT THE
EXISTING SEWER FLOW. PRIOR TO BEGINNING ANY WORK. THE CONTRACTOR SHALL PREPARE
AND SUBMIT A PLAN AND SCHEDULE TO THE ENGINEER FOR APPROVAL, INDICATING HOW
THE EXISTING FLOW WILL BE HANDLED AND THE TIME FRAME IN WHICH THE CONTRACTOR
INTENDS TO WORK. FLOW DISRUPTION SHALL NOT COMMENCE WITHOUT REVIEW AND
ACCEPTANCE OF THE PLAN BY THE ENGINEER. THE OWNER SHALL PROVIDE WRITTEN
NOTIFICATIONS TO ALL CUSTOMERS AFFECTED BY AN INTERRUPTION, AND NO SCHEDULED
WERRUPIIXIS SHALL OCCUR WITHOUT THAT WRITTEN NOTIFICATION. INTERRUPTIONS SHALL
BE SCHEDULED BY THE OWNER AT A TIME MOST CONVENIENT TO THE PUBLIC. WORK MAY
BE REQUIRED AT NIGHT, WEEKENDS AND/OR HOLIDAYS. AS DETERMINED BY THE OWNER.
CUSTOMERS SWILL BE NOTIFIED AT LEAST 72 HOURS (NOT NCLUDING WEEKENDS/HOLIDAYS)
PRIOR TO MY WERRUPIIONS OF SOMA ALL COSTS. INCLUDING MAINTENANCE OF
SEWER FLOW, SHALL BE INCLUDED 8N THE VARIOUS PAY ITEMS OF THE PROPOSAL.
WHERE BYPASS PUMPING IS REQUIRED, AN IDENTICAL STANDBY PUMP SHALL BE ON SITE IN
THE EVENT OF FAILURE OF THE PRIMARY PUMP. IF, AT ANY TIME WRING CONSTRUCTION,
EFFLUENT FROM THE EXISTING SEWER IS NOT FULLY CONTAINED BY THE BYPASS SYSTEM,
GRAVITY SERVICE WILL BE RESTORED BY A TEMPORARY TIE TO THE NEW CONSTRUCTION AND
WORK SHALL BE SUSPENDED UNTIL THE PROBLEM IS RESOLVED TO THE SATISFACTION OF
THE ENGINEER. THE CONTRACTOR SNARL BE RESPONSIBLE FOR ANY FINES LEVIED AS A
RESULT OF EFFLUENT REACHING A SURFACE WATER BODY. THE CONTRACTOR WILL BE
REWIRED TO VERIFY THE METHOD OF HANDLING SEWER FLOWS DURING CONSTRUCTION BY
PUMPING AT PEAK FLOWS FOR 1 HOUR AS APPROVED BY THE ENGINEER. MAINTENANCE OF
THE OUSTING FLOW IS CONSIDERED INCIDENTAL TO THE INSTALLATION OF THE SEWER MANS
AND APPURTENANCES. AND SHALL NOT BE MEASURED OR PAID SEPARATELY.
17. ALL NEW SANITARY SEWER MANHOLES WITH ASSOCIATED PIPE DIAMETERS 16 -INCHES OR
LARGER SHALL BE A MINIMUM 5 -FOOT INNER DIAMETER. SEWER MANHOLES WITH
ASSOCIATED PIPE DIAMETERS 12 -INCH OR SMALLER SHALL BE A MINIMUM 4 -FOOT INNER
DIAMETER. ALL MANHOLES WITH A DEPTH OF 10 FEET OR LESS SHILL BE A MINIMUM
4 -FOOT INNER DIAMETER. ALL MANHOLES WITH A DEPTH GREATER THAN 10 FEET SHILL BE
A MINIMUM OF 5 -FOOT INNER DIAMETER.
18. TREES MARKED WITH AN 'X' ON THE CONSTRUCTION PLANS ARE THOSE LARGE DAMEIER
TREES THAT WERE SURVEYED AND ARE MEANT TO BE DEMOLISHED. THE CONTRACTOR SHALL
BE RESPONSIBLE FOR REMOVING ALL SMALL TREES AND BRUSH LOCATED WITHIN THE
PROPOSED PERMANENT SEWER OR TEMPORARY CONSTRUCTION EASEMENT WHETHER MARKED
BY AN 'X' OR NOT.
19. CONTRACTOR SHALL GRADE AND COMPACT AREAS WITHIN PERMANENT EASEMENTS TO A
SLOPE NOT GREATER THAN 4:1. MAINTENANCE VEHICLES SHALL BE ABLE TO ACCESS ALL
MANHOLES WITHIN PROJECT AREA
20. THE RECEIVING WATER BODY FOR STORIAWATER DISCHARGES IS BOLIN CREEK
(CLASSIFICATION WS -V; NSW), WHICH IS PART OF THE CME FEAR RIVER BASIN.
21. THE TOTAL AREA OF DISTURBANCE IS 17.1 ACRES (DETERMINED BY SITE MAP).
UTILITIES
1. THISCONSTRUCTION IS TO BE IN STRICT COMPLIANCE WITH THE 'NORTH CAROLINA POUCIES
AND PROCEDURES FOR ACCOMMODATING UTKJTIES ON HIGHWAY RIGHTS OF WAY MANUAL.
LATEST EDITION.
2. THE CONTRACTOR SHALL CALL 'NORTH CAROLINA ONE CALL' AT 1-800-632-4949 AT
LEAST 48 HOURS PRIOR TO BEGINNING ANY EXCAVATION.
3. THE CONTRACTOR SHALL COMPLY WITH THE PROVISIONS AND REQUIREMENTS OF THE NORTH
CAROLINA OVERHEAD HIGH VOLTAGE LINES SAFETY ACT. AS A MINIMUM, THE CONTRACTOR
SHALL
A CONTACT THE ELECTRIC UTILITY 48 HOURS PRIOR TO COMMENCING WORK IF THE
CONTRACTOR'S TOOLS OR MATERIALS WILL INTRUDE TO WITHIN SIX (6) FEET OF AN
OVERHEAD POWER UNE
B. CONTACT THE ELECTRIC UTILITY 48 HOURS PRIOR TO COMMENCING WORK IF COVERED
EQUIPMENT SUCH AS CRANES OR DERRICKS WILL BE OPERATED WITHIN TEN (10) FEET
OF AN OVERHEAD POWER LINE
C. POST AND MAINTAIN WARNING SONS WITHIN AND ON THE OUTSIDE OF EQUIPMENT
OPERATING NEAR AN OVERHEAD HIGH VOLTAGE UNE
4. THE DEPTH OF THE UNDERGROUND UTIUTIE.S IS UNKNOWN. THE CONTRACTOR SHALL
PERFORM SUFFICIENT NUMBER OF POTHOLES TO VERIFY LOCATION AND DEPTH OF ALL
UTILITIES. THE ENGINEER OR OWNER MAY REOIST ADDITIONAL POTHOLES AT THEIR
DISCRETION. UP TO 20 POTHOLES, WHERE THE COST OF POTHOLING IS CONSIDERED TO BE
INCIDENTAL ANY ADDITIONAL POTHOLING AT THE DIRECTION OF THE OWNER SHALL BE
CONSIDERED AS ADDITIONAL COMPENSATION. POTHOLING IS NOT ALLOWED N THE PAVEMENT
SECTION FOR NCDOT RIGHT-OF-WAYS, EXCEPT WHEN EXPLICITLY APPROVED BY NCDOT.
5. HORIZONTAL AND VERTICIL LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE
APPROXIMATE ONLY AND SEAL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION. THE CONTRACTOR SHALL SCHEDULE THIS EFFORT TO ALLOW SUFFICIENT
TIME TO COORDINATE WITH THE UTILITY COMPANIES. ANY ERRORS OR DISCREPANCIES FOUND
SHALL BE REPORTED TO THE OWNER BEFORE PROCEEDING WITH THE WORK.
6. THE CONTRACTOR SHALL DETERMINE THE UTILITY COMPANIES AFFECTED BY THIS PROJECT
AND RENEW THE PLANS WITH THEM TO CONFIRM THE PRESENCE OF UTILITIES OR LACK
THEREOF ON ANY PORTION OF THE SITE(S). THE CONTRACTOR SHALL MAKE SATISFACTORY
ARRANGEMENTS WITH THE UTUTY OWNERS TO ADJUST THE UTILITIES, TEMPORARILY BRACE
POLES, RELOCATE GUY WIRES. PROVIDE TEMPORARY SERVICES OR OTHER ITEMS OF WORK
REQUIRED. THESE REQUIREMENTS SHALL BE COMPLETED PRIOR TO THE CONTRACTOR
PERFORMING WORK IN THOSE AREAS. WORK ASSOCIATED WITH THIS REAM IS CONSIDERED
TO BE INCIDENTAL, AND SUCH COSTS SHALL BE INCLUDED IN OTHER ITEMS OF WORK.
7. WHERE EXISTING UTILITIES AND STRUCTURES ARE INDICATED AS BONG IN THE UNE OF THE
PROPOSED IMPROVEMENT, THE CONTRACTOR SHALL EXPOSE THEM, AS SHOWN ON THE
PUNS OR AS DIRECTED BY THE ENGINEER. THIS WORK IS TO BE DONE SUFFICIENTLY IN
ADVANCE OF THE CONSTRUCTION OPERATIONS TO PERMIT ADJUSTMENTS IN UNE OF GRADE.
IF REQUIRED, TO ELIMINATE INTERFERENCES. EXISTING PIPES OR CONDUITS CROSSING THE
TRENCH, OR OTHERWISE EXPOSED SHILL BE ADEQUATELY BRACED AND SUPPORTED TO
PREVENT DAMAGE. UTILITY SERVICES BROKEN OR DAMAGED SHALL BE REPAIRED AT ONCE
TO AVOID INCONVENIENCE TO CUSTOMERS. STORM SEWERS SHALL NOT BE INTERRUPTED
OVERNIGHT.
8. IN AREAS WHERE THE CONTRACTOR'S OPERATIONS ARE ADJACENT TO OR NEAR A UTILITY,
BUT NOT IN DIRECT CONFLICT, AND SUCH OPERATIONS MAY CAUSE DAMAGE WHICH MIGHT
RESULT IN CONSIDERABLE EXPENSE, LOSS AND INCONVENIENCE, THE CONTRACTOR'S
OPERATION SHALL BE SUSPENDED UNTIL ALL ARRANGEMENTS NECESSARY FOR THE
PROTECTION THEREOF HAVE BEEN MADE BY THE CONTRACTOR.
9. NOT ALL HOUSE UTILITY SERVICE LINES ARE SHOWN ON THESE PIANS. THE CONTRACTOR
SHALL LIKEWISE HAKE ARRANGEMENTS TO HAVE EACH UTILITY LINE LOCATED PRIOR TO
EXCAVATING IN FRONT OF A RESIDENCE. ANY HOUSE SERVICE UTTITY DAMAGED OR
BROKEN SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE UNLESS THE UTILITY WAS
NOT ACCURATELY LOCATED BY THE UTILITY COMPANY.
10. WHEN EXCAVATING THE JACKING AND RECEIVING PITS, THE CONTRACTOR SITYL TAKE CARE
AS TO NOT DISRUPT EXISTING UTIUTIES. CONTRACTOR SHALL BE RESPONSIBLE FOR
DAMAGES TO EXISTING UTILITIES AND SHALL RESTORE ANY DAMAGED UTILITIES TO ORIGINAL
CONDITION AT NO ADDITIONAL COST TO THE OWNER.
11. CONTRACTOR'S COST FOR UTILITY COORDINATION, INCLUDING BUT NOT UMMM T0, THE
FOLLOWING SHALL BE CONSIDERED INCIDENTAL AND SUCH COSTS SHALL BE INCLUDED IN
OTHER ITEMS OF WORK.
A COST OF UTILITIES REPLACEMENT, RELOCATION AND/OR MAINTENANCE.
B. COMPACTION OF ALL UTILITY TRENCHES.
C. COSTS TO REPAIR ALL UIILRES DAMAGED BY CONSTRUCTION.
D. COSTS ASSOCIATED WITH COORDINATION WITH UTILITY COMPANIES.
E. MEASURES REWIRED BY THE UTILITY COMPANY, AND COSTS INVOICED BY THE UTILITY
COMPANY FOR WORK PERFORMED BY THEM.
12. THE CONTRACTOR SHALL PROVIDE NEW SANITARY SEWER SERVICES TO ALL PROPERTIES
ADJACENT TO THE NEW SEWER LINES, PER THE STANDARD DETAILS. FOR NEW SEWER
CUSTOMERS, PROVIDE SERVICE LATERALS TO THE AGREED UPON LOCATION AT THE
PROPERTY LINE CONTRACTOR SWILL COORDINATE THE FINAL LOCATION OF THE SERVICES
WITH ALL NEW CUSTOMERS, AND VERIFY WITH ENGINEER PRIOR TO ANY CHANCES.
13. GRAVITY SEWER SERVICE LATERALS TO NEW OWASA CUSTOMERS SEAL BE 4Y, PER DEAJLS
(TAP.), UNLESS OTHERWISE STATED ON THE DRAWINGS.
SURVEY DATUM INFORMATION
1. UTILITY ROUTE SURVEY AND TOPOGRAPHIC SURVEY PERFORMED BY 01 ENGINEERING. PLLC (NC
PROFESSIONAL LICENSE P-0189). DATED SEPTEMBER & OCTOBER 2015.
2, THE HORIZONTAL AND VERIMAL DATLO WAS ESTABUSNED. USING THE NC RIK NETWORK. IME
HORIZONTAL DATUM 6 MAD 83'/NSRS 2007. THE VERWI & DATUM IS NNVD 88,
3. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES UNLESS OTHERWISE NOTED.
4. LIMITS ARE U.S. SURVEY FEET UNLESS OTHERVASE NOTED.
5. TIE TO NC GRD MONUMENTS AS SHOWN HEREON.
G. EASEMENTS SHOWN PER RECORDS FOUND. THIS SURVEY SU&ECT TO ANY FACTS AND
EASEMENTS VAICH MAY BE DISCLOSED BY A FULL AND ACCURATE TITLE SEARCH.
7. THE PARCEL INFORMATION SHOWN HEREON ARE SUBJECT TO ANY AND ALL FASEIEIR, RIGHTS OF WAY
AND RESTRICTIONS OF RECORD. THE PARCELS AS SHOWN WERE DRAWN FROM FIELD TES MADE TO
PROPERTY CODgS ALONG THE RIGHT OF WAY AND USING RECORDED OED AND PUT INFORMATION
TO PLO THE ENTIRE PARCO_ THESE PARCELS AS DRAWN ARE NOT CONSIDERED TO BE BOUNDARY
SURVEYS AND SHOULD NOT BE USED AS SUCH.
& WXKLNQIL AS DETERMINED BY GRAPHIC PLOTTING, THIS PROPERTY IS NOT LOCATED N A
SPECIAL FLOOD HAZARD ZONE PER FEMA FLOOD INSURANCE RATE MAPS 37109870061,
EFFECTIVE 02/02/2007 AS NOTED HEREON.
9. UTILITY STATEMENT: THE UNDERGROUND UTILITIES SHOWN (F ANY) HAVE BEEN LOCATED FROM
COUNTY GIS INFORMATION, EXISTING DRAWINGS, AND FIELD SURVEY INFORMATION. THE SURVEYOR
MAKES NO GUARANTEE THAT THE UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE ARRA
EITHER IN SERVICE OR ABANDONED, OR THAT THE UNDERGROUND UTILITIES SHOVN ARE N THE
EXACT LOCATION INDICATED. HE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS
POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE
UNDERGROUND UTILITIES.
10. CONTRACTOR TO VERIFY UTILITY LOCATIONS AND ELEVATIONS BEFORE CONSTRUCTION. IF
CONDITIONS DIFFER SIGNIFICANTLY FROM THOSE SHOWN ON THE PLANS, NOTIFY THE ENGINEER
IMMEDIATELY.
11. ALL WORK FOR THE PROJECT SHALL CONFORM TO THE PROJECT SPECIFICATIONS FOUND IN THE
PROJECT MANUAL AS WELL AS THE NCDOT STANDARD SPECIFICATIONS FOR HIGHWAY
CONSTRUCTION, LATEST EDITION. IN THE EVENT CONFLICT IN SPECIFICATIONS EXIST, THE NCDOT
STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION SHALL GOVERN.
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276-54 X002
URS PROJ. N0.
31629996 3 OF 40

ABBREVIATION
A
ABND
ESTIMATE
AGGR
EXISTING
EXP
EXPANSION
APPD
EXPANSION JOINT
APPROX
EXTERIOR
A
GROUND
ASPH
FLARED END SECTION
F to F
FACE TO FACE
AUTH
FEET
AVE
FEET PER MINUTE
AVG
FEET PER SECOND
AZ
FIBERGLASS REINFORCED PLASTIC
_B
FIELD
BL
FIGURE
BRG
FILLET
BM
FILTER
BES
BEVEL
BET.
FINISH FLOOR
BS
FIRE HYDRANT
BOT
FLANGE
B/
FLUID
BC
FORWARD
BDY
FOUNDATION
BRK
FREQUENCY
BRDG
FRONT
BLDG
NOT AVAILABLE
BV
NOT IN CONTRACT
BFV
NEUTRAL
C
NORMAL
CALC
NORTH
CB
NOT TO SCALE
CIP
NUMBER
CI
RIGHT
CAT.
ON CENTER
CEM
OFFSET
CTR
OPENING
CL
OPPOSITE
C to
CE
CHAM
OD
CO
OF
CHAN
OA
CHK
OHP
CV
OVF
CHO
SOUTH
CIR
SQUARE
CIR
STANDARD
CIRC
STATION
CO
SURFACE
CW
SQUARE YARD
CTD
SYMBOL
COL
SIDEWALK
COMB.
CO
TANGENT
CONC
TAPER
CMP
CORRU
CMU
CONCRET
COND
TOP OF
CONN
TOTAL
CONT
TYPICAL
CD
CORP
UNIT
XSECT
UNLESS NOTED OTHERWISE
CU
CFM
CUBIC F
CFS
CUBIC F
CU FT
CU IN.
CU YD
CUR
D
DEC
DEG (OR ')
DEPT
DSGN
DET
DEV
DI
DIAG
DIA (OR 0)
DIM.
DISCH
DIST
DN
DFFG
DWG
OR
DI
DIP
E
EA
EF
ES
EW
E
EFF
ELL
ELEC
ELEV
ENGR
EQ
EQUIP. (OR EQ)
EQUN
WORD
ABANDONED
AGGREGATE
AND
APPROVED
APPROXIMATE
AREA
ASPHALT
AT
AUTHORIZED
AVENUE
AVERAGE
AZIMUTH
BASE LINE
BEARING
BENCH MARK
ED END SECTION
BETWEEN
BOTH SIDES
BOTTOM
BOTTOM OF
BOTTOM CHORD
BOUNDARY
BREAK
BRIDGE
BUILDING
BALL VALVE
BUTTERFLY VALVE
CALCULATE
CATCH BASIN
CAST -IN-PLACE
CAST IRON
CATALOG
CEMENT
CENTER
CENTERLINE
NTER TO CENTER
CHAMFER
CHANGE ORDER
CHANNEL
CHECK
CHECK VALVE
CHORD
CIRCLE
CIRCULAR
CIRCUMFERENCE
CLEANOUT
CLOCKWISE
COATED
COLUMN
COMBINATION
COMPANY
CONCRETE
GATED METAL PIPE
E MASONRY UNIT
CONDITION
CONNECT
CONTINUOUS
CORD
CORPORATION
CROSS SECTION
CUBIC
EET PER MINUTE
FE PER SECOND
CUBIC FOOT
CUBIC INCH
CUBIC YARD
CURRENT
DECIMAL
DEGREE
DEPARTMENT
DESIGN
DETAIL
DEVELOP
DROP INLET
DIAGONAL
DIAMETER
DIMENSION
DISCHARGE
DISTANCE
DOWN
DRAFTING
DRAWING
DRIVE
DUCTILE IRON
DUCTILE IRON PIPE
EACH
EACH FACE
EACH SIDE
EACH WAY
EAST
EFFECTIVE
ELBOW
ELECTRIC
ELEVATION
ENGINEER
EQUAL
EQUIPMENT
EQUIVALENT
E CONTINUED
EST
ESTIMATE
EX
EXISTING
EXP
EXPANSION
EJ
EXPANSION JOINT
EXT
EXTERIOR
_F
GROUND
FES
FLARED END SECTION
F to F
FACE TO FACE
FT (OR ')
FEET
FPM
FEET PER MINUTE
FPS
FEET PER SECOND
FRP
FIBERGLASS REINFORCED PLASTIC
FLD
FIELD
FIG.
FIGURE
FIL
FILLET
FLT
FILTER
FIN.
FINISH
FF
FINISH FLOOR
FH
FIRE HYDRANT
FE
FLANGE
FL
FLUID
FWD
FORWARD
FEIN
FOUNDATION
FREQ
FREQUENCY
FR
FRONT
G
NOT AVAILABLE
GAL
GALLON
GALV
GALVANIZE
GEN
GENERAL
GR
GRADE
GL
GRADE LINE
GRD
GROUND
H
INSIDE FACE
HDPE
HIGH DENSITY POLYETHYLENE
H.P.
HIGH POINT
HORIZ
HORIZONTAL
HR
HOUR
HW
HANDWHEEL OR HEADWALL
HYD
HYDRAULIC
IN
INCH
IPS
INCHES PER SECOND
INCL
INCLUDE
IND
INDUSTRIAL
INFO
INFORMATION
ID
INSIDE DIAMETER
IF
INSIDE FACE
IINT
INTERSECT
INV
INVERT
I
IRON
J
MANUFACTURE
JCT
JUNCTION
JB
JUNCTION BOX
L
PERPENDICULAR
LAT
LATITUDE
LT
LEFT
LF
LINEAR FEET OR FOOR
L.P.
LOW POINT
M
PREFERRED
MH
MANHOLE
MAN.
MANUAL
MFR
MANUFACTURE
MATL
MATERIAL
MAX
MAXIMUM
MECH
MECHANICAL
MED
MEDIAN
MET.
METAL
MI
MILES
MPH
MILE PER HOUR
MIN
MINIMUM
MIN (OR ')
MINUTE
MISC
MISCELLANEOUS
MOD
MODEL
MULT
MULTIPLE
N
REINFORCED CONCRETE PIPE
NEG
NEGATIVE
NA
NOT AVAILABLE
NIC
NOT IN CONTRACT
NOM
NEUTRAL
NOR
NORMAL
N
NORTH
NTS
NOT TO SCALE
NO. (OR )
NUMBER
RT
RIGHT
O.C.
ON CENTER
0/S
OFFSET
OP'NG
OPENING
OPP
OPPOSITE
OWASA ORANGE WATER SEWER AUTHORITY
ORIG
ORIGINAL
OD
OUTSIDE DIAMETER
OF
OUTSIDE FACE
OA
OVERALL
OHP
OVERHEAD POWER
OVF
OVERFLOW
P
VALVE
PERM
PERMANENT
PERP
PERPENDICULAR
PL
PROPERTY LINE
LB (OR {f)
POUND
PSI
POUNDS PER SQUARE INCH
PWR
POWER
PFD
PREFERRED
PREP
PREPARE
PRESS.
PRESSURE
PCO
PRESSURE CLEANOUT
PT
PRESSURE TREATED
PROC
PROCESS
PROD
PRODUCTION
PF
PROFILE
PROJ
PROJECT
_R
R
RADIUS
RR
RAILROAD
RECD
RECEIVED
REC
RECORD
REF
REFERENCE
REF L
REFERENCE LINE
RCP
REINFORCED CONCRETE PIPE
REINF
REINFORCING
REM
REMOVE
REQ
REQUIRE
REQD
REQUIRED
RES
RESIDENTIAL
REV
REVISION(REVISED)
RJ
RESTRAINED JOINT
RRMP
RAILROAD MILE POST
RT
RIGHT
RH
RIGHT HAND
R/W
RIGHT OF WAY
_$
SCH
SCHEDULE
SL
SEA LEVEL
SEC (OR ')
SECOND
SECT
SECTION
SD
STORM DRAIN
SHW
STRAIGHT HEADWALL
SIM
SIMILAR
S
SOUTH
SQ
SQUARE
STD
STANDARD
STA
STATION
SUR
SURFACE
SY
SQUARE YARD
SYM
SYMBOL
SW
SIDEWALK
TAN.
TANGENT
TPR
TAPER
THK
THICK
KIP
THOUSAND POUND
T/
TOP OF
TOT
TOTAL
TYP
TYPICAL
U
U
UNIT
LINO
UNLESS NOTED OTHERWISE
V
V
VALVE
VAR
VARIABLE
VERT
VERTICAL
VOL
VOLUME
_W
WF
WEIGHT
W
WEST
W
WIDTH
W/
WITH
W/0
WITHOUT
_Y
YD
YARD
YH
YARD HYDRANT
Yl
YARD INLET
YR
YEAR
NCDOT GENERAL NOTES
1. ALL DRY EXCAVATIONS INSIDE THE THEORETICAL 1:1 SLOPE FROM THE EXISTING EDGE OF
PAVEMENT TO THE BOTTOM OF THE NEAREST EXCAVATION WALL SHOULD BE MADE IN
ACCORDANCE WITH THE FOLLOWING CONDITIONS:
A MOVE TRAFFIC TO A TRAVEL LANE OUTSIDE THE LIMITS OF A THEORETICAL 1:1 SLOPE FROM
THE BOTTOM OF THE NEAREST TRENCH WALL TO THE PAVEMENT SURFACE.
S. USE ACTIVE EXCAVATION SUPPORT SYSTEMS SUCH AS SHEETING, SHORING OR BRACING FOR
INSTALLATION OF PIPE AND APPURTENANCES, OR AS NOTED ON THE DRAWINGS. DESIGN OF
SHEETING, SHORING AND BRACING SHALL INCLUDE THE EFFECTS OF TRAFFIC LOADS. AN
ENGINEER UCENSED IN NORTH CAROLINA SHALL SEAL THE DESIGN AS APPLICABLE TO THE
SPECIFIC SITE. SHEETING, SHORING OR BRACING PLANS AND DESIGN CALCULATION SHALL BE
SUBMITTED TO THE NCDOT DIVISION ENGINEER AND THE OWNER'S ENGINEER FOR REVIEW AND
COMMENT PRIOR TO CONSTRUCTION. CONTRACTOR SHALL ALLOW A MINIMUM OF 60 CALENDAR
DAYS IN THE SCHEDULE FOR REVIEW AND CDMME14T OF SHEETING, SHORING AND BRACING.
ALL SHEETING, SHORING OR BRACING SHALL COMPLY WITH NCDOT STANDARD SPECIFICATIONS,
SPECIAL PROVISIONS, AND REOUIREMENTS. SHEETING, SHORING OR BRACING SHALL COMPLY
WITH SPECIFICATION SECTIONS 31 23 16.13. TRENCH BOXES ARE NOT ACCEPTABLE AS
ACTIVE EXCAVATION SUPPORT SYSTEMS.
C. THE TRENCH BACKFILL MATERIAL SHALL MEET THE STATEWIDE BORROW CRITERIA. BACKFILL
THE TRENCH IN ACCORDANCE WITH SECTION 300-6 OF THE LATEST EDITION OF THE NCDOT
STANDARD SPECIFICATIONS EQELROADS_ANLSTIMCT IRES THIS REQUIRES THE BACKFILL
MATERIAL TO BE PLACED IN LAYERS NOT TO EXCEED 6 INCHES LOOSE AND COMPACTED TO
AT LEAST 100% OF THE DENSITY OBTAINED BY COMPACTING A SAMPLE IN ACCORDANCE WITH
AASWO T99 AS MODIFIED BY NCDOT.
D. AT THE FIRST SIGN OF A TRENCH FAILURE, IMMEDIATELY BACKFILL THE TRENCH WITH
MATERIALS CONSISTING OF A-1, A-3, A-2-4 SOILS, OR A-4 SOILS HAVING A MAXIMUM OF
45% PASSING A NO.200 SIEVE AND A MAXIMUM P.I. OF 6. CEASE ALL WORK AND CONTACT
THE DIVISION ENGINEER. THE CONTRACTOR IS REQUIRED TO REPAIR ANY DAMAGE TO THE
PAVEMENT CAUSED BY THE EXCAVATION OF A NCDOT APPROVED DESIGN FOR HS -20
LOADING, AT NO ADDITIONAL COST TO THE OWNER.
E. ALL TRENCH EXCAVATION INSIDE THE LIMITS OF THE THEORETICAL 1:1 SLOPE, AS DEFINED BY
THE POLICY, SHOULD BE COMPLETELY BACKFILLED AND COMPACTED AT THE END OF EACH
CONSTRUCTION DAY. NO PORTION OF THE TRENCH SHOULD BE LEFT OPEN OVERNIGHT.
F. THE LENGTH OF PARALLEL EXCAVATION SHOULD BE LIMITED TO THE LENGTH NECESSARY TO
INSTALL AND BACKFILL ONE JOINT OF PIPE AT A TIME, NOT TO EXCEED TWENTY FIVE (25)
FEET.
G. AN APPROPRIATE PERFORMANCE BOND SHOULD BE POSTED FOR A PERIOD OF TWO (2) TO
FIVE (5) YEARS TO COVER ANY LONG TERM PAVEMENT REPAIRS WHICH MAY BE REQUIRED AS
A RESULT OF THE INSTALLATION.
H. GROUNDWATER SHALL BE REMOVED SUFFICIENTLY TO BE A DRY EXCAVATION PRIOR TO
EXCAVATING.
2. AN EXECUTED COPY OF A NCDOT ENCROACHMENT AGREEMENT WILL BE PRESENT AT THE
CONSTRUCTION SITE AT ALL TIMES DURING CONSTRUCTION. IF SAFETY OR TRAFFIC CONDITIONS
WARRANT SUCH AN ACTION, NCDOT RESERVES THE RIGHT TO FURTHER LIMIT, RESTRICT, OR
SUSPEND OPERATIONS WITHIN THE RIGHT OF WAY.
3. NCDOT DOES NOT GUARANTEE THE RIGHT OF WAY ON THIS ROAD, NOR WILL IT BE RESPONSIBLE
FOR ANY CLAIM FOR DAMAGES BROUGHT ABOUT BY ANY PROPERTY OWNER BY REASON OF THIS
INSTALLATION.
4. THE CONTRACTOR IS REQUIRED TO CONTACT THE APPROPRIATE UTILITY COMPANIES INVOLVED AND
MAKE SATISFACTORY ARRANGEMENTS TO ADJUST THE UTILITIES IN CONFUCT WITH THE PROPOSED
WORK PRIOR TO BEGINNING CONSTRUCTION.
5. THE CONTRACTOR SHALL NOT BEGIN THE CONSTRUCTION UNTIL AFTER THE TRAFFIC CONTROL AND
EROSION CONTROL DEVICES HAVE BEEN INSTALLED TO THE SATISFACTION OF THE DISTRICT
ENGINEER.
6. TRENCHING, BORE PITS, AND/OR OTHER EXCAVATIONS SEWl NOT BE LEFT OPEN OR UNSAFE
OVERNIGHT. THE CONTRACTOR SHALL COMPLY WITH ALL OSHA REQUIREMENTS A40 PROVIDE A
COMPETENT PERSON, KNOWLEDGEABLE OF ALL APPUCABLE OSHA RULES AND REGULATIONS ON
SITE TO SUPERVISE EXCAVATION AT ALL TIMES.
7. ALL FILL AREAS/BACKFILL SWILL BE COMPACTED IN ACCORDANCE WITH THE CONTRACT
SPECIFICATIONS AND LATEST NCDOT STANDARDS.
B. VEGETATIVE COVER SHALL BE ESTABLISHED ON ALL DISTURBED AREAS IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE OMSION ROADSIDE ENVIRONMENTAL ENGINEER.
9. PROPER TEMPORARY AND PERMANENT MEASURES SIWl BE USED TO CONTROL EROSION AND
SEDIMENTATION IN ACCORDANCE WITH ALL LOCAL, STATE, AND FEDERAL REGULATIONS.
10. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION'S STANDARDS AND SPECIFICATIONS MANUALS (LATEST EDITION).
1.1. STRICT COMPLIANCE WITH THE POUCIFS AND -PROCEDURES EQfLACCOMMODATING UTILITIES Qy
HIGHWAY RIGHTS OF WAY MANUAL (LATEST EDITION) SHALL BE REQUIRED.
12. ANY DRAINAGE STRUCTURE DISTURBED OR DAMAGED SHALL BE RESTORED TO ITS ORIGINAL
CONDITION AS DIRECTED BY THE DISTRICT ENGINEER.
13. ALL DRIVEWAYS ALTERED DURING CONSTRUCTION SHALL BE RETURNED TO A STATE EQUAL TO OR
BETTER THAN THE CONDITION OF THE DRIVEWAYS PRIOR TO CONSTRUCTION.
14. RIGHT OF WAY MONUMENTS DISTURBED DURING CONSTRUCTION SHALL BE REFERENCED BY A
NORTH CAROLINA REGISTERED LAND SURVEYOR AND RESET AFTER CONSTRUCTION.
15. PROPER TRAFFIC CONTROL DEVICES, SIGNS, ETC. SHALL BE INSTALLED TO ENSURE PUBLIC
SAFETY IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES AND ANY SUPPLEMENTS THERETO.
16. TRAFFIC WILL BE MAINTAINED AT ALL TIMES.
17. INGRESS AND EGRESS SHALL BE MAINTAINED TO ALL BUSINESSES AND DWELLINGS AFFECTED BY
THE PROJECT. SPECIAL ATTENTION SHALL BE PAID TO CHURCHES AND FIRE HYDRANTS.
16. ANY WORK REQUIRING EQUIPMENT OR PERSONNEL WITHIN 5' OF THE EDGE OF ANY TRAVEL LANE
SEWl REQUIRE A LANE CLOSURE WITH APPROPRIATE TAPERS.
19. DURING NON -WORKING HOURS, EQUIPMENT SHALL BE PARKED AS CLOSE TO THE RIGHT-OF-WAY
LINE AS POSSIBLE AND BE PROPERLY BARRICADED IN ORDER NOT TO HAVE ANY EQUIPMENT
OBSTRUCTION WITHIN THE CLEAR RECOVERY AREA
20. ALL ROADWAY SIGNS THAT ARE REMOVED DUE TO CONSTRUCTION SHALL BE REINSTALLED AS
SOON AS POSSIBLE.
21. EXCAVATION MATERIAL SHALL NOT BE PLACED ON THE PAVEMENT. DRAINAGE STRUCTURES SHALL
NOT BE BLACKED WITH EXCAVATION MATERIALS.
22. MANHOLE RINGS AND COVERS, VALVE COVERS, mb STORM DRAIN GRATES AND FRAMES SHALL BE
OF THE TRAFFIC BEARING TYPES APPROVED BY NCDOT FOR USE WITHIN HIGHWAY RIGHTS OF
WAY.
23. PROPOSED TRAFFIC -BEARING MANHOLE SHALL BE FLUSH MOUNTED AND SHALL BE OF A NCDOT
APPROVED DESIGN FOR HS -20 LOADING.
24. BORE PR DIMENSIONS SHOWN ON THE PLANS REPRESENT THE BASE AREA OF THE PIT.
CONTRACTOR SHALL FOLLOW ALL NCDOT AND OSHA REQUIREMENTS, INCLUDING, BUT NOT LIMITED
TO, BORE PIT SLOPING REQUIREMENTS.
25. NCDOT SHALL ALLOW ONE LANE TO BE CLOSED ON ROGERS ROAD, EUBANKS ROAD, AND
HOMESTEAD ROAD BETWEEN THE HOURS OF 9:00 AM AND 4:00 PM ONLY. ON PUREFOY DRIVE
AND RUSCH ROAD, ONE LANE SHALL BE ALLOWED TO BE CLOSED AT ANYTIME LANE CLOSURE
RESTRICTIONS ARE SUBJECT TO CHANGE AS DIRECTED BY NCDOT DISTRICT ENGINEER. TRAFFIC
WILL BE MAINTAINED AT ALL TIMES. ONLY ONE LANE CLOSURE SHALL BE ALLOWED. NO LANE
CLOSURES SHALL TAKE PLACE ON HOLIDAYS OR LOCAL EVENTS.
26. NCOOT RESERVES THE RIGHT TO CHANGE THE TIMES OF LANE CLOSURE ALLOWED ON NCDOT
ROADS BASED ON TRAFFIC CONDITIONS. ALLOWABLE HOURS OF CONSTRUCTION MAY BE
ADJUSTED TO PROVIDE A MINIMUM OF 7 HOURS PER DAY, NOT NECESSARILY CONTINUOUS, OF
WORKING TIME ON NCDOT ROADS.
PROHIBITED CONSTRUCTION ACTIVITIES
1. USING ANY SUBSTANCE OTHER THAN WATER TO CONTROL DUST.
2. OPEN BURNING OF PROJECT DEBRIS WITHOUT A PERMIT, THE CONTRACTOR SHALL BE
RESPONSIBLE FOR OBTAINING THE PERMIT OR DISPOSING OF THE TREES AND STUMPS.
3. PUMPING OF SEDIMENT -LADEN WATER FROM TRENCHES OR OTHER EXCAVATIONS IWO ANY
SURFACE WATERS, ANY STREAM CORRIDORS, ANY WETLANDS, DR STORM SEWERS.
4. DISCHARGING POLLUTANTS - SUCH AS CHEMICALS. FUELS, LUBRICANTS, BITUMINOUS MATERIALS,
RAW SEWAGE - AND OTHER HARMFUL WASTE INTO DR ALONGSIDE RIVERS, STREAMS,
IMPOUNDMENTS OR INTO NATURAL OR MAN-MADE CHANNELS LEADING THERETO.
5. STORING CONSTRUCTION EQUIPMENT AND VEHICLES AND/OR STOCKPIUNG CONSTRUCTION
MATERIALS ON PROPERTY, PUBLIC OR PRIVATE, NOT PREVIOUSLY SPECIFIED BY THE OWNER FOR
SAID PURPOSES.
B. DISPOSING OF EXCESS OR UNSUITABLE EXCAVATED MATERIAL IN WETLANDS OR FLOOD PIANS,
EVEN WITH THE PERMISSION OF THE PROPERTY OWNER.
7. INDISCRIMINATE, ARBITRARY, OR CAPRICIOUS OPERATION OF EQUIPMENT IN ANY STREAM
CORRIDORS, WETLAND SURFACE WATERS, OR OUTSIDE THE EASEMENT AREA
8. PERMANENT OR UNSPECIFIED ALTERATION OF THE FLOW LINE OF A STREAM.
9. DAMAGING VEGETATION OUTSIDE OF THE CONSTRUCTION AREA
10. DISPOSAL OF TREES, BRUSH, AND OTHER DEBRIS IN ANY STREAM CORRIDORS, WETLANDS, ANY
SURFACE WATERS, OR AT UNSPECIFIED LOCATIONS.
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HISTORIC ROGERS ROAD
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31829988 18 OF 40
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28.60 LF 8' Ductile Iron
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31829988 18 OF 40
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SCALE: HORIZ. 1" = 40'
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77.07 LF 8' Ductile Iron
Pipe % 1.055
28.60 LF 8' Ductile Iron
490 Pio. O 0.405 490
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WENT PROD, N0. SHEET I.D.
278-54 CU -113
URS PROD. NO.
31829988 18 OF 40
10+00 11+00 12+00 13+00 14+00 15+00 16+00 16+50
OUTFALL—E
SCALE: HORIZ. 1" = 40'
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SEE SHEEP G-004 FOR MANHOLE COORgNAIES
SEE CU -112 FOR N�
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500 I 500
IF
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56.76 LF 8' Ductile Iron
Pipe O 2.195
77.07 LF 8' Ductile Iron
Pipe % 1.055
28.60 LF 8' Ductile Iron
490 Pio. O 0.405 490
0+50 1+00 2+00 3+00
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WENT PROD, N0. SHEET I.D.
278-54 CU -113
URS PROD. NO.
31829988 18 OF 40
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SCALE: HORIZ. 1" = 40'
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ISSUE:
PERMITTING SET
CLIENT PROJ. NO.
SHEET I.D.
CU -124
URS PROJ. NO.
31829888
20 of 40

SEDIMENT AND EROSION CONTROL NOTES:
UNLESS OTHERWISE INDICATED, ALL EROSION AND SEDIMENT CONTROL PRACTICES
SHALL BE CONSTRUCTED AND MAINTAINED
IN ACCORDANCE WITH THE EROSION CONTROL LAWS OF THE STATE OF NORTH
CAROLINA, SPECIFICALLY THE SEDIMENT
POLLUTION CONTROL ACT OF 1973, AS AMENDED, AND THE LOCAL EROSION AND
SEDIMENT CONTROL ORDINANCES.
THE FOLLOWING SEQUENCE OF EVENTS AND EROSION CONTROL MEASURES SHALL
BE INCORPORATED INTO THE CONSTRUCTION SCHEDULE FOR THIS PROJECT AND
SHALL APPLY TO ALL CONSTRUCTION ACTIVITIES WITHIN PROJECT LIMITS:
1. PRIOR TO ANY LAND DISTURBING ACTIVITIES INSTALL ALL TEMPORARY EROSION
AND SEDIMENT CONTROL MEASURES AS DEPICTED ON DRAWINGS AND IN
ACCORDANCE WITH THE CONTRACT SPECIFICATIONS.
2.
3. THE EROSION CONTROL REVIEW AND INSPECTION WILL BE ADDRESSED BY NORTH
CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEO), DIVISION OF
ENERGY, MINERAL AND LAND RESOURCES, LAND QUALITY SECTION.
4. AREAS WHICH ARE NOT TO BE DISTURBED SHALL BE CLEARLY MARKED BY
FENCING, FLAGS, SIGNS, ETC.
5. UPON ACCEPTANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES,
COMMENCE EXCAVATION AND/OR GRADING ACTIVITIES. THE CONTRACTOR WALL
BE RESTRICTED TO A 30 FOOT WADE AREA FOR EXCAVATION, EQUIPMENT
STAGING ACTIVITIES AND TEMPORARY STOCKPILING OF EXCAVATED SOIL ALONG
THE LENGTH OF PIPELINES. ALONG ROGERS ROAD, PUREFOY DRIVE, TALLYHO
TRAIL, LAIR COURT, RUSCH ROAD, HOMESTEAD ROAD, HEARTHSTONE LANE THE
AREA WILL BE RESTRICTED WITHIN RIGHT OF WAY AND CONFORMING TO
APPROVED PERMITS FROM NCDOT, TOWN OF CARRBORO, AND TOWN OF CHAPEL
HILL NO WORK OUTSIDE RIGHT OF WAY SHALL BE ALLOWED UNLESS WRITTEN
PERMISSION AND/OR TEMPORARY CONSTRUCTION EASEMENT WAS OBTAINED
PRIOR TO CONSTRUCTION. TEMPORARILY STOCKPILED MATERIAL SHALL BE
PLACED UPSLOPE OF THE EXCAVATION. FOR ANY DEMOUTION OR OTHER
ACTIVITIES DESIRED PRIOR TO COMPLETION OF ALL EROSION AND SEDIMENT
CONTROL MEASURES, INTERIM MEASURES ACCEPTABLE TO AND PRE -APPROVED
BY ENGINEER, AND NCDEQ DIVISION OF ENERGY, MINERAL AND LAND
RESOURCES, LAND QUALITY SECTION MUST BE PROVIDED. AS SPECIFIED
ELSEWHERE IN THE CONTRACT DOCUMENTS, ALL OPERATIONS SHALL BE
CONFINED TO THE RIGHT-OF-WAYS OR DESIGNATED EASEMENTS. TOTAL
DISTURBED AREAS NOT TO BE GREATER THAN 0.0 ACRES AT ANY GIVEN TIME.
6. UMIT CLEARING AND GRUBBING OF THE TRENCH TO THE AMOUNT OF PIPE THAT
CAN BE CONSTRUCTED IN ONE DAY. LIMIT TRENCH EXCAVATION TO THE
AMOUNT OF PIPE THAT CAN BE CONSTRUCTED AND BACKFILLED IN ONE DAY,
OR 50 LINEAL FEET, WHICHEVER IS LESS. EXCAVATED TRENCH MATERIAL MUST
BE STOCKPILED UPSLOPE OF THE TRENCH. OPEN TRENCHES SHALL BE
BACKFILLED AND STABILIZED AT THE CESSATION OF EACH WORK DAY. ALL
DISTURBED SURFACES MUST RECEIVE TEMPORARY STABILIZATION AT THE END
OF EACH WORK DAY. PROVIDE PUMP FILTER BAGS OR OTHER APPROVED
DEWATERING DEVICES FOR DEWATERING OF TRENCH EXCAVATION AS NEEDED.
SOIL SUPPLEMENTS, SEED AND MULCH, IF APPLICABLE, SHOULD BE APPLIED
WITHIN SEVEN DAYS AFTER THE PIPEUNE/UTIUTY LINE IS CONSTRUCTED. ANY
TEMPORARY ACCESS CONSTRUCTED FOR PIPELINE WORK MUST BE STABILIZED
WITH A NON -GRADE AGGREGATE.
7. THECONTRACTOR IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND
PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS SOIL
INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. INSPECT ALL EROSION
AND SEDIMENT CONTROL DEVICES ONCE PER SEVEN DAYS, AND IMMEDIATELY
FOLLOWING ANY RAINFALL OF 0.5' OR MORE IN A 24-HOUR PERIOD. MAINTAIN
AN EROSION AND SEDIMENT CONTROL LOG' OF ALL INSPECTION DATES ALONG
WITH DESCRIPTION OF ALL CORRECTIVE ACTIONS TAKEN. SEDIMENT
ACCUMULATIONS ALONG SILT FENCE AND OTHER EROSION CONTROL MEASURES
SHALL BE PROMPTLY REMOVED. THE PROJECT SUPERINTENDENT SHALL BE
RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND
SEDIMENT CONTROL PRACTICES.
5. EACH EROSION AND SEDIMENT CONTROL MEASURE SHALL BE INSPECTED ON A
WEEKLY BASIS AND WITHIN 24 HOURS FOLLOWING A STORM EVENT GREATER
THAN ONE-HALF INCH. EACH MEASURE SHALL BE MAINTAINED PER THE
REQUIREMENTS OF THE NORTH CAROLINA SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL
6. ANY AREAS WHICH ARE NOT TO BE FURTHER GRADED WITHIN A 14 -DAY
PERIOD, OR WHICH HAVE NOT BEEN GRADED WITHIN 14 DAYS SHALL BE SEEDED
IN ACCORDANCE WITH THE FOLLOWING:
STABILIZATION REQUIREMENTS
SITE DESCRIPTION
STABILIZATION TIME
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
7 DAYS
NONE
DITCHES, AND SLOPES
APRIL 15 - AUGUST 15
SWEET SUDAN GRASS 50 LBS/ACRE
HIGH QUALITY WATER (HOW)
7 DAYS
NONE
ZONES
MULCH 4,000 LBS/ACRE
IF SLOPES ARE 10' OR
SLOPES STEEPER THAN 3:1
7 DAYS
LESS IN LENGTH AND ARE
NOT STEEPER THAN 2:1, 14
DAYS ARE ALLOWED
7 DAYS FOR SLOPES
SLOPES 3:1 OR FLATTER
14 DAYS
GREATER THAN 50' IN
LENGTH
NONE, EXCEPT FOR
ALL OTHER AREAS WITH
14 DAYS
PERIMETERS AND HOW
SLOPES PUTTER THAN 4:1
ZONES
7. TEMPORARY SEEDING SHALL ADHERE TO THE FOLLOWING SPECIES AND
APPLICATION RATES:
TEMPORARY SEEDING MIXTURES
PLANTING DATE
SPECIES APPUICATKIN RATE
AUGUST 15 - APRIL 15
RYE GRAIN 50 LBS/ACRE
FERTILIZER (10-20-20) 400 LBS/ACRE
LIMESTONE 2,000 LBS/ACRE
MULCH 4,000 LBS/ACRE
APRIL 15 - AUGUST 15
SWEET SUDAN GRASS 50 LBS/ACRE
GERMAN MILLET 50 LBS/ACRE
BROWNTOP MILLET 50 LBS/ACRE
FERTILIZER (10-20-20) 400 LBS/ACRE
UMESTONE 2,000 LBS/ACRE
MULCH 4,000 LBS/ACRE
8. TACK MULCH BY APPLYING ASPHALT TACK AT A RATE OF 0.10 GAL/SQ. YDS
(10 GAL/1,000 SQ. FT.)
9. CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR
ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION
OF DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO
WELL UNDER LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE
POSSIBLE.
10. PERMANENTLY SEEDING SHALL ADHERE TO THE FOLLOWING SPECIES AND
APPLICATION RATES:
PERMANENT SEEDING MDRURES
PLANTING DATE
SPECIES APPLICATION RATE
MARCH 1 - AUGUST 31
TALL FESCUE 75 LBS/ACRE
BERMUDAGRASS (HULLED) 25 LBS/ACRE
FERTILIZER (10-20-20) 500 LBS/ACRE
LIMESTONE 4,000 LBS/ACRE
MULCH 4,000 LBS/ACRE
SEPT. 1 - FEBRUARY 28
TALL FESCUE 75 LBS/ACRE
BERMUDAGRASS 35 LBS/ACRE
(UNHULLED)
FERTILIZER (10-20-20) 500 LBS/ACRE
LIMESTONE 4,000 LBS/ACRE
MULCH 4,000 LBS/ACRE
11. CONTRACTOR SHALL PREPARE ALL AREAS TO RECEIVE TEMPORARY OR
PERMANENT SEEDING MEASURES PRIOR TO PLANTING.
12. TOPSOIL SHALL BE PLACED IN AREAS TO BE SEWED AND ROUGHENED WITH
TRACKED EQUIPMENT OR OTHER SUITABLE MEASURES. SLOPES STEEPER THAN
3:1 MAY BE ROUGHENED BY GROOVING, FURROWING, TRACKING, OR STAIRSTEP
GRADING. SLOPES FLATTER THAN 3:1 SHOULD BE GROOVED BY DISKING,
HARROWING, RAKING, OR OPERATING PLANTING EQUIPMENT ON THE CONTOUR.
13. SOIL AMENDMENTS INCLUDING, BUT NOT LIMITED TO, UME AND FERTILIZER
SHALL BE SPREAD AS NECESSARY, AND AT THE RATES SHOWN IN THE
SEEDING SCHEDULE. SEEDING SHALL BE AS PER TYPE AND RATES SHOWN IN
THE SEEDING SCHEDULE. SEED SHALL BE BROADCAST AS SOON AS POSSIBLE
FOLLOWING ROUGHENING, BEFORE SURFACE HAS BEEN SEALED BY RAINFALL.
14. MULCH MUST COVER A MINIMUM OF 80 PERCENT OF THE SOIL SURFACE AND
MUST BE SECURED BY TACKING, CRIMPING, OR NETTING.
15. WOOD CELLULOSE FIBER MULCH SHALL BE USED IN HYDROSEEDING GRASS SEW
IN COMBINATION WITH FERTILIZERS AND OTHER APPROVED ADDITIONS.
16. NETTING WITH PLASTIC MESH AND/OR PLASTIC TWINE SHALL NOT BE USED IN
WETLAND AND RIPARIAN BUFFERS TO PROTECT SMALL ANIMALS.
17. HYDROSEEDING SHALL BE CARRIED OUT IN THREE STEPS. STEP ONE SHALL
CONSIST OFTHE APPLICATION OF LIME. IN STEP TWO, THE SEED MIXTURE
SHALL BE MIXED WITH THE FERTILIZER, WOOD CELLULOSE FIBER MULCH, AND
ANY REQUIRED INOCULANTS AND APPUED TO THE SEED BED. STEP THREE
SHALL CONSIST OF APPLICATION OF TOP DRESSING DURING THE FIRST SPRING
OR FALL, WHICHEVER COMES FIRST, AFTER STEP TWO.
18. INGREDIENTS FOR THE MIXTURE AND STEPS SHOULD BE EMPTIED INTO A TANK
OF WATER AND THOROUGHLY MIXED TO A HOMOGENEOUS SLURRY AND
SPRAYED OUT UNDER SUFFICIENT PRESSURE, IN SUITABLE PROPORTIONS TO
ACCOMMODATE THE TYPE AND CAPACITY OF THE HYDRAULIC MACHINE USED.
APPLICATIONS SHALL BE EVENLY SPRAYED OVER THE GROUND SURFACE. THE
CONTRACTOR SHALL FREE THE TOPSOIL OF STONES, ROOTS, RUBBISH AND
OTHER DELETERIOUS MATERIALS AND DISPOSE OF SAME OFF THE SITE. THE
BARE SOIL. EXCEPT EXISTING STEEP EMBANKMENT AREA, SHALL BE ROUGH
RAKED TO REMOVE STONES, ROOTS, AND RUBBISH OVER 4 INCHES IN SIZE,
AND OTHER DELETERIOUS MATERIALS AND DISPOSE OF SAME OFF THE SITE.
19. NO SEEDING SHOULD BE UNDERTAKEN IN WINDY OR UNFAVORABLE WEATHER,
WHEN THE GROUND IS TOO WET TO RAKE EASILY, WHEN IT IS IN FROZEN
CONDITIONS, OR WHEN IT IS TOO DRY. ANY BARE SPOTS SHOWN IN TWO TO
THREE WEEKS SHALL BE RECULTIVATED, FERTILIZED AT HALF THE RATE, RAKED,
SEEDED, AND MULCHED AGAIN BY MECHANICAL OR HAND BROADCAST METHOD
ACCEPTABLE TO THE OWNER.
20. ALL SEWED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD
STAND OF GRASS IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND
RESEEDED AS NEEDED. UPON FINAL ACCEPTANCE OF COMPLETE STABILIZATION
OF THE SITE BY THE ENGINEER AND NCDEQ, REMAINING TEMPORARY EROSION
AND SEDIMENT CONTROL MEASURES MAY BE REMOVED. ALL TEMPORARY
EROSION AND SEDIMENT CONTROL MEASURES TO BE REMOVED WITHIN 30 DAYS
AFTER FINAL SITE STABILIZATION OR AFTER MEASURES ARE NO LONGER
NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM
ADMINISTRATOR.
21. UPON COMPLETION OF PROJECT, THE 'EROSION AND SEDIMENT CONTROL LOG'
SHALL BE SUBMITTED TO THE ENGINEER FOR CONVEYANCE TO THE OWNER FOR
REGULATORY RECORD MAINTENANCE TIME PERIOD.
22. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT WITH PAVED PUBUC
ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF
SEDIMENT ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO
A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE
END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY
SHOVEUNG OR SWEEPING, AND TRANSPORTED TO A SEDIMENT CONTROL
DISPOSAL AREA (STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT
IS REMOVED IN THIS MANNER).
23. SITES UTILIZED BY THE CONTRACTOR FOR THE PURPOSE OF STORING
EQUIPMENT, EXCESS EXCAVATED MATERIALS, STRIPPED TOPSOIL, ETC, SHALL BE
ENVIRONMENTALLY SUITABLE FOR SUCH PURPOSES AND SHALL BE APPROVED
IN ADVANCE BY THE OWNER. ENVIRONMENTALLY SUITABLE SITES SHALL BE
LEVEL, DEVOID OF MATURE STANDS OF TREES, AND ISOLATED FROM DRAINAGE
FACILITIES AND FEATURES, WETLANDS STREAMS, AND STREAM CORRIDORS.
SITES SHALL COMPLY WITH ALL EROSION AND SEDIMENT CONTROL
REQUIREMENTS OF THE CITY OF WILMINGTON OR NEW HANOVER COUNTY,
WHOEVER HAS JURISDICTION.
24. THE CLEANUP AND DISPOSAL OF EXCESS EXCAVATED MATERIALS SHALL BE
DONE AS SOON AS PRACTICAL AND AS THE OWNER MAY DIRECT.
25. CHECK DAMS, SILT FENCE, OR OTHER FILTERING DEVICES SHALL BE MAINTAINED
AT AREAS OF STOCKPILED MATERIALS, EXCAVATED AREAS, CATCH BASINS, AND
OTHER STORM WATER INLET STRUCTURES IN CONSTRUCTION AREAS TO
CONTROL SILT RUNOFF.
26. ALL DEWATERING FLOWS SHALL BE KEPT FREE OF SILT, SEDIMENT, DEBRIS, AND
OTHER POLLUTANTS THROUGH APPROPRIATE MEANS (SETTLING BASINS, FILTER,
ETC.). FOLLOWING THIS, THE FLOWS SHALL ONLY BE RELEASED DIRECTLY INTO
STORM SEWERS, STREAM CHANNELS, TO OTHER STABILIZED DRAINAGE COURSES
AND NOT INTO EXPOSED SOILS, STEEP SLOPES, OR ANY OTHER SITE WHERE
FLOWS COULD CAUSE FURTHER DAMAGE.
27. CUT AND FILL SLOPES ARE TO BE VERTICALLY TRACKED, HORIZONTALLY
SCARIFIED, MATTED, OR OTHERWISE CONSTRUCTED TO ENHANCE VEGETATIVE
GROWTH AND EXPEDITE STABILIZATION. SEEDING SHALL BE INSTALLED AS
PORTIONS OF THESE SLOPES ARE COMPLETED.
28. WHEN THE EXISTING EROSION CONTROL FEATURES SUCH AS ROCK CHECK DAMS
AND RIP RAP WITHIN THE PROJECT AREA MUST BE REMOVED, IT SHALL BE
REPLACED TO A CONDITION EQUIVALENT OR BETTER THAN PRE -CONSTRUCTION.
29. IF AT ANY TIME BEFORE THE EXPIRATION OF THE CONTRACT BOND ANY PART
OF THE SEEDED AREA IS NOT IN GOOD CONDITION, THE CONTRACTOR SHALL
FERTIUZE AND RESEED AS OFTEN AS NECESSARY TO GET A GOOD STAND OF
GRASS.
30. CONTRACTOR SHALL NOT CROSS ANY DITCH WHEN FLOWING WATER IS PRESENT
OR DURING WET WEATHER UNLESS A TEMPORARY PUMP AROUND SYSTEM IS
PROVIDED DURING INSTALLATION OF PIPELINE (SEE DETAIL 10 ON CU -502).
PRIOR TO CROSSING A DITCH, CONTRACTOR SHALL VERIFY THAT A TEMPORARY
SEDIMENT TRAP OR CHECK DAM EXISTS DOWNSTREAM OF CROSSING PRIOR TO
INSTALLATION OF PIPELINE. IMMEDIATELY AFTER BACKFILLING OF PIPELINE,
DITCH SHALL BE RESTORED TO ORIGINAL GRADE AND STABILIZED. USE
EXCELSIOR MATTING OR RIP RAP AS NECESSARY TO STABILIZE ALL DITCHES
IMPACTED BY CONSTRUCTION. INSPECT DITCHES IMMEDIATELY AFTER WET
WEATHER EVENT FOR STABILIZATION.
31. ALL CHECK DAMS SHOULD APPROPRIATELY FILL THE DITCH THEY ARE PLACED
IN, SO THAT DRAINAGE IS FORCED THROUGH THE STRUCTURE. THE ENGINEER
WILL NOTIFY THE CONTRACTOR IN WRITING IF ANY CHECK DAM IS
INSUFFICIENTLY SIZED BASED ON THE ENGINEER'S JUDGEMENT. CONTRACTOR
HILL REMEDY THE PROBLEM WITHIN 3 DAYS OR BEFORE THE NEXT FORECASTED
RAIN EVENT..
32. IF EXCAVATED SOIL IS PLACED ON ANY ROADWAY PAVEMENT DURING
CONSTRUCTION, CONTRACTOR SHALL PROVIDE SAND OR SCREENING FINES
ALONG PAVEMENT SURFACE FOR SUFFICIENT REMOVAL OF SEDIMENT.
33. IN THE EVENT THAT SEEDING IS PERFORMED AFTER EXCELSIOR MATTING IS
PLACED AS A STABILIZING FEATURE, IT WILL BE NECESSARY TO REMOVE THE
MATTING WHEN APPLYING GRASS SEED AND FERTIUZER. CONTRACTOR MUST
REPLACE THE MATTING AT THE END OF EACH DAY TO STABILIZE THE SOILS
34. NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL
SELF -INSPECTION PROGRAM:
35. THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO
REQUIRE THAT PERSONS RESPONSIBLE (THE CONTRACTOR) FOR
LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE
PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION
CONTROL PLAN IS BEING FOLLOWED. RULES DETAIUNG THE DOCUMENTATION OF
THESE INSPECTIONS TOOK EFFECT OCTOBER 1, 2010. THE SELF -INSPECTION
PROGRAM IS SEPARATE FROM THE WEEKLY SELF-MONITORING PROGRAM OF THE
NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES. THE FOCUS OF
THE SELF -INSPECTION REPORT IS THE INSTALLATON AND MAINTENANCE OF
EROSION AND SEDIMENTATION CONTROL MEASURES ACCORDING TO THE
APPROVED PLAN. THE INSPECTIONS MUST BE CONDUCTED AFTER EACH PHASE
OF THE PROJECT, AND CONTINUED UNTIL PERMANENT GROUND COVER IS
ESTABLISHED IN ACCORDANCE YOUTH THE LATEST VERSION AND MODIFICATIONS
TO NCGS 113A-54.1 AND 15A NCAC 46.0131. THE SELF -INSPECTION REPORT
FORM IS AVAILABLE AS AN EXCEL SPREADSHEET FROM
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION-NEW.HTML. THE
CONTRACTOR SHALL CALL [phone] WITH ANY QUESTIONS OR IF THE
FORM CANNOT BE ACCESSED.
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CLJENT PROD. ND. SHEET I.D.
278-54 OU -
URS PROD. NO.
31529 29 Or
898 39

WASHED STONE FILTER
ACROSS PIPE INLET—
POST
UPSTREAM END OF
STORM DRAIN
4' MIN.
} 1/3 PIPE
1 DIAMETER TOP OF SILFENCE
p. p MUST BE Al: LEAST I.
• - ABOVE THE TOP OF
_ THE WASHED STONE
- D- • STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH FRONT NEW
,ti rti1 rti I�I�
HARDWARE C O I FILTER OF /57
f f f () WASHED STONE
U U U
STONE FILTER INLET PROTECTION O' FILTER FABRIC
- e� B ON GROUND
BQ7E;
ALL PARTIALLY COMPLETED STORM DRAINS
SHALL BE PRO7ECTE0 AT THE END aF BURY WIRE FENCE AND HARDWARE CLOTH BURY B- OF UPPER EDGE OF
EACH DAV IN ACCORDANCE WITH THESE FILTER FABRIC IN TRENCH
DETAILS.
CULVERT INLET PROTECTION - CIP
NOi TO SCARE
I' MAX. it
WARNMG SIGN
_ JJJJJ�_j TREE PROTECTION AREA
_ JJJJJJ
I_ JJJJJJ DO NOT ENTER
I_ JJJJJJ
)_ JJJJJJ .
�JJJJJJJJJ_ JJJJJ.
JJJJJJJJJ- JJJJJ.
JJJJJIJJJ J J_ JJJJJ
I` ORANGE, UV RESISTANT, —
HIGH - TENSILE STRENGTH,
POLY BARRICADE FABRIC (TYPICAL)
FRONT VIEW
STEEL WOOD OR
FIBERGLASS POST
WARNING SIGN
ORANGE, UV RESISTANT,
HIGH -TENSILE STRENGTH,
POLY BARRICADE
FABRIC (TYPICAL)
GRADE
SIDE VIEW
J
SKETCH SHOWING TREE DRIP LINE
IN RELATION TO FENCE LOCATION
FOR CHAMPION /REE
TREE PROTECTION AREA
B
DO NOT ENTER
WARNING SIGN DETAIL
NOTE: FOR TREE PROTECTION ONLY
NOTES.
1. WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL
2. LETTERS TO BE 3- HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
J. SIGNS SHALL BE PLACED AT SOO' MAXIMUM INTERVALS.
4. PUCE A SIGN AT EACH END OF LINEAR TREE PR07ECRCN AND 300' ON CENTER THEREAFTER.
5. FOR TREE PR07EC77ON AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS THAN ONE AGN PER PROTECTION AREA
6. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
7. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROEECT.
B ADDITIONAL SIGNS MAY BE REQUIRED BASED ON ACTUAL FIELD CONDITIONS
9. MODIFICATIONS TO THE ABOVE FENCE SPECIFICATIONS MAY BE ALLOWED BUT MUST BE APPROVED BY THE ENGINEER.
10 NVSTALL TREE PROTECTION FENCING PRIOR TO ANY OTHER WORK.
11. INSTALL TREE PROTECTION FENCING AS SHOWN ON DRAWENGS AT EDGE OF CONSTRUCTION ZONE, AND AROUND DE9GNATED TREES
DUE TO LINE OVERLAP, TREE PR07EC17ON FENCING IS ROUTINELY DISPLAYED ON THE OU79DE EDGE OF CONSTRUCTION BOUNDARY
LINES (IE RIGHT-OF-WAY AND PERMANENT/TEMPORARY UTILITY EASEMENTS). WHEN SHOW THIS WAY, INSTALL TREE PROTECTION
FENCE WITHIN THE CONSTRUCTION LIMITS
L4 STANDARD TREE PROTECTION FENCE - TPF
V NOT TO SCALE
FENCE
_OP_EL_V_T_W_a_S_
-WA'-1'
.
_ /5 WASHED - -
STONE 1IMA%.
EXISTING SLOPE
n RIP -RA
VARIES
EXISTING SLOPES _
cIp NEW
u BURY WIRE FENCE,
ILII FILTER FABRIC,
AND HARDWARE
GLOM IN TRENCH
STEEL FENCE POST
SET MAX 2' APART
MIN. 18' INTO SOLID
GROUND
NOTES:
1. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
SECTION NEW
2STANDARD SILT FENCE OUTLET - SFO
NOT TO SCALE
NOTES
A. BURY THE TOP END OF THE MAT IN
A TRENCH 4' OR MORE IN DEPTH.
B. TAMP THE TRENCH FULL OF SOX- SECURE
WITH A ROW OF STAPLES IV SPACING.
4- DOWN FROM THE TRENCH.
SILT TRENCH AN
C. OVERLAP -BURY UPPER END OF LOWER STRIP
AS IN A- AND -B-. OVERLAP END OF TOP
STRIP 4- AND STAPLE.
A
D. EROSION STOP -FOLD AND
OF MAT BURIED IN
O TAMPED, DOUBLE ROW
aF STAPLES. ALAN
E. CURRENT, PUBLISHEDINSTALLATION
NSTALLATION
INSTRUCTIONS SPE NST NOTES ;mo i--• 'i'„ \
HERE INSTALL PER MANUFACTURER'S��
SPECIFICATIONS ;(�, I'•,,'•
IL
10.5'
,.s•�.I
TYPICAL STAPLES
NOT M SCALE
Ti PULE STAPLES
TO S MART
` AS REWIRED TO
KEEP THE MAT
FIRMLY PRESSED
INTO THE SDR.
PRESS ENDS OF
MAT 4- INTO THE
SOL AROUND
STRUCTURES AND
STAPLE SECURELY
4 STABILIZATION OF SOIL/CHANNELS WITH
STRAW NET MAT
NOT TO SCALE
PROVIDE HIGH STRENGTH
DOUBLE STITCHED J
TYPE SEMIS
SEWN N SPOUT
HIGH STRENGTH STRAPPING
FOR HOLDING HOSE w PLACE
HEAVY DUTY �_ WATER ROW
OR EQUBAGAL
55 FROM PUMP
OR EQUAL
OPENING TO ACCOMODATE
UP TO 4- DISCHARGE HOSE
SFDMENT DIKE
AGGREGATE UNDERLAVMENT
(3- THIO( NCDOT NO. 57 STORE)
NOTES:
1. THE DEWATERING BAG SHALL BE MADE OF NON -WOVEN GEOTEXTILE WITH
A MIN SURFACE ARE OF 225 SQUARE FEET
KEYED RIP RAP
CONSTRUCTION NOTES:
HEIGHT OND WIDTH DETERMINED
BY EASTNG TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
KEY RIP RAP INTO THE DAM
FOR STABIUZATON.
FRONT NEW
EwSTNC
NOTE: REMOVE SEDIMENT ACCUMULATION FROM BEHIND
K DA�OUWD
CHECK TO PREVENT DAMAGE TO CHANNEL
VEGETATION. FLOW SHOULD BE MAINTAINED THROUGH THE - - -- - -
DAM.
STANDARD CHECK DAM - CD
NOT TD .
PLACE GRAVEL BAGS SUCH
THAT NO GMS EXIST
ASPHALT MULTI-PURPOSE TRAIL
OR CONCRETE SIDEWALK
FLOW
'
PONDING AREA
FOR SEDIMENT
SEPARATION
PLMI NEW
NOTES:
1. PUCE GRAVEL BAG BARRIER ON GENTLY SLOPING ASPHALT TRAIL, OR CONCRETE
WALK WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF.
2. USE SAND BAGS OF WOVEN GEOTEXTILE FABRIC (NOT BURLAP) AND FILL WITH 1/2 INCH
(OR SMALLER) GRAVEL. BAGS MUST BE LAYERED SUCH THAT NO GMS ARE EVIDENT.
3. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT; SEDIMENT
AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY.
5 SAND BAG PROTECTION - SB
1. CA
APPROVED DEWATERING DEVICE (SILT BAG) PROVIDE
POSITIVE DRAINAGE FROM SILT BAG TO STREAM
DISCHARGE HOSES w- STREAM
DIVERSION PUBS
P INTAKE HOSE
� !DEWATERING PUMP
F�w`w INTAKE HosE
Rw-
SUMP E OR
CLEAN WATER DOM -HO
POOL (12--
DEEP, z'' DIA)
WORK AREA LENGIN NOT TO — THAT
WHICH CAN BE COMPLETED IN ONE DAY
2. ALL STRUCTURAL SEAMS SHALL BE SEWN WITH A DOUBLE STITCH USING NOTES:
A DOUBLE NEEDLE MACHINE WITH HIGH STRENGTH THREAD. 1. SANDBAG DIKES SHALL BE SITUATED AT THE UPSTREAM AND DOWNSTREAM ENDS OF THE WORK AREA AND
3. THE SEAM STRENGTH SHALL WITHSTAND 100 LB/IN USING ASTM D-4884 STREAM FLOW SHALL BE PUMPED AROUND THE WORK AREA. THE PUMP SHOULD DISCHARGE INTO A
TEST METHOD. STABLE VELOCITY DISSIPATER CONSTRUCTED OF RIP RAP OR SANDBAGS.
4. THE GEOTEXTILE FABRIC SHALL BE A 10 OZ NON -WOVEN FABRIC. 2. WATER FROM THE WORK AREA SHALL BE PUMPED TO A SEDIMENT FILTERING MEASURE SUCH AS A
5. DISCHARGE FROM THE DEWATERING BAG SHALL BE DIRECTED SUCH THAT DEWATERING BASIN, SEDIMENT BAG, OR OTHER APPROVED DEVICE THE MEASURE SHALL BE LOCATED SUCH
PRE -DISTURBANCE HYDROLOGY IS NOT CHANGED. THAT THE WATER DRAINS BACK INTO THE CHANNEL BELOW THE DOWNSTREAM SANDBAG DIKE WITHOUT
CAUSING OUTLET EROSION BETWEEN THE SILT BAG AND CHANNEL
3. AT THE END OF EA04 WORK DAY, THE DISTURBED CHANNEL SHALL BE MATTED.
DEWATERING BAG 4. WHEN REPLACING THE CULVERTS ON REACH 5, THE CONTRACTOR SHALL PLACE SAND BAGS ACROSS THE
ENTIRE DOWNSTREAM FACE OF EACH PIPE TO PREVENT BACKFLOW DURING PUMP AROUND ACTIVITIES.
% TEMPORARY PUMP AROUND
NOT To 77
amJ>amLLoJ
Y w J m Y w J e J
0 tr
Q 3
O Z W
O U V)
� z
cn
Z Z }
W Q z Q F-
X o W O
Q ~
Owz 3¢
Q
W LLI
O O Z
(n Q
= O
o
ISSUE:
fYIENT PROD. NO. SHEET I.D
270-54 GU -502
URS PROD. NO.
37829806 30 DF 3B

SILT FENCE FABRIC
INSTALLED —SECOND 6'-0' MAXIMUM
FILTER CLOTH — 6' WN. I A I
WIRE FROM TOP
STEEL POST
SIDE ELEVATION
WOVEN WIRE FABRIC
EXISTING GROUND
ALT FENCE FABRIC
MINIMUM 12-1/2
SLOPE
MINIMUM 10 GAUGE INTERNED 1E 3, O,
GAUGE UNE WIRES
rFlLL
2fi
y�Y.t•�T�+•. s•. �! +•. � y!Y s!T ti!
�! �!=T:.TO
GRADE
LTER T.
'7
6" MINIMUM COVER
BE 11. AT A CENTRAL MATERIALS STORAGE LOCATIONDENOTES
SKIRT
GRADE
+AN--
O •
SKIRT AS DIRECTED
GINEER
FRONT VIEW
SIDE VIEW
NDIa
1. USE ALT FENCE ONLY WHEN DRAINAGE AREA DOES NOT EXCEED 1/4 ACRE AND NEVER IN AREAS OF CONCENTRATED FLOW.
2. REMOVE SEDIMENT DEPOSITED AS MEWED TO PROVIDE STORAGE VOLUME FOR THE NEXT RAIN AND TO REMOVE PRESSURE ON THE SILT
PENCE.
3. SILT FENCE IS ROUTINELY DISPLAYED ON THE PLANS AT THE OUTSIDE EDGE OF CONSTRUCTION BOUNDARY
LINES (IE: RIGHT OF WAY AND
PERMANENT/TEMPORARY UTILITY EASEMENTS) IN ORDER TO PREVENT UNE OVERLAP. WHEN SHOWN THIS WAY,
INSTALL SILT FENCE WITHIN
THE CONSTRUCTION UNITS. SILT FENCE IS NEVER TO BE INSTALLED ON PROPERTY NOT PERMITTED FOR CONSTRUCTION.
STANDARD TEMPORARY SILT FENCE - SF
Z
8
L� N � e
&
NOT TO SCALE
U o-
EXCELSIO
Of PAVEMENT
SLOPE
ISOMETRIC VIEW
2 -(MAX.) 2' UPSLOPE
STAKE ATURAL GROUND
_ MATTING 2' DOWNSLOPE
CROSS SECTION srAXE
VEE DITCH
i
Lp.5 a 2 N. • UPSLOPE FLOW
F T STAKE NATURAL CtOUND
' MATTING 2' WWNSLAPE
CROSS SECTION STAKE
TRAPEZOIDAL DITCH
70' MIN EXISTING
PAVEMENT
A 3'
/
FILTER CLOTH — 6' WN. I A I
KOPTIdEAU xn
??': ••'•• p�
SIDE ELEVATION
0 HEIGHT OF 16' MINIMUM ABOVE
EXISTING GROUND
0 INGRESS AND EGRESS
OPERATION PLAN VIEW
�y yp psi ,
70 MIN,
TIM
�vT Lt tY y.Y Y v •
y�Y.t•�T�+•. s•. �! +•. � y!Y s!T ti!
�! �!=T:.TO
II` IX
12' MIN • EXISTING
PAVEMENT
NCDOT 03 1 ---POSITIVE DRAI
w (Lm
COURSE AGGREGATE To SEDIMENT
??': ••'•• p�
TRAPPING DEVICE
0 HEIGHT OF 16' MINIMUM ABOVE
MUST EXTEND FU WIDTH
0 INGRESS AND EGRESS
OPERATION PLAN VIEW
�y yp psi ,
q0
�=7
�vT Lt tY y.Y Y v •
y�Y.t•�T�+•. s•. �! +•. � y!Y s!T ti!
�! �!=T:.TO
LTER T.
'7
NOTE:
1. INSPECT MEET PROTECTION AND REMOVE SEDIMENT
AFTER EACH RANI EVENT. GRAVEL SHOULD BE REPLACED
AND REPAIRS MADE AS NEEDED.
BE 11. AT A CENTRAL MATERIALS STORAGE LOCATIONDENOTES
I�I Op DENOTES INLET PROTECTION LOCATIONS ON THE PLANS
CONSTRUC71ON ENTERANCE LOCATIONS ON
THE PEAKS
O •
HARDWARE CLOTH & GRAVEL INLET PROTECTION
NOTES.
1. USE MINIMUM 12 IN. DIAMETER EXCELSIOR WATTLE.
2. USE 2 FT. MOW EN STAKES WITH A 2 IN. BY 2 IN. NOMINAL
CROSS SECTION.
3. ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL
NOT WASH AROUND WATTLE AND SCOUR MICH SLOPES AND AS
DIRECTED.
4. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DO"SLOPE
STAKES AT AN ANGLE TO WEDGE WATTLE TO BOTTOM OF DITCH.
S. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL. MIRE
FORMED INTO A U SHAPE NOT LESS THAN 12" IN LENGTH.
6. INSTALL STAPLES APPROXIMATELY EVERY 1 UNEAR FOOT ON BOTH
SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL
7. INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE
STANDARD SPEOFlCATONS.
TAKES STARE
INSET A INSET B
OWATTLE CHECK DETAIL
NOT TO SCALE
TOP VIEW
S'-0' IN METAL POSTS
-G
2'-0" IN GROUND. 3'-0" ABOVE GROUND
19 - GAUGE HARDWARE CLOTH
(1/4" MESH OPENINGS)
—%5 OR WASHED STONE PLACED TO A
w (Lm
O
Z
Jm (Lm LL o J
??': ••'•• p�
0 HEIGHT OF 16' MINIMUM ABOVE
�� p,'�• rpp rr onv
°
�y yp psi ,
q0
�=7
O Q J�Q �•
Of
— P" *bL.Q roK. 0 cGo-
NOTE:
1. INSPECT MEET PROTECTION AND REMOVE SEDIMENT
AFTER EACH RANI EVENT. GRAVEL SHOULD BE REPLACED
AND REPAIRS MADE AS NEEDED.
R
•
p
I�I Op DENOTES INLET PROTECTION LOCATIONS ON THE PLANS
� O
;Q
N
HARDWARE CLOTH & GRAVEL INLET PROTECTION
n .5
NOT TO SCALE
tp
o O
U E
Z
Z
L� N � e
&
U o-
3
O
ai
Q�5+
O Z W
Of O U In
U-3 Z
I,zz Z�
wQaH-
OXU w0
X W
WQ�
Uwz 3Q
a
owo z
U) N Q
u S O
ISSUE,
7-01
O. SHEET I.O.
CU -503
31 of 30

24' THICK NC
RIPRAP Wilt
PLAN VIEW
1P (SEE
-11. ProN4ee by APPIAN —.1thg E gh. - wNY].AP%ANp1aM00E 0011 0Y/18/2016 - 2a]
RIGHT OF WAV - NOTE 2
20' MIN.
SHOULDER PAVED ROAD WIDTH HOULDER
EXISTING GRADE
---__
PROPOSED GRADE
W X 2'-\
0 12- MIN. STEEL CASING PIPE
_
SEE CHART BELOW
316 STAINLESS
CARRIER PIPE -/5' KIN. r-APSL
AC PULL -ON ENDSEAL SLIP JOINT DIPVED BEYOND MIN.
EQUAL
FDI OF
CLASS I RIPRAP W/
STEEL STRAP
RAILROAD HIGHWAY
MIN. 3:1
NOMINAL OUTSIDE OUTSIDEWALL OUTSIDE WALL
GEOTEXTUE FABRIC (TYP.) CL 53 DIP
_--------_--
....... ______
6" B UNDER 6.90- 12 3/4' 1 0.188' 1213 0.250'
MIN. 3:1
5- 16" 0.250- 16' 0.250'
20' 0.261- 20" 0.250-
FLOW
I
-A
2B- 0.406" 2e' 0.312-
L242'S.O!..
1 L
RESTRAINED
1'
" 42- 0.563- 42' 0.312'
.DIMENSIONS ARE WITHOUT COATINGS
NOTES
1. Installation by dry bore & jacking.
1`
RESTRAINED
JOINT
be
4. Steel pipe to be 35,000 psi min. yield strength, grade B.
5. All exposed to be coated with epoxy or asphaltic material.
6. Skids to be Installed, manufaetured by ITT Grinnell, Charlotte, N.C. / Spider
Manufacturing, Durham, N.C. /APS casing spacers by Advanced Products
Systems Inc, Lafayette, LA. / or approved equal.
OWAS
m� ""d ORANGE WATER AND SEWER AUTHORITY `F,ix;;;'
c ,.Ncnslo«es use A regd Nwewrax a�
JOINT
CONCRETE
PIER a
BALL.
NUThSe
0=__
= �
UNDER PAVED ROADS / HIGHWAYS
------
-_--- 16' MAX.
CONCRETE
a
U -b
PIER
STREAM CROSSING WITHOUT CASING
SCALE: N.T.S.
NOTES:
1. SPREAD FOOTINGS ARE TO
BE 3' BELOW STREAM BED.
24' THICK NC
RIPRAP Wilt
PLAN VIEW
1P (SEE
-11. ProN4ee by APPIAN —.1thg E gh. - wNY].AP%ANp1aM00E 0011 0Y/18/2016 - 2a]
RIGHT OF WAV - NOTE 2
5' MIN.
SHOULDER PAVED ROAD WIDTH HOULDER
ASPHALT
ROAD BED
0 12- MIN. STEEL CASING PIPE
SEE CHART BELOW
CARRIER PIPE -/5' KIN. r-APSL
AC PULL -ON ENDSEAL SLIP JOINT DIPVED BEYOND MIN.
EQUAL
FDI OF
PPE SUPPORT ASSEMBLY
PIPE SEE DETAIL DITCH
CARRIER PIPE CASING PIPE
RAILROAD HIGHWAY
NOMINAL OUTSIDE OUTSIDEWALL OUTSIDE WALL
DIAMETER DIAMETER DIAMETER THICKNESS DIAMETER THICKNESS
6" B UNDER 6.90- 12 3/4' 1 0.188' 1213 0.250'
5- 16" 0.250- 16' 0.250'
20' 0.261- 20" 0.250-
24- 0.344" 24- 0.250"
2B- 0.406" 2e' 0.312-
L242'S.O!..
30- 0.406- 30" 0.312"
42' 0.563" 42' 0.312"
" 42- 0.563- 42' 0.312'
.DIMENSIONS ARE WITHOUT COATINGS
NOTES
1. Installation by dry bore & jacking.
2. Bore to run from Right -of -Way to Right -of -Way unless approved
otherwise by OWASA.
3. Grease encasement pipe as required for ease of installation.
be
4. Steel pipe to be 35,000 psi min. yield strength, grade B.
5. All exposed to be coated with epoxy or asphaltic material.
6. Skids to be Installed, manufaetured by ITT Grinnell, Charlotte, N.C. / Spider
Manufacturing, Durham, N.C. /APS casing spacers by Advanced Products
Systems Inc, Lafayette, LA. / or approved equal.
OWAS
m� ""d ORANGE WATER AND SEWER AUTHORITY `F,ix;;;'
c ,.Ncnslo«es use A regd Nwewrax a�
TYPICAL DETAIL for BOREAL
BALL.
NUThSe
0=__
= �
UNDER PAVED ROADS / HIGHWAYS
;E,FN
SURFACE FLOW DIVERSION
SLOPES SHALL BE NO j
STEEPER THAN 4H:1V
T
24"
1
%1PERMANENT STREAM CROSSING DETAIL
GRADE
AERIAL
STREAM
CROSSING
-EXISTING GRADE
`RIP RAP (SEE SECTION B -B)
TYPICAL CROSS-SECTION
SCALE: N.T.S
SECTION B -B
EAM
)N
1 RIPRAP
7)
O
t�.l V ter] g
'ca
LEEo�
zYVu'e°z
J
O^ Gy Z
F,I' a Vi O
g24
0
0
x
N N
O
wLi
v)
a3a
JU-1 IBJ
W U)p m
U a
N
a
0
D�
Q
O Z 3
OfOU vwi
U -)Z
U)Zz zr
LilQQ�
O d E
w W O t- O
w Q
Uwz 3¢
Of
�OL�J0 z
�
U1 Q
= O
0
a
ISSUE.
PERMITIMIG SET
CLIENT PROD. N0. SHEET I.D.
278-54 CU -507
URS PROJ. NO.
3152MMM6 38 DF 40

D-1. PrvJJNtletl by APPIAN Cm ting Engnese - WWW APPIANENGINEEItS.0011 09/16/2016 - 20e: 35 PM
.V 0aa
SEE NOTE 1
N1.
•r
p
FOR ALL BEND FITTINGS FOR TEE FMNG
WIDEN TRENCH TO ACCOMMODATE
ANCHOR IF REQUIRED
TRENCH x10m
f SEE TRENCHING
- DETAIL 511.01
VARIES zF
-
SEE -
CHART
Ci
UNDISTURBED
EARTH Y -
NOTES• SECTION A -A
1. Concrete blocking is to be formed to ensure accessibility to fittings and
poured against undisturbed earth.
2. Fittings are to be completely wrapped with plastic, prior to pouring concrete.
3. Concrete to be minimum 3,000 pat. O 28 days.
mo„I'__ ORANGE WATER AND SEWER AUTHORITY "NSI;;,' fid';
OWAS .o..ro
BLOCKING DETAIL for
Q=. ; HORIZONTAL BENDS AND TEE
Detgge Provided by APPIAN Cane,Iing Enghww - www APPIANENGINEERS.COM 09/16/2016 - 2'0e: J6 PM
24• MIN. 1_ B- MIN. ,
A/C or D.I.P.
DIRECT TAP
PART MANUFACTURER MODEL Cat. No, OR SADDLE TAP
SADDLE FORD 1018 SERIES OR 2028 SERIES SEE NOTE 1
MUELLER / BR1B OR BR28 18" MIN. 18' MIN.
CORP. STOP FORD / F600 SERIES
MUELLER H-15000 SERIES
PVC or 0900 () ()
SEE NOTE 2
DIRECT TAP
OR SADDLE TAP
SEE NOTE 1
3/4" and 1" A/C, DIP, PVC, or C900
3/4" and 1" DIP
/ V•
s u
I
DIRECT TAP SADDLE TAP
NOTES: (SEE NOTE 3)
1. All bronze saddle (Single or double trap for 3/4" and 1")
2. If 2 Taps are made on each side of the main there shall be a minimum of
18" horizontal separation. Multiple taps on the some side shall have a minimum
18" horizontal separation and staggered a minimum of 1" vertically to prevent
damage to the main.
3. Bronze service san
saddles hall be used on all service connections. Direct taps shall
be made only as directed by an OWASA rapresentative.
'°'""``-- ORANGE WATER AND SEWER AUTHORITY , ;;;;�w;
OWAS c.m.,:.-_n I S ,ae a..
STANDARD 3/4"and 1"" N TeSOM =°a6�
WATER TAPPING DETAIL n.m;
D.- Provided by APPIAN C.-Itng Engineer - WWW.APPIANENtlNEEAS.COY
011/18/2018 - 208:35 PM
DIMENSIONS (FL)
VOLUME.
TYPE
- FITTING
'L'
'H'
'Y
CONCRETE
W yD
GRADE
221/2'
1.p0
1.00
1.50
0.06
0.06
45'
- s6'
1.DO
too
1.00
1.DD
1.50
zed
da9
" TEE /PLUG
1.00
i.OD
2.00
0.0]
11 1/4'
1.W
lOD
2.50
0.09
221/2'
1.W
1.0[1
2.50
0.09
0.09
45'
- ea'
a
1.00
tali
1.00
iso
2.50
zoo
li.is
TEE /PLUG
1.5(1
1.50
2.00
0.12
11 1/4'
1.50
1.s0
2.50
0.15
zz i/2'
isD
iso
sao-
D.is
-4s•
telt
tso
zso
o.is
1p 90'
2.00
2 00
CHART NOTES -
0.28
1. If blocking excavation is in lightly compacted fill areas,
or n areas where
boulders or stumps hove been removed, blocking sizemustbe re -sized for the
specific location/circumstance by a NC licensed Professional Engineer.
2. Blocking sizes shown in these fables assume the following:
a. Blocking is constructed in residual soils as shown in detail
b. Soil bearing pressure = 2000 psf
z.00
c. Velocity of flow = 15 fps
o.z3
3. This detail not applicable To reducing bends.
z.00
4. Neither the weight of the concrete blocking nor friction
between concrete blocking
and soil was added Into blocking saes computation. Therefore, blocking size is
conservative.
2W
2.00
°ORANGE WATER AND SEWER AUTHORITY F
0.25
BLOCKING DETAIL for
3.00
]__4
7.00
HORIZONTAL BENDS AND TEE
;=, S,
3.00
2.00
250
0.]2
TEST PRESSURE a 150 P.Sl
PART MANUFACTURER MODEL Cat. N.
VALVEBO% A CHARLOTTE PIPE / UR -2]3
VALVE CAP MER PIPE CO. 6850
34
5 1�4 Provide 1" earth cushion between
- bott
514
-
DIMENSIONS (FL)
VOLUME.
TYPE
- FITTING
'L'
'H'
'Y
CONCRETE
W yD
GRADE
221/2'
1.p0
1.00
1.50
0.06
0.06
45'
- s6'
1.DO
too
1.00
1.DD
1.50
zed
da9
" TEE /PLUG
1.00
i.OD
2.00
0.0]
11 1/4'
1.W
lOD
2.50
0.09
221/2'
1.W
1.0[1
2.50
0.09
0.09
45'
- ea'
a
1.00
tali
1.00
iso
2.50
zoo
li.is
TEE /PLUG
1.5(1
1.50
2.00
0.12
11 1/4'
1.50
1.s0
2.50
0.15
zz i/2'
isD
iso
sao-
D.is
-4s•
telt
tso
zso
o.is
1p 90'
2.00
2 00
3.00
0.28
TEE /PLUG
2.00
200
2.50
0.23
n 1/4'
z.00
z.00
zso
o.z3
zz i/z'
z.00
z.00
zed
D.23
45'
2W
2.00
2.]5
0.25
- 90'
3.00
2.00
7.00
0.39
m TEE /PLUG
3.00
2.00
250
0.]2
11 1/4'
2.00
2.00
3.00
0.28
sz i/z'
z.00
z.00
b.00-
o.ze
45'
3.(10
2.50
].00
0.4]
90'
1.50
3.Oo
3.50
0.94
TEE /PLUG
1.50
3.00
3.00
0.81
n t/a
z.o0
zoo
3.oD
o.ze
221/2
3.00
2.00
J.00
0.39
45'
4.00
3.00
3.50
0.84
90'
6.50
3.50
7.50
1.54
TEE /RUG
6.50
3.50
3.00
1.32
NOTES
1. Use heavy duty traffic lid marked "WATER"
ORANGE WATER AND SEWER AUTHORITY
owns NG,,,rga,ed
STANDARD SCREWVALVE
�y Nw Tg BrYe
a°s�""""` BOX DETAIL "`"°'°"°"'�
A.,.e t,.,elg
waw.APRAMD1tlNEFRS.COY 09/18/2018 - 20e J5 PY
STEP 1 STEP 2
TRENCH AS NEEDED
COMPACTED BACKFILL
TO GRADE
REMOVE EXISTING IF NECESSARY, INSTALL
STABILIZATION PAD, DUCTILE IRON NIPPLE
VALVE BO%, VALVE
NUT, AND PLIPE MWNO PLUGS
SECTION AND BLOCKING WITH N0,
57 STONE (NOTE 4)
EXCAVATE TO VALVE
UNE TO BE TO REMAIN
FILE Wlm ABANDONED IN SERVICE
ROWABIE
FILL (NOTE 5) PLUG AND SEAL INSTALL PLUGS AND
END OF E%ISTING BLOCKING PER CHART
PIPE TO BE ABANDONED DETAIL 512.02
NOTES:
1. Concrete blocking is to be formed to ensure
nsura accessibility to fittings.
2. Fittings attached To in service lines are to be completely wrapped with plastic,
prior to pouring concrete.
3. Concrete to be minimum 3,000 psi. O 28 days.
4. Backfill with No. 57 stone compacted In place or with flowable fill concrete (50
psi minimum/ 150 psi maximum).
5. Remove or till pipes with flowable fill concrete (50 psi minimum/ 150 psi
maximum) in ardente with the following criteria:
a. Pipes larger than 24 -inches diameter.
b. Pipes located within roadway secTian and meeting one of the following
conditions:
i. pipes that are 12 -inches diameter up To and including pipes that are
24 -Inches diameter and are buried less than 20 feet below finished grade.
Ii. pipes that are 6 -inches diameter up to 12 -Inches diameter that are not
cast Iron, ductile Iran. PVC, or HDPE and are buried lass than 12 feat
below finished grade.
c. Pipes located below groundwater fable that could become a conduit for
water movement.
ORANGE WATER AND SEWER AUTHORITY
OWAS �'�°. Nc rsoaNa ea. wax lra. dv.aA rr�..sad�,oaaN, dr., n. .
LINE ABANDONMENT
N-
TeBrle
DETAIL FOR UNPAVED AREAS POST
5' VARIES LOCALE MARKER WITHIN RIGHT-OF-WAY
OR EASEMENT ALONG EDGE
VALVE
OLINE SUPPLY (SANFORD, N.C.)
M VALVE BOX
i
�SEE DETUL 513.0/
EXISRNG/PROPOSED
FINISHED
GRADE
om of concrete brick and valve.
i
Do not IeT valve box or brick rest on
valve assembly. -Typical all volves.
.�.. CW CRETE BRICK BLOCKING
NOTES
1. Use heavy duty traffic lid marked "WATER"
ORANGE WATER AND SEWER AUTHORITY
owns NG,,,rga,ed
STANDARD SCREWVALVE
�y Nw Tg BrYe
a°s�""""` BOX DETAIL "`"°'°"°"'�
A.,.e t,.,elg
waw.APRAMD1tlNEFRS.COY 09/18/2018 - 20e J5 PY
STEP 1 STEP 2
TRENCH AS NEEDED
COMPACTED BACKFILL
TO GRADE
REMOVE EXISTING IF NECESSARY, INSTALL
STABILIZATION PAD, DUCTILE IRON NIPPLE
VALVE BO%, VALVE
NUT, AND PLIPE MWNO PLUGS
SECTION AND BLOCKING WITH N0,
57 STONE (NOTE 4)
EXCAVATE TO VALVE
UNE TO BE TO REMAIN
FILE Wlm ABANDONED IN SERVICE
ROWABIE
FILL (NOTE 5) PLUG AND SEAL INSTALL PLUGS AND
END OF E%ISTING BLOCKING PER CHART
PIPE TO BE ABANDONED DETAIL 512.02
NOTES:
1. Concrete blocking is to be formed to ensure
nsura accessibility to fittings.
2. Fittings attached To in service lines are to be completely wrapped with plastic,
prior to pouring concrete.
3. Concrete to be minimum 3,000 psi. O 28 days.
4. Backfill with No. 57 stone compacted In place or with flowable fill concrete (50
psi minimum/ 150 psi maximum).
5. Remove or till pipes with flowable fill concrete (50 psi minimum/ 150 psi
maximum) in ardente with the following criteria:
a. Pipes larger than 24 -inches diameter.
b. Pipes located within roadway secTian and meeting one of the following
conditions:
i. pipes that are 12 -inches diameter up To and including pipes that are
24 -Inches diameter and are buried less than 20 feet below finished grade.
Ii. pipes that are 6 -inches diameter up to 12 -Inches diameter that are not
cast Iron, ductile Iran. PVC, or HDPE and are buried lass than 12 feat
below finished grade.
c. Pipes located below groundwater fable that could become a conduit for
water movement.
ORANGE WATER AND SEWER AUTHORITY
OWAS �'�°. Nc rsoaNa ea. wax lra. dv.aA rr�..sad�,oaaN, dr., n. .
LINE ABANDONMENT
N-
TeBrle
DETAIL FOR UNPAVED AREAS POST
5' VARIES LOCALE MARKER WITHIN RIGHT-OF-WAY
OR EASEMENT ALONG EDGE
VALVE
OLINE SUPPLY (SANFORD, N.C.)
M VALVE BOX
i
�SEE DETUL 513.0/
EXISRNG/PROPOSED
FINISHED
CONCRETE PAD
EO EARTH
FIELD
AND EASEMENT
VALVE BOX
SEE DETAIL 513.01
ASPHALT SURFACE
USE TACK COAT BEFORE
PLACING ASPHALT OVER
CONCRETE
-.
COMPACTED sroNE
19' Ir SWARE CONCRETE PAD
TO BE POURED TO TOP
OF BASE OR BINDER
COURSE
ELEVATW.
COMPACTED EARTH
IN STREET
INOTES
1. Concrete to be minimum 3,000 PSI O 28 days.
ORANGE WATER AND SEWER AU'1
VALVE BOX STABILIZIN
G ,m.a
PAD DETAILS
N O
Z ^
O
3Q� U
03 0
Fjr IC WCc
Q
SOU N
Z
LEI Q Z Q
Q
�Elz 3
Q
OEU
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N N Q
= O
I PEFUwlrnnc SET I
WENT PROJ. NO. SHEET I.D.
276-54W_501111
URS PROD. NO.
3102YM8 37 DF 40
GRADE
CONCRETE PAD
EO EARTH
FIELD
AND EASEMENT
VALVE BOX
SEE DETAIL 513.01
ASPHALT SURFACE
USE TACK COAT BEFORE
PLACING ASPHALT OVER
CONCRETE
-.
COMPACTED sroNE
19' Ir SWARE CONCRETE PAD
TO BE POURED TO TOP
OF BASE OR BINDER
COURSE
ELEVATW.
COMPACTED EARTH
IN STREET
INOTES
1. Concrete to be minimum 3,000 PSI O 28 days.
ORANGE WATER AND SEWER AU'1
VALVE BOX STABILIZIN
G ,m.a
PAD DETAILS
N O
Z ^
O
3Q� U
03 0
Fjr IC WCc
Q
SOU N
Z
LEI Q Z Q
Q
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Q
OEU
-wz
N N Q
= O
I PEFUwlrnnc SET I
WENT PROJ. NO. SHEET I.D.
276-54W_501111
URS PROD. NO.
3102YM8 37 DF 40

Cel
BOLT
ZING PAD
LL 1B'
OIP PIPE
PART MAIa1FACTURER NOOEL Cat No.
METER BOX CDR SYSTEMS CORP. WA01-1118-12C
MIO- STATES PLASTICS, INC. / MSBCF 1118-12
METER SETTER / vum%12W-11-33-NL
FORD 1) VBHH]h12W-11-M-NL
MUELLER (3/4' h 1') / H -2404N -2A a TWO H -14222N COUPLINGS
METER INSTALLED BY OWASA UPON PAYMENT OF FEES
TAPPING SEE DETAIL 512.06
- ROAD RIGHT-OF-WAY -
12' 18' MIN, V MIN.
PER MANUFACTURE
s/B• . 3/4' METER SECTION 'A' -'A'
BY OWASA (SEE NOTE 3)
METER BOX
4'.8" CONCRETE ..
BLOCK (TYPICAL 4) -
- ..3/4" TYPE 'N' SOFT
ROW DRANK COPPER
/ SERVICE UNE
c �A� (ROME RARE Rf
(FOR WK ASSEMBLY ONLY)
TO BE INSTALLED
THREADED BRASS PLUG -
HAND TIGHTEN IN NPT
BY CUSTOMERS PLUMBER.
TYPICAL EYE
PLUMBER TO REMOVE
EXISTING PLUG ANO
THREADED NIPPLE
EXTEND SERVICE
COPPER SERVICE LINE
314' FOR SINGLE METER
METER YOKE
d•
VALVE BOX STABILIZING PAO
VALVE BOX STABILI
6
SEE DETAIL 513.02
SEE DETAIL 513.0
BACKE EARTH
VALVE BOX DETAIL
w0
VALVE BOX DETAIL
SEE DETAIL 513.01
w
SEE DETAIL 513.01 4
THRUST COLLAR
3 ¢
CONCRETE BRICK
2' BRASS PIPE
DETAIL 512.08-
O(�'�0
TYPICAL 5
3 2
a
�2' 90' BRASS ELBOW
2
0
UNDISTURBED 2" NRS flESIUENT
SOFT
SUBGRAOE SEAT GATE VALVE
CLIENT PROD. NO.
276-54
CONCRETE BLOCKING (NORMALLY CLOSED)
URS PROJ. NO.
31829M
38 of 40
(DETAIL 512.02) CONCRETE BLOCK
MAW COPPER
1 FU
JOINT
TYPICAL EYE Bar
(SEE DETNL) SIZE DEPENDENT ON
SIZE OF RE RODS (SEE NOTE 3)
THREADED RODS - SEE RE
L'
ROD CHART FOR SIZE AND NUMBER
=
OF RADS REWIRED. (DETAIL 512.09)
(SEE NOTE 3)
AI O
MAIN
MJ PLUG NIPPLE GATE VALVE BLOW—OFF
ASSEMBLY
4' 4' TAPPED Fat 2• 2" . B'L BRASS 2' NRS
2• GRABS
e' e' TAPPED FOR 2' 2' a 6'L "Ass 2' NRB
2' 'Am
e' Y TAPPED FOR 2' 2' . 6'L BRASS 2' NRB
2, BRASS
NOTES=
4".B' CONCRETE
1. No discharge from blow—off should go directly into a creek.
EQUAL EQUAL
OWASA must declarinate discharge before it enters a body of
water.
2. Provide erosion and sedementation control for discharge.
BLOCK (TYPICAL 4)
3. In lieu of rodded fHtings, contractor may use a wedge action
restrained gland joint restraint on fittings.
roam " —ORANGE WATER AND SEWER AUTHORITY Few
r . NC nsumN „re wnN Txe °v..sA sY.Na..® asoPr..�.r�.
1B' MIN.
OWAS
PERMANENT 2" BLOW -OFF
NaY.sa
am=mom
ASSEMBLY FOR MAINS UP TO 8"
(PEA MANUFACTURER), .
BOLT
ZING PAD
LL 1B'
OIP PIPE
PART MAIa1FACTURER NOOEL Cat No.
METER BOX CDR SYSTEMS CORP. WA01-1118-12C
MIO- STATES PLASTICS, INC. / MSBCF 1118-12
METER SETTER / vum%12W-11-33-NL
FORD 1) VBHH]h12W-11-M-NL
MUELLER (3/4' h 1') / H -2404N -2A a TWO H -14222N COUPLINGS
METER INSTALLED BY OWASA UPON PAYMENT OF FEES
TAPPING SEE DETAIL 512.06
- ROAD RIGHT-OF-WAY -
12' 18' MIN, V MIN.
PER MANUFACTURE
s/B• . 3/4' METER SECTION 'A' -'A'
BY OWASA (SEE NOTE 3)
METER BOX
4'.8" CONCRETE ..
BLOCK (TYPICAL 4) -
- ..3/4" TYPE 'N' SOFT
ROW DRANK COPPER
/ SERVICE UNE
c �A� (ROME RARE Rf
(FOR WK ASSEMBLY ONLY)
TO BE INSTALLED
x
BY CUSTOMERS PLUMBER.
3
PLUMBER TO REMOVE
EXISTING PLUG ANO
I Irlli
TYPE 'K' SOT DRANNJ
EXTEND SERVICE
COPPER SERVICE LINE
314' FOR SINGLE METER
METER YOKE
1 FOR DUAL METER
12' RISE NTH LOCK
WING STOP 6'. ANGLE CHECK
CORPORATON STOP —
5/8' . 3/4" METER m
SEE DETAIL 512.06
SEE NOTE 1
NOTES.
1. Bronze service saddles shall be used on all service connections. Direct laps shall
be made only as directed by an OWASA representative. Sao tapping detail 512.06
2. Omitted
3. If installotion is for stub—out meter, meter should be purchased from OWASA.
(At applicants expense)
4. Meter must be level across meter connections.
5. Substitution requires approval by OWASA's Director of Engineering.
ORANGE WATER AND SEWER AUTHORITY =01'=—=
OWAS r'"^"°.Nenslamen ar.aanaova,..rnNa,a°:r«r
3/4" SINGLE & 1" DUAL A aK Y NN }eleY
SERVICE INSTALLATION
ORANGE WATER AND SEWER AUTHORITY
OWAS c..nao. Nc ns�oosM ua vee lN: °sw sr..i,��..�m
PA:19 .M�
3/4" SINGLE & 1" DUAL=ora
SERVICE INSTALLATION _
0
x
SINC TLE ASSEMBLY
3
PROPERTY LINE
w
V MIN. I
(n
z
U)zZ>
i
5/8' . 3/4" METER m
u
'
w0
BY OWASA (SEE NOTE 3)
w
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3 ¢
O(�'�0
SEE NOTE 1
3
a
(n
2
0
<
O
SOFT
ISSUE.
PERMITTING SET
CLIENT PROD. NO.
276-54
SHEET I.D.
W -r g
URS PROJ. NO.
31829M
38 of 40
j
MAW COPPER
FLOW
SERVICE LINE
L'
=
i
3/4" CORPORATION
STOP
SEE DETAIL 51206
4".B' CONCRETE
EQUAL EQUAL
BLOCK (TYPICAL 4)
12'
1B' MIN.
VARIES
1
' 1
(PEA MANUFACTURER), .
1 '
V MIN.
4".B' CONCRETE
BLOCK (TYPICAL 4)M.
<�
FLOW
DUAL ASSEMBLY
a
SEE NOTE 1
1" TYPE "K" SOFT
ISI
0
5/8' . 3/4'METER
BY OWASA (SEE NOTE 3)
DRAWN COPPER
SERVICE LINE
PROPERTY LINE
;
BRONZE FLARE WE
I;
5/8" . 3/4" METER
OWASA (SEE NOTE 3)
EATIONBY
512.06
i
I
0
In
ROW
3
=
i
4'.8 CONCRETE
BLOCK (TYPICAL 4)
real raw
ORANGE WATER AND SEWER AUTHORITY
OWAS c..nao. Nc ns�oosM ua vee lN: °sw sr..i,��..�m
PA:19 .M�
3/4" SINGLE & 1" DUAL=ora
SERVICE INSTALLATION _
0
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PERMITTING SET
CLIENT PROD. NO.
276-54
SHEET I.D.
W -r g
URS PROJ. NO.
31829M
38 of 40

NOTES
1. BITUMINOUS OVERLAY SHALL BE ASPHALT CONCRETE SURFACE COURSE, TWE SF9.5A.
2. WHERE ASPHALT ROADWAY HAS BEEN IMPACTED BY THE WORK. A PERMANENT PATCH REPAIR WILL BE REWIRED.
PERMANENT PAVEMENT REPAIR IS REWIRED PRIOR TO ASPHALT OVERLAY OF THE ABOVE MENTIONED AREAS.
3. TAPER OVERLAY EDGES TO TIE INTO EXISTING GRADE AT THE SIDES, START, AND END OF OVERLAY RUNS.
4. IN THE EVENT OF A CONFLICT OR OMISSION, ALL REOUIREMENTS SET FORTH IN THE NCDOT ENCROACHMENT
AGREEMENT FOR THIS PROJECT SHALL SUPERCEDE THIS DETAIL.
NCDOT ROAD REPLACEMENT DETAIL
SCALE: N.T.S.
MATCH EXISTING ASPHALT
5•oF &25.08 --------
EXISTING PAVEMENT
OR 2" MIN SUPERPAVE CLEAN SQUARE
t
- 15' MLLING EXISTING PAVEMENT AND
d' OF 41908 \
S -9.5A OR B IN UFTS
CUT W/ TACK
N
RESURFACING FULL LANE WITH I S'
1'5.OF SF9.54 1\ \ / OF SF9. SL.
R/ W
G S
1 T
A
NN
� _
8" MIN.
GRASS -� /
B"
'•
C' S
\ \ / TACK COAT SURFACE COURSE
R
12"
R
CUTBACK
N D
' DO NOT DISTURB
1 -0"
G
E N
\� \� \� •\'/ EXI NGSTONE
CUTBACK
BACK LL
E D
2'-()' z z -D•
1'-0" CUTBACK V-0" CUTBACK
SLOPE WALLS TO ANGLE OF
REPOSE OR SHORING AS
VAR.
/
APPROVED BY ENGINEER
W ._�__-_
-
R
I
L
UTILITY STRIP
EMBEDMENT
6'
PROVIDE BACKFILL--- -
E
SCALE: I"•I'-0'
T
TITLE
_
__.__..._._
D x w /\
PIPE BEDDING
PIPE
X%'
SECTION
P T
t =
PAVEMENT REPAIRS ON ROADS TO I RESURFACED
A A
(PIPE IS PLACED UNDER EXISTING PAVEMENT)
n
R 1
NOTES
1. BITUMINOUS OVERLAY SHALL BE ASPHALT CONCRETE SURFACE COURSE, TWE SF9.5A.
2. WHERE ASPHALT ROADWAY HAS BEEN IMPACTED BY THE WORK. A PERMANENT PATCH REPAIR WILL BE REWIRED.
PERMANENT PAVEMENT REPAIR IS REWIRED PRIOR TO ASPHALT OVERLAY OF THE ABOVE MENTIONED AREAS.
3. TAPER OVERLAY EDGES TO TIE INTO EXISTING GRADE AT THE SIDES, START, AND END OF OVERLAY RUNS.
4. IN THE EVENT OF A CONFLICT OR OMISSION, ALL REOUIREMENTS SET FORTH IN THE NCDOT ENCROACHMENT
AGREEMENT FOR THIS PROJECT SHALL SUPERCEDE THIS DETAIL.
NCDOT ROAD REPLACEMENT DETAIL
SCALE: N.T.S.
4 CHAPEL HILL CURB & GUTTER DETAIL
SCALE: N.T.S.
NOTES:
1. BACKFILL SHALL BE SUITABLE MATERIAL THAT IS FREE FROM HEAVY CLAY, GUMBOS, DEBRIS, ORGANICS AND
HAVING LITTLE TO NO EXCESSIVE MOISTURE.
2. SELECT BACKFILL MAY BE SUBSTITUTED OR REQUIRED BY CLIENT TO ACHIEVE COMPACTION (I.E. 157, ABC,
CRUSHED LIMESTONE, CLEAN SAND, FLOWABLE FILL. ETC.).
3. 8 INCHES OF ABC BASE MATERIAL SHALL BE USED ON CITY STREETS.
4. BACKFILL AND BASE MATERIALS SHALL BE COMPACTED IN 12" MINIMUM LIFTS.
5. SOIL SHALL BE COMPACTED BY A MECHANIZED TAMPER (I.E. JUMPING JACK), HOWEVER, VIBRATORY ROLLERS
>18" WIDTH MAY BE USED FOR LARGER EXCAVATIONS. THE PLATE TAMP METHOD SHALL NOT BE USED.
6. ALL APPROVED CASTINGS SHALL BE SET FLUSH TO GRADE AND SUPPORTED IF APPLICABLE.
7. ABC BASE AND SUBBASE SHALL BE COMPACTED TO 983 AND BACKFILL AND EMBEDMENT COMPACTED TO 90%
AS DETERMINED BY THE MODIFIED PROCTOR AASHTO METHOD T-99.
8. 1 -FOOT CUTBACKS OF ASPHALT SHALL BE PREPARED ON UNDISTURBED SOIL. MINIMUM ASPHALT DENSITY IS
9076
�i CARRB0R0 ROAD REPLACEMENT DETAIL
SCALE: N.T.S.
2.5'
TYRI (TRAVEL LANE(
IMINIMUMI
SIDEWALK
(OPTIONAL)
-35' RD.W.
(MINIMUM(
25's-6
20 PAVEMENT
IMINIMUMI
OT -- 2.S S-�
(TRAVEL LANE( TYP.1 fMIN.I
MINIMUM)
(MIN.)
/ L SIDEWA"ITYI..1
PHALY PAVEMENT UTILITY STRIPITYP.1
COMPACTED
EGATE BASE COURSE
NOTES:
INO ON -STREET PARKING PERMITTED (TYPICALLY).
Z. UTILITY STRIP WIDTH MAY VARY DEPENDING ON
APPROVED LANDSCAPING DESIGNS.
3. ALTERNATIVE PAVEMENT DESIGNS MAY BE REQUIRED
BASED UPON SITE-SPECIFIC SOIL AND DRAINAGE CONDITIONS.
4, ADOtTIONAL RIGHT-OF-WAY MAY BE REQUIRED FOR
UTILITY INSTALLATION.
5.ADOITIONAL TRAVEL LANE WIDTH MAY BE REOUIREO ON
STREETS EXPECTED TO CONVEY HIGH TRAFFIC VOLUMES
AND/OR TRUCK TRAFFIC.
6. SIDEWALK MAY BE REQUIRED ON BOTH SIDES OF STREET.
7, ADD 9 tMINIMUM) OF ADDITIONAL PAVEMENT WIDTH IF
TURN LANE 15 REQUIRED
B.AGGREGAT� BASE COURSE THICKNESS SMALL BE B"IN TYPE
I AREA; 10' IN TYPE II AREA.
NO SCALE
'ITLE:
LOCAL STREET
(WITHOUT ON -STREET
PARKING)
i1CHAPEL HILL ROAD REPLACEMENT DETAIL
SCALE: N.T.S.
SEE NOTE 2
wax
d{ 1{
t
E
N
R/ W
G S
1 T
A
NN
3000 PSI CONCRETE
CE
B"
D
C' S
r
R
3 R.D.
-
R
A
N D
NA. YAR. R TH TONK
ENpML[AIKA APPIIDYALI
A'
G
E N
--- -- --f- - -
D D
E D
E E
A A
CON
CRETE SIDEWALK
R
N D
L
UTILITY STRIP
G
M S
E
SCALE: I"•I'-0'
T
TITLE
REvi5oN6 ETldO.
CURB a GUTTER
MD °A'E '
ST -2
A
SECTION
P T
4 CHAPEL HILL CURB & GUTTER DETAIL
SCALE: N.T.S.
NOTES:
1. BACKFILL SHALL BE SUITABLE MATERIAL THAT IS FREE FROM HEAVY CLAY, GUMBOS, DEBRIS, ORGANICS AND
HAVING LITTLE TO NO EXCESSIVE MOISTURE.
2. SELECT BACKFILL MAY BE SUBSTITUTED OR REQUIRED BY CLIENT TO ACHIEVE COMPACTION (I.E. 157, ABC,
CRUSHED LIMESTONE, CLEAN SAND, FLOWABLE FILL. ETC.).
3. 8 INCHES OF ABC BASE MATERIAL SHALL BE USED ON CITY STREETS.
4. BACKFILL AND BASE MATERIALS SHALL BE COMPACTED IN 12" MINIMUM LIFTS.
5. SOIL SHALL BE COMPACTED BY A MECHANIZED TAMPER (I.E. JUMPING JACK), HOWEVER, VIBRATORY ROLLERS
>18" WIDTH MAY BE USED FOR LARGER EXCAVATIONS. THE PLATE TAMP METHOD SHALL NOT BE USED.
6. ALL APPROVED CASTINGS SHALL BE SET FLUSH TO GRADE AND SUPPORTED IF APPLICABLE.
7. ABC BASE AND SUBBASE SHALL BE COMPACTED TO 983 AND BACKFILL AND EMBEDMENT COMPACTED TO 90%
AS DETERMINED BY THE MODIFIED PROCTOR AASHTO METHOD T-99.
8. 1 -FOOT CUTBACKS OF ASPHALT SHALL BE PREPARED ON UNDISTURBED SOIL. MINIMUM ASPHALT DENSITY IS
9076
�i CARRB0R0 ROAD REPLACEMENT DETAIL
SCALE: N.T.S.
2.5'
TYRI (TRAVEL LANE(
IMINIMUMI
SIDEWALK
(OPTIONAL)
-35' RD.W.
(MINIMUM(
25's-6
20 PAVEMENT
IMINIMUMI
OT -- 2.S S-�
(TRAVEL LANE( TYP.1 fMIN.I
MINIMUM)
(MIN.)
/ L SIDEWA"ITYI..1
PHALY PAVEMENT UTILITY STRIPITYP.1
COMPACTED
EGATE BASE COURSE
NOTES:
INO ON -STREET PARKING PERMITTED (TYPICALLY).
Z. UTILITY STRIP WIDTH MAY VARY DEPENDING ON
APPROVED LANDSCAPING DESIGNS.
3. ALTERNATIVE PAVEMENT DESIGNS MAY BE REQUIRED
BASED UPON SITE-SPECIFIC SOIL AND DRAINAGE CONDITIONS.
4, ADOtTIONAL RIGHT-OF-WAY MAY BE REQUIRED FOR
UTILITY INSTALLATION.
5.ADOITIONAL TRAVEL LANE WIDTH MAY BE REOUIREO ON
STREETS EXPECTED TO CONVEY HIGH TRAFFIC VOLUMES
AND/OR TRUCK TRAFFIC.
6. SIDEWALK MAY BE REQUIRED ON BOTH SIDES OF STREET.
7, ADD 9 tMINIMUM) OF ADDITIONAL PAVEMENT WIDTH IF
TURN LANE 15 REQUIRED
B.AGGREGAT� BASE COURSE THICKNESS SMALL BE B"IN TYPE
I AREA; 10' IN TYPE II AREA.
NO SCALE
'ITLE:
LOCAL STREET
(WITHOUT ON -STREET
PARKING)
i1CHAPEL HILL ROAD REPLACEMENT DETAIL
SCALE: N.T.S.
SEE NOTE 2
wax
A
t
2"
12'-0 STD.
S'
R/ W
A
N
C' S
CUitB
1 T
3 TYPICAL
A
NA. YAR. R TH TONK
ENpML[AIKA APPIIDYALI
A'
E N
--- -- --f- - -
- 4 - -
E D
CON
CRETE SIDEWALK
N D
14
UTILITY STRIP
G
ED6E R
IEEE NOTE S1) 4
E E
[
A
P T
t =
A A
n
R 1
S
3'-O" TYPICAL
(MAY VARY WITH TOWN
-
T L
SUBGRADECDMFACTIf
ENGINEERING APPROVAL],
M S
TYPICAL SIDEWALK -SECTION A -N
E
NOTES:
CONCRETE 3000 PSI.
NO SCALE
T
;.ALL
2. SEE STANDARD OETAR "D-I"FOR THROUGH DRIVEWAY SPECIFICATIONS.
3. EXPANSION JOINTS 50*APART MAXWUM.
TITLE
REVISIONS
DETNO
4. CONTROL JOINT EVERY 5 FEET.
MO PATE Y
5. ALL SIDEWALKS SHALL BE CONSTRUCTED WIT" TOOLED V;EDGE RADIUS.
6.IF UTILITY STRIP IS COMPLETELY ELIMINATEI,D,SIOEWAL K SHALL BE
PlACE1) DIRECTLY AT BACK-OF-CURB,WITH EDGE RADIUS.
TYPICAL SIDEWAL
ST
J
)4
Sx.l 01 3
s CHAPEL HILL SIDEWALK DETAIL
SCALE N.T.S.
E
N
G ST
E N
R RA
N D
G
E E
R I
T L
M S
T -1 c]
J
.4019
N
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3
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0 W
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�z�: F
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-
C)Xv IrO
LJJ
UwzQ 3¢
0 LJJ O Z
N N Q
= O
ISSUE:
PERMITTING SET
CLIENT PROJ. N0. SHEET I.D.
278-54 OU -510
URS PROJ. N0.
31829998 1 39 OF 40

20
m
100' TO 200'
BE
BE O
IE LAN
ROAD
4HEAD
PREPARED
TO STOP
\%
W20-4
W20-78
W20 -7a
48' X48" 48" X 48" 48" X 48"
100' TO 200'
BE
TEMPORARY LANE CLOSURES
2 -LANE, 2 -WAY ROADWAY - 1 LANE CLOSED
NOT TO SCALE
DISTANCE TO 4TH SIGN
REPEAT FOR ANY
CONSECUTIVE SIGNS DISTANCE TO 3RD SIGN DISTANCE TO 2ND SIGN DISTANCE TO 1ST SIGN
STATIONARY OR PORTABLE SIGNS
ADVANCE WARNING SIGN
MINIMUM LONGITUDINAL
BUFFER SPACE
(FEET)
SPACING CHART
85
\%
W20 -7a0
-7B
170
DISTANCE BETWEEN
20'
POSTED SPEED LIMIT
(FEET)
48" X 48"Y4W3
X 48"
20
415
5 35
200 200
200
40-50
350 350
350
55
MAX
500
OO
1000 1600
2600
MAX
U =
'o
a
O
SSUe
PERMITTING SET
276-54
CLIENT PROD. N0,3�40
URS PROJ. NO.
31829996
a0 A
A A AAL
Aa
TWO-WAY
DOWN
TRAFFIC BUFFER
BUFFER STREAM
TAPER SPACE
SPACE TAPER
50' 50'-100' 50' MIN.
WORK AREA
50' MIN. 100'
MAX.
TEMPORARY LANE CLOSURES
2 -LANE, 2 -WAY ROADWAY - 1 LANE CLOSED
NOT TO SCALE
DISTANCE TO 4TH SIGN
REPEAT FOR ANY
CONSECUTIVE SIGNS DISTANCE TO 3RD SIGN DISTANCE TO 2ND SIGN DISTANCE TO 1ST SIGN
STATIONARY OR PORTABLE SIGNS
ADVANCE WARNING SIGN
MINIMUM LONGITUDINAL
BUFFER SPACE
(FEET)
SPACING CHART
85
35
RECOMMENDED
40
170
DISTANCE BETWEEN
SIGNS
POSTED SPEED LIMIT
(FEET)
55
(MPH)
60
415
5 35
200 200
200
40-50
350 350
350
55
500 500
500
CONTROYD ACC�SS ROADS
1000 1600
2600
> 55
U =
'o
a
NOTE:
THE ADVANCE WARNING SIGN SPACING CHART IS TO BE APPLIED WHERE A SERIES OF 2 OR
MORE SIGNS ARE USED. ALL SIGN SPACING DIMENSIONS ARE APPROXIMATE AND MAY BE
FIELD ADJUSTED AS VARIOUS CONDITIONS OCCUR, SUCH AS LIMITED SIGHT DISTANCE,
OBSTRUCTION INTERFERENCE, ETC.
TRAFFIC CONTROL DESIGN TABLES
SPACING OF TEMPORARY SIGNS IN SERIES
E LAN
ROAD
kHEAD
W20-4
48" X48"
a
LEGEND
O LO WARNING FLAGS
A CONE
IQ PORTABLE SIGN
FLAGGER
TYPE B WARNING LIGHT (FOR NIGHT USE)
a DIRECTION OF TRAFFIC FLOW
NOTES:
1. REFER TO THE ADVANCE WARNING SIGN SPACING CHART, THIS SHEET, FOR SIGN SPACING.
2. LANE CLOSURES SHALL BE INSTALLED WITH THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE UPSTREAM SIDE OF TRAFFIC.
LANE CLOSURES SHALL BE REMOVED AGAINST THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE DOWNSTREAM SIDE OF
TRAFFIC.
3. USE THE MAXIMUM SPACING OF CONES THRU THE WORK AREA SHALL BE EQUAL IN FEET TO 2 TIMES THE POSTED SPEED LIMIT.
4. LANE CLOSURES SHALL BE EXTENDED AT THE BUFFER SPACE SUCH THAT STOPPING SIGHTDISTANCE IS PROVIDED TO THE FLAGGER.
5.
6. TRAFFIC SHOULD NOT BE STOPPED IN ANY ONE DIRECTION FOR MORE THAN 5 MINUTES AT A TIME.
7. PILOT CARS SHALL BE USED WHEN DIRECTED BY THE ENGINEER.
B. FLAGGERS SHALL BE USED TO CONTROL TRAFFIC AT INTERSECTIONS AFFECTED BY THE LANE CLOSURE. FLAGGERS UTILIZED AT
INTERSECTIONS SHALL BE ACCOMPANIED BY FLAGGER AHEAD SIGNS (W20 -7a) PLACED APPROXIMATELY 250 FT. IN ADVANCE OF THE
FLAGGER. WHERE INTERSECTIONS ARE SIGNALIZED, SIGNALS SHOULD BE PLACED IN THE FLASH MODE.
POSTED
SPEED LIMIT
(MPH)
MINIMUM LONGITUDINAL
BUFFER SPACE
(FEET)
30
85
35
120
40
170
45
220
50
280
55
335
60
415
65
485
WARNING
POINT NOTES:
1. TABLES ARE BASED ON THE AASHTO GREEN BOOK "A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS" AND THE "MANUAL
ON UNIFORM TRAFFIC CONTROL DEVICES". MINIMUM SIGHT DISTANCE VALUES ARE FOR PASSENGER CAR VEHICLES ON WET AND LEVEL
ROADWAYS. AASHTO GREEN BOOK SHOULD BE CONSULTED TO MAKE FINAL DETERMINATION OF STOPPING SIGHT DISTANCE
REQUIREMENTS.
2. BUFFER SPACE TABLE IS BASED ON THE BRAKING DISTANCE PORTION OF STOPPING SIGHT DISTANCE FOR WET AND LEVEL PAVEMENTS.
3. USE OF STOPPING SIGHT DISTANCE IN TRAFFIC CONTROL PLAN APPLICATIONS INCLUDES PROVIDING SIGHT DISTANCE FOR TRAFFIC
APPROACHING A LANE CLOSURE. FOR 2 -LANE, 2 -WAY ROADWAYS STOPPING SIGHT DISTANCE SHOULD BE PROVIDED TO THE FLAGGER.
FOR LANE CLOSURES ON MULTILANE ROADWAYS STOPPING SIGHT DISTANCE SHOULD BE PROVIDED TO THE BEGINNING OF THE LANE
CLOSURE MERGE TAPER, OR FLASHING ARROW PANEL. LANE CLOSURES SHOULD BE EXTENDED AT THE BUFFER SPACE SUCH THAT
STOPPING SIGHT DISTANCE IS PROVIDED.
4. USE OF MINIMUM PASSING SIGHT DISTANCE TABLE IN TRAFFIC CONTROL PLAN APPLICATIONS INCLUDES PROVIDING SIGHT DISTANCE
REQUIREMENTS FOR PLACEMENT OF PAVEMENT MARKING PASSING/NO-PASSING ZONES FOR 2 -LANE, 2 -WAV ROADWAYS.
TRAFFIC CONTROL DESIGN TABLES
BUFFER SPACE & SIGHT DISTANCE
0
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MINIMUM SIGHT DISTANCE
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30
200
500
35
250
550
40
325
600
45
400
700
50
475
800
55
550 1
900
60
650
1000
65
725
1100
WARNING
POINT NOTES:
1. TABLES ARE BASED ON THE AASHTO GREEN BOOK "A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS" AND THE "MANUAL
ON UNIFORM TRAFFIC CONTROL DEVICES". MINIMUM SIGHT DISTANCE VALUES ARE FOR PASSENGER CAR VEHICLES ON WET AND LEVEL
ROADWAYS. AASHTO GREEN BOOK SHOULD BE CONSULTED TO MAKE FINAL DETERMINATION OF STOPPING SIGHT DISTANCE
REQUIREMENTS.
2. BUFFER SPACE TABLE IS BASED ON THE BRAKING DISTANCE PORTION OF STOPPING SIGHT DISTANCE FOR WET AND LEVEL PAVEMENTS.
3. USE OF STOPPING SIGHT DISTANCE IN TRAFFIC CONTROL PLAN APPLICATIONS INCLUDES PROVIDING SIGHT DISTANCE FOR TRAFFIC
APPROACHING A LANE CLOSURE. FOR 2 -LANE, 2 -WAY ROADWAYS STOPPING SIGHT DISTANCE SHOULD BE PROVIDED TO THE FLAGGER.
FOR LANE CLOSURES ON MULTILANE ROADWAYS STOPPING SIGHT DISTANCE SHOULD BE PROVIDED TO THE BEGINNING OF THE LANE
CLOSURE MERGE TAPER, OR FLASHING ARROW PANEL. LANE CLOSURES SHOULD BE EXTENDED AT THE BUFFER SPACE SUCH THAT
STOPPING SIGHT DISTANCE IS PROVIDED.
4. USE OF MINIMUM PASSING SIGHT DISTANCE TABLE IN TRAFFIC CONTROL PLAN APPLICATIONS INCLUDES PROVIDING SIGHT DISTANCE
REQUIREMENTS FOR PLACEMENT OF PAVEMENT MARKING PASSING/NO-PASSING ZONES FOR 2 -LANE, 2 -WAV ROADWAYS.
TRAFFIC CONTROL DESIGN TABLES
BUFFER SPACE & SIGHT DISTANCE
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31829996

OWASA Supporting Documentation for PCN Application
Appendix B: Buffer Impact Figures
Historic Rogers Road Sewer Expansion Project Appendix B

ORANGE-� M
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Orange Water
and Sewer
Authority
My MY
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
Existing Transportation
Corridor
Study Area
Streams
Gravity Sewer
Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
Zone 1 Parallel Wetlands
Zone 2 Wetlands
- Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- ME= Feet
NORTH 0 15 30
Orange County
Haw Watershed
HUC 03030002
Page 1 of 11
Buffer Impacts
October 2016
NAD63 NC State Plena FIPS 3200 k
Thu map re for reference only.

Orange Water
and Sewer
Authority
-1.
W" -
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
-Existing Transportation
Corridor
O Study Area
- Streams
Gravity Sewer
Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
G
Zone 1 Parallel Wetlands
Zone 2 Wetlands
_ Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- 001[= Feet
NORTH 0 15 30
r�k&w
Orange County
Haw Watershed
HUC 03030002
Page 2 of 11
Buffer Impacts
October 2016
NADI' NC 5fate Plena FIPS 3200 ft
Thio map i. for reference ony.

Orange Water
and Sewer
Authority
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
-Existing Transportation
Corridor
CStudy Area
Streams
s■ Gravity Sewer
Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
Zone 1 Parallel Wetlands
Vz Zone 2 Wetlands
- Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1Total Impacts
CI Zone 1 Buffer
�i Zone 2 Buffer
- ME= Feet
NORTH 0 15 30
Orange County
Haw Watershed
HUC 03030002
Page 3 of 11
Buffer Impacts
October 2016
tD83 NC Slate Plena FIonPS 31011,
This mep ror reference y.

Orange Water
and Sewer
Authority
Ell
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
-Existing Transportation
Corridor
Q Study Area
Streams
Gravity Sewer
Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact Zone 1 Parallel Wetlands
Zone 2 Wetlands
- Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- MM= Feet
NORTH 0 15 30
A"%W
Orange County
Haw Watershed
HUC 03030002
Page 4of11
Buffer Impacts
October 2016
NAD60 NC State Plane FIDS 3200 ft
Th� map's for reference only.

Orange Water
and Sewer
Authority
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
Existing Transportation
Corridor
O Study Area
Streams
Gravity Sewer
Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
Zone 1 Parallel Wetlands
Zone 2 Wetlands
- Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- ON= Feet
NORTH 0 15 30
6�ow
Orange County
Haw Watershed
HUC 03030002
Page 5 of 11
Buffer Impacts
October 2016
W1D63 NC Stet, Plane FIDS 3200 k
Thin map ®for ralerence 1.

Orange Water
and Sewer
Authority
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
®Existing Transportation
Corridor
O Study Area
Streams
Gravity Sewer
- Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
Zone 1 Parallel Wetlands
Zone 2 Wetlands
_ Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- MM:= Feet
NORTH 0 15 30
AIQW
Orange County
Haw Watershed
HUC 03030002
Page 6of11
Buffer Impacts
OdoDer 2016
NADe3 NC State Pkne FIDS 3200 fl
Th® mep ie for refeienca ony.

Orange Water
and Sewer
Authority
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
Existing Transportation
Corridor
Study Area
Streams
—� Gravity Sewer
Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
Zone 1 Parallel Wetlands
® Zone 2 Wetlands
- Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- ME= Feet
NORTH 0 15 30
4
Orange County
Haw Watershed
HUC 03030002
Page 7of11
Buffer Impacts
October 2016
NAD83 NC State Plane FIPS 320011
This map .for reference only.

Orange Water
and Sewer
Authority
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
Existing Transportation
Corridor
Study Area
�^-- Streams
Gravity Sewer
{ Zone 1 Perpendicular Wetlands
®� Zone 1 Perpendicular Impact
1 .-.... Zone 1 Parallel Wetlands
Zone 2 Wetlands
_ Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- 011= Feet
NORTH 0 15 30
Orange County
Haw Watershed
HUC 03030002
Page 8 of 11
Buffer Impacts
October 2016
NAD63 NC State Plane FIPS 3200 k
Thin map o for reference onq.

Orange Water
and Sewer
Authority
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
®Existing Transportation
Corridor
O Study Area
® Streams
Gravity Sewer
Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
Zone 1 Parallel Wetlands
Zone 2 Wetlands
- Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
_ Zone 2 Buffer
- 001[= Feet
NORTH 0 15 30
Orange County
Haw Watershed
HUC 03030002
Page 9 of 11
Buffer Impacts
October 2016
NAD63 NC Slate Plane FIPS 320011
This map's forre(arance ony.

Orange Water
and Sewer
Authority
"Adak,
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
-Existing Transportation
Corridor
O Study Area
Streams
■ Gravity Sewer
- ; Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
Zone 1 Parallel Wetlands
Zone 2 Wetlands
- Zone 2 impacts
•
Zone 1 Parallel Impact
Zone 1 Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- ME= Feet
NORTH 0 15 30
A11%W
Orange County
Haw Watershed
HUC 03030002
Page 10 of 11
Buffer Impacts
October 2016
NAD83 NC State Plane FIPS 3200 ft
This map is for reference only.

4 :;
Orange Water
and Sewer
Authority
Rogers Road
Sewer Expansion
Legend
Gravity Sewer Easement
Existing Transportation
Corridor
Study Area
Streams
■ Gravity Sewer
Zone 1 Perpendicular Wetlands
® Zone 1 Perpendicular Impact
Zone 1 Parallel Wetlands
Zone 2 Wetlands
_ Zone 2 Impacts
Zone 1 Parallel Impact
Zone 1Total Impacts
Zone 1 Buffer
Zone 2 Buffer
- ME= Feet
NORTH 0 15 30
AQM
Orange County
Haw Watershed
HUC 03030002
Page 11 of 11
Buffer Impacts
October 2016
Z.NC State Plena FIPS 3110 It
This rn p i. for reference only.

owASA Supporting Documentation for PCN Application
Appendix C: PHASE I ARCHAEOLOGICAL SURVEY
Historic Rogers Road Sewer Expansion Project Appendix C

PHASE I ARCHAEOLOGICAL SURVEY FOR PROPOSED OWASA
HISTORIC ROGERS ROAD AREA SANITARY SEWER SYSTEM,
ORANGE COUNTY, NORTH CAROLINA
Photo of Modern Marker for T.L. Hogan at 31OR673/673**
April 2016

PHASE I ARCHAEOLOGICAL SURVEY FOR PROPOSED OWASA
HISTORIC ROGERS ROAD AREA SANITARY SEWER SYSTEM,
ORANGE COUNTY, NORTH CAROLINA
Prepared for:
Orange County Water and Sewer Authority
400 Jones Ferry Road
Carrboro, North Carolina 27510
Prepared by:
URS Corporation — North Carolina
1600 Perimeter Park Dr. Suite 400
Morrisville, NC 27560
Principal Investigator:
Dr. Daniel Cassedy, RPA
Authored by:
Matthew Jorgenson, RPA
Dr. Daniel Cassedy, RPA
April 2016

MANAGEMENT SUMMARY
URS Corporation — North Carolina (URS) conducted background research and terrestrial archaeological
Phase I Survey for the Orange County Water and Sewer Authority's (OWASA) proposed Historic Rogers
Road Area sanitary sewer collection system (HRRA or Project). The project is located at the north end of
the towns of Carrboro and Chapel Hill in the southeastern part of Orange County, North Carolina. The
proposed project is largely planned within existing rights-of-way for streets; however, a few areas within
the project traverse relatively undeveloped locales outside existing rights-of-way. Therefore, a Phase I
shovel test survey was conducted in these portions of the project. In addition, limited shovel testing was
conducted adjacent to the existing right-of-way along Purefoy Drive immediately south of the Lloyd -
Rogers House (architectural resource OR -431). The survey for the project covered approximately 16.6
acres.
Phase I survey has documented one resource consisting of a prehistoric lithic scatter of Middle Woodland
age and a historic cemetery of T.L. Hogan associated with the Lloyd -Rogers House (also known as the
Hogan -Rogers House and historic architectural resource OR -431), and one historic cemetery of D.
Hogan. These resources have been assigned archaeological site numbers 31OR673/673** and
31OR674**, respectively. Neither 31OR673/673** nor 31OR674** meet the criteria to be considered
eligible for inclusion in the National Register of Historic Places either under the standard criteria or
special criteria considerations. Further, both of these resources are located outside the Area of Potential
Effect for the project; neither of these resources will be impacted by the proposed sewer system
construction, operation, or maintenance. We therefore recommend no further archaeological work be
required in conjunction with the OWASA HRRA sewer project.

TABLE OF CONTENTS
MANAGEMENTSUMMARY......................................................................................................................i
LISTOF FIGURES...................................................................................................................................
in
LINTRODUCTION....................................................................................................................................1
IL ENVIRONMENTAL SETTING.............................................................................................................2
PROJECTSETTING.............................................................................................................................2
SOILS......................................................................................................................................................2
PALEOENVIRONMENT OF THE PROJECT AREA......................................................................3
III. CULTURAL BACKGROUND..............................................................................................................5
PREHISTORIC BACKGROUND........................................................................................................5
Pre -Clovis Occupations in the Southeast (ca. pre -12,000 BP).............................................................5
Paleoindian Period (ca. 12,000-10,000 BP).........................................................................................5
Archaic Period (ca. 10,000-3000 BP)..................................................................................................6
Woodland Period (ca. 3000-400 BP)...................................................................................................9
Contact Period (ca. 400-290 BP)........................................................................................................11
HISTORICBACKGROUND..............................................................................................................12
OrangeCounty Overview...................................................................................................................12
Historic Rogers Road Area................................................................................................................12
IV. RESEARCH METHODOLOGY.........................................................................................................16
BACKGROUNDRESEARCH............................................................................................................16
ARCHAEOLOGICAL FIELD METHODS......................................................................................16
ARCHAEOLOGICAL LABORATORY METHODS......................................................................16
ASSESSMENT OF SIGNIFICANCE.................................................................................................17
V. RESULTS OF INVESTIGATIONS.....................................................................................................19
BACKGROUNDRESEARCH............................................................................................................19
ARCHAEOLOGICAL FIELD RESULTS.........................................................................................20
SurveyArea 1.....................................................................................................................................20
SurveyArea 2.....................................................................................................................................23
SurveyArea 3.....................................................................................................................................25
31 OR673/673**.................................................................................................................................26
31OR674**........................................................................................................................................32
VL SUMMARY AND RECOMMENDATIONS.......................................................................................36
SUMMARY...........................................................................................................................................36
RECOMMENDATIONS.....................................................................................................................36
REFERENCESCITED.............................................................................................................................38
APPENDIX A: 31OR6731673** ARTIFACT CATALOG.......................................................................43
31OR673/673** ARTIFACT CATALOG..........................................................................................44

LIST OF FIGURES
Figure 1. General Location of Proposed OWASA HRRA Sewer Project, Orange County, North Carolina.
..............................................................................................................................................................1
Figure 2. Topographic Setting of OWASA HRRA Project Area (shown as blue lines) ..............................3
Figure 3. 1918 Soils Map with Proposed Sewer Lines Overlaid (faint white lines are modern roads)...... 14
Figure 4. 1946 USGS Map with Proposed Sewer Lines Overlaid..............................................................14
Figure 5. Modern Aerial Photograph of Project Area Showing Sewer Lines and Selected Historic
Structures............................................................................................................................................15
Figure 6. Map of Recorded Sites and Structures and Previous Archaeological Survey Projects (Red
polygons) in the General Vicinity......................................................................................................20
Figure 7. Overview of OWASA HRRA Sewer Project (in blue) Showing Archaeological Survey Areas.21
Figure 8. Topographic Setting of OWASA HRRA Sewer Project (in blue) Showing Archaeological
SurveyAreas......................................................................................................................................22
Figure 9. Aerial Photograph of Survey Area 1 Showing STPs, Proposed OWASA HRRA Project (blue
lines), and Site 31OR673*/673**......................................................................................................23
Figure 10. Aerial Photograph of Survey Area 2.........................................................................................24
Figure 11. Aerial Photograph of Survey Area 3 and 31OR674** (red polygon).......................................25
Figure 12. Map of Survey Area 1 Showing Location of Proposed OWASA HRRA Sewer (blue line), Site
3 1 OR673/673 * * (red polygon with cemetery component in yellow), and Hogan -Rogers House (OR-
431)....................................................................................................................................................26
Figure 13. General Overview of 31OR673/673**, View East of STP 1-5 (red arrow) and T.L. Hogan
Cemetery (in woods/brush in background) from near STP 1 -1 .........................................................27
Figure 14. View of Prayer or Meditation Bench by T.L. Hogan Cemetery, View Southwest towards
Cemetery (in brush in background)....................................................................................................28
Figure 15. View of (modern) Thomas Lloyd Hogan Marker......................................................................28
Figure 16. View of Older Headstone Fragments Scattered on Ground at T.L. Hogan Family Cemetery..29
Figure 17. View of Broken Inscribed Headstones at T.L. Hogan Family Cemetery..................................29
Figure 18. View of Illegible Inscribed Headstone at T.L. Hogan Family Cemetery..................................30
Figure 19. View of Unmodified Head/Foot Stone Markers at T.L. Hogan Cemetery ................................30
Figure20. Map of Site 31OR674**............................................................................................................32
H

Figure 21. General Overview of 31OR674** (low brush between arrows), view Southwest....................33
Figure 22. Photograph of Modern Marker for D. Hogan............................................................................33
Figure 23. Photograph of "Mary E. Hutch..." (last name partially illegible), July 13, 1850, June 20, 1851.
............................................................................................................................................................ 34
Figure 24. Photograph of Stone Simply Marked with "M.E.L." (foreground) and Unmodified Field Stones
(red arrows) (background) at 31OR674**.........................................................................................34
Figure 25. Photograph of Unmarked Linear Depression at 31 OR674**....................................................35
Figure 26. Current Proposed OWASA HRRA Sewer Project Alignment and Sites 31OR673/673** and
31 OR674**........................................................................................................................................37
iv

I. INTRODUCTION
URS Corporation — North Carolina (URS) is providing the Orange County Water and Sewer Authority
(OWASA) with design and consulting services in support of a proposed sanitary sewer collection system
in the Historic Rogers Road Area (HRRA) in Carrboro and Chapel Hill, Orange County, North Carolina
(Figure 1). As part of this support, AECOM archaeologists performed a Phase I Archaeological Survey
of select portions of the project's Area of Potential Effects (APE). Much of the planned OWASA HRRA
project is within existing rights-of-way and paved surface streets; however, several sections cross
overland outside existing rights-of-way. These latter areas were subjected to the archaeological survey
efforts. The entire OWASA HRRA project consists of approximately 18,100 linear feet; permanent (30
feet) and temporary (10 feet) easements are approximately 40 feet wide. The total project area is 16.6
acres.
Archaeological fieldwork was performed in October and December, 2015. Matthew Jorgenson, RPA,
conducted the fieldwork and was assisted by field director Peter Sittig and field archaeologists Jeffrey
Scott Jones and Beth Cheon. Dr. Daniel Cassedy, RPA, acted as principal investigator for the study. Joe
Langston served as URS technical manager and as primary liaison with OWASA.
This report is organized as follows. Chapter H presents the environmental setting of the project area and
Chapter III provides a cultural context for the region. The methodologies utilized in the study are
detailed in Chapter IV. The results of the investigations are presented in Chapter V, and a summary can
be found in Chapter VI.
i 1 _.. bIM MYIIy1�M G.wtl �.rNn hrrt. wYn 'tY'.""w.1
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Approximate Project Location
Figure 1. General Location of Proposed OWASA HRRA Sewer Project, Orange County, North Carolina.

II. ENVIRONMENTAL SETTING
PROJECT SETTING
The study area is located in a mostly suburban setting north of Chapel Hill. It is located east and west of
Rogers Road and roughly between the Orange County Landfill to the north, and Homestead Road to the
south. Single-family residential properties are located along several streets, including Merin Road,
Billabong Lane, Rusch Road, Zieger Lane, and Purefoy Drive. A recent residential development
constructed by Habitat for Humanity is located centrally within the study area along Edgar Street,
Phoenix Drive, Lizzie Lane, and Gracie Circle. In addition, several large undeveloped tracts are located
within the study area. Most of the undeveloped areas are depicted on aerial photography as dominated by
pine forest.
The project area is located within the Piedmont upland physiographic region in central North Carolina.
The Piedmont region lies at the foot of the mountains, between the Mountain and Coastal Plain regions.
The Piedmont covers 39% of North Carolina and has a rolling -to -hilly topography. In general, the
Piedmont Plateau is composed of remnant metamorphic mountains and dissected plateaus described as a
peneplain in various stages of development and destruction. The topography within this region is gently
sloping or rolling. Near larger tributaries, however, topography is steeper due to the incision of these
streams, while near headwaters, topography is much gentler (Fenneman 1938). Elevations in the
Piedmont range from 200 feet above mean sea level (AMSL) to just over 1500 feet AMSL. The
OWASA HRRA project area utilizes slope for gravity feed, but generally is situated on rolling Piedmont
topography ranging between 470 and 550 feet AMSL (Figure 2).
SOILS
The online Web Soil Survey (WSS 2016) was utilized to identify mapped soils types in the project area.
The two identified cultural resources are situated on Herndon silt loam, 2-6 percent slopes
(31OR673/673** - prehistoric and historic artifacts with historic cemetery component off Purefoy Drive)
and Georgeville silt loam, 6-10 percent slopes (31 OR674** - historic cemetery off Tallyho Trail). These
soils are summarized here.
Herndon silt loam, 2-6 percent slopes (HrB) is a well -drained soil type derived from the residuum of
weathered phyllite. A typical HrB soil profile consists of a plowzone (Ap-horizon) of silt loam overlying
a series of Bt -horizons of silty clay loam and/or clay.
Site 31OR674** is mapped as being located on Georgeville silt loam, 6-10 percent slopes (GeB);
however, the actual slope characteristic at the site is relatively flat, indicating it is likely more
appropriately situated on the 2-6 percent slope variety (GeA). Regardless, Georgeville silt loam is a well -
drained soil type formed form the residuum of weathered metavolcanics and/or argillite. The typical
Georgeville profile consists of a plowzone (Ap-horizon) of silt loam overlying a BE -horizon of silty clay
loam. This is in turn underlain by a series of Bt and BC horizons of clay and silty clay loam.

Figure 2. Topographic Setting of OWASA HRRA Project Area (shown as blue lines).
The proposed HRRA sewer system is located in the southeastern portion of Orange County, at the
northern end of the towns of Carrboro and Chapel Hill. The project area is drained by a number of
unnamed first -order and intermittent tributaries. These drainages flow south and/or southeasterly into
Bolin Creek. Bolin Creek flows into Jordan Lake, which is part of the Haw River drainage, which is part
of the larger Cape Fear River watershed.
PALEOENVIRONMENT OF THE PROJECT AREA
Data pertaining to paleoenvironmental reconstructions in and around the project area have long had to
rely on inferences from studies conducted outside the region (cf. Ward and Davis 1999:36-37). Classic
studies, such as Delcourt and Delcourt (1981, 1983), and others (cf. Claggett and Cable 1982; Davis
3
A'i'
220
Figure 2. Topographic Setting of OWASA HRRA Project Area (shown as blue lines).
The proposed HRRA sewer system is located in the southeastern portion of Orange County, at the
northern end of the towns of Carrboro and Chapel Hill. The project area is drained by a number of
unnamed first -order and intermittent tributaries. These drainages flow south and/or southeasterly into
Bolin Creek. Bolin Creek flows into Jordan Lake, which is part of the Haw River drainage, which is part
of the larger Cape Fear River watershed.
PALEOENVIRONMENT OF THE PROJECT AREA
Data pertaining to paleoenvironmental reconstructions in and around the project area have long had to
rely on inferences from studies conducted outside the region (cf. Ward and Davis 1999:36-37). Classic
studies, such as Delcourt and Delcourt (1981, 1983), and others (cf. Claggett and Cable 1982; Davis
3

1983; Griffin et. al. 2001; Meltzer and Mead 1983; Watts 1980, 1983; Webb 1988; and Whitehead 1973),
have widely been utilized in archaeological literature to provide broad patterns of paleoenvironment
changes since the first human inhabitations in North America. The following presentation of
paleoenvironmental reconstruction is drawn from the above-cited works. The section is organized by the
late Pleistocene (Late Wisconsin ca. 25,000-13,500 BP), the Pleistocene -Holocene transition (Late
Glacial transition ca. 13,500-10,000 BP), the early Holocene (ca. 10,000-8000 BP), the middle Holocene
(Hypsithermal ca. 8000-6000 BP), and the late Holocene (ca. 6000 BP to present).
During the late Pleistocene (Late Wisconsin glaciation ca. 25,000-13,500 BP), when continental glaciers
extended south out of Canada into the northern portions of the United States, conditions were
considerably cooler, with cool summers and harsh winters. It was also considerably drier during this
time. In the late Pleistocene, the project area appears to have been covered by a more open, xeric
landscape with spruce and pine dominant.
Climate began to warm and precipitation increased during the Pleistocene -Holocene transition (Late
Glacial transition ca. 13,500-10,000 BP), when Paleoindian peoples began populating North America (see
next chapter). Although warmer than the preceding late Pleistocene, climate was still cooler than that of
today. The glaciers in the north began to retreat, and sea level began to rise. During this timeframe,
mesic deciduous tree types typical of "northern hardwood forests" became dominant in the region.
Beech, oak, birch, hemlock, ironwood, and elm were the characteristic species of this time. By about
10,000 BP, many of the faunal species that thrived in the colder climate of the Late Pleistocene had
become extinct.
During the early Holocene (ca. 10,000-8000 BP), climate continued to warm and precipitation lessened
creating drier conditions. These warmer and drier conditions led to a xeric oak -hickory -pine forest
characterized by relatively rapid changes in forest composition, but still with a low density of pine
species. Also during this time, sea level rise stabilized, coming to within a few meters of its present
stand, probably by about 9000 BP.
A pronounced warming period during the middle Holocene, between ca. 8000 and 6000 BP, is referred to
as the Hypsithermal, also termed the mid -Holocene temperature maximum or the Altithermal. During
this time, temperatures continued to warm. During the first 1000 years of the Hypsithermal, temperatures
were close to modern conditions; during the second 1000 years of the interval, temperatures were higher
than they are currently. Traditionally, the Hypsithermal has been seen as a time of drier conditions,
leading to xeric conditions; however, recent analyses have begun to challenge these arguments (cf. Leigh
et al. 1999), suggesting the middle Holocene was warmer and wetter than previously thought. As with
the 1000 year temperature trends just presented, vegetation during this time period shifted. During the
first 1000 years, the oak -hickory -pine forests from the early Holocene reached their zenith. The latter
1000 years of the Hypsithermal saw a transition to a southern pine forest type, though. This shift, in
essence, put in place the setting for the modern vegetation communities seen today (including extensive
swamps in the coastal plain post -6000 BP).
Since the end of the Hypsithermal, the late Holocene (ca. 6000 BP -present) is characterized by a slight
cooling of the climate, and conditions become somewhat wetter. From about 6000 to 600 BP,
temperatures were generally warmer than seen today, although cooler than the preceding Hypsithermal.
The 400 year period between about 600 and 200 BP is known as the Little Ice Age, and is a time of
cooler -than -modern conditions. Following the Little Ice Age, a modern climate has been in place.
During the late Holocene, vegetation stabilized to near modern conditions, with the oak -pine forests
becoming predominant.
4

III. CULTURAL BACKGROUND
PREHISTORIC BACKGROUND
North Carolina has been inhabited for at least 12,000 years and has experienced several major changes in
the cultural traditions of its residents. The discussion that follows is a brief outline of the major
recognized periods of the Central Piedmont region of North Carolina (Ward and Davis 1999).
Pre -Clovis Occupations in the Southeast (ca. pre -12,000 BP)
For the past several decades, the Meadowcroft Rockshelter in Pennsylvania has been an anomalous site
with intriguing evidence indicative of early human occupations predating the classic Clovis Paleoindian
assemblages that have long been thought to be the first inhabitants of North America (Adovasio et al.
1999:427-428). However, within the past decade, data from several Southeastern sites has begun to
convince many archaeologists that there may have been a pre -Clovis occupation that predates 12,000
Years Before Present (BP) by several thousand years. Both the Topper Site in South Carolina (Chandler
2001) and the Cactus Hill site in southern Virginia (McAvoy and McAvoy 1997) have produced well-
documented pre -Clovis assemblages. Site 44SM37 in the Saltville Valley of Smyth County, Virginia has
produced possible pre -Clovis artifacts associated with Pleistocene faunal remains (McDonald 2000).
Although distinct diagnostic artifacts for these assemblages have not yet been defined, there are
indications that large and small blades, and possibly triangular and lanceolate point forms may be
associated with the early, pre -Clovis occupations.
Paleoindian Period (ca. 12,000-10,000 BP)
The first relatively well-documented inhabitants of eastern North America are presumed to have been
relatively mobile, with a subsistence strategy based on migratory (and now -extinct) large animals such as
mastodons, but they are known to have relied on other plant and animal food resources, as well (McNett
et al. 1977). Settlements are thought to include small temporary camps and less common base camps that
were occupied by loosely organized bands. Paleoindians selected high quality lithics for tools and many
Paleoindian sites that have been found in the Piedmont are linked to important source areas. The high
degree of curation in the tool assemblage causes problems in the recognition of Paleoindian assemblages.
Key diagnostics of this period are fluted and unfluted lanceolate projectile points. Formal flake tools,
such as endscrapers, gravers, retouched blades, and burins are also associated with the Paleoindian period
(Gardner 1979). The later Paleoindian phase appears to include Dalton (Goodyear 1982) and perhaps
Hardaway (Ward 1983) points and their related cultures.
Most of our knowledge about the earlier part of the Paleoindian period in the Southeast, when fluted
points were the dominant form, has come from surface finds gathered by archaeologists and collectors
rather than from controlled excavations. The number of actual sites of this period with extensive artifact
assemblages in secure context has been increasing in recent years.
As of the December 2006 update to the Paleoindian Database of the Americas (PIDBA), 448 fluted points
have been found in North Carolina (Anderson et. al. 2005, 2006); most from surface contexts. In Wake
County, eight Paleoindian points have been recorded. Of the seven counties that border Wake County,
five (Chatham, Durham, Franklin, Johnston, and Nash) have between three and seven fluted points
recorded. Harnett and Granville counties stand in sharp contrast to these low numbers, though, with 32
and 84 recorded fluted points respectively. Since the vast majority of these projectile points are from
surface contexts, interpretation of fluted -point Paleoindian occupations locally is difficult.
5

While the hunting of late Pleistocene megafauna, specifically mammoth, mastodon, bison, and other now
extinct or extirpated species is suspected, evidence for Paleoindian period exploitation of animals of any
kind is rare in the Southeast. Equivocal associations of artifacts with mammoth remains have been
reported from Florida (Hoffman 1983), together with more secure associations with bison, Bison
antiquus, and giant land tortoise, Geochelone crassiscutata (Clausen et al. 1979). There have been
several finds of worked ivory (Goodyear 1991). While megafauna may well have been hunted, it is
highly likely that a more diversified subsistence strategy was followed, particularly as the Pleistocene
floral and faunal assemblages were replaced by more modern, Holocene assemblages. In all probability,
Paleoindian subsistence economy included the hunting of smaller mammals and the collection of some
plant foods. Many Paleoindian sites in the Southeast appear to be associated with riverine rather than
upland locations, suggesting an aquatic orientation; in addition, the climate was essentially Holocene in
the lower south from 11,000 B.C., again arguing for an early adjustment to Holocene forest rather than
Pleistocene steppes.
Over the course of the Paleoindian period, fluted point forms underwent a general reduction in size, and
true fluting gave way to basal thinning. Terminal Paleoindian assemblages locally are identified by
Hardaway/Dalton projectile point forms, broad, thin, triangular bifaces with deeply concave bases and
shallow side notches (Coe 1964:64) which are thought to date from ca. 10,500-9,800 B.C. (Goodyear
1982). The Hardaway complex, consisting of Dalton -like points and preforms, has been found in the
lowest levels of the Hardaway and Haw River sites in the piedmont of North Carolina (Claggett and
Cable 1982; Coe 1964).
Although hundreds of Dalton points are known from surface contexts in North and South Carolina, the
type is not appreciably more common than the earlier lanceolate Paleoindian forms. The
Hardaway/Dalton complex is thought to represent "a regionalized technological modification of
Paleoindian projectile point style" (Oliver 1985:197), possibly reflecting a change in adaptive strategies
away from the hunting of megafauna and towards the utilization of small game and the increased
collection of plant resources (McNett et al. 1977). Oliver (1985:199) has suggested that such an
inference is supported by an apparent decrease in point size from the Hardaway/Dalton to subsequent
Early Archaic Palmer projectile point forms.
Overall population density during the Paleoindian period is often thought to have been fairly low. In the
South, however, large numbers of sites in the late Paleoindian period, and evidence for territories
discovered in several regions, indicates relatively rapid population evolutions. Climate and vegetation
were changing rapidly at this time, as the continental ice sheets retreated to the north. Initial Paleoindian
groups probably encountered a mixed coniferous forest/parkland vegetational mosaic, which was
gradually replaced by northern hardwoods (summarized in Claggett and Cable 1982). The retreat of the
glaciers coincided with a marked rise in sea level, resulting in the flooding of large areas of the Coastal
Plain. Ward (1983:64) has suggested that the generally spatially restricted site distribution and the low
density of cultural materials suggest a low level of sociopolitical information. In actuality, however,
fairly sophisticated information exchange and mating networks would have had to exist for such low
density populations even to remain reproductively viable (Anderson and Hanson 1985; Wobst 1974),
suggesting a greater complexity for these societies than is traditionally inferred.
Archaic Period (ca. 10,000-3000 BP)
The Archaic period exhibits an increase in the density and horizontal dispersal of archaeological remains.
It is characterized by a reliance on both animals and wild plant resources, which became increasingly
stabilized and broad based over time. Group organization was presumed to be still fairly mobile, making
use of seasonally available resources in different areas of the Southeast. Caldwell (1958) has termed the

maximizing adaptation (scheduled hunter -forager) to the environment in the Eastern woodlands during
the Archaic period "primary forest efficiency." Group size gradually increased during this period,
culminating in a fairly complex society in the Late Archaic. The basic cultural framework for the
following cultural periods had been established by the end of the Archaic. Diagnostic markers of the
Archaic period include a variety of notched projectile point types such as Kirk/Palmer, bifurcates, and
later stemmed projectile point types such as Stanly, Morrow Mountain, Guilford, and Savannah River
(Coe 1964). By the Middle Archaic, groundstone items such as axes, atlatl weights, and grinding stones
become more commonplace. In portions of the Southeast, changes occur during the Terminal Archaic,
including an increased focus on riverine resources and the introduction of ceramic vessels (fiber -
tempered wares) and soapstone vessels. There is an increasing localization of artifact styles by the end of
the Archaic; this trend subsequently becomes more pronounced. Villages (reflected by increasing site
size) become more common in the Late Archaic.
In its most common expression, the Archaic period is viewed as one in which the predominantly big -
game hunting of the Paleoindian period was replaced by a more generalized or diffuse hunting and
gathering way of life (Cleland 1976; Griffin 1967). The Archaic period formally begins with the onset of
Holocene, post -glacial, climatic conditions in the east, and has been subdivided into three sub -periods, the
Early, Middle, and Late Archaic. The Archaic was a relatively long and successful foraging adaptation,
with subsistence based on hunting, fishing, and the collection of wild plant resources. Diagnostic
projectile points form the primary criteria used to identify and date these occupations.
The technology of the Archaic peoples of the Southeast appears to have been progressively more diverse
than that of Paleoindians. Over the course of the Archaic, for example, increasing numbers of artifact and
tool types appear, such as groundstone woodworking and plant processing implements, carved and
polished stone bowls, atlatl weights, and stone pipes and beads (Griffin 1967; Jennings 1975:127-129).
Regional differentiation in projectile point and other artifact styles also occurs, suggesting the emergence
and elaboration of local cultures or cultural traditions. This cultural variability is thought to be partially
related to localized differences in environment and subsistence resources, and to an increasing regional
population base, with a concomitant circumscription of group territories and mobility (Ford 1974).
Early Archaic (ca. 8,000-6,000 B.C.). During the Early Archaic, the vegetation matrix of mixed
coniferous forest was replaced by mixed hardwood communities dominated by oak, hemlock, beech, and
maple (Claggett and Cable 1982:212). A modern faunal assemblage was in place, following the
extinction of the Pleistocene megafauna. The Early Archaic is subdivided into earlier Corner Notched
and later Bifurcate traditions, named for the shapes of the projectile points used to recognize these
occupations. Corner Notched tradition (ca. 7,800-7,D00 B.C.) components are identified by the presence
of Palmer and Kirk projectile points, while Bifurcate tradition (ca. 7,000-6,000 B.C.) assemblages are
identified by a range of bifurcate -based forms, including the succeeding St. Albans, LeCroy, and
Kanawha types (Chapman 1975; Claggett and Cable 1982; Gardner 1974). Low regional population
density, coupled with a continued high degree of group mobility, is inferred for this period, although the
nature of settlement patterns and technological organizational strategies remains the subject of some
discussion (Claggett and Cable 1982).
Middle Archaic (ca. 6,000-4,000 B.C.). During the Middle Archaic, the cool, moist conditions of the
Early Holocene gave way to the warmer, drier climate of the mid Holocene Hypsithermal interval. This
pattern may be reversed at higher altitudes. Extensive estuarine marshes and riverine swamps began to
emerge in coastal regions as sea level ceased its post Pleistocene rise, perhaps as early as 6,000 B.C.
during a Middle Holocene sea level high stand, but certainly after 2,500 B.C. The northern hardwoods
vegetational matrix was replaced by an oak -hickory forest, which was in turn replaced by a southern

hardwoods -pine forest characterized by the species occupying the region today (Carbone 1974; Claggett
and Cable 1982:212-216).
Archaeologically, the transition from the Early Archaic to the Middle Archaic is characterized by the
appearance of stemmed rather than notched projectile points, and an increased incidence of groundstone
tools, including atlatl weights, axes, and grinding implements. Three subperiods within the Middle
Archaic are recognized in some regions. These are identified by the presence of Stanly Stemmed (ca.
6,000-5,000 B.C.), Morrow Mountain I and H (ca. 5,000-4,200 B.C.), and Guilford Lanceolate (ca. 4,200-
3,500 B.C.) projectile points, following the classic Archaic sequence first identified by Coe (1964).
Late Archaic (ca. 4,000-1,000 B.C.). During the Late Archaic period, population appears to have grown
markedly and to have concentrated in riverine and estuarine settings. Climatic conditions were warm,
moist, and unusually stable. Sea level appears to have been relatively stable, rising to within ca. 2-4 m of
its present stand; only minor fluctuations on the order of one to a few meters occurred. Grinding
implements, polished stone tools, and carved soapstone bowls become fairly common, suggesting
increased use of plant resources, and possibly changes in subsistence strategies and cooking technologies.
Although evidence is minimal, the first experiments with horticulture probably occurred at this time, with
the cultivation of plants such as squash, sunflower, and Chenopodium (Ford 1981).
Late Archaic sites occur in a wide range of environmental zones, which suggests considerable
intensification in the use of a given area. Settlements appear to have been occupied for longer periods of
time than in earlier periods. In addition, the existence of formal residential base camps occupied
seasonally or longer is inferred, together with a range of smaller resource exploitation sites such as
hunting, fishing, or plant collecting stations (Claggett and Cable 1982, Ward 1983). In addition, many
sites from this period contain evidence of prepared floors, post molds from structures, and features such
as storage pits, all of which indicate a more sedentary lifestyle than is suggested for earlier periods.
The Late Archaic has been divided into a series of subperiods or phases, identified primarily by the
presence of diagnostic projectile points. Coe (1964) first developed the basic outlines for this sequence at
the Doerschuk, Gaston, and Lowders Ferry sites. Terminal Middle Archaic/initial Late Archaic
occupations (ca. 4,200-3,500 B.C.) are marked by the presence of Guilford Lanceolate (Coe 1964:43-44)
projectile points, characterized by long, narrow, thick blades and straight, rounded, or concave bases.
Contemporaneous with or slightly later than these types are side- and corner -notched stemmed forms,
variously described as Halifax in eastern North Carolina (Coe 1964; Oliver 1985), and MALA (which are
somewhat larger than the Halifax type) in South Carolina. The distinctive Savannah River Stemmed
type—a large, broad -bladed, square stemmed point—appears ca. 3,000 B.C. and lasts to ca. 1,500 B.C.
Sites dating to the Late Archaic period are found in a wide range of environmental zones, with major
settlements in riverine bottoms, suggesting intensive use of a wide range of resources (Ward 1983).
The terminal Archaic/initial Woodland occupation, ca. 1,500-500 B.C., is identified by the presence of
smaller stemmed point forms such as Small Savannah River and Gypsy Stemmed (Oliver 1985). A
reduction in the size of these stemmed forms, on the average, is clearly indicated over the course of the
Late Archaic/Early Woodland in the region (Oliver 1981, 1985). Soapstone vessels are in use at this time
in some areas, and towards the end of this interval pottery appears. Stallings Island fiber tempered
ceramics were manufactured as early as 500 B.C. (Anderson et al. 1982, Trinkley 1990). A continuation
of previous Late Archaic subsistence and settlement strategies, with the addition of pottery, seems to have
occurred.

Woodland Period (ca. 3000-400 BP)
Across the eastern United States, the Woodland period is marked by the appearance of widespread
pottery use, a greatly increased role for horticulture in subsistence economies, and an elaboration of
mortuary ceremonialism, including the appearance of burial mounds (Griffin 1967:180). In the greater
Southeast, the Woodland period began with a transition from the Late Archaic that was marked by
increasing sedentism and changes in food storage and preparation technologies. Subsistence strategies
were a continuation of earlier hunter -forager ways, with an increased reliance on the cultivation of native
plants. Religious life, as evidenced by increased ceremonialism and the development of burial mounds,
became more sophisticated during the Woodland period. Triangular projectile points are diagnostic of
the Woodland period. Ceramics became more refined and regional differentiation of wares, particularly
with respect to temper, paste, and surface decoration, became manifest during the period.
Ward and Davis (1999:78-79) refer to the entire Woodland Period in the piedmont of North Carolina as
"The Piedmont Village Tradition," which is characterized by changes in culture that occurred "along an
unbroken continuum with few outside influences." In other words, early cultures such as the Hopewell
and Swift Creek as well as later cultures referred to as Mississippian had little impact on life in the North
Carolina piedmont. In general, subsistence practices gradually increased in the reliance of cultivated
foods, but still relied heavily on hunting and gathering. Settlement patterns slowly changed from
dispersed hamlets to small, nucleated villages. Also, despite more complex mortuary practices elsewhere
in the Southeast, mortuary practices in the piedmont of North Carolina changed little during the
Woodland Period (Ward and Davis 1999). Finally, diagnostic artifacts such as ceramics and projectile
points showed little change over a long period of time.
Early Woodland (ca. 1,000-400 B.C.). Initial Woodland occupations in the Piedmont are thought to
reflect a more or less unchanged continuation of preceding Late Archaic lifeways, but with the expansion
of ceramic technology and the introduction of the bow and arrow. Numerous studies conducted by the
Research Laboratories of Archaeology at the University of North Carolina in Chapel Hill have
established the Badin Phase as the Early Woodland archaeological phase for the Central Piedmont region
of North Carolina (Ward and Davis 1999). Early Woodland sites of this phase are identified by sand
tempered, cord -marked or fabric -impressed pottery and triangular projectile points (Coe 1964:27-29;
Keel 1976; Ward and Davis 1999). Site density appears to have increased considerably over previous
periods and a settlement pattern characterized by relatively permanent riverine base camps and interior
specialized exploitation camps is inferred (Ward 1983).
Badin series ceramics are marked by the presence of sand temper and fabric -impressed or cord -marked
exterior treatments (Coe 1964:27-29; Keel 1976; Ward and Davis 1999). Ward and Davis (1999:97-98)
feel that Badin and other ceramic types from the Piedmont region are similar to each other and indicate
that the piedmont of North Carolina during this time period was an area of "merging influences from
different regions." Ceramic traits, especially in the Badin phase, show southern influences with the use
of sand as a tempering agent as well as northern influences with the use of fabric -impressed and cord -
marked surface treatments (Ward and Davis 1999). "Other than ceramics, we know very little about
aboriginal lifestyles during the" Early Woodland period (Ward and Davis 1999:83).
Middle Woodland (ca. 400 B.C.-A.D. 800). The Middle Woodland is usually characterized by an
intensification of long-distance trade throughout the eastern Woodlands. However, evidence for direct
participation of local groups in the classic Hopewell interaction sphere exchange network remains
minimal. Horticulture is thought to have become increasingly important, and the cultivation of maize
may have been initiated at this time, although its importance was not realized until the subsequent Late
Woodland period. Numerous large and small sites have been found dating to this period, suggesting

periodic aggregation and dispersion, or some kind of a village/base camp -specialized resource extraction
station settlement dichotomy. The Research Laboratories of Archaeology at the University of North
Carolina have also established the Yadkin Phase as the Middle Woodland phase in the Central Piedmont
of North Carolina (Ward and Davis 1999).
Diagnostic artifacts indicative of the Yadkin phase includes Yadkin Series ceramics and projectile points.
Yadkin ceramics are tempered with sand and crushed quartz and exhibit fabric -impressed, cord -marked,
and check stamped surfaces. The presence of the check stamped wares indicates some measure of
interaction between Yadkin peoples and groups to the south like the Deptford from the Coastal Plain and
lower Piedmont of South Carolina and Georgia (Dickens 1976; Keel 1976; Ward and Davis 1999).
Yadkin projectile points are large triangular projectile points that differ from their predecessors in the
Early Woodland by the quality of their craftsmanship (Ward and Davis 1999). Like the Early Woodland
period, we know little about Middle Woodland lifeways.
Late Woodland (ca. A.D. 800-1600). In the Southeast in general, the period after about A.D. 1000 up to
about A.D. 1600 is referred to as the Mississippian period. The Mississippian period is characterized by
increased ceremonialism as evidenced by more complex mortuary practices and more pronounced
architecture in the form of platform mounds with associated religious complexes. The Piedmont region
of North Carolina is located at the fringe of this generalized Southeastern Mississippian culture and
adaptation. However, the late prehistoric occupations of the study area can be better characterized as
reflecting a continuation of the Woodland tradition, with an admixture of Mississippian cultural elements
in some areas and on some sites. In other words, there is no true "Mississippian" period in the Central
Piedmont area, and what is traditionally thought of as the "Woodland" period extends to the time of
contact with Europeans.
During the Late Woodland, the Central Piedmont consists of the Uwharrie (A.D. 800-1200), Haw River
(A.D. 1000-1400), and Hillsboro (A.D. 1400-1600) phases (Ward and Davis 1993, 1999). The Uwharrie
and Haw River phases exhibit a settlement pattern that is best described as dispersed hamlets located on
valley margins or uplands adjacent to small tributaries. In contrast, the later Hillsboro phase exhibits
nucleated villages on broad floodplains (Ward and Davis 1993, 1999). The latter part of the Hillsboro
phase sees a "reversion" back to earlier Haw River phase settlement patterns, however, in the sense that
they are not located on broad floodplains, are more dispersed in nature, and exhibit no evidence of
stockades (Ward and Davis 1993, 1999).
Ceramics, like settlement patterns, show marked differences between the Uwharrie/Haw River phases and
the later Hillsboro phase. Ceramics from the former two phases are tempered with crushed quartz while
ceramics from the latter phase exhibit sand tempering. Uwharrie and Haw River phase ceramics are
typically net -impressed and occasionally exhibit incised decorations near the lip of the vessel.
Conversely, Hillsboro ceramics are typically simple stamped with lesser quantities of check -stamped and
plain varieties. Cord -marked and net -impressed ceramics comprise less than 1.5% of Hillsboro
assemblages (Ward and Davis 1993, 1999). Based partially on the differences in settlement patterns and
ceramics, some researchers suggest that groups associated with the Hillsboro phase represent an influx of
new people into the region (Ward and Davis 1999:115).
Hunting, gathering and agriculture similarly played important roles in subsistence practices of the
Uwharrie, Haw River, and Hillsboro phases. Maize, squash, and sunflower agriculture are combined
with a variety of faunal and wild plant resources to form the subsistence regime of these groups (Ward
and Davis 1993, 1999).
10

Contact Period (ca. 400-290 BP)
The Contact period in the Piedmont of North Carolina is characterized by increased interaction between
native peoples and European settlers. Where the Woodland Period is seen as a long period of slow
change, the Contact Period is seen as just the opposite—a short period of great change. This is not to say
that all aspects of Native American life change drastically during the Contact period, though. Certain
aspects like settlement patterns and mortuary practices undergo major changes while other aspects such
as subsistence change very little. Artifact assemblages from this time period exhibit great changes
because of newly available European goods. However, artifact assemblages also exhibit great continuity
with respect to locally produced items like ceramics and stone tools, which are still a major part of Native
American lifeways during this time.
In the Central Piedmont, the Hillsboro phase gives rise to the Mitchum and Jenrette phases (A.D. 1600-
1680) and later to the Fredricks phase (A.D. 1680-1710). Since historic records exist from these periods,
archaeological phases can be directly linked to historically known tribes. The Mitchum phase
corresponds to the Sissipahaw Indians and the Jenrette phase corresponds to the Shakori Indians. The
Fredricks phase corresponds to the Occaneechi Indians (Ward and Davis 1999).
Unlike the dispersed hamlets seen in the Woodland period, Contact period settlements are almost
exclusively nucleated, palisaded villages located on broad floodplains. This dramatic increase in fortified
villages indicates that interregional conflicts were on the rise (Eastman 1999; Ward and Davis 1993,
1999). The increase in inter -group conflict is most likely the result of three factors. First, higher reliance
on agriculture resulted in a greater desire to live on highly fertile grounds. Second, the presence of
surplus food in villages lead to an increase in raiding. Finally, increased interaction with Europeans
resulted in the movement of European goods throughout the region, but rather than trade goods moving
directly from Europeans to Native Americans, they most likely were dispersed along already established
trade networks (Ward and Davis 1999).
Mortuary practices show the greatest changes during the contact period. Aboriginal grave goods are
quickly replaced with their European counterparts during the Contact Period. For example, brass and
copper beads and ornaments, and later, glass beads, replace shell beads and ornaments. Burials of the
Late Contact Period (A.D. 1670-1710) are often placed in segregated cemeteries, rather than associated
with houses, as was the case in the Woodland Period (Eastman 1999; Ward and Davis 1993, 1999).
Many researchers interpret the segregation of burials into cemeteries during this time as a result of new
European diseases. Eastman (1999:311) considers the segregation of burials into cemeteries, coupled
with evidence for removal and rebuilding of communal structures, as evidence of ritual cleansing and
purification, one of several ways Native Americans would have responded to the new threat of population
pressures caused by European diseases.
Mitchum and Jenrette phase ceramics are similar to each other since both are tempered with sand and
crushed "grit" temper. The main difference between the two ware groups is that Mitchum phase ceramics
contain more crushed feldspar as the tempering agent while Jenrette phase ceramics contain more crushed
quartz as the tempering agent. In both instances, though, smoothed and simple stamped varieties
dominate exterior surface treatments. Some decorations are also found in Mitchum and Jenrette phase
pottery. Vessels often exhibit notched lips or reed punctations at the lip, neck, or shoulder of the vessel.
Fredricks phase pottery is more like earlier Hillsboro ceramics from the Late Woodland period than its
local predecessors, Mitchum and Jenrette. Fredricks phase pottery is sand -tempered, thin-walled, and
typically plain or check stamped on the exterior. Unlike earlier Mitchum and Jenrette ceramics, Fredricks
phase ceramics were not simple stamped (Ward and Davis 1993, 1999).
11

HISTORIC BACKGROUND
Orange County Overview
Orange County was formed in 1752 from parts of Bladen County, Granville County, and Johnston
County, but it was continually reduced in size as other counties were formed, and gained its current shape
in the 19th century. Early settlement from the northern colonies began along the Haw and Eno Rivers,
and the county seat of Hillsborough was founded in 1754 on the Eno. Chartered by the North Carolina
General Assembly in 1789, the University of North Carolina's cornerstone was laid on October 12, 1793,
near the ruins of a chapel, chosen due to its central location within the state.
Subsistence farming was the primary occupation of most Orange County residents in the eighteenth and
nineteenth centuries, although a service industry of tanners, weavers, coopers, and wagon makers also
existed. At the end of the eighteenth century, farms between 100 and 500 acres in size accounted for 75%
of the land holdings in Orange County, while 5% of property owners held more than 1,000 acres
(Blackwelder 1953:16). This trend only intensified through time, with the 1860 census showing that only
1% of landholdings in Orange County were over 1,000 acres in size. The number of slaves held by
Orange County families was in part related to these landholding patterns. In 1755, 8% of families owned
slaves, but this number increased to 48% by 1860, when approximately 33 percent of the population of
Orange County consisted of slaves (Blackwelder 1961:9-10). At that time, 7% of slaveholders owned 20
or more slaves. The largest slaveholders in the county, including the Patterson, Whitted, and Cameron
families, lived in the Patterson neighborhood in southeastern Orange County, where relatively fertile soils
increased the profitability of plantation -style agriculture.
Political sentiment in Orange County was initially against secession, but this changed after the fall of Fort
Sumter and Lincoln's call for troops (Hamilton 1953:107). After the Civil War, the larger planters of
southeastern Orange County could not afford to maintain their farms without slave labor, and sold off the
land they took out of production. This resulted in an increase in the number of farms in Orange County,
but a decrease in their size (Powell 1989:417). These farms differed from those of the previous century
because many were worked by tenant farmers, who either paid rent for a fixed price or as a proportion of
the crop they produced. At the start of the twentieth century, the standard of living for small farmers,
tenant and small land-holder alike, was relatively low.
The character of southeastern Orange County changed dramatically in 1882 with the construction of a 10 -
mile spur of railroad from the Durham -Greensboro Southern Railway line to a depot one mile west of
Chapel Hill. In 1898, Thomas Lloyd of the White Cross neighborhood established a cotton mill to take
advantage of this transportation hub, and a small settlement clustered around the mill and depot began to
develop (Lefler and Wager 1953:282-283). Initially called Venable after the President of the University
of North Carolina, this community was renamed Carrboro in 1914 when the Julian Carr family bought
Lloyd's mill. Businesses such as the Durham Hosiery Mills and Pacific Mills established plants in
Carrboro in the first half of the twentieth century. This growth of industry added a new dimension to a
region previously dominated by the affairs of rural communities and the University.
Historic Rogers Road Area
Pierce (2009:4) notes that
Before Rogers Road was Rogers Road it was a dirt path cut between fields owned by
white landowners who settled the area in the 1700s. The community around it would
have stretched hundreds of acres with close neighbors traveling miles to meet each other.
12

Some of the oldest names in the area were the Blackwoods, Craigs, Freelands, and
Kirklands, who were believed to have lived together in County London -Derry, Ireland,
before traveling to start new lives in what became the United States. They landed in
America in 1741 and settled in Pennsylvania before traveling in caravan with the
Johnston and Strayhom families along the Great Wagon Road. They all settled near Haw
River between 1743 and 1745 in an area known as Hawfields, which became part of
Orange County and today is around eleven miles north-west of Rogers Road.
Genealogies indicate that these close-knit families often intermarried and amassed
substantial land holdings across the county, becoming leaders in their communities. The
Freelands were particularly instrumental in founding New Hope Church in the 1790s,
along with the Hogan family, Scots -Irish who also traveled from Pennsylvania to Orange
County and may have met the other families during their travels. Early parishioners of
New Hope Church included Blackwoods, Craigs, Kirklands, Freelands, Strayhorns and
Hogans.
The core of the Rogers Road project area was settled by the Hogan family. Daniel Hogan and his
brother, John, came from the Brunswick, Virginia area and married Sarah Lloyd and Mary Lloyd,
daughters of the prominent Maj. Gen. Thomas Lloyd, a sheriff, Justice of the Peace, and member of the
Assembly of Orange County from 1760-1769. The Lloyd family, and their neighbors, the Hogans, were
prominent early settlers of Orange County and instrumental in the founding of Hillsborough. Daniel
Hogan had two sons, Daniel and Thomas, and six daughters, and both sons built homes in the area on
land they inherited from their father.
Thomas Lloyd Hogan built the house now known as the Rogers -Hogan House in the early 1840s, which
was the core of a large prosperous farm worked by multiple slaves (he is listed as owning 18 slaves in the
1850 census). The home was sold out of the Hogan family after World War I and purchased by Sam
Rogers Jr., an African American whose father had been a slave. Rogers' wife, Mary Hogan, was the
daughter of Morris Hogan (son of Alexander Hogan and grandson of Thomas Lloyd Hogan) and Eliza
Burse, one of the Hogan's slaves. Morris Hogan was able to accumulate many acres of land between Old
86 and Eubanks Road, and his property included at least two farms (Pearce 2009:6). Rogers lost the
house during the Great Depression, and built a log cabin nearby that still stands. The Rogers -Hogan
house is one of the few remaining antebellum homes in Chapel Hill.
Pearce (2009:3) notes that "information from Rogers Road residents and local area history suggest that
some of the earliest African-American landholders on Rogers Road came from the enslaved population of
the Hogan and Blackwood families." Throughout the late 19`h century and the first half of the 20"'
century, the area was very rural, with widely spaced farms and houses. One of the earliest available
scaled maps, from 1918 (Figure 3), depicts Eubanks Road to the north and Homestead Road to the south,
and Roger's Road was not in existence at that time. By 1946, an irregular network of dirt roads
connected Eubanks and Homestead (Figure 4), but only the southern portion of Rogers Road was near its
current alignment (compare with Figure 5). During the second half of the 20'h century, as the roads were
improved and additional houses were built, families such as the Nunns, Rogers, Purefoys, Caldwells,
Campbells, and Booths formed the core of the Rogers -Eubanks neighborhood (Pearce 2009:47).
13

Figure 3. 1918 Soils Map with Proposed Sewer Lines Overlaid (faint white lines are modern roads).
Figure 4. 1946 USGS Map with Proposed Sewer Lines Overlaid.
14

Figure 5. Modern Aerial Photograph of Project Area Showing Sewer Lines and Selected Historic
Structures.
15

IV. RESEARCH METHODOLOGY
BACKGROUND RESEARCH
Background research was conducted at the North Carolina Office of State Archaeology and using the
online GIS of the North Carolina State Historic Preservation Office, as well as online holdings of the
Orange County Historical Museum, Preservation Chapel Hill, the Durham -Orange Geneological Society,
and the Rogers -Eubanks Neighborhood Association. Additional online databases for cemetery surveys
and genealogical information were examined to gain a better understanding of the interrelationship
between the owners of the property.
ARCHAEOLOGICAL FIELD METHODS
Field methods consisted of shovel test pit (STP) excavation across the upland portions of the project area
outside of existing rights-of-way. Shovel testing was conducted at 30 meter (m) intervals along the
proposed sewer alignments. Limited close interval shovel testing was also performed at 31OR673/673**;
although the presence of the cemetery component of the site prevented more extensive close interval
testing.
Shovel tests were circular pits approximately 30 centimeters (cm) in diameter excavated with a long
handled shovel. Soil from STPs was removed by natural stratum and screened using quarter -inch
hardware cloth for uniform artifact recovery. Excavation was extended at least 10 cm into sterile subsoil.
Once completed, the walls of each STP were scraped and inspected for cultural materials and evidence of
subsurface features. Data recorded for each STP included depths, Munsell soil color and soil texture, and
presence/absence of cultural materials (with basic field counts if present). Once completed, STPs were
backfilled.
Artifacts recovered from STPs were bagged according to their provenience. Artifacts were placed in
Ziplock type bags and assigned a sequential Field Sample (FS) number. Provenience information was
logged for each FS. In addition to STP and FS forms, general information about the project was logged
daily into a field director's notebook. Information in this book contained, but was not limited to, areas
worked during the day, nature and extent of daily findings, artifacts of note, and sketch maps.
Site conditions and important visual features (e.g., structures, ground disturbances) were documented
with digital photographs. A photograph log was kept in the field director's notebook for the project.
ARCHAEOLOGICAL LABORATORY METHODS
The artifacts were returned to the URS laboratory facility, where they were washed, identified, and
catalogued. Before cleaning, each artifact was inspected to determine its condition (i.e., fragility,
material composition). Artifacts were then cleaned in a manner appropriate for their raw material. Most
were washed in clean water and air-dried. Each artifact was individually catalogued including its site
provenience and analyzed by a variety of categories including, but not limited to, class, material, type,
variety, technology, size, date, and comments. A complete catalog is presented in Appendix A.
Initial prehistoric lithic analysis focused on sorting artifacts into tool and debitage classes and tabulating
them by raw materials (e.g., various rhyolites, quartz, quartzite). Detailed analysis of lithics commenced
after preliminary sorting of the assemblage by raw material and tool/artifact class had been completed.
16

Debitage analysis focused on identification of flake type and recording of basic size attributes. Flakes are
identified by their place in a reduction sequence (e.g. unspecialized, biface thinning, shatter, and flake
fragment categories) as well as to the amount of cortex exhibited on the surface (primary = 80%+,
secondary = 1-80%, tertiary = 0%). These data can be quantified to represent reduction stages present
(within any one lithic raw material group) for each site, or component within a site. Bifaces and other
lithic tool categories were described by raw material and form/function. Diagnostic projectile points
were identified based on established typologies for the region (e.g. Coe 1964; Oliver 1985).
Historic artifacts were analyzed in terms of material type, form, function, and temporal attributes
following established procedures. Artifacts were dated using reference guides such as Miller (1991),
Miller et al. (2000), Nodl Hume (1970), South (1977), and Williams (1977). Detailed analyses for the
historic artifacts included the identification of the Terminus Post Quem (TPQ) of artifacts for each
context, research on the manufacturing date ranges of ceramic, glass, and other types of datable artifacts,
and generation of mean beginning and end dates for assemblages.
Information about the artifacts, along with associated provenience data, was entered into a Microsoft
Access database. Rather than coding the results of these initial analyses on paper forms and then entering
them into a database, URS material specialists directly enter their observations into the computer
database. They periodically print out data entry results for record-keeping purposes, and files are backed
up on a daily basis to minimize the risk of computer malfunctions. This effort eliminates two steps in the
artifact analysis process—recording on paper forms and having a non -material specialist enter the
information on the forms into the database. This procedure also reduces errors in data entry, since the
individuals who analyzed the artifacts input the data directly into the database.
All artifacts were re -bagged individually or by type in clean four mil thick self-sealing polyethylene bags.
The bags containing the artifacts were labeled with all the provenience, date, and excavator information
recorded on the field bag. In addition, a provenience tag was enclosed in each individual/type artifact
bag. This tag lists the provenience, description, and count for the contents. This laboratory methodology
assists future researchers in identifying specific artifact types from the original analysis.
Project materials are currently being curated at URS facilities. Pending consultation with OWASA, they
will be transferred to a permanent curation facility upon completion of the project. A complete catalog
for the artifacts recovered during this project can be found at the end of the report in Appendix A.
ASSESSMENT OF SIGNIFICANCE
A site's significance is determined by its ability to meet one of four criteria established for determining
the eligibility of a property for listing on the National Register of Historic Places (NRNP), as established
in 36CFR60.4. These criteria include:
A. The resource is associated with events that have made a significant contribution to the
broad pattern of history.
B. The resource is associated with the lives of persons significant in the past.
C. The resource embodies distinctive characteristics of a type, period, or method of
construction, or represents the work of a master, possesses high artistic value, or
represents a significant and distinguishable entity whose components may lack
individual distinction.
17

D. The resource has yielded or is likely to yield information important to history or
prehistory.
To be considered eligible for the NRNP, an archaeological site must have physical and cultural integrity
and also must have been shown to contain data significant in history or prehistory. Typically, this means
most significant archaeological sites will be considered significant under Criterion D; however, it is
possible for archaeological sites to be considered significant under Criteria A, B, or C.
The determination must be justified with reference to specific comparative data and within the context of
previous research. Townsend et al. (1993) have presented a useful general outline of the research process
needed to determine a site's eligibility, and this process has been followed for this project.
1. Identify the site's data sets;
2. Define the historic/prehistoric contexts of the site;
3. Identify important research questions that might be addressable;
4. Evaluate the known data sets for their potential to address the research questions; and,
5. Summarize the important information that can be gleaned from the site.
NRHP determinations must specify what research questions are relevant to the resource in question, and
these questions must be guided by previous research concerning the prehistory and history of the project
area. Once appropriate research questions are identified, the analysis of each site must determine if the
site in question can actually address those questions. Possibilities include:
• The strata with artifacts are exceptionally well preserved. Artifacts occur in high quantities from
undisturbed contexts and can provide spatial and functional data for a greater understanding of
intrasite and/or intersite artifact patterning.
• Cultural features are well preserved and contain significant data.
• Artifacts or other evidence associated with an uncommon ethnic group, activity, or industry is
sufficiently preserved to permit spatial or functional analysis.
• The site can be directly linked to an important historic figure or event.
• The site represents a prehistoric or historic occupation of unusual environmental niche.
• There is a diversity of artifact types that suggest the possibility of longer-term occupations, which
increases the possibility for the presence of intact cultural features.
In addition, a resource also must possess integrity (i.e., retain some of its original setting, possess features
that distinguish the resource and permit its association with a particular criterion). Glassow (1977)
provides a guide for the assessment of the significance and integrity of archaeological sites. Sites possess
five properties that can be evaluated to determine significance. These properties include the variety of
remains encountered within a specific resource, the quantity of remains, the clarity of archaeological
deposits, "the integrity" (e.g., state of preservation or completeness of an assemblage) of archaeological
deposits, and the environmental context of a particular locale. Each of these properties of a particular
resource can be assessed to determine whether the resource possesses historical significance and
sufficient integrity to be eligible for listing on the National Register of Historic Places.
18

V. RESULTS OF INVESTIGATIONS
BACKGROUND RESEARCH
URS reviewed records maintained by the State Historic Preservation Office (SHPO) and the Office of
State Archaeology (OSA) in Raleigh, NC, and also reviewed information compiled by the Preservation
Society of Chapel Hill and the Rogers -Eubanks Neighborhood Association concerning the Lloyd -Rogers
or Hogan -Rogers House and other African-American heritage sites in the area.
Review of the SHPO online GIS database identified two previously -recorded aboveground historic
resources near the current project (Figure 6). One is identified as Farm (OR -430). It dates from the late -
nineteenth century and is located southeast of the end of Leak Lane and northwest of Tallyho Trail, at
least 1000 feet west of the closest potential project component. The other is the ca. 1840s Lloyd -Rogers
House (OR -431), also known as the Hogan -Rogers House, which is located approximately 150 feet north
of Purefoy Drive and 500 feet west of Edgar Street. Both were identified in 1992 as part of a historic
architectural survey of Orange County. Neither resource has been listed in or determined eligible for
listing in the National Register of Historic Places (NRNP), and neither has been placed on the North
Carolina Study List of resources that appear potentially eligible for NRHP listing. However, the NRHP
eligibility of the two resources has not been addressed as part of the current work effort.
In 2012, the Preservation Society of Chapel Hill compiled a report on the Hogan -Rogers House and other
African-American heritage sites in the general area. At the time of that report the property was owned by
the St. Paul A.M.E. Church, and plans were being discussed to possibly relocate the house to serve as a
community center for the surrounding neighborhood. Currently, the house is still standing in its original
location.
Information in the files of the OSA documents that several previous cultural resources studies have taken
place in the area between Eubanks Road and Homestead Road, and 30 previously recorded
archaeological sites are located within a mile of the project area. These include the Alexander Hogan
Plantation site, which is listed on the National Register of Historic Places and is located north of Eubanks
Road near the Rogers Road intersection. The closest previous projects include a survey of the Carolina
Commons (Horace Williams Homestead Tract) project on a 55 -acre tract located just southwest of the
current project area (Fitts 2007). Nine prehistoric and historic period archaeological sites were identified
in that study.
In 1999, Legacy Research Associates surveyed a parcel on Eubanks Road for a proposed C&D landfill
project and documented one archaeological site (Joy 1999) and, in 2000, TRC Garrow & Associates
surveyed the 169 -acre Greene tract between the end of Purefoy Drive and the railroad line for the Town
of Chapel Hill (Millis 2000). Eight prehistoric and historic archaeological sites were recorded.
Most recently, in 2013, archaeologists from UNC -Chapel Hill conducted test excavations adjacent to the
Hogan -Rogers House. The goal of this project was to locate outbuildings and activity areas associated
with the extant house. A brief summary of this project has been published (Dedrick et al 2014), but a
more detailed description of the project was not available.
19

Figure 6. Map of Recorded Sites and Structures and Previous Archaeological Survey Projects (Red
polygons) in the General Vicinity.
ARCHAEOLOGICAL FIELD RESULTS
The entire project area was subjected to field reconnaissance to determine which areas would need shovel
testing. Three areas were determined to need subsurface testing: Purefoy Drive by the Hogan -Rogers
House (Area 1), along Sandberg Lane southward past Billabong Lane (Area 2), and south of Tallyho
Trail (Area 3) (Figure 7 and Figure 8).
Survey Area 1
Survey Area 1 was located along the north side of Purefoy Drive across the front of the parcel containing
the Hogan -Rogers House (Figure 9). Initial project alignment plans called for the sewer to be placed
along the north edge inside the existing right-of-way for Purefoy Drive. The cultural sensitivity of the
Hogan -Rogers House warranted some subsurface testing in the vicinity to determine if any significant
archaeological remains associated with the house were present. Reconnaissance identified a historic
cemetery associated with the Hogan -Rogers House (Thomas Lloyd Hogan family). In addition, four
STPs were initially excavated in the area with STP 1-2 producing a mix of prehistoric and historic items
from the first stratum, including a Middle Woodland Yadkin projectile point fragment. Two close
interval STPs (one positive) were excavated west and north of STP 1-2; a close interval test was not
excavated to the east due to the presence of the T.L. Hogan Cemetery and one was not excavated to the
south due to the existing roadway. STP 1-2 is immediately adjacent to the T.L. Hogan Cemetery, so the
20

materials from the STP and the cemetery are considered a multi-component resource, and has been
assigned archaeological site number 31OR673/673**. Site 31OR673/673** will be discussed in detail
below. Subsequent to the field survey in this location, the sewer alignment was shifted to the south side
of the road to avoid any impact to the T.L. Hogan Cemetery and site 31OR673/673**.
Figure 7. Overview of OWASA HRRA Sewer Project (in blue) Showing Archaeological Survey Areas.
21

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Figure 9. Aerial Photograph of Survey Area 1 Showing STPs, Proposed OWASA HRRA Project (blue
lines), and Site 31OR673*/673**.
Survey Area 2
Survey Area 2 occupies a long upland ridgenose that has a gentle downward slope to the south. The area
is currently wooded and lightly interspersed with residential housing. The area between Sandberg Lane
(at north) and Billabong Lane (at south) was shovel tested. Shortly south of Billabong Lane, the sewer
alignment drops into a narrow and sloped drainage around a pond on a side slope. This southern portion
was not shovel tested. A total of 18 STPs were excavated in Survey Area 2. Soils in Survey Area 2
generally exhibited a disturbed A -horizon overlying sterile subsoil. Soils were most frequently grayish
brown (IOYR 5/2) silt loam to depths between 10 and 20 cm. Subsoil was strong brown (7.5YR 5/8) silty
clay loam. No archaeological resources were identified in this section.
23

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Survey Area 3
Survey Area 3 traverses the side of a drainage side slope and was largely cleared via pedestrian
reconnaissance. One very small northwest -projecting ridge nose overlooking an unnamed tributary
offered an opportunity for a single shovel test; the remainder of the area was on side slope and therefore
untested. The single STP was negative, and exhibited a profile consisting of dark yellowish brown
(10YR 3/4) silt loam about 12 cm thick overlying strong brown (7.5YR 5/8) silty clay loam subsoil.
A known cemetery was identified on the south side of Tallyho Trail, just east of Survey Area 3. This
cemetery is the Daniel Hogan Cemetery, and has been assigned state archaeological site number
31OR674**. 31OR674** will be discussed in more detail below.
Figure 11. Aerial Photograph of Survey Area 3 and 31OR674** (red polygon).
W,

31OR673/673**
Cultural Period(s) and Site Type: Prehistoric, Middle Woodland Yadkin lithic scatter; Historic, 19t' -
century cemetery (Thomas Lloyd Hogan Family)
Dimensions: 20 in (north -south) by 40 in (east -west)
Elevation: 530 ft. AMSL
Setting: Upland flat; residential neighborhood
Soil Type: Herndon silt loam, 2-6 percent slopes (HrB)
31OR673/673** was first identified by the presence of cemetery head and foot stones in a lightly wooded
and overgrown area immediately north of Purefoy Drive to the south of the Hogan -Rogers House (OR -
431) (Figure 12). Shovel testing in the area produced a mix of prehistoric lithic and historic items from a
shovel test immediately west (5-10 meters) of the cemetery (Figure 13). Six STPs were excavated in the
area including the positive STP (STP 1-2) and two close interval STPs to the north and west of it. STP 1-
2 and the west radial (STP 1-5) produced artifacts.
Figure 12. Map of Survey Area 1 Showing Location of Proposed OWASA HRRA Sewer (blue line), Site
31OR673/673** (red polygon with cemetery component in yellow), and Hogan -Rogers House (OR -431).
26

Figure 13. General Overview of 3 1 OR673/673* *, View East of STP 1-5 (red arrow) and T.L. Hogan
Cemetery (in woods/brush in background) from near STP 1-1.
The cemetery component at 31OR673/673** is that of the Thomas Lloyd Hogan (1785-1858) Family.
The cemetery is easy to find, but does not appear to be maintained; although there is a small meditation or
prayer bench nearby in a manicured lawn just north of the cemetery (Figure 14). A prominent modern
marker for Thomas Lloyd Hogan (1785-1858) is situated in the center of the cemetery (Figure 15). The
2012 Preservation Society Report on the property states that "before his death in 2011, beloved UNC
mascot keeper Rob Hogan placed a headstone in the vandalized cemetery there to make sure his
family's story wasn't lost" (Preservation Society of Chapel Hill 2012:4). Several dressed and
inscribed stones are present in the cemetery, mostly overturned and/or broken (Figure 16 through Figure
18); numerous unmodified field stones marking head and/or foot ends are also present in a couple of rows
(Figure 19). The 2012 report also states that Thomas Hogan "buried his daughter in the front yard of
his house in 1845" (Preservation Society of Chapel Hill 2012:3), so presumably she is one of the
internments represented here.
27

_6 1
Pik

Figure 18. View of Illegible Inscribed Headstone at T.L. Hogan Family Cemetery.
Figurc 19. Vicw of Unmodified Head/Foot Stone Markers at T.L. Hogan Cemetery.
9M

Preliminary genealogical research indicates that Thomas Lloyd Hogan was husband of Elizabeth Freeland
Hogan, and father of Willam Johnston Hogan, Sarah Lloyd McCauley, Alexander Hogan, Martha
Kirkland, Thomas C. Hogan, and Joseph C. Hogan, any of whom may be interred in this cemetery (his
father, Daniel Hogan, is known to be buried in a separate cemetery nearby — see site 31OR674** below).
Information recorded on Cemeterycensus.com indicates that in 1972, at least six known graves were
documented by markers http://cemeterycensus.com/nc/omglcemi 39.htm. These included:
1. Hogan, Alexander H. (27 May 1836 - 3 Aug 1856). "Here lies in hope of a glorious
resurrection the body of Alexander H. Hogan, Son of William J. Hogan, Esq. Bn May 27, 1836,
graduated at the University of N. C. June 11, 1856. Dcd. Aug 3d, 1856". [grandson of Thomas
Lloyd Hogan]
2. Hogan, Augustus E. (6 Sep 1855 - 4 Feb 1857). `Bn Sept. 6, 1855 Died Feb. 4, 1857'.
[possible grandson of Thomas Lloyd Hogan].
3. Hogan, Elizabeth Freeland (8 Aug 1790 - 14 Sep 1852). "Sacred To The Memory of
Elizabeth Hogan Wife of Thomas Hogan".
4. Hogan, Nancy Huntington (Abt 1800 - 5 Dec 1865). "Sacred To The Memory of Nancy H.
Hogan (Roswell'S Dau.) Wife of Wm. J. Hogan." [daughter-in-law of Thomas Lloyd Hogan]
5. Hogan, Thomas, Senior. (5 Aug 1785 - 4 Jul 1858). "Husband of Elizabeth Freeland Hogan.
Son of Daniel Hogan and Sarah Lloyd Hogan".
6. McCauley, Sarah Lloyd. (Abt 1812 - 6 Sep 1845) [possible sister of Thomas Lloyd Hogan]
Soils in STP 1-2 consisted of an Ap-horizon overlying sterile subsoil (B -horizon). The Ap-horizon
(stratum I) was brown (10YR 4/3) silt loam 26 cm thick. The B -horizon (stratum H) was yellowish
brown (10YR 5/4) clay loam to at least 35 cm. All artifacts were recovered from the Ap-horizon to a
maximum depth of 26 cm.
A total of 14 artifacts were recovered from 31OR673/673**. The 14 artifacts consist of six prehistoric
items and eight historic artifacts. The prehistoric items include two fire -cracked rock fragments, three
metavolcanic biface thinning flakes, and a quartz Yadkin projectile point (proximal fragment). The
historic items include two container glass fragments, a metal electric lamp part, a brick fragment, a
window glass fragment, a wire nail, and two modern items (plastic fragment and aluminum can
fragment).
The archaeological component of 31OR673/673** lacks variety, quantity, clarity, integrity and context.
All artifacts were recovered from disturbed contexts and there is no evidence of intact soil horizons or
cultural features present. Given this, it is unlikely that additional work at the site would produce data
important to the understanding of prehistoric or historic lifeways. Therefore, we recommend site
31OR673/673** as ineligible for the NRHP. The cemetery component at 31OR673/673** does not meet
any of the typical or special criteria considerations for a cemetery to be considered eligible for the NRNP,
but avoidance of impacts to cemeteries is recommended whenever possible. As currently planned, the
OWASA HRRA sewer will run along the opposite side of Purefoy Road from the cemetery, and therefore
the site will not be impacted. Should project design change and create an impact to the cemetery which
cannot be avoided, compliance with North Carolina General Statute 65, Article 12, Part 4 will be
required.
31

31OR674**
Cultural Period(s) and Site Type: Historic, late -18`h to mid(late?)-19''-century Cemetery (Daniel Hogan
Family)
Dimensions: 25 m (north -south) by 15 m (east -west)
Elevation: 500 ft. AMSL
Setting: Upland flat, top of drainage slope; wooded
Soil Type: Georgeville silt loam, 6-10 percent slopes (GeQ
31OR674** is a small family cemetery measuring approximately 40 ft N -S and 35 ft E -W and is
surrounded by a low and in places indistinguishable dirt mound. It sits under a minor power line between
two homes on the west side of Tallyho Trail (Figure 20, Figure 21). It is unattended and overgrown with
small bushes. Additional linear depressions and unmodified field stone head/foot markers are also
present. The cemetery occupies its own tax parcel (PIN: 9870-43-5474). No excavations were
performed at the site; the archaeology crew simply accessed the site to document it with locational GPS
recordings and photographs (Figure 22 through Figure 25).
Figure 20. Map of Site 31OR674**.
32

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Figure 25. Photograph of Unmarked Linear Depression at 31OR674**.
According to information posted on http://cemeterycensus.conVnc/orn-/ceml38.htm, this Hogan
cemetery was recorded as having three marked graves and 14 unmarked graves in 1972. Marked burials
include:
• Hogan, Daniel (b. 29 Jul 1753 - d. 19 Jan 1787). Husband of Sarah Lloyd Hogan (new marker
was purchased in 2008 by Mr. Cleo Hogan and installed by the late Rob Hogan, Jr.
• Hogan, Daniel (b. 4 Jan 1786 - d. 5 Jul 1849), Son of Daniel I. Hogan and Sarah Lloyd Hogan.
• Hutchins, Mary Elizabeth (b. 14 Jul 1850 - d. 21 Jan 1851) (see Figure 23)
• Lloyd, Mary Elizabeth (b. - d. 4 Aug 1844) and there is an associated dressed and inscribed
stone with the initials "M.E.L.", but no other information (likely a foot marker) (see Figure 24).
The older Daniel Hogan was from Brunswick, Virginia. He married Sarah Lloyd and they had six
daughters and two sons — the younger Daniel Hogan who is buried in this same cemetery, and Thomas
Lloyd Hogan, who is buried in the nearby cemetery off Purefoy Road at 31OR673/673**. Daniel Hogan
senior's brother, John Hogan, married Sarah Lloyd's sister, Mary.
The cemetery component at 31OR674/674** does not meet any of the typical or special criteria
considerations for a cemetery to be considered eligible for the NRNP, but avoidance of impacts to
cemeteries is recommended whenever possible. As currently planned, the OWASA HRRA sewer will
run within the right-of-way of Tally Ho Drive adjacent to the cemetery, and therefore the site will not be
impacted. Should project design change and create an impact to the cemetery which cannot be avoided,
compliance with North Carolina General Statute 65, Article 12, Part 4 will be required.
35

VI. SUMMARY AND RECOMMENDATIONS
SUMMARY
URS conducted background research and terrestrial archaeological Phase I Survey for the Orange County
Water and Sewer Authority's proposed Historic Rogers Road Area sanitary sewer collection system. The
project is located at the north end of the Town of Chapel Hill in the southeastern part of Orange County,
North Carolina. The proposed project is largely planned within existing rights-of-way for streets;
however, a few areas within the project traverse relatively undeveloped locales outside existing rights-of-
way. Therefore, a Phase I shovel test survey was conducted in these portions of the project. In addition,
limited shovel testing was conducted adjacent to the existing right-of-way along Purefoy Drive
immediately south of the Lloyd -Rogers House (architectural resource OR -431). The survey for the
project covered approximately 16.6 acres.
Phase I survey has documented one resource consisting of a prehistoric lithic scatter of Middle Woodland
age and a historic cemetery of T.L. Hogan associated with the Lloyd -Rogers House (also known as the
Hogan -Rogers House and historic architectural resource OR -431), and one historic cemetery of D.
Hogan. These resources have been assigned archaeological site numbers 31OR673/673** and
31OR674**, respectively.
RECOMMENDATIONS
Current project plans have the project APE located wholly within existing road rights-of-way adjacent to
both 31OR673/673** and 31OR674** (Figure 26). Neither 3108673/673** nor 3108674** will be
impacted by the proposed sewer system construction, operation, or maintenance. We believe the
OWASA HRRA project will have no adverse effect on significant archaeological resources. We
therefore recommend no further archaeological work be required in conjunction with the OWASA HRRA
sewer project as currently designed.
36

SSMH—A16
D2 SSMH—F3
CU -1 13 3108673/673**
SMH—A14
SSMH—F2
3 SSMSSMHHFI C U-112 OUTFALL 2c
E
SSMH—A15 SSMH—G3
SSMH—E2
—Al2 SSMH—A13
SSMH—E3
SSMH—GSMH—G2 CU -1 1
SSMH-67 SSMH—B8
SSMH—B9 SSMH—E4
CU -113 s
SSMH—B1 SSMH—E5
SSMH—B2
s OUTF
IT
- CU -108
SSMH—B6' SSMH—P1
ssMH—A1 o CU -107
SSMH-64
SSMH-65 31OR674**
Figure 26. Current Proposed OWASA HRRA Sewer Project Alignment and Sites 31 OR673/673** and
31 OR674**.
37

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42

APPENDIX A: 31OR673/673** ARTIFACT CATALOG
43

31OR673/673** ARTIFACT CATALOG
Provenience
FS#
Entry#
Count
EVP
Group
Class
Material
Object
Typology Comments
STP 1-2, Strat
1
1
2
P
Lithic
Cracked Rock
Quartz
FCR
I (0-26 cm)
1
2
1
P
Lithic
Tool
Quartz
Projectile Point
Yadkin Proximal fragment
1
3
2
H
Household
Glass
Glass
Container Glass
1 brown, 1 clear
1
4
1
H
Electric
Lighting
Composite
Lamp part
Severely eroded
l
5
1
H
Architectural
Ceramic
Clay
Brick fragment
1
6
1
H
Architectural
Glass
Glass
Window Glass
Clear
1
7
1
H
Architectural
Metal
Iron
Nail, wire
1
8
1
H
Other
Plastic
Plastic
Fragment
Thin-walled, tube or other
cylindrical object
1
9
1
H
Other
Aluminum
Aluminum
Fragment
STP 1-5, Strat
2
1
3
P
Lithic
Debitage
Metavolcanic
Flake
Biface Thinning
1(0-15 cm)
44