20031109 Ver 1_Complete File_20030905

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WIll:udul r. n"_Y, _-_-
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
February 24, 2004
DWQ# 03-1109
Orange County
Mr. William Kerwin, Jr.
Executive Director, Orange Water and Sewer Authority
400 Jones Ferry Road
Carrboro, NC, 27150
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Kerwin:
You have our approval, in accordance with the attached conditions, to place fill in 0.02 acre of wetlands and 35 linear
feet of streams in order to construct the Mason Farm Waste Water Treatment Plant Expansion in Orange County, as
described in your revised application received by the Division of Water Quality on February 20, 2004 and in additional
correspondence received September 5, 2003 and December 30, 2003. After reviewing your application, we have decided
that this fill is covered by General Water Quality Certification Numbers 3402, 3374 and 3376, which can be viewed on our
web site at hftp://h2o.enr.state.nc.us/ncwetiands. This Certification allows you to use Nationwide Permit Numbers 39, 12
and 7 when issued by the Corps of Engineers. In addition, you should get any other federal, state or local permits before
you go ahead with your project including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water
Supply Watershed regulations. Also this approval will expire when the accompanying 404 permit expires unless otherwise
specified in the General Certification. This Certification replaces the one issued to you on December 30, 2003.
This approval is only valid for the purpose and design that you described in your application., If you change your
project, you must notify us in writing and you maybe required to send us anew application for anew certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and the additional condition listed below:
1. Upon completion of all work approved within the 401 Water Quality Certification, and any subsequent modifications, the
applicant is required to return the attached certificate of completion to the 401/Wetlands Unit, North Carolina Division of.
Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650;
2. Erosion and sediment control practices must be in full compliance with all specifications governing the proper design,
installation and operation and maintenance of such Best Management Practices in order to protect surface waters
standards:
a. The erosion and sediment control measures for the project must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Sediment and Erosion Control
Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control measures must be
such that they equal, or exceed, the requirements specified in the most recent version of the North Carolina.
Sediment and Erosion Control Manual. The devices shall be maintained on all construction sites, borrow
sites, and waste pile (spoil) projects, including contractor-owned or leased borrow pits associated with the
project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in accordance with the
requirements of the Sedimentation Pollution Control Act;
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands)
Customer Service #: 1-877-623-6748
Mr. William Kerwin, Jr.
Page 2 of 2
February 24, 2004
3. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the footprint of the
impacts depicted in the Preconstruction Notice Application. All construction activities, including the design,
installation, operation, and maintenance of sediment and erosion control Best Management Practices, shall be
performed so that no violations of state water quality standards, statutes, or rules occur.
4. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum extent practicable.
If placement of sediment and erosion control devices in wetlands and waters is unavoidable, they shall be removed
and the natural grade restored within six months of the date that the Division of Land Resources has released the
project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must
act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have
any questions, please telephone Steve Mitchell in our Raleigh Regional Office at 919-571-4700 or Cyndi Karoly in our
Central Office in Raleigh at 919-733-9721.
Sincerely,
C?
Alan W. Klimek, P.E.
AW K/cbk
Attachments
cc: Corps of Engineers Raleigh Regulatory Field Office
Raleigh DWQ Regional Office
Central Files
File Copy
Jay Fulmer, 309 East Morehead St., Suite 160, Charlotte, NC, 28202
031109 rev
309 East Morehead Street
Suite 160
Charlotte, North Carolina 28202
Tel: [phone]
Fax: [phone]
www.brownandcaldwell.com
February 17, 2004
Ms. Cyndi Karoly
North Carolina Department of Environment and Natural Resources
Division of Water Quality
401 Wetlands Certification Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650 2.058
Subject: Orange Water and Sewer Authority - Mason Farm WWTP Expansion
Reference Number: DWQ #03-1109
Revisions to Site Plan
Dear Ms. Karoly:
The purpose of this letter is to inform you of revisions to the site layout for the above
referenced project. Enclosed, please find site plans showing the original configuration and
the newly revised version as well as a check for $200 for the review fee.
The impact of the proposed project on wetlands and to Morgan Creek will remain largely
unchanged due to this revision. The proposed outfall pipes and discharge location on
Morgan Creek will simply move downstream along with the filter complex. The wetland
impact, designated W1 on the site plans, will change slightly due to the relocation of the
filter complex. The original wetland impact was 0.03 acre and would have been incurred
during construction of the filter complex. The impact for the revised site plan will be
0.02 acre, which is slightly less than the original proposal. In the revised site layout, this
impact is incurred due to the new location of outfall pipes and associated encasement rather
than construction of the filter complex.
It is our understanding that the existing Nationwide Permit verifications for NWT's 7 and
39 and subsequent 401 Water Quality Certifications are still valid. We respectfully request
written concurrence from your office regarding the permit status. We have submitted a
similar letter requesting concurrence from the U.S. Army Corps of Engineers regarding
that status of the Nationwide Permits.
Thank for your continuing assistance in this matter. If you have any questions, or if I can
provide any additional information, please do not hesitate to contact me at [phone].
Very truly yours,
B WN AND LDWELL
r, P. E.
Project Engineer
JBF:dm
Enclosures
'' TI-ANQ3 f 401 (,, oUp
FEB 2 ® 2004
)UA1J-P(SEC;T1( )I'
cc: Mr. Imtiaz Ahmad, OWASA
P:\23058 - OWASA Mason Farm Expansion\Wp\Ietters\L0030 - Karoly - Wetlands Certification Revisions.doc
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William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
December 30, 2003
DWQ# 03-1109
Orange County
Mr. William Kerwin, Jr.
Executive Director, Orange Water and Sewer Authority
400 Jones Ferry Road
Carrboro, NC, 27150
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Kerwin:
You have our approval, in accordance with the attached conditions, to place fill in 0.03 acre of wetlands and 35 linear
feet of streams in order to construct the Mason Farm Waste Water Treatment Plant Expansion in Orange County, as
described in your application received by the Division of Water Quality on, September 5, 2003 and in additional
correspondence received December 30, 2003. After reviewing your application, we have decided that this fill is covered by
General Water Quality Certification Numbers 3374 and 3376, which can be viewed on our web site at
http://h2o.enr.state.nc.us/ncwetlands . This Certification allows you to use Nationwide Permit Numbers 12 and 7 when
issued by the Corps of Engineers. In addition, you should get any other federal, state or local permits before you go ahead
with your project including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply Watershed
regulations. Also this approval will expire when the accompanying 404 permit expires unless otherwise specified in the
General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you maybe required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland His for this project (now or in the future) exceed one acre, compensatory
mitigation may be required.as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and the additional condition listed below:
1. Upon completion of all work approved within the 401 Water Quality Certification, and any subsequent modifications, the.
applicant is required to return the attached certificate of completion to the 401/Wetlands Unit, North Carolina Division of
Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650;
2. Erosion and sediment control practices must be in full compliance with all specifications governing the proper design,
installation and operation and maintenance of such Best Management Practices in order to protect surface waters
standards:
a. The erosion and sediment control measures for the project must be designed, installed, operated, and
maintained in.accordance with the most recent version of the North Carolina Sediment and Erosion Control
Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control measures must be
such that they equal, or exceed, the requirements specified in the most recent version of the North Carolina
Sediment and Erosion Control Manual. The devices shall be maintained on all construction sites, borrow
sites, and,waste pile (spoil) projects, including contractor-owned or leased borrow pits associated with the
project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in accordance with the
requirements of the Sedimentation Pollution Control Act;
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands)
Customer Service #: 1-877-623-6748
Mr. William Kerwin, Jr.
Page 2 of 2
December 30, 2003
3. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the footprint of the
impacts depicted in the Preconstruction Notice Application. All construction activities, including the design,
installation, operation, and maintenance of sediment and erosion control Best Management Practices, shall be
performed so that no violations of state water quality standards, statutes, or rules occur.
4. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum extent practicable.
If placement of sediment and erosion control devices in wetlands and waters is unavoidable, they shall be removed
and the natural grade restored within six months of the date that the Division of Land Resources has released the
project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must
act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have
any questions, please telephone Steve Mitchell in our Raleigh Regional Office at 919-571-4700 or Cyndi Karoly in our
Central Office in Raleigh at 919-733-9721.
Sincerely,
Alan W. Klimek, P.E.
AW K/cbk
Attachments
cc: Corps of Engineers Raleigh Regulatory Field Office
Raleigh DWQ Regional Office
Central Files
File Copy
Jay Fulmer, 309 East Morehead St., Suite 160, Charlotte, NC, 28202
031109
\N A rMichael F. Easley, Governor
O
\'% RQG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
Division of Water Quality
Department of Environmental and Natural Resources
Wetlands/401 Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650 .
Contact Information: Phone #: [phone]
Fax #: [phone]
Fax To: s , /t, Fe,, Fax #:
Company: Date:
Number of pages including cover sheet: s
Notes or special instructions:
lim ol Cs 33-2 g t 33-26
2? cje s, e re

401'
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
'S 309 East Morehead Street
Suite 160
Charlotte, North Carolina 28202
Tel: [phone]
Fax: [phone]
www.brownandcaldwell.com
December 22 2003
03
Ms. Cyndi Karoly ??rF Q(1441/ ,
North Carolina Department of Environment and Natural Resources
Division of Water Quality ??/(%%/9t
401 Water Quality Certification Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Subject: Orange Water and Sewer Authority - Mason Farm WWTP Expansion
Reference Number: DWQ #03-1109
Dear Ms. Karoly:
After recent meetings with Division of Water Quality staff, we have been working to incorporate
comments, suggestions, and recommendations offered into the above referenced project.
Modifications are reflected in the revised site plan enclosed. They include:
Relocating the filter complex and reducing the length of gravel drive along its eastern
facade to keep the planned facility out of the 30-foot water supply watershed protection
buffer along Morgan Creek.
Incorporating two (2) level spreaders as recommended by Mr. John Domey (NCDENR-
DWQ) in his letter to the Orange Water and Sewer Authority dated October 14, 2003.
Please review this site plan together with the remainder of our original application submitted in
August 2003. If acceptable, please send written concurrence as soon as possible. The U. S.
Army Corps of Engineers' Nationwide Permits are in place. With your written concurrence the
project is ready to be advertised for construction bids.
Thank for your continuing assistance in this matter. If you have any questions of if I can provide
any additional information, please do not hesitate to contact me at [phone]. We look
forward to hearing from you over the next couple of weeks.
Very truly yours,
BR AND CALDWEL
John B. (Jay er r., P. E.
Project Engineer
Cc: Mr. Imtiaz Ahmad, OWASA
Mr. Todd St. John, NCDENR-DWQ
File 23058-003/5
Mr. John Thomas, U. S. Army Corps of Engineers
P:\23058 - OWASA Mason Farm Expansion\Wp\letters\L0021- Karoly - Revised 401-404 Dwgs.doc
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RE: [Fwd: OWASA 401/404 Permit]
Subject: RE: [Fwd: OWASA 401/404 Permit]
Date: Tue, 2 Dec 2003 07:09:34 -0800
From: "Fulmer, Jay" <[e-mail]>
To: "'Cyndi Karoly"' <[e-mail]>
CC: "Todd St. John" <[e-mail]>
3-? 3 - -7
Hi Cyndi,
Thanks for getting back in touch with me. The DWQ number for the OWASA
project is #03-1109. First off, I need to confirm that the application is
still open. I also need to find out what materials we need to submit to
actual get the 401 Certification given the changes we have made in
design to avoid the water supply watershed protection buffer. theC ' " 41 i
According to Todd's most recent email to me (attached), he would like to
issue the permit with a "diffuse flow condition for the new point
discharge(s)..." I'm not sure what this means. Does this mean that I need
to have level spreaders at the outlets of all of my ditches? cat (A 0
Let's have a quick phone call later today to figure out the details. Are
you available around 1:00? I would like to get this permit squared away as
quickly as possible.
Thanks!
Jay
-----Original Message-----
From: Cyndi Karoly [mailto:[e-mail]]
Sent: Monday, November 24, 2003 2:59 PM
To: [e-mail]
Subject: [Fwd: OWASA 401/404 Permit]
Jay - I couldn't get thru on your phone.
could you please tell me what the DWQ project # is for the OWASA project?
Also, what is the other project you were referring to? County, Project name
and number, etc?
Subject: RE: OWASA 401/404 Permit
Date: Mon, 24 Nov 2003 10:28:41 -0800
From: [e-mail]
To: "Fulmer, Jay" <[e-mail]>, "Todd St. John" <[e-mail]>,
'Steve Zoufaly' <[e-mail]>
CC: "Bruce, Ken" <[e-mail]>, [e-mail], [e-mail]
Jay as you probably saw from my auto reply I'm outta the loop for a while...
if no variance is required, then we can issue with a diffuse flow condition
for the new pint discharge(s)... i copied Cyndi and Mike so they will
know...
todd
>-- Original Message --
>From: "Fulmer, Jay" <[e-mail]>
1 of 2 12/2/03 10:35 Alv
RE: [Fwd: OWASA 401/404 Permit]
>To: "Todd St. John" <[e-mail]>,
> "'Steve Zoufaly -
> <[e-mail]>
>Cc: "Bruce, Ken" <[e-mail]>
>Subject: OWASA 4011404 Permit
>Date: Mon, 24 Nov 2003 09:26:11 -0800
>Todd and Steve,
>I wanted to touch base with you regarding the above referenced permit.
>First off, I'd like to confirm that the permit application is still open.
>Also, I'd like to let you know that we have moved the filter building out
>of
>the stream buffer; therefore no variance is required. I will send you new
>drawings next week along with the computation of impervious area.
>After you receive an updated drawing, is there any further materials you
>will require to provide the certification? Are we still required to
>provide level spreaders for the storm drain pipes/ditches?
>Thanks,
>Jay
>John B. (Jay) Fulmer, Jr., P. E.
>BROWN AND CALDWELL
>309 E. Morehead Street
>Suite 160
>Charlotte, North Carolina 28202
>P: [phone]
>F. [phone]
>email: [e-mail] <mailto:[e-mail]>
>Web: www.brownandcaldwell.com <http://www.brownandcaldwell.com/>
Todd St. John, PE
Wetlands Unit
2321 Crabtree Blvd, Suite 250
Raleigh, NC 27604
919-733-9584
2 of 2 12/2/03 10:35 AM
309 East Morehead Street
Suite 160
Charlotte, North Carolina 28202
Tel: [phone]
Fax: [phone]
www.brownandcaldwell.com
BROWN AND
CALDW'ELL
December 22, 2003
401
SEC 2 ?,,???
w'?r? '?003
F
CC (??Y
Ms. Cyndi Karoly
North Carolina Department of Environment and Natural Resources
Division of Water Quality
401 Water Quality Certification Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Subject: Orange Water and Sewer Authority - Mason Farm WWTP Expansion
Reference Number: DWQ #03-1109
Dear Ms. Karoly:
After recent meetings with Division of Water Quality staff, we have been working to incorporate
comments, suggestions, and recommendations offered into the above referenced project.
Modifications are reflected in the revised site plan enclosed. They include:
¦ Relocating the filter complex and reducing the length of gravel drive along its eastern
fagade to keep the planned facility out of the 30-foot water supply watershed protection
buffer along Morgan Creek.
¦ Incorporating two (2) level spreaders as recommended by Mr. John Domey (NCDENR-
DWQ) in his letter to the Orange Water and Sewer Authority dated October 14, 2003.
Please review this site plan together with the remainder of our original application submitted in
August 2003. If acceptable, please send written concurrence as soon as possible. The U. S.
Army Corps of Engineers' Nationwide Permits are in place. With your written concurrence the
project is ready to be advertised for construction bids.
Thank for your continuing assistance in this matter. If you have any questions of if I can provide
any additional information, please do not hesitate to contact me at [phone]. We look
forward to hearing from you over the next couple of weeks.
Very truly yours,
ZBR AND CALDW EL
ay er r., P. E.
Project Engineer
Cc: Mr. Imtiaz Ahmad, OWASA
Mr. Todd St. John, NCDENR-DWQ
File 23058-003/5
Mr. John Thomas, U. S. Army Corps of Engineers
PA23058 - OWASA Mason Farm Expansion\Wp\letters\LO021- Karoly - Revised 401-404 Dwgs.doc
F n e, i r n n m a n t 1 1 F n o f n a r r c A- r n n c ?, l t n n t o
OWASA
Subject: OWASA
Date: Thu, 4 Dec 2003 10:06:03 -0800
From: "Fulmer, Jay" <[e-mail]>
To: "' Cyndi Karoly"' <cyndi.karoly @ncmail.net>
Hi Cyndi,
I got your voice mail this afternoon; thanks for getting back in touch with
me. We have moved the building out of the buffer and we will send a new
site plan to show this. Per your voice mail, I will also add level
spreaders to our new point discharges. Since we are out of the buffer, we
will not need a variance from the local municipality.
I'd like to send you a cover letter with the new site plan (showing the
level spreaders). I will call you this afternoon.
Thanks!
Jay
1 of 1 12/4/03 2:15 PN.
`
o?pF W A
T-
p 'C
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
October 14, 2003
DWQ # 03-1109
Orange County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Orange Water & Sewer Authority
Attn: Mr. Ed Kerwin, Executive Director
Post Office Box 366
Carrboro, NC 27510-0366
Subject Property: Old Mason Farm Road at the Wastewater treatment plant
Dear Mr. Kerwin:
On October 1, 2003 the Division of Water Quality (DWQ) was notified by receipt of your letter dated September
29, 2003 that you no longer wished to pursue your request to block the bypass channel and conduct the
associated stream restoration. However, you did request that we notify you of any further information that we
needed in order to process the impacts associated with the remaining impacts. Approval from DWQ is required to
disturb these remaining areas in accordance with condition number 3 of General Water Quality Certification (GC)
No. 3402. Please provide 7 copies of the following information and refer to the DWQ # listed above in your reply.
Please show these on maps of suitable scale (for instance 1" = 1,00 feet) so we can begin to determine your
projects' compliance with 15A NCAC 2H .0500.
1) A stormwater management plan will be required. However, due to the circumstances, BMPs designed to
remove 85% TSS may not be required if the new stormwater outlet drains an equivalent or greater amount of
impervious area as compared with the proposed impervious area, and is redesigned to include a level
spreader designed according to the Draft Level Spreader Design Guidance available at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html. There is also a level spreader worksheet available at
above web site. Please call Todd St. John at [phone] if you have questions regarding this issue.
2) Please provide documentation to show that the project complies with the buffer requirements described in
condition number 3 of GC 3402 available at http://h2o.ehnr.state.nc.us/ncwetlands/GC3402.pdf.
This project will remain on hold as incomplete in accordance with 15A NCAC 2H .0505(c). The processing time
for this application will begin when this information is received. If we do not hear from you by writing or by fax at
[phone] within three (3) weeks we will assume you no longer want to pursue the project and will consider
it withdrawn.
cc:
Program
Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
Jay Fulmer, Brown and Caldwell, 309 East Morehead St., Suite 160, Charlotte, NC 28202

N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (hgp://h2o.enr.state.nc.us/ncwetlands)
Customer Service #: 1-877-623-6748
OWASA
ORANGE WATER & SEWER AUTHORITY
Quality Service Since 1977
September 29, 2003
Mr. John Dorney s A .a'
401 Water Quality Certification 0C r
North Carolina Department of Environment and Natural Resources Q ,
1650 Mail Service Center ? g TEpQ?14IITY
Raleigh, North Carolina 27699-1650 I` r s???r
Subject: Orange Water and Ser Authority - Mason Farm WWTP Expansion l?
Reference Number: DWQ #03-1109
Dear Mr. Dorney:
This correspondence is in response to your letter dated September 15, 2003 regarding the 401
Water Quality Certification for the Mason Farm WWTP Expansion project. In your letter, you
requested a written response within three weeks in order to keep our application in process.
After reviewing our overall project requirements, we have decided to amend our Pre-Construction
Notification (PCN) application. We continue to request approval for one stream bank impact and
one wetlands impact, noted respectively as S 1 and WI in our application. However, we have
elected not to pursue the stream. restoration portion of this project. Therefore, we will not require
a Nationwide 27 permit or corresponding DWQ Certification at this time. We will be in contact
with your office to discuss the requirements to amend the application as well as the criteria for the
storm water management plan referenced in your letter. This project is scheduled for bid
advertisement in December 2003 and we would like to have any permitting issues resolved prior
to advertisement.
Thank for your continuing assistance in this matter. If you have any questions of if I can provide
any additional information, please do not hesitate to contact me at [phone].
Best regards,
U 44?
Ed Kerwin
Executive Director
Cc: Mr. John B. (Jay) Fulmer Jr., Brown and Caldwell
Mr. Todd St. John, NCDENR-DWQ
Mr. Peter Schuler, Brown and Caldwell
Mr. John Thomas, U. S. army Corps of Engineers
Mr. M. Imtiaz Ahmad, OWASA
'10 Jones Ferry Road
'x 366
boro, NC 27510-0366
Equal Opportunity Employer
Printed on Recycled Paper
Voice [phone]
FAX [phone]
www.owasa.org
OWASA ORANGE WATER & SEWER AUTHORITY
Quality Service Since 1977
September 29, 2003 L DR 16 GR ??'?.1
C ?
T
Mr. John Dorney
401 Water Quality Certification HATER QUAD SECTION
North Carolina Department of Environment and Natural Resources
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Subject: Orange Water and Ser Authority - Mason Farm WWTP Expansion
Reference Number: DWQ #03-1109
Dear Mr. Dorney:
This correspondence is in response to your letter dated September 15, 2003 regarding the 401
Water Quality Certification for the Mason Farm WWTP Expansion project. In your letter, you
requested a written response within three weeks in order to keep our application in process.
After reviewing our overall project requirements, we have decided to amend our Pre-Construction
Notification (PCN) application. We continue to request approval for one stream bank impact and
one wetlands impact, noted respectively as S1 and W1 in our application. However, we have
elected not to pursue the stream restoration portion of this project. Therefore, we will not require
a Nationwide 27 permit or corresponding DWQ Certification at this time. We will be in contact
with your office to discuss the requirements to amend the application as well as the criteria for the
storm water management plan referenced in your letter. This project is scheduled for bid
advertisement in December 2003 and we would like to have any permitting issues resolved prior
to advertisement.
Thank for your continuing assistance in this matter. If you have any questions of if I can provide
any additional information, please do not hesitate to contact me at [phone].
Best regards,
Ed Kerwin
Executive Director
Cc: Mr. John B. (Jay) Fulmer Jr., Brown and Caldwell
Mr. Todd St. John, NCDENR-DWQ
Mr. Peter Schuler, Brown and Caldwell
Mr. John Thomas, U. S. Army Corps of Engineers
Mr. M. Imtiaz Ahmad, OWASA
400 Jones Ferry Road Equal Opportunity Employer Voice [phone]
PO Box 366 Printed on Recycled Paper FAX [phone]
Carrboro, NC 27510-0366 www.owasa.org
OF W ATF9
`p? ?G
E
-1
p ?
Michael F. Easley, GOVL,
William G. Ross Jr., Secret.
North Carolina Department of Environment and Natural Resource,
Alan Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
September 15, 2003
DWQ # 03-1109
Orange County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Orange Water & Sewer Authority
Attn: Mr. Ed Kerwin, Executive Director
Post Office Box 366
Carrboro, NC 27510-0366
Subject Property: Old Mason Farm Road at the Wastewater treatment plant
Dear Mr. Kerwin:
On September 5, 2003 the Division of Water Quality (DWQ) was notified by receipt of your application
regarding your plan to fill wetlands or waters for the purpose of WWTP expansion in Orange County. Approval
from DWQ is required to disturb these areas. Please provide 7 copies of the following information and refer to
the DWQ # listed above in your reply. Please show these on maps of suitable scale (for instance 1" = 100 feet) so
we can begin to determine your projects' compliance with 15A NCAC 2H .0500.
Staff have reviewed the statements in Part VII of the application and do not agree with portions of it. Most
importantly, Division of Water Quality Staff do not agree that the naturalized diversion ditch in "not subject to
DWQ jurisdiction". This is because the feature was created by Morgan Creek creating a "shoot cutoff' through
the diversion ditch resulting in a naturalized channel of what was originally a man-made feature. "Shoot cut-offs"
naturally occur as the result of a meander bend becoming too long or tortuous. In this case, although it was
assisted by anthropomorphic activities, the feature did form naturally and has subsequently naturalized.
In any event, removing the feature would change the hydrology of Morgan Creek that had adapted to the "shoot
cut-off' feature and the Division of Water Quality agreed with the USACE to allow the activity as long as the
remaining branch of Morgan Creek was restored using natural design techniques to accommodate the increased
hydrology. It is assumed the restoration of Morgan Creek would make up for the loss of the naturalized "shoot
cut-off'. As such, the following information must be provided to show that restoration of Morgan Creek would
be achieved. Some of the information below was provided, but insufficient information was provided to show that
restoration or enhancement as described in GC 3399 would be achieved.
Basic Information for Plan Approval
1. Morphological measurements (see Appendix B) - not all of the measurements are applicable in every
instance.
2. Typical stream cross-sections - Typically, a riffle cross-section and a pool cross-section that includes
the entire flood prone area. The bankfull and flood prove area elevations should be indicated.
Similarly, a riffle cross-section of the reference stream(s) should be provided.
3. Plan view - Scaled plans that show the location of the proposed (preferably with stationing) and the
existing stream. In most instances, the bankfull contours and flood prone area contours, in stream
structures, bank revetments/stabilization, channel plugs, planting plan, vegetation conditions,
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands)
Customer Service #: 1-877-623-6748

stormwater outlets, grade controls, bridges, culverts, sewer lines, roads, fencing, and easement lines
should also be provided.
4. Longitudinal Stream Profile - A scaled profile that indicates the thalweg, bankfull, and top of bank
elevations should be provided for the design and reference streams. In many cases it may also be
necessary to show the existing land elevations for the design stream.
5. Planting Plan - A planting and/or vegetation management plan should also be required. The plan
should indicate the extent, density, and species of plants to be provided.
6. In stream structure, bank revetment/stabilization, and stormwater outlet typicals Detailed, typical
plans should be provided for all in stream structures, bank revetments or stabilization, and stormwater
outlets. The typicals should include materials and specifications as well as relative lengths, positions,
and angles.
7. Sediment transport analysis - A sediment transport analysis should be provided based on the current,
relevant, accepted practices. The sediment transport analysis should be relevant to the streambed load
type and should predict bed load transport equilibrium.
A stormwater management plan will also be required. However, due to the circumstances, BMPs designed to
remove 85% TSS may not be required if the bypass channel that will receive the stormwater is enhanced to
function as a linear wetland (with low check dams for instance) to provide some treatment of the stormwater.
Please call Todd St. John at [phone] if you have questions regarding this issue.
This project will remain on hold as incomplete in accordance with 15A NCAC 2H.0505(c). The processing time
for this application will begin when this information is received. If we do not hear from you by writing or by fax
at [phone] within three (3) weeks we will assume you no longer want to pursue the project and will
consider it withdrawn.
Program
JRD/bs
cc: Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
Jay Fulmer, Brown and Caldwell, 309 East Morehead St., Suite 160, Charlotte, NC 28202
Sincerely,
OWASA ORANGE WATER & SEWER AUTHORITY
Quality Service Since 1977
September 2, 2003 nKv 9p??
t? y )
Mr. John Thomas SEP 5 200:
Project Manager
US Army Corps of Engineers AMME 11 11 ' SECTION
6508 Falls of the Neuse Road, Suite 120
Raleigh, North Carolina 27615
Subject: Orange Water and Sewer Authority - Mason Farm WWTP Expansion
. 401/404 Permit Application Package
Dear Mr. Thomas:
Enclosed, please find an application package for the Mason Farm WWTP Expansion.
Included in the package are a completed Pre-construction Notification Application Form,
site plan, vicinity map, historical topographic maps, and historical soils maps. Also
included is a copy of the Morgan Creek Stability Assessment and Conceptual
Restoration/Stabilization Plan. This report gives details of the mitigation plan being
proposed for Morgan Creek. Seven (7) copies of the permitting package are also being
sent to Mr. Todd St. John with the NCDENR Division of Water Quality for his review.
In addition to a wetland impact and a stream bank impact, we are proposing to block off
the by-pass channel on this site to restore flow to main branch of Morgan Creek. This
will be accomplished by placing an armored earthen plug in the by-pass channel where it
splits from the main channel. The plug will be filled to the bank full elevation of Morgan
Creek, which will allow the by-pass channel to remain open for flood events. However,
for dry weather flow and storm flows less than the bank full elevation, stream flow will
be carried entirely by Morgan Creek. It should be noted that this was the condition of the
by-pass prior to Hurricane Fran in 1996.
Per your meeting on July 9, 2003 with our environmental consultants (Brown and
Caldwell), we have provided a history of the by-pass channel and historical maps
documenting that the channel did not exist prior to 1996. The history of the by-pass
channel is presented in detail in Section VII of the enclosed permit application.
400 Jones Ferry Road Equal Opportunity Employer Voice [phone]
PO Box 366 Printed on Recycled Paper +AX [phone]
Carrboro, NC 27510-0366 ?, www. owasa.+_rq
Letter to US Corps of Engineers
September 2, 2003
Page 2 of 2
Thank for your continuing assistance in this matter. If you have any questions of if I can
provide any additional information, please do not hesitate to contact me at (919) 968-
4421.
Best re ards,
Ed Kerwin
Executive Director
Enclosures
Cc: Mr. M. Imtiaz Ahmad, P. E., OWASA
Mr. John B. (Jay) Fulmer Jr., Brown and Caldwell
Mr. Todd St. John, NCDENR-DWQ
Mr. Peter Schuler, Brown and Caldwell

\JqA
Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.anny.mil/wetlands/Perm app.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at btlp://www.saw.usace.army.mil/wetiands/regtour.htm, or contact one of the field
offices listed on page 3 of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable- The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for General Certifications is not required, provided
that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet should
contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on page 4 of this application) prior to submittal of the application.
Page 1 of 14
Coastal Area Management Act (LAMA) Coordination - If the project occurs in any of North Carolina's
twenty coastal counties (listed on page 4) the applicant should contact the North Carolina Division of
Coastal Management (DCM). DCM will determine whether or not the project is within a designated
Area of Environmental Concern, in which case DCM will act as the lead permitting agency. In such
cases, DCM will require a CAMA Permit and will coordinate the 404/401 Permits.
The applicant may also choose to coordinate with the United States Fish and Wildlife Service to ensure
that the proposed project will have no impact upon any endangered or threatened species or critical
habitat as regulated by the Endangered Species Act, and the State Historic Preservation Office, North
Carolina Department of Cultural Resources to ensure that the proposed project will have no impact upon
any properties listed or eligible for listing on the National Register of Historic Places. Compliance with
these regulations is required to be eligible for any Department of the Army permit. The addresses for
both agencies are listed on page 3 of this application.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office. Upon receipt of an application, the
USACE will determine if the application is complete as soon as possible, not to exceed 30 days. This
PCN form is designed for the convenience of the applicant to address information needs for all USACE
Nationwide, Regional or General permits, as well as information required for State authorizations,
certifications, and coordination. Fully providing the information requested on this form will result in a
complete application for any of the USACE Nationwide, Regional or General permits. To review the
minimum amount of information that must be provided for a complete PCN for each USACE
Nationwide permit, see Condition 13, 65 Fed. Reg. 12893 (March 9, 2000), available at
http://www.saw.usace.anny.mil/wetlands/nwpfinalFedReg.12df. Processing times vary by permit and
begin once the application has been determined to be complete. Please contact the appropriate
regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://h2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 14
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Caldwell Haywood McDowell Swain
US Army Corps of Engineers Alleghany Catawba Henderson Mecklenburg Transylvania
151 Patton Avenue Ashe Cherokee Iredell Mitchell Union
Room 208 Avery Clay Jackson Polk Watauga
Asheville, NC 28801-5006 Buncombe Cleveland Lincoln Rowan Yancey
Telephone: [phone] Burke Gaston Macon Rutherford
Fax: [phone] Cabarrus Graham Madison Stanley
Raleigh Regulatory Field Office Alamance Franklin Nash Surry
US Army Corps Of Engineers Caswell Forsyth Northampton Vance
6508 Falls of the Neuse Road Chatham Granville Orange Wake
Suite 120 Davidson Guilford Person Warren
Raleigh, NC 27615 Davie Halifax Randolph Wilkes
Telephone: [phone] Durham Johnston Rockingham Wilson
Fax: [phone] Edgecombe Lee Stokes Yadkin
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
North Carolina State Agencies
Division of Water Quality Division of Water Quality State Historic Preservation Office
401 Wetlands Unit Wetlands Restoration Program Department Of Cultural Resources
1650 Mail Service Center 1619 Mail Service Center 4617 Mail Service Center
Raleigh, NC 27699-1650 Raleigh, NC 27699-1619 Raleigh, NC 27699-4617
Telephone: [phone] Telephone: [phone] Telephone: [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
US Fis
US Fish and Wildlife Service
Raleigh Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
Telephone: [phone]
h and Wildlife Service / National N
US Fish and Wildlife Service
Asheville Field Office
160 Zillicoa Street
Asheville, NC 28801
Telephone: [phone]
[arine Fisheries Service
National Marine Fisheries Service
Habitat Conservation Division
Pivers Island
Beaufort, NC 28516
Telephone: [phone]
Page 3 of 14
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
APPLICATION FORM BEGINS ON PAGE 5. PLEASE DO NOT SUBMIT PAGES I - 4.
Page 4 of 14
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 7, 27, and 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Oranyxe Water and Sewer Authority
Executive Director - William Kerwin, Jr.
Mailing Address: 400 Jones Ferry Road
Carrboro, North Carolina 27150
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: John B. (Jay) Fulmer, Jr.
Company Affiliation: Brown and Caldwell
Mailing Address: 309 East Morehead Street, Suite 160
Charlotte, North Carolina 28202
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: ifulmer a,brwncald.com
Page 5 of 14
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans. are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Mason Farm WWTP Expansion
2. T.I.P. Project Number or State Project Number (NCDOT Only)
N/A
3. Property Identification Number (Tax PIN): 9798213071
4. Location
County: Orange County Nearest Town: Chapel Hill
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): From Interstate 40, take Exit
270. Proceed south on US 15/501 towards Chapel Hill. US 151501 will become
Fordham Boulevard. From Fordham Boulevard take a left turn onto Old Mason Farm
Road. The wastewater treatment plant will be on the right lust prior to the UNC Finley
Golf Course.
5. Site coordinates, if available (UTM or Lat/Long): LAT N350 5315011
LONG W790 01' 25"
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 23.4
7. Nearest body of water (stream/river/sound/ocean/lake): Morgan Creek
8. River Basin: Cape Fear
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mgps/.)
Page 6 of 14
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is currently occupied by the Mason Farm
WWTP Plant (see Figure 1). The plant is bounded on the west by the North Carolina
Botanical Gardens. The plant is bounded on the north and east by the University of
North Carolina/Finley Golf Course. The property to the south of the plant is an
undeveloped piece of property owned by the University of North Carolina.
10. Describe the overall project in detail, including the type of equipment to be used: The
overall proiect will include the construction of a new filter complex, new secondary
clarifier, new influent pumping station, new piping, and other miscellaneous
improvements to existing unit processes. The structures will be constructed by
excavation for the foundations, followed by concrete forming and placement. The
construction the use of track hoes, front end loaders, cranes, concrete trucks, pile
drivers, manual labor, and other miscellaneous construction equipment.
11. Explain the purpose of the proposed work: The purpose of this project is to upgrade and
expand the Mason Farm WWTP. The plant's permitted capacity will be increased
from 12 million gallons per day (MGD) to 14.5 MGD. The project also includes the
construction of a filter complex and the use of ultra-violet (UV) disinfection, which will
reduce the nutrient loading and eliminate the use of chlorine as a disinfectant at the
R !ML
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
N/A - There have been no 401/404 permits previously obtained for this site.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
It is likely that the plant will expand again in the future as development within the plant's
service area increases. The next expansion is anticipated in approximately the year 2011.
Page 7 of 14
There will likely be significant changes in treatment technology and environmental
regulations that cannot be anticipated and the precise characteristics of future proiects
cannot be determined at this time. Therefore, future expansions are specifically excluded
from this application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: The proposed impacts are
shown on the attached Figures 2 and 3. Wetland Impact 1 (WI) will occur on the
eastern side of the site during construction of the new filter complex. Sheet piling wil
l
be driven around the building area. Once the sheet piles have been driven the area will
be dewatered and excavated. After the building has been constructed the sheet piles
will be removed. After construction, the perimeter of the building will be kept clear to
allow access to the rear of the building.
Stream Impact I (SI) will occur on the eastern side of the site at the new effluent
discharge location. Two 60" diameter pipes will discharge treated effluent to Morgan
Creek. The pipes will be protected from erosion by a concrete wing-wall along the
stream bank, as shown.
Stream Impact 2 (S2) will occur on the southwestern corner of the site. The existing by-
pass channel will be closed off via an earthen plug that will be filled to the current
Morgan Creek top of bank. The stream restoration plan shown on Figure 4 will
stabilize the stream for the re-introduction of the by-pass channel flow to Morgan
Creek.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
W1 Excavation/Fill 0.03 Yes 25 Forested wetland

Page 8 of 14
t : f e t, moo,.-+_1., -A ;APnt;4;, tamnnrnr imnarte TmnnrtQ inrlnrla hnt nra not limited tn• merhnn;ved rlearina arndina fill
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online atht!R://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 1.13 acres
Total area of wetland impact proposed: 0.03 acres
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on map)
Type of Impact* Length
of Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please specify)
S1 Pipe headwall 35 Morgan Creek 45 Perennial
S2 Stream
Restoration 250 Morgan Creek 21 Perinnial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.tgpozone.com,
www.malquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 285
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
(acres) Name of Waterbod
(if applicable) y Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
N/A N/A N/A N/A N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Page 9 of 14
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The location of the filter complex was made to minimize the wetland impact (WI). Given
current technology, the building will need to be expanded in the future to accommodate
more filters. These new filters will need to protrude from the western facade towards
secondary clarifiers 2 and 3 (see Figure 2). The building was set as far as possible from the
wetlands and stream bank while still allowing room for expansion.
The stream impact at the filter complex (S1) is necessary for the new outlet pipe. The
current outlet pipe is undersized and cannot be expanded without interrupting service to
the plant. Therefore, a new pipe and outlet structure will be installed while the old outlet
device is abandoned.
The second stream impact (S2) is being proposed to restore flow to Morgan Creek from the
current by-pass channel on the south side of the WWTP. Sometime about 1970 (prior to
the establishment of OWASA) a storm water diversion ditch was excavated south of the
WWTP to help convey high storm water flows past the site without flooding the WWTP.
An earthen weir at the head of the diversion channel was built slightly above bankfull
stage, so that the diversion carried stream flow only during and briefly following major
storms. The diversion channel is about 1,300 feet long and parallels the WWTP's south
property line. Storm water runoff from within the WWTP site also discharges to this
ditch, about 300 feet east of the weir.
During Hurricane Fran in September 1996 the weir breached and the diversion channel
eroded, widening and downcutting to nearly the same bed elevation as the main channel.
The diversion (by-pass) channel now carries approximately 30% of Morgan Creek's flow
during all flow conditions, diverting much of the flow from the original 4,000 foot stream
Page 10 of 14
reach. The original segment of Morgan Creek affected by the by-pass now appears to be
aggrading, adjusting to a smaller bankfull flow regime.
The by-pass channel does not show as a hydrologic feature on either the 1918 or 1977 soil
survey maps (see Figures5 and 6 respectively) , nor on the 1948 or 1981 USGS topographic
maps (see Figures 7 and 8 respectively). The 1948 topographic map indicates a farm road
on a ridge across the area now occupied by the WWTP and by-pass channel, and
continuing southward up Laurel Hill. The elevation shown on this ridge in both the 1948
and 1981 quadrangles is 260 feet, ten feet above the bed of Morgan Creek. East of this
ridge the topography drops into a "finger" of floodplain that extends eastward ioining
Morgan Creek at the southeast corner of the WWTP property. The meander of the main
channel around the west, north, and east sides of the WWTP appears to be more or less in
its present location on the oldest pre-WWTP soil maps and topographic maps available.
Based on these historic maps, discussions with WWTP staff, and consultation with John
Thomas of USACE and Todd St. John of NC-DWQ, the Morgan Creek diversion channel
south of the WWTP is a non-.Jurisdictional "man-made ditch through high ground" and is
not subiect to USACE or DWQ jurisdiction as a Water of the US or Water of the State.
However, it does presently serve as a conveyance of public waters, and any alteration of its
hydrologic conveyance properties will directly affect the hydrology of Morgan Creek.
Therefore, the stream stabilization plan (attached) is being proposed to both block off the
by-pass channel and stabilize Morgan Creek for the re-introduction of the by-pass flow.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
h!lp://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
Page 11 of 14
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The attached Morgan Creek Stability Assessment and Conceptual
Restoration/Stabilization Plan provides a detailed description of the proposed mitigation
being conducted in Morgan Creek. In brief, the stream will be stabilized at key
locations using rock vanes, cross vanes, log vanes, and root wads to protect the stream
bank and to restore stream habitat once flow from the by-pass channel has been
diverted back into Morgan Creek.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.ne.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ® No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ® No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
Page 12 of 14
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify N/A )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 3U teet perpendicular trom near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (required by DWQ)
Describe impervious 'acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
The WWTP site is 23.4 acres, which will remain unchanged for this project. The current
impervious area is 4 acres. The proposed expansion will increase the impervious acreage to
5.5 acres. Note that the impervious areas do not include the aeration basins or secondary
clarifiers. These structures are open and any rainfall entering the basins or clarifiers will
proceed through the plants treatment processes and be discharged along with the treated
effluent. The plant has a storm water collection system which is drained by a pump station
into the by-pass channel. This system will remain in place.
Page 13 of 14
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
The Mason Farm WWTP treats wastewater from much of Orange County. The treated
effluent from the plant is discharged to the Morgan Creek as indicated on the site plan.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
9I1_Q63
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 14 of 14
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Figure 9: OWASA - Mason Farm WWTP
Receiving Stream: Morgan Creek
River Basin: Cape Fear
Latitude: N35 53'50"
Longitude: W79 01'25"
NPDES Permit Number: NC0025241
USGS Map Name: Chapel Hill, NC
180 8 Ni:ugans Avenue
Hagerstown, MD 21740
E-mail: ske!ly![e-mail]
Internet: www.skellyloy.com
J(93t
SKELLYANo LOY
ENGINEERING - ENVIRONMENTAL
CONSULTANTS /-
I Phone: [phone]
Fax: [phone]
Orange County Water & Sewer Authority
Mason ]Farm Waste Water 'T'reatment Plant
"Dorgan Creep Stability Assessment
Conceptual Restoration/Stabilization
Plan"
Orange County, North Carolina
Prepared For:
Orange County Water & Sewer Authority
Mason Farm Waste Water Treatment Plant
100 Old Mason Farm Road
Chapel Hill, North Carolina 27514
Prepared By:
Skelly and Loy, LLP
6404 Falls of the Neuse Road, Suite 103
Raleigh, North Carolina 27615
September 2002
Revised July 2003
Office Locations: Harrisburg, PA Pittsburgh, PA Morgantown, WV State College, PA Raleigh, NC
Affiliated Company: AMS of Skelly and Loy, Harrisburg, PA
r
R
Table of Contents
1.0 Introduction 2
2.0 Existing Conditions 4
2.1 Geologic and Geomorphic Setting 4
2.2 Hydrology - USGS Gage Station and 4
Hydraulic Geometry Relationships
2.3 Geomorphology 7
2.4 Potential and Departure 10
2.5 Vegetation 11
2.6 Particle Size Distributions 12
2.7 Habitat 13
2.8 Bank Erodibility Hazard Indices (BEHI) 14
3.0 Alternatives Analysis 15
4.0 Stability Analysis & Proposed Structures 18
4.1 Shear-based Stability Analysis 18
4.2 Structure Justification & Design Discussion 19
5.0 Stabilization Recommendations & Conclusions 22
6.0 References 24
Appendices:
Appendix A - Stream Restoration/Stabilization Plan
Appendix B - Particle Size Distributions
Appendix C - Bank Erosion Hazard Index (BEHI) Data Forms
Appendix D - USGS 9-207 Form: Stream Gage Rating Table
Appendix E - Log Pearson Type III & Partial Duration Series Flood Frequency Analysis

1.0 Introduction
The project site is located in Chapel Hill, Orange County, North Carolina. The
site is owned and operated by the Orange County Water and Sewer Authority,
Mason Farm Waste Water Treatment Plant (OWASA Mason Farm WWTP). The
purpose of this investigation is to assess the potential effects on Morgan Creek
that could result from the proposed future expansion of the OWASA Mason Farm
WWTP. The stability assessment evaluates the hydrologic and geomorphic
features of Morgan Creek to facilitate any proposed restoration or habitat
improvement efforts due to plant expansion. The Mason Farm WWTP is
proposing an expansion to handle future sanitary needs within its service area.
The WWTP proposes expansion to the south of the existing WWTP structures.
This southward expansion is the only feasible alternative due to the location and
orientation of the WWTP in relation to Morgan Creek. Historically, the only
drainage feature to the south of the WWTP was a relatively small swale that
functioned as the outfall for a stormwater management basin within the facility.
In order to expand to the south, the man-made bypass channel requires
abandonment as an active channel and will only remain as a floodway conveyance
during storm events.
This stability assessment was performed to determine whether restoring the full
streamflow provided by the watershed would be deleterious to the main channel
of Morgan Creek. Stream stability is defined as "The ability of a river, over time,
in the present climate, to be able to transport its sediment and flow in such a
manner that it maintains its dimension, pattern, and profile without aggrading or
degrading (Rosgen 1996)." The stability analysis evaluates the geology,
hydrology, morphology, vegetation, sediment composition, and habitat of the
main and bypass channels. Furthermore, if full streamflow is restored, what
channel modifications would be needed, if any, to maintain a natural stable
channel and improve aquatic habitat within the main channel of Morgan Creek.
2
Morgan Creek is delineated into four reaches based on its orientation to the
WWTP; the four reaches consist of the western, northern, and eastern reaches,
and the bypass channel. The stability assessment focuses primarily on the
western reach because it is the most topographically constricted and the reach that
experienced the avulsion that created the bypass channel. The northern and
eastern reaches are predominantly stable due to dense riparian vegetation and
available functional floodplain area. Several permanent monitoring sections are
proposed within these two reaches to monitor and document their stability over
time.
3
2.0 Existing Conditions
2.1 Geologic and Geomorphic Setting
Morgan Creek flows through the Carolina Slate Belt physiographic eco-region
and transitions into the Triassic Basin of the North Carolina Piedmont
physiographic province. This transition occurs immediately in the vicinity of the
Mason Farm WWTP. The transition from one region to the other is marked by a
decrease in stream and/or valley slope, changes in the sediment composition, and
widening of the valley.
Morgan Creek departs the rolling hills to the southwest and flows onto a large,
relatively flat alluvial plain. At the transition, a large alluvial fan has been
deposited upon which the WWTP is constructed and which "pushes" Morgan
Creek away from the hills, thereby causing the big horseshoe pattern. The current
stream cuts through the fan, and there are at least two geomorphic levels
(probably strath terraces) above the channel bed and floodplain indicating past
stable channel conditions.
The Carolina State Belt is characterized by heated and deformed volcanic and
sedimentary rocks that formed approximately 550-650 million years ago. The
Triassic Basin is composed of sedimentary rocks formed approximately 190-200
million years ago.
2.2 Hydrology - USGS Gage Station and Hydraulic Geometry Relationships
The site is located in the Cape Fear River Drainage Basin (Hydrologic Unit Code
03030002). The drainage area to the upstream portion of the project reach is
approximately 39 square miles; the drainage area at the USGS gage station
located approximately 1,000 feet downstream of the project site is 41 square
miles. Field measurements were obtained at the gage site in order to calibrate
4
bankfull estimates with a regression analysis of historical peak discharge records.
Cross-sections were measured at the gage site and upstream of the gage. The
cross-section measurements are consistent with the regional curves published by
the North Carolina State University (Harman et al., 1999). The following are the
published regression equations used to generate the regional curve hydraulic
geometry relationships:
Qbkf = 66.57 A,, 0.89 (R2 = 0.97)
Abkf= 21.43 A,, 0.68 (R2 = 0.95)
Wbkf= 11.89 A,,, 0.43 (R2 = 0.81)
Dbkf = 1.50 A, 0.32 (R2 = 0.88)
where Qbkf = bankf ill discharge, A, = drainage area, Abkf = bankfull cross-
sectional area, Wbkf= bankfull width, and Dbkf= bankfull depth.
According these regional curve regression equations developed by Harman et al.
(1999), a stable stream within a rural watershed in Piedmont North Carolina with
a drainage area of 41 square miles should have a bankfull width of 59 feet, an
average bankfull depth of 4.9 feet, a bankfull cross-sectional area of 268 square
feet, and a bankfull discharge of 1,814 cubic feet per second. Harman et al. state
that care must be taken when using these regional relationships due to the natural
variability represented within the 95% confidence limits. Field calibration is
necessary to verify bankfull channel dimensions.
A representative riffle cross-section measured approximately 475 feet upstream of
the gage site indicated a bankfull width of 56 feet, an average bankfull depth of
4.4 feet, a bankfull cross-sectional area of 243 square feet, and an estimated
bankfull discharge of 863 cubic feet per second. This closely approximates the
anticipated hydraulic geometry based on the published regional curves.
5
Table 1 illustrates the close correlation between the USGS gage hydraulic
geometry relationships and regional curve data.
Table 1. Regional Curve versus USGS Gage Data.
Regional Curve USGS Gage Site
Bankfull Width 59 56
Average Bankfull Depth 4.9 4.4
Cross-sectional Area 268 243
Bankfull Discharge 1814 863
A Log-Pearson Type III Flood Frequency Analysis (LPIII) was provided by
USGS on recorded annual peak flow values at the gage site for the years 1983-
1996 (14 years of record). Bankfull flows on average typically correspond with
the 1.5-year storm event. The recurrence interval for bankfull flow can vary from
1.1 to 1.8-year depending on the characteristics of the watershed (Leopold, 1964;
Rosgen, 1996; Harman, 1999). According to the LPIII analysis, 1.5-year storm
event should produce a flow of approximately 1,550 cfs. Bankfull flow at the
gage site is estimated to be 863 cubic feet per second and corresponds to an
approximate 1.1-year recurrence interval according to the partial duration series
flood frequency analysis. Table 2 provides estimated streamflows and their
associated return interval based on the USGS LPIII analysis.
Table 2. Log-Pearson 1,lood frequency Analysis.
Annual Exceedance Bull 17B Lower 95% Upper 95%
Probability Estimate Confidence Limit Confidence Limit
1.11-year 1082 cfs 786.2 cfs 1324 cfs
1.25-year 1279 cfs 984.2 cfs 1536 cfs
2-year 1779 cfs 1476 cfs 2141 cfs
5-year 2509 cfs 2090 cfs 3254 cfs
10-year 3018 cfs 2463 cfs 4173 cfs
25-year 3691 cfs 2917 cfs 5523 cfs
50-year 4214 cfs 3249 cfs 6662 cfs
6
100-year 4754 cfs 3579 cfs 7916 cfs
200-year 5315 cfs 3911 cfs 9294 cfs
500-year 6095 cfs 4357 cfs 11330 cfs
The bypass channel currently diverts approximately 20 to 30 percent of the base
flow from the main channel of Morgan Creek during low flow conditions, based
on visual inspection. Approximately 50 percent or more may be diverted to the
bypass channel during elevated or flood conditions. The controlling invert
elevations for each channel differ by only 0.16 feet (1.92 inches). The amount of
debris accumulation and beaver activity in this vicinity will greatly influence the
amount of streamflow each channel receives during any given flow event.
2.3 Geomorphology
Fluvial geomorphic (FGM) techniques were utilized to analyze the existing main
and bypass channel stream conditions. The analysis included the collection of
multiple cross-sections at representative stream features such as riffles, runs, and
pools. Longitudinal profiles, i.e., thalweg profiles, were collected over a stream
length equal to a minimum of 20 bankfull widths. Stream features such as head of
riffles and pools, maximum pool depth, water surface elevation, bankfull
indicators, and top of bank were recorded along the profile. Particle size
distributions were collected using a modified Wolman pebble count stratified by
stream feature to determine the D15, D35, D5o, D84, and D95 of the bankfull channel
materials.
Morgan Creek is located in a Valley Type VIII according to the Rosgen Stream
Classification System (Rosgen 1994, 1996). Stable stream types within Type VIII
valleys typically include C and E stream types. Stream types C and E are
generally characterized as low gradient (<2%), meandering alluvial channels that
exhibit riffle/pool and/or run/pool sequences.
7
Morgan Creek, at the gage and reference reach sites, classifies as a C5 stream
type. Stream classification within the western reach is difficult due to the lack of
consistent bankfull indicators (due to flow loss to the bypass channel) and cross
categorizing between stream types. The WWTP encroachment on the floodplain
has resulted in moderate entrenchment (ER ranges 1.7 to 2.1). Width/depth ratios
vary from cross-section to cross-section and range from 11 to 16. There is not a
classification category for streams with moderate entrenchment (1.4-2.2) and low
width/depth' ratios (<12). The closest classification for the existing conditions
along the western reach would classify the stream as a 135c (ER=1.4 to 2.2, W/D
Ratio >12, s < 0.02). Slight increases in the entrenchment ratio, where the
width/depth ratio is low (<12) would change the stream classification to E5.
Likewise, an increase in the ER as well as the width/depth ratio would change the
classification to C5. It is very common for a stream to transition from an E5 to a
C5 and vice versa based on changes in vegetative composition and vigor. Streams
that exhibit stable W/D Ratios near 12 may classify as either an E5 or C5
depending on the classification riffle section selected as typical for the reach. The
northern and eastern reaches have slight entrenchment and moderate width/depth
ratios, which classify as a C5 stream type.
A reference reach was selected in order to derive morphological relationships
from a stable stream reach to be used in developing the appropriate bankfull
design parameters. A stable reference reach was selected along Morgan Creek
downstream of the WWTP and upstream of the USGS Gage. Based on the data
collected at the reference reach the following design criteria were developed for
the project site:
Table 3. Bankfull Desian Criteria.
BF Width (w 56-64 feet
BF Avg. Depth d) 3.9-4.5 feet
BF X-Sect. Area (A) 245-270 square feet
Width/Depth Ratio (W/D) 12-16
Entrenchment Ratio (ER) > 2.2
Avg. Slope 0.0012
Avg. Velocity (v) 3.14 feet per second
8
Roughness Coefficient (n) 0.033-0.055
Discharge (Q) 863 cubic feet per second
Pool Spacing -) 133 feet
Pool Length (Lp) 48 feet
The roughness coefficient (n) was calculated from actual USGS field
measurements; six flows ranging in discharge from 186 to 1430 cubic feet per
second were analyzed to determine an average value for roughness. Roughness
ranged from 0.033 to 0.055.
Manning's Equation was used to estimate average velocity for the design
hydraulic radius and slope. Manning's equation is as follows:
V = 1.49(R)213(s)112 .
,
n
Where V = average velocity, R = hydraulic radius, s = average slope, and n =
roughness coefficient. Discharge (Q) is estimated using the continuity equation:
Q = AV,
Where A = cross sectional area and V = average velocity.
Bankfull indicators in both the main and bypass channels are not very evident
and/or consistent. The amount of available bankfull flow each channel receives
during any given storm event is dependant on recent beaver activity and
debris/sediment accumulation. These factors can drastically alter the effective
discharge that each channel receives during a storm event. Varying flow
conditions within each channel during different events does not provide reliable
and consistent bankfull field indicators.
9
2.4 Potential and Departure
Stream potential and departure describe the theoretically best possible stream
condition for a particular stream type and morphological parameters and/or
external factors that detract from a stream's optimal state, respectively. Stable
streams whose physical and biological characteristics are at an optimum are
considered to be at their full potential. Morgan Creek is stable upstream and
downstream of the WWTP, and appears to be functioning at its full, or nearly full
potential. Creation of the bypass channel reduced the potential of Morgan Creek
by degrading the physical and biological characteristics that were present prior to
the stream avulsion. Streamflow loss from the main to the bypass channel has
reduced both the sediment transport capacity and the quality of aquatic habitat by
reducing stream competence and inducing sedimentation, respectively. The
abundance of mid- and side channel bars, lack of deep pool habitat, and areas of
loose, unconsolidated sediment provide evidence of this process. The upstream
and downstream reaches do not exhibit these sediment regime characteristics.
According to conversations with WWTP personnel, the bypass channel was not
present as it exists today prior to 1996. This channel was created when Hurricane
Fran moved through the region in 1996. A stormwater outfall swale constructed
by OWASA in the 1970's to convey stormwater runoff from within the plant to
discharge to Morgan Creek facilitated the bypass channel creation. Furthermore,
sometime prior to the storm in 1996, the top-of-bank elevation at the bypass
location was lowered in an effort to divert storm flow from the main channel to
the outfall swale. The avulsion location is also historically known for beaver
activity. Most likely a large debris jam occurred at this site, causing the majority
of storm flow to be conveyed into the stormwater outfall swale. The volume of
water and the gradient of the swale, combined with the hydraulic jump created at
the head of the swale, resulted in head-cut erosion and incision that ultimately
created the bypass channel. It appears that a combination of factors such as
beaver activity, debris jams, and the lowering of the top-of-bank elevation
10

resulted in the stream avulsion. Subsequent storms contributed to the continued
enlargement of the bypass channel.
The bypass channel erosion potential is higher due to the greater shear stress
present in the channel. The bypass channel gradient is currently four times
(s=0.005) that of the main channel and reference reach. As stated earlier, the
controlling invert elevation of the bypass channel is 0.16 feet lower than the main
channel invert at the split. This controlling invert is armored with riprap
associated with a WWTP sewer line crossing. Due to its steeper gradient and lack
of established vegetation, the bypass channel has the potential to completely
avulse from the main channel and expose the underground sewer line.
2.5 Vegetation
The project reach is heavily vegetated. Dominant riparian species include
Sycamore (Platanus occidentalis), Ironwood (Carpinus caroliniana), River Birch
(Betula nigra), Green Ash (Fraxinus pennsylvanica), Slippery Elm (Ulmus
rubra), Red Maple (Acer rubrum), Box-Elder (Acer negundo), Witch Hazel
(Hamamelis virginiana), and Spicebush (Lindera benzoin). Instream vegetation is
sparse, limited to small patches of River Moss (Fontinalis spp.), Creeping Water
Primrose (Ludwigia palustris), and Asian Marsh Dewflower (Murdannia keisak).
The riparian vegetation density and composition contributes greatly to the
stability of Morgan Creek throughout the project reach. As bank height ratios
(BHR) increase, erosion potential typically increases, however, this increase in
erosion potential can be countered, in most cases, by good root depth ratios
(RDR) and root density, as can be seen on the BEHI data forms (Appendix Q. In
areas where the BHR value is near or equals 1.0, and rooting depth and density
values are good due to species composition and vigor, stream stability is typically
good.
11
2.6 Particle Size Distributions
Morgan Creek is characterized by a substrate composed predominantly of fine
gravel and coarse sand material. Cobble, boulder, and bedrock material is present
is some portions of the channel, mainly upstream of the project site where the
geology transitions from the slate belt to the Triassic basin. This transition is
evidenced by the gradual disappearance of gravel and cobble material from the
substrate.
Due to the transition from the slate belt to the Triassic basin, sediment data
collection was performed to accurately determine the dominant sediment sizes
present and being transported by the stream. Sediment data collection was
performed for the main channel; particle size distributions are stratified into 300-
foot segments to document the transition in sediment distributions. Segment
0+00 to 3+00 begins at the sewer line crossing of Morgan Creek approximately
300 feet upstream of the southwest WWTP property corner, and terminates near
ttie bypass channel split. Segments 3+00 to 6+00, 6+00 to 9+00, and 9+00 to
11+50 extend sequentially along the thalweg of the channel northward along the
western side of the property, from the bypass channel split to a point just
upstream of the aerial sewer line crossing near the primary clarifiers. Segment
3+00 to 11+50 as delineated in the field, roughly corresponds to Station 1+00 to
9+50 as shown on the conceptual restoration/stabilization plan (Appendix A).
Table 4 provides particle size distribution data for the main channel of Morgan
Creek.
Table 4. Particle Size Distribution of Main Channel - Morp-an Creek.
0+00 TO 3+00 3+00 TO 6+00 6+00T09+00 9+00 TO 11+50 USGS GAGE
D15 < 0.1 mm 0.275 mm 0.275 mm 0.23 mm 0.12 mm
D35 0.23 mm 1.5 mm 0.7 mm 0.65 mm 0.36 mm
D50 0.55 mm 6.75 mm 1.25 mm 1.25 mm 0.70 mm
D84 45 mm 16 mm 6 mm 5.7 mm 2.5 mm
D95 362 mm 30 mm 16 mm 11 mm 7.5 mm
12
Based on the data collected, it is apparent that the particle size distribution of the
bankfull channel transitions to a predominantly coarse sandy material. This
transition is most apparent in the distribution from stations 3+00 to 6+00, where
the distribution is bi-modal. The D95 and D84 transition exhibits how the coarser
material is not present in the downstream reaches. The coarse gravel, cobble, and
boulder material present in the channel upstream of the project reach is not being
transported as part of the bankfull bedload.
2.7 Habitat
Pool habitat is the most critical habitat feature in very low gradient sand-bed
streams such as Morgan Creek. The scour induced by in-stream woody debris
creates deep flow zones that are very important to many aquatic organisms.
Additionally, these deep scour zones also serve as energy disapation zones.
The avulsion that created the bypass channel resulted in the degradation of the
habitat available in the main channel of Morgan Creek. Specifically, habitat is
impaired through the reduction of flow and sedimentation within the channel.
Flow reduction induces sedimentation in critical pool habitats due to the loss of
the necessary hydraulic energy to move sediment through the pools. Although the
bypass channel provides some aquatic habitat, it is of much lower quality than the
main channel due to the predominance of low (or shallow) flow, higher
temperatures due to less shading, and state of instability.
Large woody debris is very abundant in the main channel, and provides beneficial
habitat for many organisms, including macroinvertebrates, fish, reptiles,
amphibians, birds, and mammals. Woody debris embedded within the substrate
of the channel also induces accelerated energies that result in the creation of scour
pools in the sandy substrate. The depth and length of the scour pool is dependant
on the size, shape, and alignment of the woody material.
13
2.8 Bank Erodibility Hazard Indices (BEHI)
A Bank Erodibility Hazard Index (BEHI) analysis was performed for seventeen
cross-sections on the main and bypass channels to establish bank erosion
potential. A BEHI analysis evaluates the following parameters as indices of
stability: Bank Height Ratio (BHR), Root Depth Ratio (RDR), Root Density,
Bank Angle, and Surface Protection. Bank erodibility values for the existing
channel conditions range from very low to moderate. In general, erosion potential
scored in the low range (10-19.5). However, due to the sandy composition of the
bank material, erosion potential scored in the moderate range. The average BEHI
score for the sections along the main channel is 20.5, which indicates a low to
moderate bank erosion potential. In contrast, the bank erosion potential within the
bypass channel is moderate to high. The BEHI data forms can be found in
Appendix C.
14
t
3.0 Alternatives Analysis
Three potential alternatives are discussed regarding the most suitable application
or action to facilitate the WWTP expansion. The alternatives are as follows:
Alternative 1 -- no action, Alternative 2 -- completely abandon bypass channel
with no stabilization measures in Morgan Creek, and Alternative 3 -- abandon
bypass channel for flows up to bankfull and include sufficient stabilization
measures in Morgan Creek. Each will be discussed as they pertain to the
proposed WWTP expansion.
The first alternative proposes no action or measures to either the main and bypass
channels. In order for the WWTP to expand, the bypass channel must be
encroached upon or otherwise managed. Therefore, the existing base and flood
flows that the bypass channel conveys must either be eliminated, diverted,
reduced and/or managed. Elimination of the bypass conveyance is discussed in
Alternatives 2 and 3. If grade control within the bypass channel is not addressed,
the bypass channel has the potential to completely avulse flow from the main
channel, resulting in the gross loss of approximately 3,950 linear feet of stream
channel. The controlling invert elevation of the bypass channel is already slightly
below the controlling invert elevation of the main channel. A minor amount of
flow would continue to be provided from the confluence of Meeting of the Waters
Creek with Morgan Creek to the existing confluence of the main and bypass
channels, however, in-stream habitat within that approximately 2,700 linear feet
of remaining channel would be severely degraded from lack of flow within an
oversized channel. Based on these observations, Alternative 1 is not a feasible
option due the serious potential implications of a complete stream avulsion.
Alternative 2 proposes to completely eliminate the bypass channel and restore full
streamflow, both base and flood flow, to the main channel of Morgan Creek
without providing any channel stabilization and/or habitat improvement measures.
Bypass channel abandonment and management is necessary for WWTP
15
expansion, and is the common ingredient for both Alternatives 2 and 3. The
differences between Alternatives 2 and 3 involve the degree of bypass
abandonment and proposed management. Sediment aggradation has altered the
main channel for many years, resulting in bar formation and channel constriction
due to reduced competence. If full bankfull flow is reintroduced to the main
channel, hydraulic energies and competence will be increased and the channel
will be able to maintain itself. Furthermore, the WWTP was constructed within
the floodplain of Morgan Creek. In order to protect the WWTP from flooding,
berms and sheet piling have been constructed over the years, resulting in
constriction of the western reach floodplain. The absence of a significant
floodplain for flood conveyance poses a grade control problem during greater-
than-bankfull events. Attempting to convey large flood flows significantly
greater than bankf ill within a constricted reach will result in increased velocities,
increased stress on the bed and banks, and resultant bed and bank erosion.
Furthermore, the elimination of the bypass channel as a flood conveyance will
result in the increase of the 100-year floodplain. In order to qualify the project for
a "no rise certification" from the Federal Emergency Management Agency
(FEMA), stream and floodplain modifications cannot result in an increase in the
100-year floodplain elevation. Therefore, the bypass channel must remain as a
floodway conveyance.
In addition to the potential impacts described above, in order to obtain regulatory
agency approval for the abandonment/management of the bypass channel,
stabilization and/or habitat improvement measures may be required as "stability
insurance" once full streamflow is restored.
Alternative 3 proposes to abandon the bypass channel for flows up to bankfull
elevation, maintain the bypass channel as a floodway conveyance, and provide
several in-stream stabilization and habitat improvement structures within the main
channel of Morgan Creek. As stated in the Alternative 2 discussion, bypass
channel management is a necessary component for WWTP expansion. By
16
managing the bypass channel as a stabilized floodway conveyance, hydraulic
energies within the main channel during flood stage will be reduced. In essence,
the bypass channel will serve as a pressure relief valve for the main channel
during elevated flow events. The reintroduction of base flow to the main channel
that was previously lost to the bypass channel will improve in-stream habitat by
providing greater depths during low-flow periods; reestablished bankfull flow will
provide effective sediment transport and channel maintenance conditions. Based
on this analysis, Alternative 3 appears to be the most feasible and practical
alternative to achieve the project objective.
17
4.0 Stability Analysis & Proposed Structures
4.1 Shear-based Stability Analysis
Cross-sections were surveyed along the western, eastern, and reference reaches to
determine if sufficient cross-sectional area exists within the western reach to
maintain a stable bankfull channel. The measurements obtained from the
reference reach cross-sections and subsequent calculations provide the basis for
assessing stability. As stated previously, bankfull indicators are not very evident
within the western reach due to flow loss to the bypass channel over the years.
Based on cross-sectional area, approximately fifty percent (50%) of bankfull flow
is split between the main and bypass channels. Bankfull width, depth, cross-
sectional area, width/depth ratio, wetted perimeter, hydraulic radius, and shear
stress are evaluated for representative cross-sections within the western reach
based on restored full bankfull hydrology. Average boundary shear stress is
calculated using the following equation:
i = yRs;
Where T = shear stress, y = density of water (62.4 lbs/ft3), R = hydraulic radius,
and s = average surface slope. Hydraulic radius (R) is calculated using:
R = A/wp;
Where A = cross-sectional area, and wp = wetted perimeter.
It is typically acceptable that in order to demonstrate the stability of a proposed
sand-bed channel, the proposed channel shear stress must be equal to or less than
the reference reach shear stress given that the reference reach demonstrates the
same characteristics as the proposed reach. Table 5 presents the bankfull data
comparison for two reference, one eastern, and four western reach cross-sections:
18
Table 5. Bankfull Data Comparison for Reference. Eastern and Western Reaches.
Cross-
Section ID Width
(ft) Depth
(fl) W/D
Ratio Area
(sf) Wetted
Perimeter
(ft) Hydraulic
Radius (ft) Shear
Stress
(lbs/sf)
RR 1 56 4.4 12.7 243 62 3.92 0.2935
RR 2 67 3.75 17.9 245 70 3.5 0.2620
X-Sect E2 66 4.23 15.6 270 70 3.85 0.2880
X-Sect 5 62 3.87 16 224 64.5 3.47 0.2598
X-Sect 7 55 4.86 11.3 232.5 61 3.81 0.2853
X-Sect 8 60 3.96 15.2 227 63 3.60 0.2696
X-Sect 11 63.4 4.0 15.6 243 67 3.63 0.2718
The shear-based stability analysis shows that restoring bankfull flow to the main
channel will not be deleterious. The shear exhibited on the channel by full
bankfull flow is below the maximum shear calculated in the reference reach.
Bankfull velocities within the main channel will be comparable to the reference
reach due to similarities in hydraulic radius, slope, and Manning's roughness
coefficient.
4.2 Structure Justification & Design Discussion
Vane structures, whether constructed with rock or woody materials, are designed
to protect stream banks from erosion. Cross vanes provide protection to both
stream banks and provide grade control to the stream invert. These structures
protect the stream banks by changing the hydraulic properties of the water in the
near bank region. Near bank stress (NBS) is greatly reduced and one vane can
protect a large portion of the bank. The reduced NBS allows for vegetation
establishment, which is typically critical for stream stability. The resultant scour
pool that is designed into the structure serves to dissipate energy and provide
stabilized pool habitat.
The proposed structures shown on the restoration plan are necessary to ensure
stability where bank grading/disturbance are proposed. These structures are
designed to reduce stress in the near-bank region, allowing vegetation to become
established. They also serve to create and improve habitat and sediment transport.
19
The rock vanes are necessary to reduce near bank stress along the constructed
bank/plug and transfer energy vectors to the center of the channel. The cross vane
is necessary for grade control and to focus hydraulic energies to the channel
center. The stream banks within these regions will be graded to create a
floodplain/floodprone area.
Two rock vanes (RV 1 and RV 2) and one cross vane (CV 1) are proposed where
the bypass channel will be blocked with an engineered plug. All three structures
will reduce energies along the right bank where grading operations are necessary.
They also protect against another avulsion occurring through the unconsolidated
material adjacent to the plug. The cross vane is added to provide grade control,
enhance sediment transport and focus hydraulic energy into the center of the
channel. The existing and proposed cross-sections for the channel grading
operations are shown on the plan (Cross-Section 3).
No structures are proposed along the constricted portion of the western reach.
Full bankfull flow restoration will provide the necessary hydraulic energy to
ensure adequate sediment transport and improve habitat. The stability analysis
shows that bankfull shear stress will again be comparable with the shear stress
present in the stable reference reach. Furthermore, structure installation along the
western reach would require heavy equipment and material access that would
cause significant disturbance and impact to the system. The minimal level of
habitat improvement that might be attained by installing structures within the
western reach does not justify the impacts their construction would cause to the
system, such as vegetation removal and bed and bank disturbance.
Two vanes (RV 3 and LV 1) and one cross vane (CV 2) are proposed in the
vicinity of the confluence with Meeting of the Waters Creek. Meeting of the
Waters Creek provides an additional influx of material that requires transport by
Morgan Creek. This material is currently forming a bar and "pinching" the
channel below the confluence. In addition to the effect of sediment supply by the
20
confluence, beaver activity is also causing aggradation. This is also the location
of a remnant golf course fairway that previously altered the channel, as indicated
by the imbricated rock embankment (stone wall) and pedestrian footbridge. All
these factors combine to create an area of poor sediment transport, followed by a
narrowed and over-steepened channel that poses grade control concerns, thereby
necessitating the proposed grading and structure installation.
The initial vane (RV 3) is designed to direct flow towards the center of the
channel and reduce stress along the left bank prior to the confluence. Grading to
proper bankfull dimensions (See Cross-Section 14) will alleviate the existing
channel constriction. The cross vane will serve as grade control and reduce stress
along the newly graded left bank. The final vane (LV 1) is designed to improve
flow through the transitional curve from the western to the northern reaches, and
to improve habitat. This meander is relatively stable with good root structure on
the outside of the meander bank and a stable sandy point bar on the inside (right)
bank. This structure is designed to assist the hydraulics through the meander and
create habitat.
The proposed vanes are shown on the plan as regular rock and log vanes. These
structures may be modified into j-hook vane structures simply by adding the hook
portion of the vane. The addition of the hook portion of the vane can improve
habitat by providing a mix of flow zones and typically deeper and longer scour
action. All other design criteria remain the same. The cross vane is designed as a
rock structure in order to ensure long-term grade control. As per current North
Carolina standards, all structures will incorporate geo-textile filter material in the
installation.
21
5.0 Stabilization Recommendations & Conclusions
Morgan Creek is stable upstream and downstream of the bypass channel. The
western reach exhibits signs of instability due to streamflow loss and subsequent
lowered stream competency. The northern and eastern reaches are predominantly
stable, as they do not exhibit the degree of instability that the western reach
displays. Aggradation in the western reach is indicated by bar formation and pool
filling. The northern and eastern reaches can attribute their stability to the
available floodplain (slight entrenchment) and good bank/riparian vegetation.
The western reach can attain equilibrium, however, if bankfull flow is
reestablished and flood flow can be managed.
The restoration/stabilization design proposes to completely abandon the bypass
channel as an active channel and restore base and bankfull streamflow to the main
original channel of Morgan Creek. Flood flows greater than bankfull will be
conveyed by both the bypass and main channel. Flood flow conveyance within
the bypass channel will serve to reduce hydraulic energies within the main
channel during flood events without materially affecting sediment transport under
most flow conditions.
The bypass channel requires management to function as a continued flood
conveyance. The design of the fill plug must be carefully considered in order to
preclude the reoccurrence of the stream avulsion. Additionally, the bypass
channel may require grading, stabilization, vegetative installation, and armoring
in order to maintain stability during flood events and prevent the undermining of
any proposed structures adjacent to the channel.
Stabilization structures and channel modifications are proposed within portions of
the main channel to ensure bank and channel stability where grading operation are
necessary. Care should be taken to avoid and minimize disturbances to the
existing riparian vegetation during the installation of structures and modifications
22
to the channel. All disturbed areas should be seeded and stabilized using a
biodegradable geo-textile. These areas should then be aggressively replanted with
native woody species.
Four permanent monitoring cross-sections are proposed along the northern and
eastern reaches of Morgan Creek. One pool and one riffle section will be located
within each reach. The permanent sections will be surveyed immediately
following installation and annually for three subsequent years. Additionally, they
should be surveyed following any storm event greater than 1,800 cfs
(approximately 2-year event) as recorded by the USGS gaging station. Permanent
cross-section locations are approximately located on the plan. The section
locations will be field verified and/or adjusted based on site-specific conditions by
a qualified stream specialist.
The aerial sewer on the western side of the WWTP has the potential to create a
large debris blockage due to the support piers being located within the active
bankfull channel. An analysis should be performed to evaluate the feasibility of
removing one or more of the support piers.
It is important to note that extra care must be taken when installing in-stream
structures in sand-bed streams due to the potential for deep scour associated with
such structures. Sand-bed streams typically exhibit scour depths approximately
three times that of gravel/cobble bed streams. It is recommended that additional
footers be installed to a depth substantially greater than the proposed scour depth
to prevent structural undermining.
23
6.0 References
Rosgen, D.L. 1994. A Classification of Natural Rivers. International Society of
Soil Science. Catena 22 (169-199).
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology. Pagosa
Springs, Colorado.
Rosgen, D.L. 2001. The Cross-Vane, W-Weir, and J-Hook Vane
Structures... Their Description, Design and Application for Stream Stabilization
and River Restoration. ASCE Conference. Reno, Nevada.
Harman, W.H. et al. 1999. Bankfull Hyraulic Geometry Relationships for North
Carolina Streams. AWRA Wildland Hyrology Symposium Proceedings. Edited
by D.S. Olsen and J.P. Potyondy. AWRA Summer Symposium. Bozeman,
Montana.
Leopold, L.B., M.G. Wolman, and J.P. Miller. 1964. Fluvial Processes in
Geomorphology. Freeman, San Francisco, CA. 522 pp.
J
24
APPENDIX A
PRELIMINARY STREAM
RESTORATION/STABILIZATION PLAN
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APPENDIX C
BANK EROSION HAZARD INDEX (BEHI)
DATA FORMS
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek By-Pass Channel
X-Section No: BP-1
Location/Note:
Date: 9/13/02
Crew: MVS, JK
Bank Height Ratio (BHR) 1.0
Root Depth/Bank Height Ratio (RDR) 1.0
Root Density (%) 75%
Bank Angle (degrees) 15 deg.
Surface Protection (%) 75%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.0 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 1.0 0.89-0.50 2.0-3.9 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 79-55 2.0-3.9 2.5 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 1.75 21-60 2.0-3.9 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 2.5 54-30 4.0-5.9
Totals 3.75 5.0
5.0-9.5 10-19.5 20-29.5
Numerical Adj.
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI:
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek By-Pass Channel
X-Section No: BP-2
Location/Note:
Date: 9/13/02
Crew: MVS, JK
Bank Height Ratio (BHR) >3
Root Depth/Bank Height Ratio (RDR) 0.33
Root Density (%) 80%
Bank Angle (degrees) 90 deg.
Surface Protection (%) 25%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 0.49-0.30 4.0-5.9 4.25
Root Density (%) 100-80 1.0-1.9 1.9 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9
Totals 1.9 4.25
5.0-9.5 10-19.5 20-29.5
Numerical Adj. 1 11
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 6.25 15-10 8.0-9.0 <10 10
Totals 14.1 5 10
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 30.3 -- High
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek By-Pass Channel
X-Section No: 13P-3
Location/Note:
Date: 9/13/02
Crew: MVS/JK
Bank Height Ratio (BHR) 2.5
Root Depth/Bank Height Ratio (RDR) 0.33
Root Density (%) 85%
Bank Angle (degrees) 75 deg.
Surface Protection (%) 50%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 0.49-0.30 4.0-5.9 5.75
Root Density (%) 100-80 1.0-1.9 1.75 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9 5.75
Surface Protection 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 4.25
Totals 1.75 15.75
5.0-9.5 10-19.5 20-29.5
Numerical Adj.
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 8.5 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals 8.5
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEM: 26 -- Moderate
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel
X-Section No: X-Sect 1
Location/Note:
Date: 9/13/02
Crew: MVS, JK
Bank Height Ratio (BHR) 1.2
Root Depth/Bank Height Ratio (RDR) 0.4
Root Density (%) 85%
Bank Angle (degrees) 45de .
Surface Protection (%) 60%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9 4.0
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 0.49-0.30 4.0-5.9 5.0
Root Density (%) 100-80 1.0-1.9 1.75 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.0 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 3.5 54-30 4.0-5.9
Totals 1.75 6.5 9.0
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >1 19 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEM: 17.25 - Lower Adjust up +10 points for sandy bank materials = 27.25 - Moderate
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel
X-Section No: X-Sect. 2
Location/Note:
Date: 9/13/02
Crew: MVS, JK
Bank Height Ratio (BHR) 1.3
Root Depth/Bank Height Ratio (RDR) 0.5
Root Density (%) 75%
Bank Angle (degrees) 50 deg
Surface Protection (%) 50%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9 5.0
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 3.9 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 79-55 2.0-3.9 2.1 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.5 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 4.0
Totals 9.5 9.0
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 18.5 - Low; Adjust up +10 points for sandy bank material = 28.5 - Moderate
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel
X-Section No: X-Sect. 3
Location/Note:
Date: 9/13/02
Crew: MVS, Jk
Bank Height Ratio (BHR) 1.0
Root Depth/Bank Height Ratio (RDR) 0.5
Root Density (%) 85%
Bank Angle (degrees) 70 deg
Surface Protection (%) 30%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.0 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 3.9 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.8 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9 5.0
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 5.9
Totals 2.8 10.9
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +5
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 17.6 - Low; Adjust up +5 points for partially sandy bank material = 22.6 -- Moderate
a
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel Date: 9/13/02
X-Section No: X-Sect 4 Crew: MVS, JK
Location/Note:
Bank Height Ratio (BHR) 1.15
Root Depth/Bank Height Ratio (RDR) 0.8
Root Density (%) 70%
Bank Angle (degrees) 60 deg
Surface Protection (%) 60%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.6-3.9 3.0 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 2.2 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 79-55 2.0-3.9 2.2 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.9 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 3.5 54-30 4.0-5.9
Totals 14. 8
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 14.8 -Low; Adjust up +10 points due to sandy bank material= 24.8 --Moderate
A >
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel Date: 9/13/02
X-Section No: X-Sect 5 Crew: WS, JK
Location/Note:
Bank Height Ratio (BHR) 1.4
Root Depth/Bank Height Ratio (RDR) 0.75
Root Density (%) 90%
Bank Angle (degrees) 45 deg
Surface Protection (%) 75%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9 5.25
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 2.25 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.5 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.0 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 2.25 54-30 4.0-5.9
Totals 1.5 7.5 5.25
5.0-9.5 10-19.5 20-29.5
Numerical Adj.
CRITERIA HIGH VE RY HIGH EXTREME.
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 14.25 --
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel
X-Section No: X-Sect. 6 & 7
Location/Note:
Date: 9/13/02
Crew: MVS, JK
Bank Height Ratio (BHR) 1.3
Root Depth/Bank Height Ratio RDR) 0.75
Root Density (%) 75%
Bank Angle (degrees) 45 deg
Surface Protection (%) 90%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9 5.0
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 3.0 0.49-0.30 4.0-5.9
Root Density (0/6) 100-80 1.0-1.9 79-55 2.0-3.9 2.25 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.0 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 1.5 79-55 2.0-3.9 54-30 4.0-5.9
Totals 1.5 8.25 5.0
5.0-9.5 10-19.5 20-29.5
Numerical Adj.
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 4045 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 14.75 -- Low
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel Date: 9/13/02
X-Section No: X-Sect 8 Crew: MVS, JK
Location/Note:
Bank Height Ratio (BHR) 1.1
Root Depth/Bank Height Ratio (RDR) 0.9
Root Density (%) 88%
Bank Angle (degrees) 50 deg
Surface Protection (%) 70%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 1.9 0.89-0.50 2.0-3.9 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.5 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.5 61-8 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 2.5 54-30 4.0-5.9
Totals 5.3 6.0
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 11.3 -Low; Adjust value up +10 points due to sandy bank material= 21.3 -Moderate.
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel Date: 9/13/02
X-Section No: X-Sect 9 Crew: WS, JK
Location/Note:
Bank Height Ratio (BHR) 1.25
Root Depth/Bank Height Ratio (RDR) 0.75
Root Density (%) 80%
Bank Angle (degrees) 45 deg
Surface Protection (%) 50%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9 4.1
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 2.25 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.9 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.0 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 4.25
Totals 1.9 5.25 8.35
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRPTERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 15.5 - Low; Adjust value up +10 points due to sandy bank material = 25.5 - Moderate.
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel Date: 9/13/02
X-Section No: X-Sect 10 Crew: MVS, JK
Location/Note:
Bank Height Ratio (BHR) 1.0
Root Depth/Bank Height Ratio (RDR) 1.0
Root Density (%) 90%
Bank Angle (degrees) 35 deg
Surface Protection (%) 80%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.0 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 1.0 0.89-0.50 2.0-3.9 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.5 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 2.5 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 1.9 79-55 2.0-3.9 54-30 4.0-5.9
Totals 5.4 2.5
5.0-9.5 10-19.5 20-29.5
Numerical Adj.
CRITERIA HIGH VE RY HIGH EXTREME
Value Index . Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI:
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel Date: 9/13/02
X-Section No: X-Sect 11 Crew: MVS, JK
Location/Note:
Bank Height Ratio (BHR) 1.0
Root Depth/Bank Height Ratio (RDR) 0.85
Root Density (%) 85%
Bank Angle (degrees) 35 deg
Surface Protection (%) 85%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.0 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 2.0 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.75 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 2.5 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 1.75 79-55 2.0-3.9 54-30 4.0-5.9
Totals 4.5 4.5
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj. i II
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 501/o, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 9 - Very Low; Adjust value up +10 points due to sandy bank material = 19.0 - Low.
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel Date: 9/13/02
X- Section No: X-Sect 12 Crew: MVS, JK
Location/Note:
Bank Height Ratio (BHR) 1.1
Root Depth/Bank Height Ratio (RDR) 0.8
Root Density (%) 90%
Bank Angle (degrees) 45 deg
Surface Protection (%) 70%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 2.25 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.5 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.0 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 2.5 54-30 4.0-5.9
Totals 3.4 7.75
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 11.15 -Low; Adjust value up +10 points due to sandy bank material= 21.15 -Moderate.
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel
X-Section No: X-Sect 13
Location/Note:
Date: 9/13/02
Crew: MVS, JK
Bank Height Ratio (BHR) 1.1
Root Depth/Bank Height Ratio (RDR) 0.75
Root Density (%) 85%
Bank Angle (degrees) 50 deg
Surface Protection (%) 65%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 2.5 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.75 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 3.25 61-80 4.0-5.9
Surface Protection (%) 100-80 1.0-1.9 79-55 2.0-3.9 3.25 54-30 4.0-5.9
Totals 3.65 9.0
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj.
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 12.65 - Low; Adjust value up +10 points due to sandy bank materials = 22.65 - Moderate.
BANK EROSION HAZARD INDEX (BEHI) DATA FORM
Stream Name: Morgan Creek Main Channel
X-Section No: X-Sect. 14
Location/Note:
Date: 9/13/02
Crew: MV S, JK
Bank Height Ratio (BHR) 1.3
Root Depth/Bank Height Ratio (RDR) 0.6
Root Density (%) 90%
Bank Angle (degrees) 75 deg
Surface Protection (%) 95%
Bank Erosion Potential
CRITERIA V ERY LOW LOW MODERATE
Value Index Score Value Index Score Value Index Score
BHR 1.0-1.1 1.0-1.9 1.1-1.9 2.0-3.9 1.2-1.5 4.0-5.9 5.0
RDR 1.0-0.9 1.0-1.9 0.89-0.50 2.0-3.9 3.5 0.49-0.30 4.0-5.9
Root Density (%) 100-80 1.0-1.9 1.5 79-55 2.0-3.9 54-30 4.0-5.9
Bank Angle (deg.) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9 5.0
Surface Protection (%) 100-80 1.0-1.9 1.25 79-55 2.0-3.9 54-30 4.0-5.9
Totals 2.75 3.5 10. 0
5.0-9.5 10-19.5 20-29.5
Numerical Adj. +10
CRITERIA HIGH VE RY HIGH EXTREME
Value Index Score Value Index Score Value Index Score
BHR 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10
RDR 0.29-
0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10
Root Density (%) 29-15 6.0-7.9 14-5 8.0-9.0 <5.0 10
Bank Angle (deg.) 81-90 6.0-7.9 91-119 8.0-9.0 >119 10
Surface Protection (%) 29-15 6.0-7.9 15-10 8.0-9.0 <10 10
Totals
30-39.5 40-45 46-50
Numerical Adj. 11
Bank Materials: Bedrock: Bank Erosion Potential Always Very Low
Boulders: Bank Erosion Potential Low
Cobble: Decrease by one category unless mixture of gravel/sand is
greater than 50%, then no adjustment.
Gravel: Adjust values up by 5-10 points depending on composition of
sand.
Sand: Adjust values up by 10 points.
Silt/Clay: No adjustment.
Stratification: Adjust 5-10 points upward depending on position of unstable layers in relation
to bankfull stage.
BEHI: 16.25 - Low; Adjust value up +10 points due to sandy bank material = 26.25 - Moderate.
APPENDIX D
USGS 9-207 FORM & STREAM GAGE
RATING TABLE
r-I
-
O
a
•
cn H
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APPENDIX E
LOG PEARSON TYPE III & PARTIAL
DURATION SERIES FLOOD FREQUENCY
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Peak Annual Flow - Partial Duration Series Flood Frequency Analysis
Station Name: Morgan Creek Near Chapel Hill, North Carolina
Station Number: 02097517
Orange County, North Carolina
Date Rank Discharge Gage HT R/1+N Probability Return Int.
9/6/96 1 4210 16.18 0.05 5 20
3/19/98 2 3320 14.81 0.1 10 10
9/29/99 3 2860 14.01 0.15 15 6.66666667
3/4/93 4 2780 13.86 0.2 20 5
3/6/84 5 2240 12.75 0.25 25 4
11/21/86 6 2160 12.54 0.3 30 3.33333333
3/1/87 7 2120 12.46 0.35 35 2.85714286
4/16/83 8 2060 11.68 0.4 40 2.5
3/30/01 9 1840 11.95 0.45 45 2.22222222
1/11/91 10 1830 11.76 0.5 50 2
8/28/95 11 1830 11.79 0.55 55 1.81818182
9/9/92 12 1750 11.56 0.6 60 1.66666667
3/2/94 13 1630 11.35 0.65 65 1.53846154
7/24/00 14 1440 10.95 0.7 70 1.42857143
2/1/85 15. 1380 10.53 0.75 75 1.33333333
4/29/97 16 1290 10.52 0.8 80 1.25
2/21/89 17 1110 9.6 0.85 85 1.17647059
2/16/90 18 945 9.03 0.9 90 1.11111111
2/4/88 19 428 6.83 0.95 95 1.05263158
D
DWQ# O 1161 Date -[l t r ??j3 Who Reviewed:
Plan Detail Incomplete
? Please provide a location map for the project.
? Please show all stream impacts including all fill slopes, dissipaters, and bank stabilization on the site plan. L
? Please show all wetland impacts including fill slopes on the site plan. S ? f Uc?d-1 e
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan.
? Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all isolated or non-isolated wetlands, streams and other waters of the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage.
? Please locate any planned sewer lines on the site plan.
? Please provide the location of any proposed stormwater management practices as required by GC
? Please provide detail for the stormwater management practices as required by GC
? Please specify the percent of project imperviousness area based on the estimated built-out conditions.
? Please indicate all stormwater outfalls on the site plan.
? Please indicate the diffuse flow provision measures on the site plan.
? Please indicate whether or not the proposed impacts already been conducted.
Avoidance and/or Minimization Not Provided
? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide additional
information as to why it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the impacts to the
. Please revise the plans to avoid the impacts. '
? This Office believes that the labeled on the plans as can be moved or reconfigured to minimize the impacts to the
Please revise the plans to minimize the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because
Please revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If it
is not possible to achieve diffuse flow through the entire buffer then it may be necessary to provide stormwater management
practices that remove nutrients before the stormwater can be discharged through the buffer.
Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impacts were requested. Please
provide $ . This additional fee must be received before your application can be reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
? Please provide copies of the application, copies of the site plans and other supporting information.
Mitigation
? of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. The
plan must conform to the requirements in 15 A NCAC 2H .0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize. this project.
?p / 2 I n"I ?
Available at S:\2003 Certification & More Info letters... 0311091ingo.doc
Staff have reviewed the statements in Part VII of the application and do not agree with portions of
it. Most importantly, Division of Water Quality Staff do not agree that the naturalized diversion
ditch in "not subject to DWQ jurisdiction". This is because the feature was created by Morgan
Creek creating a "shoot cutoff" through the diversion ditch resulting in a naturalized channel of
what was originally a man-made feature. "Shoot cut-offs" naturally occur as the result of a
meander bend becoming too long or tortuous. In this case, although it was assisted by
anthropomorphic activities, the feature did form naturally and has subsequently naturalized.
In any event, removing the feature would change the hydrology of Morgan Creek that had
adapted to the "shoot cut-off" feature and the Division of Water Quality agreed with the USACE to
allow the activity as long as the remaining branch of Morgan Creek was restored using natural
design techniques to accommodate the increased hydrology. It is assumed the restoration of
Morgan Creek would make up for the loss of the naturalized "shoot cut-off". As such, the
following information must be provided to show that restoration of Morgan Creek would be
achieved. Some of the information below was provided, but insufficient information was provided
to show that restoration or enhancement as described in GC 3399 would be achieved.
Basic Information for Plan Approval
1. Morphological measurements (see Appendix B) - not all of the measurements are applicable
in every instance.
2. Typical stream cross sections - Typically, a riffle cross section and a pool cross section that
includes the entire flood prone area. The bankfull and flood prove area elevations should be
indicated. Similarly, a riffle cross section of the reference stream(s) should be provided.
3. Plan view - Scaled plans that show the location of the proposed (preferably with stationing)
and the existing stream. In most instances, the bankfull contours and flood prone area
contours, in stream structures, bank revetments/stabilization, channel plugs, planting plan,
vegetation conditions, stormwater outlets, grade controls, bridges, culverts, sewer lines,
roads, fencing, and easement lines should also be provided.
4. Longitudinal Stream Profile - A scaled profile that indicates the thalweg , bankfull, and top of
bank elevations should be provided for the design and reference streams. In many cases it
may also be necessary to show the existing land elevations for the design stream.
5. Planting Plan - A planting and/or vegetation management plan should also be required. The
plan should indicate the extent, density, and species of plants to be provided.
6. In stream structure, bank revetment/stabilization, and stormwater outlet typicals - Detailed,
typical plans should be provided for all in stream structures, bank revetments or stabilization,
and stormwater outlets. The typicals should include materials and specifications as well as
relative lengths, positions, and angles.
7. Sediment transport analysis - A sediment transport analysis should be provided based on the
current, relevant, accepted practices. The sediment transport analysis should be relevant to
the stream bed load type and should predict bed load transport equilibrium.
A stormwater management plan will also be required. However, due to the circumstances, BMPs
designed to remove 85% TSS may not be required if the bypass channel that will receive the
stormwater is enhanced to function as a linear wetland (with low check dams for instance) to
provide some treatment of the stormwater. Please call Todd St. John at [phone] if you
have questions regarding this issue.
D112 DIVISION OF WATER QUALITY 00000000000023154 8/28/2003 019653
00000000000024072 WETLND PERMIT APPLN 8/27/2003 $475.00 $475.00 $0.00 $0.00
N01103 .l °0 1
coal ?. C1,15
$475.00 $475.00 $0.00
CHECK RUN AUGUST 28, 2003
019653
$475.00
PAYMENT
RECEIVED
$0.00 $475.00
ORANGE WATER AND SEWER AUTHORITY 400 Jones Ferry Road P.O. Box 366 Carrboro, NC 27510
Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
I Print your name and address on the reverse
so that we can return the card to you.
I Attach this:card to the back of the mailplece,
or on the front if space permits.
Article Addressed to:
aV v & ? Agent
? Addresse
(PrintedNeme) C. Date of Deliver.
D. Is ddl4ery address different from item 1? ? Yes
If YES, enter delivery address below: ? No
Orange Water & Sewer Authority I
Post Office Box 366
Carrboro, NC 27510-0366 3. Service Type
DWQ# 03-1109 - Orange O-Certfied Mail ? Express Math
? Registered OL Return Receipt for Merchandis
------- ----- ? insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee) ? Yes
!. Article Number ( 7002 2 410 0003 0275 2 519
Transfer from serv(ce iaw
orm 3811:,:4ugust.2Qo1 pomestie Return Receipt ' 102595.r'
[ ii ill{.{{ {ll { {; {i{i't i{{ {
UNITED STATES POSTAL SERVICE First-Class-Mail
Postage ? Fees Paid
USPS
Permit No. G-10
}:EIt?{z#1}I?{i??}4}{li#1i#1:{J##IkI#?I}}{#l?t.{?ti{3?i3##{f?dl
• Sender: Please print your name, address, and ZIP+4,in this box •
NC DENR Division of Water Quality
Wetlands/401 Certification Unit
2321 Crabtree Boulevard, Suite 250 .
Raleigh, NC 27604