20090049 Ver 2_401 Application_20130713

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o stem
E a ement
PROGRAM
July 30, 2013
Eric Kulz, Stream/Wetland Mitigation Coordinator
Division of Water Quality
Wetlands, Buffers, Stormwater Compliance and Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699 - 1650
Re: Permit Application- Glade Creek II Restoration Project, Alleghany County (EEP Design -
Bid -Built Project)
Dear Mr. Kulz,
Attached for your review are two sets of copies of 401/404 permit application package and
mitigation plans for Glade Creek II restoration project in Alleghany County. A memo for the
permit application fee is also included in the package. Please feel free to contact me with any
questions regarding this plan (919- 707 - 8319).
Thank you very much for your assistance.
Sincerely
Lin Xu
Attachment: PCN
Final Mitigation Plan (2 originals) •) U L 3 0 2013
Permit Application Fee Memo o - WAMR AL
CD containing all electronic files vv_Maange A SWM*VW B
Prot" (?" Ill& NCD�EN
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699 -1652 / 919 -715 -0476 / www.nceep.net

MEMORANDUM:
TO: Cindy Perry
FROM: Lin Xu L)c
SUBJECT: Payment of Permit Fee
401 Permit Application
DATE: July 30, 2013
The Ecosystem Enhancement Program is implementing a stream restoration and
enhancement project for Glade Creek II site in Alleghany County. The activities
associated with this restoration project involve stream restoration related temporary
stream impact. To conduct these activities the EEP must submit a Pre - construction
Notification (PCN) Form to the Division of Water Quality (DWQ) for review and approval.
The DWQ assesses a fee of $570.00 for this review.
Please transfer $570.00 from Fund # 2984, Account # 535120 to DWQ as
payment for this review. If you have any questions concerning this matter, I can be
reached at 919 - 707 -8319. Thanks for your assistance.
cc: Eric Kulz, StreamMetland Mitigation Coordinator, DWQ
MCDENR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service tenter, Raleigh, NC 27649 -1652 / 919- 715 -0476 / www.nceep.net

5 0� M 1 ,��q
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre - Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
1a.
Type(s) of approval sought from the Corps:
❑X Section 404 Permit ❑ Section 10 Permit
1b.
Specify Nationwide Permit (NWP) number: 27 or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
❑ Yes Q No
1d.
Type(s) of approval sought from the DWQ (check all that apply):
Q 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes ❑X No
For the record only for Corps Permit:
❑ Yes ❑X No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
❑ Yes 0 No
1g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes 0 No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes 0 No
2.
Project Information
2a.
Name of project:
Glade Creek II Restoration Project
2b.
County:
Alleghany
2c.
Nearest municipality / town:
Sparta
2d.
Subdivision name:
2e.
NCDOT only, T.I.P. or state project no:
3.
Owner Information
3a.
Name(s) on Recorded Deed:
INC EEP
3b.
Deed Book and Page No.
The PIN number for the property is 3999492451
3c.
Responsible Party (for LLC if
applicable):
3d.
Street address:
217 West Jones Street, Suite 3000A
3e.
City, state, zip:
Raleigh, INC 27603
3f.
Telephone no.:
(919)707 -8319
3g.
Fax no.:
(919)707 -8976
3h.
Email address:
lin.xu @ncdenr.gov
Page 1 of 10
PCN Form — Version 1.4 January 2009

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑ Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name:
5b. Business name
(if applicable):
5c. Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:
Page 2 of 10

B.
Project Information and Prior Project History
1.
Property Identification
1a.
Property identification no. (tax PIN or parcel ID):
3999492451
1b.
Site coordinates (in decimal degrees):
Latitude: 36.476969 Longitude: 81.061886
1 c.
Property size:
44 acres
2.
Surface Waters
2a.
Name of nearest body of water to proposed project:
Glade Creek
2b.
Water Quality Classification of nearest receiving water:
C
2c.
River basin:
New River
3.
Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
Forest, agriculture and rural residental
3b.
List the total estimated acreage of all existing wetlands on the property: 0.16
3c.
List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 2,600
3d. Explain the purpose of the proposed project:
The proposed project will be used to fulfill stream mitigation requirements accepted by NC EEP for the New River Basin (CU 05050001).
3e. Describe the overall project in detail, including the type of equipment to be used:
Track hoes and dump trucks will be used to restore and enhance 2,452 If of stream and restore 0.16 acres of wetland.
4.
Jurisdictional Determinations
4a.
Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
❑ Yes ❑ No ❑X Unknown
Comments:
4b.
If the Corps made the jurisdictional determination, what type
of determination was made?
❑ Preliminary ❑ Final
4c.
If yes, who delineated the jurisdictional areas?
Name (if known):
Agency /Consultant Company:
Other:
4d.
If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5.
Project History
5a.
Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑X Yes ❑ No ❑ Unknown
5b. If yes, explain in detail according to "help file" instructions.
A 404 permit application was applied in 2009. The permit was granted on March 26, 2009. The permit action ID is SAW- 2009 - 00589. See the attache(
D
6.
Future Project Plans
6a.
Is this a phased project?
❑ Yes ❑X No
6b.
If yes, explain.
Page 3 of 10
PCN Form - Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ❑X Streams — tributaries ❑ Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary T
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1
Choose one
Choose one
Yes /No
-
W2
Choose one
Choose one
Yes /No
W3
Choose one
Choose one
Yes /No
W4
Choose one
Choose one
Yes /No
W5
Choose one
Choose one
Yes /No
W6
Choose one
Choose one
Yes /No
2g. Total Wetland Impacts:
0
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1 T
Restoration
Glade Creek Reach 1
PER
Corps
30
1,200
S2 T
Enhancement
Grade Creek Reach 2
PER
Corps
36
1,074
S3 T
Restoration
UT to Grade Reach 2
PER
Corps
3.8
197
S4
Choose one
S5
Choose one
S6
Choose one
3h. Total stream and tributary impacts
2,471
3i. Comments:
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary T
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01
Choose one
Choose
02
Choose one
Choose
03
Choose one
Choose
04
Choose one
Choose
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
P1
Choose one
P2
Choose one
5f. Total:
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar - Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer Impact
number —
Permanent (P) or
Temporary (T)
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet)
B1
Yes /No
B2
Yes /No
B3
Yes /No
B4
Yes /No
B5
Yes /No
B6
Yes /No
6h. Total Buffer Impacts:
6i. Comments:
Page 5 of 10

D.
Impact Justification and Mitigation
1.
Avoidance and Minimization
1a.
Limit
Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
the grading activities within the limit of disturbance areas
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Follow the approved sedimentation and erosion control plan, stabilize the disturbed areas after construction
2.
Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a.
Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes 0 No
2b.
If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c.
If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
El Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3.
Complete if Using a Mitigation Bank
3a.
Name of Mitigation Bank:
3b.
Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
3c.
Comments:
4.
Complete if Making a Payment to In -lieu Fee Program
4a.
Approval letter from in -lieu fee program is attached.
❑ Yes
4b.
Stream mitigation requested:
linear feet
4c.
If using stream mitigation, stream temperature:
Choose one
4d.
Buffer mitigation requested (DWQ only):
square feet
4e.
Riparian wetland mitigation requested:
acres
4f.
Non - riparian wetland mitigation requested:
acres
4g.
Coastal (tidal) wetland mitigation requested:
acres
4h.
Comments:
5.
Complete if Using a Permittee Responsible Mitigation Plan
5a.
If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
E] Yes E] No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
6h. Comments:
Page 7 of 10

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

F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1a.
Does the project involve an expenditure of public (federal /state /local) funds or the
0 Yes ❑ No
use of public (federal /state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
DYes ❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
0 Yes ❑ No
letter. )
Comments:
2.
Violations (DWQ Requirement)
2a.
Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
E] Yes 0 No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after - the -fact permit application?
F1 Yes 0 No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
E] Yes 0 No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4.
Sewage Disposal (DWQ Requirement)
4a.
Clearly detail the ultimate treatment methods and disposition (non- discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Page 9 of 10
PCN Form — Version 1.4 January 2009

5.
Endangered Species and Designated Critical Habitat (Corps Requirement)
5a.
Will this project occur in or near an area with federally protected species or
habitat?
❑ Yes Q No
5b.
Have you checked with the USFWS concerning Endangered Species Act
impacts?
0 Yes ❑ No
5c.
If yes, indicate the USFWS Field Office you have contacted.
Asheville
5d.
What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6.
Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes Q No
6b.
What data sources did you use to determine whether your site would impact Essential Fish Habitat?
7.
Historic or Prehistoric Cultural Resources (Corps Requirement)
7a.
Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
❑ Yes 0 No
7b.
What data sources did you use to determine whether your site would impact historic or archeological resources?
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA- designated 100 -year floodplain?
❑ Yes Q No
8b.
If yes, explain how project meets FEMA requirements:
8c.
What source(s) did you use to make the floodplain determination?
Applicant /Agent's Printed Name
Date
Applicant /Agent's Signature
(Agent's signature is valid only if an authorization
letter from the applicant is provided.)
Page 10 of 10

Confluence Engineering, PC
16 Broad Street
Asheville, NC 28801
828.255.5530
June 14, 2013
Mr. Harry Tsomides
NC Ecosystem Enhancement Program
5 Ravenscroft Drive, Suite 102
Asheville, NC 28801
Subject: Mitigation Plan Addendum Summary
Glade Creek 11 Restoration Project
HUC 05050001
Alleghany County, North Carolina
Dear Mr. Tsomides:
As a follow up to our Mitigation Plan Addendum, this letter summarizes design changes to the Glade
Creek II project, which was originally permitted in March 2011 under Corps of Engineers Action ID
SAW- 2009 - 00589. With an emphasis on bioengineering, transplanting and on -line grading, the
proposed design scales back from the original Ward Consulting Engineers (WCE) design in terms of
the area of disturbance and the volume of earthwork. The Confluence design makes use of more of the
existing Glade Creek channel, and the reduced cleared area, earthwork and hauling of waste materials
should result in lesser short-term impacts while still achieving meaningful long -term uplifts.
The following table summarizes differences between our approach and that proposed by WCE.
If you need any additional information, please call me.
Sincerely,
Confluence Engineering, PC
6 H_ZJ'�i�
Andrew Bick,'PE
Principal
Cc: Mr. Lin Xu
ECEV };
JUN ] 7 2013
:.p­ ECOSYSTEM
:NHf4RICEMENT PROGRAM
On -Line Grading and /or
Off -Line Channel
Total Disturbed Area
Stream
Bioengineering (LF)
Construction (LF)
(AC)
WCE
Confluence
WCE
Confluence
WCE
Confluence
Glade Creek
600
100
1,050
430
8.9
8.0
UT to Glade
0
0
350
332
Creek
If you need any additional information, please call me.
Sincerely,
Confluence Engineering, PC
6 H_ZJ'�i�
Andrew Bick,'PE
Principal
Cc: Mr. Lin Xu
ECEV };
JUN ] 7 2013
:.p­ ECOSYSTEM
:NHf4RICEMENT PROGRAM

MEMORANDUM:
TO: Cindy Perry
FROM: Lin Xu LX
SUBJECT: Payment of Permit Fee
401 Permit Application
DATE: July 30, 2013
The Ecosystem Enhancement Program is implementing a stream restoration and
enhancement project for Glade Creek II site in Alleghany County. The activities
associated with this restoration project involve stream restoration related temporary
stream impact. To conduct these activities the EEP must submit a Pre - construction
Notification (PCN) Form to the Division of Water Quality (DWQ) for review and approval.
The DWQ assesses a fee of $570.00 for this review.
Please transfer $570.00 from Fund # 2984, Account # 535120 to DWQ as
payment for this review. If you have any questions concerning this matter, I can be
reached at 919 - 707 -8319. Thanks for your assistance.
cc: Eric Kulz, Stream/Wetland Mitigation Coordinator, DWQ
North Carolina Ecosystem Enhancement Program, 1652 Dail Service Center; Italei h, NC 27699 -1652 / 919 - 715 -0476 / www.nceep.net

1
u�u
U.S. ARMY CORPS OF ENGINEERS r
WILMINGTON DISTRICT 4lC ECOSYSTEM
E NHANCEME —t T PRCGiN
Action ID. SAW- 2009 -00589 County: Alleghany USGS Quad: Glade Valley
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: NC Ecosystem Enhancement Program, Attn: Wyatt Brown
Address: 1652 Mail Service Center
Raleigh, NC 27699 -1619
Telephone No.: 919 -715 -1616
Size and location of property (water body, road name /number, town, etc.): Glade Creek H Restoration Project
incorporating approximately 2200 linear feet of Glade Creek and one unnamed tributary on approximately 14
acres located off US Highway 21 and Barrett Road east of Sparta.
Description of projects area and activity: Enhancement of 441 linear feet and restoration of 1580 linear feet of
stream channel. Enhancement of 0.13 acres, restoration of 0.16 acres and preservation of 0.79 acres of wetland.
Work will include channel relocation and resizing, construction of rock vanes, riffles, root wad revetments
reshaping and stabilizing streambanks, establishment and revegetation of stream buffers, and revegetation of
wetlands.
Applicable Law: X Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Numbers: 27
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (i.e., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (LAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals /permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Steven Lund at telephone 828 - 271 -7980.
Corps Regulatory Official: Steven Lund 1
Expiration Date of Verification: March 26, 2011
Date: March 26, 2009
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Surveyor visit http: / /www.saw.usace.anny.mil /WETLANDS /index.html to
complete the survey online.

Determination of Jurisdiction:
❑ Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
❑ There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued . Action ID
Basis of Jurisdictional Determination: Glade Creek and its tributaries are perennial streams (RPWs) flowing to the New River,
a traditionally navigable water (TNW). Wetlands abut the RPWs.
Appeals Information (This information applies only to approved jurisdictional determinations.)
Attached to this verification is an approved jurisdictional determination. If you are not in agreement with that approved jurisdictional
determination, you can make an administrative appeal under 33 CFR 331. Enclosed you will find a Notification of Appeal Process
(NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you must submit a completed RFA
form to the following address:
District Engineer, Wilmington Regulatory Division
Attn: Steven W. Lund, Project Manager
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, North Carolina 28801 -5006
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by 5/25/2009.
* *It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this correspondence. **
Corps Regulatory Official: Steven Lund
Date March 26, 2009
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished: N/A

Action ID Number: SAW- 2009 -0000
County: Allegheny
Permittee: NC Ecosystem Enhancement Program, Attn: Wyatt Brown
NW 27, Glade Creek II Stream Restoration
Date Permit Issued: March 26, 2009
Project Manager: Lund
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
ASHEVILLE REGULATORY FIELD OFFICE
151 PATTON AVENUE, ROOM 208
ASHEVILLE, NORTH CAROLINA 28801 -5006
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. If you fail to comply with this permit you are subject to permit suspension,
modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee Date

Applicant: NC Ecosystem Enhancement File Number: 2009 -000 Date: Mar 26, 2009
Attached is: See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of A
PROFFERED PERMIT (Standard Permit or Letter of permission) B
PERMIT DENIAL C
X APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by
the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record.
POINT OP- OOITACT FOR LTESTIONS :CQR INFORMATION:
If you have questions regarding this decision If you only have questions regarding the appeal process you
and /or the appeal process you may contact: may also contact:
Mr. Steven Lund, Project Manager
CESAW -RG -A
US Army Corps of Engineers, Wilmington District
151 Patton Avenue, Room 208
Asheville, North Carolina 28801 -5006
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
investigations.
Date: I Telephone number:
of appellant or
DIVISION ENGINEER:
Commander
U.S. Army Engineer Division, South Atlantic
60 Forsyth Street, Room 9M15
Atlanta, Georgia 30303 -3490

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. SAW- 2009 -00591 County: Alleghany USGS Quad:
REc—IVED
ROGRPIM
EN, HA NCt��,
Cumberland Knob
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: NC Ecosystem Enhancement Program, Attn: Wyatt Brown
Address: 1652 Mail Service Center
Raleigh, NC 27699 -1619
Telephone No.: 919 -715 -1616
Size and location of property (water body, road name /number, town, etc.): Little Pine Creek Restoration Project
incorporating approximately 3249 linear feet of Little Pine Creek and three unnamed tributaries on anuroximatel
12 acres located off SR 1457 (Glade Creek School Road) east of Sparta.
Description of projects area and activity: Restoration of 2668 linear feet and relocation of 582 linear feet of stream
channel. Enhancement of 1.1 acres and preservation of 4.47 acres of wetland. Work will include channel
relocation and resizing, construction of rock vanes, riffles and root wads revetments, reshaping and stabilizing
streambanks, establishment and revegetation of stream buffers.
Applicable Law: X Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Numbers: 27
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (i.e., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (LAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals /permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Steven Lund at telephone 828 - 271 -7980.
Corps Regulatory Official: Steven Lund
Expiration Date of Verification: March 26, 2011
Date: March 26, 2009
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit http:/ /www.saw.usace.army.miFWETLANDS /index.html to
complete the survey online.

Determination of Jurisdiction:
❑ Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
❑ There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued . Action ID
Basis of Jurisdictional Determination: Little Pine Creek and its tributaries are perennial streams (RPWs) flowing to the Little
River, a traditionally navigable water (TNW). Wetlands abut the RPWs.
Appeals Information (This information applies only to approved jurisdictional determinations.)
Attached to this verification is an approved jurisdictional determination. If you are not in agreement with that approved jurisdictional
determination, you can make an administrative appeal under 33 CFR 331. Enclosed you will find a Notification of Appeal Process
(NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you must submit a completed RFA
form to the following address:
District Engineer, Wilmington Regulatory Division
Attn: Steven W. Lund, Project Manager
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, North Carolina 28801 -5006
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by 5/25/2009.
* *It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this correspondence. **
Corps Regulatory Official: Steven Lund
Date March 26, 2009
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished: N/A

Action ID Number: SAW- 2009 -00000 County: Allegheny
Permittee: NC Ecosystem Enhancement Program, Attn: Wyatt Brown
NW 27, Little Pine Creek Stream Restoration
Date Permit Issued: March 26, 2009
Project Manager: Lund
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
ASHEVILLE REGULATORY FIELD OFFICE
151 PATTON AVENUE, ROOM 208
ASHEVILLE, NORTH CAROLINA 28801 -5006
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. If you fail to comply with this permit you are subject to permit suspension,
modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee
Date

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Applicant: NC Ecosystem Enhancement File Number: 2009 -0000 Date: Mar 26, 2009
Attached is:
See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of
A
permission)
PROFFERED PERMIT (Standard Permit or Letter of permission)
B
PERMIT DENIAL
C
X
APPROVED JURISDICTIONAL DETERMINATION
D
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION 1'- The t`ciilowid identities your nights and,optiaxts regarding;an adr im'strative appeal of the above
decision, ,A.�.ditional informatiow maybe found at h :liwww.usace.a=, mil /inct /f ncti6ns /cw /6e0w6 /re or
Corps regulations at ,33' CFR Pact 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by
the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
US Army Corps of Engineers, Wilmington District
151 Patton Avenue, Room 208
Asheville. North Carolina 28801 -5006
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
Date: I Telephone number:
Signature of appellant or
DIVISION ENGINEER:
Commander
U.S. Army Engineer Division, South Atlantic
60 Forsyth Street, Room 9M15
Atlanta, Georgia 30303 -3490

Re: Glade 2
Subject: Re: Glade 2
From: Eric Kulz <eric.kulz @ncmail.net>
Date: Wed, 15 Apr 2009 06:44:00 -0400
To: Wyatt Brown <wyatt.brown @ncmail.net>
CC: Harry Tsomides <Harry.Tsomides @ ncmail.net>, Gregory Melia <Gregory.Melia @ncmail.net >,
WardConsulting <bward @wce- corp.com >, Sue Homewood <Sue.Homewood @ncmail.net>
Wyatt:
As we discussed, that was one of the options.
DWQ has no additional issues with the project, and the 401 certification is deemed issued.
Thanks,
Eric
Wyatt Brown wrote:
I've discussed with Ed the option of enlarging the wetland to meet the bmp standard, which will lead
to wetland creation and the increased cost involved verses kicking the trib. directly into the stream at
the riffle. Since the project is over budget, being delayed by this and is delaying Little Pine, I'm
advising Becky to take Water Quality's suggestion and deposit the trib directly into the riffle, obtain
our 401 and move on. We already have the 404 on this project and Little Pine.
thanks for all your input and good work.
Any questions contactme.. .
Eric W. Kulz
Environmental Specialist
401 Oversight and Express Permitting Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
Phone: [phone]
Fax: [phone]
E -mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
1 of 1 4/15/2009 1:39 PM

MITIGATION PLAN ADDENDUM - FINAL
Glade Creek II Restoration Project
Alleghany County, North Carolina
EEP Project No. 92343
SCO Project ID 07- 07088 -01
New River Basin
Cataloging Unit 05050001
Prepared for:
o stem
E a ement
PROGRAM
NC Department of Environment and Natural Resources
Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 -1652
January 2013

MITIGATION PLAN ADDENDUM - FINAL
Glade Creek II Restoration Project
Alleghany County, North Carolina
EEP Project No. 92343
SCO Project ID 07- 07088 -01
New River Basin
Cataloging Unit 05050001
Prepared for:
w
Elos stem
a ement
PROGRAM
NC Department of Environment and Natural Resources
Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 -1652
Prepared by:
LU
�/NEE��
Confluence Engineering, PC
16 Broad Street
Asheville, NC 28801
828.255.5530
January 2013

EXECUTIVE SUMMARY
This Mitigation Plan Addendum is being submitted as a follow up to the Restoration Plan dated December
12, 2008 by Ward Consulting Engineers, P.C. (WCE) and The Catena Group, Inc. The Restoration Plan
was approved by the Interagency Review Team and a §404 permit (Action ID SAW -2009- 00589) and a
§401 Water Quality Certification were issued on March 26, 2009 and April 15, 2009, respectively. Glade
Creek is classified as trout water and is therefore subject to trout buffer rules administered by the NC
Division of Land Resources (DLR). The DLR issued a trout water buffer zone variance for the originally
planned work on September 29, 2010. The purpose of this addendum is to document our analyses and
revised design approach in support of an amended 404/401 permit submittal and trout buffer zone
variance application.
The Glade Creek II Restoration Project (project) will be used to fulfill stream mitigation requirements
accepted by the EEP for the New River Basin (CU 05050001). Through this project, EEP proposes to
restore and enhance approximately 2,056 linear feet (LF) of Glade Creek and restore and preserve
approximately 461 LF of an unnamed tributary (LIT) to Glade Creek. The project will also include
restoration of 0.16 acre of buried wetland, preservation of 0.84 acre of existing wetland, removal of
invasive plant species across the project and establishment of native riparian buffers.
The Glade Creek II Restoration Project is located within an EEP Targeted Local Watershed (Brush Creek,
HUC 05050001030030), as documented within the 2009 River Basin Restoration Priorities (RBRP) for the
New River Basin. Furthermore, the project site is within a priority subwatershed for stream and wetland
restoration (and habitat protection) — Middle Glade Creek -- as identified within W.K. Dickson's 2006
Local Watershed Plan and Preliminary Project Atlas for Little River and Brush Creek. Primary stressors
within the Brush Creek TLW and the Middle Glade Creek subwatershed include stream channelization,
livestock access, degraded riparian buffers and Christmas tree farming. Protection and maintenance of
bog turtle habitat is another local watershed management goal.
The purpose of this addendum is to document a revised design approach. Project background and non -
design elements of the WCE Restoration Plan are unchanged and the recorded conservation easement
will not change. The revised design will make use of more of the existing Glade Creek channel,
incorporating bio- engineering measures and in- stream structures to address instability and habitat
degradation. The revised design is expected to result in greater benefit and less impact to the resources
at the site.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013

TABLE OF CONTENTS
1.0 PROJECT GOALS AND OBJECTIVES ..................................................................... ..............................1
2.0 UPDATED BASELINE INFORMATION ..................................................................... ..............................2
2.1 GENERAL OBSERVATIONS ..................................................................................................
..............................3
2.2 DATA REVIEW AND ADDITIONAL DATA COLLECTION .......................................................
..............................3
2.3 CURRENT SITE PHOTOGRAPHS ...........................................................................................
..............................4
3.0 MITIGATION APPROACH ........................................................................................... ..............................5
4.0 MITIGATION WORK PLAN .......................................................................................... ..............................6
4.1 TARGET STREAMS ..............................................................................................................
..............................6
4.2 DESIGN METHODOLOGY AND DATA ANALYSES ................................................................
..............................7
4.2.1 Reference Reaches and Reference Sections ................................................
..............................7
4.2.2 Design Discharge ...............................................................................................
..............................8
4.2.3 Sediment Transport ............................................................................................
..............................8
4.2.4 Cross Section ......................................................................................................
..............................9
4.2.5 Plan and Profile ...................................................................................................
..............................9
4.2.6 In- Stream Structures .........................................................................................
.............................10
4.3 WETLANDS .......................................................................................................................
.............................10
5.0 DEFINITIONS ................................................................................................................. .............................11
6.0 REFERENCES ............................................................................................................... .............................12
APPENDIX A: MITIGATION WORK PLAN DATA AND ANALYSES
APPENDIX B: PRELIMINARY PLANS
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013

1.0 PROJECT GOALS AND OBJECTIVES
The EEP develops River Basin Restoration Priorities (RBRP) to guide its restoration activities within each
of the state's 54 cataloging units. RBRPs delineate specific watersheds that exhibit both the need and
opportunity for wetland, stream and riparian buffer restoration. These watersheds are called Targeted
Local Watersheds (TLWs) and receive priority for EEP planning and restoration project funds.
The project goals address stressors identified in the TLW and priority subwatershed, and include the
following:
• Improve water quality by repairing eroding stream banks and establishing riparian buffers;
• Improve the community structure of the buffers;
• Improve stream function and habitat by re- establishing stream-to-flood plain connections;
• Restore long -term stability through the restoration of channel dimension, pattern and profile;
• Improve in- stream habitat using in- stream structures; and
• Remove exotic invasive plant species.
Specific project objectives include:
• Restoration of approximately 2,056 LF of Glade Creek;
• Restoration of 332 LF of the LIT to Glade Creek;
• Preservation of 129 LF of the LIT to Glade Creek;
• Restoration of 0.16 acre of wetland by improving hydrologic connections;
• Preservation of 0.84 acre of existing jurisdictional wetland; and
• Establishment of riparian buffers by removing exotic invasive plants and installing a variety of
native vegetation.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
1

2.0 UPDATED BASELINE INFORMATION
EXIST. CONSERV. ESMT.
WETLAND RESTORATION
WETLAND PRESERVATION
STREAM RESTORATION
STREAM ENHANCEMENT
STREAM PRESERVATION
Scale: As Shown Glade Creek II Restoration Figure 1: Project Site Map
Alleghany County, NC
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
2

2.1 General Observations
Based on our review of the site data collected in 2008 (WCE, 2008) and our observations of current site
conditions, we believe the 2008 data are still valid. The stream pattern and profile do not appear to have
changed significantly from the original survey. Beaver dams within the upstream 200 LF and near the
middle of the project reach have both been breached, apparently due to flood events (as opposed to
mechanical means). These breaches have affected the water surface profile but do not appear to have
affected the reach -wide bed profile.
It appears that vegetation on the banks and floodplain areas has matured since the original site
assessment, and areas of native woody vegetation can be sources of woody transplants. The majority of
the outside meander bend banks are actively eroding due to a combination of incised conditions (from
valley fill described in the WCE Restoration Plan) and a lack of deep rooted woody vegetation. Dogwood,
ninebark, willow, alder and elderberry shrubs are abundant in several areas. Young white pines dominate
the floodplain and upland areas. Mature hardwood trees are present within the conservation easement
on a terrace slope on the left side of the valley near the middle of the project reach and on a similar
terrace slope on the right side near the downstream end; these trees will be protected.
2.2 Data Review and Additional Data Collection
As a starting point for our site assessment, we reviewed the following data collected by WCE during their
site assessment and imported these data into the RIVERMorph software:
• 12 cross sections and a longitudinal profile on Glade Creek;
• 4 cross sections and a longitudinal profile on the LIT to Glade Creek;
• 2 pebble counts and 1 bar sample on Glade Creek;
• 2 pebble counts and 1 bar sample on the LIT to Glade Creek;
• A 2008 topographic survey of the site by Cavanaugh and Associates; and
• Several photographs
In order to check the validity of the 2008 data set and to supplement this data set with geomorphic and
sediment data we deemed necessary for our analysis, we collected the following additional data:
• 1 cross section on Glade Creek about 700 LF upstream of the project reach;
• 2 cross sections on Glade Creek within the project reach;
• 2 pebble counts and 2 bar samples on Glade Creek; and
• Several photographs.
We also performed the qualitative evaluations of the current conditions, including:
• Identification of desirable native woody species;
• Location of non - native species infestations;
• Bank and bed stability; and
• Site constraints, including overhead power lines, fences and the proposed ford crossing;
A comparison of our surveyed cross sections indicated that, while ourjudgments of bankfull indicators
may be somewhat different, the channel cross sectional areas we surveyed are in close agreement to
those surveyed in 2008. Our sediment data are also similar to the 2008 data set; the 2008 wetted
perimeter pebble count indicated a D50 of 31 mm while our riffle pebble counts (which used a similar
sampling approach) both indicated a D50 of 28mm. These comparisons give us confidence that the 2008
data, when combined with our data, provide a complete baseline data set from which to develop the
revised design.
The additional geomorphic data are summarized in Appendix A. The WCE data set is not repeated
herein. Recent site photographs are included in Section 2.3 below.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
3

2.3 Current Site Photographs
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
4
Glade Creek, looking downstream at eroding
Glade Creek, looking downstream at eroding
bank near station 11 +00; February 22, 2012
bank near station 14 +00; February 22, 2012
x
jy •': Y
Glade Creek, looking downstream at eroding
Bank of Glade Creek; valley filling and vertical
bank near station 25 +50; February 22, 2012
erosion near station 12 +00; June 27, 2012
r
Abundant dogwood, ninebark and willow
UT to Glade Creek, looking upstream from
transplants on Glade Creek, June 27, 2012
station 12 +00; February 22, 2012
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
4

3.0 MITIGATION APPROACH
Descriptions of each project component with proposed treatments are presented in Table 1 below. The
projected mitigation credits are presented in Table 2. Mitigation credits presented in Table 2 are
projections based on the proposed design. Upon completion of site construction, the mitigation credit for
each project component will be revised as needed to be consistent with the as -built conditions.
Table 1. Component Descriptions
Reach
Characteristics and Uplift Discussion
Impacted by historic agricultural practices, vegetation removal and valley filling;
widespread bank erosion and mid - channel deposition; abundant sources of woody
transplants; 0.7 acre wetland on left floodplain.
Glade Creek Reach 1
Uplift gained by a combination of on -line bank sloping, floodplain benching and
bioengineering and construction of new channel using abandoned meander scrolls.
Buffers will be planted with native trees and shrubs. Existing wetland will be
protected during construction with fencing.
Impacts similar to reach 1; bank erosion at outside meander bends and mid -
channel deposition; some well- vegetated and stable banks; bedrock visible in
profile; overhead power line crossing; two small wetlands; planned ford crossing
Glade Creek Reach 2
near downstream end.
Uplift gained by bank sloping, floodplain benching, bioengineering and planted
buffers. Existing wetlands will be protected during construction with fencing.
Impacted by upstream cattle trampling and associated fine sediment inputs, buffer
vegetation removal and channel incision.
UT to Glade Creek
Uplift gained by construction of some on -line bank sloping and benching and new
off -line channel. Buffers will be planted with native trees and shrubs. Upstream
reach is included in conservation easement and will be preserved.
Valley fill buried hydric soils, but groundwater flow from the adjacent hillside
Wetland D
provides hydrology.
Uplift gained by select fill removal and added overbank flooding from re- alignment
of UT to Glade Creek.
Wetlands A, B and C
Impacted by vegetation clearing and exotic invasive plant species.
Uplift gained by buffer planting and preservation.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
5

Table 2: Projected Mitigation Credits
Glade Creek II Restoration Project
Alleghany County, North Carolina
EEP Project No. 92343
Mitigation Credits
Stream SMUs
Wetland WMUs
Type
R
El
P
R
P
Totals
1,432
631
26
0.16
0.17
Project Components
Project Component -
or- Reach ID
Stationing /Location
Existing
Thalweg LF
or AC
Approach
Restoration -or-
Restoration
Equivalent
Proposed LF
or AC
Mitigation
Ratio
Glade Reach 1
STA 1000 -2100
1,200
P2
R
1,100
1:1
Glade Reach 2
STA 2100 -3120
1,074
Enhancement
El
1,020
1.5:1
UT to Glade R1
STA 1000 -1129
129
N/A
P
129
5:1
UT to Glade R2
STA 1129 -1461
197
P1/2
R
332
1:1
Wetlands A, 13, C
-
0.84
Preservation
P
0.84
5:1
Wetland D
-
0.16
Restoration
R
0.16
1:1
Component Summary
Restoration Level
Proposed
LF or AC
Stream
Restoration
1,432
Enhancement 1
1,020
Preservation
129
Wetlands
Restoration
0.16
Preservation
0.84
* Stream enhancement credit reduced to account for 64 LF at break in conservation easement and one -
half credit at overhead power easement.
4.0 MITIGATION WORK PLAN
4.1 Target Streams
The project addresses habitat degradation, the primary water quality stressor described in the New River
Basin Restoration Priorities Plan (2009). The project design will enhance (and protect where appropriate)
threatened ecological services in the project area. The conservation easement boundaries will
encompass riparian buffers and four wetlands at the site. Table 3 below summarizes the links between
each design objective and the ecological service improvements that can be achieved on a reach -by -reach
basis.
In order to explain the stream design approach, it is worth briefly discussing the work in terms of channel
evolution sequence. As discussed in the WCE Restoration Plan, the Glade Creek valley appears to have
filled with eroded fine grained soils that were mobilized as upland areas were cleared. A photograph in
Section 2.3 of this addendum shows a typical soil profile at the site; the original floodplain is buried under
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
6

3 feet or more of fine grained deposits. This valley filling had the damaging effect of creating incised
channels, which lead to increased shear stresses on the stream banks and bed, which in turn lead to
even greater incision. The proposed design will address this incision by promoting more frequent stream -
to-floodplain interaction and the associated energy dissipation effects a functioning floodplain will provide.
Table 3: Design Objectives and Ecological Services
Project Reach
Design Objective
Enhanced Ecological Services
Glade
Glade
UT to Glade
Reach 1
Reach 2
Reaches 1 and 2
a. Reduction in channel shear
stresses will protect in- stream
Create bankfull benches; restore
habitats
✓
✓
✓
stream to floodplain interaction.
b. Flood attenuation
C. Fine sediment storage
a. Maintenance of stable channel
bed and banks.
Create new channel dimension,
b. Equilibrium sediment transport
✓
✓
pattern and profile
C. Maintenance of in- stream riffle
and pool habitats
Use in- stream structures and
a. Maintenance of stable channel
bank grading to promote stability,
bed and banks.
riffle and pool formation and
b. Equilibrium sediment transport
✓
✓
✓
sediment transport continuity for
C. Maintenance of in- stream riffle
on -line reaches.
and pool habitats
a. Filtration of runoff
Establish riparian buffers with
b. Thermal regulation
✓
✓
✓
diverse group of native species.
C. Input of organic matter
Remove invasive exotic
vegetation and seed source;
a. Riparian buffer habitat
✓
✓
✓
replant buffer areas with native
b. Robust species diversity
vegetation.
4.2 Design Methodology and Data Analyses
The design methodology incorporated both form -based and analytical approaches, using a combination
of reference reach data, reference cross sections within the project reaches, statistical relationships and
hydraulic analyses to arrive at a design discharge for each reach. We then used the design discharges to
develop riffle and pool typical sections, profiles and pattern through an iterative process. The following
sections summarize each phase of the methodology; supporting calculations and data are included in
Appendix A.
4.2.1 Reference Reaches and Reference Sections
The primary reference reach consulted for the Glade Creek design is an EEP- sponsored restoration of
Glade Creek about one mile upstream of the project reach. Restoration activities were completed in
2011. We reviewed the 2007 Restoration Plan (Biohabitats, 2007) and the Year 1 monitoring report
(Equinox, 2011) for the project. The Year 1 monitoring report indicates the restored reach, a Rosgen
Priority 2 application, is meeting the project success criteria. The restored reach of Glade Creek is similar
in slope and has a similar bed material distribution as the project reach, and most importantly it drains the
same upper watershed. The restored reach has a notably higher width -to -depth ratio than what is
proposed for the project reach, but we believe the bankfull area and discharge values used to design the
reference reach are valid for consideration in our project.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
7

We also considered the dimensions and bank slopes of cross sections within the project reach where
bankfull indicators were evident. These include two cross sections surveyed by Confluence and WCE
cross sections 1, 3, 6, 7, 10, 11 and 12. For the UT to Glade Creek, we consulted the same reference
reach of UT to Little Pine Creek used by WCE. These data are not repeated herein, but morphological
data comparisons are included in Appendix A.
4.2.2 Design Discharge
In order to evaluate a range of design discharges, we evaluated regional regression equations, analyzed
field bankfull indicators using hydraulic modeling (HEC -RAS and RIVERMorph), and considered sediment
transport competence using critical discharge for initiation of bed material mobility. We also developed
effective discharge predictions based on scaled gauging station data and sediment transport estimates at
varying discharges.
Our selected design values are based primarily on hydraulic models that include surveyed riffle cross
sections with reliable bankfull indicators, in each case a well- defined bench or break in slope. We built a
reach -wide HEC -RAS model of Glade Creek from surveyed cross sections and extracted channel
geometry from the WCE base mapping. This existing conditions model accounts not only for geometry,
but also for varying floodplain and channel roughness, which allowed us to adjust discharge until the
stage matched the stable bankfull indicators. We are confident in the modeled discharges because they
are based on site - specific measurements rather than predictions based on average regional conditions or
empirical formulae.
As indicated in Table 4, there is reasonable agreement in the predicted design discharge values. The
USGS 2 -year estimate typically provides an upper bound on the bankfull discharge. Effective discharge
estimates are fairly rough because of the limited amount of daily stream flow data and the significant
downward scaling required (the nearest gauging station with daily stream flow is located on a 205 square
mile river, much larger than the project drainage area).
Table 4: Design Discharge Estimates (cfs)
Reach
NC Mountain
USGS or
Hydraulic
Critical
Effective
Selected
Regional
TR -20
Model using
Discharge
Discharge
Design Value
Curve
2 -year
Field
(Pavement D84)
Stable
NC HR1
Indicators
Sections
Glade (8 mi2)
493
561
213 -320
279 -344
110 -353
300
Glade Upstream
352
335
153 -228
n/a
n/a
200
Restoration
(4.6 miZ)
UT to Glade
5
4
8
n/a
n/a
8
(0.02 miZ)
4.2.3 Sediment Transport
As part of our sediment transport evaluations, we considered landscape position and the connections
between the supply, project and downstream reaches. In general, the project reach of Glade Creek does
not appear to be widely out of balance with its water and sediment supply. Rather, the primary sediment
transport issue appears to be the excess fine sediment being supplied by bank erosion. A qualitative
assessment of Glade Creek at the project site and the reach upstream reveals the following general
conditions:
• Beaver dams have historically had an effect on sediment transport, leading to localized sediment
deposition where it might otherwise not have occurred, and hungry water with accompanying
erosion downstream of the dams.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
8

• Some isolated mid - channel and lateral bars are present within the former upstream beaver dam
impoundment and downstream of small debris jams.
• Point bars, comprised mainly of sand and fine gravel, have formed on several of the inside
bends.
• Excess fine sediment is being supplied to the reach from widespread bank erosion. Much of this
fine sediment is being deposited on bench features during flood events, but some of the fines are
settling in riffles.
• Gravel and cobble sized bed materials appear to be moving through the reach.
• Bedrock in the channel bed, particularly at the downstream end, has fixed the longitudinal slope
and prevented channel incision beyond what is evident today.
Table 4 above summarizes sediment transport competence analyses; supporting data are included in
Appendix A. Our analyses indicate the design stream will transport the size of the large bed materials
sampled at the site, with similar stage -shear profiles as the supply and existing cross sections. We also
evaluated sediment transport capacity and continuity between the supply and design reaches, using unit
stream power as the indicator parameter. We compared stream power over a range of stages up to and
above the bankfull stage to check if continuity was achieved. Hydraulic models (HEC -RAS and
RIVERMorph) of the existing and design conditions were used to support the sediment transport analyses
by providing hydraulic parameters such as hydraulic radius, slope, shear stress, and power. Graphical
output of these analyses is included in Appendix A.
Slope and cross section size and shape are the factors that determine stream power. Because the
project will include primarily on -line enhancement, slope is essentially unchanged and cross section
shape and size become the design focus. As discussed in Section 4.2.4, there are geotechnical stability
constraints for cross section design; the design attempts to optimize sediment transport continuity and
bank stability within these constraints.
Analyses indicate that the design unit stream power in the reach is very similar to that in the supply and
existing project reaches. This continuity in sediment transport capacity, coupled with expected reductions
in fine sediment inputs once the banks are stabilized, indicates that the designed stream should reduce
both mid - channel deposition and settling of fines in riffles from what has been observed to date.
At the UT to Glade Creek, sediment supply is low and velocities are high. The main concern in the steep
upstream reach is down - cutting and the key design parameter is boundary shear. Comparisons of
existing versus design boundary shear indicate reductions in the design shear beyond the bankfull stage.
Shield's curve predictions indicate that the D50 of the planned constructed riffle materials will not be
mobile during events up to twice the bankfull discharge and that an armor layer will remain to protect
subgrade soils and the overall bed profile.
4.2.4 Cross Section
Design discharge and sediment transport analyses inform the design of cross section dimensions and
shapes; cross section dimensions and shapes along with slope govern hydraulic parameters that are
relevant to design. Past experience also informs the cross section design. For example, project
monitoring over the past several years has indicated that a newly constructed E or C -type channel with a
width -depth ratio less than about 10 can lead to stability problems. We evaluated reference cross
sections as indications of bankfull area and general shape, but the design bank slopes are also governed
by geotechnical stability needs during the monitoring period in areas where little or no deep- rooted
vegetation will be present for the first few growing seasons. Ratios of pool-to-riffle depth and top width
are based in part on reference reach data and in part on past experience.
4.2.5 Plan and Profile
The proposed restoration of Glade Creek includes modest plan changes in a few locations where existing
meander bends are unstable. At these plan changes, the design meander geometry is based on a range
of dimensionless ratios that have proven to be effective in meeting design objectives while promoting
stability. The prime example for plan geometry is radius of curvature ratio; well- vegetated reference
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
9

reaches suggest a radius of curvature ratio of 1.0 or less would be desirable, but experience indicates
that a ratio less than about 1.8 places undue stresses on newly constructed banks that lack deep rooted
vegetation. For the re- aligned portions of Glade Creek, the design radius of curvature ratio ranges from
1.8 to 2.1.
The proposed alignment for the restoration reach of the UT to Glade Creek takes into account a logical
departure point from the existing alignment and a logical confluence with Glade Creek. In order to
maintain as flat a slope as possible across the Glade Creek floodplain, we selected a confluence point at
the head of a riffle on Glade Creek. The selected departure point at the upstream end of the restoration
work is the tail of a riffle on the existing stream, which leads to a bend (pool) as the beginning of the new
alignment. The UT pattern includes relatively large radius meander bends due to the steep slope; radius
of curvature ratios range from 4.0 to 5.0. The upstream 129 -LF reach will be preserved in place.
4.2.6 In- Stream Structures
In- stream structure types and locations were selected based on design stability, habitat enhancement and
sediment transport objectives within each reach. Table 5 below provides a summary of specific
objectives for the proposed structures. Data and analyses supporting the sizing of stone for in- stream
structures are provided in Appendix A.
4.3 Wetlands
WCE identified six jurisdictional wetlands at the site, W1 through W6. Wetlands W1, W2 and W4 (herein
referred to as wetlands A, B and C) combined measure 0.84 acre and will be preserved within the
conservation easement. These wetlands will be improved indirectly by buffer planting on the adjacent
stream reaches. Wetlands W3, W5 and W6 combined measure 0.11 acre and are each relict stream
channel segments which will be returned to stream functions as part of the work on Glade Creek.
WCE also identified a 0.16 -acre area adjacent to wetland B, referred to herein as wetland D, that has
potential for wetland restoration through a combination of limited valley fill removal, planting, and
increased hydrologic inputs from a re- routed UT. WCE determined that hydric soils are present in the
wetland D area at a depth of approximately 19 inches. In conjunction with restoration efforts on the UT to
Glade Creek, surface deposits in the wetland D area will be removed and hydrologic connections will be
created between the wetland D area and the UT and wetland B. The planting plan will include
appropriate wetland vegetation in this area.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
10
Table 5. In- Stream Structures
Structure
Objectives
a.
Bank stability at channel plugs or sloped banks
Geolifts and Brush Mattresses
b.
Quickly establish deep rooted bank vegetation
c.
Offers alternative to extensive bank sloping where space is limited
Rock Vane or Log Vane
a.
Direct flow toward center of channel and away from banks
b.
Promote sediment storage upstream and pool formation downstream
a.
Set grade in profile
Constructed Riffle
b.
Provide roughness in bed
c.
Initiate riffle habitat and sediment transport equilibrium
a.
Set grade in profile
Step Structure
b.
Provide roughness in bed
c.
Direct cascading flow to center and downstream plunge pool
a.
Enhance bank stability
Root Wad Cluster
b.
Provide bank roughness
c.
Establish near -bank cover and pool habitat
4.3 Wetlands
WCE identified six jurisdictional wetlands at the site, W1 through W6. Wetlands W1, W2 and W4 (herein
referred to as wetlands A, B and C) combined measure 0.84 acre and will be preserved within the
conservation easement. These wetlands will be improved indirectly by buffer planting on the adjacent
stream reaches. Wetlands W3, W5 and W6 combined measure 0.11 acre and are each relict stream
channel segments which will be returned to stream functions as part of the work on Glade Creek.
WCE also identified a 0.16 -acre area adjacent to wetland B, referred to herein as wetland D, that has
potential for wetland restoration through a combination of limited valley fill removal, planting, and
increased hydrologic inputs from a re- routed UT. WCE determined that hydric soils are present in the
wetland D area at a depth of approximately 19 inches. In conjunction with restoration efforts on the UT to
Glade Creek, surface deposits in the wetland D area will be removed and hydrologic connections will be
created between the wetland D area and the UT and wetland B. The planting plan will include
appropriate wetland vegetation in this area.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
10

5.0 DEFINITIONS
DX— with respect to sediment grain size distribution, the grain mean diameter which is larger than x% of
the sample distribution
Morphological description — the stream type; stream type is determined by quantifying channel
entrenchment, dimension, pattern, profile, and boundary materials; as described in Rosgen, D. (1996),
Applied River Morphology, 2nd edition
Native vegetation community — a distinct and reoccurring assemblage of populations of plants, animals,
bacteria and fungi naturally associated with each other and their population; as described in Schafale,
M.P. and Weakley, A. S. (1990), Classification of the Natural Communities of North Carolina, Third
Approximation
Project Area - includes all protected lands associated with the mitigation project
Priority Levels of Restoration — 1: convert incised stream to new stream at original floodplain elevation; 2:
establish new stream and floodplain at existing stream elevation; 3: convert incised stream to new stream
type without establishing an active floodplain but providing flood -prone area; 4: stabilize incised stream in
place.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
11

6.0 REFERENCES
Abrahams, A. D., G. Li, and J. F. Atkinson (1995), Step -Pool Streams: Adjustment to Maximum Flow
Resistance, Water Resources Research, 31(10), 2593 -2602.
Andrews, E.D. (1984), Bed - material Entrainment and Hydraulic Geometry of Gravel -Bed Rivers in
Colorado. Geol. Soc. of Am. Bull., 95, 371 -378.
Andrews, E.D. and James M. Nankervis. (1995). Effective Discharge and the Design of Channel
Maintenance Flows for Gravel -Bed Rivers. Geophysical Monograph Series, Vol. 89,151 -164.
Biedenharn, D.S. and R.R. Copeland (2000). Effective Discharge Calculation, US Army Corps of
Engineers ERDC/CHL CHETN- VIII -4.
Biohabitats (2007). Restoration Plan, Glade Creek Stream Restoration.
Chin, A. (2002), The Periodic Nature of Step -Pool Mountain Streams. American Journal of Science, Vol.
302, 144 -167.
Equinox Environmental Consultation and Design (2012). Glade Creek Stream Restoration, Monitoring
Year 1, 2011 Final Report.
Harman, et al. (1999). Bankfull Hydraulic Geometry Relationships for North Carolina Streams, AWRA
WiIdland Hydrology Symposium Proceedings, Journal of Hydraulic Engineering, AWRA Summer
Symposium, Bozeman, MT, 401 -408.
Leopold, L.B., Wolman, M.G. and Miller, J.P. (1964). Fluvial Processes in Geomorphology, Dover
Publications, Inc., New York, NY.
North Carolina Ecosystem Enhancement Program (2009), New River Basin Restoration Priorities.
Rosgen, D. L. (1994). A classification of natural rivers. Catena 22:169 -199.
_. (1996). Applied River Morphology. Pagosa Springs, CO: Wildland Hydrology Books.
_. (1997). A geomorphological approach to restoration of incised rivers. Proceedings of the
Conference on Management of Landscapes Disturbed by Channel Incision. Wang, S.S.Y, E.J.
Langendoen, and F.D. Shields, Jr., eds. 12 -22.
_. (1998). The reference reach - A blueprint for natural channel design (draft). ASCE Conference on
River Restoration. Denver CO. March, 1998. ASCE. Reston, VA.
Schafale, M.P. and Weakley, A. S. (1990). Classification of the Natural Communities of North Carolina,
Third Approximation, NC Natural Heritage Program, Raleigh, NC.
US Army Corps of Engineers Wilmington District (2003). Stream Mitigation Guidelines
Weaver, J.C., Toby D. Feaster and Anthony J. Gotvald, (2009). "Magnitude and Frequency of Rural
Floods in the Southeastern United States, through 2006: Volume 2, North Carolina" Scientific
Investigations Report 2009 -5158, USGS, Nashville, TN.
Young, T.F. and Sanzone, S. (editors). (2002), A framework for assessing and reporting on ecological
condition. Ecological Reporting Panel, Ecological Processes and Effects Committee. EPA Science
Advisory Board. Washington, DC.
Ward Consulting Engineers, PC (2008), Restoration Plan, Glade Creek 11 Restoration Project.
W.K. Dickson & Co., Inc. (2006), Little River and Laurel Branch Local Watershed Plans, Phase 1 Report.
Glade Creek II Restoration Project - Final Mitigation Plan Addendum January 2013
12

APPENDIX A
MITIGATION WORK PLAN DATA AND ANALYSES

it
O
N
11J
Glade Riffle 700 LF Upstream
o Ground Points o Bankfull v Water Surface
Indicators Points
Wbkf = 24.9 Dbkf = 1.89 Abkf = 47
0 10 20 30 40 50
Horizontal Distance (ft)

10
10
O
_N
W 9
0
Pool Near Sta 11 +20
o Ground Points o Bankfull v Water Surface
Indicators Points
Wbkf = 39.8 Dbkf = 3.34 Abkf = 133
0 20 40 60 80
Horizontal Distance (ft)

10
10
O
_N
W 9
0
Riffle Near Sta 18 +50
o Ground Points o Bankfull v Water Surface
Indicators Points
Wbkf = 17.7 Dbkf = 2.76 Abkf = 48.8
0 10 20 30 40
Horizontal Distance (ft)

L
U-
yr
U
L
zigzag pebble ct near 17 +00
0.1 1 10 100 1000 10000
Particle Size (mm)

L
U-
yr
U
L
bar sample near 17 +50
1 10 100
Particle Size (mm)

L
U-
yr
U
L
zigzag pebble ct near Sta 23 +00
0.1 1 10 100 1000 10000
Particle Size (mm)

L
U-
yr
U
L
bar sample near 23 +50
1 10 100
Particle Size (mm)

Parameter
Existing Stream
Design Stream
Reference Stream
Min
Median
Max
I Min
I Median
I Max
Min
I Median
Max
Stream name
Glade Creek
Glade Creek
Glade Creek Restoration
Stream type
E4, C4
C4
C4
Drainage area, DA (sq mi)
8
8
4.6
Mean riffle depth, dbkf (ft)
2.6
2.1
2.1
2.3
0.9
1.2
1.3
Riffle width, Wbkf (ft)
17.7
26.2
38.5
33.0
36.3
45.3
48.8
Width -to -depth ratio, [Wbkf/dbkfl
6.7
12.2
18.8
14.2
40.3
37.7
37.2
Riffle cross - section area, Abkf (sq ft)
46.9
56.3
79.0
76.5
45.6
48.0
64.1
Max riffle depth, dmbkf (ft)
2.9
3.5
4.1
3.0
3.0
3.0
1.9
1.9
1.9
/ 1
Max riffle depth ratio, [dmbkf'dbkfl
1.1
1.6
2.0
1.3
1.3
1.3
2.1
1.6
1.4
Pool width, Wbkfp (ft)
25.3
39.9
57.9
42.6
42.6
42.6
49.3
50.4
51.5
Pool width ratio, [Wbkfp/Wbkfl
1.4
1.5
1.5
1.3
1.3
1.3
1.4
1.1
1.1
Pool cross - section area, Abkfp (sq ft)
82.3
115.4
133.0
131.6
131.6
131.6
75.0
79.0
83.0
Pool area ratio, [Abkf^kfl
1.8
1.7
2.0
1.7
1.7
1.7
1.6
1.6
1.3
Max pool depth, dmbkfp (ft)
4.4
5.7
6.6
5.0
5.0
5.0
3.3
3.7
4.1
Max pool depth ratio, [dmbkfp/dbkfl
1.7
2.7
3.2
2.2
2.2
2.2
3.7
3.1
3.1
Low bank height, LBH (ft)
3.2
4.75
7.1
3.0
3.0
3.0
1.9
1.9
1.9
Low bank height ratio, [LBH /dmbkfl
1.1
1.4
1.7
1.0
1.0
1.0
1.0
1.0
1.0
Width flood -prone area, Wfpa (ft)
47
82
115
99
132
165
69
89
118
Entrenchment ratio, ER [Wfpa/Wbkfl
2.7
3.0
3.1
3.0
4.0
5.0
1.9
2.0
2.4
Radius of curvature, Rc (ft)
21
63
114
59
66
99
Radius of curvature ratio [Rc/Wbkfl
1.2
2.4
3.0
1.8
2.0
3.0
0.0
0.0
0.0
Belt width, Wbit (ft)
60
150
240
112
188
205
Meander width ratio [WbdWbkfl
3.4
5.7
6.2
3.4
5.7
6.2
0.0
0.0
1 0.0
Valley slope, VS (ft/ft)
0.0064
0.0064
not reported
Average water surface slope, S ( ft/ft)
0.0038
0.0038
0.0049
Sinuosity, k = VS /S (ft/ft)
1.68
1.68
1.18
Bankfull discharge, Qbkf (cfs)
250
275
300
300
300
300
200
200
200
Bankfull mean velocity, Ubkf = Q/A (ft/s)
5.3
4.9
3.8
3.9
3.9
3.9
4.4
4.2
3.1
D50 riffle (mm)
28
28
31
28
28
31
44
45
47
D50 bar (mm)
4
6
8
4
6
8
n/a
n/a
n/a
D100 bar (mm)
20
34
48
20
34
48
n/a
n/a
n/a

Parameter
Existing Stream
Design Stream
Reference Stream
Min
Median
Max
I Min
I Median
I Max
Min
Median
Max
Stream name
LIT to Glade Creek
LIT to Glade Creek Rch 1
LIT to Little Pine Trib 1
Stream type
F4, B4
B4
C4, B4
Drainage area, DA (sq mi)
0.02
0.02
0.05
Mean riffle depth, dbkf (ft)
0.3
0.4
0.5
0.3
0.9
1.2
0.5
Riffle width, Wbkf (ft)
5.2
7.5
9.9
5.4
6.2
7.6
11.1
Width -to -depth ratio, [Wbkf/dbkfl
17.3
19.2
26.8
17.4
6.9
6.3
24.2
Riffle cross - section area, Abkf (sq ft)
2.1
2.1
5.1
1.7
3.8
4.4
5.1
Max riffle depth, dmbkf (ft)
0.5
0.7
0.8
0.4
0.4
0.4
0.8
1.0
1.6
/ 1
Max riffle depth ratio, [dmbkf'dbkfl
1.7
1.6
2.5
1.3
1.3
1.3
0.9
0.8
3.5
Pool width, Wbkfp (ft)
12.0
12.0
12.0
7.8
7.8
7.8
4.2
5.8
7.4
Pool width ratio, [Wbkfp/Wbkfl
1.2
1.6
2.3
1.4
1.4
1.4
0.7
0.8
0.7
Pool cross - section area, Abkfp (sq ft)
3.4
3.4
3.4
4.4
4.4
4.4
1.3
3.7
6.9
Pool area ratio, [Abkf^kfl
0.7
1.6
1.6
2.6
2.6
2.6
0.3
0.8
1.4
Max pool depth, dmbkfp (ft)
0.8
0.8
0.8
0.8
0.8
0.8
0.7
1.2
1.5
Max pool depth ratio, [dmbkfp/dbkfl
1.6
2.0
2.9
2.6
2.6
2.6
0.8
1.0
3.3
Low bank height, LBH (ft)
0.4
0.4
0.4
1.0
1.2
1.7
Low bank height ratio, [LBH /dmbkfl
0.0
0.0
0.0
1.0
1.0
1.0
1.0
1.3
2.1
Width flood -prone area, Wfpa (ft)
7
11.2
12
22
27
33
14
29
46
Entrenchment ratio, ER [Wfpa/Wbkfl
1.2
1.3
1.5
4.0
5.0
6.0
2.3
3.8
4.1
Radius of curvature, Rc (ft)
30
30
30
20
39
66
Radius of curvature ratio [Rc/Wbkfl
0.0
0.0
0.0
5.5
5.5
5.5
3.2
5.1
5.9
Belt width, Wbit (ft)
7
10
16
17
17
17
19
21
26
Meander width ratio [WbdWbkfl
1.3
1.3
1.6
3.1
3.1
3.1
2.5
2.8
3.5
Valley slope, VS (ft/ft)
0.0500
0.0500
0.0516
Average water surface slope, S ( ft/ft)
0.0480
0.0440
0.0473
Sinuosity, k = VS /S (ft/ft)
1.04
1.14
1.09
Bankfull discharge, Qbkf (cfs)
8
10
25
8
8
8
23
23
23
Bankfull mean velocity, Ubkf = Q/A (ft/s)
3.8
4.8
4.9
4.7
4.7
4.7
4.5
5.2
6.1
D50 riffle (mm)
7
7
7
7
7
7
7
7
7
D50 bar (mm)
0.5
0.5
0.5
0.5
0.5
0.5
8
8
8
D100 bar (mm)
5
5
5
5
5
5
70
70
70

Parameter
Existing Stream
Design Stream
Reference Stream
Min
Median
Max
I Min
I Median
I Max
Min
Median
Max
Stream name
LIT to Glade Creek
LIT to Glade Creek Rch 2
LIT to Little Pine Trib 1
Stream type
F4, B4
C4
C4, B4
Drainage area, DA (sq mi)
0.02
0.02
0.05
Mean riffle depth, dbkf (ft)
0.3
0.4
0.5
0.4
0.9
1.2
0.5
Riffle width, Wbkf (ft)
5.2
7.5
9.9
5.0
6.2
7.6
11.1
Width -to -depth ratio, [Wbkf/dbkfl
17.3
19.2
26.8
12.5
6.9
6.3
24.2
Riffle cross - section area, Abkf (sq ft)
2.1
2.1
5.1
2.0
3.8
4.4
5.1
Max riffle depth, dmbkf (ft)
0.5
0.7
0.8
0.5
0.5
0.5
0.8
1.0
1.6
/ 1
Max riffle depth ratio, [dmbkf'dbkfl
1.7
1.6
2.5
1.3
1.3
1.3
0.9
0.8
3.5
Pool width, Wbkfp (ft)
12.0
12.0
12.0
9.0
9.0
9.0
4.2
5.8
7.4
Pool width ratio, [Wbkfp/Wbkfl
1.2
1.6
2.3
1.8
1.8
1.8
0.7
0.8
0.7
Pool cross - section area, Abkfp (sq ft)
3.4
3.4
3.4
6.0
6.0
6.0
1.3
3.7
6.9
Pool area ratio, [Abkf^kfl
0.7
1.6
1.6
3.0
3.0
3.0
0.3
0.8
1.4
Max pool depth, dmbkfp (ft)
0.8
0.8
0.8
1.0
1.0
1.0
0.7
1.2
1.5
Max pool depth ratio, [dmbkfp/dbkfl
1.6
2.0
2.9
2.5
2.5
2.5
0.8
1.0
3.3
Low bank height, LBH (ft)
0.5
0.5
0.5
1.0
1.2
1.7
Low bank height ratio, [LBH /dmbkfl
0.0
0.0
0.0
1.0
1.0
1.0
1.0
1.3
2.1
Width flood -prone area, Wfpa (ft)
7
11.2
12
20
25
30
14
29
46
Entrenchment ratio, ER [Wfpa/Wbkfl
1.2
1.3
1.5
4.0
5.0
6.0
2.3
3.8
4.1
Radius of curvature, Rc (ft)
30
30
30
20
39
66
Radius of curvature ratio [Rc/Wbkfl
0.0
0.0
0.0
6.0
6.0
6.0
3.2
5.1
5.9
Belt width, Wbit (ft)
7
10
16
30
33
35
19
21
26
Meander width ratio [WbdWbkfl
1.3
1.3
1.6
6.0
6.5
7.0
2.5
2.8
3.5
Valley slope, VS (ft/ft)
0.0500
0.0280
0.0516
Average water surface slope, S ( ft/ft)
0.0480
0.0220
0.0473
Sinuosity, k = VS /S (ft/ft)
1.04
1.27
1.09
Bankfull discharge, Qbkf (cfs)
8
10
25
8
8
8
23
23
23
Bankfull mean velocity, Ubkf = Q/A (ft/s)
3.8
4.8
4.9
4.0
4.0
4.0
4.5
5.2
6.1
D50 riffle (mm)
7
7
7
7
7
7
7
7
7
D50 bar (mm)
0.5
0.5
0.5
0.5
0.5
0.5
8
8
8
D100 bar (mm)
5
5
5
5
5
5
70
70
70

1
M
0.8
0.7
w
Q.
m
s 0.5
a
L
m
3 0.4
0
m
0.3
0.2
Glade Creek
Stage vs. Shear
0.1
/
0
0
1 2 3 4 5 6 7 8 9
Stage (ft)
- Supply Riffle
XS1
XS2
XS3
XS6
XS7
XS10
XS11
XS12
CE RIFFLE
DESIGN RIFFLE

0
0
7
v 6
a�
5
a�
3
0
CL
E 4
a�
i
H
3
2
1
0
Glade Creek
Stage vs. Unit Stream Power
0 1 2 3 4 5 6 7 8 9
Stage (ft)
Supply Riffle
XS1
XS2
XS3
XS6
XS7
XS10
XS11
XS12
CE RIFFLE
- -- DESIGN RIFFLE

Ville]
M
500
a
V
C
a�
Cr 400
a�
i
LL
300
WX
100
0
0
Effective Discharge
Peff — 110 cfs Using Surveyed Glade XS 11
100 200 300 400 500 600 700
Discharge (cfs)
01
10,11111f
1.11111
Melllf
L. 1 I,
a
N
5000 c
0
W
to
i
4000 s
V
N
3000
E
=a
a�
64cl
1000
IN
Discharge (
Fork New River Gauge)
Parker Predicted
Sediment Discharge
Rating Curve
Collective Sediment
Discharge

c
a�
Cr
W
i
LL
700
1:11117
500
400
WIN
200
100
0 +
0
Effective Discharge
Using Surveyed Glade XS 6
400
Discharge (cfs)
Discharge (Scaled from S
Fork New River Gauge)
Parker Predicted
Sediment Discharge
Rating Curve
Collective Sediment
Discharge

3.5
3
2.5
a
M 2
v
t
m 1.5
c
0
m 1
0.5
0
0
UT to Glade Creek
Stage vs. Shear
45
40
35
U
N
V1
30
25
3
0
E 20
M
w
L
N 15
D 10
5
0
0
0.5 1 1.5 2
Stage (ft)
UT to Glade Creek
Stage vs. Unit Stream Power
0.5 1 1.5 2
Stage (ft)
XS1
XS2
- DESIGN RCH 1 RIFFLE
DESIGN RCH 2 RIFFLE
XS1
XS2
DESIGN RCH 1 RIFFLE
DESIGN RCH 2 RIFFLE

Check of in- stream structure particle mobility
10/11/2012
Reach
Stage
Shear
(psf) *
Particle Diam.
Shield's Curve,
Rosgen data (mm)
Particle Diam.
Shield's Curve,
Rosgen data (in)
Constructed
Riffle D50 (in)
Step Structure
Median Boulder
Size (in)
Glade
bankfull
0.48
90
3.5
8
24
2xbankfull
0.77
120
4.7
UT, R1
bankfull
0.82
130
5.1
2xbankfull
1.1
160
6.3
UT, R2
bankfull
0.52
90
3.5
2xbankfull
0.62
110
4.3
* From stage shear calcs (RAS and RIVERMorph)
1000
100
I=
E
L
(U
E
Q 10
c
•M
Ur
1
0.1
0.001
❑ Rosgen's Data- Colorado, USA,
gravel -bed streams
❑ Shields Data- misc. labarotory and
field sources
■ Shields Curve for Threshold of Motion
10
❑
p
o
En
CA
❑
❑
I
,
°
0
❑
❑
0.01
Critical
Shear
Stress
0.1
(lbslsq
ft)
1

/_1 „:1101Qpyll 3
PRELIMINARY PLANS

ti
0
ao
00
0
0
0
A
h
V
W
O
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- PRELIMINARY
PLANS
1 -tom — 1 ° 1515 150
T406 .• t • ` ° 7 1453 °
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TI: TITLE
T2 -T3: NOTES, SYMBOLS AND TABLES
PI -P5.• PLANAND PROFILE
P6: SEDIMENTATION & EROSION CONTROL PLAN
P7: EASEMENT PLAN
P8: CONSTRUCTIONSTAKEOUT
P9: CONTROL LINE DATA
TSI -TS2: TYPICAL SECTIONS
DI -D5: DETAILS
GRAPHIC SCALES
20 10 0 20 40
PLAN (EXCEPT AS NOTED)
20 10 0 20 40
PROEiEE (HORZ.)
2 1 0 2 4
PROFILE (VERT.)
CONSTRUCTION PLANS
GLADE CREEK II RESTORATION PROTECT
NEE
STREAMNAMES: GLADE CREEKAND ONE UNNAMED TRIBUTARY
LOCATION: ALLEGHANY COUNTY, NORTH CAROLINA
.: ......... O
1,011 / \
MoD
L0D GLADE CREEK
I
I
30 30
SCO PROJECT ID
SHEET
TOTAL
07- 07088 -01
T1
19
NCEEP PROJECT NO. 92343
W
0 D I L ®D
81 `" END PROJECT
RIn
Y�� —aflse� �o
_ I > po a
Goi Goi� �o — 30 — 30 Doi pO� �0
GO U
— C _
CE _, "0 — GE —cE
FOX RIDGE ROAD
i
START GLADE II PROJECT I
LAT: N36° 28'37 ' 09"
LONG: W81° 03'42.79" o
CIO as
I
\ U
n I
50 0 50 100
I
Prepared By:
CONFLUENCE
ENGINEERING, PC
16 Broad Street
Asheville, North Carolina 28801
Phone: [phone]
confluence-eng.com
PROJECTED START DATE:
COMPLETION DATE:
EEP PROJECT MANAGER
REVIEW COORDINATOR
Andrew Bick, PE
KN ,� o< G
9 _
►,, o:0.
O� DAV
SIGNATURE
TOTAL DISTURBED AREA = 8.0 ACRES
Prepared for:
rA -I*— I
iwtem
icli �11 cllt
R1RoGW.&M
A
PRELIMINARY
JAN. 2013
B
D
E
NCEEP PROJECT NO. 92343
W
0 D I L ®D
81 `" END PROJECT
RIn
Y�� —aflse� �o
_ I > po a
Goi Goi� �o — 30 — 30 Doi pO� �0
GO U
— C _
CE _, "0 — GE —cE
FOX RIDGE ROAD
i
START GLADE II PROJECT I
LAT: N36° 28'37 ' 09"
LONG: W81° 03'42.79" o
CIO as
I
\ U
n I
50 0 50 100
I
Prepared By:
CONFLUENCE
ENGINEERING, PC
16 Broad Street
Asheville, North Carolina 28801
Phone: [phone]
confluence-eng.com
PROJECTED START DATE:
COMPLETION DATE:
EEP PROJECT MANAGER
REVIEW COORDINATOR
Andrew Bick, PE
KN ,� o< G
9 _
►,, o:0.
O� DAV
SIGNATURE
TOTAL DISTURBED AREA = 8.0 ACRES
Prepared for:
rA -I*— I
iwtem
icli �11 cllt
R1RoGW.&M

GENERAL NOTES:
SURVEY DATA ARE NAD 83 (HORIZONTAL) AND NGVD 88 (VERTICAL).
BASE TOPOGRAPHY (1 -FOOT CONTOURS) PROVIDED BY CAVANAUGH & ASSOCIATES,
APRIL 2008.
CONTRACTOR SHALL DISTURB ONLY AS MUCH AS CAN BE STABILIZED BY THE END OF
THAT WORK DAY. ALL GRADED AREAS SHALL BE STABILIZED WITHIN 48 HOURS OF
REACHING FINAL GRADES.
EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED, INSPECTED AND
MAINTAINED IN ACCORDANCE WITH THE APPROVED PLAN AND FEDERAL, STATE AND
LOCAL REGULATIONS.
ALL EQUIPMENT SHALL BE CLEANED REGULARLY AND MAINTAINED TO BE FREE OF
FUEL, OIL AND LUBRICANT LEAKS.
CLEARING AND STOCKPILING:
PRIOR TO CLEARING AND TREE REMOVAL, THE CONTRACTOR SHALL CONSULT WITH
THE DESIGNER TO DETERMINE WHICH TREES ARE SUITABLE FOR SALVAGE AS ROOT
WADS AND LOGS IN THE PROJECT.
STAGING AND STOCKPILE AREAS SHOWN ON THE PLANS ARE APPROXIMATE. THE
CONTRACTOR MAY ADJUST LOCATIONS PROVIDED THEY ARE CONTAINED WITHIN THE
LIMITS OF DISTURBANCE AND EASEMENT BOUNDARIES.
TOPSOIL GENERATED FROM CLEARING SHALL BE SHALL BE STOCKPILED SEPARATELY
FROM OTHER EXCAVATED MATERIALS AND RE -USED ON CHANNEL BANKS.
WHERE AVAILABLE AND PRACTICAL, SOD MATS SHALL BE HARVESTED AND
TRANSPLANTED TO NEW CHANNEL BANKS IN AREAS WHERE NEW OFF -LINE CHANNEL
WILL BE CONSTRUCTED. PRIOR TO TRANSPLANTING, SOD SHALL BE MOWED TO A
HEIGHT OF APPROXIMATELY 4 INCHES. SUBGRADE SOILS IN TRANSPLANT AREAS
SHALL BE ROUGHENED AND THOROUGHLY WETTED PRIOR TO PLACEMENT OF SOD
MATS.
UTILITIES:
LOCATIONS OF UTILITIES ON THE PLANS ARE APPROXIMATE ONLY. THE CONTRACTOR
SHALL FIELD VERIFY THESE LOCATIONS AND SHALL REQUEST A UTILITY LOCATION
SURVEY AS NECESSARY. THE CONTRACTOR IS FULLY RESPONSIBLE FOR DAMAGE TO
ANY UTILITY CAUSED BY HIS FORCES.
GROUND STABILIZATION:
DISTURBED STREAM BANKS, FLOODPLAIN BENCHES AND ALL SLOPES STEEPER THAN
3:1 SHALL BE STABILIZED WITH SEED, MULCH AND MATTING (AS APPLICABLE) WITHIN 7
DAYS OF REACHING FINAL GRADES.
ALL OTHER DISTURBED AREAS SHALL BE STABILIZED WITH SEED AND MULCH WITHIN
14 DAYS OF REACHING FINAL GRADES.
PRELIMINARY
PLANS
LEGEND NOT FOR CONSTRUCTION
EXISTING
Reach
PROPOSED
UT to Glade
Reach 1
UT to Glade
Reach 2
Riffle Max. Depth (ft)
3.0
STREAM ALIGNMENT
10'00
Riffle Width (ft)
MAJOR CONTOUR (5')
5.4
5.0
14.2
17.4
12.5
TOP OF BANK
5.0
0.8
MINOR CONTOUR (1')
Pool Width (ft)
LIMITS of FWODPLAIN EXC.
7.8
9.0
PARCEL
76.5
LIMITS OF DISTURBANCE
LOD Lop
Pool Area (ft2)
FENCE
-X —X—
SILT FENCE
SF SF SF
a
D3
0.043
0.023
�
o
TEMP. CONST. ENTRANCE
OVERHEAD POWER EASEMENT
W
D3
TEMP. STREAM CROSSING
NCDENR
STD. 6.70.1
THALWEG
,
PERM. FORD CROSSING
BEDROCK
J
WETLAND RETORATION
O
W
WETLAND
GEOUFT
D1
CONSERVATION EASEMENT
CE CE CE
BRUSH MATTRESS
3
TEMP. CONST. EASEMENT
TCE TCE — TCE
CONSTRUCTED RIFFLE
i
z4
p,
J —HOOK VANE
a
�i
MATURE TREE
�
D2
�
LOG VANE
—�
STEP STRUCTURE
O
D2
w
TREE REMOVAL
Dz
u�
TREE PROTECTION
O
DESIGN MORPHOLOGY DATA
Reach
Glade Creek
UT to Glade
Reach 1
UT to Glade
Reach 2
Riffle Max. Depth (ft)
3.0
0.4
0.5
Riffle Width (ft)
33.0
5.4
5.0
Riffle W/D Ratio
14.2
17.4
12.5
Pool Max. Depth (ft)
5.0
0.8
1.0
Pool Width (ft)
42.5
7.8
9.0
Riffle Area (ft)
76.5
1.7
2.0
Pool Area (ft2)
131.3
4.3
6.0
Slope (ft/ft)
0.003
0.043
0.023
Lu c CD
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DATE: JANUARY 2013
(SCALE: NTS
NOTES AND
SYMBOLS
SHEET T2 OF 19
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DATE: JANUARY 2013
(SCALE: NTS
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SHEET T2 OF 19
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SHEET T2 OF 19

CONSTRUCTION SEQUENCE OF EVENTS
PHASE 1: MOBILIZATION AND GENERAL SITE PREPARATION
1. MOBILIZE EQUIPMENT AND MATERIALS TO THE SITE. LOCATE LIMITS OF DISTURBANCE. CLEARLY MARK AND PROTECT EXISTING EASEMENT
MONUMENTS; CONTRACTOR IS RESPONSIBLE FOR RE- SURVEYING AND REPLACING ANY MONUMENTS THAT ARE DISTURBED.
2. ESTABLISH CONSTRUCTION ENTRANCE AND STAGING AREAS AS SHOWN ON THE PLANS. ACCESS TO THE SITE WILL BE VIA EXISTING STATE
ROAD AND A SOIL ROAD. LOCATIONS FOR STREAM CROSSINGS ON GLADE CREEK ARE SHOWN THE PLANS.
3. INSTALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES.
4. ESTABLISH CONSTRUCTION HAUL ROUTES USING EXISTING CLEARED LANES TO THE EXTENT FEASIBLE. MINIMIZE DISTURBANCE BEYOND
IMMEDIATE HAUL ROUTES AND GRADING LIMITS. STABILIZE HAUL ROUTE SURFACES WITH STONE AND GEOGRID AS SITE CONDITIONS
DICTATE.
5. HARDWOOD TREES 12 INCHES DBH AND LARGER THAT REQUIRE REMOVAL PER THE PLANS SHALL BE SALVAGED FOR USE AS IN- STREAM
STRUCTURES. ATTENTION SHALL BE PAID TO THE SPECIFIED TRUNK LENGTHS OF LOGS AND ROOT WADS SHOWN ON THE PLANS.
6. THE STEMS AND ROOT MASSES OF NON - NATIVE SPECIES (MULTIFLORA ROSE, CHINESE PRIVET, ETC.) GENERATED DURING GRADING
OPERATIONS SHALL BE BURNED OR DISPOSED IN APPROVED OFF -SITE LOCATIONS.
7. STOCKPILED MATERIALS NOT USED FOR BACKFILL WITHIN 7 DAYS OF PLACEMENT SHALL BE STABILIZED WITH TEMPORARY SEED AND
STRAW MULCH.
PHASE 2: ON -LINE CHANNEL CONSTRUCTION - GLADE CREEK
1. BASE FLOW SHALL BE DIVERTED IN STAGES, GENERALLY BETWEEN TWO EXISTING POOLS. INSTALL TEMPORARY IMPERVIOUS DIKES
UPSTREAM AND DOWNSTREAM OF THE WORK AREA. INSTALL PUMP, SUCTION AND DISCHARGE HOSES AND DIVERT FLOW AROUND WORK
AREA. INSTALL DEWATERING PUMP AS NECESSARY TO MAINTAIN SUITABLE WORKING CONDITIONS; DISCHARGE DEWATERED FLOW THROUGH
A SILT BAG.
2. PERFORM EARTHWORK, INSTALL IN- STREAM STRUCTURES, PLACE GEOLIFTS AND BRUSH MATTRESSES, SEED, MULCH AND MAT PER THE
PLANS. SALVAGE GRAVEL AND COBBLE SEDIMENT FOR USE IN CONSTRUCTED RIFFLES AND OTHER STRUCTURES.
3. PERMANENTLY DISPOSE OF EXCAVATED MATERIALS IN APPROVED UPLAND OR OFF -SITE AREAS. SILT FENCE SHALL BE INSTALLED ON THE
CREEK SIDE OF ALL TEMPORARY STOCKPILES.
4. ONCE RESTORED CHANNEL IS FULLY STABILIZED, DISMANTLE PUMPS, DISCHARGE HOSES AND IMPERVIOUS DIKES, AND RETURN FLOW TO
THE RESTORED CHANNEL.
PHASE 3: OFF -LINE CHANNEL CONSTRUCTION - UT TO GLADE
1. PERFORM SOD MAT CUTTING WITHIN GRADING LIMITS AND TRANSPLANT OR STORE SEPARATELY FOR LATER USE ON STREAM BANKS AND
PLANTING AREAS. LIMIT SOD MAT CUTTING AND STRIPPING TO THOSE AREAS THAT WILL BE GRADED WITHIN 3 DAYS IN ORDER TO MINIMIZE
SOFTENING AND DEGRADATION OF SUBGRADE SOILS UNDER CONSTRUCTION TRAFFIC.
2. WHEN EXCAVATING NEW OFF -LINE CHANNEL, LEAVE PLUGS OF EXISTING BANK MATERIAL IN PLACE AT UPSTREAM AND DOWNSTREAM ENDS
BASE FLOW SHALL BE MAINTAINED IN THE EXISTING CHANNEL UNTIL THE NEW CHANNEL IS FULLY STABILIZED WITH SOD MATS, SEEDING AND
STRUCTURES.
PRELIMINARY
PLANS
NOT FOR CONSTRUCTION
Glade Creek Structure Table
Design
Constructed
Structure
No.
Upstream
Station
Downstream
Station
Upstream
Elevation
Downstream
Elevation
Upstream
Elevation
Downstream
Elevation
1
U
4. ONCE THE NEW CHANNEL IS STABILIZED, COMPLETE TIE -IN FROM EXISTING TO NEW CHANNEL, TAKING PRECAUTIONS TO PREVENT SOIL
OO
FROM REACHING THE LIVE STREAM. DIVERTING WATER INTO THE NEW CHANNEL SHALL PROCEED ACCORDING TO THE FOLLOWING STEPS:
2
O
O
A. REMOVE PLUG AT DOWNSTREAM END OF NEW CHANNEL
3
Q
B. SET UP PUMP- AROUND DIVERSION UPSTREAM OF UPSTREAM TIE -IN
O ^
4
1--1 U I�1
Z
C. GRADE ON -LINE STREAM CHANNEL THROUGH THE PLUGS TO THE DESIGN DIMENSIONS AND PROFILE AND CONFORM TO NEW
U�
CHANNELSEGMENT
5
D. BACKFILL ABANDONED CHANNEL, WORKING UPSTREAM TO DOWNSTREAM AND USING STOCKPILED SOIL COMPACTED IN HORIZONTAL
LIFTS NOT EXCEEDING 12 INCHES IN THICKNESS. STABILIZE NEWLY GRADED AREAS WITH SEED, STRAW MULCH AND MATTING.
O
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6
O
�
V
W
7
W O
1. UPON COMPLETION OF STREAM AND FLOODPLAIN GRADING OPERATIONS, SILT FENCES SHALL BE REMOVED AND CONSTRUCTION HAUL
a
ROUTES SHALL BE GRADED, SEEDED AND MULCHED AS NEEDED TO RESTORE THESE AREAS TO THEIR PRE - PROJECT CONDITIONS. LEAVE
UT to Glade Creek Structure Table
Design
Constructed
Structure
No.
Upstream
Station
Downstream
Station
Upstream
Elevation
Downstream
Elevation
Upstream
Elevation
Downstream
Elevation
1
U
4. ONCE THE NEW CHANNEL IS STABILIZED, COMPLETE TIE -IN FROM EXISTING TO NEW CHANNEL, TAKING PRECAUTIONS TO PREVENT SOIL
OO
FROM REACHING THE LIVE STREAM. DIVERTING WATER INTO THE NEW CHANNEL SHALL PROCEED ACCORDING TO THE FOLLOWING STEPS:
2
O
O
A. REMOVE PLUG AT DOWNSTREAM END OF NEW CHANNEL
3
Q
B. SET UP PUMP- AROUND DIVERSION UPSTREAM OF UPSTREAM TIE -IN
O ^
4
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C. GRADE ON -LINE STREAM CHANNEL THROUGH THE PLUGS TO THE DESIGN DIMENSIONS AND PROFILE AND CONFORM TO NEW
U�
CHANNELSEGMENT
5
D. BACKFILL ABANDONED CHANNEL, WORKING UPSTREAM TO DOWNSTREAM AND USING STOCKPILED SOIL COMPACTED IN HORIZONTAL
LIFTS NOT EXCEEDING 12 INCHES IN THICKNESS. STABILIZE NEWLY GRADED AREAS WITH SEED, STRAW MULCH AND MATTING.
O
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6
O
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7
W O
1. UPON COMPLETION OF STREAM AND FLOODPLAIN GRADING OPERATIONS, SILT FENCES SHALL BE REMOVED AND CONSTRUCTION HAUL
a
ROUTES SHALL BE GRADED, SEEDED AND MULCHED AS NEEDED TO RESTORE THESE AREAS TO THEIR PRE - PROJECT CONDITIONS. LEAVE
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3. COMPLETE IN- STREAM STRUCTURE INSTALLATION AND BANK STABILIZATION ON THE NEW CHANNEL. TRANSPLANT SOD MATS OR SEED AND
MAT BANKS (WHERE SOD MAT TRANSPLANTING IS NOT FEASIBLE). STOCKPILE EXCAVATED SOILS BETWEEN THE NEW CHANNEL AND EXISTING
O
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1. UPON COMPLETION OF STREAM AND FLOODPLAIN GRADING OPERATIONS, SILT FENCES SHALL BE REMOVED AND CONSTRUCTION HAUL
a
ROUTES SHALL BE GRADED, SEEDED AND MULCHED AS NEEDED TO RESTORE THESE AREAS TO THEIR PRE - PROJECT CONDITIONS. LEAVE
CONSTRUCTION ENTRANCE IN PLACE UNLESS DIRECTED OTHERWISE.
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MAT BANKS (WHERE SOD MAT TRANSPLANTING IS NOT FEASIBLE). STOCKPILE EXCAVATED SOILS BETWEEN THE NEW CHANNEL AND EXISTING
r,J
CHANNEL FOR LATER BACKFILLING. SILT FENCE SHALL BE INSTALLED ON THE CREEK SIDE OF ALL STOCKPILES.
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OO
FROM REACHING THE LIVE STREAM. DIVERTING WATER INTO THE NEW CHANNEL SHALL PROCEED ACCORDING TO THE FOLLOWING STEPS:
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PHASE 4: DEMOBILIZATION
V
W
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1. UPON COMPLETION OF STREAM AND FLOODPLAIN GRADING OPERATIONS, SILT FENCES SHALL BE REMOVED AND CONSTRUCTION HAUL
a
ROUTES SHALL BE GRADED, SEEDED AND MULCHED AS NEEDED TO RESTORE THESE AREAS TO THEIR PRE - PROJECT CONDITIONS. LEAVE
CONSTRUCTION ENTRANCE IN PLACE UNLESS DIRECTED OTHERWISE.
2. UPON DEMOBILIZATION OF EQUIPMENT AND MATERIALS, STAGING AREAS SHALL BE SEEDED AND MULCHED AS NEEDED TO RESTORE THESE
AREAS TO THEIR PRE - PROJECT CONDITIONS.
PHASE 4A: PLANTING
1. LIVE STAKING SHALL BE COMPLETED AFTER GRADING AND IN- STREAM STRUCTURE INSTALLATIONS ARE COMPLETE AND DURING THE
DORMANT SEASON (NOVEMBER TO APRIL). THIS WORK MAY BE DONE IN STAGES AS REACHES ARE COMPLETED.
2. BARE ROOT TREE AND SHRUB PLANTING SHALL BE PERFORMED BY OTHERS UNDER A SEPARATE CONTRACT.
DATE: JANUARY 2013
SCALE: NTS
SEQUENCE AND
STRUCTURE
TABLES

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_ DATE: JANUARY 2013
\ \ SCALE:1 " =20' (40' half size)
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SHEET P5 OF 19

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PRELIMINARY Q
I NOTES: PLAN,S//_
1
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. GLADE CREEK SHALL BE CONSTRUCTED IN THE DRY. A STAGED PUMP - AROUND N T N TRU TI N Q �
OPERATION WILL BE NECESSARY; SEE DETAILS. o o L
2. UT TO GLADE CREEK SHALL BE CONSTRUCTED OFF -LINE IN THE DRY. A / O
/ PUMP - AROUND WILL BE NECESSARY WHEN WATER IS TURNED INTO THE NEW
CHANNEL AND FOR WORK NEAR THE GLADE CREEK CONFLUENCE. O
3. SEE SPECIFICATIONS FOR SEED MIXES, SEEDING RATES AND SOIL AMENDMENTS. \ EXISTOING WETLAND O
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DATE: JANUARY 2013
SHERIFFS R C SCALE: 1"=50'(100'1/2)
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30- 3030- 30 -30
Cf� / CE CE CE - CE - / rJ 9 ` ' ' U li Z m O :3
-ap Z c
P / 10 CAV CE - CE CE �� z 3 `p �
SCE V� mq Z V
0 ui
QJ
-CEO L
�0 / G CF \ C G TP9 CE _ CE - CE _ CE - CE - CE - CE - CE - CE - Tp�tEAV CE - CE - CE I
TP2CAV P� G(G
\n \\ GO at TP20`
G- / U
�� / �z00
�� A a W o
I ~ ~ O
\, �oz
�' uouQ
H u
W �� -100
I u U P4
x �WP"'
a 0
P4 u
n� U I
C U
/ DATE: JANUARY 2013
SCALE: 1"=50'(100'1/2)
SHERIFFS R01W \ P) 2
MR'<�c, CONSTRUCTION
25 STAKEOUT
PLAN
/ SHEET P8 OF 19
POINT
N
E
Z
TP2CAV
998878.187
1393721.497
2577.808
TP3CAV
999058.11
1393873.934
2576.554
TP4
999169.38
1394140.742
2574.912
TP5
999153.022
1394400.810
2573.596
TP6
999412.546
1394417.91
2592.038
TP7CAV
999400.724
1394521.383
2578.435
TP8CAV
998995.083
1394899.850
2598.196
TP9
998963.899
1394519.849
2589.054
TP10CAV
999000.425
1394302.047
2591.936
TP12
998556.691
1394065.387
2585.049
TP20
998899.458
1394225.151
2600.372
TP30CAV
999125.244
1394995.874
2568.988

GLADE CREEK CONTROL LINE
Station Northing Easting Bearing Distance
Station Northing Easting Bearing Distance
10 +00.00 998991.86
1393759.87
21 +59.66 999276.82
1394383.14 PC
ARC LEN: 37.13'
N37 °01'16.4 "E 42.79'
RADIUS: 999300.60
1394438.23 RADIUS LENGTH: 60.00'
10 +42.79 999026.02
1393785.63 PC
PI: 999305.02 1394370.96 21 +90.38 TANGENT: 30.72'
RADIUS: 998983.88
1393841.52 RADIUS LENGTH: 70.00'
DELTA: 54 "13'19.1"
ARC LEN: 56.78'
PI: 999106.15 1393846.06 11 +43.14 TANGENT: 100.36'
CHORD LEN: 54.69'
CHORD BRG: NO3 "45'39.8 "E
DELTA: 110 °12'24.0"
ARC LEN: 134.64'
22+16.44 999331.39
1394386.73 PT
CHORD LEN: 114.83'
CHORD BRG: S87 °52'31.6 "E
12 +39.76 999138.41
N30 °52'19.3 "E 4.24'
11 +77.43 999021.77
1393900.38 PT
22 +20.68 999335.03
1394388.90 PC
ARC LEN: 19.34'
S32 "46'19.5 "E 33.31'
RADIUS: 999304.24
1394440.40 RADIUS LENGTH: 60.00'
12 +10.74 998993.76
1393918.41 PC
PI: 999351.57 1394398.79 22 +39.96 TANGENT: 19.28'
RADIUS: 999031.65
1393977.27 RADIUS LENGTH: 70.00'
DELTA: 35 °37'11.2"
ARC LEN: 37.30'
PI: 998966.19 1393936.16 12 +43.53 TANGENT: 32.79'
CHORD LEN: 36.70'
CHORD BRG: N48 °40'54.9 "E
DELTA: -50 "12'10.1"
ARC LEN: 61.33'
22 +57.98 999359.26
1394416.47 PT
CHORD LEN: 59.39'
CHORD BRG: S57 °52'24.6 "E
13 +67.96 999112.23
N66 "29'30.6 "E 32.34'
12 +72.07 998962.18
1393968.71 PT
22 +90.33 999372.16
1394446.13 PC
ARC LEN: 25.16'
S82 °58'29.7 "E 0.00'
RADIUS: 999298.80
1394478.04 RADIUS LENGTH: 80.00'
12 +72.07 998962.18
1393968.71 PC
PI: 999375.06 1394452.80 22 +97.60 TANGENT: 7.27'
RADIUS: 999021.73
1393976.05 RADIUS LENGTH: 60.00'
DELTA: 10 °23'17.5"
ARC LEN: 14.50'
PI: 998946.33 1394097.28 14 +01.61 TANGENT: 129.54'
CHORD LEN: 14.48'
CHORD BRG: N71 °41'09.3 "E
DELTA: - 130 °17'40.1"
ARC LEN: 136.44'
23 +04.83 999376.71
1394459.88 PT
CHORD LEN: 108.89'
CHORD BRG: N31 °52'40.3 "E
N76 °5248.1 "E 19.13'
14 +08.52 999054.64
1394026.21 PT
23 +23.97 999381.05
1394478.51 PC
N33 °16'09.8 "W 12.15'
RADIUS: 999322.62
1394492.13 RADIUS LENGTH: 60.00'
14 +20.67 999064.80
1394019.55 PC
PI: 999392.84 1394529.06 23 +75.87 TANGENT: 51.90'
RADIUS: 999097.71
1394069.72 RADIUS LENGTH: 60.00'
DELTA: 81 "43'15.8"
ARC LEN: 85.58'
PI: 999094.71 1393999.92 14 +56.44 TANGENT: 35.77'
CHORD LEN: 78.51'
CHORD BRG: S62 "15'34.1 "E
DELTA: 61 "36'39.1"
ARC LEN: 64.52'
24 +09.54 999344.51
1394548.00 PT
CHORD LEN: 61.45'
CHORD BRG: NO2 "27'50.2 "W
S21 °23'56.2 "E 64.12'
14 +85.19 999126.20
1394016.91 PT
24 +73.66 999284.82
1394571.39 PC
N28 "20'29.3 "E 8.18'
RADIUS: 999310.36
1394636.56 RADIUS LENGTH: 70.00'
14 +93.36 999133.39
1394020.79 PC
PI: 999220.12 1394596.74 25 +43.15 TANGENT: 69.49'
RADIUS: 999104.91
1394073.60 RADIUS LENGTH: 60.00'
DELTA: -89 "34'48.0"
ARC LEN: 109.44'
PI: 999167.90 1394039.40 15 +32.57 TANGENT: 39.21'
CHORD LEN: 98.63'
CHORD BRG: S66 "1 1'20.2 "E
DELTA: 66 °19'25.2"
ARC LEN: 69.45'
25 +83.10 999245.00
1394661.63 PT
CHORD LEN: 65.64'
CHORD BRG: N61 °30'12.0 "E
N69 "01'15.8 "E 100.33'
15 +62.82 999164.71
1394078.48 PT
26 +83.44 999280.92
1394755.31 PC
S85 "20'05.4 "E 29.85'
RADIUS: 999215.56
1394780.37 RADIUS LENGTH: 70.00'
15 +92.66 999162.28
1394108.22 PC
PI: 999290.64 1394780.67 27 +10.60 TANGENT: 27.17'
RADIUS: 999102.48
1394103.34 RADIUS LENGTH: 60.00'
DELTA: 42 °25'14.2"
ARC LEN: 51.83'
PI: 999160.77 1394126.78 16 +11.28 TANGENT: 18.62'
CHORD LEN: 50.65'
CHORD BRG: S89 °46'07.0 "E
DELTA: 34 °28'32.5"
ARC LEN: 36.10'
27 +35.26 999280.71
1394805.96 PT
CHORD LEN: 35.56'
CHORD BRG: S68 °05'49.2 "E
S68 "33'29.9 "E 42.00'
16 +28.77 999149.02
1394141.22 PT
27 +77.26 999265.36
1394845.05 PC
S50 "51'32.9 "E 67.84'
RADIUS: 999209.51
1394823.12 RADIUS LENGTH: 60.00'
16 +96.60 999106.20
1394193.83 PC
PI: 999247.14 1394891.45 28+27.11 TANGENT: 49.85'
RADIUS: 999152.73
1394231.71 RADIUS LENGTH: 60.00'
DELTA: 79 °26'24.5"
ARC LEN: 83.19'
PI: 999084.82 1394220.10 17 +30.47 TANGENT: 33.87'
CHORD LEN: 76.68'
CHORD BRG: S28 °50'17.7 "E
DELTA: -58 "52'58.9"
ARC LEN: 61.66'
28 +60.45 999198.18
1394882.04 PT
CHORD LEN: 58.98'
CHORD BRG: S80 °18'02.4 "E
S10 "52'54.5 "W 79.31'
17 +58.26 999096.26
1394251.97 PT
29 +39.76 999120.30
1394867.07 PC
N70 °15'28.2 "E 53.10'
RADIUS: 999111.81
1394911.26 RADIUS LENGTH: 45.00'
18 +11.36 999114.20
1394301.95 PC
PI: 999044.80 1394852.55 30 +16.64 TANGENT: 76.88'
RADIUS: 999057.72
1394322.22 RADIUS LENGTH: 60.00'
DELTA: - 119 °18'59.5"
ARC LEN: 93.71'
PI: 999118.48 1394313.89 18 +24.05 TANGENT: 12.68'
CHORD LEN: 77.67'
CHORD BRG: S48 °46'35.2 "E
DELTA: 23 "52'17.9"
ARC LEN: 25.00'
30 +33.47 999069.11
1394925.49 PT
CHORD LEN: 24.82'
CHORD BRG: N82 "11'37.1 "E
N71 °33'55.1 "E 86.99'
18 +36.36 999117.57
1394326.54 PT
31 +20.46 999096.62
1395008.01
S85 °52'13.9 "E 81.21'
19 +17.58 999111.72
1394407.54 PC
RADIUS: 999171.56
1394411.86 RADIUS LENGTH: 60.00'
PI: 999100.67 1394560.56 20 +70.99 TANGENT: 153.41'
DELTA: - 137 "16'43.6"
ARC LEN: 143.76'
CHORD LEN: 111.76'
CHORD BRG: N25 "29'24.2 "E
20 +61.33 999212.60
1394455.64 PT
N43 "08'57.6 "W 11.75'
20 +73.08 999221.17
1394447.60 PC
RADIUS: 999174.03
1394397.14 RADIUS LENGTH: 69.05'
PI: 999227.82 1394441.39 20 +82.18 TANGENT: 9.10'
DELTA: -15 °01'20.0"
ARC LEN: 18.10'
CHORD LEN: 18.05'
CHORD BRG: N50 °33'23.7 "W
20 +91.18 999232.64
1394433.66 PT
N58 °10'17.6 "W 31.75'
21 +22.94 999249.38
1394406.69 PC
RADIUS: 999300.3&&,0
1394438.33 RADIUS LENGTH: 60.00'
PI: 999259.30 1394390.70 21 +41.75 TANGENT: 18.82'
DELTA: 34 "49'17.9"
ARC LEN: 36.47'
CHORD LEN: 35.91'
CHORD BRG: N40 "45'38.7 "W
21 +59.40 999276.58
1394383.24 PT
N23 °20'59.8 "W 0.26'
w
PRELIMINARY Q
PLANS w
NOT FOR CONSTRUCTION Q u�
o °
_ O
O u�
~ i

ri__
TYPICAL GLADE RIFFLE
�Si TYPE A GRADING
EXIST. TOE OF BANK
L 15:1
PROTECT EXIST. VEG.
rt VARIES 15' -30'
> > 1> 3
18.0' 3.0"
15:1
3 TYPICAL GLADE RIFFLE
TS1 TYPE B GRADING
PROTECT EXISTING VEG.
VARIES 15' -30'
3.2' MAX.
5 TYPICAL GLADE RIFFLE
TS1 TYPE C GRADING
LEGEND
EXISTING - -- - --
PROPOSED
U
PRELIMINARY
PLANS o >
42.5' VARIES 15' -30' TYP >
c o o >
>
_ L >
- - - -- _4 1 1 15 1 3 TYP o o>
U U
U m U
BRUSH MATTRESS,
5.0' 10.0' SEE DETAIL
2 TYPICAL GLADE POOL
o
TS1 TYPE A GRADING o �N =Q
cm
VARIES 15' -30'
PROTECT EXIST. VEG.
1 > - - -- -� 5.0' _ o
3 U a No mmE
v Ln u
BRUSH MATTRESS, 2.5 EXIST. TOE OF BANK W � u N c
SEE DETAIL
10 MIN. J w mo t N c-
LL w ° o°9 v
Z ZmZv
l7OV0
4 TYPICAL GLADE POOL O W m °
TS1 TYPE B GRADING
N
VARIES 15' -30'
PROTECT EXIST. VEG.
3 1
15
[-y LTA
l_L'�
6 TYPICAL GLADE POOL
Si TYPE C GRADING
NOTES:
1. GRADED BANKS SHALL BE ROUGHENED PERPENDICULAR TO SLOPE, COVERED WITH 3" LAYER OF
TOPSOIL, SEEDED, MULCHED AND MATTED WITH 780 G /SM COIR FIBER MATTING.
2. TERRACE SLOPES SHALL BE ROUGHENED PERPENDICULAR TO SLOPE, SEEDED AND MULCHED.
3. SEE GROUND STABILIZATION NOTES, SHEET T2, FOR NPDES CONSTRUCTION STORMWATER
PERMIT REQUIREMENTS.
4. SEE PLANS FOR TREATMENT KEY. TYPICAL SECTIONS CAN BE APPLIED AS MIRROR IMAGES OF
THESE DRAWINGS.
U
u 00
W � o
O Z o
W �'-� D
VOOA
Q� (i
aC 0
C7 rj)
O
�
DATE: JANUARY 2013
SCALE: 1 " =10' (20' half size)
TYPICAL
SECTIONS
SHEET TS1 OF 19

CL
5'@ 10:15 NO BENCH 11 +29 TO 11 +58
3
2:1
3:1 TYP 0.4'
3'
1 TYPICAL UT RIFFLE
TS2 REACH 1
q
10'@10:1 TYP 2:1 TYP
75.0'
2.1 TYP 0 5� PROTECT
3'
EXISTING
WETLAND
3 TYPICAL UT RIFFLE
TS2 REACH 2
LEGEND
EXISTING - -- --
PROPOSED
PROTECT
EXISTING
WETLAND
5' @ 10:1 TYP
7.8 ,
3:1 TYP
0.8'
3'
2 TYPICAL UT POOL
TS2 REACH 1
PROTECT
EXISTING
WETLAND
10'@10: 1 TYP 1.0'
9.0'
2:1 (TYP) -- -- - --
4:1 3' 2:1
4 TYPICAL UT POOL
TS2 REACH 2
10156I MS
1. BANKS OF ON -LINE REACHES SHALL BE ROUGHENED PERPENDICULAR TO SLOPE, COVERED WITH
3" LAYER OF TOPSOIL, SEEDED, MULCHED AND MATTED WITH 780 G /SM COIR FIBER MATTING.
2. BANKS OF OFF -LINE REACH SHALL BE ROUGHENED PERPENDICULAR TO SLOPE AND COVERED
WITH SOD MATS. APPLY TOPSOIL, SEED AND MATTING IF ON -SITE SOD MAT INSUFFICIENT.
3. TERRACE SLOPES TO BE ROUGHENED PERPENDICULAR TO SLOPE, SEEDED AND MULCHED.
4. SEE GROUND STABILIZATION NOTES, SHEET T2, FOR NPDES CONSTRUCTION STORMWATER
PERMIT REQUIREMENTS.
aQ 5 7 -_
0
W co
U
Z a rmm E
},cu�o
LLJ Z v o z c
� N Z
� u
LLJ
LL Z o o°° v
Z.moZ c:3
OZ
LLI d u
U
U
U Z 00
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O o
�Z�
W a D o
VOOA
W
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O
�
DATE: JANUARY 2013
SCALE: 1 " =10' (20' half size)
TYPICAL
SECTIONS
Q
PRELIMINARY
PLANS
o
o
z
ONSTRUCTIOIN'
o
un
n
°
>
>
w
°
w
°
PROTECT
EXISTING
WETLAND
5' @ 10:1 TYP
7.8 ,
3:1 TYP
0.8'
3'
2 TYPICAL UT POOL
TS2 REACH 1
PROTECT
EXISTING
WETLAND
10'@10: 1 TYP 1.0'
9.0'
2:1 (TYP) -- -- - --
4:1 3' 2:1
4 TYPICAL UT POOL
TS2 REACH 2
10156I MS
1. BANKS OF ON -LINE REACHES SHALL BE ROUGHENED PERPENDICULAR TO SLOPE, COVERED WITH
3" LAYER OF TOPSOIL, SEEDED, MULCHED AND MATTED WITH 780 G /SM COIR FIBER MATTING.
2. BANKS OF OFF -LINE REACH SHALL BE ROUGHENED PERPENDICULAR TO SLOPE AND COVERED
WITH SOD MATS. APPLY TOPSOIL, SEED AND MATTING IF ON -SITE SOD MAT INSUFFICIENT.
3. TERRACE SLOPES TO BE ROUGHENED PERPENDICULAR TO SLOPE, SEEDED AND MULCHED.
4. SEE GROUND STABILIZATION NOTES, SHEET T2, FOR NPDES CONSTRUCTION STORMWATER
PERMIT REQUIREMENTS.
aQ 5 7 -_
0
W co
U
Z a rmm E
},cu�o
LLJ Z v o z c
� N Z
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LLJ
LL Z o o°° v
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DATE: JANUARY 2013
SCALE: 1 " =10' (20' half size)
TYPICAL
SECTIONS

TOP MATTING LAYER
ANCHORED IN 6" TRENCH
DIVERSION BERM,
SEE DETAIL
COMPACTED SOIL
WITH 3 -5% ORGANICS
LIVE STAKE AT 4' O.C.
SOIL LIFTS REFORCED WITH
ROLANKA BIO -D BLOCK 12 -300.
LIVE BRUSH CUTTINGS @ MAX. 12" O.C.,
F SEE SPECS FOR SPECIES
2.5'
wmmlm����
ommiml
1.01 J °VMIN.
MIX OF CLASS 1 (75 %) AND
CLASS A (25 %) STONE
rl__
GEOLIFTS
D1 NTS
LASS B STONE BASE
NITH SURFACE LAYER
)F ON -SITE GRAVEL
kND COBBLE
CLASS B STONE
m
ELEVATION POINT IN STRUCTURE TABLE
m
w
Q u�
o °
�
O
o
>
2/3 OF ARC LENGTH TO MAX. POOL w
LLI
m �
�pw w
m °
= TpFOF 1Q041
e Q m
w
CS\ON
POOH'
O
O MAX. POOL DEPTH
o<v
C9V W co
SMOOTH TRANSITION FROM U a r m E
FS POOL TO RIFFLE SECTIONS Z a)= c L o
LJJ 17 2 2 rn
FC%, Z + M Ln C
.O U N
LLJ
LL z `O O �9 v
Z amZ"'
Oz 4J O O
LLI d u
U �
3 RIFFLE -POOL TRANSITIONS H Z °
U °O
D1 NTS w °
O o
FINISHED GRADE u 0 O A
PER PROFILE W� W
SALVAGED GRAVEL /COBBLE
ap 0
C7�Wp- - q
12" MIN. U-)
DATE: JANUARY 2013
PLAN SECTION A -A' SCALE: NTS
2 CONSTRUCTED RIFFLE
D1 NTS
STRUCTURE
DETAILS
SHEET D1 OF 19

\ A
O
-3' GAP �'90,�
23°
�041-
45'
HOOK BOULDERS
FOR J -HOOK FLUSH
WITH BASEFLOW
WATER SURFACE
EXISTING BED
A 0
O
a7
�2
TOP OF BANK EMBED 10' MIN.
70/1 SLOPE - - --
1.5'
BACKFILL UPSTREAM SIDE WITH ON -SITE COMPACTED
COBBLE; NAIL FILTER FABRIC ON BACKFILL
UPSTREAM FACE OF LOG AND LAY
BENEATH BACKFILL.
18" MIN. DIAM.
HARDWOOD LOG
OPTIONAL ROOT WADS, SEE 2/D2
9�
12" MIN. HARDWOOD TRUNK
WITH INTACT ROOT MASS
TOP OF BANK
L
10' EMBEDMENT
PLAN AT HEAD OF POOL ROOT WAD MASSES
PLACED FLUSH WITH BANK
PROFILE A -A'
rl__
LOG VANE AND J -HOOK VANE
D2 NTS
8' MIN. U/S & D/S
FILTER FABRIC
ANCHORED UPSTREAM
OF HEADERS
.RFr.TION
HEADER BOULDER
CREEK BED, SEE PROFILE
16" MAX
12" THICK LAYER
CLASS B RIPRAP
FOOTER BOUDLERS
3 BOULDER STEP
D2 NTS
NO GAPS BETWEEN
ROOT WAD MASSES
2' MIN. - -i
FLOW
M
FLOW
BASEFLOW W.S
V MIN. J
SECTION
BACKFILL TRENCH W/
COMPACTED ON -SITE
SOIL (TYP)
ROOT WAD INSTALLATION NOTES:
1. DRIVEN ROOT WADS
ATTEMPT TO PUSH SHARPENED
TRUNK INTO BANK WITHOUT
DAMAGE TO ROOT MASS.
2. TRENCHED ROOT WADS
IF THE ROOTWAD CANNOT BE
DRIVEN INTO THE BANK,
EXCAVATE NARROW TRENCH,
PLACE ROOT WAD AND TRUNK,
AND BACKFILL WITH COMPACTED
ON -SITE SOIL.
PLAN
2 ROOT WADS
D2 NTS
TOE OF BANK (TYP)
TOP OF BANK (TYP)
12" MEDIAN AXIS COBBLE
CHINKING BETWEEN BOULDERS
HEADER BOULDER
MIN. 2' MEDIAN AXIS
FOOTER BOULDER
( RIPRAP NOT SHOWN FOR CLARITY)
ELEVATION POINT IN STRUCTURE TABLE
w ° co
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z a �M E
z },cu�o
LLI v 2 �
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�u
LL w ° o°9 v
Z a Zv
OZ O O
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DATE: JANUARY 2013
SCALE: NTS
STRUCTURE
DETAILS
SHEET D2 OF 19
CO
cn
_ =>
N Q
N
°
°
Q
"
16=1
w
Q
u�
o
°
z
>
o
>
°
>
w
n
o
w ° co
U
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DATE: JANUARY 2013
SCALE: NTS
STRUCTURE
DETAILS
SHEET D2 OF 19
CO
cn
_ =>
N Q
N
=V =W
"
16=1
w ° co
U
z a �M E
z },cu�o
LLI v 2 �
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DATE: JANUARY 2013
SCALE: NTS
STRUCTURE
DETAILS
SHEET D2 OF 19

ROAD /DRIVEWAY
ROAD /DRIVEWAY
9" MIN. THICKNESS
CLASS A STONE
BIAXIAL GEOGRID
rl__ CONSTRUCTION ENTRANCE /EXIT
D3 NTS
STEEL T -POST
FILTER FABRIC
WITH WIRE BACKING
COMPACTED BACKFILL CREEK 8' MAX.
RUNOFF SIDE STEEL T -POST
18" MIN.,,
24" MIN.
811- 1
4" w L FILTER FABRIC WITH
WIRE BACKING
SECTION PROFILE
NOTFS-
1. SILT FENCE SHALL BE PLACED ON STREAM
SIDE OF ALL STOCKPILES.
2. SILT FENCE SHALL BE REMOVED UPON
COMPLETION OF EARTHWORK.
r3_� SILT FENCE
D3 NTS
NON -WOVEN SILT BAG
10' MIN. FROM STREAM
9" MIN. rS B
STONE PAD SILT BAG
IMPERVIOUS DIKE;
SAND BAG COFFER
DAM W/ PLASTIC
SHEETING OR
APPROVED EQUAL
V DEEP
SETTLING POOL
DIVERSION PUMP
4,000 GPM CAPACITY
FOR GLADE
20 GPM CAPACITY FOR
UT TO GLADE
DEWATERING PUMP r SILT BAG ON STONE PAD,
AS NEEDED SEE DETAIL ABOVE
X
WORK AREA
TOE OF BANK (TYP)
TOP OF BANK (TYP)
VARIES
PROTECT EXIST.��
BANK VEGETATION
FOR ADD'L FILTER
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CLASS B RIPRAP
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WORK AREA SHALL BE STABILIZED BY
THE END OF EACH WORK DAY.
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2 PUMP - AROUND SCHEMATIC
D3 NTS
12"
2 (TYP)
COMPACTED SOIL
4 DIVERSION BERM
D3 NTS
i
CONFORM TO
TOP OF BANK
U
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DATE: JANUARY 2013
SCALE: NTS
E &S
DETAILS
SHEET D3 OF 19
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2 PUMP - AROUND SCHEMATIC
D3 NTS
12"
2 (TYP)
COMPACTED SOIL
4 DIVERSION BERM
D3 NTS
i
CONFORM TO
TOP OF BANK
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DATE: JANUARY 2013
SCALE: NTS
E &S
DETAILS
SHEET D3 OF 19

CONFORM TO ADJACENT
TERRACE SLOPE (TYP)
DIVERSION BERM,
SEE DETAIL
10 (TYP)
1 5 (TYP) 18'
1
Dmax 24 ", SEE NOTE
NON -WOVEN GEOTEXTILE
FORD CROSSING
D4 NTS
EROSION CONTROL
MATTING W/ MATTING STAKES
3" TOPSOIL
ALIVE CUTTINGS
BRUSH MATTRESS ST
NATI
TOP OF BANK
TOE OF BANK
ST(
.qF('.TInK]
TWIN
3 BRUSH MATTRESS
D4 NTS
FINISHED GRADE
AT THALWEG
SEE PROFILE
12" CLASS B RIPRAP
NOTE:
1. FORD BOTTOM TO CONSIST
OF 75% CLASS 1 - 25% CLASS
A STONE MIX
MIX OF CLASS 1 (75 %)
AND CLASS A (25 %) STONE;
MAY SUBSTITUE LIVE FASCINE
FOR STONE
STREAM BED
4"
12" MIN.
1"
2"
'TYP
BRUSH MATTRESS STAKE
LIVE CUTTINGS, SLIGHT CRISS -CROSS
PATTERN, MIN. 15 STEMS PER SQUARE YARD
ninTP:c-
NOTE:
Q
USE PUMP - AROUND TO PLACE
LLI
CHANNEL PLUG WHILE
PREVENTING SOIL FROM
ENTERING THE LIVE STREAM.
SEE DETAIL o3
BACKFILL >
w
SELECT BACKFILL w >
w
-- -- -- -- - --------------------------------------------
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M U
A A!
ABANDONED CHANNEL I N0
- -- - -- - - -- -- ----- -------------------
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N
PLAN
BACKFILL
SEE TYP. SECTIONS 15' MIN.
FOR SLOPE AND DIMENSIONS
W °
°
°
NEW CHANNEL B a ED z u ^' °
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SELECT BACKFILL 5' KEYWAY 2 J w m t N
LL w ° o co aaj
NOTE: z 0:2 Z c
NEW CHANNEL BANK TO BE FORMED SECTION A -A' O Z > m o
BY OVERFILLING SELECT BACKFILL u w m
IN HORIZONTAL LIFTS AND TRIMMING
TO FINAL GRADE.
1. DRIVE STAKES HALFWAY INTO BANK BETWEEN
CUTTINGS. WRAP TWINE AROUND STAKES AND OVER
CUTTINGS TIGHTLY. DRIVE STAKES FURTHER TO
TIGHTEN TWINE AND SECURE CUTTINGS TO SLOPE.
2. FILL VOIDS BETWEEN CUTTINGS WITH LOOSE TOPSOIL.
3. INSTALL EROSION CONTROL MATTING OVER TOPSOIL,
USING 18" LONG MATTING STAKES.
4. PLACE STONE TOE OVER END OF MATTRESS AND
MATTING.
2 CHANNEL PLUG U o
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INSLOPE %4" PER FOOT
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DITCH P a U
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DATE: JANUARY 2013
SCALE: NTS
4 ACCESS ROAD
E &S
D4 NTS DETAILS
SHEET D4 OF 19

TOP OF BANK
V MIN.
REMOVE ALL DEBRIS,
SCARIFY SURFACE, PLACE
TOPSOIL AND SEED /MULCH
BEFORE PLACING MATTING
MATTING PLACED FLUSH WITH BANK SURFACE, LAP
OVER DOWN STREAM / DOWN SLOPE SEAMS
12" WOOD STAKE PLACED IN
3'0.C. DIAMOND PATTERN
SECTION
NOTES:
1. MATTING SHALL BE COIR FIBER, 780 G /M2 WITH
NOMINAL 0.50 INCH OPENING SIZE.
2. SEE SPECS FOR SEED MIXES.
MATTING ANCHORED 1'
BELOW STREAM BED
1.25"
1
0.6"
12"
WOOD STAKE
ri__
EROSION CONTROL MATTING
D5 NTS
LIVE STAKE AT
TOP OF BANK 4' O.C., SEE DETAIL
REMOVE DEBRIS, SCARIFY
AND SATURATE SURFACE
BEFORE PLACING SOD
18" LONG, 1 "X1" HARDWOOD STAKE
PLACED IN 3' O.C. DIAMOND PATTERN;
LEAVE 3" PROJECTING ABOVE SURFACE
OVER - EXCAVATE 6"
SECTION
BASEFLOW W.S.
3 SOD MAT TRANSPLANT
D5 NTS
N. 2 NODES ABOVE GRADE
LIVE STAKE
NOTES:
4' IN DIAMOND PATTERN
HARD SOIL OR STONE MAY
BE PRESENT SEE NOTE 1
0 F- 2' TO FIRST ROW
3 NODES MIN.
BASEFLOW W.S.
SECTION
1. FORM PILOT HOLE THROUGH HARD SOIL OR STONE TO
PREVENT DAMAGE TO STAKE.
2. LIVE STAKE MIX TO INCLUDE AT LEAST TWO OF THE
FOLLOWING SPECIES: SILKY DOGWOOD, SILKY WILLOW,
ELDERBERRY, NINEBARK, BUTTONBUSH.
2 LIVE STAKING
D5 NTS
36"
T ^° °
CUT AT 15
BUDS POINTED
UPWARD
2" TO 2"
3ASE CUT
kT 45 DEG.
LIVE STAKE DETAIL
Permanent Seed Mix - Disturbed Areas Beyond Conservation Easement
Permanent Seed Mix - Conservation Easement Disturbed Areas
Seeding Rate = 30 lb/acre
Seeding Rate = 20 lb/acre
Mulching: wheat or oat straw mulch applied at 2 tons /acre
Mulching: wheat or oat straw mulch applied at 2 tons /acre
Soil Amendments: 0.3 tons /acre 20 -10 -10 fertilizer; 0.5 ton /acre lime
Soil Amendments": 0.3 ton /acre 20 -10 -10 fertilizer; 0.5 ton /acre lime
" DO NOT APPLY AMENDMENTS TO STREAM BANKS
Common Name
Scientific Name
Percentage
Common Name
Scientific Name
Percentage
Orchardgrass
Dactylis glomerata
50
Deer Tongue
Panicum clandestinum
20
Perennial Ryegrass
Lolium perenne
40
Big Bluestem
Andropogon gerardii
20
Red Clover
Trifolium pratense
5
Virginia Wildrye
Elymus virginicus
20
White Clover
Trifolium repens
5
Indiangrass
Sorghastrum nutans
20
Redtop
Panicum rigidulum
20
Temporary Seed Mix
Application Dates
Common Name
Scientific Name
Rate (Ib /acre)
Applied
Rate (lb /acre) Applied
Separately
w/ Permanent Mix
August 15 to May 1
Rye Grain
Secale cereale
120
60
May 1 to August 15
Browntop Millet
Panicum ramosum
40
20
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DATE: JANUARY 2013
SCALE: NTS
MISC. DETAILS
SEED MIXES
SHEET D5 OF 19
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DATE: JANUARY 2013
SCALE: NTS
MISC. DETAILS
SEED MIXES
SHEET D5 OF 19

July 30, 2013
Eric Kulz, Stream/Wetland Mitigation Coordinator
Division of Water Quality
Wetlands, Buffers, Storniwater Compliance and Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699 - 1650
Re: Permit Application- Glade Creek II Restoration Project, Alleghany County (EEP Design -
Bid -Built Project)
Dear Mr. Kulz,
Attached for your review are two sets of copies of 401/404 permit application package and
mitigation plans for Glade Creek II restoration project in Alleghany County. A memo for the
permit application fee is also included in the package. Please feel free to contact me with any
questions regarding this plan (919- 707 - 8319).
Thank you very much for your assistance.
Sincerely
Lin Xu
Attachment: PCN
Final Mitigation Plan (2 originals)
Permit Application Fee Memo
CD containing all electronic files
HCDEHR
North Carolina EcK stem Enhancement Program, 1652 bail Service Center, Raleigh, NC 27699-16S2 919 -715-0476 / ww.ncee .net