20160022 Ver 1_401 Application_20160116

CLearWater
December 30, 2015 C1earWater Environmental Consultants, Inc.
www.cwenv.com
Ms. Karen Higgins
NC DWR, 401 & Buffer Permitting Unit
512 N. Salisbury Street, 90' Floor
Raleigh, North Carolina 27604
RE: Cane River Dam Removal Project
Blue Ridge RC&D
Yancey County, North Carolina
Ms. Higgins:
The attached Pre -Construction Notification (PCN) is being submitted on behalf of the Blue
Ridge RC&D represented by Mr. Jonathan Hartsell. The project site is located off Pine
Swamp Road in Burnsville, Yancey County, North Carolina. The applicant is seeking a
Nationwide Permit 27 for dam removal and restoration activities along the Cane River.
Should you have any questions regarding the attached PCN and supplemental information
please do not hesitate to contact me at 828-698-9800. A copy of this package has been sent
to Ms. Andrea Leslie of the NC Wildlife Resources Commission and Mr. Byron Hamstead of
the US Fish and Wildlife Service for review.
Respectfully,
Rebekah L. Newton
Senior Project Manager
Copy Furnished:
NC Wildlife Resources Commission — Andrea Leslie
US Fish and Wildlife Service — Byron Hamstead
32 Clayton Street
Asheville, NC 28801
8'28-698-9800 "fel
Tt. Clement Riddle, P.W.S
Principal

November 12, 2015
Ms. Tasha Alexander
CLearWaLer
C1earWaterEnvironmeital Consultants, Inc.
www.cwenv.com
US Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-2638
RE: Cane River Dam Removal Project
Blue Ridge RC&D
Yancey County, North Carolina
Ms. Alexander:
The attached Pre -Construction Notification (PCN) is being submitted on behalf of the Blue
Ridge RC&D represented by Mr. Jonathan Hartsell. The project site is located off Pine
Swamp Road in Burnsville, Yancey County, North Carolina. The applicant is seeking a
Nationwide Permit 27 for dam removal and restoration activities along the Cane River.
Should you have any questions regarding the attached PCN and supplemental information
please do not hesitate to contact me at 828-698-9800. A copy of this package has been sent
to Ms. Andrea Leslie of the NC Wildlife Resources Commission and Mr. Byron Hamstead of
the US Fish and Wildlife Service for review.
Respectfully,
�Q! F_(V-,%�-
Rebekah L. Newton
Senior Project Manager
Copy Furnished:
NC Wildlife Resources Commission — Andrea Leslie
US Fish and Wildlife Service — Byron Hamstead
32 Clayton Street
Asheville NC 28801
828-698-9800 Tel
1J'r`R. Clement Riddle, P.W.S
Principal

Preliminary ORM Data Entry Fields for New Actions
SAW — 201 - BEGIN DATE [Received Date]:
Prepare file folder F-1 Assign Action ID Number in ORM F1
1. Project Name [PCN Form A2aj: Cane River Dam Removal and Restoration Project
2. Work Type: Private F1 Institutional 0 Government n Commercial
3. Project Description / Purpose [PCN Form 133d and 133e]:
Restore the Cane River and remove an existing dam.
4. Property Owner / Applicant [PCN Form A3 or A41: Blue Ridge RC&D
5. Agent / Consultant [PCN Form AS –or ORM Consultant ID Number]: ClearWater Environmental Consultants
6. Related Action ID Number(s) [PCN Form 135b]: N/A
7. Project Location - Coordinates, Street Address, and/or Location Description [PCN Form B1b]:
35.903552, -82.331440; Site is located off Pine Swamp Road in Burnsville, NC.
8. Project Location -Tax Parcel ID [PCN Form Bla]: Please see Attachment A.
9. Project Location – County [PCN Form A2b]: Yancey
10. Project Location – Nearest Municipality or Town [PCN Form A2c]: Burnsville
11. Project Information – Nearest Waterbody [PCN Form 132a]: Cane River
12. Watershed / 8 -Digit Hydrologic Unit Code [PCN Form 132c]: French Broad/06010105
Authorization: Section 10 1-1 Section 404
Regulatory Action Type:
Standard Permit
✓ Nationwide Permit # 27
Regional General Permit #
❑ Jurisdictional Determination Request
F7 Section 10 & 404 0
Pre -Application Request
Unauthorized Activity
Compliance
No Permit Required
Revised 20150602

Department of the Army NCDENR
Wilmington District, Corps of Engineers NC DWR, Webscape Unit
Attn: Scott McLendon, Chief Regulatory Division Atm: Karen Higgins
PO Box 1890 512 North Salisbury Street
Wilmington, NC 28402-1890 Raleigh, North Carolina 27604
girl . e AC+lam
I, the current landowne managin artne of the property identified below, hereby
authorize C1earWater Environmental Consultants, Inc. (CEC) to act on my behalf as my
agent during the processing of jurisdictional determination requests and permits to impact
Wetlands and Water of the US subject to Federal jurisdiction under Section 404 of the
Clean Water Act and/or Section 10 of the Rivers and Harbors Act of 1899. CEC is
authorized to provide supplemental information as needed at the request of the USACE
or DWR.
Additionally, I authorize representatives of the Wilmington District, US Army Corps of
Engineers to enter upon the property herein described for the purposes of conducting on-
site investigations and issuing a determination associated with Wetlands and Waters of
the US subject to Federal jurisdiction under Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act of 1899.
Property Owneeof Record: Tt/ kXi 'S Vt A•ttei-M6
Property Owner of Address: -See- 04xer Pon,+3 7 nr P fnSac {
p(o13ef4y 0w1evS M'uVeseeg
Phone Number: 56.14.4-%nv, Alowhse (( 8;�', ;It8'q
Property Location: COL 96/11-r I)OLM Proms fe Ar2nt
Owner/Managing Partner 1` /�
Printed Name: Sattc� tKow� P� 5�� a kCt I'
Owner/Managing Patterer Signature:
Date:
224 South Grove Street, Suite F
Hendersonville, NC 28792
Phone: [phone]
www.cwenv.com

&e-arWaLer
Department of the Army NCDENR
Wilmington District, Corps of Engineers NC DWR, Webscape Unit
Attn: Scott McLendon, Chief Regulatory Division Attn: Karen Higgins
PO Box 1890 512 North Salisbury Street
Wilmington, NC 28402-1890 Raleigh, North Carolina 27604
1, the current landowner/managing partner of the property identified below, hereby
authorize C1earWater Environmental Consultants, Inc. (CEC) to act on my behalf as my
agent during the processing of jurisdictional determination requests and permits to impact
Wetlands and Water of the US subject to Federal jurisdiction under Section 404 of the
Clean Water Act and/or Section 10 of the Rivers and Harbors Act of 1899. CEC is
authorized to provide supplemental information as needed at the request of the USACE
or DWR.
Additionally, I authorize representatives of the Wilmington District, US Army Corps of
Engineers to enter upon the property herein described for the purposes of conducting on-
site investigations and issuing a determination associated with Wetlands and Waters of
the US subject to Federal jurisdiction under Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act of 1899.
Property Owner of Record:
Property Owner of Address:
Phone Number:
Property Location:
Owner/Managing Partner
Printed Name:
owner/Managing Partner Signature:
Date:
Sean Lallouz
69 Madison Ave.
Asheville, NC
828-337-5819
378 Shull Farm Road
11/10/15
224 South Grove Street, Suite F
Hendersonville, NC 28792
Phone: [phone]
www.cwenv.com

f
TL
CLP er
Department of the Army NCDENR
Wilmington District, Corps of Engineers NC DWR, Webscape Unit
Attn: Scott McLendon, Chief Regulatory Division Attn: Karen Higgins
PO Box 1890 512 North Salisbury Street
Wilmington, NC 28402-1890 Raleigh, North Carolina 27604
I, the current landowner/managing partner of the property identified below, hereby
authorize ClearWater Environmental Consultants, Inc. (CEC) to act on my behalf as my
agent during the processing of jurisdictional determination requests and permits to impact
Wetlands and Water of the US subject to Federal jurisdiction under Section 404 of the
Clean Water Act and/or Section 10 of the Rivers and Harbors Act of 1899. CEC is
authorized to provide supplemental information as needed at the request of the USACE
or DWR.
Additionally, I authorize representatives of the Wilmington District, US Army Corps of
Engineers to enter upon the property herein described for the purposes of conducting on-
site investigations and issuing a determination associated with Wetlands and Waters of
the US subject to Federal jurisdiction under Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act of 1899.
Property Owner of Record:
Property Owner of Address:
Phone Number:
Property Location:
Owner/Managing Partner
Printed Name:
Owner/Managing Partner Signature:
Date:
6y'Ya
��; S4 l/
pC fa4 u
224 South Grove Street, Suite F
Hendersonville, NC 28792
Phone: [phone]
www_cwenv.com
L'Zi

Rebekah Newton
From: [e-mail]
Sent: Wednesday, December 30, 2015 2:45 PM
To: Rebekah Newton
Cc: Marissa R Cox; Frank Helms; Libby Helms
Subject: Re: Cane River Dam Project Update
Dear Rebekah,
We are familiar with the Cane River Dam Removal and Stream Restoration Project. We have no conflict with the project,
based on our understanding of the scope and work of the project. Our discussions with the NCDOT have included
acquisition of a fee simple interest of our stream property upon completion. We have no objection to the permit
application.
Please contact us if you need any further information.
Sincerely,
Frank & Libby Helms, by Tripp Helms
506 S Church St
Monroe, NC 28112
Cc: Marissa Cox, Frank Helms, Libby Helms, Tripp Helms
On Dec 22, 2015, at 1:42 PM, Rebekah Newton <rebekahCdcwenv.com> wrote:
Tripp,
My name is Rebekah Newton and I work with Clearwater Environmental. We are working with DOT et
al. on the Cane River dam removal project and I just wanted to follow-up on Marissa's email. If you have
any questions regarding permitting or the authorization we need to submit permit applications, please
do not hesitate to contact me.
Thank you.
Rebekah Newton
WE'VE MOVEDI PLEASE NOTE OUR NEW ADDRESS!I
<Image002.gif>
32 Clayton Street
Asheville, NC 28801
Office: 826-698-9800
Mobile. [phone]
rebekah(akwenv.com
APlease consider the environment before printing this e-rneil.
From: Cox, Marissa R [mailto:mrcoxCobncdot.govl
Sent: Friday, December 18, 2015 11:30 AM
To: Jonathan Hartsell; Rebekah Newton
Subject: FW: Cane River Dam Project Update

Rebekah Newton
From:
Rebekah Newton
Sent:
Wednesday, December 30, 2015 4:42 PM
To:
Rebekah Newton
Subject:
FW: Cane River Dam Removal
Rebekah Newton
WE'VE MOVED! PLEASE NOTE OUR NEW ADDRESS!!
CLearWater
32 Clayton Street
Asheville, NC 28801
Office: 828-698-9800
Mobile. [phone]
rebekah(o)cwenv.com
APlease consider the environment before printing this e-mail.
From: Cox, Marissa R rmailto:mrcox(@ncdot.govl
Sent: Thursday, December 03, 2015 10:31 AM
To: Rebekah Newton; Jonathan Hartsell
Cc: Andrew Bick; charlesCa)bakergradinci.com
Subject: RE: Cane River Dam Removal
All,
I apologize for the delayed response. To answer your questions in the below email:
1. NCDOT does not own the parcel in question. We hold a Conservation Easement. However that easement does
grant us all development rights to the parcel.
2. 1 have been advised by the AGO not to sign the Agent Authorization form based on the wording, lack of
precedent, and lack of necessity. NCDOT is capable of acting on our own behalf if need be during the permitting
process.
Now, per my conversation with the AGO attorney yesterday and Rebekah this morning, I am submitting the following in
lieu of the form. Please let me know if this is sufficient:
NCDOT has been working concurrently with BRRC&D on the Cane River Dam Removal & Stream Restoration Project for
many years. In order to adhere to the requirements of the Biological Opinion issued by the USFWS for the effects of the
widening of US 19 in Yancey, Mitchell & Madison Counties, NCDOT is acquiring conservation easements (or a fee simple
acquisition in the case of the Helms property) with all the landowners involved in the aforementioned project. NCDOT
acquired the conservation easement it holds on the Boyer property in 2014. NCDOT does not see a conflict or issue
between the BRRC&D project and its conservation easement. NCDOT does not object to the permit application by
BRRC&D.
Marissa

W AT Eq�G
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Page 1 of 12
PCN Form — Version 1.3 December 10, 2008 Version
Pre -Construction Notification (PCN) Form
A. Applicant Information
1.
Processing
1a.
Type(s) of approval sought from the
Corps:
® 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
❑ No
1d.
Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
le.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ®No
For the record only for Corps Permit:
❑Yes ®No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes
N No
1g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes
® No
1h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
® No
2.
Project Information
2a.
Name of project:
Cane River Dam Removal Project
2b.
County:
Yancey
2c.
Nearest municipality / town:
Burnsville
2d.
Subdivision name:
n/a
2e.
NCDOT only, T.I.P. or state
project no:
n/a
3.
Owner Information
3a.
Name(s) on Recorded Deed:
See Attachment A.
3b.
Deed Book and Page No.
3c.
Responsible Party (for LLC if
applicable):
3d.
Street address:
3e.
City, state, zip:
3f.
Telephone no.:
3g.
Fax no.:
3h.
Email address:
Page 1 of 12
PCN Form — Version 1.3 December 10, 2008 Version

4.
Applicant Information (if different from owner)
4a.
Applicant is:
❑ Agent ® Other, specify: Blue Ridge RC&D
4b.
Name:
Mr. Jonathan Hartsell
4c.
4d.
Business name
(if applicable):
Street address:
Blue Ridge RC&D
26 Crimson Laurel Circle, Suite 2
4e.
City, state, zip:
Bakersville, NC 28705
4f.
Telephone no.:
828-284-9818
4g.
Fax no.:
n/a
4h.
Email address:
[e-mail]
5.
Agent/Consultant Information (if applicable)
5a.
Name:
Rebekah L. Newton
5b.
5c.
Business name
(if applicable):
Street address:
ClearWater Environmental Consultants, Inc.
32 Clayton Street
5d.
City, state, zip:
Asheville, NC 28801
5e.
Telephone no.:
828-698-9800
5f.
Fax no.:
n/a
5g.
Email address:
[e-mail]
Page 2 of 12
PCN Form — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1.
Property Identification
081003305316000,071900483555000,
1a.
Property identification no. (tax PIN or parcel ID):
071900497636000, and 08100330249900
Latitude: 35.903552 Longitude: - 82.331440
1b.
Site coordinates (in decimal degrees):
(DD.DDDDDD) (-DD.DDDDDD)
Parcels total approximately 106 acres. Approximately
1c.
Property size:
2,650 linear feet of the Cane River is in the project area.
2.
Surface Waters
2a.
Name of nearest body of water (stream, river, etc.) to
Cane River
proposed project:
2b.
Water Quality Classification of nearest receiving water:
C; Tr
2c.
River basin:
French Broad 06010105
3.
Project Description
3a.
Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The Cane River project area is located adjacent to Pine Swamp Road (to the north) and Dam Road (to the south). The
dam and powerhouse located at the site were built in 1908 to generate hydroelectric power. The structure is comprised
of eight bays, each formed by buttress walls aligned parallel to the river flow. The dam was damaged in the 1950's and
the lake was drained to protect downstream properties. In the 1970's, a significant flood caused additional damage to the
structure and the dam was partially breached to prevent complete collapse. The dam was damaged again in a flood in
2004 and has remained in a partially breached and unstable condition since that time. Concrete rubble, reinforcing steel
and other debris is present within the river upstream and downstream of the dam. The remaining dam structure is
approximately 45 feet tall and spans approximately 245 feet across the valley. Currently, the majority of river flow is
through one bay that was breached in the 1970's. Stream banks upstream of the dam are eroding and there is one tight
river bend that is threatening the structural integrity of the adjacent road. Bank heights range from approximately 15 feet
near the upstream project limits to approximately 12 feet near the dam. The tall banks limit Floodplain connectivity, which
has the effect of containing large flood flows within the channel. Lack of floodplain access combined with an unstable
bed form has led to widespread bank erosion and mass wasting. Additional information describing existing conditions on
the project site are included in the "Preliminary Findings Report" dated June 2015 (Attachment B).
3b.
List the total estimated acreage of all existing wetlands on the property:
There are no wetlands within the project area.
3c.
List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
Approximately 2,650 linear feet of the Cane River are in the project area.
3d.
Explain the purpose of the proposed project:
The purpose of the proposed project is to remove the existing dam and powerhouse, and restore river and floodplain
functions.
3e.
Describe the overall project in detail, including the type of equipment to be used:
The proposed project includes mobilization and general site preparation, river restoration, dam removal, demobilization,
and planting. A "Sequence of Construction Events" describing each step of the process is included for review
(Attachment C).
Page 3 of 12
PCN Form — Version 1.3 December 10, 2008 Version

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?
Comments: JD Information has been included in Attachment
D.
❑ Yes ® No ❑ Unknown
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?
❑ Yes ®No ❑ Unknown
5b.
If yes, explain in detail according to "help file" instructions.
6.
Future Project Plans
6a.
Is this a phased project?
❑ Yes ®No
6b.
If yes, explain.
Page 4 of 12
PCN Form — Version 1.3 December 10, 2008 Version

Proposed Impacts Inventory
Impacts Summary
Which sections were completed below for your project (check all that apply):
r
etlands N Streams - tributaries ❑ Buffers
pen Waters ❑ Pond Construction
2. Welland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Type of jurisdiction
Wetland impact
number — Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ — non -404, other) (acres)
Temporary T
❑ Yes ❑ Corps
Wt ❑P❑T El No ❑DWQ
❑ Yes
❑ Corps
W2 ❑P❑T
El No
LEI
❑ Yes
❑ Corps
W3 ❑P❑T
El No
El DWQ
❑ Yes
❑ Corps
W4 ❑POT
El No
❑DWQ
❑ Yes
❑ Corps
W5 ❑P❑T
❑No
❑DWQ
❑ Yes
❑Corps
W6 ❑P❑T
❑No
❑DWQ
2g. Total wetland impacts
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. 3b. 3c. 3d. 3e. 3f. 3g
Stream Impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
length
number - (PER) or (Corps - 404, 10 stream
width
feet)lar
Permanent (P) or intermittent DWQ — non -404,
(INT)? other) (feet)
Temporary (T)
River Restoration
® PER
® Corps
50
2,650
S1 N P ❑ T
and Dam
Cane River
El INT
® DWQ
Removal
❑ PER
❑ Corps
S2 ❑P❑T
❑INT
❑DWQ
❑ PER
❑Corps
S3 []PMT
C3 INT
❑DWQ
❑ PER
El Corps
S4 ❑ P ❑ T
El INT
[J DWQ
❑ PER
❑ Corps
S5 ❑ P FIT
❑ INT
❑ DWQ
El PER
❑ Corps
S6 ❑ P ❑ T
❑ INT
❑ DWQ
3h. Total stream and tributary impacts
2,650
3i. Comments: Proposed activities include installation of boulder clusters, shelter structures, constructed riffles, vegetated soil
lifts and brush mattresses, brush toes, j -hooks and log vanes, temporary ford crossings, and dam removal. See attached
plans (Figure 3).
Page 5 of 12
PCN Form — Version 1.3 December 10, 2008 Version

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number — (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Tem ora T
01 ❑P❑T
02 ❑P
03 ❑ PEI T
04 ❑P❑T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction pro2osed, then complete the chart below.
5a.
5b.
5c.
5d.
5e.
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
Pond ID
Proposed use or purpose
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
number
of pond
P1
P2
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 im acts require mitigation, then ou MUST fill out Section D of this form.
6a.
❑ Tar -Pamlico ❑ Other:
Project is in which protected basin?
ba ❑ Randleman
6b.
6c.
6d.
F
6f.
69•
Buffer impact
number —
Reason
Zone 1 impact
Zone 2 impact
Permanent (P) or
for
Stream name
(square feet)
(square feet)
Tem ora T
impact
required?
❑Yes
81 ❑P❑T
❑ No
❑Yes
B2 ❑P❑T
❑ No
❑Yes
B3 ]PDT
❑ No
6h. Total buffer impacts
6i. Comments:
Page 6 of 12
PCN Form — Version 1.3 December 10, 2008 Version

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The proposed project is designed to utilize natural materials and methods for stream restoration and stabilization such as j -
hooks, bank sloping, constructed riffles, brush mattresses, etc.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
All erosion and sediment BMPs will comply with State regulations. The contractor will disturb only as much channel as can be
stabilized by the end of each work day. Silt fencing would be installed on the stream side of all temporary stockpiles. Any
stockpiled materials not used for backfill within 7 days of excavation will be stabilized with temporary seed and straw mulch.
Sediment barriers will be installed downstream of the dam. Construction haul roads will be returned to pre -project conditions
upon completion of 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 ® 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
❑ Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type
Quantity
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool []cold
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 7 of 12
PCN Form — Version 1.3 December 10, 2008 Version

6. Buffer Mitigation (state Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
❑ Yes Z 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.
Reason for impact
6d.
Total impact
Multiplier
6e.
Required mitigation
Zone
(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 8 of 12
PCN Form — Version 1.3 December 10, 2008 Version

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1a.
Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1b.
If yes, then is a diffuse flow plan included? If no, explain why.
❑ Yes ❑ No
Comments:
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
0%
2b.
Does this project require a Stormwater Management Plan?
❑ Yes ® No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why: The proposed project would not add
additional impervious surface to the project area.
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
❑ Certified Local Government
2e.
Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
® DWQ 401 Unit
3.
Certified Local Government Stormwater Review
3a.
In which local government's jurisdiction is this project?
❑ Phase II
❑ NSW
3b.
Which of the following locally -implemented stormwater management programs
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
4.
DWQ Stormwater Program Review
❑ Coastal counties
❑ HOW
4a.
Which of the following state -implemented stormwater management programs apply
❑ ORW
(check all that apply):
❑ Session Law 2006-246
❑ Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
No plan required.
❑ Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
No plan required.
Page 9 of 12
PCN Form — Version 1.3 December 10, 2008 Version

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the
® Yes ❑ No
use of public (federal/state) land?
1b. If you answered "yes" to the above, does the project require preparation of an
® No
environmental document pursuant to the requirements of the National or State
❑ Yes
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes ❑ No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
❑ Yes ® No
Welland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application?
❑ Yes ®No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The proposed project includes dam removal and Over restoration, and is intended to improve the existing conditions of the
Cane River. This project would not result in additional development which could impact nearby downstream water
quality.
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.
Wastewater would not be generated as a part of the proposed project.
Page 10 of 12
PCN Form — Version 1.3 December 10, 2008 Version

Species and Designated Critical Habitat (Corps Requirement)
his project occur in or near an area with federally protected species or
® Yes ❑ No
r5.Endangered
at?
you checked with the USFWS concerning Endangered Species Act
® Yes ❑ No
cts?
❑ Raleigh
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?
The applicant has had several meetings with the FWS regarding the proposed project. The most recent meeting was
held on June 24, 2015. Prior to construction, the site would be surveyed for Appalachian elktoe mussels by the FWS and
found would be temporarily relocated to a fish hatchery operated by WRC. Upon completion of
WRC. Any mussels
construction, mussels would be returned to the river. The FWS will complete in-house Section 7 consultation for the
proposed project. Consultation findings will be forwarded to the Corps.
Suitable habitat for Northern long eared bats exists within riparian corridors along the Cane River. Tree clearing will be
avoided between May 15 and August 15 at the site.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
South Atlantic Habitat and Ecosystem IMS. Impact will not occur in a marine system.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
The NC State Historic Preservation Office (SHPO) was notified about the proposed project in March of 2015. The SHPO
responded by letter dated April 10, 2015 that they have no comment on the project as proposed (Attachment E).
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
® Yes ❑ No
8b. If yes, explain how project meets FEMA requirements: The applicant is coordinating with the Yancey County Floodplain
Administrator. The proposed project will cause "no rise" and will decrease base flood elevations at the site.
8c. What source(s) did you use to make the floodplain determination? FEMA Map Service Center. FEMA map number
3710081000J and 3710071900J , effective June 2, 2009.
Rebekah L. Newton
I 1 12-15
Applicant/Agent's Printed Name
Applicant/Agent's Signature
(Agent's signature is valid only if an authorization letter from the applicant
Date
Isprovided.)
Page 11 of 12
PCN Form — Version 1.3 December 10, 2008 Version

Cane River Dam Removal Project
:ep R+J
Drawn by: RLN 09.21.15; CEC Project# 803
Yancey County,
North Carolina
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32 Clayton street Figure 1
Asheville, North Carolina 28801

Cane River Dam Removal Project
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32 Clayton street Figure 2
Asheville, North Carolina 28801

Figure 3
Cane River Dam Removal and
Restoration Project Site Plans

Cane River Dam Removal and
Restoration Project
Yancey County, North Carolina
Not to Scale ✓yyL LU11LJV111�
BEFORE YOU DIG!
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAW!
PRELIMINARY PLANS
ISSUED OCTOBER 2015
Sheet Index
Owner:
Title Sheet
0.1
Project Overview and Notes
0.2
r
0.3
Typical Sections and Cross Sections
1.1-1.5
Plan Sheets
2.1-2.4
Details
3.1-3.4
Surveying:
Construction:
Ben Patton Land Surveying, PLLC
Baker Grading & Landscaping, Inc.
259 Daves Farm Road
1000 Bat Cave Road
Marion, NC 28752
Old Fort, NC 28762
Ben Patton, PLS
Charles Baker
828-768-1625
ell-
_
r
C,
ii
Vicinity Man
crmn
___„_
Not to Scale ✓yyL LU11LJV111�
BEFORE YOU DIG!
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAW!
PRELIMINARY PLANS
ISSUED OCTOBER 2015
Sheet Index
Owner:
Title Sheet
0.1
Project Overview and Notes
0.2
Symbols
0.3
Typical Sections and Cross Sections
1.1-1.5
Plan Sheets
2.1-2.4
Details
3.1-3.4
Project Directory
Engineering:
Owner:
Wildlands Engineering, Inc
Blue Ridge RC&D Council
License No. F-0831
26 Crimson Laurel Circle, Suite 2
167-B Haywood Road
Bakersville, NC 28705
Asheville, NC 28806
Jonathan Hartsell
Andrew Bick, PE
828-284-9818
828-606-0306
Surveying:
Construction:
Ben Patton Land Surveying, PLLC
Baker Grading & Landscaping, Inc.
259 Daves Farm Road
1000 Bat Cave Road
Marion, NC 28752
Old Fort, NC 28762
Ben Patton, PLS
Charles Baker
828-768-1625
828-668-5060

0' 100' 2000' 3000'
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2.3
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GENERAL NOTES:
THE CANE RIVER IS CLASSIFIED AS TROUT WATER AND WORK IN THE RIVER IS
SUBJECT TO ATROUT MORATORIUM. NO IN -STREAM WORK MAY TAKE PLACE
BEFORE APRIL 15 OR AFTER OCTOBER 15.
GROUND STABILIZATION:
THE CONTRACTOR SHALL DISTURB ONLY AS MUCH BANK AS CAN BE STABILIZED WITH
SEED, MULCH AND COIR MATTING BY THE END OF EACH WORK DAY. ALL STREAM
BANKS SHALL BE STABILIZED WITHIN 24 HOURS OF REACHING FINAL GRADES.
DISTURBED AREAS BEYOND THE STREAM BANKS SHALL BE STABILIZED WITH SEED
AND MULCH WITHIN 7 DAYS OF REACHING FINAL GRADES.
EQUIPMENT AND MATERIALS:
THE CONTRACTOR SHALL MOBILIZE ALL EQUIPMENT AND MATERIALS NECESSARY
FOR THE PROJECT BEFORE BEGINNING ANY RIVER WORK. THE CONTRACTOR SHALL
STAGE AND STORE EQUIPMENT AND MATERIALS AT LEAST 25 FEET FROM TOP OF
BANKS. EQUIPMENT SHALL BE WELL-MAINTAINED, CLEANED PRIOR TO
MOBILIZATION, AND CHECKED DAILY FOR LEAKS OF PETROLEUM PRODUCTS.
FUELING SHALL BE PERFORMED IN A CONTAINED AREA AT LEAST 200 FEET FROM
SURFACE WATERS. AN EMERGENCY SPILL PLAN WILL BE REQUIRED.
s'
THE START OF CONSTRUCTION WILL BE COORDINATED WITH THE US FISH & WILDLIFE
SERVICE AND THE NC WILDLIFE RESOURCES COMMISSION IN ORDER TO ALLOW FOR
THE TEMPORARY RELOCATION OF SENSITIVE SPECIES AWAY FROM WORK AREAS.
CONSTRUCTION SHALL TAKE PLACE ONLY DURING PERIODS OF STABLE WEATHER
- - -
AND LOW WATER.
EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED, INSPECTED AND
MAINTAINED IN ACCORDANCE WITH THE APPROVED PLAN AND FEDERAL, STATE AND
LOCAL REGULATIONS.
CLEARING AND STOCKPILING:
ENGINEER SHALL MARK CLEARING LIMITS AND TREES FOR REMOVAL. TREES NOT
MARKED FOR REMOVAL SHALL BE PROTECTED IN PLACE.
STAGING AND STOCKPILE LOCATIONS SHALL BE SELECTED SO AS TO MINIMIZE
DISTURBANCE TO ADJACENT PROPERTIES. THE CONTRACTOR IS RESPONSIBLE FOR
REPAIRING DAMAGE TO ADJACENT PROPERTIES, INCLUDING FENCES, LAWNS AND
DRAINAGE.
SILT FENCE OR DIVERSION BERMS SHALL BE PLACED ON THE RIVER SIDE OF ALL
STOCKPILES.
UTILITIES:
THE CONTRACTOR SHALL SHALL REQUEST A UTILITY LOCATION SURVEY PRIOR TO
BEGINNING CONSTRUCTION. THE CONTRACTOR IS FULLY RESPONSIBLE FOR
REPAIRING DAMAGE TO ANY UTILITY CAUSED BY HIS FORCES.
GROUND STABILIZATION:
THE CONTRACTOR SHALL DISTURB ONLY AS MUCH BANK AS CAN BE STABILIZED WITH
SEED, MULCH AND COIR MATTING BY THE END OF EACH WORK DAY. ALL STREAM
BANKS SHALL BE STABILIZED WITHIN 24 HOURS OF REACHING FINAL GRADES.
DISTURBED AREAS BEYOND THE STREAM BANKS SHALL BE STABILIZED WITH SEED
AND MULCH WITHIN 7 DAYS OF REACHING FINAL GRADES.
EQUIPMENT AND MATERIALS:
THE CONTRACTOR SHALL MOBILIZE ALL EQUIPMENT AND MATERIALS NECESSARY
FOR THE PROJECT BEFORE BEGINNING ANY RIVER WORK. THE CONTRACTOR SHALL
STAGE AND STORE EQUIPMENT AND MATERIALS AT LEAST 25 FEET FROM TOP OF
BANKS. EQUIPMENT SHALL BE WELL-MAINTAINED, CLEANED PRIOR TO
MOBILIZATION, AND CHECKED DAILY FOR LEAKS OF PETROLEUM PRODUCTS.
FUELING SHALL BE PERFORMED IN A CONTAINED AREA AT LEAST 200 FEET FROM
SURFACE WATERS. AN EMERGENCY SPILL PLAN WILL BE REQUIRED.
s'

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PIN 071900492675000
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PIN 071900497936000
LIMITS OF LOO LAIN
402, Pg 542 wA NUT'
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EXCESS SOIL DISPOSAL AREA
ON NORTHERN FLOODPLAIN.
NO SURFACE DISPOSAL OF ti5°° 60 D svco
KNOTWEED CONTAMINATED SOIL. � _� � � r `l ✓% �-
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12'
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40'
80'
120'
2540
(HORIZO-)
19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+60 27+00 27+50 28+00
\ CHARLES PARKER \
PIN 071900492675000
DB 603, Pg. 335 H. DEAN SHULL, JR. STA. 27+00
& Wife, JUDITH SHULL END REACH 2
\ \ PIN 071900483555000 BEGIN REACH 3
DB 402, Pg. 542
Tract 9 _ - -
5/8" REBbD
5/8" REBAR — — — _ STA. 23+00 (DISTURBE- �N
END REACH 1
- — — -- - --- BEGIN REACH 2
--- - 2590----
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LIMITS OF LOO LAIN
402, Pg 542 wA NUT'
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KNOTWEED CONTAMINATED SOIL. � _� � � r `l ✓% �-
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2550
2545
2540
2535
28+00
28+50 29+00 29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00
H. DEAN SHULL, JR. I
& Wife, JUDITH SHULL
PIN 071900483555000
33+50 34+00 34+50 35+00 35+50 36+00 36+50 36+70
DOUGLAS J. SI EG
& PATRICIA K. OEHLKE
PIN 071900392793000
DB 721. Pg. 91
o' 4- 8. 12'
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0' 40' 80' 120'
= 36+52.40 (ROR¢ Nn )
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DB 402, Pg. 542 --
Tract 3 �
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NOTES
1. EXCESS SOIL SHALL BE PLACED IN LIFTS AND TRIMMED
TO SIDE SLOPES NO STEEPER THAN 3:1. WITHIN 7 DAYS
OF REACHING FINAL GRADES, SURFACE SHALL BE
SEEDED AND MULCHED PER THE DETAILS. SILT FENCES
OR DIVERSION BERMS SHALL BE PLACED ON THE RIVER
SIDE OF SOIL DISPOSAL AREA.
2. DRIED/BURNED KNOTWEED PLANT MATERIALS AND
KNOTWEED-CONTAMINATED SOIL SHALL BE PLACED AT
THE BOTTOM OF THE BACKFILL ZONE IN THE
ABANDONED CHANNEL SECTION AND COVERED WITH
AT LEAST 5 FEET OF NON -CONTAMINATED SOIL.
3. LIMITS OF DISTURBANCE = 13 ACRES.
4. SEE CONSTRUCTION SEQUENCE FOR DETAILS ON DAM
AND POWER HOUSE DEMOLITION PLAN. WORK WILL
GENERALLY PROCEED FROM LEFT TO RIGHT WITH FLOW
DIVERTED AROUND WORK AREA.
CID
Q
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Sz
3znm
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L570 0 0 w- 36+5
- 15656+o°�
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o
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CHANNEL PLUGS
S9
2 -
AS"
�� — -
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o -
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y 00+ 0�
\ , ti�� � i ...^ �, � " ti5Fi5Fti5�°Zs�s,r �\ > ✓ ; / � 0 �, JG
CONST. ACCESS # 1
(IF NEEDED) GO
\N
F /
by j by , � ✓ i / / // ��/
° 5 '✓
/// � "�• /tib/)Zss / /� //
0
CONST. ACCESS #2;
STAGING AREA
CONST. ACCESS #3;
STAGING AREA
I dD- 1
vi
APPROX. LIMITS OF
SOIL DISPOSAL AREA
2.7 ACRES, SEE NOTE 1.
TEMPORARY 60"
DIVERSION CULVERT
0' 40' 80'
BUTTRESS NUMBER
SEE CONST. SEQUENCE
DAM AND POWER HOUSE
TO BE REMOVED, SEE INSET THIS SHEET
0' 100' 200' 300'
(HORIZONTAL)
o�
COFFER DAM TO CONTAIN
DEMOLITION DEBRIS
BACKFILL ABANDONED
CHANNEL, SEE NOTE 2
CONST. ACCESS #3;
STAGING AREA
I dD- 1
vi
APPROX. LIMITS OF
SOIL DISPOSAL AREA
2.7 ACRES, SEE NOTE 1.
TEMPORARY 60"
DIVERSION CULVERT
0' 40' 80'
BUTTRESS NUMBER
SEE CONST. SEQUENCE
DAM AND POWER HOUSE
TO BE REMOVED, SEE INSET THIS SHEET
0' 100' 200' 300'
(HORIZONTAL)
s
JERSEY BARRIER
COFFER DAM TO CONTAIN
DEMOLITION DEBRIS
,254
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HEAD OF RIFFLE E
POINT PE
SEE PROFILE
Plan View
B
HEAD )f RIFFLE
g z
kaG
min
w2Q
LL3"
s
F RIFFLE ELEVATION
PER PROFILE
RIFFLE MATERIAL
RIFFLE INVERT PER PROFILE
SALVAGED ON-SITE
COBBLE/GRAVEL �
— TOP OF BANK (TYP)
low jT1
RIFFLE DEPTH 15" TO 24"
Profile A -A'
TOP MATTING LAYER
STAKED IN 6" TRENCH
6" DIVERSION BERM —
COMPACTED ON-SITE SOIL
REMOVE SLUMPED SOIL
TO STABLE CUT SLOPE
NOTES:
1. LIVE BRUSH OR LIVE STAKES SHALL INCLUDE AT LEASTTWO OF
THE FOLLOWING SPECIES: SILKY DOGWOOD, SILKY WILLOW,
ELDERBERRY, NINEBARK, BUTTONBUSH.
2. LIVE BRUSH CUTTINGS SHALL BE 0.5" TO 2" IN DIAMETER AND
AT LEAST 6' LONG WITH AT LEAST 4' OF EMBEDMENT BEHIND
THE FACE OFTHE GEOLIFTS. CUTTINGS SHALL BE PLACED WITH
SLIGHT OVERLAP. LATERAL BRANCHES SHALL BE LEFT ON THE
CUTTINGS.
3. LIVE BRUSH OR LIVE STAKES SHALL BE FRESHLY CUT AND
INSTALLED DURING THE DORMANT SEASON.
4. LIVE STAKES SHALL BE AT LEAST 24" LONG AND INSTALLED
WITH AT LEAST THREE NODES BELOW GRADE AND TWO ABOVE
GRADE. THE TOP OF LIVE STAKES SHALL BE CUT SMOOTH
AFTER INSTALLATION.
S. SEED MIXES AND MULCH TO BE APPLIED AT TIME OF SOIL LIFT
INSTALLATION BENEATH TOP LAYER OF COIR AT EACH LIFT.
6. SOIL LIFTS SHALL BE FIRMLY COMPACTED IN 6" HORIZONTAL
LIFTS SO AS TO PREVENT SETTLEMENT.
7. SEE SITE PLAN FOR GRADING TRANSITIONS AT UPSTREAM AND
DOWNSTREAM ENDS OF SOIL LIFTS.
Section B -B'
Constructed Riffle
3.1 Not to Scale
SOIL LIFTS REINFORCED WITH
BURLAP -BACKED COIR MATTING
LIVE BRUSH CUTTINGS AT MAX. 12" O.C.
F PLACE 3" SOIL BETWEEN LIFTS
3.0'
TOP OF BANK (TYP)
TOE OF SLOPE (TYP)
HEAD OF RIFFLE
ELEVATION POINT
SALVAGED
18" SALVAGED ON-SITE ON-SITE BOULDERS
COBBLE/GRAVEL MIN 0.5'xl'xl.5'
BED MATERIAL
3" MAX
SEE PROFILE
FOR LENGTH OF RIFFLE
SALVAGED
ON-SITE BOULDERS ,y
MIN 0.5'xl'xl.5' m
Z mem
m'
zz
Z vcdo
x=oar8
-
O„ TAIL OF RIFFLE a Z Q LL E
J ELEVATION POINT ~ w
PER PROFILE
NOTE: EMBED LARGE STONE AS REQUIRED TO KEEP MOST OF STONE BELOW WATER SURFACE.
4
B'
Q'&
LARGER STONE TO ALSO BE
REINFORCED SOIL LIFTS,
Plan View WORKED INTO TOE OF BANKS
y �Oy xo�
1.5"
` oo�,w
LIGHTLY COMPACT BRUSH/WOODY DEBRIS LAYER.
3.
18" SALVAGED ON-SITE
l��
AND IS INSTALLED POINTING SLIGHTLY UPSTREAM FROM
Vegetated Soil Lift
ICOBBLE/GRAVEL
BED MATERIAL
Go
NOTE: EMBED LARGE STONE AS REQUIRED TO KEEP MOST OF STONE BELOW WATER SURFACE.
1.0' - ALTERNATE: LIVE STAKES AT 24" O.C.
TOP RAP OF COIR y 10' BASE FLOW
'I EXTENDS 4' INTO BANK IJ
1.
CR -CR
CR -CH
RAVER BED
REINFORCED SOIL LIFTS,
1.0' - ALTERNATE: LIVE STAKES AT 24" O.C.
TOP RAP OF COIR y 10' BASE FLOW
'I EXTENDS 4' INTO BANK IJ
1.
2' MIN
STAKES AT 3' O.C.
RAVER BED
REINFORCED SOIL LIFTS,
T
1
ON-SITE GRAVEL AND COBBLE
1.5"
OR BRUSH TOE
LIGHTLY COMPACT BRUSH/WOODY DEBRIS LAYER.
3.
BRUSH SHOULD BE ALIGNED SO STEMS ARE ROUGHLY PARALLEL
AND IS INSTALLED POINTING SLIGHTLY UPSTREAM FROM
Vegetated Soil Lift
PERPENDICULAR.
3
3.1 Not to Scale
INSTALL TOPSOIL NEAR TOP OF BRUSH, PLACE LIVE CUTTINGS
Typical Stakes
SALVAGED
ON-SITE BOULDERS RIFFLE INVERT PER PROFILE
MIN 0.Tx1'x1.5' / r TOP OF BANK (TYP)
3" MAX i
2 Chunky Riffle
3.1 Not to Scale
NOTES:
1.
OVEREXCAVATE 3' BEYOND TOE OF BANK.
2.
INSTALL ALTERNATING LAYERS OF LOGS, BRUSH/WOODY DEBRIS
REINFORCED SOIL LIFTS,
(SMALL BRANCHES AND ROOTS COLLECTED ON-SITE) AND
MATTING
LAYERS OF BACKFILL (BED MATERIAL) TO FILL ANY VOID SPACE.
��
LIGHTLY COMPACT BRUSH/WOODY DEBRIS LAYER.
3.
BRUSH SHOULD BE ALIGNED SO STEMS ARE ROUGHLY PARALLEL
AND IS INSTALLED POINTING SLIGHTLY UPSTREAM FROM
Y PACKED LOGS
PERPENDICULAR.
4NCHES 4.
INSTALL TOPSOIL NEAR TOP OF BRUSH, PLACE LIVE CUTTINGS
WITH GOOD CONTACT TO SOIL.
5.
INSTALL FILTER FABRIC OVER BRUSH/WOODY DEBRIS TO
PREVENT MIGRATION OF SOIL MATERIAL INTO BRUSH.
6.
INSTALL EARTH BACKFILL WRAPPED IN COIR FIBER MATTING
OVER BRUSH/WOODY LAYER ACCORDING TO TYPICAL SECTION
DIMENSIONS.
ITTINGS TO BE INSTALLED 7,
SEED, MULCH AND INSTALL EROSION CONTROL MATTING AND
WITH BANK26"
BANK STABILIZATION PER PLANS.
BANKFULL OR FLOODPLAIN
ELEVATION
REINFORCED SOIL LIFTS,
4-6" PER ENGINEER'S DISC
SEE DET. 315.1
��
PLACED LIVE
ELEV. 3"ABOVE X\/j
DOWNSTREAM
CUTTINGS
RIFFLE INVERT i
MIX IN MORE SOIL
ON TOP LAYER TO PROVIDE
BEDDING FOR LIVE CUTTINGS
ELEV. 6" BELOW -/ � DENSELY PACKED BRUSH, LOGS, WOODY DEBRIS
POOL DEPTH NATIVE SOIL WITH GRAVEL/COBBLE BACKFILL
4 Brush Toe
3.1 Not to Scale
Section A -A'
S

FOOTER LOG
COVERLOG
A
BUFFER WIDTH
VARIES
DIBBLE BAR
PLANTING BAR SHALL HAVE A
BANKFULL
BLADE WITH A TRIANGULAR
NOTES:
Q�
CROSS-SECTION, AND SHALL BE 12
61
I M
N,
2 Q
��
�
INCHES LONG, 4 INCHES WIDE AND
RESTORED ,,,111,,, 1 INCH THICK AT CENTER. 1.
ALL SOILS WITHIN THE BUFFER
PLANTING AREA SHALL BE DISKED, AS
REQUIRED, PRIOR TO PLANTING.
2.
ALL PLANTS SHALL BE PROPERLY
HANDLED PRIOR TO INSTALLATION TO
10 4y
O/
TRANSPLANT/
ROOTING PRUNING
INSURE SURVIVAL.
p.
BRUSH TOE/BOULDER
AS SHOWN ON PLAN
SPACING PER
ALL ROOTS SHALL BE PRUNED TO
A,
PLANTING PLAN
Section View
AN APPORIATE LENGTH TO
PREVENT J -ROOTING.
Plan View
O
O
3 O O
O
COVER LOG
6" MIN
LIMBS OK
FOOTERLOG
ORBOULDER <1/3 Bottom Width
BURIED 6" BELOW
�' ��\,�
���z�
n'A✓�" ���,.y�
MAX POOL DEPTH
Section A -A'
INSERT THE DIBBLE, OR
REMOVE THE DIBBLE, OR
INSERT THE DIBBLE, OR PUSH THE DIBBLE, OR PULL BACK ON THE HANDLE TO
REMOVE THE DIBBLE, OR
SHOVEL, STRAIGHT DOWN
SHOVEL, AND PUSH THE
SHOVEL, SEVERAL INCHES IN SHOVEL, DOWN TO THE CLOSE THE BOTTOM OF THE
SHOVEL, AND CLOSE AND FIRM
NOTE:
INTO THE SOIL TO THE FULL
SEEDLING ROOTS DEEP INTO
FRONT OF THE SEEDLING FULL DEPTH OF THE BLADE. PLANTING HOLD. THEN PUSH
UP THE OPENING WITH YOUR
1. COVER LOGS ARE NOT SHOWN ON PLANS, THEY SHALL BE
DEPTH OF THE BLADE AND
THE PLANTING HOLE. PULL THE
AND PUSH THE BLADE FORWARD TO CLOSE THE TOP,
HEEL. BE CAREFULTO AVOID
INSTALLED WHERE DIRECTED IN FIELD
PULL BACK ON THE HANDLE
SEEDLING BACK UP TO THE
HALFWAY INTO THE SOIL. ELIMINATING AIR POCKETS
DAMAGING THE SEEDLING.
2. WHEN COVER LOG USED IN CONJUNCTION
TO OPEN THE PLANTING
CORRECT PLANTING DEPTH
TWIST AND PUSH THE AROUND THE ROOT.
WITH STRUCTURE, NO FOOTER IS REQUIRED AND TYPICAL
HOLE. (DO NOT ROCK THE
(THE ROOT COLLAR SHOULD BE
HANDLE FORWARD TO
INSTALLATION IS TO WEDGE COVER LOG UNDER FOOTERS
SHOVEL BACK AND FORTH
1 TO 3 INCHES BELOW THE SOIL
CLOSE THE TOP OFTHE SLIT
OR BETWEEN OTHER HARD ELEMENTS (ROOTWADSBOULDERS, ETC)
AS THIS CAUSES SOIL IN THE
SURFACE). GENTLY SHAKE THE
TO HOLD THE SEEDLING IN
3. COVER LOGS AND FOOTER LOGS SHALL BE 6' MINIMUM LENGTH
PLANTING HOLE TO BE
SEEDLING TO ALLOW THE
PLACE.
AND 6" MIN. DIAMETER
COMPACTED, INHIBITING
ROOTS TO STRAIGHTEN OUT.
ROOTGROWTH.
DO NOTTWIST OR SPIN THE
SEEDLING OR LEAVE THE ROOTSBare
Root Planting
Cover Lo
1 -ROOTED.
2
to
3.2 rNot cale
3.2 Not to Scale
TOP OF BANK
LLLLLLL
LLLLLLL
LLLLLLL
w
a
~^°m
P N N E L
C, N
1/2" TO 2"
DIAMETER
o
O�
F d
TOE OFSLOPE
FLOW
AA����
�N A
Live Stake Detail
-
ABANDONED
6'-8' SPACING FOR LIVE STAKES
CHANNEL
3'-5' SPACING FOR IUNCUS PLUGS D
2-3'SPACING FOR LIVE STAKES x�"
Plan View
NOTE:
CHANNEL BACKFILL
Plan View
CLEAN SELECT BACKFILL
1. LIVE STAKES TO BE PLANTED IN AREAS AS SHOWN ON
COMPACTED IN 12"
PLANS AND DIRECTED BY THE ENGINEER.
MAX. THICKNESS LIFTS
STAGGERED ROWS EQUAL DISTANCE OFF TOP OF BANK
EROSION CONTROL MATTING
15' MIN.
EROSION CONTROL 3'
MATTING OR SOD MAT AS APPLICABLE
LIVE STAKE (TVP)
(SEE DETAIL)
SEE PLAN VIEW
FOR SPACING
SIDE SLOPE PER
JUNCUS PLUG (TYP)/ %�` Tj /
TOP OF BANK
TYPICAL SECTION�
STAGGER 0.5' AND 15 OFF EDGE OF WATER
TOE OF SLOPE
Section View -All Streams'KEYWAY
,^
n
T BELOW RIVER BED
Live Staking & Juncus Plugs
Section A -A'
n
3.Z Not to Scale
Channel Plug
3.2n4ot to Scams
1vj
N
Q

1.5�
6" MIN. OVERLAB IN
DOWNSTREAM DIRECTION
AT MAP ENDS ,Yh UPHILL
STAKE (NP) TOP OF BANK
SPAq a
TOE OFSLOPE
Plan View Typical Stakes
780 8/m2 COIR
EROSION CONTROL MATTING -TOP OF BANK
TOE OF
STAKE(TYP)
Section View
Erosion Control Matting
3.3 Not to Scale
NOTES:
1. PROVIDE TURNING RADIUS SUFFICIENT TO
ACCOMMODATE LARGE TRUCKS.
5. LOCATE CONSTRUCTION ENTRANCE ATALL POINTS
OF INGRESS AND EGRESS UNTIL SITE IS STABILIZED.
PROVIDE FREQUENT CHECKS OF THE DEVICE AND
TIMELY MAINTENANCE.
6. MUST BE MAINTAINED IN A CONDITION WHICH
WILL PREVENT TRACKING OR DIRECT FLOW OF MUD
ONTOSTREETS. PERIODIC TOP DRESSING WITH
STONE WILL BE NECESSARY.
7. ANY MATERIAL TRACKED ONTO THE ROADWAY
MUST BE CLEANED IMMEDIATELY.
8. USE CLASS A STONE OR OTHER COARSE AGGREGATE
APPROVED BY THE ENGINEER.
9. PLACE FILTER FABRIC BENEATH STONE.
2 Construction Entrance
3.3 Not to Zcale
/BANK
Plan View
FILTER FABRIC
NOTES: COMPACTED FILL EXISTING GROUND CONCRETE JERSEY BARRIER
1. USE WIRE A MINIUM OF 32" IN WIDTH AND WITH
A MINIMUM OF 6 LINES OF WIRES WITH 12" STAY PLASTIC SHEETING
S 'ACING.
2. USE FILTER FABRICA MINIMUM OF 36" IN WIDTH 00
AND FASTEN ADEQUATELY TO THE WIRES AS �= SAND BAGS TO
DIRECTED BY THE ENGINEER. I p a ANCHOR SHEETING
3. PROVIDE 5' STEEL POST OF THE SELF -FASTENER 4" �- p
ANGLE STEELTYPE. ANGLE STEELTYPE. EXTEND FABRIC F o
INTO TRENCH
ACTIVE FLOW a WORK AREA
4 Temporary Silt Fence
3.3 Not to Scale
Section
5 Jersey Barrier Coffer Dam
3.3 Not to Scale
COMMON NAME
SCIENTIFIC NAME
PERCENTAGE
SWITCHGRASS
PANICUM VIRGATUM
25
VIRGINIA WILD RYE
ELYMUS VIRGINICUS
25
DEER TONGUE
PANICUM CLANDESTINUM
25
SHOWYTICKSEED
BIDENS ARISTOSA
5
LANCED LEAVED COREOPSIS
COREOPSIS LANCEOLATA
5
FOXSEDGE
CAREXVULPINOIDEA
15
TOTAL
100
-APPLIED AT 0.5 LB/1,000 SF TO ALL DISTURBED AREAS
SEEDING:
1. PH LEVEL OF SOIL SHALL BE 5.5 TO
2. SEEDBED SHALL BE LOOSE AND FREE OF ROCKS AND DEBRIS PRIOR TO SEEDING AND MULCHING
3. TEMPORARY AND PERMANENT SEED SHOULD BE APPLIED TOGETHER IF PLANTING DATES ALLOW.
MULCHING:
1. 2 TONS PER ACRE
2.GRAIN STRAW PREFERED, NCDOT ALTERNATIVES WILL BE CONSIDERED UPON REQUEST, AS WILL LEAVES.
3. SEEDBED SHALL BE LOOSE AND FREE OF ROCKS AND DEBRIS PRIOR TO SEEDING AND MULCHING
Seeding and Mulching
3.3 Not to Scale
SEDIMENT BARRIER, SILT FENCE OR EQUIVALENT (TYP)
TEMPORARY SEED MIX
APPLICATION DATES
COMMON NAME
RATE (LB/1,000 SF)
AUGUST 15 TO MAY 1
RYE GRAIN
1.0
MAY 1 TO AUGUST 15
BROWNTOP MILLET
0.3
SEEDING:
1. PH LEVEL OF SOIL SHALL BE 5.5 TO
2. SEEDBED SHALL BE LOOSE AND FREE OF ROCKS AND DEBRIS PRIOR TO SEEDING AND MULCHING
3. TEMPORARY AND PERMANENT SEED SHOULD BE APPLIED TOGETHER IF PLANTING DATES ALLOW.
MULCHING:
1. 2 TONS PER ACRE
2.GRAIN STRAW PREFERED, NCDOT ALTERNATIVES WILL BE CONSIDERED UPON REQUEST, AS WILL LEAVES.
3. SEEDBED SHALL BE LOOSE AND FREE OF ROCKS AND DEBRIS PRIOR TO SEEDING AND MULCHING
Seeding and Mulching
3.3 Not to Scale
SEDIMENT BARRIER, SILT FENCE OR EQUIVALENT (TYP)
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NOTES:
1. CULVERT AT DAM DIVERSION SHALL BE 60"
DIAMETER SMOOTH WALLED HDPE.
2. OTHER CROSSINGS SHALL CONSIST OF THREE 24"
DIAMETER HDPE OR CMP CULVERTS.
3. REMOVE CULVERT UPON COMPLETION OF USE
4. USE SILT BARRIER AROUND MARGINS OF CROSSING
TO DIRECT RUNOFF AWAY FROM RIVER
i61 Temporary Ford Crossing - Culvert
3.3 Not to Scale
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EROSION CONTROL MATTING O �� T`
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BRUSH MATTRESS STAKE BOULDERS
OR BRUSH TOE A STRUCTURE ELEVATION POINT
LOCATED ON FOOTER ROCK. T MIN.
6, Q BASE FLOW �` i Section A -A' 4'4�
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SECTIONW 1 OF THE ENGINEER.
—� ELEVATION POINT PER PROFILE. 'Q-��Q�C��,��/
B TOP OF BANKCO`C�
NOTES:
3' TYP- SLOPE (S
1. PLACE CUTTINGS ON FACE OF GRADED BANK, WITH BUT -FENDS
NATURAL FIBER TWINE REACHING TO BASE FLOW WATER SURFACE. f
2. DRIVE STAKES HALFWAY INTO BANK BETWEEN CUTTINGS. B'
TOP OF MATTRESS WRAP TWINE AROUND STAKES AND OVER CUTTINGS TIGHTLY.
DRIVE STAKES FURTHER TO TIGHTEN TWINE AND SECURE Profile B -B'
CUTTINGS TO SLOPE.
3. FILL VOIDS BETWEEN CUTTINGS WITH LOOSE TOPSOIL. SEED Plan x
AND MULCH THE SURFACE.
4. INSTALL EROSION CONTROL MATTING OVER TOPSOIL, USING
LIVE CUTTINGS, SLIGHT CRISS-CROSS 18" LONG MATTING STAKES. DIMENSIONS (TYP.)
TOE OF BANK PATTERN, MIN. 15 STEMS PER S. PLACE BOULDER TOE OVER END OF MATTRESS AND MATTING. DIMENSIONS CANE
SQUAREYARD 6. LIVE CUTTINGS SHALL BE DORMANT ATTHE TIME OF RIVER
INSTALLATION AND SHALL INCLUDE AT LEAST 3 OF THE X(FT) 3.5 Q
FOLLOWING SPECIES: SILKY WILLOW, SIKLY DOGWOOD, Y(FT) YD
NINEBARK, ELDERBERRY, BLACK WILLOW. z(FT) 20+/ 4-1
-
BOULDER OR BRUSH TOE PLAN B (DEGREE) 21 05
SN 5
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BASE FLOW WATER SURFACE 0 ��/ 4-
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6"-12" ABOVE BASE FLOW U
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Not to Scale L4 Not to Scale 3.4 Not to Scale
3

Cane River Dam Removal Project
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0 100 200 400
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Yancey County, CLearWater Aerial Photograph (2010)
North Carolina NCCGIA
32 Clayton street Figure 4
Asheville, North Carolina 28801

Cane River Dam Removal Project

Attachment A
Property Owner Information

Owner Information
1. Owner Information
3a. Name(s) on Recorded Deed:
Frank and Libby Helms (Parcel ID 081003305316000)
3b. Deed Book and Page No.
275/59
3c. Responsible Party (for LLC if
applicable):
n/a
3d. Street address:
506 South Church Street
3e. City, state, zip:
Monroe, NC 28112
3f. Telephone no.:
n/a
3g. Fax no.:
n/a
3h. Email address:
n/a
2. Owner Information
3a. Name(s) on Recorded Deed:
Dean and Judith Shull (Parcel ID 071900483555000 and 071900497636000)
3b. Deed Book and Page No.
402/542
3c. Responsible Party (for LLC if
applicable):
n/a
3d. Street address:
PO Box 2469
3e. City, state, zip:
Winter Haven, FL 33883
3f. Telephone no.:
n/a
3g. Fax no.:
n/a
3h. Email address:
n/a
*A portion of the Shull property is under contract to purchase. Agent Authorization from Mr. Sean Lallouz, the
future owner, has also been included.
3. Owner Information
3a. Name(s) on Recorded Deed:
North Carolina Department of Transportation (Parcel ID 081003302499000)
3b. Deed Book and Page No.
715/547
3c. Responsible Party (for LLC if
applicable):
n/a
3d. Street address:
1598 Mail Service Center
3e. City, state, zip:
Raleigh, NC 27699
3f. Telephone no.:
n/a
3g. Fax no.:
n/a
3h. Email address:
n/a

Attachment B
Preliminary Findings Report
(dated June 2015)

PRELIMINARY FINDINGS REPORT
Cane River Dam Removal and River Restoration Project
Yancey County, North Carolina
Prepared for:
�,,Of�e itr.:aLrf�
1
Ohm
Blue Ridge Resource Conservation & Development Council
26 Crimson Laurel Circle, Suite 2
Bakersville, NC 28705
Prepared by:
BC2H DESIGN -BUILD TEAM
Baker/Confluence/Clearwater/HydroCyde
June 2015

EXECUTIVE SUMMARY
The Cane River Dam Removal and River Restoration Project will involve removing an obsolete dam and
powerhouse, constructing sections of new river channel and stabilizing sections of existing channel,
enhancing aquatic habitats and improving riparian buffer conditions. The project site is located southwest
of Burnsville, Yancey County, NC in the Blue Ridge Mountain Physiographic Province. A population of
Appalachian elktoe mussels is present upstream of the dam and the river hosts a number of fish species
including trout.
This Preliminary Findings Report describes work completed during the assessment and preliminary
design phases. Preliminary design plans and supporting data are included in the Appendices.
Cane River Dam Removal and River Restoration Project - Preliminary Findings June 2015

TABLE OF CONTENTS
1.0 PROJECT BACKGROUND........................................................................................................................1
1.1 GOALS AND OBJECTIVES..................................................................................................................................1
1.2 SCOPE OF WORK..............................................................................................................................................1
1.3 PREVIOUS STUDIES..........................................................................................................................................1
2.0 SITE AND WATERSHED INFORMATION..............................................................................................2
2.1 HISTORY..........................................................................................................................................................3
2.2 WATERSHED DESCRIPTION..............................................................................................................................3
2.3 DAM.................................................................................................................................................................3
2.4 PROJECT REACH...............................................................................................................................................3
2.5 REFERENCE REACH..........................................................................................................................................4
2.6 SEDIMENT........................................................................................................................................................4
2.7 VEGETATION....................................................................................................................................................5
2.8 HABITAT ASSESSMENT....................................................................................................................................5
3.0 ANALYSES AND PRELIMINARY DESIGN.............................................................................................6
3.1 GEOMORPHIC PROCESS EVALUATION..............................................................................................................6
3.2 DESIGN METHODOLOGY AND DATA ANALYSES..............................................................................................6
3.2.1 Design Discharge.............................................................................................................................
6
3.2.2 Base Flow Hydraulics.......................................................................................................................7
3.2.3 Sediment Transport..........................................................................................................................7
3.2.4 Cross Section....................................................................................................................................9
3.2.5 Plan and Profile.................................................................................................................................9
3.2.6 In -Stream Structures........................................................................................................................9
3.3 INVASIVE SPECIES MANAGEMENT AND BUFFER PLANTING........................................................10
4.0 CONSTRUCTION CONSIDERATIONS..................................................................................................10
5.0 REFERENCES............................................................................................................................................11
APPENDIX A: GEOMORPHIC DATA
APPENDIX B: GEOTECHNICAL REPORT
APPENDIX C: HYDROLOGIC AND HYDRAULIC ANALYSES
APPENDIX D: PRELIMINARY DESIGN PLANS
Cane River Dam Removal and River Restoration Project - Preliminary Findings June 2015

1.0 PROJECT BACKGROUND
1.1 Goals and Objectives
The primary goal of the project is to restore river and floodplain function while minimizing construction
phase impacts to critical habitats. Specific objectives include:
• Removing the dam and powerhouse along with concrete rubble that remain from earlier breach
activities;
• Creating stable river dimensions and bank conditions in the project reach;
• Restoring natural river function in terms of sediment transport, floodplain connectivity, aquatic
organism passage and support of aquatic and riparian habitats;
• Re -connecting riparian corridors upstream and downstream of the dam;
• Beginning a program of invasive plant removal and establishment of native herbaceous and
woody plant communities; and
• Staging demolition of the dam and construction of river restoration measures so as to minimize
negative impacts to existing mussel and fish populations.
1.2 Scope of Work
The team's scope of work includes the following primary tasks:
• Location and survey of the dam, river and project constraints, including property boundaries,
underground and overhead utilities, roads, fences, mature trees, bedrock and other features
relevant to design and construction;
• Geomorphic survey and assessment of the river and an upstream reference reach;
• Assessment of riparian buffer vegetation, including types and extent of invasive exotic species;
• Evaluation of aquatic and terrestrial habitats;
• Analysis and design of the dam removal and river restoration;
• Section 404, 401, DEMLR, FEMA permitting and coordination with agencies;
• Development of construction staging and sequence;
• Demolition of the dam and powerhouse and construction of river restoration elements; and
• Post -construction monitoring for 1 year.
1.3 Previous Studies
The project team was provided with a document entitled "Alternatives Analysis for Stream Restoration
Associated with the Removal of Cane River Dam" by Greg Jennings, Jason Zink and George (Zan) Price
dated May 15, 2013. This study summarizes abbreviated data collection and hydrologic/hydraulic
analysis efforts and provides a comparison of three alternatives. The first alternative, "No Action", was
ruled out because it would fail to address any project objectives. The second alternative involved a partial
dam removal and river stabilization effort, which was determined to have modest benefits at a relatively
low cost, but still fall short of achieving the stated objectives. The third alterative, full removal and
restoration, was determined to be optimal in terms of river function, aquatic habitat uplift and aquatic
organism passage, but at a higher cost than the second alternative.
The BC2H team's design -build proposal for the project follows the third alternative: complete removal and
river restoration. As such, this report does not present a formal alternatives analysis but rather describes
our proposed approach for implementing the selected alternative. This report also summarizes our data
collection and analyses to date.
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
1

2.0 SITE AND WATERSHED INFORMATION
Scale: NTS Cane River Dam Removal and Restoration Figure 1: Watershed Map
Yancey County, NC
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
2

2.1 History
The site is located southwest of the Town of Burnsville, off of Pine Swamp Road, in Yancey County,
North Carolina. The Cane River dam was built in 1908 to generate hydroelectric power. The dam, which
was first owned by Burnsville Electric Company and later by Northwest Carolina Utilities, provided power
to all of Yancey County in the 1930's. The dam and powerhouse were submerged during a major flood in
1940. By the middle 1940's, additional sources of power had been brought on line and the dam had
become less vital to the area. Damage to the dam was noted in the middle 1950's and the lake was
drained in order to protect downstream residents. In the 1970's, a significant flood caused additional
damage to the structure and the dam was partially breached to prevent complete collapse. The dam was
damaged again during flooding in 2004 and has remained in a partially breached and unstable condition
since this time. Concrete rubble, reinforcing steel and other debris is present within the river both
upstream and downstream of the dam.
2.2 Watershed Description
As shown on Figure 1 above, the Cane River at the dam drains a 54 -square -mile watershed, which
extends to the Blue Ridge Parkway at the Yancey County line with Buncombe and McDowell Counties.
The predominant land use within the watershed is forest. The Pisgah National Forest - including Mount
Mitchell, the tallest peak east of the Mississippi River - occupies approximately 80 percent of the
watershed. The majority of the developed area, including several small farms and the Yancey Stone
quarry, is located in the Pensacola Township within the valley along NC Highway 197.
2.3 Dam
The dam is a reinforced concrete and masonry structure measuring approximately 45 feet tall and
spanning 245 feet across the valley. The structure is comprised of eight bays, each formed by buttress
walls aligned parallel to the river flow. During the dam's operating life, a concrete slab was present at the
upstream face; much of the slab has either been removed or has collapsed. A masonry powerhouse is
connected to the dam at the right abutment. Survey data indicate that the historic crest of the dam was at
an elevation of approximately 2,584 feet. It is unclear what the normal pool elevation in the impoundment
was while the dam and powerhouse were in operation. It appears that the dam was founded on bedrock
across its entire profile. Log forms resting on bedrock are currently visible at the base of the dam.
2.4 Project Reach
The project reach extends from the upstream end of the Shull parcel on the left bank to the downstream
end of the Helms parcel on the right bank, a valley length of approximately 2,600 linear feet. The
preliminary design plans in Appendix D show the project limits.
The geomorphic survey of the project reach included the following activities:
Topographic survey of the river and floodplain;
Longitudinal profile survey along the river thalweg through the entire reach, including through the
dam; and
Riffle pebble counts, bulk sampling and laboratory analyses of bar sediments.
Using the topographic survey data, the project team generated river cross sections at approximate 100
linear foot intervals. Prior to the construction phase, the team will survey and monument two riffle and
two pool cross sections within the project reach in order to allow for pre- and post -construction
comparisons of channel geometry and dimensions. Geomorphic data obtained for the project are
presented in Appendix A. Topographic data are presented on the preliminary design plans in Appendix
D.
According to the 1935 USGS quadrangle map, the dam impounded roughly 3,200 linear feet of the river.
Reconnaissance of the upstream reaches conducted for this project indicates that lacustrine silt and clay
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
3

deposits extend as far as 3,100 linear feet upstream of the dam. The elevation at the top of the deposits
ranges from approximately 2,567 feet at the upstream end to 2,556 feet near the dam.
Field work included two cross sections and a longitudinal profile through a narrow bedrock and boulder
controlled reach immediately upstream of the project limits where the valley walls extend to the edge of
water. No evidence of lacustrine deposits was found in this upper reach. A large lateral bar of gravel and
cobble is present in this location, but it appears that this deposition occurred after the dam breach.
Thalweg elevations in this reach range from 2,559 feet to 2,554 feet, apparently well below the normal
pool elevation. It is likely that the bulk of accumulated fine sediment in this reach was transported
downstream during the initial breach and headcut migration, and during subsequent flood events.
The existing profile includes riffles, runs, pools and glides, formed over time as the river downcut through
the fine grained deposits and reached the coarse gravel and cobble of the pre -impoundment river bed.
While some of these bedforms appear to be functioning well, particularly in the tight meander bend
between river design stations 24+00 and 26+00. Riffles in the tight meander bend have formed such that
high energy flows are directed at the tall, erodible outside banks. Bank heights range from about 15 feet
near the upstream project limits to about 12 feet near the dam. The tall banks limit floodplain
connectivity, which has the effect of containing large flood flows within the channel. This lack of
floodplain access combined with the unstable bed form sequences has led to widespread bank erosion
and mass wasting.
Downstream of the dam, the river has been starved of an equilibrium sediment supply and as a result is
dominated by bedrock and large boulders. A lateral bar with mature vegetation has formed on the left
bank beginning about 100 linear feet downstream of the dam and a large mid -channel bar has formed
beyond the downstream limits of the project.
Tires, concrete slabs and rubble, rebar, logs, trash and riprap were all observed within the project reach.
The remains of what appears to have been a small dam are visible in the river bed immediately upstream
of the project limits. Photographs of the site are included in Appendix A.
2.5 Reference Reach
The team identified a reference reach on the Cane River, approximately 16,000 linear feet upstream of
the dam. We selected this reference reach because it is located on the same river as the project reach, is
in a similar valley type and is well upstream of the influence of the former dam so that sediment transport
can be assumed to be unaffected by backwater conditions. The drainage area at the reference reach is
approximately 46 square miles.
The reference reach includes two stable riffles and a stable pool with well vegetated banks and bed
materials similar to those encountered in the project reach. The reference reach survey included the
following:
• Two riffle and one pool cross section;
• Longitudinal profile survey along the river thalweg; and
• Riffle pebble counts and bulk sampling and laboratory analyses of bar sediments.
Geomorphic data and photographs of the reference reach are presented in Appendix A.
2.6 Sediment
The team contracted with ECS Carolinas, LLP (ECS) to perform ten soil test borings in the accumulated
sediment areas of the reach upstream of the dam. Complete results and a boring location map are
presented in Appendix B. The test borings indicate that the typical subsurface profile consists of 2 to 3
feet of very loose sand underlain by several feet of very soft silt. The silt layer is underlain by a gravel
and cobble layer that appears to be the river bed materials. The loose/soft nature of the sand and silt
layers is typical of lacustrine deposits and presents challenges for design and construction. These
challenges are discussed further in the preliminary design section of this report.
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
4

ECS performed laboratory testing to evaluate grain size distribution, plasticity and organic content.
Analyses were not performed to determine potential contaminants in the on-site soils. The technical
advisory committee indicated to the team that such testing was unnecessary because, given the land
uses in the watershed, the probability of upstream contaminant sources was small. The team did
however observe an empty 55 -gallon drum on the right floodplain, but no evidence of a chemical release
was noted.
Table 1 presents a summary of soil boring results. Boring locations are shown in the ECS report included
in Appendix B.
Table 1.
Boring Summary
Boring No.
Approximate Depth
of Lake Sediment ft
1
17
2
12
3
14
4
12
5
7
6
9
7
5
8
8
9
8
10
12
Based on topographic and subsurface data, we estimate the current volume of accumulated lake
sediment to range from 80,000 to 100,000 cubic yards.
2.7 Vegetation
The banks and floodplain areas of the site are wooded to varying degrees. The left bank over the
majority of the reach is wooded, with sycamore, black walnut, buckeye and red maple observed to be the
dominant species. Within the downstream half of the former impoundment, clusters of black willow,
elderberry and tag alder have become established in the lake deposits. The buffer over the upstream half
of the former impoundment is dominated by black walnut, with mature sycamore and black willow also
common. Black locust is present along the Pine Swamp Road embankment.
Japanese knotweed has overtaken the understory and open areas throughout the project reach and is the
primary concern in terms of establishing a healthy native plant community. The knotweed extends uphill
and upstream well beyond the project limits. Other observed herbaceous species include jewelweed,
poison ivy and multiflora rose.
2.8 Habitat Assessment
The team performed a qualitative assessment of aquatic habitats. The North Carolina Division of Water
Resources includes four sites along the Cane River in their Stream Fish Community Assessment
Program; however, DWR did not rate the Cane River in its most recent North Carolina Index of Biotic
Integrity (NCIBI). Although site-specific studies and inventories documenting species utilization of the
project reach have not been conducted, general observations of aquatic species usage were noted during
visits to the site. The river carries a trout water classification and the Wildlife Resources Commission
(WRC) stocks the Cane River with Brown, Brook, and Rainbow trout above and below the Cane River
Dam in October and November of each year. Trout were observed in the project reach. We also noted
crayfish and abundant stonerollers and their nests throughout the project reach. We are aware of an
existing Appalachian elktoe mussel population upstream of the dam, but the team has not identified its
exact location.
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
5

While there appears to be a relatively healthy population of fish in the project reach, the lack of bank
stability is a continual threat to aquatic habitats. The remains of the dam also present a fish and aquatic
organism passage barrier, due to the structure itself and the debris jams that form periodically on the
upstream face of the breach. Bed form diversity is lacking in the upstream 500 to 600 linear feet where a
relatively planar bed run has formed.
3.0 ANALYSES AND PRELIMINARY DESIGN
3.1 Geomorphic Process Evaluation
Construction of the dam began a decades -long process of valley fragmentation and habitat impact. The
backwater conditions in the impoundment caused an estimated several hundred thousand cubic yards of
sediment to be deposited. The breach in the 1970's caused a rapid drawdown in water surface. The
river channel then re-formed through the sediment deposits. The very soft and loose sediments were
easily eroded until the river bed reached the original coarse grained bed materials and bedrock, 12 to 15
feet below the top of the sediment deposits. When the river had eroded vertically as far as the bed
materials would allow, it began to migrate laterally. The sharp meander bend between stations 24+00
and 26+00 is evidence of this lateral migration process. The river is highly incised and disconnected from
its floodplain and the banks are unstable. The proposed design will address the incision and bank
instability by promoting more frequent river -to -floodplain interaction and the associated energy dissipation
effects that a functioning floodplain will provide.
3.2 Design Methodology and Data Analyses
The design methodology incorporated both form -based and analytical approaches, using a combination
of reference reach data, statistical relationships and hydraulic analyses to arrive at a design discharge.
The team then used the design discharge to develop riffle and pool typical sections and new river pattern
and profile through an iterative process. The team built HEC -RAS models of the existing conditions and
proposed design and used these models to evaluate hydraulic properties.
The following sections summarize each phase of the methodology; supporting calculations and data are
included in Appendix C.
3.2.1 Design Discharge
The discharge used to design the river channel geometry modifications is the bankfull discharge,
generally considered to be that flow rate that over time does the most work to form and maintain the
channel dimension. Because decades of backwater effects did not allow the river to reach a state of
equilibrium with the water and sediment supply, typical indicators of bankfull stage such as the active
floodplain or the back of a point bar are largely absent within the project reach. Therefore, a range of
predictors were used to develop the bankfull discharge for the project reach.
The team used regional regression equations, modeled field bankfull indicators in the reference reach
using HEC -RAS and RIVERMorph, and considered sediment transport competence using critical
discharge for initiation of bed material mobility. The team also analyzed annual peak discharge data for a
USGS stream gaging station on the South Toe River near Celo, NC in order to develop return interval
estimates, and compared the discharge corresponding to the 1 to 1.2 -year return interval with the other
bankfull discharge predictions.
As summarized in Table 2, our analyses generally indicate that the North Carolina Mountain Regional
Curve is a good predictor of bankfull discharge at the project site. When modeled, field bankfull indicators
at the reference reach suggest a range of discharges of approximately 86 to 89 percent of the regional
curve value. The return interval analyses on the nearby gaging station annual peaks data indicate that a
1 -year storm is close to the regional curve predicted bankfull discharge. The critical discharge predictions
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
6

indicate that storms significantly larger than the bankfull storm are required to mobilize the larger fraction
of the bed materials.
Table 2: Bankfull Discharge Estimates (cfs)
Reach
NC Mountain
USGS
Hydraulic
Critical
Return Period
Selected
Proposed
Regional
2 -year
Model using
Discharge
1.0 to 1.2 years
Design Value
1.9
Curve
NC HR2
Field
(Pavement D84)
Indicators
Project Reach
2098
2474
2100+/-
2735-5723
n/a
2000
(54.4 mit)
Reference Reach
1847
2171
1582-1636
5980-8801
n/a
n/a
(46 mit)
South Toe River at
1764
2071
n/a
n/a
1680 —2870
n/a
USGS Gaging
Station (43.3 mit)
3.2.2 Base Flow Hydraulics
The team evaluated hydraulic conditions for base flow conditions, with specific consideration to depth of
flow, velocity and jump heights as they relate to fish passage. The proposed profile is slightly lower and
steeper than the existing profile due to the re -alignment of the unstable meander bend and the desire to
spread the 2.5 -foot fall at the dam over a greater distance than currently exists. Table 3 summarizes the
hydraulic analyses for an assumed base flow discharge of 50 cfs.
Table 3: Hydraulic Properties for Base Flow Conditions (50 cfs)
Location
Riffle Flow Depth (ft)
Velocity (ft/sec)
Existing
Proposed
Existing
Proposed
500' Upstream of
Dam
1.5
0.9
1.6
1.8
200' Downstream
of Dam
1.9
1.9
1.6
1.6
Based on a review of the literature and assuming young brook trout are the primary species of interest,
the proposed hydraulics will support adequate fish passage through the project reach. Young brook trout
are reported to be capable of jumping 6 inches and cruising at 2 feet per second.
Our analyses indicate the water surface following removal of the dam will extend upstream about 100
linear feet beyond the project limits, with a maximum drop in base flow water surface of about 3.3 feet
near the dam. Construction will be staged such that all in -stream grade control structures are in place
prior to the dam being removed, thereby limiting the potential for drawdown effects extending further
upstream and negatively affecting the existing mussel population.
3.2.3 Sediment Transport
As part of our sediment transport evaluations, we considered landscape position and the connections
between the supply, project and downstream reaches. The project reach appears to have adjusted to the
post -breach water and sediment supply. The primary sediment transport issues appear to be the excess
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
7

fine sediment being supplied by bank erosion and a "hungry water" condition downstream of the dam. A
qualitative assessment of the Cane River at the project site revealed the following general conditions:
• The downcutting following the dam breach appears to have reached the maximum depth.
Bedrock and coarse gravel and cobble are visible in the bed throughout.
• The reach immediately downstream of the dam has been starved of sediment for decades. Bed
materials have been scoured and deposited, along with fine grained sediments passing through
the breach, in a lateral bar and mid -channel bar downstream of the dam.
• Point bars, comprised mainly of sand, gravel and cobble, have formed on the inside bends.
• Gravel -sized and cobble -sized bed materials appear to be moving through the reach upstream of
the dam.
• Bedrock in the channel bed downstream of the dam has fixed the longitudinal slope and
prevented channel incision beyond what is evident today.
The team evaluated sediment transport competence using shear stress as the indicator parameter. As
summarized in Table 4, our analyses indicate the design river channel will transport the larger fraction of
the bed materials sampled at the site, with similar stage -shear profiles as the reference reach.
Table 4: Shear and Unit Stream Power Comparison at Bankfull Discharge
Location
D84 of Bar Material
Shear Stress (psf)
Stream Power
(mm)*
(Ib/ft/sec)
Reference Reach
125
1.2
5.7
Immediately Upstream of
143
1.9
7.1
Project Reach
Existing Riffle in Project
94
2.3
10.4
Reach
Design Riffle in Project
94
1.3
7.3
Reach
*Dx— with respect to sediment grain size distribution, the grain mean diameter which
is larger than x% of the sample distribution.
The design shear stress at the bankfull discharge is about 1.3 pounds per square foot (psf). According to
Shield's curve, the corresponding mobile particle size is about 130 to 190 mm. Riffle pebble counts in the
project reach indicate the D95 is about 155 mm, which is an indication of future bed stability. The
relatively high shear stress for the existing case is indicative of the incised conditions and low width -depth
ratios; flood flows are contained in a narrow channel rather than accessing the floodplain.
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 C.
Slope and cross section size and shape are the factors that determine stream power. Because the
project will include re -alignment of the river channel and an increase in slope, all three parameters affect
the results. As discussed in Section 3.2.4, 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
upstream and reference reaches. This continuity in sediment transport capacity, coupled with expected
reductions in fine sediment inputs once the banks are stabilized, indicates that the designed channel
should reduce both mid -channel deposition and settling of fines in riffles.
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
8

3.2.4 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 C-type channel with a
width -depth ratio less than about 10 can lead to stability problems. We evaluated reference cross
sections as indicators 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.
3.2.5 Plan and Profile
The proposed restoration of the Cane River includes a significant pattern change at the existing tight
meander bend and more modest thalweg shifts elsewhere. The design meander geometry is based
largely on site constraints and construction staging requirements. The somewhat confined nature of the
valley points to a relatively narrow belt width and relatively large meander radius to channel width ratio,
on the order of 5 or greater. Aside from the significant alignment shift away from Pine Swamp Road, the
reach upstream is proposed to be shifted slightly to the right and away from the hillside on the left side of
the valley.
Our preliminary plans show the creation of riffle, run, pool and glide bed features. Based on data
collected to date, we believe creation of these bed forms is achievable but we are aware that unforeseen
bedrock may require that the profile be adjusted. We are confident in the upstream and downstream
elevations in the profile can be matched, but there will need to be some flexibility during construction to
adjust grades in the middle of the project reach.
3.2.6 In -Stream Structures
In -stream structure types and locations will be 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.
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
9
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.
a.
Promote sediment storage upstream and pool formation downstream
Set grade in profile
Constructed Riffle
b.
Provide roughness in bed
c.
Initiate riffle habitat and sediment transport equilibrium
a.
Enhance bank stability
Toe Wood/Root Wad Cluster
b.
Provide bank roughness
c.
Establish near -bank cover and pool habitat
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
9

3.3 INVASIVE SPECIES MANAGEMENT AND BUFFER PLANTING
Japanese knotweed is the greatest concern with regard to establishing a healthy riparian buffer. Our
invasive species consultant, Jane Hargreaves, has given us the following guidance regarding the
approach to the knotweed.
• Given the magnitude of the infestation, herbicide treatment is unlikely to be effective.
• Partial removal or treatment in advance of earthwork activities (in 2015) may lead to erosion
problems if the site is left with only partial ground cover.
• Mechanical removal of the plants and rhizomes during earthwork appears to be the best option.
The fate of the removed plant material is being debated, but we are considering deep burial in the
area where the meander bend will be abandoned.
• Follow up observation and treatment will likely be required within the project limits.
• The infestation extends well beyond the project limits, so in order for the management program to
be effective, there should be an effort started to address the infestation on adjoining properties.
Other invasive plant species such as multiflora rose are present at the site, generally in isolated patches
than can likely be effectively removed with mechanical means.
Buffer planting will take place after earthwork is complete, likely in the fall and winter of 2016. Planted
trees and shrubs will be native woody species adapted to the site. We expect these will include
sycamore, river birch, buckeye, oak species, silky willow, silky dogwood, elderberry, and tag alder. The
planting plan will consider clearance requirements within the overhead power easement near design
station 25+00.
4.0 CONSTRUCTION CONSIDERATIONS
Construction will generally proceed according to the following sequence:
1. Mobilize equipment and materials.
2. Install erosion and sedimentation control devices and BMP's, stabilize potential stockpile, staging
and laydown areas, including temporary stream crossings.
3. Slope and bench banks and install in -stream structures between stations 10+00 and 24+00.
Stockpile excavated materials on right floodplain. Strip knotweed and store at designated
stockpile area near station 21+00.
4. Install temporary crossing for construction access. Excavate new channel off-line of the existing
channel flow, between stations 24+00 and 25+50. Leave plugs of bank material at upstream and
downstream ends of new channel. Haul stripped knotweed and excavated material to stockpile
area near station 21 +00.
5. Stabilize banks and install in -stream structures.
6. Remove channel plugs at stations 23+50 and 26+00 and turn flow into new channel.
7. Strip knotweed including rhizomes from right side of channel between stations 26+00 and 31+50
and stockpile near station 21+00.
8. Construct temporary diversion, construction staging area and access for demolition of dam.
9. Demolish and remove dam and buttresses proceeding from left side and haul concrete rubble to
stockpile area.
10. Backfill abandoned channel section at tight meander bend, using concrete rubble and knotweed
at base and rear of fill. Install bio -engineering and habitat structures at face of backfill zone.
11. With left side of dam removal complete, remove concrete rubble, rebar, debris and mid -channel
bars between stations 32+50 and 36+50. Complete bank sloping, bio -engineering and in -stream
structures left side between stations 28+00 and 36+50.
12. With left side of dam now removed and river flowing to the left of the existing breach, demolish
and remove right side of dam and powerhouse.
13. With dam and powerhouse removed, complete excavation of benches and floodplain areas right
side between stations 26+00 and 32+50.
14. Install buffer plantings dormant season.
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
10

5.0 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. Geo/. Soc. of Am. Bull., 95, 371-378.
Harman, et al. (1999). Bankfull Hydraulic Geometry Relationships for North Carolina Streams, AWRA
Wild/and 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.
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.
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.
Cane River Dam Removal and Restoration Project - Preliminary Findings June 2015
11

GEOMORPHIC DATA FOR PROJECT REACH AND REFERENCE REACH

Riffle at 20+60
o Ground Points . Bankfull • Water Surface
Indicators Points
Wbkf = 60.1 Dbkf = 8.76 Abkf = 526.1
260
259
258
O
CO 257
_N
LU 256
255
254
190.0
267.5 345.0 422.5 500.0
Horizontal Distance (ft)

Riffle Upstream
o Ground Points * Bankfull
Indicators
Wbkf = 91.7 Dbkf
260
:a
O
CO 257
_N
W
255
254
of Tight Bend
• Water Surface
Points
6.49 Abkf = 595
0 100 200 300 400
Horizontal Distance (ft)

Zigzag Pebble Count at Riffle
20+60
1 10 100 1000 10000
Particle Size (mm)

fs's
bar sample below zz 1
10 100 1000
Particle Size (mm)

Zigzag Pebble Count at tight
bend
0.1 1 10 100 1000 10000
Particle Size (mm)

fs's
bar sample for =2
10 100 1000
Particle Size (mm)

Upstream Supply
0 200 400 600
Distance along stream (ft)
• CH
WS
• BKF
• LEW
REW
P3
800 1000 x P4

Upstream
o Ground Points . Bankfull
Indicators
Wbkf = 101.7 Dbkf
257
256
C: 256
O
Ca
N 255
W
255
255
Riffle
• Water Surface
Points
5.26 Abkf = 534.6
0 50 100 150
Horizontal Distance (ft)

Upstream
O Ground Points . Bankfull
Indicators
Wbkf = 92.7 Dbkf
257
256
C: 256
O
Ca
N 255
W
255
255
Pool
• Water Surface
Points
6.97 Abkf = 646.3
0 20 40 60 80 100
Horizontal Distance (ft)

Zigzag Pebble Count at
Upstream Riffle
10 100 1000 10000
Particle Size (mm)

Pebble Count at Bar d/s
Upstream Riffle
1 10 100 1000 10000
Particle Size (mm)

1
REF REACH
W
0 200 400 600 800
Distance along stream (ft)
• CH
WS
• BKF
• P1
P2
P3
1000 x P4

1
Ref Riffle 1
o Ground Points . Bankfull • Water Surface
Indicators Points
Wbkf = 82.6 Dbkf = 4.64 Abkf = 382.8
0 50 100 150 200
Horizontal Distance (ft)

1
Ref Riffle 2
o Ground Points . Bankfull • Water Surface
Indicators Points
Wbkf = 96.9 Dbkf = 3.56 Abkf = 344.6
0 50 100 150 200
Horizontal Distance (ft)

1
Ref Pool
o Ground Points . Bankfull • Water Surface
Indicators Points
Wbkf = 109.9 Dbkf = 5.31 Abkf = 583.2
0 50 100 150
Horizontal Distance (ft)

ZZ AT UPSTREAM RIFFLE
0.1 1 10 100 1000 10000
Particle Size (mm)

fs's
Bar Sample d/s Ref Riffle 1
10 100 1000
Particle Size (mm)

Cane River Dam Removal and Restoration
Site Photographs
BC21-1 Design Build Team
Upstream riffle, looking downstream
Upstream riffle, looking right to left
I
`t.
Upstream pool, looking upstream
Upstream beyond lake deposits, Ikg upstream
.
Upstream beyond lake deposits, Ikg
Remains of concrete structure, 150 LF
downstream
upstream of project limits
BC21-1 Design Build Team

Cane River Dam Removal and Restoration
Site Photographs
Looking upstream near station 10+00
Run near station 12+50, looking downstream
Looking right near station 16+00
Looking downstream near station 11+00
Run near station 14+00, looking downstream
Looking upstream near station 19+00
BC2H Design Build Team

Cane River Dam Removal and Restoration
Site Photographs
Riffle for pebble count 1, station 21+00
Knotweed and bank collapse, sta. 24+00
Bar sample 2, below tight bend
Bar sample 1, station 23+00
Riffle for pebble count 2, above tight bend
At tight bend
BC2H Design Build Team

Cane River Dam Removal and Restoration
Site Photographs
Looking upstream from station 27+00
Looking downstream from station 30+00
Looking upstream at breach
Looking downstream from station 28+00
Looking downstream at dam breach
Upstream face of dam
BC2H Design Build Team

Cane River Dam Removal and Restoration
Site Photographs
Downstream face of dam
Looking downstream from station 32+50
Overview of reach downstream of dam
Leakage under dam to left of breach
Looking right to left, station 34+00
Mid -channel bar downstream of project
BC2H Design Build Team

Cane River Dam Removal and Restoration
Reference Reach Photographs
Reference riffle 1, looking downstream
Reference pool, looking right to left
Reference riffle 2, looking downstream
Reference pool, looking downstream
Reference pool, looking upstream
Reference riffle 2, looking right to left
BC21-1 Design Build Team

GEOTECHNICAL REPORT

ECS CAROLINAS, 9' LLP "Setting the Standard for Service"
�.M Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Firm F-1078
June 1, 2015
BC2H Design -Build Team
c/o Mr. Charles Baker
Baker Grading and Landscaping
970 Bat Cove Road
Old Fort, North Carolina 28762
Reference: Report of Subsurface Exploration and Laboratory Testing
Cane River Dam Removal
Pine Swamp Road
Burnsville, Yancey County, North Carolina
ECS Project No. 31-2789
Mr. Baker:
ECS Carolinas, LLP (ECS) has completed the subsurface exploration and laboratory testing for the above
referenced project, as authorized by your acceptance of our Proposal 31-3772-P dated November 25,
2014. This report contains the results of our subsurface exploration and laboratory testing.
We appreciate the opportunity to provide geotechnical services to you and your team on this exciting
project. If you have any questions concerning the information presented in this report, or if we can be
of further assistance, please contact us.
PROJECT INFORMATION
Our understanding of the project is based on our ongoing communications and on-site meetings with
the BC2H Design -Build Team dating back to November 2014. The Cane River Dam is a 100 foot by 40
foot tall rock -filled masonry dam located on the Cane River west of the Town of Burnsville. The
structure is a former hydroelectric dam that has not been in use since the 1970s, when it was
significantly damaged as a result of major flood events. The dam structure was altered using heavy
machinery and dynamite to allow large flows to pass over the dam, and to create a breach measuring 10
feet by 4 feet near the lower -center section of the structure.
The overall goal of this project is to restore the stream and floodplain function in the Cane River within
areas impacted and degraded by the Cane River Dam and sedimentation resulting from the previous
impoundment of the sections of river upstream of the dam. This will be accomplished through removal
of all portions of the dam and associated in -channel debris, stabilization of sediment accumulations
behind the dam using natural channel design methods, and restoration of native riparian and floodplain
vegetation within the project area.
The purpose of the subsurface exploration and laboratory testing reported herein was to document the
subsurface conditions behind the dam with respect to thickness of sediment deposits and depth to original
riverbed cobble, and characterize the sediment deposits through laboratory testing of the collected soil
samples.
1900 Hendersonville Road, Suite 10, Asheville, NC 28803 • T: 828-665-2307 ° F: 828-665-8128 • www.ecslimited.com
ECS Mid -Atlantic, LLC • ECS Carolinas, LLP a ECS Florida, LLC • ECS Illinois, LLC • ECS Southeast, LLC • ECS Texas, LLP

Report of Subsurface Exploration and Laboratory Testing
Cone River Dam Removal
Burnsville, Yancey County, North Carolina
ECS Project No. 31-2789
FIELD EXPLORATION AND LABORATORY TESTING
The scope of this exploration included drilling and sampling a total of ten (10) soil test borings,
designated B-1 through B-10, at the locations shown on the Boring Location Diagram prepared by Ben
Patton Land Surveying, PLLC and included in the attachments to this report. The boring locations were
designated by BCzH Design -Build Team and were located in the field by ECS based on existing site
features. Each boring was extended until auger refusal was encountered on alluvial riverbed cobble.
The soil test borings were performed with an ATV -mounted drill rig utilizing continuous -flight, hollow
stem augers (HSA) to advance the boreholes. Drilling fluid was not used in this process. Representative
soil samples were obtained by means of the split -barrel sampling procedure in general conformance
with ASTM D1586. In this procedure, a 2 -inch O.D., split -barrel sampler is driven into the soil a distance
of 18 inches by a 140 -pound hammer falling 30 inches. The number of blows required to drive the
sampler through a 12 -inch interval is termed the Standard Penetration Test resistance (SPT N -value) and
is indicated for each sample on the boring logs. This value can be used as a qualitative indication of the
in-place relative density of cohesionless soils. In a less reliable way, it also indicates the consistency of
cohesive soils. This indication is qualitative, since many factors can significantly affect the Standard
Penetration resistance value and prevent a direct correlation between drill crews, drill rigs, drilling
procedures, and hammer -rod -sampler assemblies. Split -spoon samples were obtained at approximately
2 Y2 -foot intervals within the upper 10 feet of the borings and at 5 -foot intervals thereafter.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery, each
sample was removed from the sampler and visually classified. Representative portions of each
recovered sample were then sealed in air -tight containers and brought to our laboratory in Asheville,
North Carolina, for visual examination by ECS in accordance with the Unified Soil Classification System.
The laboratory testing program for this project consisted of performing visual -manual soil classifications in
general accordance with ASTM D2488-06. Select soil samples were designated by ECS for index testing in
general accordance with applicable ASTM standards. Index testing included natural moisture content
determinations (ASTM D2216), grain size distribution analysis with washes over a No. 200 sieve
(ASTM D422 and D1140), Atterberg Limit testing (ASTM D4318), and organic content determinations
(ASTM D2974). The soil samples and laboratory results were reviewed by ECS and classified on the basis of
texture and plasticity in general accordance with the Unified Soil Classification System (ASTM D2487). A
summary of the laboratory test results and individual laboratory reports are included in the attachments
to this report
The basic elements of the USCS are described on the attached legend sheet. Additional information from
each soil boring is provided on the individual soil test boring logs, laboratory summary, and individual
laboratory test reports also included in the attachments.
SUBSURFACE CONDITIONS
The primary objective of the soil test borings was to characterize the depth and composition of the
sediment accumulations behind the dam, where the river was historically impounded until the
breaching of the structure in the 1970's. The majority of the borings (B-1 through B-7) were located on
the northern bank of the river. Borings B-8 through B-10 were located on a large sediment wedge on
the south side of the channel which has resulted in a meander in the river approximately 1,250 feet
upstream of the dam.
-2-

Report of Subsurface Exploration and Laboratory Testing
Cone River Dam Removal
Burnsville, Yancey County, North Carolina
ECS Project No. 31-2789
The soil test borings indicated the depths of the sediment accumulation generally ranged in depth from
about 5 to 17 feet below the existing ground surface (BGS). The sediment accumulations generally
consisted of a surficial layer of sandy material that was approximately 2 to 5 feet in thickness. Below the
surficial sandy deposits, wet to saturated, moderate to high plasticity silts with varying amounts of
organics and decomposed organics and very high moisture contents were encountered. The silty
sediments extended until natural alluvial deposits were encountered.
Natural alluvial deposits were encountered below the sediment accumulations at each of the soil
borings at depths ranging from about 5 to 17 feet BGS. The alluvium generally consisted of poorly
graded sands and gravel ranging in thickness from about 1 to 6 feet.
Below the sandy and gravelly alluvial deposits, auger refusal was encountered on what appeared to be
larger alluvial river bed cobbles. The cobble was generally encountered at depths ranging from about 9
to 19 feet BGS.
Groundwater was encountered at the time of drilling in each of the borings, with the exception of
Borings B-6 and B-10. Groundwater depths ranged from about 7 to 12 feet BGS, where encountered. It
is important to note that these measurements were obtained at the time of drilling, and the
groundwater was not given adequate time to stabilize for accurate measurements of the groundwater
level (typically 24 hours). Accordingly, actual groundwater elevations may be slightly higher than the
elevation reported. It is also likely, based on the site and river elevations and the moisture content of
the soil samples obtained from Borings B-6 and B-10, that groundwater levels at these locations are
above the termination depth of the borings, but was not encountered at the time of drilling because
adequate time was not provided for the groundwater to inundate the bore hole for an accurate
measurement. Variations in the location of the static water table may occur as a result of changes in
precipitation, evaporation, surface water runoff, river stage elevation, and other factors not
immediately apparent at the time of this exploration. Consequently, fluctuations in the elevation of the
groundwater table should be expected. In general, the highest groundwater levels typically occur in late
winter and spring, while the lowest levels typically occur in late summer and fall.
The table below provides a summary of the subsurface conditions encountered at each boring location:
Boring
No.
Ground Surface
Elev.
Refusal
Depth/Elev.
Groundwater
Depth/Elev.
Bottom of Sediment Accumulation
Depth/Elev.
B-1
2556
18.75'/2537.5
7'/2549
17'/2539.5
B-2
2557
17.25'/2540
11'/2546
12'/2545
B-3
2554
17'/2537
6'/2548
14'/2540
B-4
2554
13.5'/2540.5
12'/2542
12'/2542
B-5
2558
12.5'/2545
6'/2552
7'/2550.5
B-6
2561
13'/2548
none
9'/2552
B-7
2562
11'/2551
11'/2551
5'/2557
B-8
2555
13.25'/2542
7'/2548
8'/2547
B-9
2555
9'/2546
8'/2547
8'/2547
B-10
2561
17'/2543.5
none
12'/2548.5
-3-

Report of Subsurface Exploration and Laboratory Testing
Cane River Dom Removal
Burnsville, Yancey County, North Carolina
FCS Project No. 31-2789
CLOSING
This report has been prepared in accordance with generally accepted geotechnical engineering practice.
No other warranty is expressed or implied. No third party may rely upon this report without prior
written approval from ECS. The information presented in this report is based on our understanding of
the site and project information provided by the client, and the data obtained during our exploration.
The general subsurface conditions presented in this report are based on interpolation of subsurface
conditions between the borings. In evaluating the subsurface data, we have considered previous
correlations between penetration resistance values and engineering properties for soil conditions similar
to those at your site. The assessment of site environmental conditions for the presence of pollutants in
the soil, rock, and groundwater of the site was beyond the scope of this geotechnical exploration.
If you have any questions concerning the information provided in this letter, please do not hesitate to
contact us.
Respectfully,
ECS CAROLINAS, LLP represented by;
0 11111!/// oi�lvl�tta4a�
s•f
� SEA r•:
oaoa x
�• ;"YL ER
////II1111\
R. Tyler Smith, P.E.
Geotechnical Project Manager
NC License No. 040897
Attachements: Boring Location Diagram
Soil Test Boring Logs
Laboratory Summary
Laboratory Reports
Unified Soil Classification System
Reference Notes for Boring Logs
1`'- atthew S. Fogleman, P.E.
Vice President/Branch Manager

POINT TABLE
DESCRIPTION
NORTHING
EASTING
ELEVATION
bore
b1
800439.409
1013518.043
2556.37
bore
b2
800397.778
1013577.741
2557.09
bore
b3
8C0316.130
1013677.849
2554.11
bore
b4
800276.898
1013761.152
2553.98
bore
b5
800130.167
1014288.871
2557.65
bore
b6
800010.165
1014330.863
2561.01
bore
b7
799959.712
1014439.404
2562.03
bore
b8
800056.388
1014074.803
2555.25
bore
b9
800108.592
1013970.620
2554.80
bore
b10 1
800153.814
1014084.320
2560.64
QB1 LEGEND
Q BORING LOCATION
Q82
QB3
p B4
AppROX1�'ATE C��TERLINE
NO GRID NORTH QB10 QB5
NAD83 (2011) QB9
Q B8
BAR SCALE: 1"=200'
QB6
0 200 400 600
TOWN OF BURNSVILLE
BTP
CA /j0
YANCEY COUNTY, NO
SHEET:
1 OF 1
SCALE.
1"=200'
PROJECT # 15001
B P L 5
SEAL
_ L0 4
Ben Patton Land Surveying, PLLC�
,yy-z3 is r
PHONE: [phone]
�' ��
259 DAVES FARM DR. MARfCN, INC 28752
�I
SERVING NO, SO, & TN FIRM LICENSE NO. P-0907
WEB: BPSURVEYING.COM EMAIL: SEN®BPSURVEYING.COM
HWY 19E
?
SyaO4
O
VICIN}Tl' MAP
NOTES NOT TO SCALE
1. THE PURPOSE OF THIS DRAWING IS TO SHOW BORING
LOCAT}CNS FOR THE CANE RIVER DAM REMOVAL AND
RIVER RESTORATION PROJECT. THIS MAP DOES NOT
CONFORM TO NCGS 47-30.
2. HORZONTAL DATUM = NA083 (201 1) VERTICAL
DATUM = NAVD 88
3. COORDINATES SHOWN ARE THE EXISTING TOP OF
GROUND AT THE BOR}NG LOCATION.
CERTIFICATE
I, BENJAMIN T. PATTON, PLS CERTIFY THAT THIS MAP
WAS DRAWN UNDER MY SUPERVISION FROM AN
ACTUAL SURVEY MADE UNDER MY SUPERVISION AND
IN ACCORDANCE WITH 21 NCAC 56.1600. A
BOUNDARY SURVEY WAS NOT PERFORMED.
I/ -z3 -/S
BENJAMI ATTON, PLS #4904 DATE
067
BORING LOCATION DRAWING FOR; I
BAKER GRADING & LANDSCAPING, INC
DRAWN BY:
DATE;
TOWN OF BURNSVILLE
BTP
4/23%15
YANCEY COUNTY, NO
SHEET:
1 OF 1
SCALE.
1"=200'
PROJECT # 15001

CLIENT
JOB#
BORING#
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-1
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence En ineerin
�.-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swam Road Burnsville North Carolina
ROCK QUALITY DESIGNATION. & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
v n
LL
z
W
a
D
BOTTOM OF CASING LOSS OF CIRCULATION 1W.LU
W
ZO
��
J
_
SURFACE ELEVATION 2556.37
a
W
g
W
g
W
g
W
F
W >
3
STANDARD PENETRATION
o
a)
ai
O
3
BLOWS/FT
Cn
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM
WOH
S-1
SS
24
12
SAND, Contains Mica and Trace Organics,
WOH
1
Brown, Moist, Very Loose, Nonplastic
2555
4
(ML SEDIMENT) FINE SANDY SILT, Contains
Mica, Trace Rounded Gravel, and Trace
Organics, Brownish Dark Gray, Moist to Wet,
1
S-2
SS
18
14
Very Soft, Moderate Plasticity
2
5
57.6
2550
4
S-3
SS
18
12
1
2
(MH SEDIMENT) FINE SANDY ELASTIC SILT,
Contains Significant Decomposed Organics,
and Trace Mica, Dark Gray, Wet to Saturated,
S-4
SS
18
10
Very Soft to Soft, High Plasticity
WOH
1
10
—
2545
S-5
SS
18
18
19 45-4— -0,-50
15
887
2540
(SM/SP ALLUVIUM) SILTY MEDIUM TO
'S
COARSE SAND WITH ROUNDED GRAVEL,
'- 17
VJC
.:i ,•
Contains Trace Mica, Brown, Saturated,
50 z
-8
SS
2
2
Medium Dense Nonplastic
50/2
AUGER REFUSAL @ 18.75'
20
2535
25
2530
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH @ 17.00'
WL(BCR) 7.00 1 WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB#
BORING#
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-2
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence En ineerin
�.-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swam Road Burnsville North Carolina
ROCK QUALITY DESIGNATION. & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
v n
LL
z
W
a
D
BOTTOM OF CASING LOSS OF CIRCULATION 1W.LU
W
ZO
��
J
_
SURFACE ELEVATION 2557.09
a
W
g
W
g
W
g
W
F
W >
3
STANDARD PENETRATION
o
a)
ai
O
3
BLOWS/FT
Cn
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM
3
S-1
SS
18
18
SAND, Contains Mica and Trace Organics,
3
6
Brown, Moist, Loose, Nonplastic
2555
6
S-2
SS
18
14
13
16
5
3
(ML SEDIMENT) FINE SANDY SILT, Contains
Mica, and Trace Organics, Brownish Gray,
S-3
SS
18
18
Moist to Wet, Soft, Moderate Plasticity
s
3
4
2550
1
(MH SEDIMENT) FINE SANDY ELASITC SILT,
S-4
SS
18
18
Contains Moderate Decomposed Organics,
1
1
Dark Gray, Wet, Very Soft, High Plasticity
woH
10
2545
(SP ALLUVIUM) MEDIUM TO COARSE SANDley,
WITH ROUNDED GRAVEL, Contains Mica,
Brown, Wet, Medium Dense, Nonplastic
y '::
7
S-5
SS
18
18.
7
18
15
73,:.
tit
2540
50/3
S-6
SS
3
3
AUGER REFUSAL @ 17.25'
50/3
20
2535
25
2530
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH @ 15.00'
WL(BCR) 11.00 1 WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB#
BORING#
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-3
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence En ineerin
�.-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swam Road Burnsville North Carolina
ROCK QUALITY DESIGNATION. & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
v n
LL
z
W
a
D
BOTTOM OF CASING LOSS OF CIRCULATION 1W.LU
W
ZO
��
J
_
SURFACE ELEVATION 2554.11
a
W
g
W
g
W
g
W
F
W >
3
STANDARD PENETRATION
o
a)
ai
O
3
BLOWS/FT
Cn
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM
S-1
SS
24
16
SAND, Contains Mica, and Trace Organics,
WOH
1
Brown, Moist, Very Loose, Nonplastic
3
(ML SEDIMENT) FINE SANDY SILT, Contains
Trace Mica, and Trace Organics, Brownish
Gray, Moist to Wet, Very Soft, Moderate
z
S-2
SS
18
18
Plasticity
2550
1
2
5
(MH SEDIMENT) FINE SANDY ELASTIC SILT,
Contains Significant Decomposed Organics,
S-3
SS
18
16
Trace Wood Fragments, and Trace Mica, Dark
3
3
6 49-51
Gray, Very Wet to Saturated, Very Soft, High
3
104.5
Plasticity
2545
WOH
WO
S-4
SS
18
18
10
WOH
2540
a
13
S-5
SS
18
16(SP
ALLUVIUM) MEDIUM TO COARSE SAND
4v 3
15
WITH ROUNDED GRAVEL, Contains Trace
s
Mica, Brown, Saturated, Medium Dense,
yi,
Nonplastic
•. •:
;r"
AUGER REFUSAL @ 17.00'
2535
20
2530
25
2525
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH @ 15.00'
WL(BCR) 6.00 1 WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB#
BORING#
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-4
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence En ineerin
�.-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swam Road Burnsville North Carolina
ROCK QUALITY DESIGNATION. & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
v n
LL
z
W
a
D
BOTTOM OF CASING LOSS OF CIRCULATION 1W.LU
W
ZO
��
J
_
SURFACE ELEVATION 2553.98
a
W
g
W
g
W
g
W
F
W >
3
STANDARD PENETRATION
o
a)
ai
o
3
BLOWS/FT
Cn
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM......
3
S-1
SS
18
18
SAND, Contains Mica, Brown, Moist, Very
z
Loose, Nonplastic
(ML SEDIMENT) FINE SANDY SILT, Contains
Mica, and Trace Organics, Brownish Gray,
Moist to Wet, Medium Stiff, Moderate Plasticity
4
S-2
SS
18
18
2550
4
6
5
2
80.8
(MH SEDIMENT) ELASTIC SILT, Contains
Significant Decomposed Organics, and Trace
S-3
SS
18
16
Mica, Dark Gray, Wet, Very Soft, High Plasticity
woH
wOH
67*57
—
2
2 103.4
2545
WOH
S-4
SS
18
18
10
18
18:
(SP ALLUVIUM) MEDIUM TO COARSE SAND
:'• r
WITH ROUNDED GRAVEL, Contains Mica,
Brown, Wet to Saturated, Medium Dense,
50/0
5
Non lastic
2540
50/0
AUGER REFUSAL @ 13.50'
15
25335
20
2530
25
2525
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH
WL(BCR) 12.00 1 WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB#
BORING#
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-5
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence Engineerinci�.-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swam Road Burnsville North Carolina
ROCK QUALITY DESIGNATION. & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
v n
LL
z
W
a
D
W
BOTTOM OF CASING LOSS OF CIRCULATION 1W.LU ZO
��
_
J
F
SURFACE ELEVATION 2557.65 W >
a
W
g
W
g
W
g
W
3
STANDARD PENETRATION
o
a)
ai
o
LU
3
0
BLOWS/FT
Cn
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM
WOH
S-1
SS
18
18
SAND, Contains Mica, and Trace Organics,
2
55.6
Brown, Moist, Very Loose
3
S-2
SS
18
18
WOH
1
2555
1
(SP SEDIMENT) FINE TO MEDIUM SAND,
S-3
SS
18
5
Contains Mica, Brown, Moist to Wet, Very
1
3
Loose
2
5
3
Partially Decomposed Leaves with Fine Sand
S-4
SS
18
$and
Silt, Contains Trace Mica, Black, Wet,
•:.�;«
s
$
Medium Stiff
�� . 2550
(SP ALLUVIUM) MEDIUM TO COARSE SAND
S-5
SS
18
12
WITH ROUNDED GRAVEL, Contains Trace
:�: j:
g
16
NP
NP 15.7♦
Mica, Dark Brown, Saturated, Medium, Dense,
5Nonplastic
21
10
2545
AUGER REFUSAL @ 12.50'
15
2540
20
2535
25
2530
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH @ 6.00'
WL(BCR) 6,00 1 WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB #
BORING #
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-6
1 OF 1
PROJECT NAME
ARCHITECT-ENGINEER
Cane River Dam Removal
Confluence Engineering
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swamp Road Burnsville North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LU
Z
J
LIMIT% CONTENT% LIMIT%
v s n
z
r
o
c
>-
BOTTOM OF CASING LOSS OF CIRCULATION 100
W
>
W
J 0
fD
SURFACE ELEVATION 2561.01
~a
W
W
W
O0
F
W >
3
STANDARD PENETRATION
o
a
it
LU
0
SLOWS/FT
o
ua
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM
WOH
S-1
SS
24
18
SAND , Contains Mica, and Trace Organics,
2560
Wo
-0
Brown, Moist, Very Loose, Nonplastic
WOH
WOH
S-2
SS
1818
1
2
1
1
S-3
SS
18
18
2
3
5
TITITIF
1
(ML SEDIMENT) FINE SANDY SILT, Contains
Trace Decomposed Organics, Trace Wood
2555
S-4
SS
18
18
Fragments, and Trace Mica, Brownish Dark
1
1
25-* -z�s-30 61.8-0
Gray, Moist to Wet, Very Soft, Low Plasticity
1
2
s
(GP ALLUVIUM) ROUNDED GRAVEL WITH
�y>r
S-5
SS
18
6
_.
10
MEDIUM TO COARSE SAND, Contains Mica,
1g
20
Dark Brown, Very Wet, Medium Dense,`
!'
Nonplastic
..:;:.
2550
AUGER REFUSAL @ 13.00'
15
2545
20
2540
25
2535
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH
WL(BCR) NONE t WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB#
BORING#
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-7
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence En ineerin
�.-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swam Road Burnsville North Carolina
ROCK QUALITY DESIGNATION. & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
v n
LL
z
W
a
D
W
BOTTOM OF CASING LOSS OF CIRCULATION 1W.LU ZO
��
_
J
F
SURFACE ELEVATION 2562.03 W >
a
W
g
W
g
W
g
W
3
STANDARD PENETRATION
o
a)
ai
o
3
BLOWS/FT
Cn
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM
S-1
SS
18
18
SAND, Contains Mica and Trace Organics,
NP 26.0
Brown, Moist, Very Loose, Nonplastic
S-2
SS
18
18
2560
1
5 NP
4
(ML SEDIMENT) FINE SANDY SILT, Contains
S-3
SS
18
18
Mica, and Trace Organics, Brownish Gray,
i
14Moist,
Stiff, Moderate Plasticity
7
5
(SP ALLUVIUM) MEDIUM TO COARSE SAND
WITH ROUNDED GRAVEL, Contains Mica,
r:•i:•
:�i,:x
Dark Brown, Wet to Saturated, Nonplastic
a
S-4
SS
18
6
25557
6
13
iCaii
12
S-5
SS
16
2
r.:
18
10
50/4
68f10
AUGER REFUSAL @ 11.00'
2550
15
2545
20
2540
25
2535
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH @ 9,00'
WL(BCR) 11.00 1 WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB #
BORING #
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-8
1 OF 1
"I
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence Engineering
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swamo Road Burnsville North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LU
Z
J
LIMIT% CONTENT% LIMIT%
v s n
z
a
r
o
-
>-
w
BOTTOM OF CASING LOSS OF CIRCULATION 100%I � O
J
W
_
5J2
F
SURFACE ELEVATION 2555.25 W >
~a
W
W
W
O0
3
STANDARD PENETRATION
o
a
it
SLOWS/FT
U)
U)
w
m
(MH SEDIMENT) ELASTIC SILT, Contains
2555
Decomposed Organics, and Trace Mica, Dark
S-1
SS
18
18
Gray, Wet to Saturated, Very Soft, High
1
WOH
1
Plasticity
1
-
WOH
S-2
SS
18
18
wo'
5
-
WOH
2550
WOH
S-3
SS
18
18
WOH
1 89.70
(SP ALLUVIUM) MEDIUM TO COARSE SAND
S-4
SS
18
18
WITH ROUNDED GRAVEL, Contains Mica,
ham...
3
1
1
Dark Brown, Saturated, Very Loose, Nonplastic;t,
WOH
10
2545
t Y
Vii' .
AUGER REFUSAL @ 13.25'
15
2540
20
2535
25
2530
30
2525
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH @ 9.00'
WL(BCR) 7.00 t WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB#
BORING#
SHEET
Baker Grading and Landscaping, Inc.
31-2789
I B-9
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence En ineerin
�.-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swam Road Burnsville North Carolina
ROCK QUALITY DESIGNATION. & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
v n
LL
z
W
a
D
BOTTOM OF CASING LOSS OF CIRCULATION 1W.LU
W
ZO
��
J
_
SURFACE ELEVATION 2554.80
a
W
g
W
g
W
g
W
F
W >
3
STANDARD PENETRATION
W
a)
ai
O
3
BLOWS/FT
Cn
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM
SAND, Contains Mica, and Trace Organics,
S-1
SS
18
10
Brown, Moist, Very Loose, Nonplastic
WOH
wo
WOH
(ML SEDIMENT) FINE SANDY SILT, Contains
S-2
SS
18
18
Trace to Moderate Decomposed Organics, and
1 2
Trace Mica, Grayish Brown to Dark Gra Wet,
Y Y.
2550
1 72.9
5
Very Soft, Moderate to High Plasticity
WOH
S-3
SS
18
6
w0
wOH
(GP ALLUVIUM) ROUNDED GRAVEL WITH
MEDIUM TO COARSE SAND, Contains Mica,
"
so/a
• 50/4
ark Gray, Saturated, Medium Dense,
Ronplastic
2545
1 o
AUGER REFUSAL @ 9.00'
15
2540
20
2535
25
2530
30
2525
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH @ 7,00'
WL(BCR) 8,00 1 WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

CLIENT
JOB#BORING#
SHEET
Baker Gradin and Landscaping, Inc.
31-2789
B-10
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Cane River Dam Removal
Confluence En ineerin
�.-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFT'
Pine Swam Road Burnsville North Carolina
ROCK QUALITY DESIGNATION. & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REG%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
v n
LL
z
W
a
D
BOTTOM OF CASING LOSS OF CIRCULATION 1W.LU
W
ZO
��
J
_
SURFACE ELEVATION 2560.64
a
W
g
W
g
W
g
W
F
W >
3
STANDARD PENETRATION
W
a)
ai
O
3
BLOWS/FT
Cn
w
m
(SM SEDIMENT) SILTY FINE TO MEDIUM
2560
SAND, Contains Mica, and Trace Organics,
2
NP
S-1
SS
18
18
Brown, Moist, Very Loose, Nonplastic
1
3 51.2♦
2
NP
(ML SEDIMENT) FINE SANDY SILT, Contains
S-2
SS
18
18
Trace to Moderate Decomposed Organics, and
1
3
Trace Mica, Brownish Gray to Gray, Moist to
2
7.3
5
Wet, Very Soft, Moderate to High Plasticity
2555
WOH
S-3
SS
18
18
WOH
1
(SM SEDIMENT) SILTY FINE TO MEDIUM
S-4
SS
18
18
SAND, Contains Mica, Dark Brown, Wet, Very
WOH
3
Loose, Nonplastic
z
10
2550
(GP ALLUVIUM) ROUNDED GRAVEL WITH
?�«
MEDIUM TO COARSE SAND, Contains Trace
#fja
Mica, Dark Brown, Very Wet, Medium Dense,!
;
..
��
NP
S-5
SS
18
14
Nonplastic
',t
s
NP 0-12.7 2
15i4i'
.
20
2545
AUGER REFUSAL @ 17.00'
20
2540
25
2535
30
2530
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ❑
BORING STARTED 04/06/15
CAVE IN DEPTH
WL(BCR) NONE WL(ACR)
BORING COMPLETED 04/06/15
HAMMER TYPE
WL
RIG CME 550 ATV FOREMAN Tim Hall
DRILLING METHOD HSA

Laboratory Testing Summary
Page 1 of I
Sample
Source
Sample Depth
Number (feet)
MC1
N
Soil
Type2
Atterberg Limjts3
LL PLPI
Percent
Passing
No. 200
Sieve4
Moisture - Density (Corr.)5
Maximum Optimum CBR Other
Density Moisture Value6
(pcf) N
B-1
S-2 3.50-5.00
57.6
ML
OC=7.62
S-5 13.50 - 15.00
88.7
MH
50 45
5
77.7
B-3
S-3 6.00-7.50
104.5
MH
51 49
2
78.0
OC=10.05
B-4
S-2 3.50-5.00
80.8
ML
OC=8.44
S-3 6.00-7.50
103.4
MH
67 57
10
95.3
B-5
S-1 0.00-1.50
55.6
SM
OC=6.43
S-5 8.50-10.00
15.7
SP
NP NP
NP
4.4
B-6
S-4 6.00-7.50
61.8
ML
30 25
5
60.5
B-7
S-1 0.00-1.50
26.0
SM
NP NP
NP
26.2
B-8
S-3 6.00-7.50
89.7
MH
OC=12.10
B-9
S-2 3.50-5.00
72.9
ML
OC=7.62
B-10
S-1 1.00 - 2.50
51.2
SM
NP NP
NP
22.4
OC=3.55
S-2 3.50-5.00
79.3
ML
OC=8.71
S-5 13.50 -15.00
12.7
GP
NP NP
NP
7.2
Notes:
Definitions:
1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method
MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)
Project No.
Project Name:
PM:
PE:
Printed On:
31-2789
Cane River Dam Removal
R. Tyler Smith, P.E.
Matthew S. Fogleman, P.E.
9
Wednesday, April 22, 2015
ECS CAROLINAS, LLP
1900 Hendersonvllte Road, Suite 10
Asheville, NC 288D3
T-17 Phone: [phone]
Fax: [phone]

100
90
80
70
ry
Z 60
Z 50
W
U
0_
W 40
In
30
20
10
n
Particle Size Distribution Report
C C
OO O
0 N M 7 cC,0 0 -T N
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 25.2 14.2 1.5 34.8 19.9 4.4
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
1"
100.0
Atterberg Limits
3/4"
74.8
Coefficients
3/8"
62.7
D50= 0.8287 D30= 0.4931
D15= 0.3063
#4
60.6
Classification
#10
59.1
#20
50.7
#40
24.3
#60
11.3
#100
6.9
#200
4.4
- (no specification provided)
Source of Sample: B-5 Depth: 8.50-10.00
Sample Number: S-5
ECS CAROLINAS, LLP
1900 Hendersonville Road, Suite 10
Asheville, NC 28803
Phone: [phone]
Fax: [phone]
10
20
30
M
40 x
0
M
Z
50
0
0
D
50 U)
M
x
70
30
90
100
Soil Description
(SP ALLUVIUM) MEDIUM TO COARSE SAND WITH
ROUNDED GRAVEL, Contains Trace Mica, Dark Brown,
Saturated, Nonplastic
Atterberg Limits
PL= NP LL= NP
P1= NP
Coefficients
D90= 22.9104 D85= 21.6932
D60= 4.0137
D50= 0.8287 D30= 0.4931
D15= 0.3063
D10= 0.2269 Cu= 17.69
Cc= 0.27
Classification
USCS= SP AASHTO=
Remarks
Client: Baker Grading and Landscaping, Inc.
Project: Cane River Dam Removal
Tested By: DK Checked By:
Date: 04/20/2015

100
90
80
70
ry
Z 60
Z 50
W
U
0_
W 40
n
30
20
10
n
Particle Size Distribution Report
C C
OO O
0 N M 7 cC,0 0 -T N
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.5 1.0 7.8 64.5 26.2
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
3/8"
100.0
Atterberg Limits
#4
99.5
LL=
P1=
#10
98.5
D90= 0.4111
#20
96.9
D50= 0.1578
D30= 0.0871
#40
90.7
Cu=
Cc=
#60
72.6
USCS=
#100
47.7
Remarks
#200
26.2
- (no specification provided)
Source of Sample: B-7 Depth: 0.00-1.50
Sample Number: S-1
ECS CAROLINAS, LLP
1900 Hendersonville Road, Suite 10
Asheville, NC 28803
Phone: [phone]
Fax: [phone]
3
10
20
30
M
40 x
0
M
Z
50
0
0
D
50 U)
M
x
70
30
90
100
Client: Baker Grading and Landscaping, Inc.
Project: Cane River Dam Removal
Tested By: DK Checked By:
Date: 04/20/2015
Soil Description
(SM SEDIMENT) SILTY FINE TO MEDIUM
SAND, Contains
Mica, and Trace Organics, Brown, Moist, Nonplastic
Atterberg Limits
PL=
LL=
P1=
Coefficients
D90= 0.4111
D85= 0.3428
D60= 0.1937
D50= 0.1578
D30= 0.0871
D15=
D10=
Cu=
Cc=
Classification
USCS=
AASHTO=
Remarks
Client: Baker Grading and Landscaping, Inc.
Project: Cane River Dam Removal
Tested By: DK Checked By:
Date: 04/20/2015

100
90
80
70
ry
Z 60
Z 50
W
U
0_
W 40
In
30
20
10
n
Particle Size Distribution Report
C C
OO O
0 N M 7 c00 0 -T N
V!
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
%+3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.1 0.1 8.2 69.2 22.4
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
3/8"
100.0
Atterberg Limits
#4
99.9
LL=
P1=
#10
99.8
D90= 0.4050
#20
98.9
D50= 0.1848
D30= 0-1100
#40
91.6
Cu=
Cc=
#60
66.9
USCS=
#100
40.0
Remarks
#200
22.4
- (no specification provided)
Source of Sample: B-10 Depth: 1.00-2.50
Sample Number: S-1
ECS CAROLINAS, LLP
1900 Hendersonville Road, Suite 10
Asheville, NC 28803
Phone: [phone]
Fax: [phone]
3
10
20
30
M
40 x
0
M
Z
50
0
0
D
50 U)
M
x
70
30
90
100
Client: Baker Grading and Landscaping, Inc.
Project: Cane River Dam Removal
Tested By: DK Checked By:
Date: 04/20/2015
Soil Description
(SM SEDIMENT) SILTY FINE TO MEDIUM
SAND, Contains
Mica, and Trace Organics, Brown, Moist, Nonplastic
Atterberg Limits
PL=
LL=
P1=
Coefficients
D90= 0.4050
D85= 0.3562
D60= 0.2215
D50= 0.1848
D30= 0-1100
D15=
D10=
Cu=
Cc=
Classification
USCS=
AASHTO=
Remarks
Client: Baker Grading and Landscaping, Inc.
Project: Cane River Dam Removal
Tested By: DK Checked By:
Date: 04/20/2015

100
90
80
70
ry
Z 60
Z 50
W
U
0_
W 40
n
30
20
10
n
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
1"
100.0
Particle
3/4"
72.1
Size
Distribution
51.8
D50= 7.7288 D30= 0.9752
D15= 0.2618
#4
44.9
Classification
Report
#10
37.0
Remarks
#20
28.5
#40
20.6
#60
C
C
10.3
0
N
M
7
cC,0
OO
0 -T
O
N
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% Gravel
% Sand % Fines
%+3"
Coarse
Fine
Coarse Medium Fine Silt Ciey
7.9 16.4 13.4 7.2
0.0 27.9
27.2
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
1"
100.0
Atterberg Limits
3/4"
72.1
Coefficients
3/8"
51.8
D50= 7.7288 D30= 0.9752
D15= 0.2618
#4
44.9
Classification
#10
37.0
Remarks
#20
28.5
#40
20.6
#60
14.5
#100
10.3
#200
7.2
10
20
30
M
40 x
0
M
Z
50
C7
0
D
50 U)
M
x
70
30
�0
100
Soil Description
(GP ALLUVIUM) ROUNDED GRAVEL WITH MEDIUM TO
COARSE SAND, Contains Trace Mica, Dark Brown, Very Wet
to Saturated, Nonplastic
Atterberg Limits
PL= NP LL= NP
P1= NP
Coefficients
D90= 23.1136 D85= 22.0062
D60= 15.3769
D50= 7.7288 D30= 0.9752
D15= 0.2618
D10= 0.1429 Cu= 107.64
Cc= 0.43
Classification
USCS= GP AASHTO=
Remarks
- (no specification provided)
Source of Sample: B-10 Depth: 13.50-15.00
Sample Number: S-5 Date: 04/20/2015
ECS CAROLINAS, LLP Client: Baker Grading and Landscaping, Inc.
1900 Hendersonville Road, Suite 10 Project: Cane River Dam Removal
Asheville, NC 28803
Phone: [phone]
Fax: [phone] Pmo ect No. 31-2789 Figure
Tested By: DK Checked By:

LIQUID AND PLASTIC LIMITS TEST REPORT
60
50
40
L: 30
U
20
m
Dashed line indicates the approximate
71
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL
PL PI
%<#40
upper limit boundary for natural soils
USCS
(MH SEDIMENT) FINE SANDY ELASTIC SILT,
Contains Sig. Decom . Organics, and Trace Mica Dark
50
45
5
77.7
G
(MH SEDIMENT) FINE SANDY SILT, Contains Sig.
Decom . Organics, Tr. Wood Frag., and Tr. Mica Dark
51
49
2
78.0
MH
.
(MH SEDIMENT) ELASTIC SILT, Contains Sig. Decomp.
Organics, and Trace Mica Dark Gra
67
57
10
95.3
MH
♦
(ML SEDIMENT) FINE SANDY SILT Contains Tr.
T — m r , ,r. _'_ r
30
25
5
60.5
ML
.l
f Ge
1
,
CL -ML ML or OL
MH or
OH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL
PL PI
%<#40
%<#200
USCS
(MH SEDIMENT) FINE SANDY ELASTIC SILT,
Contains Sig. Decom . Organics, and Trace Mica Dark
50
45
5
77.7
MH
(MH SEDIMENT) FINE SANDY SILT, Contains Sig.
Decom . Organics, Tr. Wood Frag., and Tr. Mica Dark
51
49
2
78.0
MH
.
(MH SEDIMENT) ELASTIC SILT, Contains Sig. Decomp.
Organics, and Trace Mica Dark Gra
67
57
10
95.3
MH
♦
(ML SEDIMENT) FINE SANDY SILT Contains Tr.
T — m r , ,r. _'_ r
30
25
5
60.5
ML
Project No. 31-2789 Client: Baker Grading and Landscaping, Inc. Remarks:
Project: Cane River Dam Removal
*Source of Sample: B-1 Depth: 13.50-15.00 Sample Number: S-5
■Source of Sample: B-3 Depth: 6.00-7.50 Sample Number: S-3
ASource of Sample: B-4 Depth: 6.00-7.50 Sample Number: S-3
*Source of Sample: B-6 Depth: 6.00-7.50 Sample Number: S-4
RpsECS CAROLINAS, LLP
1900 Hendersonville Road, Suite 10 Phone: (828} 665-2307
:Asheville, NC 28803 Fax: [phone]
Figure
Tested By: DK Checked By:

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
Major Divisions
Group
Symbols
Typical Names
Laboratory Classification Criteria
Well-graded gravels, gravel-
cn
GW
sand mixtures, little or no
N
Cu = Dso/�,o greater than 4
o
>
fines
o
C� _ (D30) /(D,oxDso) between 1 and 3
nN
`o
N
o .-
c a) .
Poorly graded gravels,
m
°�' J v
GP
gravel-sand mixtures, little or
m
Not meeting all gradation requirements for GW
no fines
°1
a) >
q
N
Co U)
a) U
m
U
O
d
>
°'
Z
L m
co c
w 0
GMa
Silty gravels, gravel-sand
N
N
Atterberg limits below "A" line
U)
�
r E
mixtures
or P.I. less than 4
Above "A" line with P.I.
N
= a)
.3 �,
u
a
between 4 and 7 are
m `�
C:
borderline cases requiring
c
> m
� N E
use of dual symbols
N
�o
0
"A"
a-
¢
GC
Clayey gravels, gravel-sand-
N m
Atterberg limits below line
m `m
clay mixtures
ca
-o
P.I. less than 7
c2
Cc
rn
?'.Ln
_ G
U) o
SW
Well-graded sands, gravelly
o
C� = D60/D10 greater than 6
o �,
c
sands, little or no fines
~` `� m
C� = (D30)2/(D1oxD6o) between 1 and 3
C)m
N
'nca Om
>° �v)a)
Co
SP
Poorly graded sands, gravelly
Not meeting all gradation requirements for SW
°
C ci�^
m .N
C C
v
U a3
- w M
M
> sands,
little or no fines
co � a- (5.s;
E2
6
co
In
a7 V
a)
'0
f(n O > p
0o C9C�m
C:
d
rn..
i
c o
SMa
Silty sands, sand-silt mixtures
co a) 0 m
Atterberg limits above "A" line
-
w E
c m ° a) '
or P.I. less than 4
Limits plotting in CL-ML
u
7 th between
`o NCL
.5
w
m e 'o °- N ami
ande are
a) O): c 0
cases requiring use of
in 0
E c m w� N
dual symbols
QSC
Clayey sands, sand-clay
a) a U y m o
a)
Atterberg limits above "A" line
mixtures
a) a) o
�� a3J�ln
with P.I. greater than 7
Inorganic silts and very fine
ML
sands, rock flour, silty or
Plasticity Chart
U) C
clayey fine sands, or clayey
Y
silts with slight plasticity
ao>i
60
Inorganic clays of low to
U)
m -
CL
medium plasticity, gravelly
C)
a, E
clays, sandy clays, silty clays,
"A"CD
line
N
o
lean clays
50
Organic silts and organic silty
Z
J
C:
OL
clays of low plasticity
40
CH
w
x
•o
Inorganic silts, micaceous or
CL
ch
-am
MH
diatomaceous fine sandy or
�' 30
c Em
silty soils, elastic silts
En
CH
clays of high
0),_
C
cc
c 2
RS
°' 20
Hand OH
i� m
as
Inorganic
plasticity, fat clays
E
_�
2 E
10
m
s
in -o
�
5OH
_
Organic clays of medium to
Land OL
M
—
high plasticity, organic silts
0
0
0 10 20 30 40 50 60 70 80 90 100
U
—> "c (n
a) rn -o
Pt
Peat and other highly organic
Liquid Limit
q
IE cn
soils
a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when
e Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example:
GW-GC,well-graded gravel-sand mixture with clay binder. (From Table 2.16 - Winterkorn and Fang, 1975)

REFERENCE NOTES FOR BORING LOGS
Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressuremeter
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash sample
REC
Rock Sample Recovery %
RQD
Rock Quality Designation %
Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 Ib. hammer falling 30
inches on a 2 -inch OD split -spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N -value.
A. Non -Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12% to 49%
5 to 10 blows/ft Loose With 5% to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
B. Cohesive Soils (Clay, Silt, and Combinations)
Particle Size Identification
Boulders
Plasticity
8 inches or larger
Cobbles
Comp. Strength
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Qp (tsf)
Medium
'/2 to 1 inch
Under 2
Fine
'/4 to'/2 inch
Sand
Coarse
2.00 mm to'/ inch (dia. of lead pencil)
Soft
Medium
0.42 to 2.00 mm (dia. of broom straw)
5-7
Fine
0.074 to 0.42 mm (dia. of human hair)
Silt and Clay
Medium
0.0 to 0.074 mm (particles cannot be seen)
B. Cohesive Soils (Clay, Silt, and Combinations)
Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave -In
WD While Drilling V Est. Groundwater Level 8 Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.
Unconfined
Degree of
Plasticity
Blows/ft
Consistency
Comp. Strength
Plasticity
Index
Qp (tsf)
Under 2
Very Soft
Under 0.25
None to slight
0-4
3 to 4
Soft
0.25-0.49
Slight
5-7
5 to 8
Medium Stiff
0.50-0.99
Medium
8-22
9 to 15
Stiff
1.00-1.99
High to Very High
Over 22
16 to 30
Very Stiff
2.00-3.00
31 to 50
Hard
4.00-8.00
Over 51
Very Hard
Over 8.00
Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave -In
WD While Drilling V Est. Groundwater Level 8 Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

_" ►P.N
ANALYSES

Stage -Discharge
6000
5000
4000
—Ref Riffle 1
u
—Ref Riffle 3
m
3000
—Upstream Riffle
—Existing Riffle Design Sta 20+00
o
—Existing Riffle Design Sta 24+00
2000
—Design Riffle
1000
0
0 2 4
6 8 10 12 14 16 18
Stage (ft)

4
3.5
3
2.5
a
`m
2
v
1.5
1
0.5
0
Discharge vs Shear
0 1000 2000 3000 4000 5000 6000
Discharge (cfs)
-Ref Riffle 1
-Ref Riffle 3
-Upstream Riffle
-Existing Riffle Design Sta 20+00
-Existing Riffle Design Sta 24+00
-Design Riffle

25
20
ZZ
15
v
3
0
a
E 10
Discharge vs Unit Stream Power
1000 2000 3000 4000 5000 6000
Discharge (cfs)
—Ref Riffle 1
—Ref Riffle 3
—Upstream Riffle
—Existing Riffle Design Sta 20+00
- —Existing Riffle Design Sta 24+00
Design Riffle

USGS
PEAK STREAMFLOW - SOUTH TOE RIVER
AT CELO, NC
n =
57.0
DISCHARGE
DATE
(CFS)
RANK
E P %
RI
USGS
3463300
11/6/1977
32900
1
1.72
58.0
USGS
3463300
9/8/2004
28000
2
3.45
29.0
USGS
3463300
8/17/1994
15600
3
5.17
19.3
USGS
3463300
10/5/1995
14000
4
6.90
14.5
USGS
3463300
6/20/1972
13900
5
8.62
11.6
USGS
3463300
1/14/1995
13600
6
10.34
9.7
USGS
3463300
9/23/1975
12800
7
12.07
8.3
USGS
3463300
1/8/1998
12800
8
13.79
7.3
USGS
3463300
9/30/1959
10600
9
15.52
6.4
USGS
3463300
5/15/1976
10100
10
17.24
5.8
USGS
3463300
8/26/2008
10000
11
18.97
5.3
USGS
3463300
2/13/1966
9990
12
20.69
4.8
USGS
3463300
8/30/2005
9340
13
22.41
4.5
USGS
3463300
8/30/1964
9160
14
24.14
4.1
USGS
3463300
5/6/2013
9100
15
25.86
3.9
USGS
3463300
9/22/1989
9030
16
27.59
3.6
USGS
3463300
9/21/1979
8150
17
29.31
3.4
USGS
3463300
11/26/1979
7310
18
31.03
3.2
USGS
3463300
8/9/1990
6940
19
32.76
3.1
USGS
3463300
2/2/1983
6700
20
34.48
2.9
USGS
3463300
3/13/1977
6620
21
36.21
2.8
USGS
3463300
9/25/1973
5630
22
37.93
2.6
USGS
3463300
2/13/1984
5470
23
39.66
2.5
USGS
3463300
3/12/1963
5340
24
41.38
2.4
USGS
3463300
11/26/1999
5250
25
43.10
2.3
USGS
3463300
5/4/1993
4960
26
44.83
2.2
USGS
3463300
3/26/1965
4600
27
46.55
2.1
USGS
3463300
11/1/1985
4590
28
48.28
2.1
USGS
3463300
1/25/2010
4420
29
50.00
2.0
USGS
3463300
6/4/1992
4390
30
51.72
1.9
USGS
3463300
3/12/1968
4360
31
53.45
1.9
USGS
3463300
6/4/1967
4180
32
55.17
1.8
USGS
3463300
9/27/2002
4120
33
56.90
1.8
USGS
3463300
4/16/2011
4120
34
58.62
1.7
USGS
3463300
8/23/1962
4110
35
60.34
1.7
USGS
3463300
10/30/1970
3970
36
62.07
1.6
USGS
3463300
11/17/1987
3860
37
63.79
1.6
USGS
3463300
2/28/1987
3850
38
65.52
1.5
USGS
3463300
4/18/2003
3730
39
67.24
1.5
USGS
3463300
2/25/1961
3630
40
68.97
1.5
USGS
3463300
9/1/2006
3320
41
70.69
1.4
USGS
3463300
12/11/2008
3180
42
72.41
1.4
USGS
3463300
11/1/1969
3040
43
74.14
1.3
USGS
3463300
12/1/1996
2980
44
75.86
1.3
USGS
3463300
12/20/1957
2880
45
77.59
1.3
USGS
3463300
10/12/1990
2880
46
79.31
1.3
USGS
3463300
9/7/2014
-
- - - -
2870
- - - - - -
47
- - - - -
81.03
- - -
- - 71
1.2�
USGS
3463300
11/28/2011
2810
48
82.76
1.21
USGS
3463300
12/26/1973
2660
49
84.48
1.21
USGS
3463300
8/17/1985
2640
50
86.21
1.21
USGS
3463300
10/19/1968
2620
51
87.93
1.1�
USGS
3463300
3/30/1960
2610
52
89.66
1.11
USGS
3463300
1/23/1999
2420
53
91.38
1.11
USGS
3463300
2/3/1982
2330
54
93.10
1.11
USGS
3463300
1/1/2007
2160
55
94.83
1.11
USGS
3463300
5/27/1981
1920
56
96.55
1.0�
USGS
3463300
1/19/2001 L1680
57 - - -
- - - - 98_28
-121 121

m
w
115000
Cane River Dam Removal Plan: Existing Conditions 6/16/2015
Cane River Midstream
1 in Hnri7 = 9500 ft 1 in Vert = 15
120000 125000
Main Channel Distance (ft)
130000

m
w
115000
Cane River Dam Removal Plan: Proposed Conditions 6/16/2015
Cane River Midstream 'I
Legend
WS Bankfull
1 in Hnri7 = 9500 ft 1 in Vert = 15
120000 125000
Main Channel Distance (ft)
130000

Attachment C
Sequence of Construction Events

SEQUENCE OF CONSTRUCTION EVENTS
The following sequence may be adjusted based on site conditions, river flow rates, availability of
plant materials and other factors.
General Construction Notes for All Reaches
1. The start of construction will be coordinated with US Fish and Wildlife Service and NC
Wildlife Resources Commission staff in order to allow for the temporary relocation of
sensitive species away from work areas.
2. All erosion and sediment control Best Management Practices will comply with the North
Carolina Erosion and Sediment Control Design Manual.
3. No material from the off-line channel excavation may be backfilled into adjacent, abandoned
channel segments until the newly constructed channel section has been completed and
stabilized, and the river flow has been diverted into the newly constructed channel section.
4. The Contractor will disturb only as much channel as can be stabilized with seeding, mulch
and erosion control matting by the end of each work day.
5. All graded areas with slopes steeper than 3:1 will be stabilized within seven days of reaching
final grades. All other areas will be stabilized within 14 days.
6. Locations for staging and stockpile areas and river crossings have been provided on the
plans. Additional or alternative staging and/or stockpile areas and river crossings may be
used by the Contractor depending on site and access conditions at the time of construction.
7. The Contractor will use care to protect specimen trees to remain within the work area and
make every effort to avoid damaging or removing existing trees that are beyond the limits of
disturbance.
Phase 1: Mobilization and General Site Preparation
1. Access to the site will be via Pine Swamp Road on the descending right bank of the river.
Mobilize equipment and materials to the site. Locate limits of disturbance.
2. Establish construction entrances/exits, staging areas, haul roads, diversion berms/silt fences
and other BMPs.
3. All haul roads will be monitored for sediment loss on a daily basis. In the event of sediment
loss, silt fence or other appropriate sediment and erosion control practices will be installed.
Stabilized silt fence outlets will be located at points of low elevation or a minimum spacing
of 150 linear feet.
4. Limbs, branches and trunks of hardwood trees that require removal per the plans will be
salvaged for on-site use in bank treatments and habitat structures.
5. The stems and root masses of exotic invasive species (Japanese knotweed, multi -flora rose,
Chinese privet, kudzu, etc.) generated during grading operations will be burned on-site
and/or disposed in approved backfill burial treatment locations.
6. Any stockpiled materials not used for backfill within 7 days of excavation will be stabilized
with temporary seed and straw mulch.

Phase 2: Reaches 1 and 2, Dam Removal Setup
1. Three separate crews will be working simultaneously, one on reach 1, one on reach 2 and one
setting up the flow diversion and work platform on the left side of the dam.
2. Crew #1 will establish a haul road loop on the right floodplain and a diversion berm or silt
fence along the right top of bank offset at least 5 feet from the bench grading limits. Crew #1
will construct fords across the channel bed to access structure locations and grading areas on
the left bank (i.e. 13+00, 18+00 and 21+00). Temporary coffer dams may be used to divert
flow away from fill areas on the left bank.
3. Knotweed plants and rhizome -contaminated soil will be handled and stockpiled separately
from other excavated materials, as described in Phase 3a below. Excess clean soil will be
placed in lifts along the northern floodplain in Reach 1.
4. Crew #2 will begin channel and floodplain excavation near station 24+00, keeping a plug of
at least 8 feet of bank material at the upstream end of the new channel section while
maintaining flow in the original channel. Off-line channel grading and in -stream structure
installation will proceed downstream, leaving an outlet for groundwater at the downstream
end near station 25+80.
5. When Crew #2 is complete with Reach 2 construction and new channel is stabilized with
seed and matting, water will be turned into the new channel using the follow sequence:
a. Excavate bank material near station 24+00 and seed and mat the banks.
b. Install coffer dams across upstream and downstream end of abandoned channel
section (centered near stations 23+50 and 26+50), leaving space behind the coffer
dams for the installation of brush toe and reinforced soil lifts on the right bank.
c. With flow diverted into new channel, harvest cobble and boulder materials from bed
of abandoned channel and stockpile harvested materials for re -use in constructed
riffles and other in -stream structures.
d. Construct brush toes, reinforced soil lifts and constructed riffles between stations
21+70 and 27+60. Create channel plugs behind soil lifts per the plans.
e. Leave abandoned channel segment open for eventual burial of dried/bumed knotweed
plant materials and knotweed-contaminated soil.
6. Crew #3 will establish a haul road from Access #2 to the upstream side of the dam. A 60 -
inch diversion pipe and water barrier (concrete barriers or similar) will be installed to direct
river flow from the left side of the dam across to the gap between buttresse 1 of the dam and
power house.
7. Crew #3 will demolish the concrete cutoff wall on the right side of the dam and use rubble
generated from the demolition to create a ford crossing over the 60 -inch diversion pipe and
an elevated work platform on the left side of the dam. Once the right cutoff wall has been
removed, construction access to the downstream side of the powerhouse will be established.
Phase 3: Removal of Left Side of Dam, Reaches 1 and 2 Ongoing
1. Crew #3 will install sediment barriers (concrete barriers or turbidity curtain, depending on
flow rates and depths) downstream of dam.
2. Working from the elevated platform, crew #3 will demolish buttresses 2 through 8, working
from left to right. Clean rubble free of reinforcing steel will be used at the bottom of the fill
on left bank between stations 29+00 and 32+00.

3. With flow barrier in place on left side of buttress 8 and 60 -inch diversion pipe still in place,
Crew #3 will install brush toe and in -stream structures, and create left side of new river
channel. The elevated work platform will be sequentially removed during the dam and
buttress 2 through 8 removal when no longer needed.
4. Crew #1 will stabilize graded banks, benches and slopes as they progress downstream, and
will stockpile clean excess soil separate from knotweed materials on the northein floodplain.
Once knotweed materials are moved from the northern floodplain, clean soil will be placed in
lifts starting at the northern edge of the floodplain and working south toward the river.
5. Crew #2 will harvest beneficial cobble and gravel from the abandoned Reach 2 channel and
stockpile these materials separately for re -use in in -stream structures. Once all beneficial
coarse sediment is harvested, burned knotweed and rhizome -contaminated soil will be buried
at the base of the abandoned Reach 2 channel.
Phase 3a: Knotweed Management
1. Knotweed (Fallopia spp.) and soil with knotweed rhizomes generated during grading
activities shall be handled separately from other excavated materials.
2. In areas infested with knotweed where excavation is planned, cut the stems of the knotweed
low to the ground and haul plant materials to an upland stockpile area for drying and burning.
3. Excavate soil to design elevations, being aware of presence of knotweed rhizomes. All soil
contaminated with rhizomes shall be placed at the base of the abandoned channel segment
between stations 23+00 and 27+00.
4. Bury burned plant material above knotweed-contaminated soil in the abandoned channel
segment between stations 23+00 and 27+00.
5. Ensure that knotweed plant material and contaminated soil has at least 6 feet of compacted
cover soil above it.
Phase 4: Buttress 1 and Powerhouse Removal; Downstream River Restoration
1. Crew #3 will install a flow barrier on the right side of the new channel to divert flow away
from buttress 1 and the powerhouse. Crew #3 will then remove 60 -inch diameter culvert and
turn water into new river channel through former buttresses 2 through 8
2. Crew #3 will build an elevated work platforms on the left and right side of the powerhouse
and install a sediment barrier on the downstream side of buttress 1 and the powerhouse.
3. Powerhouse demolition will involve collapsing the exterior walls inward in order to contain
as much rubble and debris within the footprint as possible.
4. Once the powerhouse and buttress 1 are demolished, rubble will be moved to the abandoned
Reach 2 channel or other on-site disposal area.
5. Reach 3 work will include removal of reinforcing steel and concrete rubble, installation of in -
stream structures and minor bank grading. Coffer dams or other flow diversion methods will
be used to direct flow away from fill areas at the downstream end of Reach 3.

Phase 5: Demobilization
1. Upon completion of river and floodplain grading operations, diversion berms, silt fences and
construction entrances will be removed and the construction haul routes will be graded,
ripped, seeded and mulched as needed to restore them to their pre -project conditions.
2. The Contractor will ensure that the site is free from trash and excess construction materials
prior to demobilization of equipment from the site.
3. The staging areas will be restored to their pre -project conditions.
Phase 5a: Bioengineering and Planting
1. Bioengineering (brush mattresses and reinforced soil lifts) and live staking will be completed
after grading and in -stream structure operations are complete. Live cuttings used in
bioengineering measures will be dormant at the time of installation.
2. This work may need to be performed during the trout moratorium and if so, care must be
taken to prevent the introduction of any sediment to the flowing water. Equipment will not
be allowed to access the creek bed during the moratorium and equipment and laborers will
operate from the top of bank.
3. River buffer planting will be completed after grading operations are complete and during the
dormant season (generally between November and April).

Attachment D
Jurisdictional Determination Information

APPROVED JURISDICTIONAL DETERMINATION FORM
U.S. Army Corps of Engineers
This form should be completed by following the instructions provided in Section IV of the 1D Form Instructional Guidebook.
SECTION 1: BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD):
B. DISTRICT OFFICE, FILE NAME, AND NUMBER:
C. PROJECT LOCATION AND BACKGROUND INFORMATION:
State: NC County/parish/bomugh: Yancey City: Burnsville
Center coordinates of site (lat/long in degree decimal format): Lat. 35.9035520 N, Long. 82.331440°.
Universal Transverse Mercator:
Name of nearest waterbody: Cane River
Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows: Cane River
Name of watershed or Hydrologic Unit Code (HUC): 06010105
® Check if map/diagram of review area and/or potential jurisdictional areas is/are available upon request.
El Check if other sites (e.g., offsite mitigation sites, disposal sites, etc... ) are associated with this action and are recorded on a
different 1D form.
D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
Q Office (Desk) Determination. Date:
Field Determination. Date(s):
SECTION 11: SUMMARY OF FINDINGS
A. RHA SECTION 10 DETERMINATION OF JURISDICTION.
There "navigable waters of the US." within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the
review area. [Required]
R1 Waters subject to the ebb and flow of the tide.
Q Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce.
Explain:
B. CWA SECTION 404 DETERMINATION OF JURISDICTION.
There Vn "waters ojthe US." within Clean Water Act (CWA) jurisdiction (as defined by 33 CFR part 328) in the review area. [Required]
1. Waters of the U.S. t
a. Indicate presence of waters of U.S. in review area (check all that apply):
TNWs, including territorial seas
Wetlands adjacent to TNWs
❑ Relatively permanent waters' (RPWs) that flow directly or indirectly into TNWs
❑ Non-RPWsthat flow directly or indirectly into TNWs
❑ Wetlands directly abutting RPWs that flow directly or indirectly into TNWs
❑ Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs
❑ Wetlands adjacent to non-RPWs that flow directly or indirectly into TNWs
❑ Impoundments of jurisdictional waters
❑ Isolated (interstate or intrastate) waters, including isolated wetlands
b. Identify (estimate) size of waters of the U.S. in the review area:
Non -wetland waters: 2,650 linear feet: 50 width (R) and/or 3 acres.
Wetlands: acres.
c. Limits (boundaries) of jurisdiction based on: MM.
Elevation of established OH WM (if known):
2. Non-regulated waters/wetlands (check if applicable):3
® Potentially jurisdictional waters and/or wetlands were assessed within the review area and determined to be not jurisdictional.
Explain:
' Boxes checked below shall be supported by completing the appropriate sections in Section III below.
t For purposes of this form, an RP W is defined as a tributary that is not a TN W and that typically flows year-round or has continuous flow at least "seasonally"
(e.g., typically 3 months).
' Supporting documentation is presented in Section III.F.

SECTION III: CWA ANALYSIS
A. TNWs AND WETLANDS ADJACENT TO TNWs
The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete
Section III.A.1 and Section III.D.I. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections III.A.1 and 2
and Section III.D.I.; otherwise, see Section IILB below.
1. TNW
Identify TNW: Cane River.
Summarize rationale supporting determination: Very large watershed, navigable with small watercraft.
2. Wetland adjacent to TNW
Summarize rationale supporting conclusion that wetland is "adjacent':
B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY):
This section summarizes information regarding characteristics of the tributary and its adjacent wetlands, if any, and it helps
determine whether or not the standards for jurisdiction established under Rapanos have been met.
The agencies will assert jurisdiction over non -navigable tributaries of TNWs where the tributaries are "relatively permanent
waters" (RPWs), i.e. tributaries that typically Row year-round or have continuous flow at least seasonally (e.g., typically 3
months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year-round
(perennial) flaw, skip to Section III.D.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow,
skip to Section III.D.4.
A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and
EPA regions will include in the record any available information that documents the existence of a significant nexus between a
relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even
though a significant nexus finding is not required as a matter of law.
If the waterbody° is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the
waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must
consider the tributary in combination with all of its adjacent wetlands. This significant nexus evaluation that combines, for
analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request is
the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section III.B.1 for
the tributary, Section III.B.2 for any onsite wetlands, and Section III.B.3 for all wetlands adjacent to that tributary, both onsite
and offsite. The determination whether a significant nexus exists is determined in Section III.0 below.
1. Characteristics of non-TNWs that flow directly or indirectly into TNW
(t) General Area Conditions:
Watershed size: K&LIM
Drainage area: [Piet Litt
Average annual rainfall: inches
Average annual snowfall: inches
(it) Physical Characteristics:
(a) Relationship with TNW:
❑ Tributary flows directly into TNW.
❑ Tributary flows through Rielt Litt tributaries before entering TNW.
Project waters are III&LIst river miles from TNW.
Project waters are J1cc Llst river miles from RPW.
Project waters are Pick List aerial (straight) miles from TNW.
Project waters are P&Lift aerial (straight) miles from RPW.
Project waters cross or serve as state boundaries. Explain:
Identify flow route to TNW5:
Tributary stream order, if known:
' Note that the Instructional Guidebook contains additional information regarding swales, ditches, washes, and erosional features generally and in the acid
West.
' Flow route can be described by identifying, e.g., tributary a, which flows through die review area, to flow into tributary b, which then flows into TNW.

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

(iv) Biological Characteristics. Channel supports (check all that apply):
❑ Riparian corridor. Characteristics (type, average width):
❑ Wetland fringe. Characteristics:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish/spawn areas. Explain findings:
❑ Other environmentally -sensitive species. Explain findings:
❑ Aquatic/wildlife diversity. Explain findings:
2. Characteristics of wetlands adjacent to non-TNW that flow directly or indirectly into TNW
(i) Physical Characteristics:
(a) General Wetland Characteristics:
Properties:
Wetland size: acres
Wetland type. Explain:
Wetland quality. Explain:
Project wetlands cross or serve as state boundaries. Explain:
(b)General Flow Relationship with Non-TNW:
Flow is: pick List. Explain:
Surface flow is: Pick List
Characteristics:
Subsurface flow: "& Md. Explain findings:
❑ Dye (or other) test performed:
(c) Wetland Adjacency Determination with Non-TNW:
❑ Directly abutting
❑ Not directly abutting
❑ Discrete wetland hydrologic connection. Explain:
❑ Ecological connection. Explain:
❑ Separated by berm/barrier. Explain:
(d) Proximity (Relationship) to TNW
Project wetlands are Wk Lilt river miles from TNW.
Project waters aref aerial (straight) miles from TNW.
Flow is from: Mud.
Estimate approximate location of wetland as within the Pd[IL+1e`t Floodplain.
(ii) Chemical Characteristics:
Characterize wetland system (e.g., water color is clear, brown, oil film on surface; water quality; general watershed
characteristics; etc.). Explain:.
Identify specific pollutants, if known:
(iii) Biological Characteristics. Wetland supports (check all that apply):
❑ Riparian buffer. Characteristics (type, average width):
❑ Vegetation type/percent cover. Explain:
❑ Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish/spawn areas. Explain findings:
❑ Other environmentally -sensitive species. Explain findings:
❑ Aquatic/wildlife diversity. Explain findings:
3. Characteristics of all wetlands adjacent to the tributary (if any)
All wetland(s) being considered in the cumulative analysis: erit
Approximately ( ) acres in total are being considered in the cumulative analysis.

For each wetland, specify the following:
Directly abuts? (YIN) Size (in acres) Directly abuts? (YIN) Size (in acres)
Summarize overall biological, chemical and physical functions being performed:
C. SIGNIFICANT NEXUS DETERMINATION
A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed
by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity
of a TNW. For each of the following situations, a significant nexus exists if the tributary, in combination with all of its adjacent
wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW.
Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow
of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent
wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a
tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or
outside of a floodplain is not solely determinative of significant nexus.
Draw connections between the features documented and the effects on the TNW, as identified in the Raponos Guidance and
discussed in the Instructional Guidebook. Factors to consider include, for example:
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to
TNWs, or to reduce the amount of pollutants or flood waters reaching a TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and
other species, such as feeding, nesting, spawning, or rearing young for species that are present in the TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that
support downstream foodwebs?
• Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or
biological integrity of the TNW?
Note: the above list of considerations is not inclusive and other functions observed or known to occur should be documented
below:
1. Significant nexus findings for non-RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain
findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section IIID:
2. Significant nexus findings for non-RPW and its adjacent wetlands, where the non-RPW flows directly or indirectly into
TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its
adjacent wetlands, then go to Section IIID:
3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of
presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to
Section III.D:
D. DETERMINATIONS OF JURISDICTIONAL FINDINGS. THE SUBJECT WATERS/WETLANDS ARE (CHECK ALL
THAT APPLY):
1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area:
TNWs: 2,650 linear feet 50 width (ft), Or, 3 acres.
Wetlands adjacent to TNWs: acres.
2. RPWs that flow directly or indirectly into TNWs.
Q Tributaries of TNWs where tributaries typically flow year-round are jurisdictional. Provide data and rationale indicating that
tributary is perennial:
El Tributaries of TNW where tributaries have continuous flow "seasonally" (e.g., typically three months each year) are
jurisdictional. Data supporting this conclusion is provided at Section III.B. Provide rationale indicating that tributary flows
seasonally:

Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: linear feet width (ft).
Q Other non -wetland waters: acres.
Identify type(s) of waters:
3. Non-RPW58 that flow directly or indirectly into TNWs.
❑ Waterbody that is not a TNW or an RPW, but flows directly or indirectly into a TNW, and it has a significant nexus with a
TNW is jurisdictional. Data supporting this conclusion is provided at Section III.C.
Provide estimates for jurisdictional waters within the review area (check all that apply):
❑ Tributary waters: linear feet width (ft).
❑ Other non -wetland waters: acres.
Identify type(s) of waters:
4. Wetlands directly abutting an RPW that flow directly or indirectly into TNWs.
❑ Wetlands directly abut RPW and thus are jurisdictional as adjacent wetlands.
❑ Wetlands directly abutting an RPW where tributaries typically flow year-round. Provide data and rationale
indicating that tributary is perennial in Section III.D2, above. Provide rationale indicating that wetland is
directly abutting an RPW:
0 Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is
seasonal in Section III.B and rationale in Section III.D.2, above. Provide rationale indicating that wetland is directly
abutting an RPW:
Provide acreage estimates for jurisdictional wetlands in the review area: acres.
5. Wetlands adjacent to but not directly abutting an RPW that flow directly or indirectly into TNWs.
El Wetlandsthat do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent
and with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisidictional. Data supporting this
conclusion is provided at Section III.C.
Provide acreage estimates forjurisdictional wetlands in the review area: acres.
6. Wetlands adjacent to non-RPWs that flow directly or indirectly into TNWs.
Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and
with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisdictional. Data supporting this
conclusion is provided at Section III.C.
Provide estimates for jurisdictional wetlands in the review area: acres.
7. Impoundments of jurisdictional waters.
As a general rule, the impoundment of a jurisdictional tributary remains jurisdictional.
Demonstrate that impoundment was created from "waters of the U.S.," or
Demonstrate that water meets the criteria for one of the categories presented above (1-6), or
Demonstrate that water is isolated with a nexus to commerce (see E below).
E. ISOLATED (INTERSTATE OR INTRA -STATE) WATERS, INCLUDING ISOLATED WETLANDS, THE USE,
DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY
SUCH WATERS (CHECK ALL THAT APPLY):10
which are or could be used by interstate or foreign travelers for recreational or other purposes.
from which fish or shellfish are or could be taken and sold in interstate or foreign commerce.
which are or could be used for industrial purposes by industries in interstate commerce.
Interstate isolated waters. Explain:
Other factors. Explain:
Identify water body and summarize rationale supporting determination:
'See Footnote k 3.
s To complete the analysis refer to the key in Section III.D.6 of the Instructional Guidebook.
1s Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for
review consistent with the process described in the Corps/EPA Memorandum Regarding CWA Act Jurisdiction Following Rapanos.

Provide estimates for jurisdictional waters in the review area (check all that apply):
G Tributary waters: linear feet width (ft).
Other non -wetland waters: acres.
Identify type(s) of waters:
Q Wetlands: acres.
NON -JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY):
If potential wetlands were assessed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers
Wetland Delineation Manual and/or appropriate Regional Supplements.
❑ Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce.
❑ Prior to the Jan 2001 Supreme Court decision in "SWANCC," the review area would have been regulated based solei on the
"Migratory Bird Rule" (MBR).
❑ Waters do not meet the `Significant Nexus" standard, where such a finding is required for jurisdiction. Explain:
❑ Other: (explain, if not covered above):
Provide acreage estimates for non jurisdictional waters in the review area, where the sole potential basis ofjurisdiction is the MBR
factors (i.e., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional
judgment (check all that apply):
❑ Non -wetland waters (i.e., rivers, streams): linear feet width (ft).
❑ Lakes/ponds: acres.
❑ Other non -wetland waters: acres. List type of aquatic resource:
❑ Wetlands: acres.
Provide acreage estimates for non -jurisdictional waters in the review area that do not meet the `Significant Nexus" standard, where such
a finding is required for jurisdiction (check all that apply):
Non -wetland waters (i.e., rivers, streams): linear feet, width (ft).
Lakes/ponds: acres.
Other non -wetland waters: acres. List type of aquatic resource:
E Wetlands: acres.
SECTION IV: DATA SOURCES.
A. SUPPORTING DATA. Data reviewed for JD (check all that apply - checked items shall be included in case file and, where checked
and requested, appropriately reference sources below):
® Maps, plans, plots or plat submitted by or on behalf of the applicant/consultant
Q Data sheets prepared/submitted by or on behalf of the applicant/consultant.
❑ Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report.
El Data sheets prepared by the Corps:
Corps navigable waters' study:
U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
® U.S. Geological Survey map(s). Cite scale & quad name:Bumsville 1:24K.
❑ USDA Natural Resources Conservation Service Soil Survey. Citation:
❑ National wetlands inventory map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100 -year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
❑ Photographs: ❑ Aerial (Name & Date):
or ❑ Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Applicable/supporting case law:
❑ Applicable/supporting scientific literature:
❑ Other information (please specify):
B. ADDITIONAL COMMENTS TO SUPPORT JD:

Attachment E
SHPO Correspondence
(dated April 10, 2015)

North Carolina Department of Cultural Resources
State Historic Preservation Office
Ramona Ni. Burns, Administrator
Governor Pat McCrory
Secretary Susan Kluta
April 10, 2015
Rebekah Newton
C1earWater Environmental Consultants
224 South Grove Street, Suite F
Hendersonville, NC 28792
Office of Archives and I listury
Deputy Secretary Kevin Cherry
Re: Cane River Dam Removal Project, Pine Swamp Road, Burnsville, Yancey County, ER 15-0640
Dear Ms. Newton:
Thank you for your email of March 16, 2015, the above project..
We have conducted a review of the project and are aware of no historic resources which would be affected by
the project. Therefore, we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-807-6579 or
[e-mail]. In all future communication concerning this project, please cite the above
referenced tracking number.
Sincerely,
o✓Ramona M. Bartos
Location: RX) Fast Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service C mer, Raleigh NC 276994017 Telephone/Fen: [phone]/807-6599