20171158 Ver 1_PCN with Mitigation Plan_20190319

ID#* 20171158 Version* 1
Select Reviewer:*
Mac Haupt
Initial Review 03/19/2019
Completed Date
Mitigation Project Submittal - 3/19/201, -
Is this a Prospectus, Technical Proposal or a New Site? * r Yes r
Type of Mitigation Project:*
PF Stream r Wetlands r Buffer r Nutrient Offset
(Select all that apply)
Project Contact Information
Contact Name:* Email Address:*
[e-mail]
Project Information
Existing 20171158 Existing 1
(DWR) (nunbersonly ...nodash) Version: (nurrbersonly)
ID#:*
Project Type: F DMS r Mitigation Bank
Project Name: Warren Wilson College Mitigation Site
County: Buncombe
Document Information
Mitigation Document Type:*
Mitigation Plans
File Upload: WarrenWilson_Final_MitPlan.pdf
46.74MB
WarrenWilson401 Asheville. pdf
37.19KB
WarrenWilson401 COffice.pdf
42.74KB
WarrenWilson401 FeeMemo.pdf
42.05KB
WarrenWilsonPCN.pdf
2.07MB
Rease upload only one RDF of the conplete file that needs to be subnitted...
Signature
Print Name:*

Signature:*

W A rE
oOF � pG Office Use Only:
r Corps action ID no.
i o DWQ project no.
Form Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the Corps: ❑X Section 404 Permit ❑ Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 27 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ❑X Yes ❑ No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
❑X 401 Water Quality Certification – Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification – Express ❑ Riparian Buffer Authorization
1 e. Is this notification solely for the record For the record only for DWQ For the record only for Corps Permit:
because written approval is not required? 401 Certification:
❑ Yes ❑X No ❑ Yes ❑X No
1f. Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank ❑ Yes No
or in -lieu fee program.
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h ❑ Yes ❑Q No
below.
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ❑ Yes ❑X No
2. Project Information
2a. Name of project: Warren Wilson College Stream Mitigation Site
2b. County: Buncombe
2c. Nearest municipality / town: Swannanoa
2d. Subdivision name: --
2e. NCDOT only, T.I.P. or state project no: DMS Project ID No. 100019
3. Owner Information
3a. Name(s) on Recorded Deed: Warren Wilson College
3b. Deed Book and Page No. 1071, 183
3c. Responsible Party (for LLC if
applicable):
3d. Street address: 701 Warren Wilson Rd
3e. City, state, zip: Swannanoa, NC 28778
3f. Telephone no.: 828-771-2056
3g. Fax no.: --
3h. Email address: -- r
—T.
MAR 1 9 7,niq
Page 1 of 10 Mrrrc°rTTVrs'(Y�
PCN Form – Version 1.4 Januatjr 9 -S

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑X Other, specify: Permittee
4b. Name:
Lin Xu
4c. Business name
(if applicable):
4d. Street address:
NC Division of Mitigation Services
217 West Jones St.
4e. City, state, zip:
Raleigh, NC 27603
4f. Telephone no.:
919-707-8319
4g. Fax no.:
[e-mail]
4h. Email address:
6. Co-Applicant Information (if applicable)
5a. Name: Worth Creech
5b. Business name Restoration Systems, LLC
(if applicable):
5c. Street address:
1101 Haynes Street, Suite 211
5d. City, state, zip:
Raleigh, NC 27604
5e. Telephone no.:
919-755-9490
5f. Fax no.:
919-755-9492
5g. Email address:
[e-mail]
Page 2 of 10

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
110475
1 b. Site coordinates (in decimal degrees):
Latitude: 35.609817 Longitude: -82.44354
1 c. Property size:
25.6 acres
2. Surface Waters
Comments:
2a. Name of nearest body of water to proposed project:
Swannanoa River
2b. Water Quality Classification of nearest receiving water:
C
2c. River basin:
French Broad
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 Site drainage area is primarily composed of forest and agriculture land with less than 5% impervious surface , including roads, driveways, and
rooftops. The Site, located within the Warren Wilson College property, consists of actively managed agricultural and forest land accessible to
livestock.
' 3b. List the total estimated acreage of all existing wetlands on the property: 2.87
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 10,164 1
3d. Explain the purpose of the proposed project:
Stream restoration and enhancement (Level 1 and Level 2)
i
3e. Describe the overall project in detail, including the type of equipment to be used:
A detailed description of proposed activities is provided in the attached Mitigation Plan. The project will be completed with standard earth -moving equip
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
X❑ Yes ❑ No ❑ Unknown
Corps or State been requested or obtained for this property /
project (includin2 all prior phases in thepast?
Comments:
4b. If the Corps made the jurisdictional determination, what type
Preliminary ❑ Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas?
Agency/Consultant Company:
Name (if known): W Grant Lewis
Other: Axiom Environmental, Inc.
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
Site visit on January 24, 2018; the signed Notification of Jurisdictional Determination dated April 2, 2018 is attached..
5. Project History
5a. Have permits or certifications been requested or obtained for
❑ Yes ❑X No ❑ Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ❑X No
6b. If yes, explain.
Page 3 of 10
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑X Wetlands ❑X Streams —tributaries ❑ Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland
impacts proposed on the
site, then complete this question for
each wetland area impacted.
2d. 2e. 2f.
Forested Type of jurisdiction Area of
Corps (404,10) or impact
DWQ (401, other) (acres)
2a.
Wetland impact
number
Permanent (P) or
Tempora T
2b.
Type of impact
2c.
Type of wetland
LB
SEE ATTACHED TABLE
PA
SH
SG
SD
S5
S6
2g. Total Wetland Impacts:
2h. Comments:
Permanent impacts to small wetland areas are anticipated by construction of proposed stream channels. Temporary impacts to wetlands are limited to
enhancement activities including planting with native forest species. Jurisdictional wetland areas will be avoided to the maximum extent practicable;
however, some encroachment will be necessary during project construction. Construction -related impacts will be temporary and all areas will be
restored to pre -project elevations and planted appropriately.
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c. 3d. 3e. 3f.
Stream name Perennial (PER) or Type of Average
intermittent (INT)? jurisdiction stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1
Choose one
SEE ATTACHED TABL -
-
S2
Choose one
S3
S4
S5
S6
3h. Total stream and tributary impacts
3i. Comments:
Project activities include restoration of 9381 If, enhancement (Level 1) of 62 If, and enhancement (Level II) of 2012 If of stream channels. No impacts
are anticipated in conjunction with Enhancement (level II) activities. Please see the attached Mitigation Plan.
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
TemporaryT
4b.
Name of waterbody
(if applicable)
4c. 4d.
Type of impact Waterbody
type
4e.
Area of impact (acres)
01 -
Choose one
Choose
O2
Choose one f
Choose
03
Choose one Choose
04 -
Choose one ' Choose
4f. Total open water impacts
4g. Comments: Na
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a.
Pond ID number
5b, 5c, 5d. 5e.
Proposed use or Wetland Impacts (acres) Stream Impacts (feet) Upland
purpose of pond (acres)
Flooded Filled Excavated Flooded Filled Excavated
Choose one
P1
P2
Choose one
5f. Total:
5g. Comments: NA
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation. then You MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer Impact
number—
Permanent (P) or
Tem ora(T)_feet'
6c.
Reason for impact
6d. 6e.
Stream name Buffer
mitigation
required?
6f.
Zone 1
impact
(square
6g.
Zone 2
impact
(square
feet
B1 -
NONE
Yes/No
B2
Yes/No
B3
Yes/No
B4
Yes/No
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
0
0
6i. Comments: NA
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
This is a stream mitigation project. As a result, avoidance and minimization were not part of the original design planning. The proposed project is
anticipated to increase the function and length of jurisdictional stream.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The only activities that will take place within the stream are filling and stabilization of banks, placement of channel bed material, and the installation of
cross vanes and drop structures. No machinery will be driven within existing stream channels. If water is present, channels will be temporarily
dewatered and all work will be performed in the dry. Impacts to jurisdictional areas are designed to benefit hydrology and vegetative communities.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
❑ Yes ❑X No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
❑ Mitigation bank
2c. If yes, which mitigation option will be used for this
El Payment to in -lieu fee program
project?
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
Type: Choose one Quantity:
3b. Credits Purchased (attach receipt and letter) Type: Choose one Quantity:
Type: Choose one Quantity:
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWWO
6a. Will the project result in an impact within a protected riparian buffer that requires Yes ❑X No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c. 6d. 6e.
Zone Reason for impact Total impact Multiplier Required mitigation
(square feet) (square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required: o
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).
NA.
6h. Comments:
Page 7 of 10

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

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
la. Does the project involve an expenditure of public (federal/state/local) funds or the Yes El No
use of public (federal/state) land? No
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ❑X Yes ❑ No
(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
letter.) Please see the Approved Categorical Exclusion Form (Appendix E of the attached Yes ❑ No
Comments: Mitigation Plan)
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, El Yes ❑X No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after -the -fact permit application? ❑Yes ❑X No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ❑Yes ❑X No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
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.
NA - No sewage will be generated by the proposed project.
Page 9 of 10
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or Yes ❑ No
habitat?
Have you checked with the USFWS concerning Endangered Species Act
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
USFWS Asheville Field Office Website, informal Section 7 review, and NLEB 4(d) Rule Streamlined Consultation
Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NOAA Fisheries Essential Fish Habitat Mapper v2.0 (online)
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 ❑X 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?
Field work by TRC Solutions concluded that construction will not impact any intact or significant archaeological resources, and recommended that
construction proceed as designed (see report in Appendix G of attached Mitigation Plan). SHPO concurrence dated 3/27/18 is attached.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain? ❑X Yes ❑ No
8b. If yes, explain how project meets FEMA requirements:
A No -Rise Certification Study was completed and accepted by the NCNFIP (see attached letter dated December 5, 2018). A floodplain development
permit will be completed prior to starting work.
8c. What source(s) did you use to make the floodplain determination?
FEMA Flood Insurance Rate Map 3700967900J (DFIRM Panel 9679) and coordination with the the National Flood Insurance Program.
f
XAI
Applicant/Agent's Printed Name
Worth Creech
Restoration Systems, LLC
Co-Applicant/Agent's Printed Name
Applicant/Agent's Signature
Date
(Agent's signature is valid only if an authorization
letter from the applicant is provided.
�' •
3/19/19
Co-Applicant/Agent's Signature
(Agent's signature is valid only if an authorization
letter from the applicant is provided.)
Date
Page 10 of 10

Proposed Impacts Inventory - Warren Wilson College Stream Mitigation Site
WETLAND IMPACTS
Wetland impact number
Permanent (P) or
Temporary (T)
AJF (T)
Type of impact
Planting
Type of wetland
Headwater Wetland
Forested
No
Type of jurisdiction
Corps (404, 10) or
DWQ (401, other)
Corps
Area of
impact
(acres)
0.002
GA (T)
Planting
Headwater Wetland
No
Corps
0.005
GB (T)
Planting
Headwater Wetland
No
Corps
0.182
GB (P)
Planting
Headwater Wetland
No
Corps
0.032
GC (T)
Planting
Headwater Wetland
No
Corps
0.003
GC (P)
Planting
Headwater Wetland
No
Corps
0.005
GD (T)
Planting
Headwater Wetland
No
Corps
0.230
GD (P)
Planting
Headwater Wetland
No
Corps
0.048
GE (T)
Planting
Bottomland Hardwood
No
Corps
0.033
GE (P)
Planting
Bottomland Hardwood
No
Carps
0.014
GF (T)
Planting
Bottomland Hardwood
No
Corps
0.159
GF (P)
Planting
Bottomland Hardwood
No
Corps
0.061
GG (T)
Planting
Bottomland Hardwood
No
Corps
0.002
GH (T)
Planting
Bottomland Hardwood
No
Corps
0.004
GJ (T)
Planting
Bottomland Hardwood
No
Corps
0.012
PA (T)
Planting
Headwater Wetland
No
Corps
0.250
PA (P)
Planting
Headwater Wetland
No
Corps
0.055
PB (T)
Planting
Headwater Wetland
No
Corps
0.454
PB (P)
Planting
Headwater Wetland
No
Corps
0.056
PC (T)
Planting
Bottomland Hardwood
No
Corps
0.229
PC (P) I
Planting
Bottomland Hardwood
No
Corps
0.096
PD (T)
Planting
Bottomland Hardwood
No
Corps
0.057
Total Wetland Impacts
1.99
STREAM IMPACTS
Stream Impact Number
Average Stream
Permanent (P) or TvPe of Impact* Stream Name PER or INT Tvpe of Jurisdiction I
Stream I Impact
Temporary (T)
mum
(feet)
Lengzn
(feet)
S1 (P)
Relocation
UTI
PER
Corps 10.9
743
52 (P)
Relocation
UT 3
PER
Corps 12.1
2607
53 (T)
Stabilization
UT3
PER
Corps 12.1
62
S4 (P)
j Relocation
UT4
PER
Corps 7
70
S5 (P)
Relocation
UT5
PER
Corps 6.1
719
S6 (P)
Relocation
UT6
INT/PER
Corps 5.5
713
S7 (P)
Relocation
UT7
PER
Corps 7.4
2426
S8 (T)
Relocation
UT8
PER
Corps 6.8
957
Total Stream & Tributary Impacts
8297
No impacts are anticipates in conjunction with tnhancement (level II) activities.
OPEN WATER IMPACTS
Open Water Impact
Name of
Number Permanent (P) or Waterbody
Temporary (T)
NONE
BUFFER IMPACTS: NA
Type of Impact WaterbodyArea of Impact (acres) i
Type
Total Open Water
Buffer Impact Number Reason for Buffer I Zone 2
Permanent (P) or Stream Name Mitigation Zone 1 Impact (ft sq) Impact (fi
Temporary (T) Impact Required sq)
NONE
Total Buffer Impacts 0

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U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID: SAW -2017-01557 County: Buncombe U.S.G.S. Quad: Oteen & Craeev
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Warren Wilson Colleee / Attn: Scott McKinney
Address: P.O. Box 9000
Asheville, NC 28815
Telephone Number: 828-771-2056
Size (acres): 43 acres
Nearest Town: Swannanoa
Nearest Waterway: Swannanoa River
Coordinates: 35.609817 -82.443540
River Basin/ HUC: French Broad
Location description: The site is located in/around 701 Warren Wilson Road, in Swannanoa NC.
Indicate Which of the Followin Apply:
A. Preliminary Determination
X There are waters, including wetlands, on the above described project area, that may be subject to Section 404 of the
Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The
waters, including wetlands, have been delineated, and the delineation has been verified by the Corps to be sufficiently
accurate and reliable. Therefore this preliminary jurisdiction determination may be used in the permit evaluation process,
including determining compensatory mitigation. For purposes of computation of impacts, compensatory mitigation
requirements, and other resource protection measures, a permit decision made on the basis of a preliminary JD will treat
all waters and wetlands that would be affected in any way by the permitted activity on the site as if they are jurisdictional
waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process (Reference 33 CFR Part 331). However, you may request an approved JD, which is an
appealable action, by contacting the Corps district for further instruction.
_ There are wetlands on the above described property, that may be subject to Section 404 of the Clean Water Act
(CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the
waters, including wetlands, have not been properly delineated, this preliminary jurisdiction determination may not be
used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is merely
an effective presumption of CWA/RHA jurisdiction over all of the waters, including wetlands, at the project area,
which is not sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have
the waters of the U.S. on your property delineated. As the Corps may not be able to accomplish this wetland
delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the
Corps.
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements
of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act (CWA)(33
USC § 1344). Unless there is a change in the law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
_ There are waters of the U.S, including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
We recommend you have the waters of the U.S. on your property delineated. As the Corps may not be able to
accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation
that can be verified by the Corps.
The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. If you wish to have the delineation surveyed, the Corps can review and verify the survey upon
completion. Once verified, this survey will provide an accurate depiction of all areas subject to CWA and/or RHA

jurisdiction on your property which, provided there is no change in the law or our published regulations, may be relied
upon for a period not to exceed five years.
_ The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on . Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
_ There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management to determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material,
construction or placement of structures, or work within navigable waters of the United States without a Department of the
Army permit may constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If
you have any questions regarding this determination and/or the Corps regulatory program, please contact Amanda Jones at
828-271-7980, ext. 4225 or [e-mail].
C. Basis for Determination:
See attached preliminary jurisdictional determination form.
The site contains wetlands as determined by the 1987 Corps of Engineers Wetland Delineation Manual and the
Regional Supplement to the Corps of Engineers Wetlands Delineation Manual: Eastern Mountain and Piedmont
Region (version 2.0). These wetlands are adjacent to stream channels located on the property that exhibit indicators
of ordinary high water marks. The stream channels on the site are unnamed tributaries to the French Broad River
which ultimately drains to the Gulf of Mexico.
D. Remarks:
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate
participation in USDA programs, you should request a certified wetland determination from the local office of the
Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to
this determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you
will find a Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal
this determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 1OM15
Atlanta, Georgia 30303-8801
2

In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria
for appeal under 33 CFR part 33 l .5, and that it has been received by the Division Office within 60 days of the date of the
NAP. Should you decide to submit an RFA form, it must be received at the above address by N/A (Preliminary -JD).
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.** FUEMMELER.AMAND ='. --m—
CK eYSouSP vnnrrt.. rapa}e. nl.aw-trA
Corps Regulatory Official: A.JONES.1242835090,"';;;;„�':.�,"°'°
Amanda Jones
Issue Date of JD: April 2,201 Expiration Date: N/A Preliminary JD
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure
we continue to do so, please complete our Customer Satisfaction Survey, located online at
lrtt J/co stnapu.Lisace.arn ,v.inil/i:►tt_apex1f?p=136:4:0.
Copy furnished:
Axiom Environmental, Attn: Grant Lewis (via email)

SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http://www.usace.army.mil/Missions/CivilWorks/Ret4ulatoiroProgramandPermits.aspx or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received'a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.
NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL.
Applicant: Warren Wilson College / Attn: Scott File Number: SAW-SAW-2017-01557 Date: April 2, 2018
McKinney
Attached is: See Section below
❑
INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission)
A
❑
PROFFERED PERMIT (Standard Permit or Letter ofpermission)
B
❑
PERMIT DENIAL
C
❑
APPROVED JURISDICTIONAL DETERMINATION
D
NJ
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http://www.usace.army.mil/Missions/CivilWorks/Ret4ulatoiroProgramandPermits.aspx or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received'a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD.
The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps
district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the record
of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to clarify the
administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However, you may
provide additional information to clarify the location of information that is already in the administrative record.
POINT OF CONTACT FOR QUES71ONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division,
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: Amanda Jones
CESAD-PDO
151 Patton Avenue, Room 208
U.S. Army Corps of Engineers, South Atlantic Division
Asheville, North Carolina 28801-5006
60 Forsyth Street, Room 10M15
828-271-7980, ext. 4232
Atlanta, Georgia 30303-8801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of an • site investigation, and will have the ODDortunit to participate in all site investi ations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn.: Amanda Jones, 69 Darlington Avenue, Wilmington,
North Carolina 28403
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta, Georgia 30303-8801
Phone: [phone]

BLANK PAGE

PRELIMINARY JURISDICTIONAL DETERMINATION (JD) FORM
U.S. Army Corps of Engineers
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JD: April 2, 2018
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
Warren Wilson College / Attn: Scott McKinney
P.O. Box 9000
Asheville, NC 28815
C. DISTRICT OFFICE, FILE NAME, AND NUMBER:
CESAW-RG-A, SAW -2017-01557,
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
The site is located in/around 701 Warren Wilson Road, in Swannanoa, NC.
State: NC County/parish/borough: Buncombe City: Swannanoa
Center coordinates of site (lat/long in degree decimal format): 35.609817 -82.443540
Universal Transverse Mercator: N/A
Name of nearestwaterbody: Swannanoa River
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date: April 2, 2018
® Field Determination. Date(s): 01/24/18
Use the table below to document aquatic resources and/or aquatic resources at different sites
Site Name
GA
GB
Latitude
35.6087
35.6089
Longitude
-82.4401
-82.4405
Estimated amount
of aquatic resource
in review area
0.16 ac
0.27 ac
Type of aquatic
resources
Wetland
Wetland
Geographic authority o
which the aquatic
resource "may be"
subject
Section 404
Section 404
GC
35.6180
-82.4524
0.009 ac
Wetland
Section 404
GD
35.6175
-82.4523
0.42 ac
0.05 ac
Wetland
Wetland
Section 404
Section 404
GE 35.6156 -82.4519
GF
35.6151
-82.4518
0.22 ac
Wetland
Section 404
GG
35.6142
-82.4519
0.09 ac
Wetland
Section 404
GH
35.6146
-82.4518
0.02 ac
Wetland
Section 404
GJ
35.6147
-82.4518
0.04 ac
Wetland
Section 404
PA 1
35.6116
-82.4390
0.30 ac
Wetland
I Section 404
PB
35.6041
-82.4428
0.51 ac
Wetland
Section 404
PC
35.6165
-82.4521
0.33 ac
Wetland
Section 404
PD
35.6087
-82.4562
0.30 ac
Wetland
Section 404
PX
35.6147
-82.4522
0.15 ac
Wetland
Section 404
AJF 1
35.6182
-82.4523 1
0.02 ac
Wetland
Section 404

UT1
35.6093
-82.4400
756.7 If
Non -wetland
Section 404
UT3
35.6093
-82.4545
3581.6 If
Non -wetland
Section 404
UT4
35.6170
-82.4518
312.3 If
Non -wetland
Section 404
UT5
35.6090
-82.4484
768.6 If
Non -wetland
Section 404
UT6
35.6057
-82.4433
1362.6 If
Non -wetland
Section 404
UT7
35.6031
-82.4414
2425.5 If
Non -wetland
Section 404
UT8
35.6036
-82.4382
957.1 If
Non -wetland
Section 404
Open Water
35.6034
-82.4426
0.30 ac
Non -wetland
Section 404
TABLE OFAQUATIC RESOURCES INREVIEWAREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION
1. The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review
area, and the requestor of this PJD is hereby advised of his or her option to request and obtain an
approved JD (AJD) for that review area based on an informed decision after having discussed the
various types of JDs and their characteristics and circumstances when they may be appropriate.
2. In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General
Permit (NWP) or other general permit verification requiring "pre- construction notification" (PCN),
or requests verification for a non -reporting NWP or other general permit, and the permit applicant
has not requested an AJD for the activity, the permit applicant is hereby made aware that: (1) the
permit applicant has elected to seek a permit authorization based on a PJD, which does not make
an official determination of jurisdictional aquatic resources; (2) the applicant has the option to
request an AJD before accepting the terms and conditions of the permit authorization, and that
basing a permit authorization on an AJD could possibly result in less compensatory mitigation
being required or different special conditions; (3) the applicant has the right to request an individual
permit rather than accepting the terms and conditions of the NWP or other general permit
authorization; (4) the applicant can accept a permit authorization and thereby agree to comply with
all the terms and conditions of that permit, including whatever mitigation requirements the Corps
has determined to be necessary; (5) undertaking any activity in reliance upon the subject permit
authorization without requesting an AJD constitutes the applicant's acceptance of the use of the
PJD; (6) accepting a permit authorization (e.g., signing a proffered individual permit) or
undertaking any activity in reliance on any form of Corps permit authorization based on a PJD
constitutes agreement that all aquatic resources in the review area affected in any way by that
activity will be treated as jurisdictional, and waives any challenge to such jurisdiction in any
administrative or judicial compliance or enforcement action, or in any administrative appeal or in
any Federal court; and (7) whether the applicant elects to use either an AJD or a PJD, the JD will
be processed as soon as practicable. Further, an AJD, a proffered individual permit (and all terms
and conditions contained therein), or individual permit denial can be administratively appealed
pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it becomes appropriate to
make an official determination whether geographic jurisdiction exists over aquatic resources in the
review area, or to provide an official delineation of jurisdictional aquatic resources in the review
area, the Corps will provide an AJD to accomplish that result, as soon as is practicable. This PJD
finds that there "may be" waters of the U.S. and/or that there "may be" navigable waters of the U.S.
on the subject review area, and identifies all aquatic features in the review area that could be
affected by the proposed activity, based on the following information:

SUPPORTING DATA
Data reviewed for preliminary JD (check all that apply) - Checked items should be included in subject file.
Appropriately reference sources below where indicated for all checked items:
® Maps, plans, plots or plat submitted by or on behalf of preliminary JD requester:
® Data sheets prepared/submitted by or on behalf of preliminary JD requester.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rational:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey (USGS) Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit IIUC maps.
® USGS map(s). Cite scale & quad name: Oteen & Craggy.
® Natural Resources Conservation Service (MRCS) Soil Survey.
Citation: Buncombe County, NC
❑ National wetlands inventory (NWI) map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ Federal Emergency Management Agency (FEMA) / Flood Insurance Rate Map (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 scientific literature:
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not necessarily been verified by the Corps and
should not be relied upon for later jurisdictional determinations.
3a�rw�+tm
FUEMMELER.AMAND)""e"`�F'e^'_
A.JONES.1242835090 to t [MM -R MANDAMNE51242835OW
oa1�2o1aao o2ov:33m aaco•
Amanda Jones, April 2, 2018
Warren Wilson College / Attn: Scott McKinney
Signature and date of Regulatory
Signature and date of person requesting
staff member completing
preliminary JD (REQUIRED, unless obtaining the
preliminary JD
signature is impracticable)
Two copies of this Preliminary JD Form have been provide/ Please sign both copies. Keep one signed copy for your record
and return a signed copy to the Asheville Regulatory Field Office by mail or e-mail.
US Army Corps of Engineers -Wilmington District
Asheville Regulatory Field Offree
ISI Patton Avenue, Room 208
Asheville, NC'28801-5006
Districts may establish timeframes for requester to return signed PJD forms lfthe requester does not respond within the established time
frame; the district may presume concurrence and no additional follow up is necessary prior to finalizing an action

Y : North Carolina Department of Public Safety
Emergency Management
Roy Cooper, Governor Michael A. Sprayberry, Director
Erik A. Hooks, Secretary
December 5, 2018
Ms. Cynthia Fox -Clark, AICP
Buncombe County Planning and Development
46 Valley Street
Asheville, NC 28801
Subject: No -Rise Certification for Warren Wilson College Stream Mitigation Project,
Swannanoa River, Buncombe County, North Carolina
Dear Ms. Fox -Clark:
The North Carolina Department of Public Safety Division of Emergency Management Risk
Management National Flood Insurance Program (NCNFIP) staff has reviewed the information
provided by Anchor QEA of North Carolina PLLC, Tracy Drury, P.E., in support of a No -Rise
Certification for a stream restoration project on several tributaries of the Swannanoa River at
Warren Wilson College in Buncombe County. The report is dated November 19, 2018. It was
received in this office on November 30, 2018.
Based on the information provided, the NCNFIP review indicates the report meets the
requirements of the Federal Emergency Management Agency's (FEMA) guidance for a no -rise
certification. The NCNFIP finds no objection to the conclusion of no increase in base flood
elevation or floodway elevation as contained in the report.
The No -Rise Certification Study is used to measure impacts due to the proposed development
within the floodway of the Swannanoa River. It should not be used to establish base flood
elevations.
A floodplain development permit will be required prior to starting work.
If you have any questions or concerns with the items herein, please contact me at (919) 825-
2300, by email at dan.brubaker tincdps.gov or at the address shown on the footer of this
document.
MAILING ADDRESS:
4218 Mail Service Center
Raleigh NC 27699-4218
www.ncem.org
An Equal Opportunity Employer
CTM OFFICE LOCATION:
4105 Reedy Creek Road
Raleigh, NC 27607
Telephone: [phone]
Fax: [phone]

Cynthia Fox -Clark
Page 2 of 2
December 5, 2018
Sincerely,
3 f
John D. Brubaker, P.E., CFM
NFIP Coordinator
Risk Management
cc: Terry Foxx, Western Area Planner
Anchor QEA of North Carolina, PLLC
Attention: Sara Stavinoha, P.E.
231 Haywood Street
Asheville, NC 28801
Anchor QEA
Tracy Drury, P.E.
1605 Cornwall Avenue
Bellingham, WA 98225
File

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Banos, Administrator
Governor Roy Cooper
Secretary Susi fI. Hamilton
March 27, 2018
Sara Stavinoha
Anchor QEA of North Carolina
231 Haywood Street
Asheville, NC 28801
Office of Archives and History
Deputy Secretary Kevin Cherry
Re: Warren Wilson College Stream Mitigation Project, Buncombe County, ER 17-1683
Dear Ms. Stavinoha:
Thank you for your letter of March 8, 2018, transmitting the management summary by Tasha Benyshek, TRC
Environmental, for archaeological testing at 31BN28 for the above project.
During the course of the testing, no significant archaeological resources were identified within the project APE.
Ms. Benyshek recommends that no further archaeological work be undertaken at 31BN28 in connection with
the current project, and that if project plans are altered, additional archaeological work is required. We concur
with these recommendations and have no objection to construction proceeding as presently designed.
We look forward to receiving the full report of the investigation at 31BN28 and monitoring at sections 4C and
4D, as well as updated archaeological site forms.
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
environmental.revie;ncdcr��. In all future communication concerning this project, please cite the above
referenced tracking number.
Sincerely,
Ramona M. Bartos
cc: Worth Creech, Restoration Systems, LLC
Tasha Benyshek, TRC Environmental
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6599

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TIM BAUMGARTNER
Director
MEMORANDUM:
TO:
FROM:
SUBJECT:
DATE:
�a
STAIEW
NORTH CAROLINA
Environmental Quality
Summer Lowe
Lin Xu Ly
Payment of Permit Fee
401 Permit Application
March 19, 2019
The Division of Mitigation Services (DMS) is implementing a mitigation project for
Warren Wilson College Mitigation Site Mitigation Project in Buncombe County (DMS
IMS # 100019). The activities associated with this restoration project involve stream
restoration related temporary stream and wetland impact. To conduct these activities,
the DMS must submit a Pre -construction Notification (PCN) Form to the Division of
Water Resources (DWR) for review and approval. The DWR assesses a fee of $570.00
for this review.
Please transfer $570.00 from DMS Fund # 2984, Account # 535120 to DWR as
payment for this review. If you have any questions concerning this matter I can be
reached at 919-707-8319. Thanks for your assistance.
cc: Karen Higgins, DWR
N(N�iTHCnRO
D E` Q�
0".rmrilatEmiranrrNl Uuaq� !'
North Carolina Department of Environmental Quality I Division of Mitigation Services
217 W. Jones Street 11652 Mail Service Center I Raleigh, North Carolina 27699-1652
919.707.8976

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TIM BAUMGARTNER
Director
NORTH CAROLINA
Environmental Quality
March 19, 2019
Karen Higgins, 401 & Buffer Permitting Unit Supervisor
Division of Water Resources
401 & Buffer Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699 - 1617
Re: Permit Application- Warren Wilson College Stream Mitigation Site Mitigation Project,
Buncombe County (DMS Full Delivery Project)
Dear Ms. Higgins:
Attached for your review is 404/401 permit application package for the subject project. Another
copy has been sent to the Asheville Regional Office for review. A memo for the permit
application fee is also included in the package. All electronic files have been uploaded to NC
DWR's file system. Please feel free to contact me with any questions regarding this plan (919-
707-8319).
Thank you very much for your assistance.
Sincerely
Lin Xu
Attachment: 404/401 Permit Application Package
Final Mitigation Plan
Permit Application Fee Memo
NORTH CARDI.INA���`
Oepxhnenl of Emtronm W Owf
North Carolina Department of Environmental Quality I Division of Mitigation Services
217 W. Jones Street 1 1652 Mail Service Center I Raleigh, North Carolina 27699-1652
919.707.8976

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TIM BAUMGARTNER
Director
NORTH CAROLINA
Environmental Quality
March 19, 2019
Landon Davidson, Water Resources — Water Quality Regional Supervisor
NC DEQ Asheville Regional Office
2090 U.S. 70 Highway
Swannanoa, NC 28778 - 8211
Re: Permit Application — Warren Wilson College Stream Mitigation Site Mitigation Project,
Buncombe County (DMS Full Delivery Project)
Dear Mr. Davidson:
Attached for your review is 404/401 permit application package for the subject project. Please
feel free to contact me with any questions regarding this plan (919-707-8319).
Thank you very much for your assistance.
Attachment: 404/401 Permit Application Package
Final Mitigation Plan
Cc: Karen Higgins
Sincerely
NCFT„CAROL INA���� Q !�
Oeglhlb11101 EiW1tIXITgNI nomy
Lin Xu
North Carolina Department of Environmental Quality I Division of Mitigation Services
217 W. Jones Street 1 1652 Mail Service Center I Raleigh, North Carolina 27699-1652
919.707.8976

November 2018
Warren Wilson College Stream Mitigation Site
Final Mitigation Plan
Prepared for the North Carolina Department of Environmental Quality, Division of Mitigation Services

FINAL MITIGATION PLAN
WARREN WILSON COLLEGE STREAM MITIGATION SITE
Buncombe County, North Carolina
NCDMS Project ID No. 100019
Full Delivery Contract No. 7188
USACE Action ID No. SAW -2017-01557
RFP No. 16-006991
French Broad River Basin
Cataloging Unit 06010105
Prepared for:
North Carolina Department of Environmental Quality
Division of Mitigation Services
1652 Mail Service Center
Raleigh, North Carolina 27699-1652
Restoration Systems, LLC
Authorized Representative:
Worth Creech
Phone: [phone]
1101 Haynes Street, Suite 211
Raleigh, North Carolina 27604
Prepared by:
ANCHOR 231 Haywood Street Asheville,
QEA North Carolina 28801
Anchor QEA of North Carolina, PLLC
V_ Axiom Environmental, Inc.
218 Snow Avenue
Raleigh, North Carolina 27603
AW VK
Ax,omEnvim­nta.
"This mitigation plan has been written in conformance with the requirements of the following:
• Federal rule for compensatory mitigation project sites as described in the Federal Register
Title 33 Navigation and Navigable Waters Volume 3 Chapter 2 Section § 332.8 paragraphs
(c)(2) through (c)(14).
• North Carolina Department of Environmental Quality (NCDEQ) Division of Mitigation Services
In -Lieu Fee Instrument signed and dated July 28, 2010
These documents govern NCDMS' operations and procedures for the delivery of compensatory
mitigation."
This document was assembled using the June 2017 NCDMS Stream and Wetland Mitigation Plan Template
and Guidance and the October 24, 2016 North Carolina Interagency Review Team Wilmington District
Stream and Wetland Compensatory Mitigation Update.
' North Carolina Division of Mitigation Services

Regulatory Division
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
69 DARLINGTON AVENUE
WILMINGTON, NORTH CAROLINA 28403-1343
December 21, 2018
Re: NCIRT Review and USACE Approval of the Warren Wilson College Mitigation Plan; SAW -2017-
01557; NCDMS Project # 100019
Mr. Tim Baumgartner
North Carolina Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699-1652
Dear Mr. Baumgartner:
The purpose of this letter is to provide the North Carolina Division of Mitigation Services
(NCDMS) with all comments generated by the North Carolina Interagency Review Team (NCIRT) during
the 30 -day comment period for the Warren Wilson College Mitigation Plan, which closed on December
21, 2018. These comments are attached for your review.
Based on our review of these comments, we have determined that no major concerns have been
identified with the Draft Mitigation Plan, which is considered approved with this correspondence.
However, several minor issues were identified, as described in the attached comment memo, which must
be addressed in the Final Mitigation Plan.
The Final Mitigation Plan is to be submitted with the Preconstruction Notification (PCN)
Application for Nationwide permit approval of the project along with a copy of this letter. Issues identified
above must be addressed in the Final Mitigation Plan. All changes made to the Final Mitigation Plan
should be summarized in an errata sheet included at the beginning of the document. If it is determined
that the project does not require a Department of the Army permit, you must still provide a copy of the
Final Mitigation Plan, along with a copy of this letter, to the appropriate USACE field office at least 30
days in advance of beginning construction of the project. Please note that this approval does not preclude
the inclusion of permit conditions in the permit authorization for the project, particularly if issues
mentioned above are not satisfactorily addressed. Additionally, this letter provides initial approval for the
Mitigation Plan, but this does not guarantee that the project will generate the requested amount of
mitigation credit. As you are aware, unforeseen issues may arise during construction or monitoring of the
project that may require maintenance or reconstruction that may lead to reduced credit.

Thank you for your prompt attention to this matter, and if you have any questions regarding this
letter, the mitigation plan review process, or the requirements of the Mitigation Rule, please call me at
919-554-4884, ext 60.
Sincerely,
BROWN ING.KIMBERLY.NItally signed by
BROW11NG.KIMBEBLY.DANIELLE,15276B3510
M -r- LNUs. GwmtipwA4eu- DoD,eu:M,—USA,
DANIELLE.1527683510 �;�° &,'�; ;�9051W .'S2'6B'S'°
Kim Browning
Mitigation Specialist
for Henry Wicker
Enclosures
Electronic Copies Furnished:
NCIRT Distribution List
Paul Wiesner — NCDMS

November 2, 2018
Paul Wiesner
Western Region Supervisor
North Carolina Department of Environmental Quality
Division of Mitigation Services
5 Ravenscroft Drive
Asheville, North Carolina 28801
Subject: Warren Wilson College Stream Mitigation Site
Mitigation Plan Comment Response Letter
DMS Contract No. 7188; DMS Project ID: 100019; RFP No. 16-006991
Dear Mr. Wiesner,
The following are responses to the IRT's Final Draft Warren Wilson College Stream Mitigation
Plan comments.
Mac Haupt, North Carolina Division of Water Resources, August 23, 2018
1. Table 6- this table lists the soils on site and has a column for hydric status, please change
the table and list the correct hydric status (non -hydric) for the following series: Biltmore,
Dellwood-Reddies, Dillard, French loam, lotla, Rosman, and Statler.
1.1. Table 6 was updated accordingly.
2. Section 8.1- DWR does not recommend utilization of the Terracell in the case of the drop
down for the UT8 reach to the Swannanoa River. DWR strongly recommends a rock step
down in this case.
2.1. TerraCell will be removed, and a drop structure constructed of stone and wood will be
added to the construction plans. Section 8.1 (Drop Structures) was revised to read as
follows: "One drop structure is proposed on UT -8. The drop structure may be
constructed out of stone and wood as depicted in typical details of the construction
plans. The structure should be constructed to resist erosive forces associated with
hydraulic drops proposed at the Site."
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

3. Section 8.4.4- DWR likes the fact that groundwater gauges have been installed along the
upper UT3 reach. DWR requests an instream transducer be placed as soon as possible in the
lower portion (station 13+00) of UT3. DWR believes it is critical to document the increased
overbank as well as increased wetland hydrology to justify moving the channel (upper UT3).
At the post -contract visits there were extensive discussions regarding whether this channel
needed to be moved at all. Upon reviewing the draft mitigation plan DWR decided, in
addition to the COE, to visit this reach again before final comments for this plan. DWR and
the COE visited the site on the afternoon of August 13th with the primary purpose of
evaluating both upper and lower reaches of UT3 to determine the appropriate level of
intervention for these reaches. DWR concurs with the approach for both the lower and
upper reaches of UT3, however, for the upper reach of UT3 DWR would like to see metrics
developed that documents functional uplift of both wetland hydrology and increased
floodplain connection. DWR believes these metrics are necessary to justify the moving of a
channel that currently not only possesses good channel bed form and limited lateral
instability, but also does have some current connection to the floodplain (middle portion of
upper UT3). In addition, these metrics would further support the objectives listed in Table
12B and discussion in Section 8.4.4.1.
3.1. A crest gauge will be added to UT -3 (upper) to collect preconstruction overbank events
for comparison to post -construction overbank events. The crest gauge will consist of an
instream pressure transducer that will record measurements of stream surface water
elevations. The gauge is proposed to be placed near station 15+00 of UT -3 (upper).
DWR requested that the gauge be located near station 13+00; however, this reach is
proposed to begin the drop-down to enhancement (level II) along UT -3 and may not
characterize hydrologic modifications in wetland restoration areas along the majority of
the UT -3 (upper) reach.
3.2. Metrics for overbank flooding have been identified in Table 12 B for this reach using
North Carolina Wetland Assessment Method (NC WAM) (Floodplain Access) and tied to
goals for the Site (i.e., connect streams to functioning wetland systems).
4. Table 18- Monitoring Summary: This table should be modified to reflect the targeted
monitoring metrics discussed in #3.
4.1. Table 18 currently indicates we are tracking overbank events on UT -3 and wetland
hydrology in wetlands adjacent to UT -3.
5. DWR recommends the removal of the crossing shown in on the upper UT3 design plans
(since it is near the top of the project, can it be moved to the top?).
5.1. The Dean of Land Resources has discussed with others at Warren Wilson College
(WWC). They would prefer to leave the crossing in its proposed location due to the
crossing's significant effect on current cattle operations on the property.
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

6. DWR recommends the installation of a wetland monitoring gauge stream right on lower
UT1, stream left in the upper reach of UT6, and an additional gauge installed stream right
on the lower section of the upper UT3 reach (station 13+00).
6.1. Three groundwater gauges will be added to the Site in late winter 2018/2019 in the
requested locations. Table 18 (Wetland Parameters) has been updated to read,
"8 gauges in UT -1, UT -6, and UT -3 wetlands."
7. Design sheets- the lower stream profiles for lower UT3 are missing.
7.1. The profile for the lower restoration section of UT -3 Lower has been added to the
construction plans.
8. DWR requests that in the future the design sheets be no larger than 11x17. In addition,
DWR requests that the stationing begin at the top of the reaches.
8.1. Design sheets will be 11x17 in size for future submittals. We respectfully request to
keep stream stationing as currently depicted in plan sheets and figures. Converting
stream stationing may lead to unnecessary errors and provides no improvement to
project documentation.
9. Design Typical- DWR recommends that vane arms have no more than a 7% slope, the vane
typical for the log vanes shows a 5:1 slope or 20%. DWR did not see a typical for a rock
cross vane. Are any of these being built? Also, DWR would like to see the typical for the rock
step down structure recommended for UT8.
9.1. Typical details will be updated to include maximum slopes of 7% for log vane arms.
Rock cross vanes are not proposed. The detail for the drop structure in UT -8 has been
added to the Typical Detail sheet.
Andrea Hughes, U.S. Army Corps of Engineers, October 12, 2018
1. Page 2 indicates that the provider intends to install fence posts in areas that will be utilized
for livestock rotation. Since it is anticipated that these areas will be used for livestock, these
areas must be fenced in order to generate stream credits.
1.1. RS will work with the school's Dean of Land Resources and plans to install fencing in
areas of current and future livestock use.
2. Section 7.1: Regarding the footpath adjacent to UT 3, please provide a photograph to
demonstrate the existing condition of the footpath. Also, please ensure the landowner is
aware that no maintenance or upgrades to the footpath will be allowed within the
boundaries of the conservation easement.
2.1. A photograph and related text has been added to Section 7.1.
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

3. Section 7.3: According to the most recent correspondence from SHPO dated March 27,
2018, the full report of the investigation at 31BN28 and monitoring at sections 4C and 4D,
as well as updated archaeological site forms have been requested by SHPO. Please provide
confirmation that the requested information will be provided as soon as it is available.
3.1. RS will provide the IRT with the full archeological report and updated Site forms when
they become available (post -construction).
4. Section 8.1: Regarding stream crossings, the provider should locate the proposed crossing
on upper UT 3 to the edge of the easement or begin crediting just below the proposed
crossing.
4.1. The Dean of Land Resources has discussed with others at WWC. They would prefer to
leave the crossing in its proposed location due to the crossing's significant effect
on current cattle operations on the property.
5. Section 8.1: Marsh treatment areas: If these areas are located within a stream buffer we
typically require a vegetation cover performance standard during the 7 year monitoring
period. In addition, the document indicates that terracel will be used for the drop structures
associated with the marsh treatment areas and UT 8. This has been discussed on previous
sites and we do not believe terracel is an appropriate material to use on mitigation sites
when more appropriate methods are available. Please revise the plan to address this issue.
5.1. Terracell is not associated with marsh treatment areas. In addition, the only Terracell
proposed for the project is located at the lower reaches of UT -8. This Terracell has been
removed from the project and replaced with a rock step structure.
5.2. Marsh treatment areas total approximately one hundredth of an acre in size and
are intended to naturalize into the floodplain. The areas are slight depressions (0.5
to 1.5 feet in depth) that are designed to catch the first pulse of storm drainage
prior to vegetation establishment. These are not stormwater best management
practices (BMPs), which require maintenance to continue functioning. At this time,
due to the small size and expectation of naturalization, we do not propose extensive
monitoring beyond the standard vegetative monitoring protocols outlined in the IRT
guidance.
6. Section 8.4.4.1: Regarding construction of UT3 through existing wetlands, you must
demonstrate that the impacted wetlands have been replaced onsite by expansion or re-
establishment of new wetlands. You must also document that existing wetlands adjacent to
the stream channel demonstrate 10-20% improvement in post construction hydrology as
compared to pre -construction hydrology.
6.1. A paragraph has been added to Section 8.4.4.1 that states the following: "Stream
channel excavation is expected to occur at the historic location of the stream channel in
the lowest portion of the floodplain. The development of jurisdictional wetlands in this
portion of the floodplain may result in the loss of wetlands in the design channel that is
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

expected to be negated by the development of in -channel wetlands throughout the
Site and overall functional uplift and expansion of the remaining on-site wetlands."
6.2. In addition, Table 19 (Wetland Hydrology) has been updated to include the following
success criteria: "Jurisdictional wetland adjacent to UT -3 will demonstrate a 10 to 20%
increase in wetland hydrology as compared to pre -construction hydrology, under
similar climactic conditions."
7. Section 9.1: Entrenchment Ratio for C/E streams should be >2.2.
7.1. The entrenchment ratio in Table 19 has been changed from a minimum of 1.4 to 2.2.
8. Section 9.1: Please revise to state 260 stems per acre at year 5.
8.1. The vegetation criteria in Table 19 has been changed to 260 stems per acre at year 5.
9. Design: Please provide profiles for all restoration reaches.
9.1. The profile for the lower restoration section of UT -3 Lower has been added to the
construction plans.
10. Table 131: Proposed Bank Height Ratios should not exceed 1.2 (performance standard). Also,
typically C/E channel design for MWR should be at least 3.5. Please explain the rationale for
the proposed MWR range of 1.5 to 4.0 with an average of 3.0.
10.1. The performance standard for Bank Height Ratio is 1.2. The rationale for an
MWR of 1.5 to 4.0 results from reference reach data that has meander width ratios
ranging from 1.0 to 3.7. The lower MWR is due to steeper sloped streams associated
with the Mountain Physiographic province, where B -type channel pattern (lower
sinuosity, narrower pool -to -pool spacing) variables occur, even within C/E-type
channels.
Todd Bowers, U.S. Environmental Protection Agency, August 6, 2018
1. Section 1.2/Page 1: Project Components and Structure
a. Denote that the 10,227 Stream Mitigation Units are for cold -water credit in the text
and in Table 1.
i. Section 1.2 Project Components and Structure: The first paragraph and
Table 1 have been updated to denote "cold -water" credit.
b. Mention that there are power lines that will be moved to accommodate the project.
i. Section 8.4.2 of the individual reach descriptions currently states that the
project will include "relocation of the powerline outside the conservation
easement."
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

2. Table 4/Page 6:
a. USGS Hydrologic Unit 8 and 14 -digit codes should be 8 and 14 digits.
i. Table 4 was updated accordingly.
3. Table 8/Page 15:
a. The design discharge velocity for the Proposed Restoration Reaches has a range of
3.7 to 4.2 ft/s. UT1 on Table 9 shows a velocity of 5.54 so the range should read: 3.7
to 5.5 ft/s.
L Table 8 (Proposed [Restoration Reaches]) Design Discharge Velocity was
changed to "3.7-5.5 ft/s."
4. Section 3.6.1/Page 15:
a. Recommend adding language that includes lack of riparian buffer vegetation as a
stressor to site streams.
i. Section 3.6.1 has been updated to read, "Site UTs are characterized by
incised channels that receive extensive sediment and nutrient inputs, are
eroded vertically and laterally, have been cleared of riparian vegetation, are
dredged and straightened, and/or rerouted to the floodplain edge."
5. Table 12/Page 24:
a. What does "ceasing current land use practices" refer to? Does this mean removing
livestock and agriculture from uplands or just within the riparian zone? Nutrient
inputs will likely continue as upland land practices remain so this statement is overly
vague.
i. Text in Table 12B has been changed to: "Remove livestock and cease
agriculture practices within areas protected by the conservation easement."
b. Recommend including "Adding LWD" to the list of objectives/actions to support
Habitat goals.
i. The recommended objective was added to Table 12B.
6. Section 8.1/Page 29:
a. Recommend the sponsor consider alternatives to using TerraCell for drop structures
(UT -8 and marsh treatment areas) as they are primarily made of polyethylene. This
material is not biodegradable and therefore will remain in the ecosystem long after
the stream outfall and the meander in the Swannanoa River have shifted from their
current location and the device has long outlived its usefulness.
i. TerraCell will be removed, and a drop structure constructed of stone and
wood will be added to the construction plans. Section 8.1 (Drop Structures)
was revised to read as follows: "One drop structure is proposed on UT -8. The
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

drop structure may be constructed out of stone and wood, as depicted in
typical details of the construction plans. The structure should be constructed
to resist erosive forces associated with hydraulic drops proposed at the Site."
7. Section 8.4/Pages 30 — 40:
a. Recommend a heavy edit to the stream nomenclature to match Figures 7-71. Every
stream reach in Figures 7-71 has A -B -C nomenclature which is not consistent with
the text of Section 8.4. For example, UT -1 (Upper) is called UT- 1A in Figure 7A and
UT-1(Lower) is called UT -1B and C in Figure 7B.
The text in Section 8.4 has been altered to match Figures 7 through 71.
Specifically, the headings of each individual stream reach were revised to
include the nomenclature for Figures 7 through 71. The reason for the
discrepancy arises from multiple entities requiring or requesting specific
nomenclature for each reach. For example, North Carolina Division of
Mitigation Services requests the UT -1A, UT -1B, UT -1C nomenclature in order to
match asset tables with figures. However, the college requests specific
nomenclature to match fields and specific areas on the campus. Efforts have
been made to make the document and figures clear for all parties. Headings for
Section 8.4 were updated as follows:
1. 8.4.1 UT -1 Upper (Swim Pond, UT -1A in Figure 7A)
2. 8.4.2 UT -1 Lower (Hog Bottom, UT -1B and UT -1C in Figure 7B)
3. 8.4.3 UT -2 (Lower Field/Pig Pond in Figure 7B)
4. 8.4.4 UT -3 Upper (Little Berea/Clingman's, UT -3A, UT -3B, UT -3C in
Figures 7C and 7D)
5. 8.4.5 UT -3 Lower (Stokes Field, UT -3D, UT -3E, UT -3F, UT -3G in
Figure 7E)
6. 8.4.6 UT -4 (Clingman's, UT -4A and UT -4B in Figures 7C and 7D)
7. 8.4.7 UT -5 (Bellfield, UT -5A and UT -5B in Figure 7F)
8. 8.4.8 UT -6 (S -Field, UT -6A, UT -6B, UT -6C in Figures 7G and 7H)
9. 8.4.9 UT -7 (Big Bottom Field, UT -7A in Figures 7G and 71)
10. 8.4.10 UT -8 (Forbat's Field, UT -8A in Figure 71)
b. Each stream reach description should reference the appropriate Figure (7A-71) in
Appendix A.
i. See response to comment 7a above.
c. UT -2 is not shown on any map. Recommend including it on Figure 7B to improve
clarity.
i. UT -2 has been added to Figures 4 and 7B.
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

d. Recommend adding description of footpath crossing in Reach UT -313 just below
confluence of UT -3 and UT -4.
i. Text has been added to clarify the current and future condition of the
crossing in this location.
e. Recommend adding description of crossing of UT -413 shown in Figures 7C and 7D.
i. Please see section 8.1 (Stream Restoration) for descriptions of piped channel
crossings.
f. Recommend adding description of the 31 -foot easement break in UT -513 and the 48
feet of Ell work for UT -5A as show in Figure 7F.
i. The 31 -foot easement break is a power line crossing that is not permitted to
be included in the conservation easement. Descriptions for Ell work are
provided in Section 8.3 (Stream Enhancement [Level 11]).
g. For UT -6, I recommend referencing the appropriate reach (UT -6 A, B or C) and the
level of work for each. UT -613 is Priority One restoration and UT -6A is Enhancement
11 work. Also recommend that conservation easement breaks due to roads and
culverts are included in the description as well as the marsh treatment area in UT -
6B. The description is in the discussion of UT -7
i. Text has been added to clarify the reach work for UT -6A, UT -613, and UT -6C.
In addition, the following text was added to the UT -6 reach description: "Two
easement breaks in the lower reaches of UT -6 are necessary to allow access
for agriculture equipment. Both crossings will be piped channel crossings as
described in Section 8.1. Agriculture ditches will be directed to a marsh
treatment area that will be constructed as described in Section 8.1."
h. Recommend clarifying the restoration approach for UT -7.
i. Please see Section 8.4.9 for details concerning the restoration approach for
UT -7.
Recommend adding discussion of powerlines and other easement breaks for UT -7
and UT -8.
i. The following text was added to corresponding reach descriptions:
1. "Two easement breaks in UT -7 are necessary to allow access for
agriculture equipment and to accommodate a sewer line easement.
The piped crossing will be constructed as described in Section 8.1."
2. "An easement break in UT -8 is necessary due to an existing sewer line
easement."
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

j. Add discussion of restoration priority type and the proposed drop structure or
method for UT -8 tie in to the Swannanoa River.
i. The restoration priority type (Priority 1) was added to the last paragraph of
the reach description. The description of the proposed drop structure is
included in Section 8.1.
8. Section 9.1/Page 46:
a. State the goals and objectives assumed to be functionally elevated by restoration
activities.
i. Table 20 states the goals to be functionally elevated based on data collected
at the Site and in reference reaches.
b. Vegetation must be at a minimum of 260 stems per acre at Year 5, rather than Year
4 (Table 19).
i. Table 19 has been updated accordingly.
9. Appendix A/Figure 4D: Recommend adding UT -2 to the figure to illustrate a potential
stressor to function and water quality of UT -1.
a. Figures have been updated to include UT -2.
Thank you for your time, please feel free to contact me if you have any questions.
Sincerely,
Worth Creech
Project Manager
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

TABLE OF CONTENTS
Table of Contents
1 Project Introduction..................................................................................................................1
1.1 Directions to the Site.........................................................................................................................................1
1.2 Project Components and Structure..............................................................................................................1
2 Watershed Approach and Site Selection.............................................................................8
2.1 Land Use/Development Trends.....................................................................................................................8
2.2 French Broad River Basin Restoration Priorities......................................................................................8
3 Baseline and Existing Conditions.........................................................................................10
3.1
Physiography and Land Use.........................................................................................................................10
3.2
Water Quality.....................................................................................................................................................10
3.3
Geology & Soils................................................................................................................................................10
3.4
Sediment Model...............................................................................................................................................
12
3.5
Nutrient Model..................................................................................................................................................
13
3.6
Existing Stream Characteristics...................................................................................................................
14
3.6.1 Stream Morphology........................................................................................................................
15
3.6.2 Discharge.............................................................................................................................................15
3.7
Channel Stability Assessment......................................................................................................................
16
3.8
Bankfull Verification........................................................................................................................................
18
4 Reference Streams...................................................................................................................19
4.1 UT -4 Reference..................................................................................................................................................19
4.2 Chemtronics Reference..................................................................................................................................19
5 Reference Forest Ecosyste
6 Functional Uplift & Project Goals and Objectives
20
21
7 Site Design and Implementation Constraints.................................................................. 25
7.1 Existing Paths.....................................................................................................................................................25
7.2 Threatened & Endangered Species...........................................................................................................26
7.3 Cultural Resources...........................................................................................................................................27
7.4 FEMA.....................................................................................................................................................................28
7.5 Utilities..................................................................................................................................................................28
7.6 Air Transport Facilities.................................................................................................................................... 28
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina i
November 2018

8 Design Approach and Mitigation Work Plan...................................................................
29
8.1
Stream Restoration..........................................................................................................................................29
8.2
Stream Enhancement (Level 1).....................................................................................................................
30
8.3
Stream Enhancement (Level 11)....................................................................................................................
30
8.4
Individual Reach Mitigation Discussions.................................................................................................30
8.4.1 UT -1 (Upper) Swim Pond...............................................................................................................30
8.4.2 UT -1 (Lower) Hog Bottom.............................................................................................................32
8.4.3 UT -2 (Lower Field/Pig Pond)........................................................................................................32
8.4.4 UT -3 Upper (Little Berea/Clingman's).......................................................................................
33
8.4.5 UT -3 Lower (Stokes Field).............................................................................................................
36
8.4.6 UT -4 (Clingman's Field)..................................................................................................................37
8.4.7 UT-5(Ballfield)...................................................................................................................................38
8.4.8 UT -6 (S-Field).....................................................................................................................................38
8.4.9 UT -7 (Big Bottom Field).................................................................................................................
39
8.4.10 UT -8 (Forbat's Field)........................................................................................................................40
8.5
Natural Plant Community Restoration.....................................................................................................40
8.5.1 Natural Community Classification..............................................................................................41
8.5.2 Planting Strategy..............................................................................................................................41
8.5.3 Nuisance Species Management..................................................................................................43
9 Performance Standards and Monitoring Plan.................................................................44
9.1 Success Criteria................................................................................................................................................. 46
9.2 Contingency.......................................................................................................................................................46
9.2.1 Stream Contingency........................................................................................................................46
9.2.2 Vegetation Contingency................................................................................................................47
9.3 Compatibility with Project Goals................................................................................................................47
10 Adaptive Management Plan
49
11 Long -Term Management Plan............................................................................................. 50
12 References
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina ii
51
November 2018

TABLES
Table 1
Project Mitigation Assets and Components....................................................................................3
Table 2
Project Activity and Reporting History ..............................................................................................5
Table3
Project Contacts...........................................................................................................................................5
Table 4
Project Attribute Table..............................................................................................................................6
Table5
Population Growth......................................................................................................................................8
Table 6
Web Soil Survey Soils Mapped within the Site...........................................................................11
Table 7
BEHI and NBS Modeling Summary ..................................................................................................13
Table 8
Essential Morphology Parameters....................................................................................................15
Table 9
Stream Power (S2) and Shear Stress (i) Values............................................................................17
Table 10
Reference Reach Bankfull Discharge Analysis.............................................................................18
Table 11
Reference Forest Ecosystem................................................................................................................20
Table 12A
North Carolina Stream Assessment Method Summary ..........................................................22
Table 12B
Stream Targeted Functions, Goals, and Objectives...................................................................24
Table 13
Federally Protected Species.................................................................................................................26
Table 14
Important Archaeological Sites..........................................................................................................27
Table15
Seed Mix.......................................................................................................................................................41
Table16
Planting Plan...............................................................................................................................................42
Table17
Monitoring Schedule..............................................................................................................................44
Table18
Monitoring Summary .............................................................................................................................45
Table19
Success Criteria..........................................................................................................................................46
Table 20
Compatibility of Performance Criteria to Project Goals and Objectives ..........................48
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina iii
November 2018

APPENDICES
Appendix A
Figures
Appendix B
Stream Data
Appendix C
Regional Regression Model Data
Appendix D
Jurisdictional Determination
Appendix E
Categorical Exclusion Document
Appendix F
Northern Long -Eared Bat (NLEB) 4(d) Rule Streamlined Consultation Form
Appendix G
Archeological Testing and Site Assessment for 31 BN28
Appendix H
Financial Assurance
Appendix I
Site Protection Instrument
Appendix J
Credit Release Schedule
Appendix K
Maintenance Plan
Appendix L
Post -IRT Site Visit Notes
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina iv
November 2018

ABBREVIATIONS
BMPs
best management practices
col
colonies
College
Warren Wilson College
lbs/yr
pounds per year
NC SAM
North Carolina Stream Assessment Method
NC SFAT
NC Stream Functional Assessment Team
NC WAM
North Carolina Wetland Assessment Model
NCDEQ
North Carolina Department of Environmental Quality
NCDMS
North Carolina Division of Mitigation Services
NCDWR
North Carolina Division of Water Resources
NCEEP
North Carolina Ecosystem Enhancement Program
RBRP
River Basin Restoration Priorities
Site
Warren Wilson College Stream Mitigation Site
SMU
Stream Mitigation Unit
TLW
Targeted Local Watershed
tons/year
tons per year
USGS
United States Geological Survey
UT
unnamed tributary
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina v
November 2018

1 Project Introduction
The Warren Wilson College Stream Mitigation Site (the Site), located entirely within the
Warren Wilson College property, encompasses 23.9 acres (Figure 1, Appendix A). Warren Wilson
College (the College) occupies approximately 1,200 acres (2% campus, 59% forest, and 39%
agriculture). The Site is part of an actively managed farm and forest system on the Warren Wilson
College property that includes livestock management areas, pastureland, agricultural row crops, and
a sustainably managed forest.
The Site includes seven cold -water, unnamed tributaries (UTs) to the Swannanoa River that are
proposed for mitigation, located in the French Broad River Basin 14 -digit United States Geological
Survey (USGS) Cataloging Unit and Targeted Local Watershed 06010105070030 of the Tennessee
Region (North Carolina Division of Water Resources [NCDWR] subbasin 04-03-02; Figure 2,
Appendix A). The Site is located in the Broad Basins Ecoregion of the Blue Ridge Physiographic
Province, approximately 2 miles west of Swannanoa and 5 miles east of Asheville in Buncombe
County, North Carolina.
1.1 Directions to the Site
Directions to the Site from Raleigh, North Carolina:
• Take 1-40 West from Raleigh and travel 229 miles.
• Take exit 59 towards Swannanoa and turn right onto Patton Cove Road.
• After 0.3 mile, turn left onto US -70 West.
• Travel 1.9 miles, then turn right onto Warren Wilson Road.
• After 1.4 miles, Riceville Road is on the left, and South Lane is on the right.
- Site parcels can be accessed off Warren Wilson Road, Riceville Road, and South Lane.
- Site latitude and longitude: 35.609817, -82.443540 (WGS84)
1.2 Project Components and Structure
The Site includes 10,164 linear feet (If) of degraded stream channel (seven UTs to the Swannanoa
River) that will be mitigated as part of the proposed project (Figures 4 and 4A through 4D, Appendix
A). Proposed Site mitigation activities will result in the following (Table 1, Figures 7A through 71,
Appendix A):
• Provide 10,227 cold -water Stream Mitigation Units (SMUs).
- Restore 9,381 If of perennial stream channel by constructing stable streams in the
historic floodplain location and elevation.
- Enhance (Level 1) 62 If of stream by installing in -stream structures, providing proper
channel dimension and appropriate floodplain width, reducing shear on eroding banks,
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018

controlling invasive species within the riparian area, and planting with native riparian
vegetation.
— Enhance (Level II) 2,012 If of stream channel by removing current land use practices,
controlling invasive species within the riparian area, and planting native vegetation.
• Install four marsh treatment areas to treat stormwater runoff before it enters Site streams.
• Completely remove a partially breached in-line dam on UT -1 upper to restore unimpeded
streamflow.
• Establish a minimum 30 -foot -wide woody riparian buffer adjacent to Site streams.
• Fence the conservation easement boundaries in areas used for livestock management.
• Protect the Site in perpetuity with a conservation easement
Completed project activities, reporting history, completion dates, project contacts, and background
information are summarized in Tables 1 through 4.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018

Table 1
Project Mitigation Assets and Components
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018
Map
Cold -Water
Reach
Existing
Mitigation
Restoration
Priority
Mitigation
Mitigation
Reach
ID
Footage
Stationing
Plan Footage
Level*
Level
Ratio
Credits
Notes/Comments
UT -1
UT -1A
189
0+09-4+92
483
Restoration
1
1:1
483.0
--
Upper
UT -113
13
1+09-1+22
13
Ell
--
2.5:1
5.2
--
UT-1
Lower
UT -1C
554
1+22-7+06
584-20= 564
Restoration
1
1:1
564.0
20 If is outside of the easement and
therefore is non -credit -generating.
UT -3A
45
0+05-0+50
45
Ell
--
2.5:1
18.0
--
20 If is outside of the easement and 5
0+50-
2116-20-
If is located at a foot crossing within
UT -3
UT -3B
1901
Restoration
I/II
1:1
2,091.0
21+66
5=2091
the easement; therefore, these are
Upper
non -credit -generating.
1+66-
21+66-
UT -3C
62
62
EI
--
1.5:1
41.3
--
22+28
22+28
UT-31D
428
0+00-5+00
500
Restoration
1
1:1
500.0
--
UT-3E
334
5+00-8+34
334
Ell
--
2.5:1
133.6
--
UT-3
Lower
UT -3F
91
8+34-9+60
126
Restoration
1
1:1
126.0
--
9+60-
21 If is outside of the easement and
UT-3G
721
721-21=700
Ell
--
2.5:1
280.0
16+81
therefore is non -credit -generating.
UT -4A
70
0+00-2+33
233
Restoration
1
1:1
233.0
--
UT4
20 If is outside of the easement and
UT -46
242
2+33-4+75
242-20=222
Ell
--
2.5:1
88.8
therefore is non -credit -generating.
UT -5A
48
0+00-0+48
48
Ell
--
2.5:1
19.2
--
UT5
0+48-
1,110-
31 If is outside of the easement and
UT -5B
719
Restoration
I
1:1
1,079.0
11+58
31=1,079
therefore is non -credit -generating.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018

Note:
*EI: Enhancement (Level 1), Ell: Enhancement (Level II)
Table 1 (continued)
Length Summation by Mitigation Category and Overall Asset Summary
Restoration Level
Map
Cold -Water Mitigation
Credits
Restoration
9,616-235*=9,381
9,381.0
Enhancement (Level 1)
62
Cold -Water
Enhancement (Level 11)
2,053-41*=2,012
Reach
Existing
11,455 If
Mitigation
Restoration
Priority
Mitigation
Mitigation
Reach
dk ID
Footage
Stationing
Plan Footage
Level*
Level
Ratio
Credits
Notes/Comments
UT -6A
155
0+08-1+63
155
Ell
--
2.5:1
62.0
--
2+16-
1,432-
20 If is outside of the easement and
UT -613
713
Restoration
1/11
1:1
1,412
UT6
16+48
20=1,412
therefore is non -credit -generating.
16 6 +48-
UT -6C
495
495
Ell
--
2.5:1
198.0
--
+43
Three areas totaling 101 If are
0+00-
1,985-36-20-
UT -7
UT -7A
2426
Restoration
1
1:1
1,884
outside of the easement and
19+85
45=1,884
therefore are non -credit -generating.
0+18-
1,047-
38 If is outside of the easement and
UT -8
UT -8A
957
Restoration
11
1:1
1,009
10+65
38=1,009
therefore is non -credit -generating.
Note:
*EI: Enhancement (Level 1), Ell: Enhancement (Level II)
Table 1 (continued)
Length Summation by Mitigation Category and Overall Asset Summary
Restoration Level
Stream (linear footage)
Cold -Water Mitigation
Credits
Restoration
9,616-235*=9,381
9,381.0
Enhancement (Level 1)
62
41.3
Enhancement (Level 11)
2,053-41*=2,012
804.8
Totals
11,455 If
10,227 SMUs
Note:
*Areas located outside of the easement or at a foot path crossing within the easement and therefore are non -credit -generating.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018

Table 2
Project Activity and Reporting History
Activity or Deliverable Data Collection Complete Completion or Delivery
RFP No. 16-006991 Issuance Date September 16, 2016 September 16, 2016
RFP No. 16-006991 Opening Date February 15, 2017 February 15, 2017
DEQ Contract No. 7188 (Project Instituted) -- May 22, 2017 (DEQ Contract Execution Date)
Mitigation Plan March 2018 June 2018
Construction Plans -- --
Note: NCDEQ: North Carolina Department of Environmental Quality
Table 3
Project Contacts
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
5
November 2018
Restoration Systems
1101 Haynes Street, Suite 211
Full Delivery Provider
Raleigh, North Carolina 27604
Worth Creech
919-755-9490
Anchor QEA of North Carolina, PLLC
231 Haywood Street
Designer
Asheville, North Carolina 28801
Stuart Ryman
828-281-3350
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
5
November 2018

Table 4
Project Attribute Table
Project Background Information
Project Name
Warren Wilson College Stream Mitigation Site
County
Buncombe County, North Carolina
Project Area (acres)
23.9
Project Coordinates (latitude and longitude)
35.609817, -82.443540
Area of Planted Woody Stems (acres)
19.64
Project Watershed Summary Information
Physiographic Province
Blue Ridge
River Basin
French Broad
USGS Hydrologic Unit 8 -di it 06010105
USGS Hydrologic Unit 14 -di it 06010105070030
DWR Sub -basin
04-03-02
Project Drainage Area
0.08-1.28 square miles (49.9-822.3 acres)
Project Drainage Area Percentage of Impervious Area
< 5%
CGIA Land Use Classification
Cultivated, Managed Herbaceous Vegetation, Unmanaged Herbaceous Vegetation,
Hardwood Swamp, Oak/Gum/Cypress
Reach Summary Information
Parameters
UT
-1
UT -3
UT -4
UT -5
UT -6
UT -7
UT -8
Existing length of reach (linear feet)
756.7
3,581.6
312.3
768.6
1,362.6
2,425.5
957.1
Valley confinement (Confined, moderately confined, unconfined)
Moderately confined to somewhat unconfined (UT -3 & UT -5)
Drainage area (Square Miles)
0.27
1.28
0.24
0.15
0.08
0.22
0.10
Perennial (P), Intermittent (1), Ephemeral €
P
P
P
P
I/P
P
P
DWR Water Quality Classification
C
Thermal Regime
Cold Water
Existing Morphological Description
Cg4
Eg4
G4
G3
G3
Gb4
Eg4
Proposed Morphological Description
Cb4
Ce4
C4
Ce4
Ce4
Eb4
C4
Evolutionary Trend
II/III (Channelized/Degraded)
FEMA classification
NA
Zone AE
NA
I NA
NA
NA
NA
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018

Regulatory Considerations
Parameters
Applicable?
Resolved?
Supporting Docs
Water of the United States - Section 404
Yes
Yes
JD Package (Appendix D)
Water of the United States - Section 401
Yes
Yes
JD Package (Appendix D)
Endangered Species Act
Yes
Yes
CE Document (Appendix E) and
NLEB Form (Appendix F)
Historic Preservation Act
Yes
No
CE Document (Appendix E) and
Archaeology Report (Appendix G)
Coastal Zone Management Act (CZMA or CAMA)
NA
--
NA
FEMA Floodplain Compliance
Yes
No
Section 7.4
Essential Fisheries Habitat
NA
--
NA
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018

2 Watershed Approach and Site Selection
Primary considerations for Site selection include the potential for protection/improvement of water
quality within a region of North Carolina under heavy livestock, agricultural, and developmental
pressure. More specifically, considerations include hydrologic conditions of the Site, compatibility
with adjacent land uses, reasonably foreseeable effects the mitigation project will have on
ecologically important aquatic and terrestrial resources, and potential development trends and land
use changes.
2.1 Land Use/Development Trends
The Site is located in the French Broad River Basin 8 -digit USGS Cataloging Unit 06010105, more
specifically in the Middle Swannanoa River/Bull Creek/Beetree Creek 14 -digit Targeted Local
Watershed (TLW) 06010105070030. This 14 -digit watershed is more forested (78%) and less
developed (15%) than the other three Swannanoa subwatersheds, yet it retains some agricultural
land (7%). However, approximately 35% of its streams lack a forested buffer, and development in this
watershed is increasing, most notably with new construction of very large gated communities and
golf courses on southern slopes within the watershed (North Carolina Ecosystem Enhancement
Program [NCEEP] 2009).
The Site is located approximately 2 miles west of Swannanoa and 5 miles east of Asheville. According
to United States census data, Asheville's population increased 17.3% between 2000 and 2010 and an
additional 6.5% between 2010 and 2016 (USCB 2000, 2016). Much of this growth is attributed to the
migration of people to the South for better climates and jobs, in addition to the migration of baby
boomers in or near retirement. The population increase correlates with increased development
pressures throughout the Asheville area with new construction of residential and commercial
properties.
Table 5
Population Growth
Location
Population
in 2000
Population
2010
% Change 2000 to
2010
Population
in 2016
% Change 2010 to
2016
Asheville
68,889
83,344
17.3%
89,121
6.5%
Buncombe County
206,330
238,352
13.4%
256,088
6.9%
2.2 French Broad River Basin Restoration Priorities
Stressors documented in the French Broad River Basin Restoration Priorities (RBRP) report (NCEEP
2009) include habitat degradation, poor riparian buffers, nutrient enrichment, channelization,
sedimentation, and toxicity primarily attributed to urban and residential runoff and development.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018

Within the Site, stressors can further be attributed to soil instability, increased runoff, and water
quality impairments in the receiving watersheds. The project is not located in a Regional or Local
Watershed Planning Area; however, the RBRP goals outlined below are addressed by project
activities as follows (Site-specific information follows each RBRP goal in parentheses).
1. Reduce sediment inputs (based on the sediment model [Section 3.41, reducing approximately
228 tons per year [tons/year] of sediment resulting from streambank erosion, excessive fines
from channel straightening, channel incision, lack of cobble substrate in disturbed reaches, and
a narrow or absent riparian buffer)
2. Reduce nutrient inputs (based on the nutrient model [Section 3.5], reducing 657.4 pounds per
year [lbs/yr] of nitrogen and 54.5 lbs/yr of phosphorus by installing marsh treatment areas,
removing current land uses and livestock, and eliminating fertilizer application)
3. Restore riparian buffers (removing current land uses and livestock, controlling invasive species,
and planting approximately 19.6 acres of woody riparian buffers adjacent to streams)
4. Stabilize streambanks (restoring stable channels at the historic floodplain elevation, and
enhancing oversized and incised channels by raising the stream invert and using grade
control/habitat structures)
5. Restore and/or protect aquatic habitat (restoring aquatic habitat in restoration and
enhancement [Level 11 reaches by installing grade control/habitat structures, coarsening channel
bed materials, removing nutrient inputs, and planting woody riparian buffers to provide shade
and organic matter to streams)
6. Reduce fecal coliform inputs (based on the nutrient model [Section 3.5], reducing 31.2 x 10"
colonies [col] of fecal coliform per day by removing current land uses and livestock and treating
agricultural runoff with marsh treatment areas)
7. Implement agricultural best management practices (BMPs), such as fencing livestock from
accessing the easement and installing marsh treatment areas.
Site-specific mitigation goals and objectives have been developed through the use of the North
Carolina Stream Assessment Method (NC SAM) and are discussed further in Section 6 (Functional
Uplift & Project Goals/Objectives).
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
November 2018

3 Baseline and Existing Conditions
3.1 Physiography and Land Use
The Site is located in the Broad Basins Ecoregion of the Blue Ridge Physiographic Province within
Buncombe County, North Carolina. Regional physiography is characterized by intermountain basins
with low mountains, rolling foothills, moderately broad mountain valleys, and moderate gradient
streams with mostly cobble and boulders and low -to -moderate -gradient rivers with sand and
bedrock substrates (Griffith et al. 2002). On-site elevations range from a high of 2,180 feet to a low of
approximately 2,120 feet National Geodetic Vertical Datum (USGS Oteen, North Carolina 7.5 -minute
topographic quadrangle; Figures 1 and 3, Appendix A).
The primary hydrologic features of the Site include seven UTs to the Swannanoa River. Site drainage
areas range in size from 0.08 to 1.28 square miles (49.9 to 822.3 acres; Figure 3, Appendix A). The Site
drainage areas are primarily composed of forest and agriculture land. Detailed GIS analysis of the
upstream drainages indicates that less than 5% is impervious, including roads, driveways, and
rooftops.
The Site, located within the Warren Wilson College property, consists of agricultural and managed
forest land accessible to livestock. Site streams are currently part of an actively managed farm and
forest system that includes livestock, pastureland, agricultural row crops, and sustainable forest
management. Streams are eroded vertically and laterally, receive extensive sediment and nutrient
inputs, and have been dredged and straightened and/or rerouted to the floodplain edge.
3.2 Water Quality
The Site is located within the French Broad River Basin in 14 -digit USGS Cataloging Unit and
Targeted Local Watershed 06010105070030 of the Tennessee Region (North Carolina Division of
Water Resources [NCDWR] subbasin 04-03-02; Figure 2, Appendix A). Topographic features of the
Site include first- and second -order UTs to the Swannanoa River. Site UTs drain to a reach of the
Swannanoa River, which has been assigned Stream Index Number 6-78 and a Best Usage
Classification of C (NCDWR 2016). Site tributaries and their immediate receiving waters are not listed
on the final 2016 NC 303(d) list (NCDWR 2018); however, the Swannanoa River from its source to the
North Fork Swannanoa River (Assessment Unit Number 6-78a), located approximately 5 miles
upstream from the Site, is listed due to exceeding criteria for benthos.
3.3 Geology & Soils
Site UTs occur within an alluvial system with a floodplain composed of unconsolidated sedimentary
deposits. Therefore, bedrock control is not expected within Site UTs as it would be on the
Swannanoa River. Geologic probing on UT -8 revealed no bedrock.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 10
November 2018

Soils that occur within the Site, according to the Web Soil Survey (USDA 2016) are described in the
following table.
Table 6
Web Soil Survey Soils Mapped within the Site
Hydric
Soil Series Status
Description
Biltmore loamy This series consist of very deep, occasionally flooded, well -drained soils formed in
sand Nonhydric recent alluvium found on floodplains in the Southern Appalachian Mountains and
(BeA) mesic areas of the Southern Piedmont. Permeability is rapid. Slopes are typically 0 to
3%.
Clifton clay loam
This series consists of moderately eroded, very deep, well -drained, moderately
and sandy loam
Nonhydric
permeable soils on ridges and side slopes of the Blue Ridge. Clifton soils formed in
(CkD2, CsQ
residuum weathered from intermediate and mafic igneous and high-grade
metamorphic rocks that are high in ferromagnesium minerals. Slopes are 8 to 30%.
This complex consists of occasionally flooded, moderately well -drained, moderately
Dellwood-
rapidly to very rapidly permeable soils formed in dominantly coarse-textured alluvium
Reddies complex
Nonhydric
or in recent alluvium that is loamy in the upper part and is moderately deep to sandy
(DeA)
strata containing more than 35% by volume gravel and/or cobbles. These soils are
found on floodplains in the Southern Blue Ridge Mountains. Slopes are typically 0 to
3%.
This series consists of rarely flooded, deep or very deep, moderately well -drained,
Dillard loam
Nonhydric
moderately slow permeable soils that formed in loamy alluvium of the Holocene age
(DrB)
and occur on narrow, nearly level to sloping stream terraces and toe slopes. Slopes
are 1 to 5%.
Evard-Cowee
This series consist of stony, very deep, well -drained, moderately rapidly permeable
complex
Nonhydric
soils found on mountain slopes, hillslopes, and ridges. Slopes are typically 15 to 50%.
(EwD, EwE)
This series consist of occasionally flooded, very deep, moderately well -drained to
French loam
somewhat poorly drained, moderately rapidly permeable soils with contrasting
(FrA)
Nonhydric
textures formed in recent alluvial sediments and found on floodplains of small
streams in the southern Appalachian and Blue Ridge Mountains. Slopes are typically 0
to 3%.
This series consists of rarely flooded, very poorly drained, slowly permeable soils that
Hemphill loam
Hydric
formed in alluvium, and found on nearly level, low stream terraces in the Southern
(HpA)
Blue Ridge. The seasonal high-water tables are at a depth of 0 to 1 foot in winter and
early spring, and 0.5 to 1.5 feet in summer and fall. Slopes are 0 to 3%.
This series consists of very deep, somewhat poorly drained, moderately permeable
lotla loam
Nonhydric
soils formed in recently deposited, loamy alluvial materials found on nearly level
(loA)
floodplains of the southern Blue Ridge Mountains. These soils are occasionally to
frequently flooded for brief durations. Slopes are 0 to 2%.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 11
November 2018

Jurisdictional wetlands were delineated and mapped by a licensed soil scientist in November 2017,
and subsequently field -verified by the United State Army Corps of Engineers (USACE) regulatory
agent, Amanda Jones Fuemmeler, on January 25, 2018; the Preliminary Jurisdictional Determination is
included in Appendix D. Wetlands have been disturbed by livestock grazing, clearing of vegetation,
stream channel incision, and/or relocation of stream channels to the floodplain margins.
3.4 Sediment Model
Sediment load modeling was performed using methodologies outlined in A Practical Method of
Computing Streambank Erosion Rate (Rosgen 2009) along with Estimating Sediment Loads using the
Bank Assessment of Non -Point Sources Consequences of Sediment (Rosgen 2011). These models
provide a quantitative prediction of streambank erosions by calculating Bank Erosion Hazard Index
(BEHI) and Near -Bank Stress (NBS) along each Site reach. The resulting BEHI and NBS values are then
compared to streambank erodibility graphs prepared for North Carolina by the North Carolina
Stream Restoration Institute and North Carolina Sea Grant.
Streambank characteristics involve measurements of bank height, angles, materials, presence of
layers, rooting depth, rooting density, and percentage of the bank protected by rocks, logs, roots, or
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 12 November 2018
This series consists of poorly to very poorly drained, moderately rapidly permeable
Nikwasi loam
Hydric
soils formed in recent alluvium consisting of loamy material that is moderately deep
(NkA)
to strata of sand, gravel, and/or cobbles. They are on nearly level, relatively narrow
floodplains in the upper reaches of watersheds in the Blue Ridge. Slopes are 0 to 2%.
Pits gravel
Nonhydric
This map unit consists of areas quarried for stone.
(Pg)
This series consists of occasionally flooded, very deep, well -drained to moderately
Rosman fine
well -drained, moderately rapidly permeable soils formed in loamy alluvium derived
sandy loam
Nonhydric
from igneous, high-grade metamorphic or low-grade metasedimentary geology. They
(RsA)
are on nearly level flood plains in the Southern Appalachian Mountains. Slopes are 0
to 3%.
Statler loam
This series consists of rarely flooded, very deep, well -drained soils formed in loamy
(StB)
Nonhydric
alluvium. They are on level to sloping low terraces along streams in or flowing out of
the Unaka Mountain Range. Slopes are 1 to 5%.
Tate loam
This series consists of very deep, well -drained, moderately permeable soils formed in
(Ta B, TaC, TkC,
Nonhydric
colluvium weathered from felsic to mafic high-grade metamorphic rocks, which can
TkD)
be very stony. They are on benches, fans, and toe slopes in coves in the Blue Ridge.
Slopes range from 2 to 30%.
This series consists of very deep, moderately permeable, and poorly to very poorly
Toxaway loam
Hydric
drained soils formed in loamy alluvial deposits on nearly level flood plains of
(TsA)
mountain valleys. This series is subject to common, very brief floods. Slopes range
from 0 to 2%.
Udorthents-
This series consists of deep or very deep, somewhat excessively drained to moderately
Urban land
Nonhydric
well -drained, very rapidly to slowly permeable soils found on intermountain hills and
(UhE)
low and intermediate mountains. Slopes range from 2 to 50%.
Jurisdictional wetlands were delineated and mapped by a licensed soil scientist in November 2017,
and subsequently field -verified by the United State Army Corps of Engineers (USACE) regulatory
agent, Amanda Jones Fuemmeler, on January 25, 2018; the Preliminary Jurisdictional Determination is
included in Appendix D. Wetlands have been disturbed by livestock grazing, clearing of vegetation,
stream channel incision, and/or relocation of stream channels to the floodplain margins.
3.4 Sediment Model
Sediment load modeling was performed using methodologies outlined in A Practical Method of
Computing Streambank Erosion Rate (Rosgen 2009) along with Estimating Sediment Loads using the
Bank Assessment of Non -Point Sources Consequences of Sediment (Rosgen 2011). These models
provide a quantitative prediction of streambank erosions by calculating Bank Erosion Hazard Index
(BEHI) and Near -Bank Stress (NBS) along each Site reach. The resulting BEHI and NBS values are then
compared to streambank erodibility graphs prepared for North Carolina by the North Carolina
Stream Restoration Institute and North Carolina Sea Grant.
Streambank characteristics involve measurements of bank height, angles, materials, presence of
layers, rooting depth, rooting density, and percentage of the bank protected by rocks, logs, roots, or
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 12 November 2018

vegetation. Site reaches have been measured for each BEHI and NBS characteristic and predicted
lateral erosion rate, height, and length to calculate a cubic volume of sediment contributed by the
reach each year. Data forms for the analysis are available upon request and the data output is
presented in Appendix B. Results of the model are summarized below.
Table 7
BEHI and NBS Modeling Summary
Stream Reach
Proposed Mitigation Treatment
Predicted Sediment
Contribution (tons/year)
UT -1
Restoration/Enhancement (Level II)
11.65
UT -3 and 4
Restoration/Enhancement (Level I & 11)
121.48
UT -5
Restoration/Enhancement (Level II)
32.93
UT -6 and 7
Restoration/Enhancement (Level II)
46.28
UT -8
Restoration/Enhancement (Level II)
15.53
Total Sediment Contribution (tons/year)
227.87
Results of the sediment model appear to match the prescribed mitigation treatment proposed for
the Site. Site stream channels are contributing a significant amount of sediment to the downstream
receiving waters. Based on this analysis, mitigation of impaired streams at the Site will reduce
streambank erosion and subsequent sedimentation within receiving waters.
3.5 Nutrient Model
Nutrient modeling was conducted using a method developed by NCDMS (NCDMS 2016) to
determine nutrient and fecal coliform reductions from exclusion of livestock from the buffer.
The equation for nutrient reduction for this model includes the following:
Where:
lbs
TN reduction lbs(yr)=51.04 ac x Area (ac)
yr
lbs
TP reduction (yr) lbs bs=4.23 acx Ara (ac)
yr
TN = total nitrogen
TP = total phosphorus
ac = acres
Area = total area of restored riparian buffers inside of livestock exclusion fences
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 13 November 2018

Equations for fecal coliform reduction for this model include the following.
Where:
col
Fecal coli f orm reduction (col) = 2.2 x 1011 da x AU x 0.085
Y
Col = quantities of Fecal Coliform bacteria
AU = animal unit (1,000 lbs of livestock)
Results of the NCDMS analysis indicate approximately 657.4 lbs/yr of nitrogen, 54.5 lbs/yr of
phosphorus, and 31.2 x 10" col of fecal coliform/day may be reduced due to exclusion of livestock
from the easement area.
3.6 Existing Stream Characteristics
Stream geometry and substrate data have been evaluated to classify existing stream conditions
based on fluvial geomorphic principles (Rosgen 1996). This classification system characterizes stream
reaches based on pattern, dimension, profile, and substrate. Primary components of the classification
include degree of entrenchment, width -depth ratio, sinuosity, and channel slope. Locations of
existing streams and cross-sections are depicted in Figures 4A through 4D (Appendix A). Stream
geometry measurements under existing conditions are summarized in Table 8 (Essential Morphology
Parameters) and Table 131 (Appendix B). Preliminary estimates of stable stream attributes are based
primarily upon measurements of two reference reaches and regional curves.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 14
November 2018

Table 8
Essential Morphology Parameters
Parameter
Existing Condition
(Restoration
Reaches)
UT 4
Reference
Condition
Chemtronics
Reference
Condition
Proposed
(Restoration
Reaches)
Valley Width (ft)
50-100
50
50
50-100
Contributing Drainage Area (mil)
0.08-1.09
0.21
1.04
0.08-1.09
Channel/Reach Classification
Cg4, Eg4, G3, Gb4
EM
B4
Cb4, Ce4, Eb4, C4
Design Discharge Width (ft)
2.6-19.3
6.8
14.0
6.1-17.1
Design Discharge Depth (ft)
0.4-1.6
0.9
1.2
0.4-1.2
Design Discharge Area (ft')
3.1-18.2
6.2
16.7
3.1-18.2
Design Discharge Velocity (ft/s)
3.7-8.7
4.8
4.2
3.7-5.5
Design Discharge (cfs)
11.5-75.8
29.6
69.5
11.5-75.8
Water Surface Slope
0.0039-0.0294
0.0226
0.0167
0.0034-0.0286
Sinuosity
1.01-1.06
1.16
1.03
1.05-1.15
Width/Depth Ratio
2.1-53.2
7.6
12
12-16
Bank Height Ratio
1.0-5.8
1.0
1.0
1.0-1.2
Entrenchment Ratio
1.2-21.2
2.9
1.4
1.3-13.7
Substrate
Cobble, Gravel
Gravel
Gravel
Cobble, Gravel
Notes:
ft: feet
mi': square miles
ft2: square feet
ft/s: feet per second
cfs: cubic feet per second
3.6.1 Stream Morphology
Site UTs are characterized by incised channels that receive extensive sediment and nutrient inputs,
are eroded vertically and laterally, have been cleared of riparian vegetation, have been dredged and
straightened, and/or rerouted to the floodplain edge. Channel dredging has resulted in low sinuosity
(1.01-1.06), little to no riffle -pool morphology, disturbed instream habitat, oversized channel cross-
sectional areas (existing channels are 2 to 12 times the bankfull channel cross-sectional area), and
limited or no access to Site floodplains during overbank events (bank -height ratios up to 5.8).
3.6.2 Discharge
Rainfall in the region is highly variable, with precipitation at the local Asheville airport averaging
approximately 47 inches per year (USDA 2009). Site stream discharge is dominated by a combination
of upstream basin catchment, groundwater flow, and precipitation. Based on indicators of bankfull at
reference reaches, the designed channel will equal approximately 80% of the channel size indicated
by Mountain regional curves (Harman et al. 2000); this is discussed in Section 3.8 (Bankfull
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 15 November 2018

Verification). Therefore, based on reference measurements, the bankfull discharge for a 0.08- to 1.28 -
square -mile watershed is expected to average 11.5 to 85.1 cubic feet per second and occur
approximately every 1.3 to 1.5 years (Rosgen 1996, Leopold 1994).
3.7 Channel Stability Assessment
Channel degradation or aggradation occurs when hydraulic forces exceed or do not approach the
resisting forces in the channel. The amount of degradation or aggradation is a function of relative
magnitude of these forces over time. The interaction of flow within the boundary of open channels is
only imperfectly understood. Adequate analytical expressions describing this interaction have yet to
be developed for conditions in natural channels. Thus, means of characterizing these processes rely
heavily upon empirical formulas.
Traditional approaches for characterizing stability can be placed in one of two categories:
1) maximum permissible velocity and 2) tractive force, or stream power and shear stress. The former
is advantageous in that velocity can be measured directly. Shear stress and stream power cannot be
measured directly and must be computed from various flow parameters. However, stream power and
shear stress are generally better measures of fluid force on the channel boundary than velocity.
Stream power and shear stress were estimated for 1) existing dredged and straightened reaches, 2)
the reference reaches, and 3) proposed Site conditions. Important input values and output results
(including stream power, shear stress, and per unit shear power and shear stress) are presented in
Table 9.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 16
November 2018

Table 9
Stream Power (S2) and Shear Stress (T) Values
Reach
Bankfull
Discharge
(ft3/s)
Water
surface
Slope
MOO
Total
Stream
Power
(S2)
f2/W
Hydraulic
Radius
Shear
Stress
(T)
Velocity
(V)
T V
Tmax
Existing Conditions
UT -1
27.7
0.0294
50.82
4.66
4.16
7.63
0.55
4.20
11.44
UT -3 Upper
75.8
0.0146
69.06
5.71
3.31
3.02
1.52
4.57
4.53
UT -5
18.1
0.0140
15.81
2.59
8.70
7.60
0.27
2.05
11.40
UT -6
11.5
0.0039
2.80
0.51
4.34
1.06
0.40
0.42
1.59
UT -7
23.9
0.0202
30.13
4.07
1.69
2.13
1.57
3.35
3.19
UT -8
13.5
0.0046
3.88
0.57
3.91
1.12
0.44
0.50
1.68
Reference Conditions
UT -4 Reference
29.6
0.0226
41.74
6.14
0.72
1.02
4.77
4.85
1.53
Chemtronics
69.5
0.0167
72.42
5.17
1.02
1.06
4.16
4.42
1.59
Proposed Conditions
UT -1
27.7
0.0286
49.43
4.94
0.44
0.78
5.54
4.34
1.17
UT -3 Upper
75.8
0.0141
66.69
4.17
1.00
0.88
4.16
3.66
1.32
UT -5
18.1
0.0134
15.13
1.85
0.51
0.43
3.77
1.61
0.64
UT -6
11.5
0.0042
3.01
0.46
0.41
0.11
3.71
0.40
0.16
UT -7
23.9
0.0194
28.93
3.11
0.58
0.70
3.85
2.70
1.05
UT -8
13.5
0.0144
12.13
1.71
0.44
0.40
3.75
1.50
0.60
Notes:
ft3/s: cubic feet per second
ft/ft: feet per foot
Existing Site streams are characterized by a wide range of water surface slopes and varying degrees
of degradation. In general, stream power values of existing streams are slightly elevated as compared
to proposed values, and shear stress values of existing streams are significantly elevated as
compared to proposed and reference reach values. Proposed condition values are comparable to
reference reach values when taking into consideration variations in water surface slope and drainage
area; values for UT -5, UT -6, and UT -8 are lower than values for reference reaches as expected due to
smaller drainage areas and lower water surface slopes. Proposed stream power and shear stress
values appear adequate to mobilize and transport sediment through the Site, without aggradation of
the channel or erosion on proposed streambanks while maintaining channel bed material
characterized by gravel -sized particles.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 17
November 2018

3.8 Bankfull Verification
For this study, the bankfull channel is defined as the channel dimensions designed to support the
"channel forming" or "dominant" discharge (Gordon et al. 1992). Discharge estimates for the Site
utilize an assumed definition of "bankfull" and the return interval associated with that bankfull
discharge. Therefore, two reference reaches were measured to determine the assumed bankfull;
more information for each reference reach is included in Section 4.
For this analysis, field indicators of bankfull (primarily topographic breaks identified on the banks and
riffle cross sections) were utilized to obtain an average bankfull cross-sectional area for the reference
reaches. The Mountain regional curves were then utilized to plot the watershed area and discharge
for the reference reach cross-sectional area. Field indicators of bankfull approximate an average
discharge of 29.6 and 69.5 cfs, respectively for the UT -4 and Chemtronics Reference Reaches,
respectively, which are 80 and 76% of that predicted by the regional curves; these are verified by the
range approximated by the USGS regional regression equation (Appendix Q. The following table
summarizes this discharge analysis of the reference reaches.
Table 10
Reference Reach Bankfull Discharge Analysis
Based on field indicators of bankfull on the UT -4 Reference Reach (80% of the curves), located
upstream of the Site on an undisturbed reach of UT -4, the designed on-site channel restoration area
will equal approximately 80% of the channel size indicated by Mountain regional curves.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 18
November 2018
Watershed Area
Return Interval
Discharge
Method
(square miles)
(years)
(cfs)
UT -4 Reference Reach
Mountain Regional Curves
0.21
1.3-1.5
37.0
(Harman et al. 2000)
Blue Ridge/Piedmont Regional Regression Model
0.21
1.3-1.5
26-32
(USGS 2006)
Field Indicators of Bankfull
0.21
1.3-1.5
29.6
Chemtronics Reference Reach
Mountain Regional Curves
1.04
1.3-1.5
91.6
(Harman et al. 2000)
Blue Ridge/Piedmont Regional Regression Model
1.04
1.3-1.5
80-100
(USGS 2006)
Field Indicators of Bankfull
1.04
1.3-1.5
69.5
Based on field indicators of bankfull on the UT -4 Reference Reach (80% of the curves), located
upstream of the Site on an undisturbed reach of UT -4, the designed on-site channel restoration area
will equal approximately 80% of the channel size indicated by Mountain regional curves.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 18
November 2018

4 Reference Streams
Two reference reaches were identified for the Site (Figure 1, Appendix A). The first (UT -4 Reference,
Figures 5A -5C, Appendix A) is located upstream of the Site on an undisturbed reach of UT -4. The
second (Chemtronics, Figures 6A -6C, Appendix A) is located less than 1.5 miles northeast of the Site
on Gregg Branch. The two reference reaches were measured and classified by stream type (Rosgen
1996) (Table B1, Warren Wilson College Morphological Stream Characteristics, Appendix B). The
reference reaches are relatively stable, undisturbed reaches, which offer variability in drainage areas,
slopes, and sinuosity, which approximates variability of proposed restoration reaches located on the
Site.
4.1 UT -4 Reference
Classification: The UT -4 Reference is characterized as an Eb-type stream channel dominated by
gravel substrate.
Bankfull/Discharge: Field indicators of bankfull approximate an average discharge of 29.6 cfs, which
is 80% of that predicted by Mountain regional curves.
Dimension: Data collected at the UT -4 Reference indicates averages for bankfull cross-sectional area
of 6.2 square feet, bankfull width of 6.8 feet, bankfull depth of 0.9 feet, width -to -depth ratio of 7.6,
and bank -height ratio of 1.0.
Pattern and Profile: In -field measurements yielded an average sinuosity of 1.16 (thalweg
distance/straight-line distance). The valley slope is 0.0262 and the average water surface slope is
0.0226.
4.2 Chemtronics Reference
Classification: The Chemtronics Reference is characterized as a B -type stream channel dominated by
gravel substrate.
Bankfull/Discharge: Field indicators of bankfull approximate an average discharge of 69.5 cfs, which
is 76% of that predicted by Mountain regional curves.
Dimension: Data collected at the Chemtronics Reference indicates averages for bankfull cross-
sectional area of 16.7 square feet, bankfull width of 14.0 feet, bankfull depth of 1.2 feet, width -to -
depth ratio of 12.0, and bank -height ratio of 1.0.
Pattern and Profile: In -field measurements yielded an average sinuosity of 1.03 (thalweg
distance/straight-line distance). The valley slope is 0.0172 and the average water surface slope is
0.0167.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 19
November 2018

5 Reference Forest Ecosystem
A Reference Forest Ecosystem (RFE) is a forested area on which to model restoration efforts at the
Site in relation to soils and vegetation. RFEs should be ecologically stable climax communities and
should be a representative model of the Site as it likely existed prior to human disturbances. Data
describing plant community composition and structure should be collected at the RFEs and
subsequently applied as reference data to emulate a natural climax community.
The RFE for this project is located on the UT -4 Reference, which is immediately upstream of the Site
on a stable, relatively undisturbed reach, in addition to riparian areas adjacent to the lower reaches
of UT -3 on the Site. The RFE supports plant community and landform characteristics that restoration
efforts will attempt to emulate. Tree and shrub species identified within the reference forest
(Table 11) will be used, in addition to other relevant species in appropriate Schafale and
Weakley (1990) and Schafale (2012) community descriptions.
Table 11
Reference Forest Ecosystem
Montane Alluvial Forest
red maple (Acer rubrum)
sourwood (Oxydendrum arboreum)
tag alder (Alnus serrulata)
white pine (Pinus strobus)
ironwood (Carpinus caroliniana)
American sycamore (Platanus occidentalis)
pignut hickory (Carya glabra)
black cherry (Prunus serotina)
green ash (Froxinus pennsylvanica)
white oak (Quercus alba)
American holly (Ilex opaca)
Northern red oak (Quercus rubra)
eastern red cedar (Juniperus virginiana)
post oak (Quercus stellata)
black walnut (Juglans nigra)
oak (Quercus sp.)
tulip poplar (Liriodendron tulipifera)
Eastern hemlock (Tsuga canadensis)
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 20
November 2018

6 Functional Uplift and Project Goals and Objectives
RBRP goals outlined below are addressed by project activities; see Section 2.2 for a more details on
RBRP goals and project activities.
• Reduce sediment inputs
• Reduce nutrient inputs
• Restore riparian buffers
• Stabilize streambanks
• Restore and/or protect aquatic habitat
• Reduce fecal coliform inputs
• Implement agriculture BMPs
Site-specific mitigation goals and objectives have been developed using NC SAM analyses of existing
impaired and reference streams at the Site (NC Stream Functional Assessment Team [NC SFAT]
2015). These methodologies rate functional metrics for streams as high, medium, or low, based on
field data collected on forms and transferred into a rating calculator. Using Boolean logic, the rating
calculator assigns a high, medium, or low value for each metric and overall function of the stream.
Site functional assessment data forms are available upon request and model output is included in
Appendix B.
Table 12A summarizes NC SAM metrics ratings; metrics targeted to meet the Site's goals and
objectives are depicted in bold. NC SAM reaches are depicted on Figures 4A -4D (Appendix A).
Based on NC SAM output, all three primary stream functional metrics (Hydrology, Water Quality, and
Habitat), as well as the majority of the sub -metrics are under -performing as exhibited by a LOW
metric ratings. These same metrics measured in the stable, relatively undisturbed UT -4 Reference
Reach (WWC-01) located upstream of the Site exhibit HIGH metric ratings. LOW performing metrics
are to be targeted for functional uplift through mitigation activities, goals, and objectives, as well as
monitoring and success criteria.
Table 12B outlines stream functions targeted for functional uplift, goals that are tied to the specific
functions, and objectives to be completed to achieve the proposed goals. The proposed easement,
existing conditions, and proposed mitigation activities are depicted in Figures 4, 4A -4D, and 7A-71
(Appendix A). The Site provides for restoration and protection of aquatic resources within a
conservation easement and will result in net gains in hydrology, water quality, and habitat functions.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 21
November 2018

Table 12A
North Carolina Stream Assessment Method Summary
NC SAM
Function Class Rating Summary
UT 4
(Upstream)
WWC-1 Ref
UT 3
(Upstream)
WWC-2
UT 3
(Downstream)
WWC-3*
UT 5
WWC-04
UT 7
WWC-06
UT 6
WWC-07
UT 1
WWC-08
(1) Hydrology
HIGH
LOW
HIGH
LOW
MEDIUM
MEDIUM
MEDIUM
(2) Baseflow
HIGH
HIGH
HIGH
HIGH
MEDIUM
HIGH
HIGH
(2) Flood Flow
HIGH
LOW
HIGH
LOW
MEDIUM
MEDIUM
MEDIUM
(3) Streamside Area Attenuation
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(4) Floodplain Access
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(4) Wooded Riparian Buffer
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(4) Microtopography
HIGH
LOW
LOW
LOW
LOW
LOW
LOW
(3) Stream Stability
HIGH
LOW
HIGH
LOW
HIGH
HIGH
HIGH
(4) Channel Stability
HIGH
MEDIUM
HIGH
LOW
HIGH
HIGH
HIGH
(4) Sediment Transport
HIGH
MEDIUM
HIGH
LOW
LOW
LOW
LOW
(4) Stream Geomorphology
HIGH
LOW
MEDIUM
LOW
HIGH
HIGH
HIGH
(1) Water Quality
HIGH
MEDIUM
MEDIUM
LOW
MEDIUM
MEDIUM
MEDIUM
(2) Baseflow
HIGH
HIGH
HIGH
MEDIUM
MEDIUM
HIGH
HIGH
(2) Stream -side Area Vegetation
HIGH
LOW
HIGH
HIGH
LOW
LOW
LOW
(3) Upland Pollutant Filtration
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(3) Thermoregulation
HIGH
MEDIUM
MEDIUM
MEDIUM
LOW
LOW
LOW
(2) Indicators of Stressors
NO
NO
YES
YES
NO
NO
NO
(2) Aquatic Life Tolerance
MEDIUM
MEDIUM
MEDIUM
MEDIUM
MEDIUM
MEDIUM
MEDIUM
(1) Habitat
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(2) In -stream Habitat
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(3) Baseflow
HIGH
HIGH
HIGH
HIGH
MEDIUM
HIGH
HIGH
(3) Substrate
HIGH
MEDIUM
HIGH
LOW
LOW
LOW
LOW
(3) Stream Stability
HIGH
MEDIUM
HIGH
LOW
HIGH
HIGH
HIGH
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 22
November 2018

NC SAM
Function Class Rating Summary
UT 4
(Upstream)
WWC-1 Ref
UT 3
(Upstream)
WWC-2
UT 3
(Downstream)
WWC-3*
UT 5
WWC-04
UT 7
WWC-06
UT 6
WWC-07
UT 1
WWC-08
(3) In -Stream Habitat
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(2) Stream -Side Habitat
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(3) Stream -Side Habitat
HIGH
LOW
HIGH
LOW
LOW
LOW
LOW
(3) Thermoregulation
HIGH
LOW
HIGH
MEDIUM
LOW
LOW
LOW
Overall
HIGH
LOW
HIGH
LOW
MEDIUM
MEDIUM
MEDIUM
Note:
* UT -3 Downstream is proposed for enhancement (level II).
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 23
November 2018

Table 12B
Stream Targeted Functions, Goals, and Objectives
Targeted Functions Goals Objectives
(1) HYDROLOGY
2 Flood Flow (Floodplain Access
() ( p )
• Attenuate flood flow
Construct new channel at historic floodplain elevation to restore overbank flows
across the Site.
and enhance existing jurisdictional wetlands.
(3) Streamside Area Attenuation
• Minimize downstream
. Plant woody riparian buffer.
flooding to the
Remove livestock and cease agriculture practices within areas protected by the
(4) Floodplain Access
maximum extent
possible.
conservation easement.
(4) Wooded Riparian Buffer
. Connect streams to
• Deep rip floodplain soils to reduce compaction and increase soil surface
functioning wetland
roughness.
(4) Microtopography
systems.
• Protect riparian buffers with a perpetual conservation easement.
(3) Stream Stability
• Increase stream
stability within the Site
so that channels are
neither aggrading nor
• Construct channels with proper pattern, dimension, longitudinal profile, and substrate.
• Remove livestock and cease agriculture practices within areas protected by the
conservation easement.
• Construct stable channels with gravel substrate.
(4) Channel Stability
(4) Sediment Transport
(4) Thermoregulation
degrading.
• Stabilize streambanks.
(4) Stream Geomorphology
. Plant woody riparian buffer.
(1) WATER QUALITY
(2) Streamside Area Vegetation
. Remove direct nutrient
• Remove livestock and reduce agricultural land/inputs.
and pollutant inputs
• Install marsh treatment areas.
Plant woody riparian buffer.
(3) Upland Pollutant Filtration
from the Site and
reduce contributions to
downstream waters.
Enhance jurisdictional wetlands adjacent to Site streams.
• Provide surface roughness and reduce compaction through deep ripping/plowing.
(2) Indicators of Stressors
. Restore overbank flooding by constructing channels at historic floodplain elevation.
(1) HABITAT
(2) In -stream Habitat
• Improve instream and
stream -side habitat.
• Construct stable channels with gravel substrate.
• Plant woody riparian buffer to provide organic matter and shade.
• Construct new channel at historic floodplain elevation to restore overbank flows.
Protect riparian buffers with a perpetual conservation easement.
Enhance jurisdictional wetlands adjacent to Site streams.
. Remove invasive plant species.
(3) Substrate
(3) Stream Stability
3 In -Stream Habitat
()
2 Stream -side Habitat
()
(3) Stream -side Habitat
(3) Thermoregulation
. Add large woody debris to Site channels.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 24
November 2018

7 Site Design and Implementation Constraints
The presence of conditions or characteristics that have the potential to hinder restoration activities
on the Site was evaluated. The evaluation focused primarily on the presence of hazardous materials,
utilities and restrictive easements, federally protected species or critical habitats, and the potential
for hydrologic trespass. Existing information regarding Site constraints was acquired and reviewed. In
addition, Site conditions that have the potential to restrict the restoration design and
implementation were documented during the field investigation. No known Site constraints, that
may hinder proposed mitigation activities were identified during field surveys; however,
archaeologists will be present to monitor any ground -disturbing activities in the vicinity of UT -1,
UT -6, and UT -7 (see Section 7.3 Cultural Resources).
7.1 Existing Paths
Pedestrian trails are currently located within and adjacent to the Site. The trails are approximately
2 feet wide with three stream crossings on UT -3 and one crossing on UT -5 (Figures 4A & 4B, 7D, 7E,
7F, and Appendix A). The trails are low -impact, high-value assets to the College and local community.
The pedestrian trail stream crossings will remain within the Site, will not hinder Site mitigation
activities, and SMUs have been removed where the stream is bridged (Upper UT -3, Little Berea:
Figure 7D). On Lower UT -3, Stokes Field (Figure 7E), the trail runs parallel to UT -3 but is under full
mature forest canopy and a dense stand of rhododendron. The trail meanders within the easement
in a few short sections and is never closer than 20 feet to UT -3 due to the severe topography of the
left bank. No maintenance or upgrades will
take place on the trail within the
conservation easement, and Photograph 1
shows the existing condition of the trail. The
trails will be located and included on the
survey recorded at the Buncombe County
Register of Deeds.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 25 November 2018

7.2 Threatened & Endangered Species
Eleven federally protected species are listed as occurring in Buncombe County (USFWS 2016). A
desktop analysis and field investigations were conducted to evaluate federally protected species
potentially occurring in and around the Site. The online project review (known as IPaQ was
performed via the USFWS Asheville Field Office Website and a letter was sent to USFWS biologist
John Ellis on July 26, 2017 alerting them to the project activities for an informal Section 7 review.
Table 13 details species listed for Buncombe County, if habitat may occur within the Site, and a
biological conclusion for each species. A summary follows.
• 10 of 11 federally protected species: No Effect
Northern long-eared bat: The project area does not contain caves or suitable winter roosting
areas for the Northern long-eared bat. Project activities involving cutting of suitable summer
roosting tree species would be conducted between August and May, in accordance with
USFWS guidance. In order to comply with the Northern long-eared Bat (NLEB) 4(d)
streamlined rule for federal agencies, the appropriate consultation form was submitted. It was
determined that the project "may affect the NLEB, but any incidental take of the NLEB is not
prohibited by the final 4(d) rule." The signed NLEB 4(d) Rule Streamlined Consultation Form
contains more detailed information (Appendix F).
Table 13
Federally Protected Species
Common Name
Habitat
Biological
(Threatened/Endangered)
Scientific Name
at Site
Conclusion
Summary
Bog Turtle
Species is not subject to
(Threatened due to
G(yptemys muh(enbergii
Yes
N/A
section seven consultations
requirements under the
Similarity of Appearance)
Endangered Species Act.
Carolina northern flying
squirrel
Giaucomys sabrinus
No
No Effect
No habitat exists in or near
coioratus
the project boundaries.
(Endangered)
Foraging habitat present
within the Site; however, no
Gray Bat
Myotis grisescens
No
No Effect
roosting habitat with the Site
(Endangered)
boundaries or near the Site.
Foraging habitat will not be
disturbed summer months.
Northern long-eared bat
Myotis septentriona(is
Yes
May Effect
(See attached Northern long
(Threatened)
eared Bat consultation form)
Spotfin chub
Historic record only, only
Erimonax monachus
No
No Effect
known from four sites
(Threatened)
outside this watershed.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 26
November 2018

7.3 Cultural Resources
In a letter dated September 27, 2017, the North Carolina Department of Natural and Cultural
Resources, State Historic Preservation Office (SHPO) stated that there are several important
archaeological sites located on the Warren Wilson College campus (this letter is included in the CE
document found in Appendix Q. Three of the sites could potentially be affected by the project; the
following lists each site and gives SHPO's recommendations.
Table 14
Important Archaeological Sites
Archaeological Site
Location
SHIPO Recommendation
Historic record only, no
Archaeological testing and evaluation by an experienced
31 BN28
Adjacent to UT -5
archaeologist was recommended to assess the significance of
known presence in or near
Appalachian elktoe
Alasmidonta raveneliana
No
No Effect
the Site. Existing stream
(Endangered)
In the vicinity of UT -1,
UT -6, and UT -7
Ground -disturbing activities should be monitored by a
professional archaeologist during construction in these areas.
31 BN145/491
channels do not provide
habitat due to sediment build
UPS
Spruce -fir moss spider
Microhexura montivaga
No
No Effect
No habitat exists in or near
(Endangered)
the project boundaries.
Historic record only, no
known presence in or near
Tan riffleshell
Epioblasma florentina
No
No Effect
the Site. Existing stream
(Endangered)
walkeri
channels do not provide
habitat due to sediment build
UPS.
Spreading avens
Geum radiatum
No
No Effect
No habitat exists in or near
(Endangered)
the project boundaries.
Virginia spiraea
Historic record only, no
Spiraea virginiana
No
No Effect
known presence in or near
(Threatened)
the Site.
Rock gnome lichen
Gymnoderma lineare
No
No Effect
No habitat exists in or near
(Endangered)
the project boundaries.
7.3 Cultural Resources
In a letter dated September 27, 2017, the North Carolina Department of Natural and Cultural
Resources, State Historic Preservation Office (SHPO) stated that there are several important
archaeological sites located on the Warren Wilson College campus (this letter is included in the CE
document found in Appendix Q. Three of the sites could potentially be affected by the project; the
following lists each site and gives SHPO's recommendations.
Table 14
Important Archaeological Sites
Archaeological Site
Location
SHIPO Recommendation
Archaeological testing and evaluation by an experienced
31 BN28
Adjacent to UT -5
archaeologist was recommended to assess the significance of
archaeological remains that may be damaged or destroyed by
the proposed project.
31 BN135
In the vicinity of UT -1,
UT -6, and UT -7
Ground -disturbing activities should be monitored by a
professional archaeologist during construction in these areas.
31 BN145/491
Restoration Systems retained TRC Solutions, Inc. (TRC) to perform field work for testing and site
assessment of site 31 BN28; in addition, to monitoring any ground -disturbing activities during
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 27 November 2018

construction in the vicinity of the 31 BN135 and 31 BN145/491 sites to ensure no adverse impacts
occur to the sites.
TRC completed fieldwork for archaeological testing and site assessment for site 31 BN28 between
January 4 and 14, 2018; the report is included as Appendix G. TRC concluded that "results suggest
that construction will not impact any intact or significant deposits, and we recommend that the
construction is allowed to proceed as presently designed. If design plans change, additional
archaeological assessment would likely be necessary."
7.4 FEMA
Inspection of the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map
3700967900) (DFIRM panel number 9679), effective January 6, 2010 indicates the Swannanoa River
and Bull Creek are mapped hydrographic features with associated special flood hazard areas (SFHAs).
These SFHAs include the regulated floodway boundary and Zone AE boundary. Therefore, floodplain
permitting and a no -rise certification will be performed as a requirement of the Buncombe County
Planning Department in cooperation with state and federal guidelines. A HEC -RAS analysis will be
completed on the existing and proposed conditions of the Site where work is being proposed in the
regulated floodway to assess hydraulic performance. It is unlikely that a Conditional Letter of Map
Revisions (CLOMR) will be required for this Site. If final modeling and analysis or permitting guidance
requires the submittal of the CLOMR, the additional permitting packages will be completed.
7.5 Utilities
Several utility crossings occur within the property including sewer lines and overhead powerlines. All
utility crossings occur within breaks in the proposed conservation easement and no mitigation credit
will be obtained within these breaks. An overhead powerline currently parallels the right bank of
UT -1 upper; however, this powerline will be relocated outside of the conservation easement. Utility
easements are not expected to hinder proposed mitigation activities.
7.6 Air Transport Facilities
No air transport facilities are located within 5 miles of the Site.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 28
November 2018

8 Design Approach and Mitigation Work Plan
Primary activities designed to restore Site streams include 1) stream restoration, 2) stream
enhancement (Level 1), 3) stream enhancement (Level 11), 4) construction of marsh wetland treatment
areas, and 5) vegetation planting (Figures 7A-71, Appendix A).
8.1 Stream Restoration
Stream restoration efforts are designed to restore a stable stream that approximates hydrodynamics,
stream geometry, and local microtopography relative to reference conditions. The majority of stream
restoration at the Site will be Priority I; therefore, bankfull elevations will be raised to meet the
adjacent valley floodplain elevation. UT -3 upper and the upper portion of UT -6 will include short
reaches of Priority II to ensure that grades are suitable and to get the channel elevations up to the
historic floodplain elevation to tie into Priority I channel restoration. Restoration of UT -8 will require
grading the entire floodplain to restore historic elevations due to excessive amounts of fill being
dumped and incorporated into the existing floodplain. More details for mitigation activities on each
individual reach can be found in Section 8.4.
Stream restoration is expected to entail 1) belt -width preparation, 2) channel excavation, 3) spoil
stockpiling, 4) channel stabilization, 5) channel diversion, and 6) channel backfill.
In -Stream Structures: The use of in -stream structures for grade control and habitat are essential for
successful stream restoration. In -stream structures may be placed in the channel to elevate local
water surface profiles in the channel, potentially flattening the water energy slope or gradient. The
structures would likely consist of log/rock cross -vanes or log/rock j -hook vanes designed primarily to
direct stream energy into the center of the channel and away from banks. In addition, the structures
would be placed in relatively straight reaches to provide secondary (perpendicular) flow cells during
bankfull events.
Piped Channel Crossings: Landowner constraints will necessitate the installation of piped channel
crossings. Crossings will allow access to portions of the property isolated by stream restoration
activities. The crossings will be constructed of properly sized pipes and hydraulically stable rip -rap or
suitable rock. The crossings will be large enough to handle the weight of anticipated vehicular traffic.
Approach grades to the crossing will be at an approximate 10:1 slope and constructed of hard,
scour -resistant crushed rock or other permeable material, which is free of fines.
Drop Structures: One drop structure is proposed on UT -8. The drop structure may be constructed
out of stone and wood, as depicted in typical details of the construction plans. The structures should
be constructed to resist erosive forces associated with hydraulic drops proposed at the Site.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 29
November 2018

Marsh Treatment Areas: Shallow wetland marsh treatment areas will be excavated to intercept
surface waters draining through agricultural areas prior to discharging into the restored streams.
Marsh treatment areas are intended to improve the mitigation project and are not generating
mitigation credit. Proposed marsh treatment areas will consist of shallow depressions that will
provide treatment and attenuation of initial stormwater pulses. The outfall of each treatment area
will be constructed of hydraulically stable rip -rap or other suitable material that will protect against
headcut migration into the constructed depression. It is expected that the treatment areas will fill with
sediment and organic matter overtime.
8.2 Stream Enhancement (Level 1)
Stream enhancement (Level 1) activities will include the installation of in -stream structures, providing
proper channel dimension and appropriate floodplain width, reducing shear on eroding banks,
removing livestock and fencing streams, controlling invasive plant species, and planting with native
woody vegetation.
8.3 Stream Enhancement (Level 11)
Stream enhancement (Level 11) activities include stabilizing streambanks (where necessary), removing
livestock and fencing streams, controlling invasive plant species, and supplemental planting with
riparian forest vegetation.
8.4 Individual Reach Mitigation Discussions
Mitigation strategies proposed for each UT are presented below (Figures 7A-71, Appendix A).
8.4.1 UT -1 Upper (Swim Pond, UT -1A in Figure 7A)
UT -1 begins upstream of an impoundment that was intentionally breached for safety reasons. A
small forebay/wetland utilized by the school for research projects constitutes the initiation point for
UT -1. Unconsolidated sediments line the bottom of the drained impoundment, which UT -1 drains
through from the forebay to the dam breach. UT -1 has formed a braided channel through the former
pond sediment before coalescing at a ponded area behind remnants of the dam. The stream is
constricted by the breached dam, which was manually breached and stabilized by rip -rap. The rip -rap
forms an approximately 4 -foot hydraulic drop to the historic stream bed.
Wetlands have developed within the remaining pond sediments due to extended saturation and
hydrophytic vegetation is establishing, primarily soft rush (Juncus effusus).
Immediately downstream of the dam, streambanks are over -steepened and eroding. A parking lot
encroaches on the right bank immediately downstream of the former dam. UT -1 (upper) outfalls into
a culvert, which transports the stream under paved roads and a parking area.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 30 November 2018

Restoration will be performed on the entire length of UT -1 upper. The left side of the partially
breached dam is to be completely removed to match the elevation of the floodplain and valley walls
upstream and downstream of dam. The right side of the dam is to remain intact and Hemlocks
growing on the dam remnants are to be protected during construction activities.
Stream restoration within the abandoned pond will include 1) removal of the dam to the elevation of
the adjacent floodplain; 2) excavating sediment that is unsuitable for channel bank construction;
3) backfilling areas of sediment removed with soil suitable for channel construction (if necessary);
4) excavation of the design channel; 5) stabilization of the channel with coir matting, seed, and
mulch; and 6) installation of structures.
The section of dam to be removed will be excavated and stockpiled and, if suitable, may be used as
channel backfill for reaches of stream to be abandoned during stream restoration efforts. If
additional backfill remains, the material will be stockpiled outside of the easement, or spread evenly
across the adjacent property and seeded for stabilization. Erosion control measures, such as silt
fence, seeding, and mulching will be implemented on all stockpiled or spread soil materials.
A determination on sediment quantity and quality within the abandoned pond will be made
concerning the ability to work within, or to stabilize the sediment for stream construction. If
sediment is deemed unsuitable for channel construction, the sediment will be removed from the
vicinity of the design channel and spread along the outer margins of the pond. Subsequently,
suitable soil material will be placed in the location of the design channel such that design channel
banks will be stabilized without liquefaction. The removal of unsuitable material, installation of
suitable material, and excavation of the design channel may occur simultaneously to reduce impacts
of machinery on the pond bed.
The lower reach of stream, below the breached dam will be reconnected to its historic channel which
was identified during field surveys. This section of stream was abandoned when the dam was
constructed and the outfall structure was realigned adjacent to the stream channel. Approximately
45 feet of historic channel will be reconnected by dam removal and channel realignment.
Below the dam, multiple cross -vane (log or stone) structures will be installed to tie elevations of the
design channel through the pond bottom to the historic channel bed. Currently, the pond bed is
approximately 3 feet above the abandoned channel. Once the channel has been reconnected below
the dam, the channel will be constructed to the proper dimension and profile as determined by
reference studies. Structures will be installed to dissipate energy and reduce lateral erosion within
the confined valley.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 31
November 2018

A marsh treatment feature will be constructed on the right bankjust upstream of the former dam
and within the Conservation Easement. A storm drainage channel will be directed toward the marsh
treatment feature in order to address stormwater entering the project area.
8.4.2 UT -7 Lower (Hog Bottom, UT -7B and UT -7C in Figure 7B)
UT -1 lower begins approximately 550 feet downstream of UT -1 upper and is separated by parking
and facilities associated with the College. This reach is currently encroached upon by agriculture
research facilities including pig breeding and rearing lots, horse pasture, and dairy cattle fields/barns.
UT -1 lower has been dredged in support of adjacent infrastructure. Powerlines run adjacent to the
stream for the majority of its reach, which are cleared on a regular basis; however, vegetation is
currently overgrown within the utility easement. Two wetlands discharge into the stream, one on
each bank. Wetlands have sheet flow in the winter and spring seasons and are characterized by
emergent vegetation in wetter areas. UT -1 lower drains to the Swannanoa River; however, the project
easement is separated from the river by a sewer line easement.
Historically stormwater flows have been controlled by the upstream impoundment (recently
breached), which will be removed during restoration of UT -1 upper. As a result, UT -1 lower has
historically been characterized by attenuated stormwater flows and consequently, relatively low
sediment contributions. If left in its current condition, this reach is expected to destabilize as the
result of normal/unimpounded stormwater pulses. Therefore, restoration of this reach is an
important project component.
Restoration of UT -1 lower will include 1) relocation of the powerline outside the conservation
easement, 2) excavation of a sinuous channel connected to the adjacent wetlands, 3) installation of
grade control/habitat structures, and 4) installation of marsh treatment areas.
UT -1 lower restoration will entail Priority I channel construction at the historic floodplain elevation to
restore overbank flows to adjacent floodplains and jurisdictional wetlands. Currently, the channel
adjacent to existing jurisdictional wetlands has elevated bank -height -ratios (approximately 1.3);
however, incision of the channel gets significantly worse as the stream descends towards the
Swannanoa River. Reduction of bank -height -ratio and reconnection with adjacent wetlands is a
primary component of the restoration of this reach.
The installation of a marsh treatment areas is expected to reduce stormwater flows and treat
agricultural runoff from these heavily used areas.
8.4.3 UT -2 (Lower Field/Pig Pond in Figure 7B)
UT -2 is a sediment -choked drainage located downstream of the confluence of two ditch systems that
drain agriculture fields adjacent to the Site. UT -2 was deemed as a linear wetland and not a
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 32 November 2018

jurisdictional stream by the US Army Corps of Engineers. The linear wetland is characterized by sheet
flow of water for extended periods during the winter and early spring; however, it is not a defined by
a bank -to -bank channel with an ordinary high-water mark. UT -2 receives stormwater runoff from
livestock holding areas and likely contributes sediment, nutrients, and fecal coliform to UT -1 via
stormwater runoff.
The main strategy for UT -2 is to direct stormwater runoff into a marsh treatment area constructed
within the conservation easement. At this time, no stream mitigation credit is being pursued for this
reach. Portions of UT -2 will be permanently fenced to exclude livestock.
8.4.4 UT -3 Upper (Little Berea/Clingman's, UT -3A, UT -3B, and UT -3C in
Figures 7C and 7D)
The upper reaches of UT -3 (upstream of Riceville Road) have been dredged and straightened
(sinuosity of approximately 1.03) and the stream channel (ditch) is currently oversized (2 to 3 times
the bankfull cross-sectional area). The channel (ditch) is incised (bank -height -ratio of 1.8 to 2.4) well
below its former floodplain elevation. The channel (ditch) appears to be scouring laterally and
developing sinuosity within the oversized channel (ditch); however, dense thickets of invasive species
(primarily Chinese privet [Ligustrum sinense])
have minimized erosion along the channel
(ditch). The incised nature of the channel (ditch)
is presumed to have effected groundwater table
elevations, possibly draining or effecting the
jurisdictional hydroperiod of wetlands adjacent
to UT -3 upper. In an effort to measure the effect
of channel incision on the groundwater table a
series of groundwater monitoring gauges have
been nested in three transects along UT -3
(Figure 4A, Appendix A). Data collection is
ongoing and will be presented in as -built
documentation. All of the restored sections of
UT -3 will be permanently fenced to exclude
livestock.
The upper reaches of UT -3 have been dredged
and straightened with the channel banks at a
higher elevation than the adjacent abandoned
floodplain (spoil from ditching the historic
channel). Remnants of the relict channel are
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
F Photograph 2
33
1 r
d
FJ,
November 2018

evident within a section of floodplain; the location has been confirmed with historic aerial
photographs. Mature hardwood trees are present throughout the historical floodplain and will be
protected to the maximum extent possible during restoration activities. Trees greater than
approximately 12 inches in diameter were located with GPS equipment (Trimble Geo7X, with
reported sub -meter accuracy). Tree avoidance areas are depicted on Figures 7C and 7D (Appendix A)
and were utilized during design channel layout.
Mitigation implementation of UT -3 upper is expected to entail 1) Stream Enhancement Level I in the
upper reaches, 2) Stream Restoration in the middle reaches, and 3) Stream Enhancement Level 11 in
the downstream reaches. Stream Enhancement Level I is proposed at the start of UT -3, where the
channel enters the property and the channel bed elevation is fixed to avoid hydrologic trespass to
adjacent properties. In this reach, bench excavation will occur to construct a channel at the proper
dimension within the existing channel. This reach is expected to have relatively low slope, as the
channel is brought up to the historic floodplain elevation. Mature trees will be left in place to the
maximum extent possible and banks will be stabilized with erosion control matting, sodding, and
seeding. Existing bed material will be harvested from the abandoned channel and reused as riffle bed
material in the new channel.
Downstream from the Enhancement Level I reach; the floodplain begins to expand and is appropriate
for stream restoration on new location. The primary restoration approach will be Priority 1; however,
some short sections of Priority 2 restoration may be necessary to ensure bank -height -ratios will be
less than 1.2, particularly as they tie to the existing channel being backfilled. Once the stream is on
the historic floodplain, Priority 1 stream restoration will achieve the goal of connecting the stream
and wetland complex interaction, as requested by the IRT; these wetlands are discussed further in the
following section (Section 8.4.4.1).
Two crossings exist on UT -3 Upper (UT -313 in Figure 7D). Currently the footpath shown in Figure 7D is
facilitated by a wooden bridge over the existing channel. When the channel is relocated, an armored
riffle will be installed to continue the footpath across the channel. The existing crossing shown in
Figure 7C will be relocated further upstream, and an easement break is shown for this area, since it
will be a piped crossing used for agricultural purposes.
Before the stream reenters the existing channel upstream of Riceville Road, Priority 1 restoration will
occur in relatively disturbed wooded areas as the channel ties back to the existing channel. Sections
of relict channels were identified in wooded areas and were targeted for the new, design channel
location. Any work done in existing wetlands will be done in a way to prevent any permanent
damage. An eroding, tight meander bend in the existing channel will be relieved at the downstream
end of the Restoration reach, where Priority 1 restoration ends on the downstream extent of UT -3
(before Riceville Road), the channel is characterized by Enhancement Level II and will include bank
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 34 November 2018

stabilization, where necessary, invasive species control, and supplemental planting with native forest
vegetation.
8.4.4.1 Overview of Wetland Areas Adjacent to Upper UT -3
Wetlands adjacent to upper UT -3 are characterized by the North Carolina Wetland Assessment
Method (NC WAM) as Bottomland Hardwood Forest. Bottomland Hardwood Forest wetlands are
found throughout the state in geomorphic floodplains of second -order and larger streams. These
wetlands are generally intermittently to seasonally inundated. Overbank flooding is an important
source of water as is groundwater and surface runoff. This wetland type is generally characterized by
ground surface relief that provides good water storage. Bottomland Hardwood Forest corresponds
to the HGM class Riverine (sub -classes Headwater Complex, Intermittent -Upper Perennial, and Lower
Perennial). See the Jurisdictional Determination in Appendix D.
Priority 1 restoration of UT -3 upper is expected to enhance existing wetland conditions by
reconnecting stream hydrology interactions with wetlands in the riparian area. Currently, wetlands
along the stream corridor are located in maintained pasture land characterized by herbaceous
vegetation, primarily planted fescue. The incised nature of the adjacent streams has reduced
overbank hydrology to a minimum, only occurring during extreme rain/flooding events. In addition
to the loss of overbank hydrology, it appears that channel incision has lowered the adjacent
groundwater table, possibly effecting wetland hydrology. Groundwater gauges installed adjacent to
UT -3 have been installed to monitor the groundwater table. Results of the data will be presented in
as -built documentation and for comparison with gauges installed post -construction.
Stream channel excavation is expected to occur at the historic location of the stream channel in the
lowest portion of the floodplain. The development of jurisdictional wetlands in this portion of the
floodplain may result in the loss of wetlands in the proposed design channel. These losses are
expected to be negated by the development of in -channel wetlands throughout the Site and overall
functional uplift and expansion of the remaining on-site wetlands.
Wetland functions that NC WAM predict would be improved by removal of livestock, planting with
forest vegetation, ripping floodplain soils, and reconnecting stream overbank flooding include the
following.
Surface Storage and Retention (Hydrology)
a. Inundation Duration — Evidence of short -duration inundation (<7 consecutive days)
b. Water Storage/Surface Relief — Depressions able to pond water (6 inches in depth)
c. Wetland Width — Increasing wetland width
d. Vegetation Structure — Closed canopy with a dense mid-story/sapling, shrub, and
herbaceous layer
e. Hydrologic Connectivity — Restoring overbank and overland flow
Mitigation Plan (NCDMS Project No. 100019)
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Buncombe County, North Carolina 35
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2. Pathogen Change, Particulate Change, Soluble Change, Physical Change (Water Quality)
a. Inundation Duration — Evidence of short -duration inundation (<7 consecutive days)
b. Land Use — Elimination of pasture/agriculture land use
c. Hydrologic Connectivity — Restoring overbank and overland flow
d. Indicators of Deposition — Sediment deposition at natural levels
e. Vegetation Structure — Closed canopy with a dense mid-story/sapling, shrub, and
herbaceous layer
f. Wetland Acting as a Vegetated Buffer — Vegetated wetland acting as a stream buffer
3. Physical Structure, Landscape Patch Structure, Vegetation Composition (Habitat)
a. Vegetation Structure — Closed canopy with a dense mid-story/sapling, shrub, and
herbaceous layer
b. Diameter Class Distribution — Trees with majority of stems > 6 inches diameter at breast
height (DBH) and few are >12 inches DBH
c. Snags — Large snags (> 12 inched DBH) present
d. Large Woody Debris — Large logs (> 12 inches DBH) present
e. Surface Storage Capacity and Duration — Water storage capacity (>6 inches) and duration
(>7 days) are present
f. Ground Surface Condition — Ground surface not compacted by livestock
g. Connectivity to other Natural Areas — Wetland well connected to naturally vegetated areas
h. Vegetation Composition — Vegetation has species composition and proportions as
comparable to reference conditions, with exotic species absent or sparse.
Although some factors of wetland functional uplift may not be achieved during the 7 -year
monitoring period (trees, snags, and logs > 12 inches DBH), the majority of functions will be elevated
immediately upon completion of proposed mitigation activities.
8.4.5 UT -3 Lower (Stokes Field, UT -3D, UT -3E, UT -3F, UT -3G in Figure 7E)
UT -3 lower (downstream of Riceville Road) is characterized by a channel that has been moved to the
outer edge of the floodplain in support of cattle grazing. The channel appears to be oversized and is
widening laterally to create a new floodplain at the current stream elevation. Valley walls on the left
bank are steeply sloped and vegetated with mature forest, which prevents significant streambank
erosion. Streambanks on the right bank are characterized by disturbed shrub -scrub vegetation with
livestock pasture encroaching upon the streambanks. Streambanks are eroding and contributing
significant amounts of sediment to the Swannanoa River at the immediate reach outfall.
Bankfull benches are prevalent along this reach, which make Enhancement Level II an attractive
mitigation alternative. UT -3 lower was proposed at Enhancement Level II, with a 2.5:1 mitigation
ratio. The IRT requested a discussion outlining mitigation treatments that warrant a 2.5:1 mitigation
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 36 November 2018

ratio for a reach that has one bank fully vegetated and livestock fenced from the immediate
streambanks. Detailed field surveys determined the following.
• Approximately 315 feet of streambank requires stabilization within the upper 724 feet of
channel. This equates to approximately 44% of streambank that will be stabilized. Stabilization
is expected to include bank sloping, matting and seeding, willow staking, toe protection,
brush mattress installation, and the removal of trees that are overhanging the bank, or are
otherwise potentially destabilizing the streambank.
• Livestock seeking shade along the fence line immediately adjacent to the channel contribute
non -point sources of pollution to the reach. Soils along the fence line are exposed, heavily
trampled, and devoid of stabilizing herbaceous vegetation. Surface water flows contribute
sediment and agriculture pollutants to the stream.
• Two reaches of stream (one in the central portion and one at the lowest portion of UT -3
lower) are characterized by excessive sinuosity, with radii on outer bends that will not be
stabilized by vegetative plantings alone. These reaches are proposed for restoration by
excavating a new channel across the tight meander bends.
Stream mitigation efforts to be implemented along UT -3 lower include 1) bank stabilization,
2) removing livestock from the 30 feet stream buffer, 3) restoring channel in overly sinuous reaches
with tight bends, 4) planting vegetation, and 5) maintaining existing footpaths along the southern
forested streambank.
8.4.6 UT -4 (C(ingman's, UT -4A and UT -4B in Figures 7C and 7D)
UT -4 is a headwater stream draining a largely forested watershed, with some light residential areas in
its upper reach. The upper half of the reach is forested, with a forested buffer to the north (right
bank) and agriculture fields encroaching within the easement to the south (left bank). The lower half
of the reach has been dredged and straightened to direct water into the entrenched UT -3. The lower
half of channel is approximately 4 feet in depth and has very low sinuosity. Historically this area was
likely characterized by a stream/wetland complex, as evidenced by wetlands on both sides of the
channel (see Photograph 2). However, the incised channel and disturbance with land conversion to
agriculture has resulted in the loss of channel footage and drainage of adjacent wetlands.
Upstream wooded portions of the reach are proposed for Enhancement Level II, through the removal
of livestock, treatment of invasive species, and connection to the floodplain at the lower reach in
support of Priority 1 restoration. The lower portion of UT -4 will be restored to the historic floodplain
elevation, thereby connecting the channel to wetlands in the floodplain. UT -4 will be permanently
fenced to exclude livestock.
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Buncombe County, North Carolina 37
November 2018

8.4.7 UT -5 (Ballfield, UT -5A and UT -5B in Figure 7F)
UT -5 is characterized by a piped stream that discharges into an excavated and straightened gully
(G -type). The first 200 feet are included in an active pasture for various livestock. UT -5 is proposed to be
restored by creating a new stable channel on the historic floodplain. This will entail eliminating
approximately 200 feet of piped stream and conducting Priority 1 restoration for the entire stream reach.
Immediately above this, the existing gully will be plugged and backfilled. The new channel will meander
through a mature forest before re-entering the existing channel approximately 50 feet upstream of the
Swannanoa River at a bedrock sill. The channel is aligned in a manner that preserves large, mature trees.
Trees greater than 12 inches in diameter were located with GPS equipment and are depicted on Figure 7F
(Appendix A) as a tree avoidance area. UT -5 will have posts set for future exclusion of livestock.
8.4.8 UT -6 (S -Field, UT -6A, UT -6B, and UT -6C in Figures 7G and 7H)
UT -6 originates at a small, spring -fed pond and traverses along the margins of the Swannanoa River
floodplain. The pond is utilized as a wetland study area for multiple courses and at the request of the
College, is located outside of the conservation easement. The pond is fenced to exclude livestock
and a drinker has been located nearby to provide livestock an alternative water source.
The channel appears to have been excavated and manipulated by years of agriculture into a ditch
system with no woody riparian vegetation. The upper reaches of UT -6 are flat, wide, and filled with
sediment. As the channel progresses downstream, the stream becomes more entrenched as it nears
the Swannanoa River. The lower reaches of the channel are characterized by dense thickets of river
cane (Arundinaria gigantea).
UT -6 is characterized by Enhancement Level II in the upper and lower reaches (UT -6A and UT -6C).
UT -6C is characterized by deep, unconsolidated sediments, dense herbaceous vegetation, surface
water flows across a wide channel. Planting vegetation will provide shade and roots critical to the
success of this reach.
As UT -6 traverses across the wide, flat Swannanoa floodplain, it will be necessary to excavate a
bankfull bench to provide adequate slopes for channel development and maintenance. This reach
(UT -613) will be characterized as Priority 1 Restoration. The bankfull bench will be excavated to
approximately 1 foot in maximum depth and will taper to the existing floodplain grade. Care will be
taken to strip surficial soils prior to excavation of the bench, surficial soils will be stockpiled and
redistributed across the bench once excavation is complete. To maintain proposed slopes, the piped
outfall of UT -6 (Station 01 +63 to 01 +73) will be dropped approximately 0.6 feet with a resulting
average water surface slope of 0.0042.
River cane is a natural vegetative feature of stream systems in the area and dense stands lead to the
term canebreak, which were formerly widespread in the southern United States. Canebreaks have
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 38 November 2018

widely been replaced by agriculture and the loss of this ecological niche has provided challenges to
the survival of several species that have become critically endangered.
Planting river cane along streambanks will occur by sifting through excavated surficial soils and
pruning active growing rhizome nodes to be replanted. It is expected that Warren Wilson College
student labor will be utilized for harvesting rhizomes, with oversight from botany professors, or other
school management. Cane reproduces asexually and rapidly, an adaption that allows them to persist
quietly in forest soils until a disturbance disrupts the overstory. When a disturbance occurs, cane can
quickly reoccupy the gaps.
Although there are not performance criteria established for river cane, the intrinsic value of the plant,
including the historical use by native peoples in the Swannanoa River Valley, warrant the level of
effort that will be required to transplant the cane and thereby establish new cane breaks.
Two easement breaks in the lower reaches of UT -6 are necessary to allow access for agriculture
equipment. Both crossings will be piped channel crossings, as described in Section 8.1. Agriculture
ditches will be directed to a marsh treatment area that will be constructed as described in
Section 8.1. UT -6 will have posts set for future exclusion of livestock.
8.4.9 UT -7 (Big Bottom Field, UT -7A in Figures 7G and 71)
UT -7 is a ditched channel that has been rerouted across the Swannanoa River floodplain. The upper
reaches of UT -7 originate from a culvert that is perched approximately 3 feet above the channel
bottom. The stream progresses through an entrenched ditch network towards the expansive
Swannanoa River floodplain. Channel depths from the historic ground surface are approximately 4 to
6 feet and bank -height -ratios range from 1.4 to 2.6. The channel is contained within a deeply
excavated ditch, which over time has scoured a B -type valley that remains stable due to dense
thickets of river cane, Chinese privet, and multiflora rose (Rosa multiflora). The channel flows to the
Swannanoa floodplain, where a ditch directs flow across the floodplain and away from agricultural
fields, leaving the abandoned floodplain subject to intensive livestock grazing.
The middle reach of UT -7 was originally proposed for Enhancement Level II; however, discussions
with IRT members and data compilation appear to necessitate a Restoration approach for the reach.
Restoration allows for upstream pipe tie in and downstream channel relocation to the historic
floodplain. In order to tie to the pipe and floodplain elevations, the channel invert will be raised by
approximately 1.5 to 2 feet, thereby doubling the flood -prone area width and converting the channel
from a G -type channel to a Cb -type channel. In order to stabilize channel backfill, log (or stone)
cross -vanes will be installed at the bottom of each riffle, providing habitat and directing scour into
the center of the channel and away from the banks.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 39
November 2018

The lower reaches of UT -7 will be restored into its historic valley and the abandoned ditch sufficiently
backfilled. Channel plugs will be installed at the initiation point of new channel construction. Plugs
will be constructed of suitable material to stop piping of water down the abandoned channel reach.
The abandoned channel will require drain tile or a grass swale to ensure proper drainage of
agriculture fields once UT -7 has been returned to its proper location within the floodplain. The
drainage will be directed into a marsh treatment area prior to discharging into the lower reach of UT -
6. UT -7 will be tied into UT -8 prior to discharging into the Swannanoa River and will have posts set
for future exclusion of livestock. Two easement breaks in UT -7 are necessary to allow access for
agriculture equipment and to accommodate a sewer line easement. The piped crossing will be
constructed as described in Section 8.1.
8.4. 70 UT -8 (Forbat's Field, UT -8A in Figure 71)
UT -8 is a ditched and straightened channel characterized by low slope and sinuosity. The channel
originates at an undersized culvert, which does not pass stormwater flows. The undersized culvert,
combined with the low channel slope have resulted in flooding to adjacent properties that may be
mitigated by the project. The low slope nature of the channel may be due to a significant amount of
soil overburden that has been placed on the floodplain in the vicinity of UT -8. Based on topographic
mapping and field measurements, it appears that fallow fields adjacent to UT -8 are 2- to 4 -feet higher
than adjacent fields along the Swannanoa floodplain. In addition, existing culvert elevations for UT -8
are approximately 4 feet higher than other culverts draining to the river. Soil borings were inconclusive
as to the depth or nature of overburden; however, this is expected in an alluvial floodplain.
Mitigation activities at UT -8 are expected to include the following: 1) removal of the undersized
culvert at the upper reaches, 2) excavation of floodplain overburden to the approximate elevation of
the surrounding Swannanoa floodplain, 3) stockpiling and redistribution of topsoil within the
floodplain, 4) Priority 1 excavation of a design channel, 5) removal of a culvert over the sewer line
and replacement with an armored riffle, 6) planting with river cane and woody forest vegetation. UT -
8 will have posts set for future exclusion of livestock on the western boundary. An easement break in
UT -8 is necessary due to an existing sewer line easement.
8.5 Natural Plant Community Restoration
Restoration of floodplain forest and stream -side habitat allows for the establishment and expansion
of characteristic species across the landscape. Ecotonal changes between community types
contribute to diversity and provide secondary benefits, such as enhanced feeding and nesting
opportunities for mammals, birds, amphibians, and other wildlife.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 40
November 2018

8.5.1 Natural Community Classification
Reference Forest Ecosystem (RFE) data, on-site observations, and community descriptions from the
Guide to the Natural Communities of North Carolina (Schafale 2012) were used to determine the
primary plant communities that will be promoted during restoration efforts.
The targeted natural community for the Site, which is part of a mid -elevation, south Appalachian
ecosystem, is a Montane Alluvial Forest. Montane Alluvial Forests are found on mountain river
floodplains characterized by a mixture of plants typical of cove forests and floodplains. Montane
Alluvial Forests are distinguished by the presence of alluvial indicator species such as American
sycamore (Platanus occidentalis), river birch (Betula nigra), and tag alder (Alnus serrulate) coupled
with evidence of flooding; flood -dispersed invasive plant species are often present where they are
usually scarce in upland forests.
8.5.2 Planting Strategy
Stream -side trees and shrubs include species with high values for sediment stabilization, rapid
growth rates, and the ability to withstand hydraulic forces associated with bankfull flows and
overbank flood events. Stream -side trees and shrubs will be planted within 15 feet of thechannel
throughout the meander belt -width. Shrub elements will be planted along the reconstructed
streambanks, concentrated along outer bends.
Bare -root seedlings appropriate to the Montane Alluvial Forest community will be planted at a
density of approximately 680 stems per acre on 8 -foot centers. Seedlings in the stream -side
assemblage and Marsh Wetland Treatment Areas will be planted at a density of 2,720 stems per acre
on 4 -foot centers. In addition to planting seedlings, a seed mix will be spread within Marsh Treatment
Wetland Areas (Table 15).
Table 16 depicts the total number of stems and species distribution within each vegetation
association (Figures 10A -10E, Appendix A). Planting is expected to be performed between
December 1 and March 15 to allow plants to stabilize during the dormant period and set root during
the spring season.
Table 15
Seed Mix
Scientific Name
Common Name
E( mus vir inicus
Virginia wildr e
Panicum vir atum
Switch grass
Andro 0 on gerardii
Big blue stem
Sor hastrum nutans
Indian grass
Dichanthelium clandestinum
Deer ton ue
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Buncombe County, North Carolina 41
November 2018

Table 16
Planting Plan
Vegetation Association
Montane Alluvial Forest*
Stream -side Assemblage**
Marsh Treatment Wetland**
TOTAL
Area (acres)
12.29
7.25
0.1
19.64
Species
# planted*
% of total
# planted**
% of total
# planted**
% of total
# planted
River birch (Betula nigra)
836
10
1,972
10
--
--
2,808
Ironwood (Corpinus caroliniona)
418
5
--
--
--
--
418
Buttonbush (Cepholanthus occidentalis)
--
--
--
--
54
20
54
Sweet pepperbush (Clethra alnifolia)
--
--
--
--
41
15
41
Silky dogwood (Cornus amomum)
836
10
2,958
15
54
20
3,848
Persimmon (Diospyros virginiona)
418
5
--
--
--
--
418
Green ash (Fraxinus pennsylvanica)
836
10
2,958
15
--
--
3,794
Tulip poplar (Liriodendron tulipifera)
836
10
--
--
--
--
836
Sycamore (Platanus occidentalis)
1,671
20
3,944
20
--
--
5,615
Black willow (Salix nigra)
--
--
1,972
10
27
10
1,999
White oak (Quercus alba)
1,254
15
2,958
15
--
--
4,212
Water oak (Quercus nigra)
1,254
15
2,958
15
--
--
4,212
Elderberry (Sambucus conadensis)
--
--
--
--
41
15
41
Blueberry (Vaccinium corymbosum)
--
--
--
--
27
10
27
Possumhaw (Viburnum nudum)
--
--
--
--
27
10
27
TOTAL
8,357
100
19,720
100
272
100
28,349
Note:
* Planted at a density of 680 stems/acre
** Planted at a density of 2,720 stems/acre
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
42
November 2018

8.5.3 Nuisance Species Management
Prior to planting invasive species including Chinese privet (Ligustrum sinense), multiflora rose (Rosa
multiflora), Russian olive (Eleagnus angustifolium), and tree -of -heaven (Ailanthus altissima) will be
controlled, as necessary. Inspections for beaver and otherpotential nuisance species will occur
throughout the course of the monitoring period. Appropriate actions may be taken to ameliorate any
negative impacts regarding vegetation development and/or water management on an as -needed
basis.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 43
November 2018

9 Performance Standards and Monitoring Plan
Monitoring requirements and success criteria outlined in this plan follow the October 24, 2016 NC
Interagency Review Team Wilmington District Stream and Wetland Compensatory Mitigation Update.
Monitoring will be conducted by Axiom Environmental, Inc. based on the schedule in Table 17. A
summary of monitoring is outlined in Table 18 (Figures 11A — 11 E, Appendix A). Annual monitoring
reports of the data collected will be submitted to the NCDMS by Restoration Systems no later than
December 31 of each monitoring year.
Table 17
Monitoring Schedule
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 44
November 2018

Table 18
Monitoring Summary
Parameter
Method
Schedule/Frequency
Number/Extent Data Collected/Reported
Stream Parameters
Stream
Full longitudinal survey
As -built (unless
All restored
Graphic and tabular data.
Profile
otherwise required)
stream channels
Stream
Total of 50 cross -
Cross-sections
Years 1, 2, 3, 5, and 7
sections on
Graphic and tabular data.
Dimension
restored channels
Areas of concern will be depicted
Visual Assessments
Yearly
All restored
on a plan view figure with a written
stream channels
assessment and photograph of the
Channel
area included in the report.
Stability
Only if instability
Additional Cross-sections
Yearly
is documented
Graphic and tabular data.
during monitoring
Stream
Continuous monitoring
Continuous recording
UT -3, UT -6, and
Surface water data for each
Hydrology
surface water gauges
through monitoring
UT -8
monitoring period
and/or trail camera
period
Continuous monitoring
Continuous recording
UT -3, UT -6, and
Surface water data for each
Bankfsurface
11
water gauges
through monitoring
UT -8
monitoring period
and/or trail camera
period
Event
Events
E
Visual/Physical Evidence
Continuous through
All restored
Visual evidence, photo
monitoring period
stream channels
documentation, and/or rain data.
Wetland Parameters
Wetland
Pre -construction,
8 gauges in UT -1,
Hydrology
Groundwater gauges
As -built, Years 1-7
UT -6, and UT -3
Graphic and tabular data.
wetlands
Vegetation Parameters
Permanent vegetation
plots 0.0247 acre (100
Vegetation
square meters) in size;
As -built, Years 1, 2, 3,
25 plots spread
Species, height, planted vs.
establishment
CVS-EEP Protocol for
5, and 7
across the Site
volunteer, stems/acre
and vigor
Recording Vegetation,
Version 4.2 (Lee et al. 2008)
Annual random vegetation
As -built, Years 1, 2, 3,
5 plots randomly
plots, 0.0247 acre (100
5, and 7
selected each year
Species and height
square meters) in size
Note:
* Five groundwater monitoring gauges will be installed in jurisdictional wetland areas adjacent to UT -3 to take measurements before
and after hydrological modifications are performed at the Site. Currently the upper reach of UT -3 is an incised Eg-type channel with
bank -height -ratios ranging from 1.8-2.4. The majority of UT -3 upper is proposed for Priority I restoration with construction of
channels at the historic floodplain elevation to restore overbank flows to adjacent wetlands. A crest gauge or staff gauge will be
installed on UT -3 upper along with a trail camera to verify overbank events. Groundwater gauge data will be used to observe
fluctuations in groundwater hydrology pre- and post -construction as the result of overbank events; however, no wetland mitigation
credit is being acquired and there are no wetland hydrology success criteria proposed at this time.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 45
November 2018

9.1 Success Criteria
Monitoring and success criteria for restoration should relate to project goals and objectives
identified from on-site NC SAM data collection. From a mitigation perspective, several of the goals
and objectives are assumed to be functionally elevated by restoration activities without direct
measurement. Other goals and objectives will be considered successful upon achieving success
criteria. The following summarizes Site success criteria.
Table 19
Success Criteria
9.2 Contingency
In the event success criteria are not fulfilled, a mechanism for contingency will be implemented.
9.2.1 Stream Contingency
Stream contingency may include 1) structure repair and/or installation; 2) repair of dimension,
pattern, and/or profile variables; and 3) bank stabilization. The method of contingency is expected to
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 46 November 2018
Streams
•
All streams must maintain an Ordinary High -Water Mark (OHWM), per RGL 05-05.
•
Continuous surface flow must be documented each year for at least 30 consecutive days.
•
Bank height ratio (BHR) cannot exceed 1.2 at any measured cross section.
•
Entrenchment ratio (ER) must be no less than 2.2 at any measured riffle cross section.
•
BHR and ER at any measure riffle cross section should not change by more than 10% from baseline condition.
•
The stream project shall remain stable and all other performance standards shall be met through four separate
bankfull events, occurring in separate years, during the monitoring years 1-7.
Wetland Hydrology
•
Groundwater gauge data will be used to observe fluctuations in groundwater hydrology pre- and post -
construction as the result of overbank events; however, no wetland mitigation credit is being acquired and
there are no wetland hydrology success criteria proposed at this time.
•
Jurisdictional wetland adjacent to UT -3 will demonstrate a 10 to 20% increase in wetland hydrology as
compared to pre -construction hydrology, under similar climactic conditions.
Vegetation
•
Within planted portions of the site, a minimum of 320 stems per acre must be present at year 3; a minimum of
260 stems per acre must be present at year 5; and a minimum of 210 stems per acre must be present at year 7.
— Areas of dense river cane (canebrakes) are a natural niche habitat within the Swannanoa River floodplain
that contribute native habitat for endangered species. River cane may outcompete woody seedlings during
the initial establishment of vegetation. Within the Swannanoa floodplain (UT -6, UT -7, and UT -8), the
presence of canebrakes may supersede the vegetative success criteria for planted stems per acre.
•
Trees must average 6 feet in height at year 5, and 8 feet in height at year 7.
•
Planted and volunteer stems are counted, provided they are included in the approved planting list for the site;
natural recruits not on the planting list may be considered by the IRT on a case-by-case basis.
9.2 Contingency
In the event success criteria are not fulfilled, a mechanism for contingency will be implemented.
9.2.1 Stream Contingency
Stream contingency may include 1) structure repair and/or installation; 2) repair of dimension,
pattern, and/or profile variables; and 3) bank stabilization. The method of contingency is expected to
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 46 November 2018

be dependent upon stream variables that are not in compliance with success criteria. Primary
concerns, which may jeopardize stream success, include 1) structure failure, 2) headcut migration
through the Site, and/or 3) bank erosion.
Structure Failure: In the event that structures are compromised the affected structure will be
repaired, maintained, or replaced. Once the structure is repaired or replaced, it must function to
stabilize adjacent streambanks and/or maintain grade control within the channel. Structures that
remain intact, but exhibit flow around, beneath, or through the header/footer will be repaired by
excavating a trench on the upstream side of the structure and reinstalling filter fabric in front of the
pilings. Structures that have been compromised, resulting in shifting or collapse of a header/footer,
will be removed and replaced with a structure suitable for Site flows.
Headcut Migration Through the Site: In the event that a headcut occurs within the Site (identified
visually or through measurements [i.e., bank -height ratios exceeding 1.4]), provisions for impeding
headcut migration and repairing damage caused by the headcut will be implemented. Headcut
migration may be impeded through the installation of in -stream grade control structure (rip -rap sill
and/or log cross -vane weir) and/or restoring stream geometry variables until channel stability is
achieved. Channel repairs to stream geometry may include channel backfill with coarse material and
stabilizing the material with erosion control matting, vegetative transplants, and/or willow stakes.
Bank Erosion: In the event that severe bank erosion occurs within the Site, resulting in incision, lateral
instability, and/or elevated width -to -depth ratios locally or systemically, contingency measures to
reduce bank erosion and width -to -depth ratio will be implemented. Bank erosion contingency
measures may include the installation of log -vane weirs and/or other bank stabilization measures. If
the resultant bank erosion induces shoot cutoffs or channel abandonment, a channel may be
excavated to reduce shear stress to stable values.
9.2.2 Vegetation Contingency
If vegetation success criteria are not achieved, supplemental planting may be performed with tree
species approved by regulatory agencies. Supplemental planting will be performed as needed until
achievement of vegetation success criteria.
9.3 Compatibility with Project Goals
The following table outlines the compatibility of Site performance criteria described above to Site
goals and objectives that will be utilized to evaluate whether Site goals and objectives are achieved.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 47
November 2018

Table 20
Compatibility of Performance Criteria to Project Goals and Objectives
Goals
Objectives
Success Criteria
(1) HYDROLOGY
• Attenuate flood flow across the
•
Construct new channel at historic floodplain elevation to restore
•
BHR not to exceed 1.2.
Site.
overbank flows and enhance existing jurisdictional wetlands.
• Minimize downstream flooding
Plant wood riparian buffer.
Y p
Document four overbank events in separate
monitoring years.
to the maximum extent
•
Remove livestock and cease current land use practices.
•
Livestock excluded from the easement.
possible.
•
Deep rip floodplain soils to reduce compaction and increase soil
• Connect streams to
surface roughness.
•
Attain Vegetation Success Criteria.
functioning wetland systems.
•
Protect riparian buffers with a perpetual conservation easement.
Conservation easement recorded.
•
Cross-section measurements and visual
assessments indicate stable channels and
•
Construct channels with proper pattern, dimension, and
structures.
• Increase stream stability within
longitudinal profile
the Site so that channels are
Remove livestock from the Site
•
BHR not to exceed 1.2.
neither aggrading nor
•
ER of 1.4 or greater.
degrading.
•
Construct stable channels with cobble/gravel substrate
•
< 10% change in BHR and ER.
•
Plant woody riparian buffer
•
Livestock excluded from the easement.
•
Attain Vegetation Success Criteria.
(1) WATER QUALITY
• Remove direct nutrient and
Remove livestock and reduce agricultural land/inputs.
pollutant inputs from the Site
Install marsh treatment areas.
•
Livestock excluded from the easement
and reduce contributions to
.
Plant woody riparian buffer.
•
Attain Vegetation Success Criteria
downstream waters.
Restore/enhance wetlands adjacent to Site streams.
(1) HABITAT
•
Construct channels with proper pattern, dimension, longitudinal
• Increase stream stability within
profile, and substrate.
Cross-section measurements and visual
the Site so that channels are
Remove livestock and cease current land use practices.
assessments indicate stable channels and
structures
neither aggrading nor
Construct stable channels with gravel substrate.
Attain Vegetation Success Criteria
degrading.
9 g.
Stabilize streambanks.
•
Conservation Easement recorded
•
Plant woody riparian buffer.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 48
November 2018

10 Adaptive Management Plan
In the event the Site or a specific component of the Site fails to achieve the necessary performance
standards as specified in the mitigation plan, the sponsor shall notify the members of the IRT and
work with them to develop contingency plans and remedial actions.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 49
November 2018

11 Long -Term Management Plan
The Site will be transferred to the North Carolina Department of Environmental Quality (NCDEQ)
Stewardship Program. This party shall serve as conservation easement holder and long-term steward
for the property and will conduct periodic inspection of the site to ensure that restrictions required in
the conservation easement are upheld. Funding will be supplied by the responsible party on a yearly
basis until such time an endowment is established. The NCDEQ Stewardship Program is developing
an endowment system within the non -reverting, interest-bearing Conservation Lands Conservation
Fund Account. The use of funds from the Endowment Account will be governed by North Carolina
General Statute GS 113A -232(d)(3). Interest gained by the endowment fund may be used for the
purpose of stewardship, monitoring, stewardship administration, and land transaction costs, if
applicable.
The NCDEQ Stewardship Program will periodically install signage as needed to identify boundary
markings. Any livestock or associated fencing or permanent crossings will be the responsibility the
owner of the underlying fee to maintain.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 50
November 2018

12 References
Gordon, N.D., T.A. McMahon, and B.L. Finlayson, 1992. Stream Hydrology: an Introduction for
Ecologists. John Wiley & Sons, Ltd. West Sussex, England.
Griffith, G.E., J.M. Omernik, J.A. Comstock, M.P. Schafale, W.H. McNab, D.R. Lenat, T.F. MacPherson,
J.B. Glover, and V.B. Shelbourne, 2002. Ecoregions of North Carolina and South Carolina. U.S.
Geological Survey, Reston, Virginia.
Harman, W.A., D.E. Wise, M.A. Walker, R. Morris, M. A. Cantrell, M. Clemmons, G.D. Jennings, D.
Clinton, and J. Patterson, 2000. Bankfull Regional Curves for North Carolina Mountain Streams.
In: AWRA Conference Proceedings. D.L. Kane, editor. AWRA Specialty Conference on Water
Resources in Extreme Environments. Anchorage, Alaska.
Lee, M.T., R.K. Peet, S.D. Roberts, and T.R. Wentworth, 2008. CVS-EEP Protocol for Recording
Vegetation. Version 4.2. North Carolina Department of Environment and Natural Resources,
Ecosystem Enhancement Program. Raleigh, North Carolina.
Leopold, L.B. 1994. A View of the River. Harvard University Press. Cambridge, MA. 298 pp.
North Carolina Division of Mitigation Services (NCDMS), 2016. Quantifying Benefits to Water Quality
from Livestock Exclusion and Riparian Buffer Establishment for Stream Restoration. June 15,
2016. North Carolina Department of Environmental Quality, Raleigh, North Carolina.
North Carolina Division of Water Resources (NCDWR), 2016. River Basin Classification Schedule
(online). Available at https://deq.nc.gov/river-basin-classification-schedule [December 13,
2016]. North Carolina Department of Environment and Natural Resources, Raleigh.
North Carolina Division of Water Resources (NCDWR), 2018. Final 2076 Category 5 Assessments -
303(d) List (online). Available at
https://files.nc.gov/ncdeglWater%20Quality/Planning/TMDL/303d/2016/2Ol 6_NC_Category_
5_303d_list.pdf [April 11, 2018]. North Carolina Department of Environment and Natural
Resources, Raleigh.
North Carolina Ecosystem Enhancement Program (NCEEP), 2009. French Broad River Basin Restoration
Priorities 2009 (online). Available at https:Hncdenr.s3.amazonaws.com/s3fs-
public/PublicFolder/Work%20With/Watershed%20PIanners/French_Broad_RBRP_15july09.pdf
[June 1, 2016]. North Carolina Department of Environment and Natural Resources, Raleigh.
North Carolina Stream Functional Assessment Team, 2015. N.C. Stream Assessment Method (NC SAM)
User Manual. Version 2.1.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 51
November 2018

Rosgen, D., 1996. Applied River Morphology. Wildland Hydrology (Publisher). Pagosa Springs,
Colorado.
Rosgen, D., 2009. A Practical Method of Computing Streambank Erosion Rate (online). Available at
http://www.u-s-c.org/htmI/documents/Erosionrates.pdf.
Rosgen, D., 2011. Estimating Sediment Loads using the Bank Assessment of Non -Point Source
Consequences of Sediment (BANCS). Watershed Assessment of River Stability and Sediment
Supply (WARSSS). Hagerstown, Maryland.
Schafale, M.P. and A.S. Weakley, 1990. Classification of the Natural Communities of North Carolina:
Third Approximation. North Carolina Natural Heritage Program, Division of Parks and
Recreation, North Carolina Department of Environment, Health, and Natural Resources.
Raleigh, North Carolina.
Schafale, M.P., 2012. Guide to the Natural Communities of North Carolina: Fourth Approximation.
North Carolina Natural Heritage Program, North Carolina Department of Environment and
Natural Resources. Raleigh, North Carolina.
United States Census Bureau (USCB), 2000. Census 2000 Summary File. Available at
https://factfinder.census.gov/faces/nav/J*sf/pages/index.xhtml
United States Census Bureau (USCB), 2016. Population estimates V.2076. Available at
https://www.census.gov/quickfacts/fact/table/ashevillecitynorthcarolina,NC/PST045217.
United States Department of Agriculture (USDA), 2009. Soil Survey for Buncombe County North
Carolina. US Department of Agriculture. Available at:
http://www.nres.usda.gov/Internet/FSE_MANUSCRIPTS/north_carolina/buncombeNC2009/Bu
ncombe_NC.pdf [June 7, 2016].
United States Department of Agriculture (USDA), 2016. Web Soil Survey (online). Available:
http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx [June 1, 20161.
United States Fish and Wildlife Service (USFWS), 2016. Threatened and Endangered Species in North
Carolina (online). Available: http://www.fws.gov/nc-es/es/countyfr.html. [April 17, 2016].
United States Fish and Wildlife Service, Raleigh, North Carolina.
United States Geological Survey (USGS), 2006. Estimating the Magnitude and Frequency of Floods in
Rural Basins of North Carolina — Recompiled. USGS Water -Resources Investigations Report
01-4207. Raleigh, North Carolina.
Mitigation Plan (NCDMS Project No. 100019)
Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina 52
November 2018

Appendix A
Figures
• Figure 1. Site Location
• Figure 2. Hydrologic Unit Map
• Figure 3. Topography and Drainage Area
• Figures 4, 4A through 4D. Existing Conditions and Soils
• Figure 5A. UT -4 Reference Drainage Area
• Figure 5B. UT -4 Reference Existing Conditions
• Figure 5C. UT -4 Reference Reach Dimension, Pattern, and Profile
• Figure 6A. Chemtronics Reference Drainage Area
• Figure 6B. Chemtronics Reference Existing Conditions
• Figure 6C. Chemtronics Reference Reach Dimension, Pattern, and Profile
• Figures 7A-71. Restoration Plan
• Figure 8. Proposed Dimension, Pattern, and Profile
• Figures 9A-913. Typical Structure Details
• Figures 10A -10E. Planting Plan
• Figures 11A-11 E. Monitoring Plan

i x
� 7 I
tT
or` Ij^
�. ., lox � s--
�i Axiom Environ+nen1a3, Pnc,
Prepared for:
f-Chemtro
nics Reference Reachy Y
91
—�� i it aa., ,��..' ._ ,� � - �„�. .� . ,•� i � � ��>���_ -
f - 1 �✓ �-rL i `` `J_ ,�:.. r.," _ -- _- £7 n v-rojeci:
,fit - _. � �• __ - j �-- ��, _ � �� � J "f
,��,• ���. - — �_. t" 'A UT -4 Reference Reach
O •t S -_t ?,-
I WARREN WILSON
COLLEGE STREAM
MITIGATION SITE
- - - - . _. .. +-�� .� - - 1- r :'.�tom, � r .� ���_ .•ti .• ��� .'w„�� - -
Buncombe County, NC
+�- �' a. -� Title:
~
01
. __ _ _ � �:�:: � � •_kY �ti�i- �-- "`�'= '+• i,- _ SITE LOCATION
—�e1 _ i � � .� = �' .Or .- i, �r.�.. '•F�. yaw •� :, d ..-
,:: _f. fig... - - � r p l�1 - z. •"-, r
FI .t ILLI 70
a _ � r ,�r- �� l r- _� I, �l' �, -"- :• Drawn by:
KRJ
r r�� ✓✓✓'��� �` ;e �. 'I�?f Date:
May 2018
Scale:
} "" : .i - _ 3 11 �� - ,r� % �, •[ s 1:40000
Project [ No.: 17-018
USGS 7.5 Minute Topographic Map (Oteen and Craggy Pinnacle, NCI Quads)
- r Directions to the Site from Raleigh: FIGURE
�� r,1 :Y'` • ' ' r ' „ , _ •, - Take 1-40 West out of Raleigh and travel 229 miles,
Take exit 59 towards Swannanoa and turn right onto Patton Cove Road,
After 0.3 miles, turn left onto US -70 West,
1 4 - Travel 1.9 miles, then turn right onto Warren Wilson Road,
' A" - After 1 4 miles Riceville Road is on the left and South Lane is on the ri ht
Site parcels can be accessed off Warren Wilson Road, Riceville Road, and South Lane,
CoP-q., 2f013'Netional�G ographic_ Site Latitude, Longitude 35.609817°N, 82.443540°W (WGS84)
Society,, i -cube

5w �y v
25
+� 321 L7-0
32 _.
I
Heriders J Ifbe
is Cou t,
N -,
AVE-. o isan
Axl=Sriv,ronmenla7. W.
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Q t131r3 .
Prepared for:
RESTORATION
Project:
Location of Warren Wilson
College Stream Mitigation Site
within USGS Hydrologic Unit
and Targeted Local Watershed WARREN WILSON y .,_ -` .COLLEGE STREAM
06010105070030
MITIGATION SITE
Buncombe County, NC
Title:
d HYDROLOGIC
UNIT MAP
Drawn by:
KRJ
Date:
- { 74q - May 2018
r Scale:
1:435000
Legend Project No.:
17-018
Warren Wilson College Easement
USGS Hydrologic Unit 06010105 FIGURE
14 Digit Hydrologic Unit Boundaries
Targeted Local Watersheds 2
5 10 20 30
1

SEVIN
NOTE: Impervious surfaces account for
less than 5% of the total Site drainage area. `
��: r� ' ALJ �• - % i —� •�i" �r
Axiom Enviton+nen1a3, enc,
Prepared for:
lope,RESTORATION
op
-
�- � 11 � • :yam• ._ Iv � I, /
Project:
•� , �fr WARREN WILSON
COLLEGE STREAM
a�u �• '- -- n r �" _ ' 1 MITIGATION SITE
1 �[i a • i i1 i � as
ati ,
■ - _ �• 4 �. ' r ' �� Buncombe County, NC
a s� _ y f-�'�•-- �. cr1 `_�Gl X� p Title:
110,
4 TOPOGRAPHY
.' _�, �_ r '• AND
- �• �� r % , � � � i�iiO,i � 1! �V
• v ° .ter J DRAINAGE AREA
Al
.• 471
• .4 a rE:A rte` ,L- _rte _ ••-�T. _ _- - W _ •,.
40
�•1 y. • •o - Savanna Drawn by:
'" j __ • 1 .
_ * 0,1 Churl KRJ
Legend °g 'yy"s - - k l l ��=y
ti � � E • Date:
n
1.
Conservation Easement = 25.57 ac 'a . _ •• - "&AJ � • ..t r .�_� s� s
amu t � May 2018 s5 L — • r , 0 t �� -•. Scale:
UT -1 Drainage Area - 0.27 sq mi (171.3 ac) ag * _ '� g� ' `•,�° ' �� ti 1:20000
UT -3 Drainage Area - 1.28 sq mi (822.3 ac) 4 rt==; ► �I �11' r� • Project No.:
,. I a '1 • Swan j
UT -4 Drainag eArea - 0.24 sq mi (153.9 ac) ! > j`I l� p° •� 17-018
UT -5 Drainage Area - 0.15 sq mi (98.3 ac) : CP
UT -6 Drainage Area - 0.08 sq mi (49.9 ac) ��� �� _ _ "� :$s • FIGURE
0 UT -7 Drainag eArea - 0.22 sq mi (141.0 ac) :� y ••.._ _ t ,
UT -8 Drainage Area - 0.10 sq mi (64.4 ac)
• � \: ;1'� • J t.: .,,. 4:11 ,.,,
0 1,000 2,000 4,000 6,000 8,000 ' . r. '}' ' • = : ,, . ' `"'` `
Feet �' �' ` -• • -
f1 . Copyrighb�©i201r3"Nation°a'I Geographic'Soc'iety,-cubedT,-

Legend
Warren Wilson College Parcel
Conservation Easement = 25.57 acres
Existing Streams=1 0, 164.4 linear feet
Existing Wetlands= 2.87 acres
Existing Open Water = 0.30 acre
0 1,000 2,000
Stokes
v
i -x
L
Pig'Pond
Bottom
I -
k G Big
Bottom
e
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y
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11
0 Prepared for:
11111r, P
Project:
-
WARREN WILSON
COLLEGE STREAM
MITIGATION SITE
Buncombe County, NC
Title:
EXISTING
CONDITIONS
Drawn by:
KRJ
Date:
Oct 2018
Scale:
1:10,000
Project No.:
17-018
FIGURE
4
_.

IN + 7
Legend
Conservation Easement = 25.57 acres
Existing Streams =10,164.4 linear feet
Cross -Sections (Plots found in Appendix B)
Existing Footpaths (approximately located)
Power Line
Soil Boundaries
NC SAM Forms
0 150
300
At
XS -1
- XS -2
4_4 wmow
600
M Feet
Map Unit
BcA
Soil Series
Biltmore loamy sand, 0 to 3 percent slopes.
DrB
Dillard loam, 1 to 5 percent slopes
EwE
Evard-Cowee complex, 30 to 50 percent slopes
loA
Iotla loam, 0 to 2percent slopes
StB
Nil-
Statler loam, 1 to 5 percent slopes
TaB
Tate loam, 2 to 8 percent slopes
TaC
Tate loam, 8 to 15 percent slopes
XS -5
XS -6
AX1= Env ronalenla7. Inc,
Prepared for:
Project:
WARREN WILSON
COLLEGE STREAM
MITIGATION SITE
Buncombe County, NC
Title:
EXISTING
CONDITIONS
AND SOILS
Drawn by:
KRJ
Date:
May 2018
Scale:
1:1200
Project No.:
17-018
FIGURE
4B

Ta
w S
XS -1 Swim Pond „
°s
XS -2 g
�UhE'
r; ... ExD
Legend
Conservation Easement = 25.57 acres
Existing Streams =10,164.4 linear feet +�
Existing Wetlands= 2.87 acres. •�
Cross -Sections (Plots found in Appendix B) * a
,- ExC � T
0 Groundwater Gauges Installed 2018
Existing Footpaths (approximately located)VIM
Power Line ' 3 4
Sewer Line -
Soil Boundaries *J
NC SAM Forms
s
r.
0 150 300 600 '
t1
Feet
e
Map Unit Soil Series
BeA Biltmore loamy sand, 0 to 3 percent slopes.
DrB Dillard loam, 1 to 5 percent slopes
IoA Iotla loam, 0 to 2 percent slopes
RsA Rosman fine sandy loam, 0 to 3 percent slopes
TaB Tate loam, 2 to 8 percent slopes Axl= Snvimnmenlaz Irnc.
TaC Tate loam, 8 to 15 percent slopes
UhE Udorthents-Urban land complex, 0 to 5 percents Prepared for:
•, { DrB
i •` ' x L e
+ i 11
RESTORATION
SYSTEMS I LLC
Project:
WARREN WILSON
Hog Bottom
XS -3 t■_'
XS -4
�- Ta�C
f
•
i
COLLEGE STREAM
MITIGATION SITE
Buncombe County, NC
5i
Title:
EXISTING
CONDITIONS
AND SOILS
XS -5
$
Drawn by:
KRJ
Date:
Oct 2018
Scale:
`'-
1:1400
Project No.:
17-018
FIGURE
W�
4D
�c�co

i d
� I
II �Y - 'L�• � +
-le
•R.; � :•tom y � � •
• � F F W Jo- ��Ff.>+� 'K •,�- #..
kif� y
M� k
76
k
'ip
i
0,
0

100
50
n
Reference Pattern
Lp-p = 37 (27 - 46) ft 104
Lm = 64 (57 - 76) ft
Wbelt = 19 (15 - 25) ft 103
Rc = 16 (9 - 29) ft
Lp-p/Wbkf = 5.5 (4.0 - 6.7)
Lm/Wbkf = 9.4 (8.3 - 11.2) 102
Wbelt/Wbkf = 2.8 (2.3 - 3.7)
Rc/Wbkf = 2.3 (1.3 - 4.3)
SIN = 1.16 101
100
v0 50 100 150 200 250 300
Pattern Legend
Top of Bank
Thalweg
Cross Section 104
102
101
100
99
98
97
ME
103
102
101
100
99
98
97
96
95
0
103
102
101
100
99
98
97
5 10 15 20
0 5 10 15 20 25
C:rnss Sectinn 1 - Riffle
Abkf = 5.3 ft
Dave = 1.0 ft
Wbkf = 5.1 ft
Dmax = 1.3 ft
Bank Height = 1.3 ft
Bank Height Ratio = 1.0
W/D = 4.9
FPA = 15
ENT = 2.9
25 Stream Type = Eb
Grnss Ser•.tinn 2 - Ponl
Abkf = 9.2 ft
Wbkf =6.4ft
Dmax = 2.0 ft
Abkf =7.7ft
Dave = 0.8 ft
Wbkf =9.4ft
Dmax = 1.5 ft
Bank Height = 1.5 ft
a u Bank Height Ratio = 1.0
W/D = 11.6
FPA = 28
ENT = 3.0
Stream Type = Eb
5 10 15 20 25 30
103 Fl4oron6 A ea
102
Ban fu I
101
100
0 5 10 15 20 2
107
106
105
104
103
102
101
100
99
0 5 10 15 20 25
7�ross Section 4 - Riffle
Abkf = 5.7 ft
Dave = 1.0 ft
Wbkf =5.9ft
Dmax = 1.4 ft
Bank Height = 1.4 ft
Bank Height Ratio = 1.0
W/D = 6.0
FPA = 16
ENT = 2.7
Stream Type = Eb
Cross Section 5 - Pool
Abkf = 10.1 ft
Wbkf = 1205 ft
Dmax = 2.6 ft
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Profile (Reference Reach)
Title:
Save = 0.0226 rise/run UT 4 Reference Reach
Svalley = 0.0262 rise/run Dimension, Pattern,
Sriffle = 0.0400 (0.0090 - 0.0754) rise/run
Spool = 0.0021 (0 - 0.0243) rise/run and Profile
Srun = 0.0075 (0 - 0.3661) rise/run
Sglide = 0.0032 (0.0016 - 0.0179) rise/run Scale:
NA FIGURE NO.
Water Surface Date: /�
Channel Bed Nov 2017 5/v -
Project No.:
17-008
MEMO,
ON RM thho- no
ON
=:rr"
NOMEMENEM
MEMEMEMEREME
Reference Pattern
Lp-p = 37 (27 - 46) ft 104
Lm = 64 (57 - 76) ft
Wbelt = 19 (15 - 25) ft 103
Rc = 16 (9 - 29) ft
Lp-p/Wbkf = 5.5 (4.0 - 6.7)
Lm/Wbkf = 9.4 (8.3 - 11.2) 102
Wbelt/Wbkf = 2.8 (2.3 - 3.7)
Rc/Wbkf = 2.3 (1.3 - 4.3)
SIN = 1.16 101
100
v0 50 100 150 200 250 300
Pattern Legend
Top of Bank
Thalweg
Cross Section 104
102
101
100
99
98
97
ME
103
102
101
100
99
98
97
96
95
0
103
102
101
100
99
98
97
5 10 15 20
0 5 10 15 20 25
C:rnss Sectinn 1 - Riffle
Abkf = 5.3 ft
Dave = 1.0 ft
Wbkf = 5.1 ft
Dmax = 1.3 ft
Bank Height = 1.3 ft
Bank Height Ratio = 1.0
W/D = 4.9
FPA = 15
ENT = 2.9
25 Stream Type = Eb
Grnss Ser•.tinn 2 - Ponl
Abkf = 9.2 ft
Wbkf =6.4ft
Dmax = 2.0 ft
Abkf =7.7ft
Dave = 0.8 ft
Wbkf =9.4ft
Dmax = 1.5 ft
Bank Height = 1.5 ft
a u Bank Height Ratio = 1.0
W/D = 11.6
FPA = 28
ENT = 3.0
Stream Type = Eb
5 10 15 20 25 30
103 Fl4oron6 A ea
102
Ban fu I
101
100
0 5 10 15 20 2
107
106
105
104
103
102
101
100
99
0 5 10 15 20 25
7�ross Section 4 - Riffle
Abkf = 5.7 ft
Dave = 1.0 ft
Wbkf =5.9ft
Dmax = 1.4 ft
Bank Height = 1.4 ft
Bank Height Ratio = 1.0
W/D = 6.0
FPA = 16
ENT = 2.7
Stream Type = Eb
Cross Section 5 - Pool
Abkf = 10.1 ft
Wbkf = 1205 ft
Dmax = 2.6 ft
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Profile (Reference Reach)
Title:
Save = 0.0226 rise/run UT 4 Reference Reach
Svalley = 0.0262 rise/run Dimension, Pattern,
Sriffle = 0.0400 (0.0090 - 0.0754) rise/run
Spool = 0.0021 (0 - 0.0243) rise/run and Profile
Srun = 0.0075 (0 - 0.3661) rise/run
Sglide = 0.0032 (0.0016 - 0.0179) rise/run Scale:
NA FIGURE NO.
Water Surface Date: /�
Channel Bed Nov 2017 5/v -
Project No.:
17-008

I
77"
dr
7�7
4W
Ilk
0
0
, km%
'79 1L
lb
04
0

150
100
Cross
50
0
5
Cross Sectibn 2
tion 1 1
0 50 100 150 200 250 300 350
Pattern Legend
Top of Bank
Thalweg
Cross Section
99
98
97
96
95
94
93
92
Cross Section 3 - Riffle
Abkf = 1809 ft
Dave = 1.2 ft
Wbkf =15.8ft
Dmax = 2.0 ft
Bank Height = 2.0 ft
Bank Height Ratio = 1.0
W/D = 13.3
FPA = 22
ENT = 1.4
SIN = 1.03 0 5 10 15 20 25 30 35 Stream Type = B
102
101
100
99
98
97
96
95
94
Cross Sertinn 1 - Riffle 0
Abkf = 16.3 ft
Dave = 1.4 ft
Wbkf = 11.3 ft
Dmax = 1.7 ft
Bank Height = 1.7 ft
Bank Height Ratio = 1.0
W/D = 7.8
FPA = 16.5
0 5 10 15 20 25 30 35 40 ENT = 1.5
Stream Type = B
100
99
98
97
96
95
94
93
92
Crnss St-denn 2 - Ponl
Abkf = 13.3 ft
Wbkf = 10.1 ft
Dmax = 1.9 ft
0 5 10 15 20 25 30
Warren Wilson College Chemtronics Reference Reach
100
99
98
97
96
95
94
93
92
91
0 50 100 150 200
250
Cross Section 4 - Pool
Abkf = 11.6 ft
Wbkf =9.0ft
Dmax =2.2ft
5 10 15 20 25 30 35
102
101
100 Cross Section 5 - Pool
99 Abkf = 16.2 ft
98 Wbkf = 10.0 ft
97 Dmax = 2.3 ft
96
95
0 5 10 15 20 25 30 35
los Cross Section 6 - Riffle
104
103
102
101
100
99
98
97
300
Abkf = 15.0 ft
Dave = 1.0 ft
Wbkf =14.8ft
Dmax = 1.7 ft
Bank Height = 1.7 ft
Bank Height Ratio = 1.0
W/D = 14.7
FPA = 19
ENT = 1.3
0 5 10 15 20 25 30 35 40 45 Stream Type = Be
350
400
Axiom Environmental, Inc.
NOTES/REVISIONS II
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Profile (Reference Reach)
Title:
Save = 0.0167 rise/run Chemtronics
Svalley = 0.0172 rise/run Reference Reach
Sriffle = 0.0228 (0.0156 - 0.0468) rise/run Dimension, Pattern,
Spool = 0.0006 (0 - 0.0080) rise/run and Profile
Srun = 0.0217 (0.008 - 0.0737) rise/run
Sglide = 0.0039 (0 - 0.0149) rise/run
Water Surface
Channel Bed
Scale:
NA
Date:
Nov 2017
Project No.:
17-008
102
Reference Pattern
101
Lp-p = 51 (29 - 71) ft
100
Lm = 96 (60 - 117) ft
99
Wbelt = 15 (13 - 17) ft
98
Rc = 31 (11 - 46) ft
97
Lp-p/Wbkf = 3.6 (2.1 - 5.1)
96
Lm/Wbkf = 6.9 (4.3 - 8.4)
95
Wbelt/Wbkf = 1.1 (1.0 - 1.2)
94
Rc/Wbkf = 2.2 (0.8 - 3.3)
93
Cross Section 3 - Riffle
Abkf = 1809 ft
Dave = 1.2 ft
Wbkf =15.8ft
Dmax = 2.0 ft
Bank Height = 2.0 ft
Bank Height Ratio = 1.0
W/D = 13.3
FPA = 22
ENT = 1.4
SIN = 1.03 0 5 10 15 20 25 30 35 Stream Type = B
102
101
100
99
98
97
96
95
94
Cross Sertinn 1 - Riffle 0
Abkf = 16.3 ft
Dave = 1.4 ft
Wbkf = 11.3 ft
Dmax = 1.7 ft
Bank Height = 1.7 ft
Bank Height Ratio = 1.0
W/D = 7.8
FPA = 16.5
0 5 10 15 20 25 30 35 40 ENT = 1.5
Stream Type = B
100
99
98
97
96
95
94
93
92
Crnss St-denn 2 - Ponl
Abkf = 13.3 ft
Wbkf = 10.1 ft
Dmax = 1.9 ft
0 5 10 15 20 25 30
Warren Wilson College Chemtronics Reference Reach
100
99
98
97
96
95
94
93
92
91
0 50 100 150 200
250
Cross Section 4 - Pool
Abkf = 11.6 ft
Wbkf =9.0ft
Dmax =2.2ft
5 10 15 20 25 30 35
102
101
100 Cross Section 5 - Pool
99 Abkf = 16.2 ft
98 Wbkf = 10.0 ft
97 Dmax = 2.3 ft
96
95
0 5 10 15 20 25 30 35
los Cross Section 6 - Riffle
104
103
102
101
100
99
98
97
300
Abkf = 15.0 ft
Dave = 1.0 ft
Wbkf =14.8ft
Dmax = 1.7 ft
Bank Height = 1.7 ft
Bank Height Ratio = 1.0
W/D = 14.7
FPA = 19
ENT = 1.3
0 5 10 15 20 25 30 35 40 45 Stream Type = Be
350
400
Axiom Environmental, Inc.
NOTES/REVISIONS II
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Profile (Reference Reach)
Title:
Save = 0.0167 rise/run Chemtronics
Svalley = 0.0172 rise/run Reference Reach
Sriffle = 0.0228 (0.0156 - 0.0468) rise/run Dimension, Pattern,
Spool = 0.0006 (0 - 0.0080) rise/run and Profile
Srun = 0.0217 (0.008 - 0.0737) rise/run
Sglide = 0.0039 (0 - 0.0149) rise/run
Water Surface
Channel Bed
Scale:
NA
Date:
Nov 2017
Project No.:
17-008

UT 3
UT 3
Mitigation Lcgcnd
Stream Restoration
Stream Enhancement I
Stream Enhancement II
UT 5�
T 3C
4B
T 4A
Axiom Environmental, Inc.
NOTESIREVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
8A Restoration
Plan
r HA
Scale: FIGURE NO.
AS SHOWN
Date:
March 2018
Project bio.: 7
17-008

7C
7D
7E
F
7A
7H
Stonrrwater catchment ire
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Drop Structure
Proposed Crossing
Marsh Treatment Area
Proposed Drain Tile
Utility
Cross Vane
Log Vane
Existing Wetland
... • Tree Avoidance Area
Footpath
J'pond,lieg
Lea e Dam with
Hemrocks
istin Forebay research area.
�!iwl
Pon
tr.raa litestoratr
Sta 04+92
Elev 2161.50
Axiom Environmental, Inc.
NOTES/REVISIONS
1 � 1t4AlAVVN 1t4 aff Al4fl_
�I Darn to Match
�ll 1
L
Project:
I� Start Restoration
Warren Wilson
Sta 00+09 College
Elev at grade
JI (approx 2141.66) Mitigation Site
-�
Buncombe Count
_ North Carolina
Mitigation Legend
--� Stream Restoration TiVe:
Stream Enhancement I
Stream Enhancement II Restoration
Plan
scale. FIGURE NO.
AS SHOWN
Date
1 0 100 200 March 2018
JPrGject No.: 7A
SCALE IN FEET 17-008

❑,
7A
771
Flo
20 ft outside of easement
and non-credit+generating.
UT I B -
Start Enhance II.
Sta 01+09 Y
Mitigation Legend
Strearn Restoration
Stream Enhancement I
Stream Enhancement II
Move Powerline
Pig
Pond
UT 2 R
s
Hog Bottom
\\yL
UT IB
End Enhance 11
UT IC
Start Restoration
Sta 01+22
!, Elev at Grade
AN
A�
1
UT IC
End Restoration
Sta 07+06
Elev at grade
AS
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channei
Drop Structure
Proposed Crossing
Marsh Treatment Area
Proposed Drai:i Tile
utility
Cross Vane
Log Vane
Existing Wetland
.... Tree Avoidance Area
Footpath
0 100 2010
SCALE IN FEET
Axiom Environmental, Inc.
NOTES/REVISIONS
Project
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title'
Restoration
Plan
Scale: FIGURE NO.
AS SHOWN
Date:
March 2018
Project No.: 7B
17-008

W
7D
7F
7H
7c
V ANN"
UT 3C
End Enhance I
Sta 22+25 UT 3B
Elev 2172.91 End Restoration
UT 3C
Start Enhance 1
20 ft outside of easement Sta 21+66
and non-credit generating. Elev 2172.07 -
Easement
Major Topographic Line
1 ' Minor Topographic Line
' Proposed Design Channel
Drop Structure
Proposed Crossing
Marsh Treatment Area
Proposed Drain Tile
Utility
4 Cross Vane
0 Log Vane
Existing Wetland
- Tree Avoidance Area
Little-_ Clip man's ... - Footpath
7A Berea ,
Mitigation Legend
Stream Restoration
Stream Enhanceme
0
20 ft outside of eas-eiii6m
and non-credit generatmg�
UT 4A`,
End Restoration
- UT 4B
Start Enhance I1
Sta 02+33
Elcv 2160.76
UT 4B
End Enhance 11
Sta 04+75
0 100 204
SCALE IN FEET
Axiom Environmental, Inc. I
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Restoration
Plan
Scale' FIGURE NO.
AS SHOWN
Date -
March 2418
Project No.: 7C

1
7C
7D
7E 7F
71-1 -
7'
1
1
A 1
Mitigation Legend
Stream Restoration
Stream Enhancement I
Stream Enhancement 1 [ _
W011
UT 4A -
RestoTation
Sta 00+00
lev 2153.99
Little
Berea
20 ft outside of easement
hk and non-credit generating
UT 4A Axiom Environmental, Inc.
End Restoration
UT 4B
Start Enhance II
Sta 42+33
Elegy 2160.76
Ep
" Easement
a
Major Topographic Line
l . Minor Topographic Line
Proposed Design Channel
Drop Structure
Proposed Crossing
Marsh Treatment Area
1 Proposed Drain Tile
Utility
7 Cross Vane
■ Log Vane
Existing Wetland
.... Tree Avoidance Area
Footpath
-
t � is
UT 3A
End Enhance II
UT 3B
Start Restoration
Sta 00+50
Elev 2141.77
UT I
Start Enhance 11
Sta 00+05 0 100 200
SCALE IN FEET
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Restoration
Plan
scale. FIGURE NO.
AS SHOWN
Date -
March 2818
Project No., 7D
17-008

Mitigation Legend
Stream Restoration
Stream Enhancement I
Stream Enhancement II
L.UT3D­
Enid Reswratioix
tsar nce iI
to edra
'• ` - � +00
E1ev at grade grade
UT 3D
Start Restoration
Sta OW 00
Eley atZ adc
I
7C
7U
7E I 17F
Axiom Environmental, Inc.
Stokes
Field
Sta 08+34 ti
Elegy at rade
--- _ -.. itsidc of case cnt r
d i n -credit generating, ;<
UT 3F �jlfC0
End Restoration Bank Slabilization I
UT 3G
Start Enhance !I Approx. 35 ft of +r'
Sta 09+60 Bank StalliliZiu
Elev at grade f
,, i t'
'-
r ' Approx. ?5 it of
RcmoGc Large Bank Stabilization.' Ij't
Approx. 150 ft of �1
Bank StabjbZation.'
Easement
0. Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Drop Structure
Proposed Crossing
Marsh Treatment Area
Proposed Drain Tile
�,. utility
k 7 Cross Vane
Log Vane
Existing Wetland
Tree Avoidance Area
Footpath
a 100 200
SCALE EN FEET
Project
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Restoration
Plan
scale.
FIGURE NO.
AS SHOWN
Date -
March 2018
7E
Project No.:
17_008
UI'3G
End Enhance I1
Approx, 25 ft of
Sta 16+81
f Bank Stabilization
RcnnaVx Large
Remove Largo
Tree
'Free c Approx_ 35 ft of
'
crrtove Large Tree
Bank Stabilization
Stokes
Field
Sta 08+34 ti
Elegy at rade
--- _ -.. itsidc of case cnt r
d i n -credit generating, ;<
UT 3F �jlfC0
End Restoration Bank Slabilization I
UT 3G
Start Enhance !I Approx. 35 ft of +r'
Sta 09+60 Bank StalliliZiu
Elev at grade f
,, i t'
'-
r ' Approx. ?5 it of
RcmoGc Large Bank Stabilization.' Ij't
Approx. 150 ft of �1
Bank StabjbZation.'
Easement
0. Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Drop Structure
Proposed Crossing
Marsh Treatment Area
Proposed Drain Tile
�,. utility
k 7 Cross Vane
Log Vane
Existing Wetland
Tree Avoidance Area
Footpath
a 100 200
SCALE EN FEET
Project
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Restoration
Plan
scale.
FIGURE NO.
AS SHOWN
Date -
March 2018
7E
Project No.:
17_008

7C
7D
7E 7F
31 ft outside of easement
and non-credit generating.
Tree Avoidance
Area
End Restoration i
at pipe outfall
Sta 11+58 -
Elev 2134.30
1
Channel at
Grade (approximate)
Ball
i Field
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Drop Structure
Proposed Crossing
Marsh Treatment Area
Proposed Drain Tile
Utility
Cross Vane
Log Vane
Existing Wetland
... • Tree Avoidance Area
Footpath
¢ UT 5A
Encs Enhancement II
UT 513 Mitigation Legend
Start Restoration Stream Restoration
Sta 00+on Stream Enhancement I
Elev At Cir e °Stream Enhancement II
r UT 5A `
nhanc ent II
Sta 00 Q 100 2E1Q
Mot-
- l
- SCALE IN FEET
Axiom Environmental, Inc.
NOTES/REVISIONS
Project,
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title'
Restoration
Plan
Scale-.
FIGURE NO.
AS SHOWN
Date:
March 2418
7F
Project No-:
17-008

7
7C
7D
7F
UT 6C
End Enhance II
Sta 21+43
Elev at grade
Reach proposed as Restoration
to allow for upstream pipe
tie in and downstream channel
relocation. Channel invert will
be raised and floodprone area
width will be more than doubled,
with resultant Gb-type channel
converted to Cb -type channel.
Mitigation Legend
Stream Restoration UT 7A
End Restoration
Stream Enhancement I
+85
Stream Enhancement 11 Sta 1
Elev 2139.509.50
(Armor pipe outfall)
UT 6B
End Restoration
UT 6C
Start Enhance II
Sta 16+48
Elev 2118.40
Install Channel Plug `
and Backfill to
Match Floodplain
Elevations
S -Field
Piped Crossing
20 feet outside of easement
and non-credit generating.
Big
Bottom
Field..
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Drop Structure
Proposed Crossing
1� Marsh Treatment Area
/r Proposed Drain Tile
Utility
f 7 Cross Vane
Log Vane
Existing Wetland
• Tree Avoidance Area
Footpath
1 End credit generation o o
at property line. ff i
Sta 1 9+40 I F
AW
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Restoration
Plan
Scale
FIGURE NO.
AS SHOWN
Date.-
ate:March
March2018
7G
Project No.:
17-008

_mart -Enka
Sta 00+08
nd Cnha
J Sta 01+63
J Elev 2110.30
UT 613
Start Restoration
Sta 02+16
1
11/ I /
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Drop Structure
Proposed Crossing
Marsh Treatment Area
Proposed Drain Tile
Utility
'1 Cross Vane
Log Vane
Existing Wetland
... • Tree Avoidance Area
1 Footpath
II
7C
7D
7E 7F
20 ft outside of casement
and non-credit generating.
711
7G
Big Bottom
7A
7I
Add Drain Tile
S -Field and Backfill
Mitigation Legend
Stream Restoration
Stream Enhancement I
Stream Enhancement I1
UT 6B
End Restoration
UT 6C
Start Enhance 11
Sta 16+48
Elev 2118.00
o 100 200
SCALE IN FEET
Axiom Environmental, Inc.
Project -
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Restoration
Plan
Scale-. FIGURE NO.
AS SHOWN
Late:
March 2018
Project Flo.: 7 HI
17-008

7C
7D
UT 8A
Start Res ation
Sta +18
7E 7F
Big Start Resto T
Sta 00
7H Bottom E1ev 2119
Add Drain Tile 71 Field
and Backfill
7G
S -Field
Install Channel Plug
and Backfill to
Match Floodplain
Elevations
ion
0
.5
36 ft outside of easement
and non-credit generating.
Easement
Major Topographic Line
Minor Topographic Linc
Proposed Design Channel
Drop Structure
Proposed Crossing
Marsh Treatment Area
Proposed Drain Tile
Utility
Cross Vane
Log Vane
Existing Wetland
.... • Tree Avoidance Area
Footpath
Piped Crossing UT SA
20,feet outside pf easement End Restoration
and non-credit generating. Sta 10+65
Elev2124.98
x I ,- s!
S
1
Top Drop St cture
Sta 00+43
Elev 2118.21 ft
I*.*\\ 1) FoField
Axiom Environmental, Inc.
38 ft outside of_ crit
and non-credit generating.
1
Remove Fill and
Grade to Floodplain
Elevation.
Mitigation Legend
Stream Restoration
�.. Stream Enhancement 1
Stream Enhancement 11
a
200
Project-
Warren
rojectWarren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Restoration
Plan
scale. FIGURE NO.
AS SHOWN
Date:
March 2018
Project Flo.: 71
17-0D$

TYPICAL CHANNEL PROFILE
NOTES:
1. POOL -TO -POOL SPACING IS MEASURED FROM
CENTER OF POOL BEND TO CENTER OF POOL BEND.
TAIL OF
RIFrLC
DESIGN
CHANN
TYPICAL CHANNEL PLAN VIEW
CHANNEL PLAN VIEW NOTES:
1. THE CONTRACTOR SHALL LAYOUT THE CHANNEL ALIGNMENT BY LOCATING
THE RADII AND SCRIBING THE CENTER LINE FOR EACH POOL BEND_ THE
CONNECTING TANGENT SECTIONS SHALL COMPLETE THE LAYOUT OF THE CHANNEL.
2. FIELD ADJUSTMENTS OF THE ALIGNMENT MAY BE REQUIRED TO SAVE TREES
OR AVOID OBSTACLES. THE STAKE -OUT SHALL BE APPROVED BY THE CONSTRUCTION
MANAGER BEFORE CONSTRUCTION OF THE CHANNEL.
PROPOSED
FLOODPLAIN
MAX. 1'.1 SLOPE
TYPICAL POOL CROSS-SECTION
CHANNEL CONSTRUCTION NOTES:
1. MATERIAL EXCAVATED FROM CHANNELAND FLOODPLAIN SHALL BE
USED TO BACKFILL EXISTING CHANNEL.
2. BANK PROTECTION SHALL CONSIST OF NATURAL COIR FIBER MATTING.
3. THE CONTRACTOR SHALL SUPPLY BED MATERIAL FOR THE ENTIRE BED
LENGTH OF EACH RIFFLE SECTION. THE BED MATERIAL SHALL CONSIST OF
A MIX OF CLASS AAND SMALLER STONE.
15' MIN.
W bkf
VAI I FY
S16ESLOPELIVE
REACH
WILLOW
Wbot ft. Drill ft. Dthal ft.
D ool ft.
Wool ft.
STAKES
UT 1
10.0
COIR FIBER
1.4
-T-
1.0
CRO510N
PROPOSFD
lll� _ 3
2.2
CONI ROL MAI IING
FLOODPLAIN
=III=III=III_
9.3
D1a9S A aOL'
1.3
=1I=111=1 I 1=1
=1 L=1 1-111-11111-111
-� � �-i it i_ ' ' 1 I
- Cobblo Stonc�
--
'I=. LL
1T11T_-
-I 1-I I
2:1
In
❑
1.0
BANK SI OPE
_J
3.8 0.6 0.1
0.9
EXTEND STONE
n
Wlhal
UT 8
7.1
BED MATFRIAIUP
1.0
7.8
1.0
CHANNELBANK
10 113 D rifl
W bot
TYPICAL RIFFLE CROSS-SECTION
PROPOSED
FLOODPLAIN
MAX. 1'.1 SLOPE
TYPICAL POOL CROSS-SECTION
CHANNEL CONSTRUCTION NOTES:
1. MATERIAL EXCAVATED FROM CHANNELAND FLOODPLAIN SHALL BE
USED TO BACKFILL EXISTING CHANNEL.
2. BANK PROTECTION SHALL CONSIST OF NATURAL COIR FIBER MATTING.
3. THE CONTRACTOR SHALL SUPPLY BED MATERIAL FOR THE ENTIRE BED
LENGTH OF EACH RIFFLE SECTION. THE BED MATERIAL SHALL CONSIST OF
A MIX OF CLASS AAND SMALLER STONE.
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
PROPOSED DIMENSION,
PATTERN, AND PROFILE
Scale: NA FIGURE NO.
Date: ^
March 2018 (j.J�
Project No.:
17-008
CROSS-SECTION DIMENSIONS
REACH
Wbkf ft.
Wbot ft. Drill ft. Dthal ft.
D ool ft.
Wool ft.
Wthal ft.
UT 1
10.0
5.6 1.0 0.1
1.4
11.0
1.0
UT3
16.0
9.2 1.6 0.1
2.2
17.6
1.0
UT 4 and 7
9.3
5.3 0.9 0.1
1.3
102
1.0
UT5
8.2
4.6 0.8 0.1
1.1
9.0
1.0
UT 6
6.6
3.8 0.6 0.1
0.9
72
1.0
UT 8
7.1
3.9 0.7 0.1
1.0
7.8
1.0
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
PROPOSED DIMENSION,
PATTERN, AND PROFILE
Scale: NA FIGURE NO.
Date: ^
March 2018 (j.J�
Project No.:
17-008

#57 STONE
CLASS W F
NATIVE CH
MATERIAL
LOG CROSS VANE
SCALE:NTS
PLAN VIEW
NOTES:
L 1. HEADER AND FOOTER LOGS SHALL BE A MINIMUM OF 18"
DIAMETER AND SHALL BE A HARDWOOD SPECIES.
(FOOTER LOG MAY BE SUBSTITUTED WITH PINE)
2. A DOUBLE FOOTER LOG MAY BE REQUIRED IN SAND BED
STREAMS.
3. ALL STONES ARE TO BE STRUCTURE STONES.
4. FILTER FABRIC SHALL BE PLACED ON THE UPSTREAM SIDE
OF THE STRUCTURE TO PREVENT WASHOUT OF SEDIMENT
THROUGH LOG GAPS. FILTER FABRIC SHALL EXTEND
FROM THE BOTTOM OF THE FOOTER TO THE FINISHED GRADE
ELEVATION AND SHALL BE PLACED THE ENTIRE LENGTH OF THE
STRUCTURE.
5. PERPENDICULAR ROOTWAD LOGS ARE REQUIRED IF THE LOG
VANE ARM DOES NOT HAVE A ROOTBALL TO TIE INTO THE BANK.
"' A -A iii �•iq HEADER LOG
7� A COIR LOG —
CLASS W RIP RAP I
NATIVE CHANNEL
MATERIAL
EXISTING TOP OF BANK CH STONE / NATIVE
GROUND rHEADER LOG (BANKFULL) "_GROUND CHANNEL MATERIAL
j COIR LOG
BACKFILLED AND COMPACTED- FILTER J"
WITH #57 STONE AND T 'iPOOL I� FABRIC J
CLASS RIP RAP /NATIVE <�9�F� FOOTER LOG
CHANNEL MATERIAL
STREAMBED FILTER FABRIC SECTION A -A
ELEVATION FOOTERLOG
SECTION B -B
REACH
ARM LENGTH (FT.)
CHANNEL DEPTH (FT.)
UT1and 7
8
1.0-1.1
UT 5, 6,and 8
7
0.7-0.9
UT 3
12
1.7
NOTE:
HEADER AND FOOTER STONES ARE LARGE, ANGULAR BOULDERS
MEASURING A MINIMUM OF 24" ALONG THE SHORTEST DIMENSION.
r
CHANNEL CHANNEL
BANK I I BANK
FILTER I,,—
I� I
X -4
PLAN VIEW
SCOUR
TOP OF BANK
(BANKFULL)
ELEVATION
Tz otP
\
A
\
CHANNEL `
BANK �t
I
I
LARGE
STONE
/
/
SCOUR /
HOLE /
/ 1 (I
NOTE:
FILTER FABRIC TOED IN AND DRAPED
ON UPSTREAM SIDE OF LOG VANE
PRIOR TO BACKFILL.
TOP OF BANK
\
\
\ CHANNEL
BANK
PLAN VIEW
SCALE: N.T.S.
A
LOG VANE
FILTER
FABRIC
LARGE
STONE
EXIST.
\ CHANNEL / CROSS-SECTION A -A
\ HEADER rn
\ STONE SCALE: N.T.S.
w „;,,
%s'r' v7fkv ; '�i„�, .I (�_„�,; ;; 'i.'•F;; _:: TOP OF BANK
FOOTER BANKFULL _ _ _ _ _ _ _
— — — — — 10-1s° — —
ELEVATION A -A STONE
FLOWS
N
GPM I PMr.TH BOTTOM OF CHANNEL
BACK FILL
TO GRADE
EXIST.
GROUND
ROCK FILL
(#57 STONE)
WHERE NEEDED
TYPICAL CROSS -VANE
PROFILE B -B
FILTER FABRIC
LARGE
STONE
t %
LOG VANE
FILTER
FABRIC
NOTE:
FILTER FABRIC TOED IN AND DRAPED
PROFILE B -B ON UPSTREAM SIDE OF LOG VANE
SCALE: N.T.S. PRIOR TO BACKFILL.
TYPICAL LOG VANE
OF
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
TYPICAL
STRUCTURE
DETAILS
Scale: FIGURE NO.
NO SCALE
Date: A
March 2018
Project No.:
17-008
• F
I� I
X -4
PLAN VIEW
SCOUR
TOP OF BANK
(BANKFULL)
ELEVATION
Tz otP
\
A
\
CHANNEL `
BANK �t
I
I
LARGE
STONE
/
/
SCOUR /
HOLE /
/ 1 (I
NOTE:
FILTER FABRIC TOED IN AND DRAPED
ON UPSTREAM SIDE OF LOG VANE
PRIOR TO BACKFILL.
TOP OF BANK
\
\
\ CHANNEL
BANK
PLAN VIEW
SCALE: N.T.S.
A
LOG VANE
FILTER
FABRIC
LARGE
STONE
EXIST.
\ CHANNEL / CROSS-SECTION A -A
\ HEADER rn
\ STONE SCALE: N.T.S.
w „;,,
%s'r' v7fkv ; '�i„�, .I (�_„�,; ;; 'i.'•F;; _:: TOP OF BANK
FOOTER BANKFULL _ _ _ _ _ _ _
— — — — — 10-1s° — —
ELEVATION A -A STONE
FLOWS
N
GPM I PMr.TH BOTTOM OF CHANNEL
BACK FILL
TO GRADE
EXIST.
GROUND
ROCK FILL
(#57 STONE)
WHERE NEEDED
TYPICAL CROSS -VANE
PROFILE B -B
FILTER FABRIC
LARGE
STONE
t %
LOG VANE
FILTER
FABRIC
NOTE:
FILTER FABRIC TOED IN AND DRAPED
PROFILE B -B ON UPSTREAM SIDE OF LOG VANE
SCALE: N.T.S. PRIOR TO BACKFILL.
TYPICAL LOG VANE
OF
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
TYPICAL
STRUCTURE
DETAILS
Scale: FIGURE NO.
NO SCALE
Date: A
March 2018
Project No.:
17-008

Wetland
PRS
SECTION A -A
Side SM. a[ 81
MARSH TREATMENT AREA
Axiom Environmental, Inc.
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
TYPICAL
STRUCTURE
DETAILS
NO SCALE
Date,
March 2018
Project No.:
17-008
FIGURE NO.

10E
r
M
t
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Montane Alluvial Forest = 10.88 Acres
Stream -side Assemblage = 7.23 Acres
Marsh Treatment Area = 0.1 Acre
Vegetation Association
Monotone Alluvial
Forest*
Stream -side
Assemblage**
Marsh Treatment Area**
TOTAL
Area (acres)
12.29
7.25
0.1
19.64
Species
# planted* % oftotal
# planted* % oftotal
# plantcdk*
% oftotal # planted
Riverbirch (Betula nigra)
836
10
1972
10
--
—
2808
Ironwood (Carpinus caroliniana)
418
5
--
--
--
—
418
Buttonbush (Cepha/anthus occidentalis)
--
--
--
--
54
20
54
Sweet pepperbush (Clethra a/nifolia)
--
—
--
--
41
15
41
Silky dogwood (Cornus amomum)
836
10
2958
15
54
20
3848
Persitntnon (Diospyros virginiana)
418
5
--
--
--
—
418
Cxeen ash(Fraxinuspennsylvanica)
836
10
2958
15
--
—
3794
Tulip poplar(Liriodendron tulipifera)
836
10
--
--
--
—
836
Sycamore (P/atanus occidentalis)
1671
20
3944
20
--
—
5615
Black willow (Salix nigra)
—
—
1972
10
27
10
1999
White oak (Quercus alba)
1254
15
2958
15
--
—
4212
Wateroak(Quercusnigra)
1254
15
2958
15
--
—
4212
Elderberry (Sambucus canadensis)
--
--
--
--
41
15
41
Blueberry(Vacciniumcorymbosum)
--
--
--
--
27
10
27
Possumbaw(Viburnum nudum)
--
--
--
--
27
10
27
TOTAL
8357
100
19720
100
272
100
28349
* Planted at a density of 680 stems/acre.
** Planted at a density of 2720 stems/acre.
0 100 zoo
SCALE IN FEET
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Planting
Plan
Scale: FIGURE NO.
As Shown
Date: 10A
March 2018
Project No.:
17-008

Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Montane Alluvial Forest = 10.88 Acres
Stream -side Assemblage = 7.23 Acres
Marsh Treatment Area = 0.1 Acre
Vegetation Association
Mountane Alluvial
Forest*
Streamside
Assemblage**
Marsh Treatment Area**
TOTAL
Area (acres)
12.29
7.25
0.1
19.64
Species
# planted* % oftotal
# planted* % oftotal
# planted"
'% oftotal
# planted
River birch (Betula nigra)
836
10
1972
10
--
--
2808
Ironwood(Carpinus caroliniana)
418
5
--
--
--
--
418
Buttonbush (Cephalanthus occidentalis)
--
--
--
--
54
20
54
Sweet pepperbush (Clethra alnifolia)
--
--
--
--
41
15
41
Silky dogwood (Cornus amomum)
836
10
2958
15
54
20
3848
Persimmon (Diospyros virginiana)
418
5
--
--
--
--
418
Green ash (Fra inuspennsylvanica)
836
10
2958
15
—
--
3794
Tulip poplar (Liriodendrontulipifera)
836
10
--
--
—
--
836
Sycamore (Platanus occidentalis)
1671
20
3944
20
—
--
5615
Black willow (Salix nigra)
--
--
1972
10
27
1 10
1999
White oak (Quercus alba )
1254
15
2958
15
—
--
4212
Water oak (Quercus nigra)
1254
15
2958
15
—
--
4212
Elderberry (Sambucus canadensis)
--
--
--
--
41
15
41
Blueberry (Vacciniumcorymbosum)
--
--
--
--
27
10
27
Possumhaw(Viburnum nudum)
--
—
--
—
27
10
27
TOTAL.
8357
100
19720
100
1 272
1 100
28349
* Planted at a density of 680 stems/acre.
** Planted at a density of 2720 stems/acre.
(f
0
c too zoo
SCALE IN FEET
Axiom Environmental, Inc.
NOTES/REVISIONS I I
I
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Planting
Plan
Scale: FIGURE NO.
As Shown
Date: 1 OB
March 2018
Project No.:
17-008

Vegetation Association
Mountane Alluvial
Forest*
Stream ­side
Assemblage—
Marsh Treatment Area—
TOTAL
Area(acres)
12.29
7.25
0.1
19.64
Species
# planted* % of total
# planted* % of total
# planted**
% of total
# planted
River birch (Betula nigra)
836
10
1972
10
—
--
2808
Ironwood(Carpinus caroliniana)
418
5
--
--
—
--
418
Buttonbush (Cephalanthus occidentalis)
--
--
--
—
54
20
54
Sweet pepperbush(Clethra alnifolia)
--
--
--
--
41
15
41
Silky dogwood (Cornus amomum)
836
10
2958
15
54
20
3848
Persimmon (Diospyros virginiana)
418
5
--
--
—
--
418
Green ash (Fra inuspennsylvanica)
836
10
2958
15
—
--
3794
Tulip poplar (Liriodendron tulipifera)
836
10
--
--
—
--
836
Sycamore (Platanus occidentalis)
1671
20
3944
20
—
--
5615
Black willow (Salix nigra)
1 1972
10
27
10
1999
White oak (Quercus alba )
1254
15
2958
15
—
--
4212
Water oak (Quercus nigra)
1254
15
2958
15
1—
--
4212
Elderberry (Sambucus canadensis)
--
--
--
--
41
15
41
Blueberry (Vacciniumcorymbosum)
--
--
--
—
27
10
27
Possumhaw(Viburnum nudum)
--
--
--
--
27
10
27
101A1.
8357
100
19720
100
272
10
28349
* Planted at a density of 680 stems/acre. — .) J
**Planted at a density of 2720 stems/acre.
10-' ��•/� //
N
1
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Montane Alluvial Forest = 10.88 Acres
Stream -side Assemblage = 7.23 Acres
Marsh Treatment Area = 0.1 Acre
0\6
Axiom Environmental, Inc.
NOTES/REVISIONS I I
Project:
c-
- Warren Wilson
IOB College
1 Mitigation Site
Buncombe County
North Carolina
0 100
SCALE IN
0 1
Title:
Planting
Plan
Scale: FIGURE NO.
As Shown
Date: 10C
March 2018
Project No.:
17-008

10B
10C
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Montane Alluvial Forest = 10.88 Acres
Stream -side Assemblage = 7.23 Acres
Marsh Treatment Area = 0.1 Acre
Vegetation Association
Mountane Alluvial
Forest*
Stream -side
Assemblage—
Marsh Treatment Area—
TOTAL
Area (acres)
12.29
7.25
0.1
19.64
Species
# planted* % oftotal
# planted* % oftotal
# planted—
% oftotal
# planted
Riverbirch (Betula nigra)
836
10
1972
10
--
--
2808
Ironwood(Carpinus caroliniana)
418
5
–
--
--
--
418
Buttonbush(Cephalanthus occidentalis)
--
--
–
--
54
20
54
Sweet pepperbush(Clethra a/nifolia)
--
--
–
--
41 1
15
41
Silky dogwood (Cornus amomum)
836
10
2958
15
54
20
3848
Petsitntnon (Diospyros virginiana)
418
5
–
--
--
--
418
Green ash(Fraxinuspennsylvanica)
836
10
2958
15
--
--
3794
Tulip poplar(Liriodendron tulipifera)
836
10
–
--
--
--
836
Sycamore (P/atanus occidentalis)
1671
20
3944 1
20
--
--
5615
Black willow (Salix nigra)
--
--
1972
10
27 1
10
1999
White oak (Quercus alba)
1254
15
2958
15
--
--
4212
Water oak (Quercus nigra)
1254
15
2958
15
–
--
4212
Elderberry (Sambucus canadensis)
--
--
–
--
41
15
41
Blueberry(vacciniumcorymbosum
–
–
–
–
27
10
27
Possumhaw(Viburnum nudum)
--
--
–
--
27
10
27
TOTAL
8357
100
19720
100
272
loo
28349
* Planted at a density of 680 stems/acre.
** Planted at a densitv of 2720 stems/acre.
0 100
SCALE IN
200 1
Axiom Environmental, Inc.
NOTES/REVISIONS I I
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Planting
Plan
Scale: FIGURE NO.
As Shown
Date: 10D
March 2018
Project No.:
17-008

YJ
1�
I-
N,
Vegetation Association
Mountmre Alluvial
Forest*
Stream�ide
Assemblage—
ssemblage*xArea(acres)
Mars h Treatment Area**
TOTAL
Area (acres)
12.29
7.25
0.1
19.64
Species
#planted* % of total
#planted* % of total
#planted**
% oftotal
#planted
River birch (Betula nigra)
836
10
1972 10
—
--
2808
Ironwood(Carpinus caroliniana)
418
5
-- --
—
--
418
Buttonbush (Cephalanthus occidentalis)
--
—
-- --
54
20
54
Sweet pepperbush (Clethra alnifolia)
--
—
-- --
41
15
41
Silky dogwood (Cornus amomum)
836
10
2958 15
54
20
3848
Persimmon (Diospyros virginiana)
418
5
-- --
—
--
418
Gwen ash (Fra inuspennsylvanica)
836
10
2958 15
—
--
3794
Tulip poplar (Liriodendron tulipifera)
836
10
-- --
—
--
836
Sycamore (Platanus occidentalis)
1671
20
3944 20
—
--
5615
Black willow (Salix nigra)
--
--
1972 10
27
10
1999
White oak (Quercus alba)
1254
15
2958 15
—
--
4212
Water oak (Quercus nigra)
1254
15
2958 15
—
--
4212
Elderberry (Sambucus canadensis)
--
--
-- --
41
15 1
41
Blueberry (Vacciniumcorymbosum)
--
--
-- --
27
10
27
Possumhaw(Viburnum nudum)
--
--
-- --
27
10
27
TOT
8357 1
IOU
1 19720 1 100
272
100
28349
* Planted at a density of 680 stems/acre.
** Planted at a density of 2720 stems/acre.
I
Ir
o�
0
•
10B
l0A
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Montane Alluvial Forest = 10.88 Acres
Stream -side Assemblage = 7.23 Acres
Marsh Treatment Area = 0.1 Acre
100
SCALE IN FEET
200
Axiom Environmental, Inc.
NOTES/REVISIONS
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Planting
Plan
Scale: FIGURE NO.
As Shown
Date: 10E
March 2018
Project No.:
17-008

IC
.ft
UT 1
E
%r Axiom Environmental, Inc.
re
Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Proposed Cross Section Location
■ Proposed Vegetation Plot Location
Q Groundwater Gauge
MINES
0 100 200
iii
SCALE IN FEET
NOTES/REVISIONS 11
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Monitoring
Plan
Scale: FIGURE NO.
As Shown
Date: 11A
March 2018
Project No.:
17-008

1 1 B
J
Axiom Environmental, Inc.
11C 11D 11A
11E f
RESTORATION
SYSTEMS I LLC
c
NOTES/REVISIONS
0
Easement
Major Topographic Line �•
Minor Topographic Line c t
Proposed Design Channel"
Proposed Cross Section Location i
■ Proposed Vegetation Plot Location
O Groundwater Gauge
! A� Project:
Warren Wilson
College
U 3
Mitigation Site
� T
Buncombe County
North Carolina
Title:
Monitoring
Plan
\ � l
l\ Scale: FIGURE NO.
As Shown
Date:
._ March 2018
11B
Project No.:
17-008
SCALE IN FEET

Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Proposed Cross Section Location
■ Proposed Vegetation Plot Location
Q Groundwater Gauge
N
1
UT 3
0
100
SCALE IN
Axiom Environmental, Inc.
NOTES/REVISIONS I I
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Monitoring
Plan
Scale: FIGURE NO.
As Shown
Date: 1 C
March 2018
Project No.:
17-008

Easement
Major Topographic Line
Minor Topographic Line
Proposed Design Channel
Proposed Cross Section Location
■ Proposed Vegetation Plot Location
Q Groundwater Gauge
J
■
d
lAxiom Environmental, Inc.
RESTORATION
SYSTEMS I LLC
NOTES/REVISIONS
0 100 200
SCALE IN FE
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Monitoring
Plan
Scale: FIGURE NO.
As Shown
Date: 11D
March 2018
Project No.:
17-008

■
UT 6
YJ
X
0
r
Ca
M -
`,
l
1113
OQ
• Axiom Environmental, Inc.
a
11C 11D 11A
d �1
RESTORATION
p oZ Y
SYSTEMS 11C
NOTES/REVISIONS
� C
I • , C
Easement
Major Topographic Line
/ Minor Topographic Line
Proposed Design Channel
Proposed Cross Section Location
■ Proposed Vegetation Plot Location
r1 Q Groundwater Gauge
UT 8
0 100 11
SCALE IN FEET
Project:
Warren Wilson
College
Mitigation Site
Buncombe County
North Carolina
Title:
Monitoring
Plan
Scale: FIGURE NO.
As Shown
Date: HE
March 2018
Project No.:
17-008

Appendix B
Stream Data
• Table 131. Warren Wilson College Morphological Stream Characteristics
• Existing Stream Cross-section Data
• BEHI & NBS Data
• NC SAM Forms

Table 131. Warren Wilson College Morphological Stream Characteristics
Variables
UT 4 Reference
Dimension Ratios
Chemtronics Ref
UT 1 Existing
Average Water Surface Slope (Save)
UT 1 Proposed
Pattern
Stream Type
0.0167
Eb 4
2.9
Mean:
B 4
Mean:
Cg 4
6.9
Med:
Mean:
Cb 4
2.9
0.0300
Drainage Area (mit)
0.21
0.0400
Mean:
1.04
0.27
0.0457
0.27
Range:
Bankfull Discharge (cfs)
2.7-3.0
29.6
1.3 - 1.5
Range:
69.5
to
27.7
Range:
1.3
to
27.7
Mean:
7.6
Mean:
12.0
Mean:
No distinct repetitive pattern of
17.0
Mean: 0.0029
Mean:
Pool Slope (Spool)
14.0
Range:
Width / Depth Ratio (Wbkf/Dbkf)
Range:
59.8-117.2
riffles and pools due to
staightening activities
Range:
59.8
Dimension Variables
119.6
Belt Width (Wbelt)
Med: 19.0
Med: 14.7
Med: 29.9
Run Slope (Sr„n)
Mean:
Range:
Bankfull Cross -Sectional Area (Abkf)
Range:
6.2
Range:
2.1
16.7
53.2
3.2-7.1
12.0
to
7.1
Med: 29.9
Mean:
Existing Cross -Sectional Area at TOB (Aexisting)
Mean:
6.2
Mean:
16.7
Mean: 0.0039
3.2-97.4
1.5
7.1
Max. Dbkf/ Dbkf Ratio
8.7-29.4
Range:
Mean:
6.8
1 Range:
Mean:
14.0
Mean:
Sinuosity (Sin)
10.9
1.16
Mean:
1.03
10.0
1.3-1.9
Bankfull Width (Wbkf)
1.2 - 1.7
Range:
1.4
to
2.6
Range:
1.2
to
1.7
Mean:
1.0
Mean:
1.0
Range:
5.1-9.4
1.8
Range:
11.3 - 15.8
Range:
2.6
to
19.3
Range:
9.2
to
10.7
Med:
Mean:
0.9
Range:
Mean:
1.2
Mean:
Range:
0.6
Range:
Mean:
Range:
0.7
Range:
Bankfull Mean Depth (Dbkf)
to
5.7
Range:
1.0
to
1.3
Maximum Pool Depth / Bankfull
Mean:
2.5
Mean:
1.8
Mean:
to
2.8
Range:
0.8-1.0
Med: 1.1
Range:
1.0 - 1.4
Range:
0.4
to
1.2
Range:
0.7
to
0.8
2.8
Mean:
1.4
to
Mean:
1.8
Mean:
1.4
1.7
0.7
Mean:
0.8-3.3
1.1
1 Range:
Bankfull Maximum Depth (Dmax)
to
1.1
Width (Wpool/Wbkf)
Range:
0.9-1.8
Range:
0.6-0.7
Range:
0.8
to
1.5
Range:
1.0
Range:
1.3-1.5
Pool Area / Bankfull
Range:
1.7-2.0
Range:
0.6
to
1.7
Range:
0.9
to
1.3
Pool Width (WPool)
Mean:
9.5
Range:
Mean:
9.7
Mean:
Range:
12.7
to
Mean:
Range:
11.0
to
1.5
Range:
6.4-12.5
Range:
9.0 - 10.1
Range:
8.8
to
16.5
Range:
10.0
to
19.9
Maximum Pool Depth (DPool)
Mean:
2.3
Mean:
2.1
Mean:
1.8
Mean:
1.4
Range:
2.0-2.6
Range:
1.9-2.3
Range:
1.8
to
1.8
Range:
1.0
to
1.4
Mean:
20
Mean:
19
Mean:
55
Mean:
55
Width of Floodprone Area (Wfpa)
Range:
15-28
Range:
16.5-22.0
Range:
27
to
75
Range:
25
to
75
Variables
UT 4 Reference
Dimension Ratios
UT 1 Existing
UT 1 Proposed
Average Water Surface Slope (Save)
Pattern
Variables
0.0167
Mean:
2.9
Mean:
1.4
Mean:
Med:
6.9
Med:
Mean:
0.0300
2.9
0.0300
Entrenchment Ratio (WfPa/Wbkf)
Pool to Pool Spacing (LP_P)
0.0400
Mean:
0.0228
Mean:
0.0457
Riffle Slope (Sriffle)
Range:
Range:
2.7-3.0
Range:
1.3 - 1.5
Range:
1.4
to
21.2
Range:
1.3
to
3.0
Mean:
7.6
Mean:
12.0
Mean:
No distinct repetitive pattern of
17.0
Mean: 0.0029
Mean:
Pool Slope (Spool)
14.0
Range:
Width / Depth Ratio (Wbkf/Dbkf)
Range:
59.8-117.2
riffles and pools due to
staightening activities
Range:
59.8
to
119.6
Belt Width (Wbelt)
Med: 19.0
Med: 14.7
Med: 29.9
Run Slope (Sr„n)
Mean:
Range:
5.1-11.8
Range:
8.1 -14.8
Range:
2.1
to
53.2
Range:
12.0
to
16.0
Med: 29.9
Mean:
1.5
Mean:
1.5
Mean:
1.7
Mean: 0.0039
Mean:
1.5
Max. Dbkf/ Dbkf Ratio
8.7-29.4
Range:
10.7-46.1
1
1 Range:
19.9
to
39.9
Sinuosity (Sin)
0.0016-0.0179
1.16
0-0.0149
1.03
Range:
1.3-1.9
Range:
1.2 - 1.7
Range:
1.4
to
2.6
Range:
1.2
to
1.7
Mean:
1.0
Mean:
1.0
Mean:
Pattern Ratios
1.8
Mean:
Riffle Slope/ Water Surface
1.0
Pool to Pool Spacing/
Low Bank Height / Max. Dbkf Ratio
5.5
Med:
3.6
Med:
4.0
Range:
Bankfull Width (LP_P/Wbkf)
Range:
4.0-6.7
Range:
2.1 -5.1
Range:
Range:
Range:
to
Range:
1.0
to
5.7
Range:
1.0
to
1.3
Maximum Pool Depth / Bankfull
Mean:
2.5
Mean:
1.8
Mean:
to
2.8
Meander Width Ratio
Mean:
Med: 1.1
1.9
Range:
Mean Depth (Dpool/Dbkf)
Range:
2.1-2.8
Range:
1.6 - 1.9
Range:
2.8
to
2.8
Range:
1.4
to
2.0
Pool Width / Bankfull
Mean:
1.4
Mean:
0.7
Mean:
0.8-3.3
1.2
1 Range:
Mean:
to
1.1
Width (Wpool/Wbkf)
Range:
0.9-1.8
Range:
0.6-0.7
Range:
0.8
to
1.5
Range:
1.0
to
2.0
Pool Area / Bankfull
Mean:
1.5
Mean:
0.8
Mean:
0.9
Mean:
1.2
Cross Sectional Area
Range:
1.5-1.6
Range:
0.7 - 1.0
Range:
0.8
to
1.0
Range:
1.0
to
1.5
Variables
UT 4 Reference
Chemtronics Ref
UT 1 Existing
UT 1 Proposed
Average Water Surface Slope (Save)
Pattern
Variables
0.0167
0.0294
0.0286
Valley Slope (Svalley)
Med:
37.1
Med:
50.7
0.0300
Med:
0.0300
39.9
Pool to Pool Spacing (LP_P)
0.0400
Mean:
0.0228
Mean:
0.0457
Riffle Slope (Sriffle)
Range:
27.3-45.8
Range:
28.8-70.7
Range:
29.9
to
69.8
Range:
Med: 63.8
Med: 96.3
Med: 84.7
Meander Length (Lm)
0.0286
to
0.0857
No distinct repetitive pattern of
Mean: 0.0006
Mean: 0.0029
Pool Slope (Spool)
Range:
Range:
56.5-76.0
Range:
59.8-117.2
riffles and pools due to
staightening activities
Range:
59.8
to
119.6
Belt Width (Wbelt)
Med: 19.0
Med: 14.7
Med: 29.9
Run Slope (Sr„n)
Mean:
Range:
15.4-25.2
Range:
13.4 - 16.6
Mean:
Range:
15.0
to
39.9
Range:
Med: 15.8
Med: 30.9
Med: 29.9
Radius of Curvature (Ro)
0.0000
to
0.2000
Mean: 0.0032
Mean: 0.0039
Mean: 0.0031
Glide Slope (S91ide)
Range:
8.7-29.4
Range:
10.7-46.1
1
1 Range:
19.9
to
39.9
Sinuosity (Sin)
0.0016-0.0179
1.16
0-0.0149
1.03
1.02
0.0000
1.05
0.0143
Profile Ratios
Pattern Ratios
Riffle Slope/ Water Surface
Mean:
Pool to Pool Spacing/
Med:
5.5
Med:
3.6
Med:
4.0
Range:
Bankfull Width (LP_P/Wbkf)
Range:
4.0-6.7
Range:
2.1 -5.1
1.0
Range:
3.0
to
7.0
Meander Length/
Med: 9.4
Med: 6.9
Med: 8.5
Range:
Bankfull Width (Lm/Wbkf)
Range:
8.3-11.2
Range:
4.3-8.4
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
6.0
to
12.0
Meander Width Ratio
Med: 2.8
Med: 1.1
Med: 3.0
Range:
(Wbelt/Wbkf)
Range:
2.3-3.7
Range:
1.0 - 1.2
0.0
Range:
1.5
to
4.0
Radius of Curvature/
Med: 2.3
Med: 2.2
Med: 3.0
Range:
Bankfull Width (Rc/Wbkf)
Range:
1.3-4.3
Range:
0.8-3.3
0.0
1 Range:
2.0
to
4.0
Profile Variables
Average Water Surface Slope (Save)
0.0226
0.0167
0.0294
0.0286
Valley Slope (Svalley)
0.0262
0.0172
0.0300
0.0300
Mean:
0.0400
Mean:
0.0228
Mean:
0.0457
Riffle Slope (Sriffle)
Range:
0.0090-0.0754
Range:
0.0156 - 0.0468
Range:
0.0286
to
0.0857
Mean: 0.0021
Mean: 0.0006
Mean: 0.0029
Pool Slope (Spool)
Range:
0-0.0243
Range:
0-0.0080
No distinct repetitive pattern of
riffles and pools due to
Range:
0.0000
to
0.0200
Run Slope (Sr„n)
Mean:
0.0075
Mean:
0.0217
staightening activities
Mean:
0.0371
Range:
0-0.3661
Range:
0.008 - 0.0737
Range:
0.0000
to
0.2000
Mean: 0.0032
Mean: 0.0039
Mean: 0.0031
Glide Slope (S91ide)
Range:
0.0016-0.0179
Range:
0-0.0149
Range:
0.0000
to
0.0143
Profile Ratios
Riffle Slope/ Water Surface
Mean:
1.8
Mean:
1.4
Mean:
1.6
Slope (Sriffle/Save)
Range:
0.4-3.3
Range:
0.9-2.8
Range:
1.0
to
3.0
Pool Slope/Water Surface
Mean: 0.1
Mean: 0.04
Mean: 0.10
Slope (Spool/Save)
Range:
0-1.1
Range:
0-0.5
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
0.0
to
0.7
Run Slope/Water Surface
Mean: 0.33
Mean: 1.30
Mean: 1.30
Slope (Sm./Save)
Range:
0-16.2
Range:
0.5-4.4
Range:
0.0
to
7.0
Glide Slope/Water Surface
Mean: 0.14
Mean: 0.20
Mean: 0.11
Slope (S9lide/Save)
Range:
0.07-0.8
Range:
0-0.9
Range:
0.0
to
0.5

Table 131. Warren Wilson Colleqe Morphological Stream Characteristics (continued)
Variables
UT 3 Upper Existing
UT 3 Upper Proposed
UT 5 Existing
UT 5 Existing
UT 5 Proposed
Average Water Surface Slope (Save)
UT 5 Proposed
Pattern
Stream Type
Med:
Eg 4
0.0134
Med:
Ce 4
Mean:
0.0155
2.5
G 3
Mean:
Med:
6.3
Ce 4
Mean:
Pool to Pool Spacing (Lp_p)
Drainage Area (mi)
7.0
1.09
Med: 8.5
12.2
Riffle Slope (Sriffle)
1.09
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range: 6.0
to
0.15
to 111.7
Range:
Range:
0.15
to
57.4
Bankfull Discharge (cfs)
Med: 135.7
75.8
(Wbelt/Wbkf)
Meander Length (Lm)
No distinct repetitive pattern of
75.8
Range:
1.3
to
18.1
Range:
5.4
to
18.1
Range:
1.2
to
1.5
Range:
10.5
to
13.7
Med: 47.9
Mean:
to
8.0
0.0183
Mean:
to 63.8
14.0
Range:
Mean:
to
7.8
0.0000
Mean:
Med: 24.6
Dimension Variables
Radius of Curvature (Ro)
Width / Depth Ratio (Wbkf/Dbkf)
Mean: 0.0016
Mean:
0.0015
Glide Slope (S9lide)
Bankfull Cross -Sectional Area (Abkf)
Range: 31.9
18.2
Range:
16.4
18.2
32.8
Sinuosity (Sin)
Range:
4.8
to
10.9
Range:
4.8
to
16.0
Existing Cross -Sectional Area at TOB (Aexisting)
6.5
39.6-60.4
12.0
Range:
18.2
to
16.0
Profile Ratios
18.7-57.3
1.3
4.8
Mean:
1.5
Mean:
Mean:
12.1
1.4
Mean:
Mean:
16.0
1.5
Mean:
Max. Dbkf/ Dbkf Ratio
6.1
3.0
Mean:
Range:
8.2
Pool Slope/Water Surface
Bankfull WidthW
( bkf)
Mean:
0.10
Slope (Spool/Save)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
0.0
to
0.7
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
Range:
1.2
to
1.5
Range:
1.2
to
Range:
11.5
to
14.1
Range:
14.8
to
17.1
Range:
5.6
to
7.6
Range:
7.6
to
8.8
1.0
Mean:
Mean:
1.5
4.8
Mean:
Mean:
1.1
1.0
Mean:
Low Bank Height / Max. Dbkf Ratio
0.8
Mean:
0.6
Bankfull Mean Depth (Dbkf)
Range:
1.8
to
2.4
Range:
1.0
to
Range:
1.3
to
1.6
Range:
1.1
to
1.2
Range:
0.6
to
0.9
Range:
0.5
to
0.6
1.9
Mean:
Mean:
2.0
1.4
Mean:
Mean:
1.7
1.9
Mean:
Mean Depth (Dpool/Dbkf)
1.2
1.3
Mean:
1.3
0.9
1.4
Bankfull Maximum Depth (Dmax)
2.0
Range:
1.3
to
1.5
Range:
1.4
to
2.0
Pool Width / Bankfull
Mean:
1.4
Mean:
1.1
Range:
1.6
to
2.2
Range:
1.4
to
2.1
Range:
0.8
to
1.3
Range:
0.7
to
1.1
to
Mean:
Range:
16.4
to
Mean:
Range:
17.6
to
Mean:
Pool Area / Bankfull
6.6
Mean:
9.0
Pool Width( Wpool)
Mean:
1.0
Mean:
1.2
Cross Sectional Area
Range:
1.0
to
1.0
Range:
1.0
to
Range:
13.9
to
18.9
Range:
16.0
to
31.9
Range:
5.6
to
7.5
Range:
8.2
to
16.4
Mean:
1.9
Mean:
2.2
Mean:
1.1
Mean:
1.1
Maximum Pool Depth (Dpool)
Range:
1.9
to
1.9
Range:
1.6
to
2.3
Range:
1.0
to
1.2
Range:
0.8
to
1.2
Mean:
29
Mean:
100
Mean:
9
Mean:
100
Width of Floodprone Area (Wfpa)
Range:
19
to
100
Range:
80
to
120
Range:
8
to
9
Range:
80
to
120
Variables
UT 3 Upper Existing
UT 3 Upper Proposed
UT 5 Existing
Dimension Ratios
UT 5 Proposed
Average Water Surface Slope (Save)
0.0146
Pattern
Variables
Med:
4.0
0.0134
Med:
0.0155
Mean:
0.0155
2.5
63.8
Mean:
Med:
6.3
32.8
Mean:
Pool to Pool Spacing (Lp_p)
1.4
7.0
Mean:
Med: 8.5
12.2
Riffle Slope (Sriffle)
Entrenchment Ratio (Wfpa/Wbkf)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range: 6.0
to
Range: 47.9
to 111.7
Range:
Range:
24.6
to
57.4
Med: 3.0
Med: 135.7
Med: 69.7
(Wbelt/Wbkf)
Meander Length (Lm)
No distinct repetitive pattern of
to
Range:
1.3
to
8.3
Range:
5.4
to
7.0
Range:
1.2
to
1.5
Range:
10.5
to
13.7
Med: 47.9
Mean:
to
8.0
0.0183
Mean:
to 63.8
14.0
Range:
Mean:
to
7.8
0.0000
Mean:
Med: 24.6
14.0
Radius of Curvature (Ro)
Width / Depth Ratio (Wbkf/Dbkf)
Mean: 0.0016
Mean:
0.0015
Glide Slope (S9lide)
Range: 31.9
to 63.8
Range:
16.4
to
32.8
Sinuosity (Sin)
Range:
7.3
to
10.9
Range:
12.0
to
16.0
Range:
6.5
to
12.0
Range:
12.0
to
16.0
Profile Ratios
Mean:
1.3
Mean:
1.5
Mean:
1.4
Mean:
Mean:
Slope (Sriffle/Save)
1.5
Range:
Max. Dbkf/ Dbkf Ratio
to
3.0
Range:
1.0 to 3.0
Pool Slope/Water Surface
Mean: 0.10
Mean:
0.10
Slope (Spool/Save)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
0.0
to
0.7
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
Range:
1.2
to
1.5
Range:
1.2
to
1.7
Range:
1.3
to
1.7
Range:
1.2
to
1.7
Mean:
Mean:
Slope (S9lide/Save)
2.0
Range:
Mean:
to
1.0
Mean:
0.0 to 0.5
4.8
Mean:
1.0
Low Bank Height / Max. Dbkf Ratio
Range:
1.8
to
2.4
Range:
1.0
to
1.3
Range:
2.4
to
5.8
Range:
1.0
to
1.3
Maximum Pool Depth / Bankfull
Mean:
1.3
Mean:
1.9
Mean:
1.4
Mean:
1.9
Mean Depth (Dpool/Dbkf)
Range:
1.3
to
1.3
Range:
1.4
to
2.0
Range:
1.3
to
1.5
Range:
1.4
to
2.0
Pool Width / Bankfull
Mean:
1.4
Mean:
1.1
Mean:
1.1
Mean:
1.1
Width (Wpool/Wbkf)
Range:
1.1
to
1.6
Range:
1.0
to
2.0
Range:
0.9
to
1.2
Range:
1.0
to
2.0
Pool Area / Bankfull
Mean:
1.0
Mean:
1.2
Mean:
1.0
Mean:
1.2
Cross Sectional Area
Range:
1.0
to
1.0
Range:
1.0
to
1.5
Range:
1.0
to
1.0
Range:
1.0
to
1.5
Variables
UT 3 Upper Existing
UT 3 Upper Proposed
UT 5 Existing
UT 5 Proposed
Average Water Surface Slope (Save)
0.0146
Pattern
Variables
Med:
4.0
0.0134
Med:
0.0155
4.0
0.0155
Med:
63.8
Range: 3.0
Med:
7.0
32.8
Range:
Pool to Pool Spacing (Lp_p)
to
7.0
Meander Length/
Med: 8.5
Med: 8.5
Riffle Slope (Sriffle)
Bankfull Width (Lm/Wbkf)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range: 6.0
to
Range: 47.9
to 111.7
Range:
Range:
24.6
to
57.4
Med: 3.0
Med: 135.7
Med: 69.7
(Wbelt/Wbkf)
Meander Length (Lm)
No distinct repetitive pattern of
to
4.0
No distinct repetitive pattern of
Range:
1.5
to
4.0
Radius of Curvature/
riffles and pools due to
staightening activities
Range: 95.8
to 191.5
riffles and pools due to
staightening activities
Range:
49.2
to
98.4
Belt Width (Wbeit)
Med: 47.9
Med: 24.6
to
4.0
0.0183
Range: 23.9
to 63.8
Mean:
Range:
12.3
to
32.8
0.0000
Med: 47.9
Med: 24.6
Radius of Curvature (Ro)
0.0000 to 0.0935
Mean: 0.0016
Mean:
0.0015
Glide Slope (S9lide)
Range: 31.9
to 63.8
Range:
16.4
to
32.8
Sinuosity (Sin)
1.06
1.10
1.05
0.0000 to 0.0067
1.10
Pattern Ratios
Average Water Surface Slope (Save)
0.0146
Pool to Pool Spacing/
0.0141
Med:
4.0
0.0134
Med:
0.0155
4.0
0.0155
Bankfull Width (Lp_p/Wbkf)
0.0147
Range: 3.0
to
7.0
Range:
3.0
to
7.0
Meander Length/
Med: 8.5
Med: 8.5
Riffle Slope (Sriffle)
Bankfull Width (Lm/Wbkf)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range: 6.0
to
12.0
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
6.0
to
12.0
Meander Width Ratio
Med: 3.0
Med: 3.0
0.0423
(Wbelt/Wbkf)
Range:
Range: 1.5
to
4.0
Mean:
Range:
1.5
to
4.0
Radius of Curvature/
Med: 3.0
Med: 3.0
No distinct repetitive pattern of
riffles and pools due to
Bankfull Width (Rc/Wbkf)
0.0000 to 0.0094
Range: 2.0
to
4.0
Range:
2.0
to
4.0
Profile Variables
Average Water Surface Slope (Save)
0.0146
0.0141
0.0140
0.0134
Valley Slope (Svalley)
0.0155
0.0155
0.0147
0.0147
Mean:
0.0225
Mean:
0.0214
Riffle Slope (Sriffle)
Range:
0.0141
to
0.0423
Range:
0.0134 to 0.0401
0.0014
Mean:
0.0013
Pool Slope (Spool)Mean:
No distinct repetitive pattern of
riffles and pools due to
Range:
0.0000
to
0.0099
No distinct repetitive pattern of
riffles and pools due to
Range:
0.0000 to 0.0094
Run Slope (Sr o)
staightening activities
Mean:
0.0183
staightening activities
Mean:
0.0174
Range:
0.0000
to
0.0986
Range:
0.0000 to 0.0935
Mean: 0.0016
Mean:
0.0015
Glide Slope (S9lide)
Range:
0.0000
to
0.0070
Range:
0.0000 to 0.0067
Profile Ratios
Riffle Slope/ Water Surface
Mean:
1.6
Mean:
1.6
Slope (Sriffle/Save)
Range:
1.0
to
3.0
Range:
1.0 to 3.0
Pool Slope/Water Surface
Mean: 0.10
Mean:
0.10
Slope (Spool/Save)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
0.0
to
0.7
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
0.0 to 0.7
Run Slope/Water Surface
Mean: 1.30
Mean:
1.30
Slope (Srun/Save)
Range:
0.0
to
7.0
Range:
0.0 to 7.0
Glide Slope/Water Surface
Mean: 0.11
Mean:
0.11
Slope (S9lide/Save)
Range:
0.0
to
0.5
Range:
0.0 to 0.5

Table B1. Warren Wilson Colleqe Morphological Stream Characteristics (continued)
Variables
UT 6 Existing
UT 6 Proposed
UT 7 Existing
UT 7 Proposed
Stream Type
G 3
Ce 4
Gb 4
Eb 4
Drainage Area (mit)
0.08
0.08
0.22
0.22
Bankfull Discharge (cfs)
11.5
11.5
23.9
23.9
Variables
UT 6 Existing
UT 6 Proposed
UT 7 Existing
Dimension Variables
UT 7 Proposed
Average Water Surface Slope (SaVe)
0.0039
Pattern Variables
0.0202
Bankfull Cross -Sectional Area (Abkf)
3.1
0.0039
1.5
Mean:
3.1
7.6
0.0208
Mean:
6.2
1.5
Mean:
Mean:
6.2
Pool to Pool Spacing (Lp_p)
7.5
Existing Cross -Sectional Area at TOB (Aexisting)
Entrenchment Ratio (Wfpa/Wbkf)
23.5-34.6
Riffle Slope (Sriffle)
3.1
10-20.8
Range:
6.2
to
0.0042
Bankfull WidthW
( bkf)
Mean:
Range:
5.5
Range:
Mean:
to
2.1
6.6
4.1
Mean:
Meander Length (Lm)
7.4
Range:
Mean:
to
2.4
9.3
2.3
to
Range:
4.2
to
6.4
Range:
6.1
to
Mean:
7.0
Range:
7.0
to
9.7
Range:
8.6
to
Mean:
10.0
Med: 19.8
Mean:
Range:
0.6
to
Mean:
9.9
to
0.5
26.4
Mean:
Range:
0.8
to
Mean:
37.3
0.7
Med: 27.9
Bankfull Mean Depth (Dbkf)
Radius of Curvature (Ro)
Range:
Range:
5.7
to
13.2
Range:
12.0
to
16.0
Range:
7.9
to
15.2
Range:
12.0
to
Range:
0.5
to
0.7
Range:
0.4
to
Mean:
0.5
Range:
0.6
to
0.9
Range:
0.6
to
Mean:
0.7
Mean:
1.0
1.0
Mean:
Range:
0.7
to
Mean:
Pool Slope/Water Surface
1.1
Mean: 0.10
Mean:
Slope (Spool/Save)
No distinct repetitive pattern
of riffles and pools due to
staightening activities
1.0
Pattern Ratios
Bankfull Maximum Depth (Dmax)
No distinct repetitive pattern of riffles
and pools due to staightening
activities
Range:
0.0
Range:
1.2
to
1.8
Range:
1.2
to
1.7
Range:
1.1
to
1.5
Range:
1.2
to
Range:
0.6
to
1.3
Range:
0.6
to
Mean:
0.9
Range:
0.9
to
1.3
Range:
0.8
to
Mean:
1.2
Pool Width(Wpool)
Mean:
6.0
5.2
Mean:
No distinct repetitive pattern of riffles
and pools due to staightening
activities
Range:
7.2
to
Mean:
12.0
5.8
Med: 3.0
Mean:
(Wbelt/Wbkf)
10.2
Range:
1.5
Range:
4.4
to
6.0
Range:
6.6
to
Range:
13.2
Range:
5.8
to
5.8
Range:
9.3
to
Range:
18.6
Maximum Pool Depth (Dpool)
Mean:
1.3
1.0
Mean:
Mean:
1.8
4.0
0.9
Mean:
1.9
1.6
Mean:
Mean:
1.8
1.3
Range:
0.9
to
1.1
Range:
0.7
to
Range:
0.9
Range:
1.5
to
1.6
Range:
0.9
to
Range:
1.3
to
Mean:
2.0
9
Mean:
Mean:
0.9
50
Mean:
1.1
13
Mean:
Mean:
0.8
70
Width of Floodprone Area (Wfpa)
1.1
Width (Wpool/Wbkf)
Range:
0.8
to
1.1
Range:
1.0
to
2.0
Range:
0.8
to
0.8
Range:
1.0
to
Range:
8
to
9
Range:
25
to
Mean:
75
Range:
10
to
17
Range:
20
to
Mean:
120
Variables
UT 6 Existing
UT 6 Proposed
UT 7 Existing
Dimension Ratios
UT 7 Proposed
Average Water Surface Slope (SaVe)
0.0039
Pattern Variables
0.0202
0.0194
Mean:
0.0039
1.5
Mean:
0.0208
7.6
0.0208
Mean:
Med:
1.5
Mean:
Mean:
0.0067
Pool to Pool Spacing (Lp_p)
7.5
Entrenchment Ratio (Wfpa/Wbkf)
Riffle Slope (Sriffle)
Range:
19.8
to
0.0042
46.1
Range:
27.9
Range:
1.4
to
2.1
Range:
4.1
to
Meander Length (Lm)
10.6
Range:
1.4
to
2.4
Range:
2.3
to
12.0
Mean:
Run Slope (Srun)
9.8
Range:
Mean:
to
activities
14.0
and pools due to staightening
activities
Mean:
55.9
8.8
Mean:
Belt Width (Wbelt)
Med: 19.8
14.0
Range:
Width / Depth Ratio (Wbkf/Dbkf)
to
Range:
9.9
to
Mean: 0.0021
26.4
Glide Slope (S9lide)
Range:
14.0
to
37.3
Med: 19.8
Med: 27.9
Radius of Curvature (Ro)
Range:
Range:
5.7
to
13.2
Range:
12.0
to
16.0
Range:
7.9
to
15.2
Range:
12.0
to
26.4
16.0
lRange:
Mean:
to
1.8
37.3
Mean:
1.01
Riffle Slope/ Water Surface
1.5
1.15
Mean:
1.6
1.4
Mean:
Mean:
1.07
1.5
Max. Dbkf/ Dbkf Ratio
1.0
to 3.0
Range:
1.0
to
3.0
Pool Slope/Water Surface
Mean: 0.10
Mean: 0.10
Slope (Spool/Save)
No distinct repetitive pattern
of riffles and pools due to
staightening activities
Range:
Pattern Ratios
to 0.7
No distinct repetitive pattern of riffles
and pools due to staightening
activities
Range:
0.0
Range:
1.2
to
1.8
Range:
1.2
to
1.7
Range:
1.1
to
1.5
Range:
1.2
to
Bankfull Width (Lp_p/Wbkf)
1.7
Range:
Mean:
to
3.9
7.0
Mean:
Range:
3.0
1.0
0.0
Mean:
Meander Length/
1.9
Med: 8.5
Mean:
Bankfull Width (Lm/Wbkf)
No distinct repetitive pattern
of riffles and pools due to
staightening activities
1.0
6.0
Low Bank Height /Max. Dbkf Ratio
12.0
No distinct repetitive pattern of riffles
and pools due to staightening
activities
Range:
6.0
to
12.0
Meander Width Ratio
Med: 3.0
Med: 3.0
(Wbelt/Wbkf)
Range:
1.5
to
4.0
Range:
2.8
to
5.0
Range:
1.0
to
Med: 3.0
1.3
Range:
1.4
to
2.6
Range:
1.0
to
4.0
1.3
Maximum Pool Depth / Bankfull
Mean:
to
1.8
4.0
Mean:
1.9
Mean:
1.8
Mean:
1.9
Mean Depth (Dpool/Dbkf)
Range:
1.6
to
2.0
Range:
1.4
to
2.0
Range:
1.8
to
1.9
Range:
1.4
to
2.0
Pool Width / Bankfull
Mean:
0.9
Mean:
1.1
Mean:
0.8
Mean:
1.1
Width (Wpool/Wbkf)
Range:
0.8
to
1.1
Range:
1.0
to
2.0
Range:
0.8
to
0.8
Range:
1.0
to
2.0
Pool Area / Bankfull
Mean:
1.0
Mean:
1.2
Mean:
1.0
Mean:
1.2
Cross Sectional Area
Range:
1.0
to
1.0
Range:
1.0
to
1.5
Range:
1.0
to
1.0
Range:
1.0
to
1.5
Variables
UT 6 Existing
UT 6 Proposed
UT 7 Existing
UT 7 Proposed
Average Water Surface Slope (SaVe)
0.0039
Pattern Variables
0.0202
0.0194
Valley Slope (Svalley)
0.0039
Med:
0.0208
26.4
0.0208
Med:
Mean:
37.3
0.0067
Pool to Pool Spacing (Lp_p)
Mean:
0.0311
Riffle Slope (Sriffle)
Range:
19.8
to
0.0042
46.1
Range:
27.9
to
0.0583
65.2
0.0004
Med: 56.0
Med: 79.2
Pool Slope (Spool)Mean:
Meander Length (Lm)
No distinct repetitive pattern
0.0000
to 0.0029
No distinct repetitive pattern of riffles
and pools due to staightening
Range:
0.0000
No distinct repetitive pattern of riffles
0.0136
Run Slope (Srun)
of riffles and pools due to
staightening activities
Range:
39.5
to
activities
79.1
and pools due to staightening
activities
Range:
55.9
to
111.8
Belt Width (Wbelt)
Med: 19.8
Med: 27.9
Range:
0.0000
to
Range:
9.9
to
Mean: 0.0021
26.4
Glide Slope (S9lide)
Range:
14.0
to
37.3
Med: 19.8
Med: 27.9
Radius of Curvature (Ro)
Range:
0.0000
to 0.0021
1
lRange:
0.0000
to
0.0097
Range:
13.2
to
26.4
1
lRange:
18.6
to
37.3
Sinuosity (Sin)
1.01
Riffle Slope/ Water Surface
1.15
1.6
1.03
Mean:
1.07
Slope (Sriffle/Save)
Range:
1.0
to 3.0
Range:
1.0
to
3.0
Pool Slope/Water Surface
Mean: 0.10
Mean: 0.10
Slope (Spool/Save)
No distinct repetitive pattern
of riffles and pools due to
staightening activities
Range:
Pattern Ratios
to 0.7
No distinct repetitive pattern of riffles
and pools due to staightening
activities
Range:
0.0
to
0.7
Run Slope/Water Surface
Pool to Pool Spacing/
Mean: 1.30
Med:
Slope (Srun/Save)
4.0
0.0
to 7.0
Med:
Range:
0.0
4.0
7.0
Bankfull Width (Lp_p/Wbkf)
Mean: 0.11
Range:
3.0
to
7.0
0.0
Range:
3.0
to
0.0
7.0
Meander Length/
Med: 8.5
Med: 8.5
Bankfull Width (Lm/Wbkf)
No distinct repetitive pattern
of riffles and pools due to
staightening activities
Range:
6.0
to
12.0
No distinct repetitive pattern of riffles
and pools due to staightening
activities
Range:
6.0
to
12.0
Meander Width Ratio
Med: 3.0
Med: 3.0
(Wbelt/Wbkf)
Range:
1.5
to
4.0
Range:
1.5
to
4.0
Radius of Curvature/
Med: 3.0
Med: 3.0
Bankfull Width (Rc/Wbkf)
Range:
2.0
to
4.0
Range:
2.0
to
4.0
Profile Variables
Average Water Surface Slope (SaVe)
0.0039
0.0042
0.0202
0.0194
Valley Slope (Svalley)
0.0039
0.0048
0.0208
0.0208
Mean:
0.0067
Mean:
0.0311
Riffle Slope (Sriffle)
Range:
0.0042
to 0.0125
Range:
0.0194
to
0.0583
0.0004
Mean: 0.0019
Pool Slope (Spool)Mean:
No distinct repetitive pattern
of riffles and pools due to
Range:
0.0000
to 0.0029
No distinct repetitive pattern of riffles
and pools due to staightening
Range:
0.0000
to
0.0136
Run Slope (Srun)
staightening activities
Mean:
0.0054
activities
Mean:
0.0253
Range:
0.0000
to 0.0292
Range:
0.0000
to
0.1361
Mean: 0.0005
Mean: 0.0021
Glide Slope (S9lide)
Range:
0.0000
to 0.0021
1
lRange:
0.0000
to
0.0097
Profile Ratios
Riffle Slope/ Water Surface
Mean:
1.6
Mean:
1.6
Slope (Sriffle/Save)
Range:
1.0
to 3.0
Range:
1.0
to
3.0
Pool Slope/Water Surface
Mean: 0.10
Mean: 0.10
Slope (Spool/Save)
No distinct repetitive pattern
of riffles and pools due to
staightening activities
Range:
0.0
to 0.7
No distinct repetitive pattern of riffles
and pools due to staightening
activities
Range:
0.0
to
0.7
Run Slope/Water Surface
Mean: 1.30
Mean: 1.30
Slope (Srun/Save)
Range:
0.0
to 7.0
Range:
0.0
to
7.0
Glide Slope/Water Surface
Mean: 0.11
Mean: 0.11
Slope (S9lide/Save)
Range:
0.0
to 0.5
Range:
0.0
to
0.5

Table 131. Warren Wilson Colleqe Morpholoqical Stream Characteristics (continued)
Variables
UT 8 Existing
UT 8 Proposed
Stream Type
Eg 4
C 4
Drainage Area (mit)
0.10
0.10
Bankfull Discharge (cfs)
13.5
13.5
Variables
Dimension Variables
UT 8 Proposed
Pattern
Variables
Med:
Bankfull Cross -Sectional Area (Abkf)
4.0
Mean:
3.6
2.0
Med:
Mean:
3.6
7.0
Pool to Pool Spacing (Lp_p)
Existing Cross -Sectional Area at TOB (Aexisting)
0.0231
Bankfull Width (Lm/Wbkf)
21.6-39.3
Range:
6.0
3.6
Range:
21.3
Bankfull Width(Wbkf)
49.7
Mean:
Range:
6.8
to
Mean:
Range:
7.1
to
9.9
Bankfull Width (Rc/Wbkf)
Range:
5.6
to
9.4
Range:
6.6
to
7.6
Width / Depth Ratio (Wbkf/Dbkf)
Mean:
10.6
0.5
28.4
Mean:
Med: 21.3
0.5
Radius of Curvature (R.)
Bankfull Mean Depth (Dbkf)
to
0.0072
Range:
8.7
to
24.5
Range:
12.0
to
16.0
Sinuosity (Sin)
Range:
0.4
to
0.6
Range:
0.5
to
0.5
Slope (Sriffle/Save)
Max. Dbkf / Dbkf Ratio
Mean:
1.0
1.0
3.0
Mean:
Mean: 0.10
0.8
Slope (Spool/Save)
Bankfull Maximum Depth (Drriax)
Range:
0.0
Range:
1.6
to
2.6
Range:
1.2
to
1.7
0.0
Range:
0.9
to
1.0
Range:
0.6
to
0.9
Pool Width(Wpool)
Low Bank Height / Max. Dbkf Ratio
Mean:
5.4
Mean:
0.0
Range:
4.8
to
6.0
Range:
7.1
to
14.2
Maximum Pool Depth (Dpool)
Maximum Pool Depth / Bankfull
Mean:
Mean:
1.0
1.8
Mean:
Mean:
1.9
Mean Depth (Dpool/Dbkf)
Range:
0.9
to
1.0
Range:
0.7
to
1.0
2.0
Pool Width / Bankfull
Mean:
Mean:
12
0.8
Mean:
Mean:
50
1.1
Width of Floodprone Area (Wfpa)
Width (Wpool/Wbkf)
Range:
0.7
to
0.9
Range:
1.0
to
2.0
Pool Area / Bankfull
Range:
11
to
19
Range:
25
to
75
Variables
Dimension Variables
UT 8 Proposed
Pattern
Variables
Med:
0.0144
4.0
Mean:
Bankfull Width (Lp_p/Wbkf)
2.0
Med:
Mean:
28.4
7.0
Pool to Pool Spacing (Lp_p)
Entrenchment Ratio (Wfpa/Wbkf)
0.0231
Bankfull Width (Lm/Wbkf)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
6.0
to
Range:
21.3
to
49.7
(Wbelt/Wbkf)
Range:
1.8
to
2.0
Range:
3.8
to
9.9
Bankfull Width (Rc/Wbkf)
riffles and pools due to
staightening activities
Mean:
42.6
12.8
85.2
Mean:
Med: 21.3
14.0
Width / Depth Ratio (Wbkf/Dbkf)
Range:
10.6
to
28.4
Med: 21.3
Radius of Curvature (R.)
0.0000
to
0.0072
Range:
8.7
to
24.5
Range:
12.0
to
16.0
Sinuosity (Sin)
1.02
Mean:
Riffle Slope/ Water Surface
1.7
Mean:
Mean:
1.6
1.5
Slope (Sriffle/Save)
Max. Dbkf / Dbkf Ratio
Range:
1.0
to
3.0
Pool Slope/Water Surface
Mean: 0.10
Slope (Spool/Save)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
0.0
Range:
1.6
to
2.6
Range:
1.2
to
1.7
0.0
to
Mean:
Glide Slope/Water Surface
2.7
Mean:
1.0
0.0
Low Bank Height / Max. Dbkf Ratio
0.5
Range:
2.3
to
3.8
Range:
1.0
to
1.3
Maximum Pool Depth / Bankfull
Mean:
1.8
Mean:
1.9
Mean Depth (Dpool/Dbkf)
Range:
1.7
to
1.9
Range:
1.4
to
2.0
Pool Width / Bankfull
Mean:
0.8
Mean:
1.1
Width (Wpool/Wbkf)
Range:
0.7
to
0.9
Range:
1.0
to
2.0
Pool Area / Bankfull
Mean:
1.0
Mean:
1.2
Cross Sectional Area
Range:
1.0
to
1.0
Range:
1.0
to
1.5
Variables
UT 8 Existing
UT 8 Proposed
Pattern
Variables
Med:
0.0144
4.0
Valley Slope (Svalley)
Bankfull Width (Lp_p/Wbkf)
Med:
3.0
28.4
7.0
Pool to Pool Spacing (Lp_p)
Med: 8.5
0.0231
Bankfull Width (Lm/Wbkf)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
6.0
to
Range:
21.3
to
49.7
(Wbelt/Wbkf)
Med:
Range:
Meander Length (Lm)
No distinct repetitive pattern of
4.0
Radius of Curvature/
Med: 3.0
0.0188
Bankfull Width (Rc/Wbkf)
riffles and pools due to
staightening activities
Range:
42.6
to
85.2
Belt Width (Wbelt)
Med: 21.3
Mean: 0.0016
Glide Slope (S9lide)
Range:
10.6
to
28.4
Med: 21.3
Radius of Curvature (R.)
0.0000
to
0.0072
Range:
14.2
to
28.4
Sinuosity (Sin)
1.02
11.15
Riffle Slope/ Water Surface
Mean:
Profile Variables
Pattern Ratios
Pool to Pool Spacing/
0.0046
Med:
0.0144
4.0
Valley Slope (Svalley)
Bankfull Width (Lp_p/Wbkf)
Range:
3.0
to
7.0
Meander Length/
Med: 8.5
0.0231
Bankfull Width (Lm/Wbkf)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
6.0
to
12.0
Meander Width Ratio
Med: 3.0
0.0014
Range: 0.0000 to
(Wbelt/Wbkf)
Range:
1.5
to
4.0
Radius of Curvature/
Med: 3.0
0.0188
Bankfull Width (Rc/Wbkf)
Range:
2.0
to
4.0
Profile Variables
Average Water Surface Slope (Save)
0.0046
0.0144
Valley Slope (Svalley)
0.0047
0.0166
Riffle Slope (Sriffle)
Mean:
0.0231
No distinct repetitive pattern of
riffles and pools due to
Range:
0.0144
to
0.0433
Pool Slope (Spool)Mean:
0.0014
Range: 0.0000 to
0.0101
Run Slope (Srun)
staightening activities
Mean:
0.0188
Range:
0.0000
to
0.1010
Mean: 0.0016
Glide Slope (S9lide)
Range:
0.0000
to
0.0072
Profile Variables
Riffle Slope/ Water Surface
Mean:
1.6
Slope (Sriffle/Save)
Range:
1.0
to
3.0
Pool Slope/Water Surface
Mean: 0.10
Slope (Spool/Save)
No distinct repetitive pattern of
riffles and pools due to
staightening activities
Range:
0.0
to
0.7
Run Slope/Water Surface
Mean: 1.30
Slope (Srun/Save)
Range:
0.0
to
7.0
Glide Slope/Water Surface
Mean: 0.11
Slope (S9lide/Save)
Range:
0.0
to
0.5

Warren Wilson UT 1 - XS 1 Riffle --
106.5
106
105.5
105
c 104.5
104
w 103.5
103
102.5
102
0 5 10 15 20 25 30 35 40 45
Width from River Left to Right (ft)
section:
Riffle
description:
height of instrument (ft): r r r r
omit distance FS FS FS W fpa channel Mannings
notes ot. (ft) (ft) elevation bankfull too of bank fftl slooe (%)
dimensions
7.0
19.3
x -section area
0.4
19.6
d mean
width
wet P
0.6
d max
0.4
h d radi
3.4
bank ht
53.6
w ratio
27.0
W flood prone area
1.4
ant ratio
hydraulics
0measured
0.0
velocity ft/sec
relative rou hness 1 0.11 1 fric. factor
11
0.0
discharge rate, Q cfs
1.8
0.00
shear stress lbs/ft s
h d radi
0.00
shear velocity ft/sec
0.000
unit stream power Ibs/fUsec
threshold grain size mm
0.00
Froude number
0.0
friction factor u/u*
"
threshold grain size mm
check from channel material
0measured
D84 mm
0.0
relative rou hness 1 0.11 1 fric. factor
11
0.000
1 Mannin 's n from channel material
102
100
98
x 96
94 -
w 92 .... ... ....;
90 -
88
86
0 10
sect
descript
height of instrument
omitdistance FS
notes ot. (ft) (ft)
Warren Wilson UT 1 - XS 2 Pool ---
20 30 40 50 60 70
Width from River Left to Right (ft)
channel
dimensions
7.0
8.8
x -section area
0.8
9.6
d mean
width
wet P
1.8
d max
0.7
h d radi
9.5
bank ht
9-9
threshold grain size mm
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
9-9
threshold grain size mm

Warren Wilson UT 1 - XS 3 Riffle ---
66.5
66
65.5
65
c 64.5
64
w 63.5
63
62.5 ---- 771
62 4- ELA
0 10 20 30 40 50 60 70
Width from River Left to Right (ft)
sectio;Riffle
descriptioheight of instrument (fomit distance FSFS FS Wfpa channel Manningsnotes ot. (ft) !ftl bankfull too of bank (ft) slope (a 1 "n"
dimensions
7.0
10.9
x -section area
0.6
12.1
1 d mean
width
wet P
1.7
d max
0.6
h d radi
3.0
bank ht
16.9
w/d ratio
75.0
W flood prone area
6.9
ant ratio
hydraulics
5.6
16.5
0.0
velocit We C)
1 d mean
0.0
discharge rate, Q cfs
1.8
0.00
shear stress Ibs/fts
h d radi
0.00
shear velocity (ft/sec)
48-6
0.000
unit stream power(lbs/ft/sec)
ea
0.00
Froude number
0.0
friction factor u/u*
0-B
threshold grain size mm
check from channel material
0
measured D64 mm
0.0
relative rou hness 1 0.0 fric. factor
0.000
Mannin 's in from channel material
64
63.5
63
62.5
o
62
w
61.5
61
60.5
Warren Wilson UT 1 - XS 4 Pool --
0 10 20 Width from Ril to Right (ft) 40
description:
ght of instmment (ft): i i
distance FS FS FS
50 60
dimensions
5.6
16.5
x -section area
0.3
18.5
1 d mean
width
wet P
1.8
d max
0.3
h d radi
1.8
bank ht
48-6
ea
0.9
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity fUsec
0-B
threshold grain size mm

64
63.5
63
62.5
z
c 62
61.5 --
w 61
60.5
60
59.5
0 10
ight of instrument
distance I FS
notes
Warren Wilson UT 1 - XS 5 Riffle ---
20 30 40 50 60
Width from River Left to Right (ft)
Warren Wilson UT 1 - XS 5
Riffle
rr ii
FS FS W fpa I channel I Manning's
elevation bankfull too of bank (ft) slope (%1
dimensions
3.2
2.6
x -section area
1.2
4.9
d mean
width
wet P
1.7
d max
0.6
h d radi
1.7
bank ht
2.2
w/d ratio
55.0
W flood prone area
20.9
ant ratio
hydraulics
0.0
velocit ft/sec
0.0
discharge rate, Q(ds)
0.00
shear stress Ibs/fts
0.00
shear velocity (ft/sec)
0.000
unit stream power(lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u*
0-B
threshold grain size mm
0.0
ant ratio
check from channel material
0
measured D84 ra
0.0
relative rou hness 1 0.0 fric. factor
0.000
Mannin 's n from channel material
0.9 ---
0.8
0.7 ---
0.6
- 0.5 -
0.4
w
0.3 -
0.2
0.1
0
0 0.2
ght of instrument
distance I FS
Riffle ---
04 0.6 0.8 1 1.2
Width from River Left to Right (ft)
Riffle
FSIFS W fpa I channel Manning's
elevation bankfull too of bank (ft) Slone (%) "n"
dimensions
0.0
0.0
x -section area
0.0
0.0
d mean
width
wet P
0.0
d max
0.0
h d radi
0.0
bank ht
0.0
w/d ratio
0.0
W flood prone area
0.0
ant ratio
hydraulics
0.0
velocity (ft/sec)
0.0
discharge rate, Q cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power(lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u*
0-0
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hnes.) 1 0.0 1 fric. factor
0.000
Mannin 's n from channel material

Warren Wilson UT 3 - XS 1 Riffle --
97
96
95 —
94
93
w 92
91
90
89
0 20 40 60 80
Width from River Left to Right (ft)
100 120
Riffle
description:
height of instrument (ft): r r
omit distance FS FS FS W fpa channel Mannings
notes ot. (ftl (ft) elevation bankfull too of bank fft) Slone (%)
dimensions
18.2
14.1
x -section area
1.3
15.0
d mean
width
wet P
1.6
d max
1.2
h d radi
3.9
bank ht
11.0
w/d ratio
19.0
W flood prone area
1.3
ant ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate, Q cfs
0.00
shear stress lbs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power lbs/ft/sec
0.00
Froude number
0.0
friction factor u/u*
"
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 1 fric. factor
0.000
Mannin 's n from channel material
92
91
90 --
x 89
88
d
w 87
86
85
84
0 20
section:
Pc
description:
height of instrument (ft):
omit distance FS
notes ot. (ft) I (ft) e
Warren Wilson UT 3 - XS 2 Pool ---
40 60 80 100
Width from River Left to Right (ft)
channel
120
dimensions
18.2
18.9
x -section area
1.0
19.9
d mean
width
wet P
1.9
d max
0.9
h d radi
3.6
bank ht
19-.7
threshold grain size mm
&9
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0-9
threshold grain size mm

Warren Wilson UT 3 - XS 3 Riffle ---
83
82
81
80
w 79
78
0 20 40 60 80
Width from River Left to Right (ft)
Riffle
height of instrument
omitl distance FS
notes ot. I (ft) I (ft)
100 120
f bank) N(ft) slope `% Mannings
dimensions
18.2
11.5
x -section area
1.6
13.0
1 d mean
width
wet P
2.0
d max
1.4
h d radi
3.6
bank ht
7.3
w/d ratio
29.0
W floodprone area
2.5
1 ant ratio
hydraulics
18.2
13.9
0.0
velocit We C)
d mean
0.0
discharge rate, Q cfs
1.9
0.00
shear stress Ibs/fts
h d radi
0.00
shear velocity (ft/sec)
0.000
unit stream power(lbs/ft/sec)
threshold grain size mm
0.00
Froude number
0.0
friction factor u/u*
0-0
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 fric. factor
0.000
Mannin 's in from channel material
79
78
77
76
75 75
w
74
73
72
Warren Wilson UT 3 - XS 4 Pool --
0 20 40 Ath from Ril to Right (100 120 140 160
Pool
description:
height of instrument (ft):
omitl distance I FS I I I FS I FS channel
dimensions
18.2
13.9
x -section area
1.3
15.2
d mean
width
atP
1.9
d max
1.2
h d radi
3.7
bank ht
9-B
threshold grain size mm
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity fUsec
9-B
threshold grain size mm

1
0.9
0.8
0.7
0.6
0.5
0.4
w
0.3
0.2
0.1
0
0.2
ght of instrument
distance FS
Riffle ---
04 0.6 0.8
Width from River Left to Right (ft)
FS FS
bankfull too of t
1.2
W fpa I channel I Manning's
(ft) Slone (%) "n"
dimensions
0.0
0.0
x -section area
Warren Wilson UT 3 - XS 5 Riffle ---
d mean
width
wet P
0.0
d max
0.0
74
0.0
bank ht
0.0
w/d ratio
0.0
W flood prone area
0.0
ent ratio
73
72
z
c
71
w
70
69
68
0 20
40
60 80 100 120 140
Width from River Left to Right (ft)
section:Warren
Wilson
UT 3 - XS 5
Riffle
description:
height of instrument (ft):
omit distance FS
FS FS W fpa channel Manning's
notes
pt. (ft) (ft)
elevation
bankfull top of bank (ft) slope
i -
72.34346r
r r
r•
71.78494
70.465 72.77
: �
71.96408
72.28033
dimensions
72.45145
18.2 x -section area 1.5
d mean
72.41853
12.1 width 13.6 wet P
•
72.78632
2.2 d max 1.3
h d radi
Ll 1r : •
72.77401
4.5 bank ht 8.0
w/d ratio
71.46252
100.0 W flood prone area 8.3
ant ratio
68.65012
r : r :
68.81492
hydraulics
68.60146
0.0 velocity fUsec
Ll 11•
68.28264
0.0 discharge rate, Q(ds)
Ll 11• i
70.92104
0.00 shear stress lbs/fts
72.85163
0.00 shear velocity (ft/sec)
73.06076
0.000 unit stream power Ibs/ftlsec
• • r
73.09674
0.00 Froude number
Ll
0.0 friction factor u/u*
0-B threshold grain size mm
Ll
check from channel material
0 measured D84 mm
0.0 relative rouglibness 1 0.0
1 Inc. factor
0.000 Manning's in from channel material
1
0.9
0.8
0.7
0.6
0.5
0.4
w
0.3
0.2
0.1
0
0.2
ght of instrument
distance FS
Riffle ---
04 0.6 0.8
Width from River Left to Right (ft)
FS FS
bankfull too of t
1.2
W fpa I channel I Manning's
(ft) Slone (%) "n"
dimensions
0.0
0.0
x -section area
0.0
0.0
d mean
width
wet P
0.0
d max
0.0
h d radi
0.0
bank ht
0.0
w/d ratio
0.0
W flood prone area
0.0
ent ratio
hydraulics
0.0
0.0
0.00
0.00
0.000
0.00
0.0
"
velocity (ft/sec)
discharge rate, Q cfs
shear stress Ibs/ft s
shear velocity ft/sec
unit stream power(lbs/ft/sec)
Froude number
friction factor u/u*
threshold grain size mm
check from channel material
0measured
0.0
0.000
D84 mm
relative rou hness 1 0.0 Inc. factor
Manning's n from channel material

107
106
105
104
r 103
Z102
m 101
ru
100
99
98
97
96
0
Warren Wilson UT 5 - XS 1 Riffle --
10 20 30 40 50 60 70
Width from River Left to Right (ft)
Riffle
description:
height of instrument (ft): r r
omit distance FS FS FS W fpa channel Manning's
notes ot. (ft)(ftl elevation bankfull too of bank (ft) Slone (% 1 "n"
dimensions
4.8
5.6
x -section area
0.9
6.5
d mean
width
wet P
1.2
d max
0.7
h d radi
5.8
bank ht
6.5
w ratio
8.0
W flood prone area
1.4
ant ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate, Q cfs
0.00
shear stress lbs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power lbs/ft/sec
0.00
Froude number
0.0
friction factor u/u*
"
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.11 1 fric. factor
11
0.000
Mannin 's n from channel material
103
102
101
100
x
99
98
w 97
96
95
94
Warren Wilson UT 5 - XS 2 Pool ---
0 10 20 30 40 50 60 70 80
Width from River Left to Right (ft)
description:
height of instrument (ft):
omit distance FS
notes ot. (ft) (ft) e
channel
dimensions
4.8
7.5
x -section area
0.6
7.9
d mean
width
wet P
1.0
d max
0.6
h d radi
4.8
bank ht
44-.7
0-0
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0-0
threshold grain size mm

Warren Wilson UT 5 - XS 4 Riffle ---
94
93.5
93
92.5
S 92
91.5
91
w
90.5
90
89.5
89
0 10 20 30 40 50 60 70 80
Width from River Left to Right (ft)
section: Warren Wilson UT 5 - XS 4
Riffle
description:
height of instrument (ft):
omit distance FS FS I FS W fpa channelMapping's
notes ot. (ft) (ft) elevation bankfull too of bank (ft) slope (% 1 "n.,
dimensions
4.8
6.1
x -section area
0.8
6.9
d mean
width
wet P
1.3
d max
0.7
h d radi
3.1
bank ht
7.6
w/d ratio
9.0
W flood rope area
1.5
ant ratio
hydraulics
4.8
5.6
0.0
velocit fUsec
1 d mean
0.0
discharge rate, Q cfs
1.2
0.00
shear stress lbs/fts
radi
0.00
shear velocity (ft/sec)
6�
0.000
unit stream power(lbs/ft/sec)
ea
0.00
Froude number
0.0
friction factor u/u*
9-B
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 fric. factor
0.000
Mannin 's in from channel material
91
90
89
88
L 87
86
85
Warren Wilson UT 5 - XS 5 Pool --
0 10 20 Ath from River4Feft to Right(n) 60 70 80
Pool
description:
height of instmment (ft):
omit distance I FS FS I FS channel
dimensions
4.8
5.6
x -section area
0.9
6.5
1 d mean
width
wet P
1.2
d max
0.7
radi
3.5
bank ht
6�
ryd
ea
0.9
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity fUsec
11 0-B
Ithreshold gran size mm

Warren Wilson UT 5 - XS 6 Riffle ---
89
88
87
� 86
o
— 85
w 84
83
82 r,
0 10 20 30 40 50 60 70 80 90
Width from River Left to Right (ft)
section: Warren Wilson UT 5 - XS 6
Riffle
description:
height of instrument (ft):
omit distance FS FS FS W fpa channel Mapping's
notes ot. !ft) !ft) elevation bankfull too of bank (ft) slope (a 1
dimensions
4.8
7.6
0.8
4.6
9.0
x -section area
0.6
8.3
0.6
12.0
1.2
1 d mean
width
wet P
d max
h d radi
bank ht
w/d ratio
W floodprone area
ant ratio
hydraulics
0.0 velocity fUsec
0.0
discharge rate, Q(ds)
0.00
shear stress lbs/fts
0.00
shear velocity (ft/sec)
0.000
unit stream power(lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u*
0-0
threshold grain size mm
check from channel material
0
0.0
0.000
measured D84 mm
relative rou hness 1 0.0 Inc. factor
Mannin 's n from channel material

Warren Wilson UT 6 - XS 1 Riffle --
73
72
71
70
w 69
68
67
0 10 20 30 40 50 60 70
Width from River Left to Right (ft)
section:
WRiffledescription:
height of instrument (ft):omit distance FSFS FS W fpa channel Manning's
notesot. (ft) (ftlankfull too of bank (ft) slope I / 1 "n"
dimensions
3.1
4.2
1.3
3.6
9.0
x -section area
0.7
5.0
0.6
5.7
2.2
d mean
width
wet P
d max
h d radi
bank ht
w/d ratio
W flood prone area
ant ratio
hydraulics
0
0.0
velocity ft/sec
relative rou hness 1 0.11 1 fric. factor
11
0.0
discharge rate, Q cfs
1.1
0.00
shear stress lbs/ft s
h d radi
0.00
shear velocity ft/sec
64
0.000
unit stream power Ibs/fUsec
0.00
Froude number
0.0
friction factor u/u*
"
threshold grain size mm
check from channel material
0
measured D34 mm
0.0
relative rou hness 1 0.11 1 fric. factor
11
0.000
Mannin 's n from channel material
72
71.5
71
70.5
70
69.5
69
w
68.5
68
67.5
67
Warren Wilson UT 6 - XS 2 Pool ---
0 10 20 30 40 50 60
Width from River Left to Right (ft)
description:
height of instrument (ft): r r .0
omit distance FS FS FS channel
notes ot. (ft) (ft) elevation bankfull too of bank slope ( %)
dimensions
3.1
4.4
x -section area
0.7
5.3w
d mean
width
et P
1.1
d max
0.6
h d radi
2.7
bank ht
64
0-9
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0-0
threshold grain size mm

Warren Wilson UT 6 - XS 3 Riffle ---
71.5
71
70.5
70
x
c 69.5
69
w 68.5
68
67.5
67
0 10 20 30 40 50 60 70
Width from River Left to Right (ft)
section:TIRE
Riffle
description:
height of instrument (ft): r r i i
omit distance FS FS FS W fpa channl Manning's
notes ot. !ft) !ftl elevation bankfull too of bank (ft) slooe (%G) "n"
dimensions
3.1
6.4
x -section area
0.5
6.7
1 d mean
width
wet P
0.6
d max
0.5
h d radi
3.0
bank ht
13.2
w/d ratio
9.0
W floodprone area
1.4
ant ratio
hydraulics
3.1
6.0
0.0
velocity fUsec
d mean
0.0
discharge rate, Q cfs
0.9
0.00
shear stress Ibs/fts
h d radi
0.00
shear velocity (ft/sec)
94-.7
0.000
unit stream power(lbs/ft/sec)
ea
0.00
Froude number
0.0
friction factor i
0-B Ithreshold
grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 Inc. factor
0.000
Mannin 's n from channel material
70.5
70
69.5
69
68.5
w 68
67.5
67
66.5
Warren Wilson UT 6 - XS 4 Pool --
0 10 20 Width On River Left to Qht (ft) 50 60 70
Pool
description:
height of instmment (ft):
omitl distance I FS I I I FS I FS I channel
dimensions
3.1
6.0
x -section area
0.5
6.4
d mean
width
atP
0.9
d max
0.5
h d radi
2.2
bank ht
94-.7
ea
0.9
hydraulics
0.00
shear stress((lbs/ft s
0.00
shear velocity ft/sec
11 0-B
Ithreshold grain size mm

71
70
69
z
— 68
w 67
66
65 +
0 10 20
section:
Riffle
description:
height of instrument (ft): r
omit distance FS
notes ot. ift) !ft) elev
Warren Wilson UT 6 - XS 5 Riffle ---
30 40 50 60 70
Width from River Left to Right (ft)
!"I"im
FS FS W fpa channel Mannings
bankfull too of bank (ft) slope !
dimensions
3.1
5.5
1.0
3.9
8.0
x -section area
0.6
5.9
0.5
9.8
1.4
d mean
width
wet P
d max
h d radi
bank ht
w/d ratio
W flood prone area
ant ratio
hydraulics
0.0 velocity fUsec
0.0
discharge rate, Q cfs
0.00
shear stress Ibs/fts
0.00
shear velocity (ft/sec)
0.000
unit stream power(lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u*
0-9
threshold grain size mm
check from channel material
0
0.0
0.000 1
measured D84 mm
relative rou hness 1 0.0 fric. factor
Mannin 's in from channel material

102
100
98
96
w 94
92
90
Warren Wilson UT 7 - XS 1 Riffle --
0 10 20 30 40 50 60 70
Width from River Left to Right (ft)
description:
height of instrument (ft):
omit distance FS
notes ot. (ft) I (ft l e
f bank) Wff) Slone (/) Man �ing's
dimensions
6.2
9.7
x -section area
0.6
10.2
d mean
width
wet P
0.9
d max
0.6
h d radi
1.4
bank ht
15.4
w ratio
15.0
W flood prone area
1.5
ant ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate, Q cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power Ibs/fUsec
0.00
Froude number
0.0
friction factor u/u*
"
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 1 fric. factor
11
0.000
Mannin 's n from channel material
102
100
98
x 96
- 94
w 82
90
88
86
Warren Wilson UT 7 - XS 2 Pool ---
0 10 20 30 40 50 60 70
Width from River Left to Right (ft)
description:
height of instrument (ft):
omit distance FS
notes ot. (ft) (ft) e
channel
dimensions
6.2
5.8
x -section area
1.1
7.4
d mean
width
wet P
1.6
d max
0.8
h d radi
2.0
bank ht
&.4
0-9
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
g,B
threshold grain size mm

Warren Wilson UT 7 - XS 3 Riffle ---
96
95
94
93
S 92
91
90
w
89
88
87
86
0 10 20 30 40 50 60 70 80
Width from River Left to Right (ft)
section: Warren Wilson UT 7 - XS 3
Riffle
description:
height of instrument (ft): r r
omit distance FS FS I FS I W fpa I channel Manning's
notes ot. (ft) (ft) elevation bankfull too of bank (ft) slope fe 1 "n.,
dimensions
6.2
7.7
x -section area
0.8
8.6
d mean
width
wet P
0.9
d max
0.7
h d radi
2.3
bank ht
9.6
w/d ratio
11.0
W flood tune area
1.4
ant ratio
hydraulics
0.0 velocity fUsec
6.2
5.8
0.0
discharge rate, Q(ds)
d mean
0.00
shear stress Ibs/fts
1.5
0.00
shear velocity (ft/sec)
d radi
0.000
unit stream power(lbs/ft/sec)
53
0.00
Froude number
ea
0.0
friction factor u/u*
0-B
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 fric. factor
0.000 1
Mannin 's in from channel material
91
90
89
88
87
86
85
w
84
83
82
81
Warren Wilson UT 7 - XS 4 Pool --
0 10 20 Width An River Left to Qht(ft) 50 60 70
description:
ght of instmment (ft):
distance FS FS FS
(ftl (Melevation bankfull too of t
dimensions
6.2
5.8
x -section area
1.1
7.1
d mean
width
wet P
1.5
d max
0.9h
d radi
3.5
bank ht
53
ea
0.0
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity fUsec
9-B
threshold grain size mm

88 _.
87 --
86
85 _ --
t 84
- 83 --
82
w
81
80
79
78
0 10
Warren Wilson UT 7 - XS 5 Riffle ---
20 30 40 50 60 70
Width from River Left to Right (ft)
Riffle
description:
height of instrument (ft): r
omit distance FS
notes ot. (ft) !ft) ecev
FS IF I
nkfull Itoo of bank) N(ft) I score (%) hannMannings
dimensions
6.2
7.0
x -section area
0.9
7.9
1 d mean
width
wet P
1.2
d max
0.8
h d radi
2.8
bank ht
7.9
w/d ratio
10.0
W flood rove area
1.4
ant ratio
hydraulics
6.2
7.1
0.0
velocit We C)
d mean
0.0
discharge rate, Q(ds)
1.3
0.00
shear stress Ibs/ftsq)
h d radi
0.00
shear velocity (ft/sec)
8.2
0.000
unit stream power(lbs/ft/sec)
W flood prone area
0.00
Froude number
0.0
friction factor u/u*
0-B
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 fric. factor
0.000
Mannin 's n from channel material
Warren Wilson UT 7 - XS 6 Riffle ---
82
81
80 -
z 79
o78 - --- - --- --- --- - --- ---
Eu
77
76
75 -
0 5 10 15 20 25 30 35 40 45 50
Width from River Left to Right (ft)
section:
Riffle
description: -
height of instrument (ft):
omit distance FS FS FS W fpa channel Manning's
rotes rt. (ftl (ftl elevation bankfull too of bank (ft) score (%) "n"
dimensions
6.2
7.1
x -section area
0.9
7.9
d mean
width
wet P
1.3
d max
0.8
h d radi
1.8
bank ht
8.2
w/d ratio
17.0
W flood prone area
2.4
ant ratio
hydraulics IMF -
0.0
velocity (ft/sec)
0.0
discharge rate, Q cfs
0.00
shear stress Ibs/ft s
0.00
shear velocity fUsec
0.000
unit stream power(lbs/ft/sec)
0.00
Froude number
0.0
friction factor u/u*
B -B
Ithreshold grain size mm
check from channel material
0 measured D84 mm
0.0 relative mu mess 1 0.0 1 fric. factor
0.000 Mannin 's n from channel material

Warren Wilson UT 8 - XS 1 Riffle --
102
101.5
101 -
Z 100.5
100
w 99.5
99
98.5
98
0 10 20 30 40
Width from River Left to Right (ft)
50 60
Riffle
description:
height of instrument (ft): r r
omit distance FS FS FS W fpa channel Manning's
notes ot. (ft) (ftl elevation bankfull too of bank (ft) Slone (%)
dimensions
3.6
9.4
x -section area
0.4
9.8
d mean
width
wet P
1.0
d max
0.4
h d radi
2.3
bank ht
24.8
w/d ratio
19.0
W flood prone area
2.0
ant ratio
hydraulics
0.0
velocity ft/sec
0.0
discharge rate, Q cfs
0.00
shear stress lbs/ft s
0.00
shear velocity ft/sec
0.000
unit stream power Ibs/fUsec
0.00
Froude number
0.0
friction factor u/u*
"
threshold grain size mm
check from channel material
0
measured D84 mm
0.0
relative rou hness 1 0.0 1 fric. factor
11
0.000
Mannin 's n from channel material
103
102.5
102
101.5 -
x
101
100.5 _ ---
m
w 100 -
99.5
99
98.5
0 10
section:
Pc
description:
height of instrument (ft):
omit distance FS
notes nt. (ft) I (ft) e
Warren Wilson UT 8 - XS 2 Pool ---
20 30 40 50
Width from River Left to Right (ft)
channel
60
dimensions
3.6
6.0
x -section area
0.6
6.5
d mean
width
wet P
0.9
d max
0.6
h d redi
2.9
bank ht
4"
threshold grain size mm
0-9
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity ft/sec
9-9
threshold grain size mm

105
104
103
102
> 101
w
100
99
98
0 10
Warren Wilson UT 8 - XS 3 Riffle ---
20 30 40 50 60 70
Width from River Left to Right (ft)
Riffle
description:
height of instrument (ft): r
omit distance FS
notes ot. (ft) (ftl elev
FS W fpa channel Mannings
tf bank (ft1 slope ! % 1 "n"
dimensions
3.6
6.8
x -section area
0.5
7.1
1 d mean
width
wet P
0.9
d max
0.5
h d radi
3.4
bank ht
12.9
w/d ratio
12.0
W floodprone area
1.8
ant ratio
hydraulics
3.6
4.8
0.0
velocit fUsec
d mean
0.0
discharge rate, Q cfs
1.0
0.00
shear stress Ibs/fts
h d radi
0.00
shear velocity (ft/sec)
6.4
0.000
unit stream power(lbs/ft/sec)
'ea
0.00
Froude number
0.0
friction factor u/u*
0-B
threshold grain size mm
check from channel material
0
measured D64 mm
0.0
relative rou hness 1 0.0 fric. factor
0.000
Mannin 's in from channel material
Warren Wilson UT 8 - XS 4 Pool --
106
105
104
103
> 102 -- -- --- -- ---
w
101
100 — — — —
99 2p
0 5 10 15 W idl 4.m Rive�SLeft to RigF1[ `ft) 35 40 45 50
Pool
ght of instmment (ft):
distance 1 FS I FS I FS
dimensions
3.6
4.8
x -section area
0.8
5.6
d mean
width
atP
1.0
d max
0.7
h d radi
3.4
bank ht
6.4
'ea
0.0
hydraulics
0.00
shear stress Ibs/ft s
0.00
shear velocity fUsec
11 0-B
Ithreshold grain size mm

Warren Wilson UT 8 - XS 5 Riffle ---
104
103.5
103
102.5
z
c 102
o
,°101.5
w 101
100.5
100 --
99.5
0 10 20 30 40 50 60 70 80
Width from River Left to Right (ft)
section: Warren Wilson UT 8 - XS 5
Riffle
description: ul
height of instrument (ft): r r
omit distance FS FS I FS W fpa I channel Manning's
notes ot. (ft) (ft) elevation bankfull too of bank (ft) slooe (a 1
dimensions
3.6
5.6
1.0
2.7
11.0
x -section area
0.6
6.2
0.6
8.9
2.0
1 d mean
width
wet P
d max
h d radi
bank ht
w/d ratio
W flood prone area
ent ratio
hydraulics
0.0
velocity fUsec
0.0
discharge rate, Q(ds)
0.00
shear stress Ibs/fts
0.00
shear velocity ft/sec
0.000
unit stream power Ibs/ftlsec
0.00
Froude number
0.0
friction factor u/u*
0-0
threshold grain size mm
check from channel material
0
0.0
0.000
measured D84 mm
relative rou hness 1 0.0 fric. factor
Mannin 's in from channel material

Appendix B
Warren Wilson College Bank Erosion Hazard Index
Waypoint
Bank Length (feet)
Near Bank Stress
Conditions Ranking
Bank
BEHI
Bank Erosion Rate
Erosion Sub -Total
(ft'/yr)
Total Erosion/Trib
(tons/yer)
LIT 1
D1
200
Low
6
Very Low
0.01
12
D2
500
Low
3
Moderate
0.03
45
D3
400
Low
6
Very Low
0.01
24
D4
200
Low
4
Moderate
0.03
24
D5
150
Low
4
Moderate
0.03
18
D6
400
Low
3.5
Moderate
0.03
42
D7
500
Low
2.5
Moderate
0.03
37.5
D8
400
Low
2
Very Low
0.01
8
D9
300
Low
3.5
Moderate
0.03
31.5
11.65
LIT 3&4
Al
200
High
6
Moderate
0.11
132
A2
400
High
6.5
Moderate
0.11
286
A3
200
Moderate to High
3.5
Moderate
0.08
56
A4
600
Low
3
Moderate
0.03
54
A5
300
Moderate to High
2.5
Moderate
0.08
60
A7
500
High
6
Moderate
0.11
330
A8
400
Moderate
2.5
Very Low
0.04
40
A9
500
High
10
Moderate
0.11
550
A10
400
Low
6
Moderate
0.03
72
All
500
Low to Moderate
4.5
Very Low
0.04
90
Al2
200
Moderate to High
4.5
Moderate
0.08
72
A13
500
Moderate
5
Moderate
0.07
175
A14
800
Low
4
Very Low
0.01
32
A15
400
Moderate to High
4.5
Very Low
0.04
72
A16
500
Low
4
Very Low
0.01
20
A17
400
Low
3
Very Low
0.01
12
A18
600
Moderate
4
Moderate
0.07
168
A19
400
Low
6.5
Moderate
0.03
78
A20
400
Low
4
Moderate
0.03
48
A21
400
High
4
Moderate
0.11
176
121.48
Page 1 of 2

Appendix B
Warren Wilson College Bank Erosion Hazard Index
Waypoint
Bank Length (feet)
Near Bank Stress
Conditions Ranking
Bank
BEHI
Bank Erosion Rate
Erosion Sub -Total
(ft'/yr)
Total Erosion/Trib
(tons/yer)
UT 5
Erosion
(tons/yr)
227.87
Total
Erosion
(tons/yr/ft)
0.011
B1
400
High
6.5
Moderate
0.11
286
B2
400
Moderate to High
4
Moderate
0.08
128
B3
400
Moderate to High
5
Moderate
0.08
160
B4
200
High
5
Moderate
0.11
110
32.93
UT6&7
C1
300
High
7
Moderate
0.11
231
C2
150
Moderate
5.5
Moderate
0.07
57.75
C3
700
Moderate
6
Moderate
0.07
294
C4
300
Moderate
5.5
Moderate
0.07
115.5
C5
100
High
4
Moderate
0.11
44
C6
1000
Moderate
2
Moderate
0.07
140
C7
200
Low
1
Very Low
0.01
2
C8
1000
Low
2.5
Very Low
0.01
25
C9
600
Low
3
Very Low
0.01
18
C10
200
Low
3
Very Low
0.01
6
C11
800
Low
1
Very Low
0.01
8
C12
400
Low
5
Very Low
0.01
20
46.28
UT 8
C13
500
Low
6.5
Very Low
0.01
32.5
C14
800
Low
2.5
Very Low
0.01
20
C15
400
High
6
Moderate
0.11
264
C16
200
Low
3
Very Low
0.01
6
15.53
I. Sum Erosion sub -totals for each BEHI/NBS combination
II. Divide total erosion (feet') by 27 feet' /yard'
III. Multiply Total Erosion (yard;) by 1.3 (conversion of yd' to tons for average material type)
IV. Calculate erosion per unit length: divide total erosion (ton/yr) by total length of stream (ft) surveyed
Total
Erosion
(ft'/yr)
4732.75
Total
Erosion
(yd'/yr)
175.29
Total
Erosion
(tons/yr)
227.87
Total
Erosion
(tons/yr/ft)
0.011
Page 2 of 2

Draft NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.12
Stream Site Name R frren Wilson College 1- Date of Assessment
06-01-2016
Stream Category Ma2 Assessor Name/Organization
Lewis/Axiom
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
YES
Additional stream information/supplementary measurements included (Y/N)
NO
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary All Streams Intermittent
(1) Hydrology
HIGH
(2) Baseflow
HIGH
(2) Flood Flow
HIGH
(3) Streamside Area Attenuation
HIGH
(4) Floodplain Access
HIGH
(4) Wooded Riparian Buffer
HIGH
(4) Microtopography
HIGH
(3) Stream Stability
HIGH
(4) Channel Stability
HIGH
(4) Sediment Transport
HIGH
(4) Stream Geomorphology
HIGH
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
HIGH
(2) Baseflow
HIGH
(2) Streamside Area Vegetation
HIGH
(3) Upland Pollutant Filtration
HIGH
(3) Thermoregulation
HIGH
(2) Indicators of Stressors
NO
(2) Aquatic Life Tolerance
MEDIUM
(2) Intertidal Zone Filtration
NA
(1) Habitat
HIGH
(2) In -stream Habitat
HIGH
(3) Baseflow
HIGH
(3) Substrate
HIGH
(3) Stream Stability
HIGH
(3) In -stream Habitat
HIGH
(2) Stream -side Habitat
HIGH
(3) Stream -side Habitat
HIGH
(3) Thermoregulation
HIGH
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
HIGH

Draft NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.12
Stream Site Name Warren Wilson College #2 Date of Assessment
06-01-2016
Stream Category Ma3 Assessor Name/Organization Lewis/Axiom
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
NO
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
LOW
(2) Baseflow
HIGH
(2) Flood Flow
LOW
(3) Streamside Area Attenuation
LOW
(4) Floodplain Access
LOW
(4) Wooded Riparian Buffer
LOW
(4) Microtopography
LOW
(3) Stream Stability
LOW
(4) Channel Stability
MEDIUM
(4) Sediment Transport
MEDIUM
(4) Stream Geomorphology
LOW
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
MEDIUM
(2) Baseflow
HIGH
(2) Streamside Area Vegetation
LOW
(3) Upland Pollutant Filtration
LOW
(3) Thermoregulation
MEDIUM
(2) Indicators of Stressors
NO
(2) Aquatic Life Tolerance
MEDIUM
(2) Intertidal Zone Filtration
NA
(1) Habitat
LOW
(2) In -stream Habitat
LOW
(3) Baseflow
HIGH
(3) Substrate
MEDIUM
(3) Stream Stability
MEDIUM
(3) In -stream Habitat
LOW
(2) Stream -side Habitat
LOW
(3) Stream -side Habitat
LOW
(3) Thermoregulation
LOW
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
LOW

Draft NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.12
Stream Site Name Warren Wilson College #3 Date of Assessment
06-01-2016
Stream Category Ma3 Assessor Name/Organization Lewis/Axiom
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
YES
Additional stream information/supplementary measurements included (Y/N)
NO
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
HIGH
(2) Baseflow
HIGH
(2) Flood Flow
HIGH
(3) Streamside Area Attenuation
HIGH
(4) Floodplain Access
HIGH
(4) Wooded Riparian Buffer
HIGH
(4) Microtopography
LOW
(3) Stream Stability
HIGH
(4) Channel Stability
HIGH
(4) Sediment Transport
HIGH
(4) Stream Geomorphology
MEDIUM
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
MEDIUM
(2) Baseflow
HIGH
(2) Streamside Area Vegetation
HIGH
(3) Upland Pollutant Filtration
HIGH
(3) Thermoregulation
MEDIUM
(2) Indicators of Stressors
YES
(2) Aquatic Life Tolerance
MEDIUM
(2) Intertidal Zone Filtration
NA
(1) Habitat
HIGH
(2) In -stream Habitat
HIGH
(3) Baseflow
HIGH
(3) Substrate
HIGH
(3) Stream Stability
HIGH
(3) In -stream Habitat
HIGH
(2) Stream -side Habitat
HIGH
(3) Stream -side Habitat
HIGH
(3) Thermoregulation
HIGH
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
HIGH

Draft NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.12
Stream Site Name Warren Wilson College #4 Date of Assessment
06-01-2016
Stream Category Mat Assessor Name/Organization Lewis/Axiom
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
YES
Additional stream information/supplementary measurements included (Y/N)
NO
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
LOW
(2) Baseflow
HIGH
(2) Flood Flow
LOW
(3) Streamside Area Attenuation
LOW
(4) Floodplain Access
LOW
(4) Wooded Riparian Buffer
LOW
(4) Microtopography
LOW
(3) Stream Stability
LOW
(4) Channel Stability
LOW
(4) Sediment Transport
LOW
(4) Stream Geomorphology
LOW
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
LOW
(2) Baseflow
HIGH
(2) Streamside Area Vegetation
LOW
(3) Upland Pollutant Filtration
LOW
(3) Thermoregulation
MEDIUM
(2) Indicators of Stressors
YES
(2) Aquatic Life Tolerance
MEDIUM
(2) Intertidal Zone Filtration
NA
(1) Habitat
LOW
(2) In -stream Habitat
LOW
(3) Baseflow
HIGH
(3) Substrate
LOW
(3) Stream Stability
LOW
(3) In -stream Habitat
LOW
(2) Stream -side Habitat
LOW
(3) Stream -side Habitat
LOW
(3) Thermoregulation
MEDIUM
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
LOW

Draft NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.12
Stream Site Name Warren Wilson College Date of Assessment
06/01/2016
Stream Category Mal Assessor Name/Organization Lewis/Axiom
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
YES
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
LOW
(2) Baseflow
HIGH
(2) Flood Flow
LOW
(3) Streamside Area Attenuation
LOW
(4) Floodplain Access
LOW
(4) Wooded Riparian Buffer
HIGH
(4) Microtopography
LOW
(3) Stream Stability
LOW
(4) Channel Stability
LOW
(4) Sediment Transport
LOW
(4) Stream Geomorphology
MEDIUM
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
MEDIUM
(2) Baseflow
HIGH
(2) Streamside Area Vegetation
HIGH
(3) Upland Pollutant Filtration
HIGH
(3) Thermoregulation
HIGH
(2) Indicators of Stressors
NO
(2) Aquatic Life Tolerance
LOW
(2) Intertidal Zone Filtration
NA
(1) Habitat
LOW
(2) In -stream Habitat
LOW
(3) Baseflow
HIGH
(3) Substrate
LOW
(3) Stream Stability
LOW
(3) In -stream Habitat
LOW
(2) Stream -side Habitat
HIGH
(3) Stream -side Habitat
MEDIUM
(3) Thermoregulation
HIGH
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
LOW

Draft NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.12
Stream Site Name Warren Wilson College #6 Date of Assessment
06/02/2016
Stream Category Mat Assessor Name/Organization Lewis/Axiom
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
YES
Additional stream information/supplementary measurements included (Y/N)
NO
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
MEDIUM
(2) Baseflow
MEDIUM
(2) Flood Flow
MEDIUM
(3) Streamside Area Attenuation
LOW
(4) Floodplain Access
LOW
(4) Wooded Riparian Buffer
LOW
(4) Microtopography
LOW
(3) Stream Stability
HIGH
(4) Channel Stability
HIGH
(4) Sediment Transport
LOW
(4) Stream Geomorphology
HIGH
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
MEDIUM
(2) Baseflow
MEDIUM
(2) Streamside Area Vegetation
LOW
(3) Upland Pollutant Filtration
LOW
(3) Thermoregulation
LOW
(2) Indicators of Stressors
NO
(2) Aquatic Life Tolerance
MEDIUM
(2) Intertidal Zone Filtration
NA
(1) Habitat
LOW
(2) In -stream Habitat
LOW
(3) Baseflow
MEDIUM
(3) Substrate
LOW
(3) Stream Stability
HIGH
(3) In -stream Habitat
LOW
(2) Stream -side Habitat
LOW
(3) Stream -side Habitat
LOW
(3) Thermoregulation
LOW
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
MEDIUM

Draft NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.12
Stream Site Name Warren Wilson College Date of Assessment
06/02/2016
Stream Category Mal Assessor Name/Organization Lewis/Axiom
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
YES
Additional stream information/supplementary measurements included (Y/N)
NO
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
MEDIUM
(2) Baseflow
HIGH
(2) Flood Flow
MEDIUM
(3) Streamside Area Attenuation
LOW
(4) Floodplain Access
LOW
(4) Wooded Riparian Buffer
LOW
(4) Microtopography
LOW
(3) Stream Stability
HIGH
(4) Channel Stability
HIGH
(4) Sediment Transport
LOW
(4) Stream Geomorphology
HIGH
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
MEDIUM
(2) Baseflow
HIGH
(2) Streamside Area Vegetation
LOW
(3) Upland Pollutant Filtration
LOW
(3) Thermoregulation
LOW
(2) Indicators of Stressors
NO
(2) Aquatic Life Tolerance
MEDIUM
(2) Intertidal Zone Filtration
NA
(1) Habitat
LOW
(2) In -stream Habitat
LOW
(3) Baseflow
HIGH
(3) Substrate
LOW
(3) Stream Stability
HIGH
(3) In -stream Habitat
LOW
(2) Stream -side Habitat
LOW
(3) Stream -side Habitat
LOW
(3) Thermoregulation
LOW
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
MEDIUM

Draft NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.12
Stream Site Name Warren Wilson College Date of Assessment
06/02/2016
Stream Category Mat Assessor Name/Organization Axiom/Lewis
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
YES
Additional stream information/supplementary measurements included (Y/N)
NO
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
LOW
(2) Baseflow
MEDIUM
(2) Flood Flow
LOW
(3) Streamside Area Attenuation
LOW
(4) Floodplain Access
LOW
(4) Wooded Riparian Buffer
LOW
(4) Microtopography
LOW
(3) Stream Stability
LOW
(4) Channel Stability
HIGH
(4) Sediment Transport
LOW
(4) Stream Geomorphology
LOW
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
LOW
(2) Baseflow
MEDIUM
(2) Streamside Area Vegetation
LOW
(3) Upland Pollutant Filtration
LOW
(3) Thermoregulation
MEDIUM
(2) Indicators of Stressors
NO
(2) Aquatic Life Tolerance
LOW
(2) Intertidal Zone Filtration
NA
(1) Habitat
LOW
(2) In -stream Habitat
LOW
(3) Baseflow
MEDIUM
(3) Substrate
LOW
(3) Stream Stability
MEDIUM
(3) In -stream Habitat
LOW
(2) Stream -side Habitat
LOW
(3) Stream -side Habitat
LOW
(3) Thermoregulation
MEDIUM
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
LOW

Appendix C
Regional Regression Model Data

Region: Blue Ridge/Piedmont
Return Interval
(years)
Discharge
(cfs)
1.3
26
1.5
32
2
45.1
5
84.1
10
119
25
174
50
223
100
281
200
347
500
451
500
--a 450
c
° 400
v
N
350
CL
300
250
200
150
tw
M 100
0 50
Bold indicates interpolated data. 1 0
UT -4 Reference Reach
1 10 100 1000
Return Interval (years), Logarithmic Scale
Reaion: Blue Ridae/Piedmont Chemtronics Reference Reach
Return Interval
(years)
Discharge
(cfs)
1.3
80
1.5
100
2
139
5
249
10
343
25
488
50
617
100
763
200
930
500
1190
Bold indicates interpolated data.
1400
o 1200
U
G!
1000
CL
a 800
U
600
U400
M
v 200
tA
0
0
1 10 100 1000
Return Interval (years), Logarithmic Scale

Appendix D
Jurisdictional Determination

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID: SAW -2017-01557 County: Buncombe U.S.G.S. Quad: Oteen & Craggy
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Warren Wilson College / Attn: Scott McKinney
Address: P.O. Box 9000
Asheville, NC 28815
Telephone Number: 828-771-2056
Size (acres):
43 acres
Nearest Town:
Swannanoa
Nearest Waterway:
Swannanoa River
Coordinates:
35.609817 -82.443540
River Basin/ HUC:
French Broad
Location description: The site is located in/around 701 Warren Wilson Road, in Swannanoa, NC.
Indicate Which of the Following Apply:
A. Preliminary Determination
X There are waters, including wetlands, on the above described project area, that may be subject to Section 404 of the
Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The
waters, including wetlands, have been delineated, and the delineation has been verified by the Corps to be sufficiently
accurate and reliable. Therefore this preliminary jurisdiction determination may be used in the permit evaluation process,
including determining compensatory mitigation. For purposes of computation of impacts, compensatory mitigation
requirements, and other resource protection measures, a permit decision made on the basis of a preliminary JD will treat
all waters and wetlands that would be affected in any way by the permitted activity on the site as if they are jurisdictional
waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process (Reference 33 CFR Part 331). However, you may request an approved JD, which is an
appealable action, by contacting the Corps district for further instruction.
There are wetlands on the above described property, that may be subject to Section 404 of the Clean Water Act
(CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the
waters, including wetlands, have not been properly delineated, this preliminary jurisdiction determination may not be
used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is merely
an effective presumption of CWA/RHA jurisdiction overall of the waters, including wetlands, at the project area,
which is not sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have
the waters of the U.S. on your property delineated. As the Corps may not be able to accomplish this wetland
delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the
Corps.
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements
of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act (CWA)(33
USC § 1344). Unless there is a change in the law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
There are waters of the U.S. including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
We recommend you have the waters of the U.S. on your property delineated. As the Corps may not be able to
accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation
that can be verified by the Corps.
The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. If you wish to have the delineation surveyed, the Corps can review and verify the survey upon
completion. Once verified, this survey will provide an accurate depiction of all areas subject to CWA and/or RHA

jurisdiction on your property which, provided there is no change in the law or our published regulations, may be relied
upon for a period not to exceed five years.
_ The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on . Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
_ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(LAMA). You should contact the Division of Coastal Management to determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material,
construction or placement of structures, or work within navigable waters of the United States without a Department of the
Army permit may constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If
you have any questions regarding this determination and/or the Corps regulatory program, please contact Amanda Jones at
828-271-7980, ext. 4225 or [e-mail].
C. Basis for Determination:
See attached preliminary jurisdictional determination form.
The site contains wetlands as determined by the 1987 Corps of Engineers Wetland Delineation Manual and the
Regional Supplement to the Corps of Engineers Wetlands Delineation Manual: Eastern Mountain and Piedmont
Region (version 2.0). These wetlands are adjacent to stream channels located on the property that exhibit indicators
of ordinary high water marks. The stream channels on the site are unnamed tributaries to the French Broad River
which ultimately drains to the Gulf of Mexico.
D. Remarks:
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate
participation in USDA programs, you should request a certified wetland determination from the local office of the
Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to
this determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you
will find a Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal
this determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M 15
Atlanta, Georgia 30303-8801

In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria
for appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the
NAP. Should you decide to submit an RFA form, it must be received at the above address by N/A (Preliminary -JD).
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.** FUEMMELER.AMAND FDIMI
UEMELEBAMANDAJONES.1242835090
DN: —US, ¢U.S. Government, 1 -DOD, oU=PKI, 1U—USA,
Corps Regulatory Official:
A.JONES.1242835090 -2018 -0 -3639 --
Amanda Jones
Issue Date of JD: April 2, 2018 Expiration Date: N/A Preliminary JD
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure
we continue to do so, please complete our Customer Satisfaction Survey, located online at
http:Hcorl2smapu.usace.gM.mil/cm apex/f9p=136:4:0.
Copy furnished:
Axiom Environmental, Attn: Grant Lewis (via email)

SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http://www.usace.army.mil/Missions/CivilWorks/ReguhryProgramandPermits.aspx or
y.mil/Missions/CivilWorks/RegulatoMProgramandPermits.as-
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.
NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
AL REQUEST FOR APPEAL
Applicant: Warren Wilson College / Attn: Scott
McKinney
File Number: SAW -SAW -2017-01557
Date: April 2, 2018
Attached is: See Section below
❑
INITIAL PROFFERED PERMIT Standard Permit or Letter ofpermission)
A
❑
PROFFERED PERMIT Standard Permit or Letter ofpermission)
B
❑
PERMIT DENIAL
C
❑
APPROVED JURISDICTIONAL DETERMINATION
D
®
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http://www.usace.army.mil/Missions/CivilWorks/ReguhryProgramandPermits.aspx or
y.mil/Missions/CivilWorks/RegulatoMProgramandPermits.as-
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the
permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD.
The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps
district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the record
of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to clarify the
administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However, you may
provide additional information to clarify the location of information that is already in the administrative record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division,
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: Amanda Jones
CESAD-PDO
151 Patton Avenue, Room 208
U.S. Army Corps of Engineers, South Atlantic Division
Asheville, North Carolina 28801-5006
60 Forsyth Street, Room 1OM15
828-271-7980, ext. 4232
Atlanta, Georgia 30303-8801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportuni to participate in all site investigations.
Date:
Telephone number:
Signature of appellant oragent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn.: Amanda Jones, 69 Darlington Avenue, Wilmington,
North Carolina 28403
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (JD) FORM
U.S. Army Corps of Engineers
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JD: April 2, 2018
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
Warren Wilson College / Attn: Scott McKinney
P.O. Box 9000
Asheville, NC 28815
C. DISTRICT OFFICE, FILE NAME, AND NUMBER:
CESAW-RG-A, SAW -2017-01557,
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
The site is located in/around 701 Warren Wilson Road, in Swannanoa, NC.
State: NC County/parish/borough: Buncombe City: Swannanoa
Center coordinates of site (lat/long in degree decimal format): 35.609817 -82.443540
Universal Transverse Mercator: N/A
Name of nearestwaterbody: Swannanoa River
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date: April 2, 2018
® Field Determination. Date(s): 01/24/18
Use the table below to document aquatic resources and/or aquatic resources at different sites
Site Name
Latitude
Longitude
Estimated amount
of aquatic resource
in review area
Type of aquatic
resources
Geographic authority to
which the aquatic
resource "may be"
subject
GA
35.6087
-82.4401
0.16 ac
Wetland
Section 404
GB
35.6089
-82.4405
0.27 ac
Wetland
Section 404
GC
35.6180
-82.4524
0.009 ac
Wetland
Section 404
GD
35.6175
-82.4523
0.42 ac
Wetland
Section 404
GE
35.6156
-82.4519
0.05 ac
Wetland
Section 404
GF
35.6151
-82.4518
0.22 ac
Wetland
Section 404
GG
35.6142
-82.4519
0.09 ac
Wetland
Section 404
GH
35.6146
-82.4518
0.02 ac
Wetland
Section 404
GJ
35.6147
-82.4518
0.04 ac
Wetland
Section 404
PA
35.6116
-82.4390
0.30 ac
Wetland
Section 404
PB
35.6041
-82.4428
0.51 ac
Wetland
Section 404
PC
35.6165
-82.4521
0.33 ac
Wetland
Section 404
PD
35.6087
-82.4562
0.30 ac
Wetland
Section 404
PX
35.6147
-82.4522
0.15 ac
Wetland
Section 404
AJF
35.6182
-82.4523
0.02 ac
Wetland
Section 404

UT1
35.6093
-82.4400
756.7 If
Non -wetland
Section 404
UT3
35.6093
-82.4545
3581.6 If
Non -wetland
Section 404
UT4
35.6170
-82.4518
312.3 If
Non -wetland
Section 404
UT5
35.6090
-82.4484
768.6 If
Non -wetland
Section 404
UT6
35.6057
-82.4433
1362.6 If
Non -wetland
Section 404
UT7
35.6031
-82.4414
2425.5 If
Non -wetland
Section 404
UT8
35.6036
-82.4382
957.1 If
Non -wetland
Section 404
Open Water
35.6034
-82.4426
0.30 ac
Non -wetland
Section 404
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION
1. The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review
area, and the requestor of this PJD is hereby advised of his or her option to request and obtain an
approved JD (AJD) for that review area based on an informed decision after having discussed the
various types of JDs and their characteristics and circumstances when they may be appropriate.
In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General
Permit (NWP) or other general permit verification requiring "pre- construction notification" (PCN),
or requests verification for a non -reporting NWP or other general permit, and the permit applicant
has not requested an AJD for the activity, the permit applicant is hereby made aware that: (1) the
permit applicant has elected to seek a permit authorization based on a PJD, which does not make
an official determination of jurisdictional aquatic resources; (2) the applicant has the option to
request an AJD before accepting the terms and conditions of the permit authorization, and that
basing a permit authorization on an AID could possibly result in less compensatory mitigation
being required or different special conditions; (3) the applicant has the right to request an individual
permit rather than accepting the terms and conditions of the NWP or other general permit
authorization; (4) the applicant can accept a permit authorization and thereby agree to comply with
all the terms and conditions of that permit, including whatever mitigation requirements the Corps
has determined to be necessary; (5) undertaking any activity in reliance upon the subject permit
authorization without requesting an AJD constitutes the applicant's acceptance of the use of the
PJD; (6) accepting a permit authorization (e.g., signing a proffered individual permit) or
undertaking any activity in reliance on any form of Corps permit authorization based on a PJD
constitutes agreement that all aquatic resources in the review area affected in any way by that
activity will be treated as jurisdictional, and waives any challenge to such jurisdiction in any
administrative or judicial compliance or enforcement action, or in any administrative appeal or in
any Federal court; and (7) whether the applicant elects to use either an AJD or a PJD, the JD will
be processed as soon as practicable. Further, an AJD, a proffered individual permit (and all terms
and conditions contained therein), or individual permit denial can be administratively appealed
pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it becomes appropriate to
make an official determination whether geographic jurisdiction exists over aquatic resources in the
review area, or to provide an official delineation of jurisdictional aquatic resources in the review
area, the Corps will provide an AJD to accomplish that result, as soon as is practicable. This PJD
finds that there "may be" waters of the U.S. and/or that there "may be" navigable waters of the U.S.
on the subject review area, and identifies all aquatic features in the review area that could be
affected by the proposed activity, based on the following information:

SUPPORTING DATA
Data reviewed for preliminary JD (check all that apply) - Checked items should be included in subject file.
Appropriately reference sources below where indicated for all checked items:
® Maps, plans, plots or plat submitted by or on behalf of preliminary JD requester:
® Data sheets prepared/submitted by or on behalf of preliminary JD requester.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rational:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey (USGS) Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
® USGS map(s). Cite scale & quad name: Oteen & Craggy.
® Natural Resources Conservation Service (MRCS) Soil Survey.
Citation: Buncombe County, NC
❑ National wetlands inventory (NWI) map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ Federal Emergency Management Agency (FEMA) / Flood Insurance Rate Map (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 scientific literature:
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not necessarily been verified by the Corps and
should not be relied upon for later jurisdictional determinations.
Digitally signed by
FUEMMELER.AMAND DN c^USL oRUSAOGovernment, ou=DoD, u=PKI,
A.JONES.1242835090 rn FU MMELER.AMANDAJONE5.1242835090
Date: 2018.04.02 09:37:07 -04'00'
Amanda Jones, April 2, 2018
Signature and date of Regulatory
staff member completing
preliminary JD
Warren Wilson College / Attn: Scott McKinney
Signature and date of person requesting
preliminary JD (REQUIRED, unless obtaining the
signature is impracticable)
Two copies of this Preliminary JD Form have been provided. Please sign both copies. Keep one signed copy for your record
and return a signed copy to the Asheville Regulatory Field Office by mail or e-mail.
U5 Army Corps of Engineers -Wilmington District
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
1 Districts may establish timeframes for requester to return signed PID forms. If the requester does not respond within the established time
frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an action.

Legend
Warren Wilson College Parcel
Project Area = 43 acres
Potential Easement = 22 acres
W"°
A
Axiom Environmernw. mc,
Prepared for:
RESTORATION
SYSTEMS I LLC�a
Project:
WARREN WILSON
COLLEGE STREAM
- MITIGATION SITE
Buncombe County, NC
Title:
OVERVIEW
MAP
i4
=ice
L
row-.
Wetlands= 2.87 acres
Streams =10,164.4 linear feet
Open Water = 0.30 acre '
1,000 2,000
4,000
m Feet
Drawn by.
KRJ/CLF
Date:
Jan 2018
Scale:
1:10,000
Project No.:
17-018
FIGURE
2
R'
F
i
W"°
A
Axiom Environmernw. mc,
Prepared for:
RESTORATION
SYSTEMS I LLC�a
Project:
WARREN WILSON
COLLEGE STREAM
- MITIGATION SITE
Buncombe County, NC
Title:
OVERVIEW
MAP
i4
=ice
L
row-.
Wetlands= 2.87 acres
Streams =10,164.4 linear feet
Open Water = 0.30 acre '
1,000 2,000
4,000
m Feet
Drawn by.
KRJ/CLF
Date:
Jan 2018
Scale:
1:10,000
Project No.:
17-018
FIGURE
2
R'

Appendix E
Categorical Exclusion Document

Warren Wilson College Stream Mitigation Site
Buncombe County, North Carolina
DMS Project No. 100019
Categorical Exclusion/ERTR
Prepared for:
North Carolina Department of Environmental Quality
Division of Mitigation Services
1652 Mail Service Center
Raleigh, NC 27699-1652
November 2017

Warren Wilson College Stream Mitigation Site
NC DMS Contract # 7188 RFP # 16-006991 DMS/Project # 100019
TASK 1 b.) Categorical Exclusion Summary:
Part 1: General Project Information
(Attached) Part 2: All Projects
Regulation/Questions
Coastal Zone Management Act
Not applicable — project is not located within a CAMA county.
CERCLA
No issue within project boundaries— please see the attached Executive Summary from a Limited
Phase 1 Site Assessment performed by Environmental Data Resources, Inc. (EDR) on October
26th, 2017. Three sites were reported within the target map boundaries of the EDR report,
however, these sites are outside of the proposed project conservation easements of the Site.
Restoration Systems discussed these sites with WWC faculty and the findings are summarized
below.
Map ID A2, Tank ID Al: An existing 6,000 -gallon gasoline underground storage tank (UST) is
located at Warren Wilson College's Facilities and Maintenance Building. This tank provides fuel
for WWC owned vehicles. This UST is outside of the proposed easement.
Map ID A2, Tank IDs 1-5: These various fuel tanks or USTs have been removed and were not
located within the Site's proposed easements.
Map ID Al: WWC campus composting facility located outside of proposed conservation
easements. Permit # 115 -COMPOST -2009
National Historic Preservation Act (Section 106)
Updated- please see attached letter from Ramona M. Bartos- State of the Historic
Preservation Office. Restoration Systems is now submitting a revised CE/ERTR to FHWA
following the completion of work at archeological site 31BN28. When archeological site
31BN28 was evaluated and the proposed project was determined to not negatively impact
the site, SHPO sent a concurrence letter for site 31BN28 that allows FHWA to fully approve
the Categorical Exclusion. Construction Monitoring of sites 31BN135 and 31BN145/491 will
take place during two weeks of construction which will likely occur Fall 2018.
Uniform Act
Please see the attached letter, sent to the landowner October 24, 2017.
Part 3: Ground -Disturbing Activates Regulation/Questions
American Indian Religious Freedom Act (AIRFA)
A coordination letter was sent to Holly Austin, the Federal Cultural Resource Law Liaison at the
Tribal Historic Preservation Office since Buncombe County contains areas claimed as "territory"
by the Eastern Band of Cherokee Indians.
Antiquities Act (AA)
Not applicable — project is not located on Federal land.

Warren Wilson College Stream Mitigation Site
NC DMS Contract # 7188 RFP # 16-006991 DMS/Project # 100019
Archaeological Resources Protection Act (ARPA)
Not applicable — project is not located on federal or Indian lands.
Endangered Species Act (ESA)
A desktop analysis and field investigation were conducted to evaluate federally protected
species potentially occurring in and around the Site. The online project review (known as IPaC)
was performed via the USFWS Asheville Field Office Website. A letter was also sent to the
USFWS's biologist John Ellis on July 26th, 2017 alerting them to the project activities for an
informal Section 7 review. There are 11 known federally protected species (listed below)
occurring in Buncombe County, NC. Our summary is that NO existing habitats exist within the
project boundaries for 10 of the 11 species. Based on the absence of suitable habitat, and lack
of observation during surveys for the listed species, it is reasonable to conclude implementation
and monitoring of the project will have No Effect on the following listed species: Bog Turtle,
Carolina northern flying squirrel, Gray Bat, Spotfin chub, Appalachian elktoe, Spruce -fir
moss spider, Tan riffleshell, Spreading Avens, Virginia spiraea, and the Rock gnome
lichen.
The Northern long-eared bat- The project area does not contain any caves or suitable winter
roosting areas for the Northern long-eared bat. Any project activities involving tree cutting of
suitable summer roosting tree species would be conducted between August 1st and May 31St
in accordance to USFWS guidance on the subject. In order to comply with the Northern long-
eared Bat (NLEB) 4(d) streamlined rule for federal agencies form was submitted (attached
below). It was determined that the project "may affect the NLEB, but any incidental take of the
NLEB is not prohibited by the final 4(d) rule." Please see the NLEB 4(d) Rule Streamlined
Consultation Form for detailed information.
Federally Protected Species
Common Name
Scientific Name
Habitat at Site
Biological
Summary
(Threatened/Endangered)
Conclusion
Bog Turtle (T)
Glyptemys
Yes
N/A
Species is not subject to section
muhlenbergii
seven consultations requirements
under the Endangered Species
Act.
Carolina northern flying
Glaucomyssabrinus
No
No Effect
No habitat exists in or near the
squirrel (E)
coloratus
project boundaries.
Gray Bat (E)
Myotis grisescens
No
No Effect
Only foraging habitat present
within the Site; however, no
roosting habitat with the Site
boundaries or near the Site.
Foraging habitat will not be
disturbed summer months.
Northern long-eared bat
Myotis septentrionalis
Yes
May Effect
(See attached Northern long
(T)
eared Bat consultation form)
Spotfin chub (T)
Erimonax monachus
No
No Effect
Historic record only, only known
from four sites outside this
watershed.

Warren Wilson College Stream Mitigation Site
NC DMS Contract # 7188 RFP # 16-006991 DMS/Project # 100019
Appalachian elktoe (E)
Alasmidonta
No
No Effect
Historic record only, no known
raveneliana
presence in or near the Site.
Existing stream channels do not
provide habitat due to sediment
build ups
Spruce -fir moss spider (E)
Microhexura
No
No Effect
No habitat exists in or near the
montivaga
project boundaries.
Tan riffleshell (E)
Epioblasma florentina
No
No Effect
Historic record only, no known
walkeri
presence in or near the Site.
Existing stream channels do not
provide habitat due to sediment
build ups.
Spreading avens (E)
Geum radiatum
No
No Effect
No habitat exists in or near the
project boundaries.
Virginia spiraea (T)
Spiraea virginiana
No
No Effect
Historic record only, no known
presence in or near the Site.
Rock gnome lichen (E)
Gymnoderma lineare
No
No Effect
No habitat exists in or near the
project boundaries.
Summary of Anticipated Effects
Project activates are not likely to affect habitat for Endangered or Threatened Species. The
proposed project will occur in existing agricultural fields which are intensively managed for row
crops and pasture for grazing and hay production. The likelihood of any habitat occurring on the
project site is extremely low. Record searches from the Natural Heritage Program indicate that
federally protected species have not been documented within a mile of the Site boundaries.
Executive Order 13007 (Indian Sacred Sites)
Not applicable — project is not located on federal lands.
Farmland Protection Policy Act (FPPA)
Please find the attached Form AD -1006 dated 8/30/2017 and letter from Milton Cortes of the NRCS.
Fish and Wildlife Coordination Act (FWCA)
Please find the attached Northern Long -Eared Bat Consultation Form.
Land & Water Conservation Fund Act (Section 6(f))
Not applicable
Magnuson -Stevens Fishery Conservation and management Act (Essential Fish Habitat)
Not applicable — project is not located within an estuarine system
Migratory Bird Treaty Act (MBTA)
USFWS has no recommendation with the project relative to the MBTA
IMIrlornocc Ort
Not applicable—the project is not located within a Wilderness area.

Appendix A
Categorical Exclusion Form for Ecosystem Enhancement
Program Projects
Version 1.4
Note: Only Appendix A should to be submitted (along with any supporting documentation) as the
environmental document.
r-ro ect riame:
Warren Wilson College 5tseam Mtuptlon site
County Name:
&.ncorrm e
EEP Number:
IDft: 1fl0019 cantracl,M7168
Project s rlsor:
Restoration Systems, LLC
Project Contact Name:
wenn Creech
Project Contact Address:
1141 Hapes Street, Suite 211, Raleigh, NC 27604
Project Contact E-mail:
[e-mail]
EEP Project Manager:
I Pauf Wiesner paul.wiesnerAncdennoov
;ite is located approximately 5 miles east of Asheville In Buncombe County, within the North Carolina Division of Water
es [NCDWRi subbasin number 04-43-02 and MMS Targeted Local Watershed OW1010507003D.
:ion of riparian buffers and stream connectivity will involve 11 low flow channel construction, 2) ditch plug Installation, 3)
existing channels to historic levels, and 4) re -vegetating stream buffer areas. These activities will restore riparian
within 16 acres of conservation easement at the Site.
Reviewed By:
Date / EEP Project Manager
Conditional Approved By:
0-711-17
Date
k1cheek this box if there are outstanding issues
Final Approval By:
Date
For Division Administrator
FHWA
For Division Administrator
FHWA
6 Version 1.4, 8/18105

Appendix F
Northern Long -Eared Bat (NLEB) 4(d) Rule
Streamlined Consultation Form

Northern Lone -Eared Bat 4(d) Rule Streamlined Consultation Form
Federal agencies should use this form for the optional streamlined consultation framework for the northern long-
eared bat (NLEB). This framework allows federal agencies to rely upon the U.S. Fish and Wildlife Service's
(USFWS) January 5, 2016, intra -Service Programmatic Biological Opinion (BO) on the final 4(d) rule for the
NLEB for section 7(a)(2) compliance by: (1) notifying the USFWS that an action agency will use the streamlined
framework; (2) describing the project with sufficient detail to support the required determination; and (3) enabling
the USFWS to track effects and determine if reinitiation of consultation is required per 50 CFR 402.16.
This form is not necessary if an agency determines that a proposed action will have no effect to the NLEB or if
the USFWS has concurred in writing with an agency's determination that a proposed action may affect, but is not
likely to adversely affect the NLEB (i.e., the standard informal consultation process). Actions that may cause
prohibited incidental take require separate formal consultation. Providing this information does not address
section 7(a)(2) compliance for any other listed species.
Information to Determine 4(d) Rule Compliance:
YES NO
1. Does the project occur wholly outside of the WNS Zone'?
❑
2. Have you contacted the appropriate agency2 to determine if your project is near
❑x
❑
known hibernacula or maternity roost trees?
3. Could the project disturb hibernating NLEBs in a known hibernaculum?
❑
4. Could the project alter the entrance or interior environment of a known
❑
N
hibernaculum?
5. Does the project remove any trees within 0.25 miles of a known hibernaculum at
❑
any time of ear?
6. Would the project cut or destroy known occupied maternity roost trees, or any
❑
N
other trees within a 150 -foot radius from the maternity roost tree from June 1
through July 31.
You are eligible to use this form if you have answered yes to question #1 or yes to question #2 and no to
questions 3, 4, 5 and 6. The remainder of the form will be used by the USFWS to track our assumptions in the
BO.
Agency and Applicant3 Federal Highway Administration, Donnie Brew-Preconstruction &
Environmental Engineer, 310 New Bern Ave, Suite 410, Raleigh, NC 27601 donnie.brew(a),dot.gov
919-747-7017
Project Name: Warren Wilson College Stream Restoration Site
Project Location: 35° 36'37.64"N / 82° 26'27.61"W
Basic Project Description:
The Warren Wilson College Stream Mitigation Site has been identified for the purpose of providing in-
kind mitigation for unavoidable stream impacts. The primary goals of this restoration project are on
improving wildlife habitat and restoring vital riparian stream functions to an area that has been
1 http://www.fws.gov/midwest/endangered/mammals/nleb/pdf/WNSZone.pdf
z See http://www.fvvs.gov/midwest/endangered/mammals/nleb/nhisites.html
3 If applicable - only needed for federal actions with applicants (e.g., for a permit, etc.) who are party to the consultation.

functioning as an agricultural area for decades. Restoration on the Site will focus on the restoration of
riparian buffers, enhancing nutrient and sediment reduction from agricultural lands, improving aquatic
quality and habitat and restoring connectivity to historic channels.
Stream restoration is expected to entail 1) belt -width preparation, 2) channel excavation, 3) spoil
stockpiling, 4) channel stabilization, 5) channel diversion, and 6) channel backfill.
Belt -width corridor preparation will entail channel staking, floodplain clearing and grubbing, and any
necessary grading prior to channel excavation. After the floodplain has been prepped, the proposed
design channel will be staked and/or clearly marked to the design parameters. Spoil material excavated
during floodplain grading will be stockpiled adjacent to the existing channels. After construction of the
new channel is complete, existing channels will be abandoned and backfilled with stockpiled soils.
Once belt -width corridor preparation is complete, the proposed channel will be excavated to the average
width, depth, and cross-sectional area derived from reference reach studies and detailed measurements
of the onsite reach. Stream banks and the belt -width area of constructed channels will be immediately
planted with shrub and herbaceous vegetation. Root mats may also be selectively removed from
adjacent areas and placed as erosion control features on channel banks.
Once the proposed design channel has been excavated and stabilized, abandoned channels will be
backfilled utilizing spoil material stockpiled from channel excavation and/or from suitable material
excavated from the Site or adjacent to the Site. Abandoned channels will be backfilled to the maximum
extent feasible.
General Project Information
YES NO
Does the project occur within 0.25 miles of a known hibernaculum? ❑
❑x
Does the project occur within 150 feet of a known maternity roost tree? ❑
❑X
Does the project include forest conversion4? (if yes, report acreage below) ❑x
❑
Estimated total acres of forest conversion .25
If known, estimated acres' of forest conversion from April 1 to October 31 0
If known, estimated acres of forest conversion from June 1 to July 316 0
Does the project include timber harvest? (if yes, report acreage below) ❑
❑x
Estimated total acres of timber harvest
If known, estimated acres of timber harvest from April 1 to October 31
If known, estimated acres of timber harvest from June 1 to July 31
Does the project include prescribed fire? (if yes, report acreage below) ❑
❑X
Estimated total acres of prescribed fire
If known, estimated acres of prescribed fire from April 1 to October 31
If known, estimated acres of prescribed fire from June 1 to July 31
Does the project install new wind turbines? (if yes, report capacity in MW below) ❑
❑X
Estimated wind capacity (MW)
4 Any activity that temporarily or permanently removes suitable forested habitat, including, but not limited to, tree removal
from development, energy production and transmission, mining, agriculture, etc. (see page 48 of the BO).
s If the project removes less than 10 trees and the acreage is unknown, report the acreage as less than 0.1 acre.
6 If the activity includes tree clearing in June and July, also include those acreage in April to October.

Agency Determination:
By signing this form, the action agency determines that this project may affect the NLEB, but that any
resulting incidental take of the NLEB is not prohibited by the final 4(d) rule.
If the USFWS does not respond within 30 days from submittal of this form, the action agency may
presume that its determination is informed by the best available information and that its project
responsibilities under 7(a)(2) with respect to the NLEB are fulfilled through the USFWS January 5,
2016, Programmatic BO. The action agency will update this determination annually for multi-year
activities.
The action agency understands that the USFWS presumes that all activities are implemented as
described herein. The action agency will promptly report any departures from the described activities to
the appropriate USFWS Field Office. The action agency will provide the appropriate USFWS Field
Office with the results of any surveys conducted for the NLEB. Involved parties will promptly notify the
appropriate USFWS Field Office upon finding a dead, injured, or sick NLEB.
Signature:Date Submitted:

Wiesner, Paul
From: Brew, Donnie (FHWA) <[e-mail]>
Sent: Thursday, November 30, 2017 3:46 PM
To: [e-mail]
Cc: Wiesner, Paul; Worth Creech; John Hamby
Subject: [External] Warren Wilson College mitigation site NLEB 4(d) rule consultation
Attachments: Warren Wilson _NLEB (4D) Form_113017 signed.pdf
CAUTION: External email. Do not click links or open attachments unless verified. Send all suspicious email as an attachment to
[e-mail].
Good afternoon Marella,
The purpose of this message is to notify your office that FHWA will use the streamlined consultation
framework for the Warren Wilson College Mitigation Site in Buncombe County, NC.
Attached is a completed NLEB 4(d) Rule Streamlined Consultation form, including site maps.
Thank you and have a great afternoon,
Donnie
Notifying the Service Under the Framework
Northern Long -Eared Bat 4(d) Rule Streamlined Consultation Form
Federal agencies (or designated non-federal representatives) should use the Northern Long -Eared Bat
4(d) Rule Streamlined Consultation form to notify the Service of their project and meet the
requirements of the framework.
Northern Long -Eared Bat 4(d) Rule Streamlined Consultation Form (Word document)
Information requested in the Northern Long -Eared Bat 4(d) Rule Streamlined Consultation Form serves
to
(1) notify the field office that an action agency will use the streamlined framework;
(2) describe the project with sufficient detail to support the required determination; and
(3) enable the USFWS to track effects and determine if reinitiation of consultation for the
4(d) rule is required. This form requests the minimum amount of information required for
the Service to be able to track this information.
Providing information in the Streamlined Consultation Form does not address section 7(a)(2)
compliance for any other listed species.
Donnie Brew
I

Preconstruction & Environment Engineer
Federal Highway Administration
310 New Bern Ave, Suite 410
Raleigh, NC 27601
[e-mail]
919-747-7017
***Please consider the environment before printing this email.***

Appendix G
Archeological Testing and Site Assessment
for 31BN28

btu. STATE,,
North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper
Secretary Susi H. Hamilton
March 27, 2018
Sara Stavinoha
Anchor QEA of North Carolina
231 Haywood Street
Asheville, NC 28801
Office of Archives and History
Deputy Secretary Kevin Cherry
Re: Warren Wilson College Stream Mitigation Project, Buncombe County, ER 17-1683
Dear Ms. Stavinoha:
Thank you for your letter of March 8, 2018, transmitting the management summary by Tasha Benyshek, TRC
Environmental, for archaeological testing at 31BN28 for the above project.
During the course of the testing, no significant archaeological resources were identified within the project APE.
Ms. Benyshek recommends that no further archaeological work be undertaken at 31BN28 in connection with
the current project, and that if project plans are altered, additional archaeological work is required. We concur
with these recommendations and have no objection to construction proceeding as presently designed.
We look forward to receiving the full report of the investigation at 31BN28 and monitoring at sections 4C and
4D, as well as updated archaeological site forms.
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
environmental.reviewgncdcr.gov. In all future communication concerning this project, please cite the above
referenced tracking number.
Sincerely,
�C� )�4ck&�tt-
�Ramona M. Bartos
cc: Worth Creech, Restoration Systems, LLC
Tasha Benyshek, TRC Environmental
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6599

5 Dogwood Road
Asheville, NC 28806
828.667.3838 PHONE
828.667.3839 FAX
www.TRCsolutions.com
February 2, 2018
Mr. Worth Creech
Restoration Systems, LLC
1101 Haynes Street
Suite 211
Raleigh, North Carolina 27604
Re: Management Summary, Archaeological Testing and Site Assessment for 31 BN28, Buncombe
County, North Carolina
Dear Mr. Creech:
TRC Environmental Corporation (TRC) has completed the fieldwork for the archaeological testing and
site assessment for 31BN28 in Buncombe County, North Carolina for a proposed stream restoration
project on the Warren Wilson campus. The project will impact a portion of site 31BN28, an extensive,
multicomponent site first recorded in 1964 (Egloff 1964) and systematically investigated in 2016
(Buchner et al. 2016). The site's National Register of Historic Places (NRHP) eligibility has not been
determined (Buchner et al. 2016). (Additional archaeological monitoring near two other archaeological
sites [3IBN135 and 3IBN145/491] will be performed at a later date.)
The project includes construction of a new stream channel within a meandering, linear easement
measuring ca. 1,008 ft (307 m) in length and 68 ft (21 m) in width that extends northward from a wooded
area adjacent to the Swannanoa River into a fallow agricultural field on the west side of an existing
artificial drainage (Figures 1-4). From there, the construction easement extends to a buried culvert
situated in a pasture south of Riceville Road. The project also includes the removal of trees on both sides
of the existing drainage. All of these proposed impacts are situated within the boundaries of 31BN28.
FIELD METHODS
The fieldwork for this project was conducted over a period extending from January 4-14, 2018. All
fieldwork was directed by Bruce Idol and followed the procedures outlined in TRC's technical proposal
for the project (TRC 2017). The project boundaries were identified in the field using maps and a digital
GIS shapefile provided by Sara Stavinoha of Anchor QEA of North Carolina, PLLC. Shovel tests were
excavated within the boundaries of the stream easement (which was marked in the field using the
provided boundary coordinates) and along both sides of the existing artificial drainage.
The subsurface survey included systematic shovel testing at 10-m (ca. 33 ft.) intervals except for areas of
standing water. The shovel tests measured at least 30 cm in diameter and were excavated to sterile
subsoil, hydric soils, or impenetrable fill (along and over the culvert at the head of the existing artificial
drainage). Augering was accomplished at the bases of some shovel tests to assess deeper alluvial deposits.
Two 1 x 1 in test units (TUs) were also excavated as part of the investigation.

All soil was screened through 1/4 inch mesh for uniform artifact recovery, and all of the excavations were
backfilled at the conclusion of the work. The locations of all shovel tests and test units were recorded with
a GPS unit for mapping. Representative photographs were also taken of the project area.
All recovered artifacts were returned to TRC's Asheville office for washing, analysis, and curation
preparation. Although formal artifact analysis is pending, at least two precontact period Native American
components have been identified based on field inspection.
RESULTS AND RECOMMENDATIONS
Results
The assessment included mapping and excavation of 122 shovel tests and two 1 X 1 in test units. These
excavations encountered varied stratigraphic sequences on the alluvial terrace east and west of the
artificial drainage, which are consistent with the mapped soil types (Hudson 2009; NRCS 2013).
The only shovel test (ST 1) situated on the lower terrace adjacent to the river produced no artifacts and
encountered coarse sand to over 80 crabs, overlying finer sediment. Excavations on the broad, higher
terrace to the north encountered varied sequences; in general, the area east of the drainage appeared
slightly higher and was somewhat better drained. Most shovel tests at the edge of the pasture there
encountered a plowzone overlying dark grayish brown (1OYR 4/2) clay loam (flecked with oxidized
manganese concretions, and clearly related to hydric or semi -hydric conditions) or brownish yellow
(IOYR 6/6 or 6/8) clay loam with gray (IOYR 5/1) clay bands. A few tests (notably ST 23 and the
adjacent test unit [TU 1]) situated east of the drainage encountered a much thicker A horizon. In TU 1, the
59-66 cm thick upper layer (dark yellowish brown sandy loam) appeared to represent superimposed
disturbed deposits resulting from the construction of the artificial drainage and continuous plowing. This
overlay a loamier, slightly darker deposit that was up to 17 cm thick (but not continuous across the test
unit) that appeared to have accumulated in a low-lying slump on the terrace (and does not appear to be
part of any extensive buried A horizon). Up to four non-diagnostic lithic artifacts were found in this
deposit, and artifacts were entirely absent in the underlying B horizon clay.
With the exception of one shovel test (ST 64) located on the edge of the second terrace (in the wooded
area toward the river), which encountered a 60+ cm thick A horizon overlying dark grayish brown sandy
clay loam (see Figure 2), nearly all shovel tests west of the drainage encountered a 27 to 38 cm thick
plowzone overlying light brownish gray (1OYR 6/2) clay loam, very dark gray (1OYR 3/1) clay loam, or
brownish yellow (1 OYR 6/8) clay loam with gray clay bands. A few shovel tests west of the drainage in
the southern corner of the field encountered standing water and/or hydric soils at or near the surface (this
part of the field is drained by a shallow ditch extending to the artificial drainage). Isolated seeps and
sizeable areas of poorly drained soil are consistent with Dillard loam, the mapped soil type (Hudson
2009:145-146).
All of the shovel tests situated in the pasture at the head of the artificial drainage encountered strong
brown, rock -filled clayey subsoil or similar impenetrable fill associated with the buried cement drainpipe.
There is no potential for intact deposits in that area.
Twenty-one of the 122 shovel tests produced Native American artifacts, including eight (STs 2, 8, 21, 23,
64, 89, 90, and 95) that generated small numbers of ceramic sherds (see Figure 2). With the exception of a
residual sherd obtained from the top of the hydric B horizon in TU 2, all ceramic sherds were found in the
plowzone or the upper A horizon. Identifiable sherds include those of the Middle Woodland (Connestee
series) and Mississippian period (Pisgah series) types. A few identifiable plain -surfaced sherds are likely

attributable to one or both of those types. Lithic artifacts were found in 18 shovel tests; diagnostic
artifacts are limited to five triangular projectile points (including unfinished examples) that were found in
the thick A horizon (ca. 0-60 cmbs) in TU 1. No lithic artifacts were found in B horizon contexts,
although a few such non-diagnostic artifacts were found in the lower A horizon deposit in TU 1. A few
non-diagnostic lithic artifacts were collected within the easement from the surface of the plowed field,
and a few clearly modern artifacts (e.g., clear or green bottle glass, plastic) were encountered in plowed
soils.
SUMMARY AND RECOMMENDATIONS
In summary, that part of 31BN28 situated within the construction easement (including the areas that will
be affected by tree removal) is represented by small numbers of lithic and ceramic artifacts, including
artifacts diagnostic of Middle Woodland and Mississippian period occupation. Most of these were found
in plowed or relatively shallow A horizon contexts, and those few deeper artifacts appear attributable to
bioturbation moving artifacts downward (and appear intrusive). No artifacts were found in underlying B
horizon contexts, and most of the soil sequences encountered suggest a less than favorable environment
for habitation. There are no buried deposits or evidence for cultural stratification, and local soil conditions
along with low artifact density, suggest that Woodland or Mississippian features are unlikely to be
present.
These investigations are not sufficient to characterize the site in its entirety, and it is very likely that
meaningful artifact distributions and cultural features (especially those associated with Woodland to
Mississippian period occupations) are present on the broad terrace outside the construction easement.
Further assessment would certainly appear necessary to define the prehistoric occupation of the site in
those locations. Although the eligibility status of 31BN28 remains undetermined, the present results
suggest that construction will not impact any intact or significant deposits, and we recommend that the
construction be allowed to proceed as presently designed. If design plans change, additional
archaeological assessment would likely be necessary.
We hope that this summary is useful in the planning process. Please do not hesitate to contact us at (828)
230-4812 or via email at tben, shekktresolutions.com or bidol&tresolutions.com if you have any
questions or comments about this information, or if you need any additional information prior to
submittal of the draft report.
Sincerely,
Tasha Benyshek
Senior Archaeologist/Manager
Asheville
Bruce Idol
Senior Archaeologist
Chapel Hill

REFERENCES
Buchner, C. Andrew, Karla Oesch, Chester Walker, and William Wilson
2016 Archaeological Survey at Warren Wilson College for the Swannanoa River Valley Flood Risk
Management Study, Buncombe County, North Carolina. Panamerican Consultants, Inc., Memphis,
Tennessee. Report prepared for U.S. Army Corps of Engineers CELRN-RC-N, Nashville, Tennessee.
Egloff, Brian J.
1964 31BN28. North Carolina State Site Form. On file, Office of State Archaeology, Raleigh.
Hudson, Mark S.
2009 Soil Survey of Buncombe County, North Carolina. U.S. Department of Agriculture, Washington.
Natural Resources Conservation Service (MRCS)
2013 Web Soil Survey. Electronic document, http://websoilsurvey.nres.usda.gov/app/, accessed 16 January
2018.
TRC Environmental Corporation
2017 Proposal, Archaeological Testing and Site Assessment for 31BN28 and Monitoring Near Sites
31BN135 and 3IBN145/491 for the Warren Wilson Stream Restoration Project, Buncombe County, North
Carolina. TRC Environmental Corporation, Asheville. Technical proposal submitted to Stream Restoration
Systems, LLC, Raleigh.

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Appendix H
Financial Assurance

Pursuant to Section IV H and Appendix III of the NCDEQ DMS (formerly Ecosystem
Enhancement Program) In -Lieu Fee Instrument dated July 28, 2010, the North Carolina
Department of Environmental Quality (NCDEQ) has provided the USACE-Wilmington District
with a formal commitment to fund projects to satisfy mitigation requirements assumed by NCDEQ
DMS. This commitment provides financial assurance for all mitigation projects implemented by
the program.

Appendix I
Site Protection Instrument

There are no delinquent taxes that are a lien
the parcel(s) described in the deed which the
Buncombe County Tax Collector is charged
with collecting. L-" 9 --
02-12-2019
Date Deputy Tax Collector
RS: $946.00
STATE OF NORTH CAROLINA
BUNCOMBE COUNTY
SPO File Number: 11 -DI
DMS Project Number: 100019
Type: CONSOLIDATED REAL PROPERTY
Recorded: 2/12/2019 2:53:06 PM
Fee Amt: $1,000.00 Page 1 of 22
Revenue Tax: $946.00
Buncombe County, NC
Drew Reisinger Register of Deeds
ARM
DEED OF CONSERVATION EASEMENT
AND RIGHT OF ACCESS PROVIDED
PURSUANT TO
FULL DELIVERY
MITIGATION CONTRACT
Prepared by: Office of the Attorney General
Property Control Section
Return to: NC Department of Administration
State Property Office
1321 Mail Service Center
Raleigh, NC 27699-1321
TRIS DEED OF CONSERVATION EASEMENT AND RIGHT OF ACCESS, made
this '?'0' day of February, 2019, by Warren Wilson College, Incorporated, a North Carolina
non-profit, educational corporation, and Warren Wilson College Foundation, LLC, a North
Carolina limited liability company, ("Grantor"), whose mailing address is 701 Warren Wilson
Road, Swannanoa, NC 28778, to the State of North Carolina, ("Grantee"), whose mailing
address is State of North Carolina, Department of Administration, State Property Office, 1321
Mail Service Center, Raleigh, NC 27699-1321. The designations of Grantor and Grantee as
used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine, or neuter as required by context.
WITNESSETH:
WHEREAS, pursuant to the provisions of N.C. Gen. Stat. § 143-214.8 et sea-, the State
of North Carolina has established the Division of Mitigation Services (formerly known as the
Ecosystem Enhancement Program and Wetlands Restoration Program) within the Department of
Environment and Natural Resources for the purposes of acquiring, maintaining, restoring,
enhancing, creating and preserving wetland and riparian resources that contribute to the
R&S 21761101
submitted electronically by "Manning Fulton & skinner, P.A."
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Buncombe county Register of Deeds.
Book: 5743 Page: 843 Page 1 of 22

protection and improvement of water quality, flood prevention, fisheries, aquatic habitat, wildlife
habitat, and recreational opportunities; and
WHEREAS, this Conservation Easement from Grantor to Grantee has been negotiated,
arranged and provided for as a condition of a full delivery contract between Restoration Systems,
LLC, a North Carolina limited liability company, 1101 Haynes Street, Suite 211, Raleigh, NC
27604-1499, and the North Carolina Department of Environmental Quality, to provide stream,
wetland and/or buffer mitigation pursuant to the North Carolina Department of Environmental
Quality Purchase and Services Contract Number 7188.
WHEREAS, The State of North Carolina is qualified to be the Grantee of a Conservation
Easement pursuant to N.C. Gen. Stat. § I21-35; and
WHEREAS, the Department of Environment and Natural Resources and the United
States Army Corps of Engineers, Wilmington District entered into a Memorandum of
Understanding, (MOU) duly executed by all parties on November 4, 1998. This MOU
recognized that the Wetlands Restoration Program was to provide effective compensatory
mitigation for authorized impacts to wetlands, streams and other aquatic resources by restoring,
enhancing and preserving the wetland and riparian areas of the State; and
WHEREAS, the Department of Environment and Natural Resources, the North Carolina
Department of Transportation and the United States Army Corps of Engineers, Wilmington
District entered into a Memorandum of Agreement, (MOA) duly executed by all parties in
Greensboro, NC on July 22, 2003, which recognizes that the Division of Mitigation Services
(formerly Ecosystem Enhancement Program) is to provide for compensatory mitigation by
effective protection of the land, water and natural resources of the State by restoring, enhancing
and preserving ecosystem functions; and
WHEREAS, the Department of Environment and Natural Resources, the U.S. Army
Corps of Engineers, the U.S. Environmental Protection Agency, the U.S. Fish and Wildlife
Service, the North Carolina Wildlife Resources Commission, the North Carolina Division of
Water Quality, the North Carolina Division of Coastal Management, and the National Marine
Fisheries Service entered into an agreement to continue the In -Lieu Fee operations of the North
Carolina Department of Natural Resources' Division of Mitigation Services (formerly Ecosystem
Enhancement Program) with an effective date of 28 July, 2010, which supersedes and replaces
the previously effective MOA and MOU referenced above; and
WHEREAS, the acceptance of this instrument for and on behalf of the State of North
Carolina was granted to the Department of Administration by resolution as approved by the
Governor and Council of State adopted at a meeting held in the City of Raleigh, North Carolina,
on the 8t' day of February 2000; and
WHEREAS, the Division of Mitigation Services in the Department of Environmental
Quality, which has been delegated the authority authorized by the Governor and Council of State
to the Department of Administration, has approved acceptance of this instrument; and
R&5 2176110_1
Book: 5743 Page: 843 Page 2 of 22

WHEREAS, Grantor owns in fee simple certain real property situated, lying, and being
in Swannanoa Township, Buncombe County, North Carolina (the "Property"), and being more
particularly described as that certain parcel of land containing approximately 1,005.50 acres and
being conveyed to the Grantor by deed as recorded in Deed Book 1061 at Page 635; Deed Book
1071 at Page 183; Deed Book 2214 at Page 833; Deed Book 2595 at Page 353; Deed Book
4216 at Page 534; and Deed Book 5387 at Page 1246 of the Buncombe County Registry, North
Carolina; and
WHEREAS, Grantor is willing to grant a Conservation Easement and Right of Access
over the herein described areas of the Property, thereby restricting and limiting the use of the
areas of the Property subject to the Conservation Easement to the terms and conditions and
purposes hereinafter set forth, and Grantee is willing to accept said Easement and Access Rights.
The Conservation Easement shall be for the protection and benefit of the waters of the
Swannanoa River.
NOW, THEREFORE, in consideration of the mutual covenants, terms, conditions, and
restrictions hereinafter set forth, Grantor unconditionally and irrevocably hereby grants and
conveys unto Grantee, its successors and assigns, forever and in perpetuity, a Conservation
Easement along with a general Right of Access.
The Conservation Easement Area consists of the following:
BEING ALL OF Conservation Easement Area 1 containing a total of 0.09 acres, more or less,
Conservation Easement Area 2 containing 0.93 acres, more or less, Conservation Easement Area
3 containing 0.93 acres, more or less, Conservation Easement Area 4 containing 2.19 acres, more
or less, Conservation Easement Area 5 containing 1.38 acres, more or less, Conservation
Easement Area 6 containing 4.33 acres, more or less, Conservation Easement Area 7 containing
0.29 acres, more or less, Conservation Easement Area 8 containing 0.33 acres, more or less,
Conservation Easement Area 9 containing 1.48 acres, more or less, Conservation Easement Area
10 containing 0.69 acres, more or less, Conservation Easement Area 11 containing 3.27 acres,
more or less, Conservation Easement Area 12 containing 0.65 acres, more or less, Conservation
Easement Area 13 containing 0.26 acres, more or less, Conservation Easement Area 14
containing 1.42 acres, more or less, Conservation Easement Area 15 containing 2.33 acres, more
or less, Conservation Easement Area 16 containing 2.72 acres, more or less, and Conservation
Easement Area 17 containing 2.29 acres, more or less, all as shown on the plat of survey titled
"Conservation Easement for the State of North Carolina Division of Mitigation Services, Warren
Wilson College, DMS Project Number 100019, SPO File No. 11 -DI, Owner: Warren Wilson
College," dated May 3, 2018, and certified December 18, 2018, by F. Donald Lawrence NC, PLS
Number L-1290 and recorded in the Buncombe County, North Carolina Register of Deeds at
Plat Book 195, Pages 33-46.
See attached "Exhibit A", Legal Description of area of the Property hereinafter referred to as the
"Conservation Easement Area"
R&S 2176110_1
Book: 5743 Page: 843 Page 3 of 22

The purposes of this Conservation Easement are to maintain, restore, enhance, construct,
create and preserve wetland and/or riparian resources in the Conservation Easement Area that
contribute to the protection and improvement of water quality, flood prevention, fisheries,
aquatic habitat, wildlife habitat, and recreational opportunities; to maintain permanently the
Conservation Easement Area in its natural condition, consistent with these purposes; and to
prevent any use of the Easement Area that will significantly impair or interfere with these
purposes. To achieve these purposes, the following conditions and restrictions are set forth:
I. DURATION OF EASEMENT
Pursuant to law, including the above referenced statutes, this Conservation Easement and
Right of Access shall be perpetual and it shall run with, and be a continuing restriction upon the
use of, the Property, and it shall be enforceable by the Grantee against the Grantor and against
Grantor's heirs, successors and assigns, personal representatives, agents, lessees, and licensees.
H. GRANTOR RESERVED USES AND RESTRICTED ACTIVITIES
The Conservation Easement Area shall be restricted from any development or usage that
would impair or interfere with the purposes of this Conservation Easement. Unless expressly
reserved as a compatible use herein, any activity in, or use of, the Conservation Easement Area
by the Grantor is prohibited as inconsistent with the purposes of this Conservation Easement.
Any rights not expressly reserved hereunder by the Grantor have been acquired by the Grantee.
Any rights not expressly reserved hereunder by the Grantor, including the rights to all mitigation
credits, including, but not limited to, stream, wetland, and riparian buffer mitigation units,
derived from each site within the area of the Conservation Easement, are conveyed to and belong
to the Grantee. Without limiting the generality of the foregoing, the following specific uses are
prohibited, restricted, or reserved as indicated:
A. Recreational Uses. Grantor expressly reserves the right to undeveloped recreational
uses, including hiking, bird watching, hunting and fishing, and access to the Conservation
Easement Area for the purposes thereof.
B. Motorized Vehicle Use. Motorized vehicle use in the Conservation Easement Area is
prohibited except within a Crossing Area(s) or Road or Trail as shown on the recorded survey
plat.
C. Educational Uses. The Grantor reserves the right to engage in and permit others to
engage in educational uses in the Conservation Easement Area not inconsistent with this
Conservation Easement, and the right of access to the Conservation Easement Area for such
purposes including organized educational activities such as site visits and observations.
Educational uses of the property shall not alter vegetation, hydrology or topography of the site.
D. Damage to Vegetation. Except within Crossing Area(s) as shown on the recorded
survey plat and as related to the removal of non-native plants, diseased or damaged trees, or
vegetation that destabilizes or renders unsafe the Conservation Easement Area to persons or
R&s 2176110_1
Book: 5743 Page: 843 Page 4 of 22

natural habitat, all cutting, removal, mowing, harming, or destruction of any trees and vegetation
in the Conservation Easement Area is prohibited.
E. Industrial, Residential and Commercial Uses. All industrial, residential and
commercial uses are prohibited in the Conservation Easement Area.
F. Agricultural Use. All agricultural uses are prohibited within the Conservation Easement
Area including any use for cropland, waste lagoons, or pastureland.
G. New Construction. There shall be no building, facility, mobile home, antenna, utility
pole, tower, or other structure constructed or placed in the Conservation Easement Area.
H. Roads and Trails. There shall be no construction or maintenance of new roads, trails,
walkways, or paving in the Conservation Easement.
All existing roads, trails and crossings within the Conservation Easement Area shall be shown on
the recorded survey plat.
1. Signs. No signs shall be permitted in the Conservation Easement Area except
interpretive signs describing restoration activities and the conservation values of the
Conservation Easement Area, signs identifying the owner of the Property and the holder of the
Conservation Easement, signs giving directions, or signs prescribing rules and regulations for the
use of the Conservation Easement Area.
J. Dumping or Storing. Dumping or storage of soil, trash, ashes, garbage, waste,
abandoned vehicles, appliances, machinery, or any other material in the Conservation Easement
Area is prohibited.
K. Grading, Mineral Use, Excavation, Dredging. There shall be no grading, filling,
excavation, dredging, mining, drilling, hydraulic fracturing; removal of topsoil, sand, gravel,
rock, peat, minerals, or other materials.
L. Water Quality and Drainage Patterns. There shall be no diking, draining, dredging,
channeling, filling, leveling, pumping, impounding or diverting, causing, allowing or permitting
the diversion of surface or underground water in the Conservation Easement Area. No altering
or tampering with water control structures or devices, or disruption or alteration of the restored,
enhanced, or created drainage patterns is allowed. All removal of wetlands, polluting or
discharging into waters, springs, seeps, or wetlands, or use of pesticide or biocides in the
Conservation Easement Area is prohibited. In the event of an emergency interruption or
shortage of all other water sources, water from within the Conservation Easement Area may
temporarily be withdrawn for good cause shown as needed for the survival of livestock on the
Property.
M. Subdivision and Conveyance. Grantor voluntarily agrees that no further subdivision,
partitioning, or dividing of the Conservation Easement Area portion of the Property owned by the
Grantor in fee simple ("fee") that is subject to this Conservation Easement is allowed. Any future
transfer of the Property shall be subject to this Conservation Easement and Right of Access and to the
R&s 2176110_1
Book: 5743 Page: 843 Page 5 of 22

Grantee's right of unlimited and repeated ingress and egress over and across the Property to the
Conservation Easement Area for the purposes set forth herein.
N. Development Rights. All development rights are permanently removed from the
Conservation Easement Area and are non-transferrable.
O. Disturbance of Natural Features. Any change, disturbance, alteration or impairment of
the natural features of the Conservation Easement Area or any intentional introduction of non-
native plants, trees and/or animal species by Grantor is prohibited.
The Grantor may request permission to vary from the above restrictions for good cause
shown, provided that any such request is not inconsistent with the purposes of this Conservation
Easement, and the Grantor obtains advance written approval from the Division of Mitigation
Services, 1652 Mail Services Center, Raleigh, NC 27699-1652.
III. GRANTEE RESERVED USES
A. Right of Access, Construction, and Inspection. The Grantee, its employees and agents,
successors and assigns, receive a perpetual Right of Access to the Conservation Easement Area
over the Property at reasonable times to undertake any activities on the property to restore,
construct, manage, maintain, enhance, protect, and monitor the stream, wetland and any other
riparian resources in the Conservation Easement Area, in accordance with restoration activities
or a long-term management plan. Unless otherwise specifically set forth in this Conservation
Easement, the rights granted herein do not include or establish for the public any access rights,
B. Restoration Activities. These activities include planting of trees, shrubs and herbaceous
vegetation, installation of monitoring wells, utilization of heavy equipment to grade, fill, and
prepare the soil, modification of the hydrology of the site, and installation of natural and
manmade materials as needed to direct in -stream, above ground, and subterraneous water flow.
C. Signs. The Grantee, its employees and agents, successors or assigns, shall be permitted
to place signs and witness posts on the Property to include any or all of the following: describe
the project, prohibited activities within the Conservation Easement, or identify the project
boundaries and the holder of the Conservation Easement.
D. Fences. Conservation Easements are purchased to protect the investments by the State
(Grantee) in natural resources. Livestock within conservations easements damages the
investment and can result in reductions in natural resource value and mitigation credits which
would cause financial harm to the State. Therefore, Landowners (Grantor) with livestock are
required to restrict livestock access to the Conservation Easement area. Repeated failure to do so
may result in the State (Grantee) repairing or installing livestock exclusion devices (fences)
within the conservation area for the purpose of restricting livestock access. In such cases, the
landowner (Grantor) must provide access to the State (Grantee) to make repairs.
E. Crossing Area(s). The Grantee is not responsible for maintenance of crossing area(s),
however, the Grantee, its employees and agents, successors or assigns, reserve the right to repair
R&S 21761101
Book: 5743 Page: 843 Page 6 of 22

crossing area(s), at its sole discretion and to recover the cost of such repairs from the Grantor if
such repairs are needed as a result of activities of the Grantor, his successors or assigns.
N. ENFORCEMENT AND REMEDIES
A. Enforcement. To accomplish the purposes of this Conservation Easement, Grantee is
allowed to prevent any activity within the Conservation Easement Area that is inconsistent with
the purposes of this Conservation Easement and to require the restoration of such areas or
features in the Conservation Easement Area that may have been damaged by such unauthorized
activity or use. Upon any breach of the terms of this Conservation Easement by Grantor, the
Grantee shall, except as provided below, notify the Grantor in writing of such breach and the
Grantor shall have ninety (90) days after receipt of such notice to correct the damage caused by
such breach. If the breach and damage remains uncured after ninety (90) days, the Grantee may
enforce this Conservation Easement by bringing appropriate legal proceedings including an
action to recover damages, as well as injunctive and other relief. The Grantee shall also have the
power and authority, consistent with its statutory authority: (a) to prevent any impairment of the
Conservation Easement Area by acts which may be unlawful or in violation of this Conservation
Easement; (b) to otherwise preserve or protect its interest in the Property, or (c) to seek damages
from any appropriate person or entity. Notwithstanding the foregoing, the Grantee reserves the
immediate right, without notice, to obtain a temporary restraining order, injunctive or other
appropriate relief, if the breach is or would irreversibly or otherwise materially impair the
benefits to be derived from this Conservation Easement, and the Grantor and Grantee
acknowledge that the damage would be irreparable and remedies at law inadequate. The rights
and remedies of the Grantee provided hereunder shall be in addition to, and not in lieu of, all
other rights and remedies available to Grantee in connection with this Conservation Easement.
B. Inspection. The Grantee, its employees and agents, successors and assigns, have the
right, with reasonable notice, to enter the Conservation Easement Area over the Property at
reasonable times for the purpose of inspection to determine whether the Grantor is complying
with the terms, conditions and restrictions of this Conservation Easement.
C. Acts Beyond Grantor's Control. Nothing contained in this Conservation Easement
shall be construed to entitle Grantee to bring any action against Grantor for any injury or change
in the Conservation Easement Area caused by third parties, resulting from causes beyond the
Grantor's control, including, without limitation, fire, flood, storm, and earth movement, or from
any prudent action taken in good faith by the Grantor under emergency conditions to prevent,
abate, or mitigate significant injury to life or damage to the Property resulting from such causes.
D. Costs of Enforcement. Beyond regular and typical monitoring expenses, any costs
incurred by Grantee in enforcing the terms of this Conservation Easement against Grantor,
including, without limitation, any costs of restoration necessitated by Grantor's acts or omissions
in violation of the terms of this Conservation Easement, shall be borne by Grantor.
E. No Waiver. Enforcement of this Easement shall be at the discretion of the Grantee and
any forbearance, delay or omission by Grantee to exercise its rights hereunder in the event of any
breach of any term set forth herein shall not be construed to be a waiver by Grantee.
R&5 21761101
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V. MISCELLANEOUS
A. This instrument sets forth the entire agreement of the parties with respect to the
Conservation Easement and supersedes all prior discussions, negotiations, understandings or
agreements relating to the Conservation Easement. If any provision is found to be invalid, the
remainder of the provisions of the Conservation Easement, and the application of such provision
to persons or circumstances other than those as to which it is found to be invalid, shall not be
affected thereby.
B. Grantor is responsible for any real estate taxes, assessments, fees, or charges levied upon
the Property. Grantee shall not be responsible for any costs or liability of any kind related to the
ownership, operation, insurance, upkeep, or maintenance of the Property, except as expressly
provided herein. Upkeep of any constructed bridges, fences, or other amenities on the Property
are the sole responsibility of the Grantor. Nothing herein shall relieve the Grantor of the
obligation to comply with federal, state or local laws, regulations and permits that may apply to
the exercise of the Reserved Rights.
C. Any notices shall be sent by registered or certified mail, return receipt requested to the
parties at their addresses shown herein or to other addresses as either party establishes in writing
upon notification to the other.
D. Grantor shall notify Grantee in writing of the name and address and any party to whom
the Property or any part thereof is to be transferred at or prior to the time said transfer is made.
Grantor further agrees that any subsequent lease, deed, or other legal instrument by which any
interest in the Property is conveyed is subject to the Conservation Easement herein created.
E. The Grantor and Grantee agree that the terms of this Conservation Easement shall survive
any merger of the fee and easement interests in the Property or any portion thereof.
F. This Conservation Easement and Right of Access may be amended, but only in writing
signed by all parties hereto, or their successors or assigns, if such amendment does not affect the
qualification of this Conservation Easement or the status of the Grantee under any applicable
laws, and is consistent with the purposes of the Conservation Easement. The owner of the
Property shall notify the State Property Office and the U.S. Army Corps of Engineers in writing
sixty (60) days prior to the initiation of any transfer of all or any part of the Property or of any
request to void or modify this Conservation Easement. Such notifications and modification
requests shall be addressed to:
Division of Mitigation Services Program Manager
NC State Property Office
1321 Mail Service Center
Raleigh, NC 27699-1321
and
R&S 21761101
Book: 5743 Page: 843 Page 8 of 22

General Counsel
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, NC 28403
G. The parties recognize and agree that the benefits of this Conservation Easement are in
gross and assignable provided, however, that the Grantee hereby covenants and agrees, that in
the event it transfers or assigns this Conservation Easement, the organization receiving the
interest will be a qualified holder under N.C. Gen. Stat. § 121-34 et seq. and § 170(h) of the
Internal Revenue Code, and the Grantee further covenants and agrees that the terms of the
transfer or assignment will be such that the transferee or assignee will be required to continue in
perpetuity the conservation purposes described in this document.
VIS. QUIET ENJOYMENT
Grantor reserves all remaining rights accruing from ownership of the Property, including
the right to engage in or permit or invite others to engage in only those uses of the Conservation
Easement Area that are expressly reserved herein, not prohibited or restricted herein, and are not
inconsistent with the purposes of this Conservation Easement. Without limiting the generality of
the foregoing, the Grantor expressly reserves to the Grantor, and the Grantor's invitees and
licensees, the right of access to the Conservation Easement Area, and the right of quiet
enjoyment of the Conservation Easement Area,
TO HAVE AND TO HOLD, the said rights and easements perpetually unto the State of
North Carolina for the aforesaid purposes,
AND Grantor covenants that Grantor is seized of said premises in fee and has the right to
convey the permanent Conservation Easement herein granted; that the same is free from
encumbrances and that Grantor will warrant and defend title to the same against the claims of all
persons whomsoever.
R&S 2176110_1
Book: 5743 Page: 843 Page 9 of 22

f �4,
IN TESTIMONY WHEREOF, the Grantor has hereunto set his hand and seal, the day
and year first above written.
Warren Wilson College, Incorporated,
a North Carolina non-profit, educational
corporation
By:A)i /Y1 �%g- ALJ (SEAL)
Name: L'j V') -V\- M_ . Mow V CV
Title: President
By: (SEAL)
Na e: S•tCCI
Tit . Secretary
[COLLEGE SEAL]
NORTH CAROLINA
COUNTY OF }�vincos
I, j?0 uj e"' a M' ?o Mme ra � , a Notary Public in and for the County and State
aforesaid, do hereby certify that 1ptj vs h m - VK-4o.r , as President on behalf of
Grantor Warren Wilson College, Incorporated, personally appeared before me this day and
ackpo*�$gq.d the execution of the foregoing instrument.
., 'WHEREOF, I have hereunto set my hand and Notary Seal this the
�,ao f{.,m 200J.
,,.Y
1G
NA. , , ,CAROLINA
COUNTY.OF f v,,.,cp "e -
My commission expires: Q,"L `i, -�o I q
I, 7'k"0 Vje-n TO u1"�'�°1� , a Notary Public in and for the County and State
aforesaid, do hereby certify that ess V P I as Secretary on behalf of
Grantor Warren Wilson College, Incorporated, personally appeared before me this day and
acknowledged the execution of the foregoing instrument.
IN WITNESS WHEREOF, I have hereunto set my hand and Notary Seal this the g jP`
day of�-�,r� �,r y , 201`x.
a _
TROY
Q1
^ - Q4'...•' •.....1Vt Vmmission expires:
R&S 2176110_1
e{pro�a
Book: 5743 Page: 843 Page 10 of 22

Warren Wilson College Foundation, LLC,
a North Carolina limited liability company
By: f� (SEAL)
Name:Av1 0A-,
Title:
NORTH CAROLINA
COUNTY OF v �w--
1, �Ow-e�vu% W' ?C'""e'1,'-f a Notary Public in and for the County and State
aforesaid, do hereby certify that t vylor6o ' , as rtsrdz•, on behalf of
Grantor Warren Wilson College Foundation, LLC, personally appearedbefore me this day and
acknowledged the execution of the foregoing instrument.
IN WITNESS WHEREOF, I have hereunto set my hand and Notary Seal this the -K
day of � �o+ru�.- 20 ff .
T •••, ••,...•
My commission expires:
r
........
I_pF.' OfR lf,ltl, 4\4f
R&S 2176110_1
Book: 5743 Page: 843 Page 11 of 22

EXHIBIT A
[LEGAL DESCRIPTION]
Conservation Easement Area 1
BEING ALL OF Conservation Easement Area 1 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 694079.697 and whose Easting is 977498.800;
thence bearing S 47-34-13 W a distance of 55.85 feet; thence bearing N 42-35-51 W a distance
of 70.00 feet; thence bearing N 47-24-9 E a distance of 23.74 feet; thence bearing N 47-24-9 E a
distance of 27.33 feet; thence bearing S 46-29-59 E a distance of 70.33 feet to the point of
beginning containing 0.09 acres, more or less.
Access Easement Area I
BEING ALL OF Access Easement Area 1 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 694493.315 and whose Easting is 977787.289;thence
bearing N 47-3-30 E a distance of 54.54 feet; thence bearing N 1646-54 E a distance of
138.71 feet; thence bearing N 36-46-8 E a distance of 85.60 feet; thence bearing N 0-43-57 W a
distance of 33.62 feet; thence bearing N 66-34-16 W a distance of 86.70 feet; thence bearing N
50-5-47 W a distance of 17.96 feet; thence bearing N 61-35-2 W a distance of 34.36 feet; thence
bearing N 71-19-11 W a distance of 14.41 feet; thence bearing N 87-29-18 W a distance of
16.57feet; thence bearing S 82-40-15 W a distance of 22.58 feet; thence bearing S 72-4649 W a
distance of 22.36 feet; thence bearing S 61-58-21 W a distance of 32.29 feet; thence bearing S
59-6-39 W a distance of 28.88 feet; thence bearing S 52-7-52 W a distance of 24.30 feet; thence
bearing S 50-17-58 W a distance of 27.66 feet; thence bearing S 45-45-52 W a distance of
38.73 feet; thence bearing S 43-4-24 W a distance of 114.25 feet; thence bearing S 42-53-51 W a
distance of 110.08 feet; thence bearing S 43-44-00 W a distance of 13.32 feet; thence bearing S
46-54-28 W a distance of 48.34 feet; thence bearing S 58-36-00 W a distance of 34.88 feet;
thence bearing S 65-44-14 W a distance of 41.24 feet; thence bearing S 70-47-22 W a distance of
78.20 feet; thence bearing S 80-39-21 W a distance of 52.00 feet; thence bearing S 82-59-8 W a
distance of 97.64 feet; thence bearing S 83-6-4 W a distance of 174.64 feet; thence bearing S 84-
40-17 W a distance of 61.53 feet; thence bearing S 86-34-10 W a distance of 22.72 feet; thence
bearing N 83-6-8 W a distance of 22.67 feet; thence bearing N 70-50-50 W a distance of
22.51 feet; thence bearing N 56-34-01 W a distance of 22.76 feet; thence bearing N 44-37-47 W
a distance of 16.26 feet; thence bearing N 34-15-26 W a distance of 22.28 feet; thence bearing N
23-55-40 W a distance of 28.10 feet; thence bearing N 19-26-44 W a distance of 67.71 feet;
thence bearing N 30-16-46 W a distance of 23.50 feet; thence bearing N 39-19-39 W a distance
of 9.37 feet; thence bearing N 83-57-14 W a distance of 18.91 feet; thence bearing N 16-27-45 E
a distance of 15.25 feet; thence bearing S 83-57-14 E a distance of 22.31 feet; thence bearing S
R&s 21761 10_1
Book: 5743 Page: 843 Page 12 of 22

39-19-39 E a distance of 16.71 feet; thence bearing S 30-16-46 E a distance of 26.11 feet; thence
bearing S 19-26-44 E a distance of 68.55 feet; thence bearing S 23-55-40 E a distance of
26.16 feet; thence bearing S 34-15-26 E a distance of 19.56 feet; thence bearing S 44-37-47 E a
distance of 13.33 feet; thence bearing S 56-34-OIE a distance of 19.31 feet; thence bearing S 70-
50-50 E a distance of 19.02 feet; thence bearing S 83-6-8 E a distance of 19.70 feet; thence
bearing N 86-34-10 E a distance of 21.12 feet; thence bearing N 84-40-17 E a distance of
61.08 feet; thence bearing N 83-6-4 E a distance of 174.42 feet; thence bearing N 82-59-8 E a
distance of 97.32 feet; thence bearing N 80-39-21 E a distance of 50.40 feet; thence bearing N
70-47-22 E a distance of 76.25 feet; thence bearing N 65-44-14 E a distance of 39.64 feet; thence
bearing N 58-36-00 E a distance of 32.41 feet; thence bearing N 46-54-28 E a distance of
4639 feet; thence bearing N 43-44-00 E a distance of 12.90 feet; thence bearing N 42-53-48 E a
distance of 109.91 feet; thence bearing N 434-54 E a distance of 114.96 feet; thence bearing N
45-45-52 E a distance of 39.32 feet; thence bearing 50-17-58 E a distance of 28.49 feet; thence
bearing N 52-7-52 E a distance of 25.46 feet; thence bearing N 59-6-39 E a distance of
30.17 feet; thence bearing N 61-58-21 E a distance of 32.66 feet; thence bearing N 72-12-15 E a
distance of 26.47 feet; thence bearing N 82-40-15 E a distance of 25.17 feet; thence bearing S
87-29-18 E a distance of 20.00 feet; thence bearing S 71-19-11 E a distance of 16.54 feet; thence
bearing S 61-54-22 E a distance of 38.40 feet; thence bearing S 50-5-47 E a distance of
17.29 feet; thence bearing S 6634-16 E a distance of 80.67 feet; thence bearing N 20-10-30 E a
distance of 186.17 feet; thence bearing S 74-10-45 E a distance of 15.00 feet; thence bearing S
20-10-9 W a distance of 188.16 feet; thence bearing S 1-33-56 W a distance of 48.71 feet; thence
bearing S 36-46-8 W a distance of 86.77 feet; thence bearing S 16-43-51 W a distance of
140.00 feet; thence bearing S 47-3-30 W a distance of 59.00 feet; thence bearing N 42-56-30 W
a distance of 15.00 feet to the point of beginning containing 0.68 acres, more or less.
Access Easement Area 2
BEING ALL OF Access Easement Area 2 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 694099.611 and whose Easting is 977506.869; thence
bearing S 22-3-28 W a distance of 21.49feet; thence bearing N 46-29-59 W a distance of
70.33feet; thence bearing N 42-9-46 E a distance of 20.O1feet; thence bearing S 46-29-59 E a
distance of 62.94feet to the point of beginning, containing 0.03 acres, more or less.
Conservation Easement Area 2
BEING ALL OF Conservation Easement Area 2 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 694196.131 and whose Easting is 977616.623; thence
bearing S 4840-15 W a distance of 146.16 feet; thence bearing N 46-29-59 W a distance of
62.94 feet; thence bearing N 37-16-23 E a distance of 46.75 feet; thence bearing N 20-14-39 E a
distance of 176.89 feet; thence bearing N 62-11-12 E a distance of 66.52 feet; thence bearing S
49-0-47 E a distance of 42.44 feet; thence bearing N 42-51-21 E a distance of 205.31 feet; thence
R&5 21761101
Book: 5743 Page: 843 Page 13 of 22

bearing S 42-56-30 E a distance of 8.87 feet; thence bearing S 42-56-30 E a distance of
15.00 feet; thence bearing S 42-56-30 E a distance of 38.63 feet; thence bearing S 43-33-16 W a
distance of 77.84 feet; thence bearing S 40-11-52 W a distance of 51.04 feet; thence bearing S
43-32-42 W a distance of 181.32 feet; thence bearing S 7-50-58 E a distance of 31.40 feet to the
point of beginning containing 0.93 acres, more or less.
Conservation Easement Area 3
BEING ALL OF Conservation Easement Area 3 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 694936.971 and whose Easting is 978068.088 ; thence
bearing S 87-47-52 W a distance of 15.80 feet; thence bearing N 74-1045 W a distance of
55.24 feet; thence bearing N 74-10-45 W a distance of 15.00 feet; thence bearing N 12-3-55 E a
distance of 53.67 feet; thence bearing N 23-27-57 E a distance of 31.40 feet ; thence bearing N 3-
26-0 E a distance of 31.20 feet; thence bearing N 8-14-26 W a distance of 49.25 feet; thence
bearing S 86-36-47 W a distance of 43.38 feet; thence bearing N 10-11-29 W a distance of 19.35
feet; thence bearing N 47-47-10 E a distance of 60.99 feet; thence bearing N 26-4-27 E a
distance of 48.40 feet; thence bearing N 3-38-39 E a distance of 33.44 feet; thence bearing N 12-
40-7 E a distance of 114.66 feet; thence bearing N 12-30-18 E a distance of 52.72 feet; thence
bearing N 88-22-20 E a distance of 79.27 feet; thence bearing S 9-27-29 W a distance of 154.31
feet; thence bearing S 14-22-57 W a distance of 96.55 feet; thence bearing S 5-43-41 W a
distance of 235.04 feet to the point of beginning containing 0.93 acres, more or less.
Access Easement Area 3
BEING ALL OF Access Easement Area 3 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 694221.701 and whose Easting is 972344.000; thence
bearing N 68-53-24 E a distance of 15.00feet; thence bearing S 21-6-36 E a distance of
57.45feet; thence bearing S 57-16-17 W a distance of 15.31feet; thence bearing N 21-6-36 W a
distance of 60.54feet to the point of beginning containing 0.02 acres, more or less.
Conservation Easement Area 4
BEING ALL OF Conservation Easement Area 4 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 694188.916 and whose Easting is 972631.370;
thence bearing S 63-39-33 W a distance of 277.11 feet; thence bearing N 9-50-42 W a distance
of I00.75 feet; thence bearing N 57-16-17 E a distance of 15.31 feet; thence bearing N 57-16-17
E a distance of 121.00 feet; thence bearing N 60-59-11 E a distance of 95.32 feet; thence bearing
S 74-28-35 E a distance of 47.70 feet; thence bearing N 81-11-17 E a distance of 87.34 feet;
R&S 2176110_1
Book: 5743 Page: 843 Page 14 of 22

thence bearing N 57-15-51 E a distance of 40.18 feet; thence bearing N 79-4-23 E a distance of
39.12 feet; thence bearing S 65-0-25 E a distance of 54.97 feet; thence bearing N 55-56-00 E a
distance of 85.40 feet; thence bearing N 83-4-48 E a distance of 84.02 feet; thence bearing N 22-
11-23 E a distance of 66.75 feet; thence bearing N 63-39-30 E a distance of 156.69 feet; thence
bearing S 80-0-24 E a distance of 70.98 feet; thence bearing S 11-51-32 E a distance of
39.58 feet; thence bearing S 29-4-37 W a distance of 111.53 feet; thence bearing S 69-15-6 W a
distance of 168.04 feet; thence bearing S 69-25-55 W a distance of 161.36 feet; thence bearing S
82-59-23 W a distance of 223.86 feet to the point of beginning containing 2.19 acres, more or
less.
Access Easement 4
BEING ALL OF Access Easement Area 4 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted)`.
Beginning at a point whose Northing is 694343.439 and whose Easting is 973190.760; thence
bearing S 69-15-6 W a distance of 31.00 feet; thence bearing N 29-4-37 E a distance of
111.53 feet; thence bearing N 11-51-32 W a distance of 39.58 feet; thence bearing S 80-0-24 E a
distance of 21.55 feet; thence bearing S 11-51-32 E a distance of 39.03 feet; thence bearing S 29-
4-37 W a distance of 95.31 feet to the point of beginning containing 0.07 acres, more or less.
Conservation Easement Area 5
BEING ALL OF Conservation Easement Area 5 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 694367.053 and whose Easting is 973253.093; thence
bearing S 69-I5-6 W a distance of 66.66 feet; thence bearing N 29-4-37 E a distance of
95.31 feet; thence bearing N 11-51-32 W a distance of 39.03 feet;thence bearing N 64-42-43 E a
distance of 166.69 feet; thence bearing N 14-18-33 E a distance of 64.70 feet; thence bearing N
72-47-54 E a distance of 122.05 feet; thence bearing N 35-5443 E a distance of 71.86 feet;
thence bearing N 56-48-14 E a distance of 165.01 feet; thence bearing S 14-42-37 E a distance of
85.67 feet; thence bearing S 47-54-46 W a distance of 187.45 feet; thence bearing S 45-32-32 W
a distance of 159.05 feet; thence bearing S 65-10-20 W a distance of 229.85 feet to the point of
beginning containing 1.3 8 acres, more or less.
Conservation Easement Area 6
BEING ALL OF Conservation Easement Area 6 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 696309.168 and whose Easting is 974267.634; thence
bearing S 43-2-4 W a distance of 39.33 feet; thence bearing N 37-40-40 W a distance of
70.71 feet; thence bearing N 34-46-22 W a distance of 11.75 feet; thence bearing N 9-56-9 E a
R&S 2176110_1
Book: 5743 Page: 843 Page 15 of 22

distance of 109.95 feet; thence bearing N 11-7-54 E a distance of 162.33 feet; thence bearing N
33-53-33 E a distance of 52.25 feet; thence bearing N 20-59-49 W a distance of 147.87 feet;
thence bearing N 14-5-46 E a distance of 61.70 feet; thence bearing N 19-34-53 W a distance of
174.65 feet; thence bearing N 24-0-42 E a distance of 60.91 feet; thence bearing N 18-17-41 W a
distance of 147.68 feet; thence bearing N 2-15-35 E a distance of 44.62 feet; thence earing N 41-
11-39 W a distance of 171.09 feet; thence bearing N 33-22-32 E a distance of 193.68 feet; thence
bearing N 38-56-31 W a distance of 75.28 feet; thence bearing N 5-8-25 E a distance of
5.50 feet; thence bearing N 20-8-8 W a distance of 93.37 feet; thence bearing N 25-17-13 E a
distance of 159.73 feet; thence bearing N 10-52-24 W a distance of 53.89 feet; thence bearing N
2-23-50 E a distance of 102.64 feet; thence bearing N 7-9-12 W a distance of 97.43 feet; thence
bearing N 12-14-21 E a distance of 22.76 feet; thence bearing S. 75-18-23 E a distance of
76.36 feet; thence bearing S 15-28-19 E a distance of 50.85 feet; thence bearing S 5-49-0 E a
distance of 92.36 feet; thence bearing S 3-3-37 W a distance of 182.14 feet; thence bearing S 36-
44-57 W a distance of 99.76 feet; thence bearing S 22-4-6 E a distance of 80.56 feet; thence
bearing S 7-48-32 W a distance of 51.72 feet; thence bearing S 39-14-34 E a distance of
72.19 feet; thence bearing S 2-2-48 E a distance of 78.02 feet; thence bearing S 40-48-31 W a
distance of 127.12 feet; thence bearing S 35-56-55 E a distance of 76.93 feet; thence bearing N
74-3-19 E a distance of 72.94 feet; thence bearing N 74-3-19 E a distance of 21.54 feet; thence
bearing S 16-26=40 E a distance of 129.37 feet; thence bearing S 16-42-37 W a distance of
147.84 feet; thence bearing S 8-58-38 E a distance of 36.84 feet; thence bearing S 1-33-19 E a
distance of 98.46 feet; thence bearing S 20-38-45 E a distance of 101.13 feet; thence bearing S
10-32-47 E a distance of 210.02 feet; thence bearing S 15-53-35 W a distance of 279.90 feet;
thence bearing S 9-0-51 W a distance of 87.36 feet to the point of beginning containing 4.33
acres, more or less.
Access Easement 5
BEING ALL OF Access Easement Area 5 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 697277.193 and whose Easting is 974328.477; thence
bearing S 16-42-37 W a distance of 36.57 feet; thence bearing N 16-26-40 W a distance of
129.37 feet; thence bearing N 74-3-19 E a distance of 20.00 feet; thence bearing S 16-26-40 E a
distance of 98.58 feet to the point of beginning containing 0.05 acres, more or less.
Access Easement 6
BEING ALL OF Access Easement Area 6 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 698180.348 and whose Easting is 974209.283;
thence bearing S 17-40-45 W a distance of 20.03 feet; thence bearing N 75-18-23 W a distance
of 76.36 feet; thence bearing N 12-14-21 E a distance of 20.02 feet; thence bearing S 75-18-30 E
a distance of 78.26 feet to the point of beginning containing 0.04 acres, more or less.
R&S 2176110_1
Book: 5743 Page: 843 Page 16 of 22

Conservation Easement Area 7
BEING ALL OF Conservation Easement Area 7 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 698217.401 and whose Easting is 974215.991;thence
bearing S 10-15-43 W a distance of 37.66 feet; thence bearing N 75-18-30 W a distance of
78.26 feet; thence bearing N 17-25-31 W a distance of 71.42 feet; thence bearing N 10-37-25 E a
distance of 73.23 feet; thence bearing S 86-21-24 E a distance of 87.04 feet; thence bearing S 15-
40-35 W a distance of 66.21 feet; thence bearing S 21-41-2 E a distance of 57.72 feet to the point
of beginning containing 0.29 acres, more or less.
Conservation Easement Area 8
BEING ALL OF Conservation Easement Area 8 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 697307.443 and whose Easting is 974386.475; thence
bearing S 62-27-18 W a distance of 65.41 feet; thence bearing N 16-26-43 W a distance of
98.58 feet; thence bearing N 74-3-19 E a distance of 19.00 feet; thence bearing N 9-19-49 E a
distance of 42.11 feet; thence bearing N 50-17-57 E a distance of 95.24 feet; thence bearing S
35-17-55 E a distance of 71.56 feet; thence bearing S 37-58-36 W a distance of 69.76 feet;
thence bearing S 10-32-54 W a distance of 59.53 feet to the point of beginning containing 0.33
acres, more or less.
Access Easement Area 7
BEING ALL OF Access Easement Area 7 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 695178.178 and whose Easting is 975672.191;
thence bearing N 61-48-7 W a distance of 23.21 feet; thence bearing N 77-55-56 E a distance of
144.06 feet; thence bearing S 9-11-16 E a distance of 15.02 feet; thence bearing S 77-55-56 W a
distance of 125.60 feet to the point of beginning containing 0.05 acres, more or less.
Conservation Easement Area 9
BEING ALL OF Conservation Easement Area 9 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 695076.283 and whose Easting is 975529.360;
thence bearing N 28-11-53 E a distance of 157.29 feet; thence bearing S 61-48-7 E a distance of
R&s 21761101
Book: 5743 Page: 843 Page 17 of 22

54.52 feet; thence bearing S 61-48-7 E a distance of 23.21 feet; thence bearing S 28-11-53 W a
distance of 184.46 feet; thence bearing S 71-34-00 W a distance of 111.14 feet; thence bearing S
48-18-9 W a distance of 235.13 feet; thence bearing S 24-17-10 E a distance of 121.47 feet;
thence bearing S 13-57-39 W a distance of 116.01 feet; thence bearing N 73-52-23 W a distance
of 50.79 feet; thence bearing N 75-19-45 W a distance of 32.76 feet; thence bearing N 16-33-23
E a distance of 82.84 feet; thence bearing N 25-41-4 W a distance of 81.03 feet; thence bearing
N 0-3-21 E a distance of 64.21 feet; thence bearing N 14-20-36 E a distance of 80.49 feet; thence
bearing N 53-37-23 E a distance of 229.14 feet; thence bearing N 76-2-23 E a distance of
93.63 feet to the point of beginning containing 1.48 acres, more or less.
Access Easement Area 8
BEING ALL OF Access Easement Area 8 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 694597.763 and whose Easting is 975215.101; thence
bearing N 50-8-6 E a distance of 39.63 feet; thence bearing S 75-19-45 E a distance of
32.76 feet; thence bearing S 73-52-23 E a distance of 50.79 feet; thence bearing S 47-22-37 W a
distance of 33.22 feet; thence bearing N 76-39-22 W a distance of 32.61 feet; thence bearing N
77-39-27 W a distance of 56.02 feet to the point of beginning containing 0.06 acres, more or less.
Conservation Easement Area 10
BEING ALL OF Conservation Easement Area 10 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 694485.427 and whose Easting is 975174.529; thence
bearing N 19-51-29 E a distance of 119.44 feet; thence bearing S 77-39-27 E a distance of
56.02 feet; thence bearing S 76-39-44 E a distance of 32.29 feet; thence bearing S 9-3-34 W a
distance of 310.02 feet; thence bearing S 69-10-8 W a distance of 18.51 feet; thence bearing S
73-2-33 W a distance of I.94 feet; thence bearing N 62-48-55 W a distance of 60.09 feet; thence
bearing N 1-39-46 W a distance of 193.09 feet to the point of beginning containing 0.69 acres,
more or less.
Conservation Easement Area 11
BEING ALL OF Conservation Easement Area 11 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 692379.619 and whose Easting is 976799.489;
thence bearing S 68-13-31 W a distance of 72.66 feet; thence bearing N 8-21-30 W a distance of
121.78 feet; thence bearing N 41-22-33 E a distance of 309.41 feet; thence bearing N 7-34-14 E
a distance of 54.71 feet; thence bearing N 39-36-18 W a distance of 356.29 feet;
thence bearing N 30-43-43 W a distance of 111.57 feet; thence bearing N 6-52-46 W a distance
R&s 2176110_1
Book: 5743 Page: 843 Page 18 of 22

of 178.76 feet; thence bearing N 23-20-43 E a distance of 66.94 feet; thence bearing N 45-42-53
E a distance of 280.82 feet; thence bearing S 31-28-37 E a distance of 92.25 feet; thence bearing
S 22-45-56 W a distance of 86.88 feet; thence bearing S 86-49-45 W a distance of 66.15 feet;
thence bearing S 21-0-16 W a distance of 228.46 feet; thence bearing S 38-33-56 E a distance of
520.15 feet; thence bearing S 22-53-6 W a distance of 242.97 feet; thence bearing S 50-4-12 W a
distance of 196.32 feet; thence bearing S 6-1-4 E a distance of 53.40 feet to the point of
beginning containing 3.27 acres, more or less.
Access Easement Area 9
BEING ALL OF Access Easement Area 9 of the Warren Wilson College Stream Mitigation Site
lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 693472.720 and whose Easting is 976927.975; thence
bearing N 66-50-26 W a distance of 34.56feet; thence bearing N 31-28-37 W a distance of
92.25feet; thence bearing N 31-53-35 E a distance of 22.37feet; thence bearing S 31-28-37 E a
distance of 130.46 feet to the point of beginning containing 0.05 acres, more or less.
Conservation Easement Area 12
BEING ALL OF Conservation Easement Area 12 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 693485.447 and whose Easting is 976951.698; thence
bearing S 61-47-15 W a distance of 26.92 feet; thence bearing N 31-28-37 W a distance of
130.46 feet; thence bearing N 33-23-22 W a distance of 169.79 feet; thence bearing N 20-38-25
W a distance of 30.14 feet; thence bearing N 76-43-58 E a distance of 91.35 feet; thence bearing
S 43-32-10 E a distance of 152.24 feet; thence bearing S 0-40-53 E a distance of 179.11 feet to
the point of beginning containing 0.65 acres, more or less.
Access Easement Area 10
BEING ALL OF Access Easement Area 10 of the Warren Wilson College Stream Mitigation
Site lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 693818.937 and whose Easting is 976771.443;
thence bearing S 58-59-51 E a distance of 85.47 feet; thence bearing S 76-43-58 W a distance of
91.35 feet; thence bearing N 34-6-28 W a distance of 42.55 feet; thence bearing N 53-1-1 E a
distance of 49.46 feet to the point of beginning containing 0.09 acres, more or less.
Conservation Easement Area 13
BEING ALL OF Conservation Easement Area 13 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
R&s 217611 b_ 1
Book: 5743 Page: 843 Page 19 of 22

Beginning at a point whose Northing is 693882.787 and whose Easting is 976727.901;
thence bearing S 34-17-31 E a distance of 77.28 feet; thence bearing S 53-1-1 W a distance of
49.46 feet; thence bearing N 75-6-22 W a distance of 77.20 feet; thence bearing N 46-12-13 W a
distance of 80.59 feet; thence bearing N 46-12-13 W a distance of 28.43 feet; thence bearing N
80-51-52 E a distance of 20.88 feet; thence bearing S 89-44-19 E a distance of 43.35 feet; thence
bearing S 86-46-26 E a distance of 85.43 feet to the point of beginning containing 0.26 acres,
more or less..
Access Easement Area 11
BEING ALL OF Access Easement Area 11 of the Warren Wilson College Stream Mitigation
Site lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 693890.688 and whose Easting is 976549.305; thence
bearing S 78-2-37 E a distance of 29.98 feet; thence bearing S 46-12-13 E a distance of
28.43 feet; thence bearing N 78-2-37 W a distance of 54.13 feet; thence bearing N 11-57-23 E a
distance of 15.00 feet to the point of beginning containing 0.01 acres, more or less.
Conservation Easement Area 14
BEING ALL OF Conservation Easement Area 14 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted);
Beginning at a point whose Northing is 692025.790 and whose Easting is 977162.369;
thence bearing S 24-12-57 W a distance of 314.29 feet; thence bearing S 83-7-00 W a distance of
59.76 feet; thence bearing S 83-7-00 W a distance of 16.27 feet; thence bearing N 34644 E a
distance of 61.32 feet; thence bearing N 22-58-19 E a distance of 287.37 feet; thence bearing N
43-26-42 E a distance of 281.25 feet; thence bearing N 59-17-00 E a distance of 88.39 feet;
thence bearing S 63-37-21 E a distance of 31.31 feet; thence bearing S 80-24-15 E a distance of
45.58 feet; thence bearing S 26-50-54 W a distance of 30.56 feet; thence bearing S 51-14-55 W a
distance of 130.26 feet; thence bearing S 33-58-47 W a distance of 163.20 feet; thence bearing S
73-5435 W a distance of 49.52 feet to the point of beginning containing 1.42 acres, more or less.
Access Easement Area 13
BEING ALL OF Access Easement Area 13 of the Warren Wilson College Stream Mitigation
Site lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 692303.242 and whose Easting is 977420.640; thence
bearing S 11-47-35 W a distance of 20.02 feet; thence bearing N 80-24-15 W a distance of
45.58 feet; thence bearing N 63-37-21 W a distance of 31.31 feet; thence bearing N 4-48-40 W a
distance of 21.13 feet; thence bearing S 65-29-58 E a distance of 37.50 feet; thence bearing S 80-
34-43 E a distance of 45.34 feet to the point of beginning containing 0.04 acres, more or less.
R&S 21761101
Book: 5743 Page: 843 Page 20 of 22

Conservation Easement Area 15
BEING ALL OF Conservation Easement Area 15 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 692380.898 and whose Easting is 977497.559; thence
bearing S 44-43-36 W a distance of 109.30 feet; thence bearing N 80-34-43 W a distance of
45.34 feet; thence bearing N 65-29-58 W a distance of 37.50 feet; thence bearing N 26-54-6 E a
distance of 82.88 feet; thence bearing N 41-6-39 E a distance of 101.25 feet; thence bearing N
19-42-29 E a distance of 183.63 feet; thence bearing N 56-43-56 E a distance of 193.16 feet;
thence bearing N 69-18-49 E a distance of 359.87 feet; thence bearing S 38-27-8 E a distance of
32.25 feet; thence bearing S 23-19-11 E a distance of 85.47 feet; thence bearing S 68-13-47 W a
distance of 415.06 feet; thence bearing S 35-57-26 W a distance of 301.18 feet to the point of
beginning containing 2.33 acres, more or less.
Access Easement Area 14
BEING ALL OF Access Easement Area 14 of the Warren Wilson College Stream Mitigation
Site lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
Beginning at a point whose Northing is 692816.732 and whose Easting is 978097.128; thence
bearing S 44-21-59 W a distance of 53.30 feet; thence bearing N 23-19-11 W a distance of
85.47 feet; thence bearing N 38-27-8 W a distance of 32.25 feet; thence bearing S 76-18-47 E a
distance of 67.06 feet; thence bearing S 27-35-3 E a distance of 56.16 feet to the point of
beginning containing 0.09 acres, more or less.
Conservation Easement Area 16
BEING ALL OF Conservation Easement Area 16 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 692561.569 and whose Easting is 978327.613; thence
bearing S 3-56-28 W a distance of 398.20 feet; thence bearing N 85-57-20 W a distance of
251.12 feet; thence bearing N 3-53-29 E a distance of 596.77 feet; thence bearing S 38-51-44 E a
distance of 271.73 feet; thence along a curve to the LEFT, having a radius of 15.00 feet, a delta
angle of 66° 28' 15", and whose long chord bears S 72-5-51 E a distance of 16.44 feet; thence
bearing N 74-40-1 E a distance of 53.83 feet; thence bearing S 2-57-2 W a distance of 13.46 feet
to the point of beginning containing 2.72 acres, more or less.
Access Easement Area 15
BEING ALL OF Access Easement Area 15 of the Warren Wilson College Stream Mitigation
Site lying and being situated in Swannanoa Township, Buncombe County, North Carolina and
particular described as follows (all distances are ground distance unless otherwise noted):
R&S 21761101
Book: 5743 Page: 843 Page 21 of 22

Beginning at a point whose Northing is 692606.560 and whose Easting is 978329.932;
thence bearing S 2-57-2 W a distance of 31.60 feet; thence bearing S 74-40-1 W a distance of
53.83 feet; thence along a curve to the RIGHT, leaving a radius of 15.00 feet, a delta angle of 66°
28' 15", and whose long chord bears N 72-5-51 W a distance of 16.44 feet; thence bearing N 38-
51-44 W a distance of 271.73 feet; thence bearing N 9-55-19 E a distance of 39.91 feet;
thence bearing S 38-51-27 E a distance of 288.20 feet; thence bearing N 74-40-1 E a distance of
53.91 feet to the point of beginning containing 0.24 acres, more or less.
Conservation Easement Area 17
BEING ALL OF Conservation Easement Area 17 of the Warren Wilson College Stream
Mitigation Site lying and being situated in Swannanoa Township, Buncombe County, North
Carolina and particular described as follows (all distances are ground distance unless otherwise
noted):
Beginning at a point whose Northing is 692970.705 and whose Easting is 978348.702; thence
bearing S 2-57-2 W a distance of 364.63 feet; thence bearing S 74-40-1 W a distance of
53.91 feet; thence bearing N 38-51-27 W a distance of 288.20 feet; thence bearing N 27-35-3 W
a distance of 56.16 feet; thence bearing N 2-9-18 E a distance of 243.95 feet; thence bearing S
51-40-22 E a distance of 13.28 feet, thence bearing S 56-18-46 E a distance of 18.06 feet; thence
bearing S 64-7-43 E a distance of 23.49 feet; thence bearing S 64-7-37 E a distance of 13.70 feet;
thence bearing S 7743-25 E a distance of 57.00 feet; thence bearing S 83-18-45 E a distance of
65.35 feet; thence bearing S 77-43-38 E a distance of 44.29 feet; thence bearing S 83-34-34 E a
distance of 49.84 feet; thence bearing S 3-10-28 W a distance of 70.49 feet to the point of
beginning containing 2.29 acres, more or less.
ALL OF THE FOREGOING CONSERVATION EASEMENT AREAS AND ACCESS
EASEMENT AREAS are as shown on the plat of survey titled "Conservation Easement for the
State of North Carolina Division of Mitigation Services, Warren Wilson College, DMS Project
Number 100019, SPO File No. 11 -DI, Owner: Warren Wilson College," dated May 3, 2018, and
certified December 18, 2018, by F. Donald Lawrence NC, PLS Number L-1290 and recorded in
the Buncombe County, North Carolina Register of Deeds at Plat Book 195, Pages 33-46.
R&S 2176110_1
Book: 5743 Page: 843 Page 22 of 22

Appendix J
Credit Release Schedule

CREDIT RELEASE SCHEDULE
All credit releases will be based on the total credit generated as reported in the approved final mitigation
plan, unless there are major discrepancies and then a mitigation plan addendum will be submitted. Under
no circumstances shall any mitigation project be debited until the necessary Department of the Army (DA)
authorization has been received for its construction or the District Engineer (DE) has otherwise provided
written approval for the project in the case where no DA authorization is required for construction of the
mitigation project. The DE, in consultation with the IRT, will determine if performance standards have
been satisfied sufficiently to meet the requirements of the release schedules below. In cases where some
performance standards have not been met, credits may still be released depending on the specifics of the
case. Monitoring may be required to be restarted or be extended, depending on the extent to which the site
fails to meet the specified performance standard. The release of project credits will be subject to the criteria
described as follows in Table D1.
Table D1. Stream Credit Release Schedule
Credit
Interim
Total
Release
Release Activity
Release
Release
Milestone
0
Initial Allocation — see requirements below
30%
30%
1
First year monitoring report demonstrates performance
10%
40%
standards are being met
2
Second year monitoring report demonstrates
10%
50%
performance standards are being met
3
Third year monitoring report demonstrates performance
10%
60%
standards are being met
4
Fourth year monitoring report demonstrates performance
65%
standards are being met
.5%
(75%**)
5
Fifth year monitoring report demonstrates performance
10%
75%*
standards are being met
(85%**)
Sixth year monitoring report demonstrates performance
5%
80%*
6*
standards are beingmet
90%
7
Seventh year monitoring report demonstrates
90%
performance standards are being met and project has
10%
(100%**)
received closeout approval
*Please note that vegetation data may not be required with monitoring reports submitted during these monitoring years
unless otherwise required by the Mitigation Plan or directed by the IRT.
**10% reserve of credits to be held back until the bankfull event performance standard has been met.
Initial Allocation of Released Credits
The initial allocation of released credits, as specified in the mitigation plan, can be released by DMS without
prior written approval of the DE upon satisfactory completion of the following activities:
1) Approval of the final Mitigation Plan.
2) Recordation of the preservation mechanism, as well as a title opinion acceptable to the USACE
covering the property.
3) Completion of project construction (the initial physical and biological improvements to the
mitigation site) pursuant to the mitigation plan; per the DMS Instrument, construction means
that a mitigation site has been constructed in its entirety, to include planting, and an as -built
report has been produced. As -built reports must be sealed by an engineer prior to project
closeout, if appropriate but not prior to the initial allocation of released credits.

4) Receipt of necessary DA permit authorization or written DA approval for projects where DA
permit issuance is not required.
Subsequent Credit Releases
All subsequent credit releases must be approved by the DE, in consultation with the IRT, based on a
determination that required performance standards have been achieved. For stream projects a reserve of
10% of a site's total stream credits shall be released after four bankfull events have occurred, in separate
years, provided the channel is stable and all other performance standards are met. In the event that less than
four bankfall events occur during the monitoring period, release of these reserve credits shall be at the
discretion of the IRT. As projects approach milestones associated with credit release, DMS will submit a
request for credit release to the DE along with documentation substantiating achievement of criteria
required for release to occur. This documentation will be included with the annual monitoring report.

Appendix K
Maintenance Plan

Maintenance Plan
The Site shall be monitored on a regular basis and a physical inspection of the site shall be conducted a
minimum of once per year throughout the post -construction monitoring period until performance
standards are met. These site inspections may identify site components and features that require routine
maintenance. Routine maintenance should be expected most often in the first two years following site
construction and may include the following:
Component/Feature
Maintenance through project close-out
Routine channel maintenance and repair activities may include securing of loose
coir matting and supplemental installations of live stakes and other target
Stream
vegetation along the channel. Areas where stormwater and floodplain flows
intercept the channel may also require maintenance to prevent bank failures and
head -cutting.
Vegetation shall be maintained to ensure the health and vigor of the targeted
plant community. Routine vegetation maintenance and repair activities may
include supplemental planting, pruning, mulching, and fertilizing. Exotic invasive
Vegetation
plant species shall be controlled by mechanical and/or chemical methods. Any
vegetation control requiring herbicide application will be performed in
accordance with NC Department of Agriculture (NCDA) rules and regulations.
Beaver and associated dams are to be removed as they colonize and until the
Beaver
project is closed.
Site boundaries shall be identified in the field to ensure clear distinction between
the mitigation site and adjacent properties. Boundaries may be identified by
Site Boundary
fence, marker, bollard, post, tree- blazing, or other means as allowed by site
conditions and/or conservation easement. Boundary markers disturbed,
damaged, or destroyed will be repaired and/or replaced on an as needed basis.
Road crossings within the site may be maintained only as allowed by
Road Crossing
Conservation Easement or existing easement, deed restrictions, rights of way, or
corridor agreements.
Terracell Drop
Routine maintenance and repair activities may include removal of debris and
supplemental installation of live stakes and other target vegetation along the
Structure
channel. Undermining of the structure may require repair or replacement.

Appendix L
Post -IRT Site Visit Notes

MEMORANDUM
September 1, 2017
RE: Warren Wilson Mitigation Site
Post -IRT Site Visit Notes
DMS Project ID: 100019
Attendees:
USACE: Todd Tugwell, Kim Browning
NCDWR: Mac Haupt, Zan Price
NCWRC: Andrea Leslie
USFWS: Marella Buncick
NCDMS: Paul Wiesner, Matthew Reed, Kelly Phillips
AXE: Grant Lewis
AES: Craig Straub
AQ: Stu Ryman, Ryan Davis
RS: JD Hamby, Worth Creech
On Monday August 28, 2017, representatives of the Interagency Review Team (IRT) met with
representatives from North Carolina Division of Mitigation Services (NCDMS), Restoration
Systems (RS), and Axiom Environmental (AXE), Applied Ecological Services (AES), Anchor
QEA of NC (AQ) at Warren Wilson Mitigation Site to review proposed site mitigation features
and approaches. Below is a summary of what was discussed onsite and how those comments
will be addressed as the mitigation plan moves forward. Much of the post field meeting summary
is reflected in the comments below. This proposal will be further refined in the development of
the Mitigation Plan.
The mitigation reaches are discussed in the same order as the field visit.
UT -7:
• There was discussion of Restoration throughout the entire tributary rather than
Enhancement 2 in one section as originally proposed. This approach will be further
evaluated and justified in the Mitigation Plan if pursued.
• The viability of replacing the upstream culvert to a more appropriate size and slope was
discussed. This will be further investigated and may become part of the project if
necessary and obtainable.
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

UT -8:
• The overall Restoration approach of this reach was accepted.
• There were concerns regarding the sewer line crossing of the stream channel. It is
expected that consultation will occur with the utilities company about removal of the
culverted crossing.
• The location of the channel will be determined in the Mitigation Plan.
UT -6:
• There was a group discussion regarding River Cane (Arundinaria gigantean) and how it
may be incorporated into the buffers. It was decided that it should be included in the
project and there could be some flexibility as to how it was incorporated into the success
criteria. WRC gave several ideas involving canebrakes and suggested an expert to contact
regarding the matter. Proposed success criteria will be detailed in the Mitigation Plan.
• Lack of flow is a concern in the upper reach and flow data should be closely monitored to
prove there is stream function, rather than wetland. Design criteria, including slope and
grade will be imperative for the function of this systems as a stream.
• Flow gauges will be incorporated into the success criteria.
UT -5:
• The overall Restoration approach of this reach was accepted.
• Damage or removal of mature trees will be avoided in the Swannanoa River buffer.
UT -4:
• The Mitigation Plan should describe specific treatments on the upper portion of this reach
to justify Enhancement Level 2. Without justification, a lower credit ratio may be
assigned to the upper end of this reach.
• An E1 to Restoration approach was discussed along the bottom portion of UT4 at the
approach to the confluence with UT 3. This will be detailed in the Mitigation Plan.
UT -3:
(Upper)
• There was much discussion of what kind of treatment is appropriate for this reach. It was
agreed that the Mitigation Plan will have to strongly justify restoring this reach as a
stream/wetland complex in order to obtain Restoration credit.
• It was agreed that wetland monitoring (wells, overbank flow, etc.) would need to be
added to success criteria for this reach.
(Lower)
• Enhancement Level 2 being accepted here would depend on how much bank work would
occur, with 6-8 spots or several hundreds of feet being needed to justify it at the standard
ratio. If that much bank work is not done/necessary then a reduced ratio would be given
(mentioned 1:5) since only one side of the buffer would be extended to the full 30 feet,
with several feet of buffer already existing. Given this information, we could propose a
ratio in the Mitigation Plan to discuss. (1:3, 1:5, etc.)
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

UT -1:
(Upper)
• The channel below the breached dam could justify Restoration as proposed and will need
to be supported in the Mitigation Plan.
• A braided stream would not be acceptable for credit in the old pond bed.
• There is value in the existing wetland habitat that has established in the former pond area,
however, everyone acknowledged that the dam was recently breached and could be
rebuilt by the landowner thereby impacting the emerging wetlands.
• Newly formed emergent wetlands in the old impoundment will be preserved as much as
possible in the stream restoration design.
• The remaining dam structure on river left will be removed to match floodplain grade.
• The dam on river right will remain as needed to support the mature hemlock stand.
UT -1:
(Lower)
• The overall Restoration approach of this reach was accepted.
• Assure the new channel does not disrupt the existing wetlands.
UT -2:
• A jurisdictional determination should be done on this reach to justify any stream credit.
• A BMP will be installed upstream of the confluence of UT -2 and UT -1 regardless of
credit generation on UT -2.
• Do not discharge hog lagoon waters into UT -2.
Thank you,
Worth Creech
Restoration Systems
1101 Haynes St., Suite 211 • Raleigh, NC 27604 • www.restorationsystems.com • Ph 919.755.9490 • Fx 919.755.9492

From: Tugwell, Todd J CIV USARMY CESAW (US)
To: Wiesner, Paul; Haupt, Mac; Browning, Kimberly D CIV USARMY CESAW (US); Leslie, Andrea J; Buncick, Marella;
Price, Zan (George)
Cc: Stu Ryman; Grant Lewis; John Hamby; Craig A. Straub; Reid, Matthew; Worth Creech; Phillips, Kelly D
Subject: RE: Warren Wilson College_100019_IRT Meeting Minutes - Aug. 2017
Date: Wednesday, September 06, 2017 10:53:27 AM
Paul, my only comment on this is that I also did have some concerns on the short reach of channel immediately
below the pond on UT 1 lower. This section appeared to be relatively stable and not in need of much work or buffer
planting. Other than that, I'm OK with the notes.
Thanks,
Todd
-----Original Message -----
From: Wiesner, Paul[mailto:paul.wiesner&ncdenr.gov]
Sent: Tuesday, September 05, 2017 9:29 AM
To: Tugwell, Todd J CIV USARMY CESAW (US) <[e-mail]>; Haupt, Mac
<[e-mail]>; Browning, Kimberly D CIV USARMY CESAW (US)
<[e-mail]>; Leslie, Andrea J <[e-mail]>; Buncick, Marella
<[e-mail]>; Price, Zan (George) <[e-mail]>
Cc: Stu Ryman <[e-mail]>; Grant Lewis <[e-mail]>; John Hamby
<[e-mail]>; Craig A. Straub <[e-mail]>; Reid, Matthew
<[e-mail]>; Worth Creech <[e-mail]>; Phillips, Kelly D
<[e-mail]>
Subject: [EXTERNAL] Warren Wilson College_ 100019_ IRT Meeting Minutes - Aug. 2017
All,
Please find the meeting minutes from the Warren Wilson College Post Contract IRT site visit attached.
Let us know if you have any additional comments.
Thanks
Paul Wiesner
Western Regional Supervisor
North Carolina Department of Environmental Quality
Division of Mitigation Services
828-273-1673 Mobile
[e-mail]<mailto:paul.wiesnernncdenr.gov>

Western DMS Field Office
5 Ravenscroft Drive
Suite 102
Asheville, N.C. 28801
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

90% DESIGN SUBMITTAL
90% DESIGN SUBMITTAL
ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY
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UT -1 UPPER LAYOUT AND STRUCTURES PLAN
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Melody
UT -3 LOWER LAYOUT AND STRUCTURES PLAN 1
C-3.1
UT -3 LOWER LAYOUT AND STRUCTURES PLAN 2
C-3.2
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UT -3 UPPER & UT -4 LAYOUT AND STRUCTURES PLAN
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C-4.2
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C-4.3
UT -4 UPPER PROFILE AND SECTIONS
C-5.0
UT -5 LAYOUT AND STRUCTURES PLAN
C-5.1
UT -5 PROFILE AND SECTIONS
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DRAWING INDEX
DWG #
TITLE
G-1
COVER SHEET
G-2
GENERAL NOTES AND ABBREVIATIONS
G-3
SHEET INDEX
C-1.0
UT -1 LOWER LAYOUT AND STRUCTURES PLAN
C-1.1
UT -1 LOWER PROFILE AND SECTIONS
C-2.0
UT -1 UPPER LAYOUT AND STRUCTURES PLAN
C-2.1
UT -1 UPPER PROFILE AND SECTIONS
C-3.0
UT -3 LOWER LAYOUT AND STRUCTURES PLAN 1
C-3.1
UT -3 LOWER LAYOUT AND STRUCTURES PLAN 2
C-3.2
UT -3 LOWER PROFILE
C-4.0
UT -3 UPPER & UT -4 LAYOUT AND STRUCTURES PLAN
C-4.1
UT -3 UPPER & UT -4 LAYOUT AND STRUCTURES PLAN 2
C-4.2
UT -3 UPPER PROFILE AND SECTIONS
C-4.3
UT -4 UPPER PROFILE AND SECTIONS
C-5.0
UT -5 LAYOUT AND STRUCTURES PLAN
C-5.1
UT -5 PROFILE AND SECTIONS
C-6.0
UT -6 LAYOUT AND STRUCTURES PLAN 1
C-6.1
UT -6 LAYOUT AND STRUCTURES PLAN 2
C-6.2
UT -6 PROFILE AND SECTIONS
C-7.0
UT -7 & UT -8 LAYOUT AND STRUCTURES PLAN 1
C-7.1
UT -7 LAYOUT AND STRUCTURES PLAN 2
C-7.2
UT -7 LAYOUT AND STRUCTURES PLAN 3
C-7.3
UT -8 LAYOUT AND STRUCTURES PLAN 2
C-7.4
UT -7 PROFILE AND SECTIONS
C-7.5
UT -8 PROFILE AND SECTIONS
C-8.0
TYPICAL DETAILS
C-8.1
TYPICAL DETAILS 2
C-9.0
STRUCTURE DETAILS
C-9.1
STRUCTURE DETAILS 2
ESC -1.0
UT -1 LOWER ESC PLAN
ESC -2.0
UT -1 UPPER ESC PLAN
ESC -3.0
UT -3 LOWER ESC PLAN 1
ESC -3.1
UT -3 LOWER ESC PLAN 2
ESC -4.0
UT -3 UPPER & UT -4 ESC PLAN 1
ESC -4.1
UT -3 UPPER & UT -4 ESC PLAN 2
ESC -5.0
UT -5 ESC PLAN
ESC -6.0
UT -6 ESC PLAN 1
ESC -6.1
UT -6 & UT -7 ESC PLAN 2
ESC -6.2
UT -7 & UT -8 ESC PLAN 3
ESC -7.0
EROSION CONTROL DETAILS 1
DATA BLOCK
PROPERTY OWNER:
WARREN WILSON COLLEGE
WWC 6362
PO BOX 9000
ASHEVILLE, NC 28815-9000
CONTACT PERSON:
DESIGN PROFESSIONAL:
ANCHOR QEA OF NORTH CAROLINA, PLLC
231 HAYWOOD STREET
ASHEVILLE, NC 28801
CONTACT: STU RYMAN
[phone]
PROJECT NAME:
WARREN WILSON COLLEGE STREAM MITIGATION SITE
PIN #: 9679-54-4937
ZONING DISTRICT:
RIVER BASIN: FRENCH BROAD
PROPERTY SIZE: 1005.5 ACRES
TOTAL DISTURBED AREA:
PRELIMINARY
NOT FOR
CONSTRUCTION
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GENERAL NOTES (APPLICABLE TO ALL SHEETS):
1. TOPOGRAPHIC SURVEY PROVIDED BY HAYES JAMES AND SIGNED AND SEALED ON 12/19/2017.
2. PROJECT TO BE CONSTRUCTED IN ONE PHASE.
3. ALL IMPROVEMENTS, MATERIALS, AND METHODS SHALL CONFORM TO THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION (NCDOT) STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION
LATEST EDITION UNLESS OTHERWISE NOTED ON THE PLANS OR SUPERSEDED BY ANOTHER JURISDICTION
HAVING AUTHORITY (JHA).
4. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES
STANDARDS, LATEST EDITION.
5. THE CONTRACTOR SHALL PROTECT EXISTING PROPERTY MONUMENTATION AND PRIMARY CONTROL. ANY
SUCH POINTS WHICH THE CONTRACTOR BELIEVES WILL BE DESTROYED SHALL HAVE OFFSET POINTS
ESTABLISHED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. ANY MONUMENTATION DESTROYED BY
THE CONTRACTOR SHALL BE REESTABLISHED AT HIS EXPENSE.
6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO: A.) PREVENT ANY DAMAGE TO PRIVATE
PROPERTY AND PROPERTY OWNER'S POLES, FENCES, SHRUBS, ETC. B.) PROTECT ALL UNDERGROUND
UTILITIES. C.) NOTIFY ALL UTILITY COMPANIES AND FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF
ALL UTILITIES PRIOR TO START OF CONSTRUCTION. NOTIFY OWNER OF ANY POTENTIAL CONFLICTS WHICH
MAY EXIST BETWEEN THE EXISTING UTILITIES AND CONSTRUCTION PLANS.
7. BARRICADING AND TRAFFIC CONTROL DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR AND SHALL CONFORM TO THE NCDOT APPROVED LIST FOR TRAFFIC CONTROL DEVICES IN
WORK ZONES. PEDESTRIAN AND VEHICULAR TRAFFIC FLOW SHALL BE MAINTAINED DURING ALL PHASES OF
THE CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING TRAFFIC SAFETY MEASURES FOR
WORK ON PROJECT.
8. CONTRACTOR SHALL MAINTAIN DRAINAGE AT ALL TIMES DURING CONSTRUCTION. PONDING OF WATER IN
STREETS, DRIVES, TRUCK COURTS, TRENCHES, ETC. WILL NOT BE ACCEPTABLE.
9. ANY DAMAGES THAT MAY OCCUR TO REAL PROPERTY OR EXISTING IMPROVEMENTS SHALL BE RESTORED
BY THE CONTRACTOR TO AT LEAST THE SAME CONDITION THAT THE REAL PROPERTY OR EXISTING
IMPROVEMENTS WERE IN PRIOR TO THE DAMAGES. THIS RESTORATION SHALL BE SUBJECT TO THE
OWNER'S APPROVAL; MOREOVER, THIS RESTORATION SHALL NOT BE A BASIS FOR ADDITIONAL
COMPENSATION TO THE CONTRACTOR. RESTORATION SHALL INCLUDE, BUT NOT BE LIMITED TO,
REGRASSING, REVEGETATION, REPLACING FENCES, REPLACING TREES, ETC.
10. WHERE PRESENT, CONTRACTOR SHALL MAINTAIN EXISTING SANITARY SEWER AND WATER SERVICE AT ALL
TIMES DURING CONSTRUCTION.
11. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE LOCAL, STATE AND FEDERAL STORM
WATER POLLUTION PREVENTION LAWS AND ORDINANCES.
12. PAVEMENT REMOVAL AND REPAIR SHALL CONFORM TO NCDOT REQUIREMENTS. ALL SAWCUTS SHALL BE
FULL DEPTH CUTS. CONTRACTOR SHALL MAKE EFFORTS TO PROTECT CONCRETE EDGES. ANY LARGE
SPALLED OR BROKEN EDGES SHALL BE REMOVED BY SAWCUTTING PAVEMENT PRIOR TO REPLACEMENT.
13. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL EROSION CONTROL MEASURES THROUGH
THE COMPLETION OF THE PROJECT AND THROUGH THE ESTABLISHMENT OF VEGETATION SUFFICIENT TO
PROVIDE EROSION PROTECTION. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL
TEMPORARY EROSION CONTROL MEASURES PRIOR TO PROJECT CLOSE-OUT.
14. PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT
ALL REQUIRED PERMITS AND APPROVALS HAVE BEEN OBTAINED FROM ALL REGULATORY AUTHORITIES.
15. ALL DISTURBED AREAS ARE TO BE STABILIZED AND SEEDED WITHIN 14 DAYS OF DISTURBANCE UNLESS
OTHERWISE NOTED.
16. TESTING: SUBGRADE MOISTURE DENSITY TESTING SHALL BE PROVIDED AT ONE TEST PER SOIL TYPE AND
COMPACTION TESTING AT ONE TEST PER 400 SF. ABC TESTING SHALL INCLUDE 1 MOISTURE -DENSITY TEST
PER SOURCE AND COMPACTION TESTING AT ONE TEST PER 400 SF.
GRADING NOTES (APPLICABLE TO ALL SHEETS):
1. UNLESS OTHERWISE NOTED IN THESE PLANS, SITE GRADING SHALL BE PERFORMED IN ACCORDANCE WITH
APPENDIX J OF THE NC BUILDING CODE.
2. THE SURFACE OF AREAS TO BE GRADED SHALL BE PREPARED TO RECEIVE FILL BY REMOVING VEGETATION,
TOPSOIL, AND OTHER UNSUITABLE MATERIALS, AND SCARIFYING THE GROUND TO PROVIDE A BOND WITH
THE FILL MATERIAL. ALL CUT AND FILL SLOPES PROPOSED BY THESE PLANS SHALL BE 2:1
(HORIZONTAL:VERTICAL) OR FLATTER.
3. CUT AND FILL SLOPES (EMBANKMENTS) SHALL BE CONSTRUCTED IN ACCORDANCE WITH NCDOT
CONSTRUCTION MANUAL (2004). AT A MINIMUM, ALL FILL SLOPES SHALL BE PLACED IN 10 -INCH MAXIMUM
LIFTS COMPACTED TO NOT LESS THAN 95 PERCENT DENSITY (STANDARD PROCTOR). CONTRACTOR SHALL
ARRANGE FOR INDEPENDENT COMPACTION TESTING RESULTS TO BE PAID FOR BY THE OWNER.
4. FINE GRADING AND SEEDING SHALL OCCUR AT ALL AREAS DISTURBED BY THE WORK OF THE PROJECT.
5. FINE GRADING SHALL INCLUDE REMOVAL OF ALL DEBRIS (ROOTS, ROCKS, TRASH, AND OTHER FOREIGN
MATERIAL) LARGER THAN 2 INCHES IN ANY DIMENSION AND THE APPLICATION OF 2-3 INCHES OF
TOPSOIL. FINE GRADING SHALL ACHIEVE POSITIVE DRAINAGE AWAY FROM BUILDINGS AND IN GENERAL
ACCORDANCE WITH THE DRAINAGE PLANS. LANDSCAPE AREAS SHALL NOT BE SLOPED LESS THAN 2%.
6. GROUND COVER REQUIREMENTS: ALL DISTURBED AREAS SHALL BE PLANTED WITH AN APPROVED GROUND
COVER WITHIN 14 CALENDAR DAYS. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES, AND ALL
SLOPES STEEPER THAN 3:1 MUST BE STABILIZED IN 7 DAYS. SLOPES 50' OR GREATER IN LENGTH MUST BE
STABILIZED WITHIN 7 DAYS EXCEPT WHEN THE SLOPE IS FLATTER THAN 4:1. SLOPES LESS THAN 50' MUST BE
STABILIZED IN 14 DAYS EXCEPT WHEN THE SLOPE IS STEEPER THAN 3:1, THEN THE 7 DAY REQUIREMENT
APPLIES. INSTALL TEMPORARY SEEDING ON ALL AREAS THAT WILL BE LEFT IDLE FOR MORE THAN 14 DAYS.
HARDWOOD MULCH IS AN ACCEPTABLE TEMPORARY COVER BUT MAY NOT BE BLENDED INTO THE
SUBGRADE AND WILL BE REQUIRED TO BE REMOVED PRIOR TO CONTINUATION OF THE WORK.
EROSION CONTROL NOTES (APPLICABLE TO ALL SHEETS):
1. STRAW MULCH AND TALL FESCUE SHOULD NOT BE USED IN RIPARIAN AREAS.
2. IF CONCRETE IS USED (EG. HEADWALLS), A DRY WORK AREA MUST BE MAINTAINED TO PREVENT DIRECT
CONTACT BETWEEN CURING CONCRETE AND STREAM WATER. WATER THAT INADVERTENTLY CONTACTS
LIVE CONCRETE MUST NOT BE DISCHARGED TO SURFACE WATERS DUE TO THE POTENTIAL FOR WATER
CHEMISTRY CHANGE AND FISH KILLS.
3. SANDBAGS, FLEXIBLE PIPE, OR OTHER DIVERSION STRUCTURES SHOULD BE USED TO AVOID EXCAVATING
IN FLOWING WATER. ANY DIVERSION CHANNELS MUST BE LINED WITH FILTER FABRIC AND/OR ROCK.
4. RIPARIAN VEGETATION ESPECIALLY TREES AND SHRUBS, SHOULD BE PRESERVED AS MUCH AS POSSIBLE.
NATIVE WOODY VEGETATION (EG. RHODODENDRON, DOG HOBBLE, SILKY DOGWOOD, SYCAMORE, RIVER
BIRCH, RED MAPLE) SHOULD BE REESTABLISHED TO PROVIDE BANK STABILITY AND SHADING. THE USE OF
NATIVE PLANTS THAT MUST BE REMOVED FROM PERMANENTLY DISTURBED AREAS IS ENCOURAGED.
S. ALL MECHANIZED EQUIPMENT OPERATED NEAR SURFACE WATERS SHOULD BE INSPECTED AND
MAINTAINED REGULARLY TO PREVENT CONTAMINATION OF LAKE WATERS FROM FUELS, LUBRICANTS,
HYDRAULIC FLUIDS AND OTHER TOXIC MATERIALS.
6. DISCHARGING HYDROSEED MIXTURES AND WASHING OUT HYDROSEEDERS AND OTHER EQUIPMENT IN
OR ADJACENT TO SURFACE WATERS IS PROHIBITED.
7. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSPECTED DAILY AND AFTER ANY RAINFALL.
DEFICIENCIES SHALL BE CORRECTED IMMEDIATELY. A DAILY RECORD SHALL BE MAINTAINED ON THE SITE
BY THE CONTRACTOR. PROJECT SITE CONDITIONS MAY REQUIRE INSTALLATION OF ADDITIONAL EROSION
AND SEDIMENT CONTROL MEASURES. EROSION CONTROL MEASURES AND MAINTENANCE SHALL BE IN
ACCORDANCE WITH THE SOUTH CAROLINA DHEC BMP HANDBOOK.
8. DUST CONTROL: CONTRACTOR SHALL BE RESPONSIBLE FOR CONTROLLING DUST GENERATED BY THE
WORK OF THE PROJECT. INSTALL TEMPORARY OR PERMANENT SURFACE STABILIZATION MEASURES
IMMEDIATELY AFTER COMPLETING LAND DISTURBANCE. LANDSCAPE AREAS SHALL BE PLANTED AND
STABILIZED WITH MULCH OR GROUNDCOVER AS SOON AS POSSIBLE. AREAS SUBJECT TO TRAFFIC SHALL
BE STABILIZED WITH THE APPLICATION OF WATER (SPRINKLING), SPRAY -ON ADHESIVES (E.G. ASPHALT
EMULSION, ETC.), CALCIUM CHLORIDE, OR STONE. DUST CONTROL SHALL INCLUDE THAT CAUSED BY
SAW -CUTTING AND SIMILAR DUST GENERATING ACTIVITIES. WIND FENCE OR SIMILAR BARRIERS MAY BE
REQUIRED DURING PARTICULARLY WINDY, DRY CONDITIONS. TILLAGE (I.E. DEEP PLOWING TO BRING
CLODS TO THE SURFACE) MAY BE USED AS AN EMERGENCY MEASURE FOR LARGE OPEN AREAS. DUST
CONTROL MEASURES SHALL BE MAINTAINED BY THE CONTRACTOR THROUGHOUT THE DRY WEATHER
UNTIL ALL DISTURBED AREAS ARE STABILIZED.
SEEDING NOTES (APPLICABLE TO ALL SHEETS):
1. SEED SHALL BE PLACED ON DISTURBED SOIL AS SOON AS POSSIBLE OR WITHIN 14 DAYS AFTER THE
CONSTRUCTION ACTIVITY IS COMPLETE WITH THE GOAL OF PROVIDING A PERMANENT COVER OF
NATIVE GRASSES AS QUICKLY AS POSSIBLE.
2. FERTILIZING: PRIOR TO PLANTING, SOIL SHALL BE PREPARED WITH THE FOLLOWING:
GROUND LIMESTONE: 75 LB/1000 SF
N -P -K TURF -GRADE FERTILIZER APPLIED AT A RATE OF 1 LB NITROGEN/1000 SF.
THE FERTILIZER SHALL HAVE A 3-1-2 OR 4-1-2 ANALYSIS. CONTRACTOR SHALL PROVIDE
LABELS FOR THE FERTILIZER TO THE ENGINEER FOR APPROVAL PRIOR TO APPLICATION.
3. COVER ALL SEEDED AREA WITH MULCH IMMEDIATELY UPON COMPLETION OF THE SEEDING
APPLICATION. SPECIFIED EROSION CONTROL FABRIC SHALL BE CONSIDERED MULCH. IN AREAS WHERE
NO EROSION CONTROL FABRIC IS SPECIFIED, MULCH SHALL CONSIST OF WEED FREE STRAW. STRAW
SHALL BE APPLIED AT A RATE OF 90LBS/ACRE.
4. WATERING: CONTRACTOR IS RESPONSIBLE FOR ESTABLISHING A CONTINUOUS, CLOSE STAND OF GRASS
WITH NO GAPS OR BARE SPOTS EXCEEDING A HAND'S BREADTH. WHEN REQUIRED TO GERMINATE OR
SUSTAIN THE GRASS UNTIL THE PROJECT IS COMPLETE, LAKE WATER SHALL BE USED TO GENTLY WET
THE SEEDED AREA IN THE MORNING HOURS A MINIMUM OF THREE TIMES PER WEEK THROUGHOUT THE
PROJECT DURATION.
5. INSPECT PERMANENTLY SEEDED AREAS FOR FAILURE, MAKE NECESSARY REPAIRS AND RE -SEED OR
OVERSEED WITHIN THE SAME GROWING SEASON IF POSSIBLE. IF THE GRASS COVER IS SPARSE OR
PATCHY, RE-EVALUATE THE CHOICE OF GRASS AND QUANTITIES OF LIME AND FERTILIZER APPLIED.
FINAL STABILIZATION BY PERMANENT SEEDING OF THE SITE REQUIRES THAT IT BE COVERED BY A 70%
COVERAGE RATE.
PLANTING NOTES (APPLICABLE TO ALL SHEETS):
1. APPLICABLE STANDARDS: ALL MATERIALS SHALL BE SUBJECT TO APPROVAL BY THE LANDSCAPE
ARCHITECT. THE OWNER SHALL RECEIVE TAGS FROM EACH PLANT SPECIES AND A LIST OF PLANT
SUPPLIERS. WHERE ANY REQUIREMENTS ARE OMITTED FROM THE PLANT LIST, THE PLANTS FURNISHED
SHALL MEET THE NORMAL REQUIREMENTS FOR THE VARIETY OR CULTIVAR PER THE AMERICAN
STANDARD FOR NURSERY STOCK, LATEST EDITION PUBLISHED BY THE AMERICANHORT.
2. SUBSTITUTIONS: NO SUBSTITUTIONS OF PRODUCTS, PLANT TYPES OR SIZES SHALL BE MADE WITHOUT
THE APPROVAL OF THE OWNER, LANDSCAPE ARCHITECT AND LOCAL/STATE JHA, IF APPLICABLE.
REQUESTS FOR SUBSTITUTIONS SHALL STATE THE REASONS FOR THE SUBSTITUTION REQUEST, THE
SUGGESTED ALTERNATE, AND THE CHANGES IN COST.
3. QUANTITIES: QUANTITIES OF PLANTS AS SHOWN BY PLANT SYMBOL ON THE PLAN SHALL GOVERN OVER
THE QUANTITIES SHOWN IN THE PLANT LIST. THE CONTRACTOR IS TO VERIFY PLANT LIST TOTALS WITH
QUANTITIES SHOWN ON PLAN.
4. WARRANTY: WARRANT EACH PLANT TO REMAIN ALIVE AND BE IN HEALTHY, VIGOROUS CONDITION FOR
A PERIOD OF 1 YEAR AFTER COMPLETION AND ACCEPTANCE OF THE PLANT MATERIAL AND
INSTALLATION. INSPECTION OF PLANTS WILL BE MADE BY THE LANDSCAPE ARCHITECT OR ENGINEER AT
THE EXPIRATION OF THE ONE YEAR WARRANTY PERIOD. ALL PLANTS THAT ARE MISSING OR NOT IN A
LIVE, HEALTHY GROWING CONDITION SHALL BE LISTED AND THE CONTRACTOR SHALL BE HELD LIABLE
FOR REPLACEMENT WITH EQUIVALENT PLANTS OF SAME SPECIES AND SIZE.
5. ESTABLISHMENT PERIOD: THE PLANT ESTABLISHMENT PERIOD SHALL BE THE PERIOD OF TIME FROM THE
BEGINNING OF THE CONTRACT TO THE END OF THE PLANT MATERIAL WARRANTY AND FINAL
ACCEPTANCE BY THE LANDSCAPE ARCHITECT.
6. MAINTENANCE: THE CONTRACTOR SHALL CARE FOR ALL PLANTS DURING THE PLANT ESTABLISHMENT
PERIOD AS MAY BE NECESSARY TO KEEP PLANTS IN A LIVE, HEALTHY GROWING CONDITION. THESE DUTIES
SHALL INCLUDE :
A. PRUNING, CULTIVATING, REMOVAL OF WEEDS FROM PLANTING BEDS AND MULCH AREAS; REMOVE
ALL WEEDS PRIOR TO REVIEW FOR COMPLETION.
B. LAKE WATER SHALL BE USED TO WATER PLANT MATERIAL IN THE MORNING HOURS A MINIMUM OF
THREE TIMES PER WEEK TO ENHANCE EARLY ROOT GROWTH.
C. ADJUSTMENT OF STAKES AND TIES TO MAINTAIN PLANT IN UPRIGHT AND PLUMB CONDITION.
D. RE -SET SETTLED PLANTS TO PROPER GRADES AND POSITION. RESTORE PLANTING SAUCER AND
MULCH; ADDING PLANTING SOIL AND MULCH AS MAY BE REQUIRED.
7. PLANT CONDITION: ALL PLANTS SHALL BE IN A LIVE, HEALTHY, AND GROWING CONDITION BOTH AT THE
DATE OF COMPLETION BEFORE ACCEPTANCE OF THE PROJECT BY THE OWNER AND/OR LANDSCAPE
ARCHITECT AND AT THE END OF THE PLANT ESTABLISHMENT PERIOD.
MATERIALS:
1. PLANTS: ALL PLANTS SHALL BE NURSERY GROWN. THEY SHALL BE TYPICAL OF THEIR SPECIES, CULTIVAR
OR VARIETY. THEY SHALL BE SOUND, HEALTHY AND VIGOROUS AND SHALL BE FREE OF DISEASE AND ANY
EVIDENCE OF INSECTS. IF IN LEAF, THEY SHALL BE DENSELY FOLIATED, WITHOUT LEAF SPOTS,
DISCOLORATION, CURL, WILTING, CHLOROSIS OR DAMAGE. THEY SHALL HAVE HEALTHY,
WELL-DEVELOPED ROOT SYSTEMS.
2. MINIMUM SIZES: SIZES SPECIFIED IN THE PLANT LIST ARE THE MINIMUM SIZES TO WHICH THE PLANTS
ARE TO BE JUDGED. MEASUREMENTS ARE NOT TO INCLUDE ANY TERMINAL GROWTH.
3. PLANT HARDINESS: THE SUPPLIER OF ALL PLANTS SHALL CERTIFY THAT THE ORIGIN OF THE PLANTS IS
FROM HARDINESS ZONE 6 THROUGH 8 ONLY.
4. MULCH IS TO BE DOUBLE SHREDDED HARDWOOD BARK MULCH FOR TREES AND SHRUBS.
5. TOPSOIL: ACCEPTABLE TOPSOIL SHALL BE FERTILE, WEED FREE, FRIABLE NATURAL LOAM, UNIFORM IN
COMPOSITION, FREE OF STONES, LIMBS, PLANTS AND THEIR ROOTS, DEBRIS AND OTHER EXTRANEOUS
MATTER OVER 2" IN DIAMETER. THE SOIL SHALL BE CAPABLE OF SUSTAINED PLANT GROWTH AND HAVE A
5% MINIMUM ORGANIC CONTENT. IN SITUATIONS REQUIRING A CUSTOM MIX OR STRUCTURAL SOIL,
SPECIFICATIONS WILL BE PROVIDED BY THE LANDSCAPE ARCHITECT.
6. SOIL TESTING: PRIOR TO PLANTING, EXISTING SOILS AND TOPSOILS TO BE SPREAD SHALL BE TESTED BY
AN APPROVED SOIL TESTING LABORATORY OR AGRICULTURAL EXTENSION SERVICE LABORATORY. TESTS
SHALL INCLUDE MECHANICAL AND CHEMICAL ANALYSIS. A SOILS REPORT SHALL INCLUDE
RECOMMENDATIONS FOR THE ADDITION OF FERTILIZER AND ADJUSTMENTS TO PH OR OTHER
AMENDMENTS AND INDICATE THE AMOUNT OF ORGANIC MATTER. A WRITTEN REVIEW OF THE ANALYSIS
IS REQUIRED TO BE SUBMITTED TO THE OWNER AND/OR LANDSCAPE ARCHITECT PRIOR TO
INSTALLATION.
INSTALLATION:
1. VERIFY GRADES: PRIOR TO PLANTING, THE CONTRACTOR SHALL VERIFY THAT CONSTRUCTED GRADES ARE
AS INDICATED ON THE PLANS. THE CONTRACTOR SHALL NOTIFY THE OWNER AND LANDSCAPE
ARCHITECT IF ADJUSTMENT TO PLANT MATERIAL IS REQUIRED.
2. STAKE PLANT LOCATIONS: PRIOR TO PLANTING, THE CONTRACTOR SHALL LAY OUT THE EXTENT OF THE
PLANT BEDS AND THE PROPOSED LOCATION FOR B&B MATERIAL FOR REVIEW.
3. FIELD ADJUSTMENTS: THE CONTRACTOR IS TO FINELY ADJUST PLANT LOCATIONS IN THE FIELD AS
NECESSARY TO BE CLEAR OF OBSTACLES. FINISHED PLANTING AREAS SHALL BE GRADED SO AS NOT TO
IMPEDE DRAINAGE.
4. PLANTING: BACKFILL THE PLANTING HOLES WITH IN-SITU SOIL REMOVED FOR PLANTING PIT. FOLLOWING
BACKFILL, WATER TO THE POINT OF SATURATION AND TAMP TO COMPACT BACKFILL. ADD EXISTING SOIL
TO BRING THE FINAL GRADE OF THE PLANTING HOLE TO THE SURROUNDING SOIL SURFACE. RAKE THE
UNUSED SOIL OUTSIDE OF THE PLANTING HOLE TO EVENLY DISTRIBUTE EXCESS THROUGHOUT THE BED,
TAKING CARE NOT TO CREATE A SOIL MOUND OR TO ALTER THE EXISTING GRADE.
5. PROPOSED TREES INDICATED ON THE LANDSCAPE PLAN LOCATED BELOW THE PROPOSED TOE OF BANK
ARE GENERALLY AROUND THE 796 CONTOUR. THESE AREAS MAY BE INUNDATED DEPENDING ON LAKE
LEVELS. LAKE LEVELS VARY FROM DAY TO DAY AND CAN BE MONITORED FROM THE FOLLOWING WEBSITE
(HTTPS:HLAKES.DUKE-ENERGY.COM/#/LAKES). PLANTING SHOULD OCCUR WHEN THE LAKE LEVELS ARE
BELOW THE 796 MARK AND GROUND SURFACE AT THESE LOCATIONS IS ABOVE THE WATER LINE.
6. SLOPES: SHRUBS, GROUNDCOVERS AND PERENNIALS PLANTED ON SLOPES GREATER THAN 3:1 SHALL
HAVE A NATURAL FIBER GEOTEXTILE WOVEN MESH MATERIAL PINNED TO THE GROUND PER
MANUFACTURER'S SPECIFICATIONS. GROUNDCOVER BEDS SHALL HAVE 2" OF GROUND LEAF COMPOST
SPREAD ONTO SLOPE PRIOR TO PLACING MESH. EXCAVATE PLANT PITS THROUGH MESH.
90% DESIGN SUBMITTAL
ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY
ABBREVIATIONS
ABBRV
ABBREVIATION
AQ
ANCHOR QEA
ASTM
AMERICAN SOCIETY FOR TESTING AND MATERIALS
BLDG
BUILDING
CB
CATCH BASIN
CONC
CONCRETE
CONT
CONTINUED OR CONTINUOUS
CMP
CORRUGATED METAL PIPE
COP
CITY OF PORTLAND VERTICAL DATUM
CP
CONTROL POINT (SURVEYED)
CPE
CORRUGATED POLYETHYLENE
CY
CUBIC YARD
DGPS
DIFFERENTIAL GLOBAL POSITIONING SYSTEM
DI
DUCTILE IRON
DIA
DIAMETER
DWG
DRAWING
E
EAST
EA
EACH
EL, ELEV
ELEVATION
ESC
EROSION AND SEDIMENT CONTROL
EX
EXISTING
FT
FOOT OR FEET
FS
FINISHED SURFACE
FTG
FOOTING
IE
INVERT ELEVATION
IN
INCH OR INCHES
LS
LUMP SUM
MAX
MAXIMUM
MH
MANHOLE, MAINTENANCE HOLE
MIN
MINIMUM
MISC
MISCELLANEOUS
N
NORTH
NAD
NORTH AMERICAN DATUM
NPDES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
OC
ON CENTER
PE
PROFESSIONAL ENGINEER, POLYETHYLENE
PVC
POLYVINYL CHLORIDE
RCP
REINFORCED CONCRETE PIPE
S
SOUTH
SD
STORM DRAIN
SF
SQUARE FOOT OR FEET
SPEC
SPECIFICATION
STA
STATION
STD
STANDARD
STRUCT
STRUCTURE, STRUCTURAL
TESC
TEMPORARY EROSION AND SEDIMENT CONTROL
TYP
TYPICAL
W
WEST
DETAIL AND SECTION REFERENCING
DETAIL REFERENCE NUMBER
DRAWING ON WHICH DETAIL APPEARS C-1
"-" INDICATES TYPICAL OR ON SAME DRAWING
DETAIL REFERENCE NUMBER
SECTION "A" IS SHOWN ON DRAWING "C-2"
SECTION REFERENCE LETTER
PLAN NUMBER WHICH SECTION WAS TAKEN
DETAIL
SCALE: I" = 10'
INDICATES DIRECTION
OF CUTTING PLAN
SECTION
SCALE: I" = 10'
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BEGIN UT -1 LOWER , _ _ \, ��%.'�,�� CF X I
ENHANCEMENT II G� CE I
PRIVATELY MAINTAINED SEWER �\ `\
STA 11 +22
MAIN (LOCATION APPROXIMATE) \ `\ - __----
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30' MSD SEWER EASEMENT ��a \\\\ / �- _ BEGIN RESTORATION \\' /�,�;^/ \\
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LEGEND:
—2130
ONE INCH
AT FULL SIZE, IF NOT ONE
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EXISTING CONTOURS
(1'& 5' INTERVALS)
EXISTING WETLAND DELINEATION
BOUNDARY
EXISTING CHANNEL CENTERLINE
PROPOSED STREAM CENTERLINE
PROPOSED BANKFULL
PROPOSED CONSERVATION
EASEMENT BOUNDARY
HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
VERTICAL DATUM: NAVD88
MARSH TREATMENT AREA
EXISTING OVERHEAD UTILITY LINE (LOCATION
APPROXIMATE) TO BE RELOCATED OUT OF
CONSERVATION EASEMENT
0 30 60
SCALE IN FEET
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NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
17+20
STATION
Riffle Typical
13+86
Pool Typical
16+67
Log Vane
Pool Typical
13+64
Pool -Riffle Transition
16+62
LV -4
Pool -Riffle Transition
13+59
Riffle Typical
16+57
14+30
Riffle Typical
13+54
Pool Typical
15+99
Log Vane
Pool Typical
13+22
Pool -Riffle Transition
15+94
LV -9
Pool -Riffle Transition
13+17
Riffle Typical
15+89
12+32
Riffle Typical
13+12
Pool Typical
15+34
Log Vane
Pool Typical
12+63
Pool -Riffle Transition
15+29
co
Pool -Riffle Transition
12+58
Riffle Typical
15+24
Riffle Typical
12+53
Pool Typical
14+69
Pool Typical
12+32
Pool -Riffle Transition
14+64
Pool -Riffle Transition
12+27
Riffle Typical
14+59
w
Riffle Typical
12+22
Pool Typical
14+30
Pool Typical
12+03
Pool -Riffle Transition
14+25
Pool -Riffle Transition
11+98
Riffle Typical
14+20
Riffle Typical
11+93
Pool Typical
13+96
Pool Typical
11+32
Pool -Riffle Transition
13+91
Pool -Riffle Transition
11+27
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EXISTING TRAIL X STREAM CHANNEL CENTERLINE MARSH TREATMENT AREA ,
I � I
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VARIES, SEE DWG C-1.1) \ DELINEATION BOUNDARY
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II I 1
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
LV -1
Log Vane
16+67
LV -2
Log Vane
15+99
LV -3
Log Vane
15+34
LV -4
Log Vane
14+69
LV -5
Log Vane
14+30
LV -6
Log Vane
13+96
LV-7
Log Vane
13+64
LV -8
Log Vane
13+22
LV -9
Log Vane
12+63
LV -10
Log Vane
12+32
LV -11
Log Vane
12+03
LV -12
Log Vane
11+32
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HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
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RIFFLE CROSS SECTION PARAMETERS
CHANNEL BOTTOM
CHANNEL
CHANNEL
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REACH ID
STA BEG
STA END
RIFFLE SLOPE
WIDTH (FT)
DEPTH (FT)
BANK SLOPES
WIDTH (FT)
UT -1 LOWER -ALL
11+10
17+20
1.68%
4.5
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13.5
10:1
3:1
17.0
a
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PERMANENT
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STREAM
THALWEG
RIFFLE CROSS SECTION PARAMETERS
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CHANNEL
CHANNEL
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REACH ID
STA BEG
STA END
RIFFLE SLOPE
WIDTH (FT)
DEPTH (FT)
BANK SLOPES
WIDTH (FT)
UT -1 LOWER -ALL
11+10
17+20
1.68%
4.5
0.90
3:1
13.5
POOL CROSS SECTION PARAMETERS
CHANNEL BOTTOM
CHANNEL
INSIDE OF BEND
OUTSIDE OF BEND
MIN. FLOODPLAIN
REACH ID
STA BEG
STA END
POOL SLOPE
WIDTH (FT)
DEPTH (FT)
CHANNEL BANK SLOPES
CHANNEL BANK SLOPES
WIDTH (FT)
UT -1 UPPER -ALL
11+10
17+20
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4.5
1.15
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3:1
17.0

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AT FULL SIZE, IF NOT ONE
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Q \ �o — — — _ / . — •-_ \ \ `\ \, (1 & 5 INTERVALS)
\ \� O \ `\ \ `\
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60 \\\
'-- - --_- _- - — EXISTING WETLAND DELINEATION
\\ \\ \ \ --------- ----' --
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EXISTING CHANNEL CENTERLINE
11 O\ — — '' ' • \__ 1�` \` --_`-- -��� �\\ \�\ 2�)_ _ X21-9-0 -----------------------
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PROPOSED STREAM CENTERLINE �
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---
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-217
218( — — __----'- \ \ NOTES:
i \ 1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
MARSH TREATMENT AREA � \ INTERCEPT EXISTING STORMWATER
0 30 60
CONVEYANCE SWALE AND 2. VERTICAL DATUM: NAVD88
\\ \\ \._ `, '\ ` �• -'/ / \-__� \� _--_\- \ 2170' — — `� \\ \` \-
r 2160 CONSTRUCT NEW SWALE TO SCALE IN FEET
MARSH TREATMENT AREA
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---
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NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
14+92
Pool Typical
14+46
Pool -Riffle Transition
14+41
Riffle Typical
14+36
Pool Typical
13+93
Pool -Riffle Transition
13+88
Riffle Typical
13+83
Pool Typical
13+64
Pool -Riffle Transition
13+59
Riffle Typical
13+54
Pool Typical
13+25
Pool -Riffle Transition
13+20
Riffle Typical
13+15
Pool Typical
12+85
Pool -Riffle Transition
12+80
Riffle Typical
12+75
Pool Typical
12+39
Pool -Riffle Transition
12+34
Riffle Typical
12+29
Pool Typical
12+11
Pool -Riffle Transition
12+06
Riffle Typical
12+01
Pool Typical
11+71
Pool -Riffle Transition
11+66
Riffle Typical
11+61
Pool Typical
11+10
Pool -Riffle Transition
11+05
Riffle Typical
11+00
Pool Typical
10+73
Pool -Riffle Transition
10+68
Riffle Typical
10+63
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STA 10+09 _ -- STREAM CHANNEL CENTERLINE
\% ; BEGIN UT -1 RESTORATION _ 'J '/ — _ — — ,"" —
EXISTING WETLAND DELINEATION BOUNDARY —0rgZ
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NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
CS -1
Cross Vane
14+46
CS -2
Cross Vane
13+93
CS -3
Cross Vane
13+64
CS -4
Cross Vane
13+25
CS -5
Cross Vane
12+85
LV -1
Log Vane
12+39
LV -2
Log Vane
12+11
LV -3
Log Vane
11+71
LV -4
Log Vane
11+10
LV -5
Log Vane
10+73
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RIFFLE
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WIDTH (FT)
90%
DESIGN SUBMITTAL ONE INCH
MIN. FLOODPLAIN
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10+14
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13.0
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15+00
15+30
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1" = 30'
VERT. SCALE: 1 " = 5'
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RIFFLE
SLOPE
CHANNEL BOTTOM
WIDTH (FT)
CHANNEL
DEPTH (FT)
CHANNEL BANK
SLOPES
MIN. FLOODPLAIN
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UT -1 UPPER -SHALLOW
10+14
12+85
2.25%
4.0
0.90
3:1
13.0
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12+85
14+92
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RIFFLE
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CHANNEL BOTTOM
WIDTH (FT)
CHANNEL
DEPTH (FT)
CHANNEL BANK
SLOPES
MIN. FLOODPLAIN
WIDTH (FT)
UT -1 UPPER -SHALLOW
10+14
12+85
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4.0
0.90
3:1
13.0
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12+85
14+92
6.50%
1.0
0.90
3:1
11.0
POOL CROSS SECTION PARAMETERS
POOL
CHANNEL BOTTOM
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D-GR-UT3
Lower -Centerline
D-GR-UT3
Lower -Centerline'
LU �
2130
PROPOSED BANKFULL DEPTH
_�
a
2130
l/')
Q
zz
L7 w
= 0
V z
N
L
2120
+
2120
2
N
>
O
} o Uj
> m
cir�LU
Q
0
� z O
.-.
pp
l'7 N w
1.55%
Q � vi
� Q 000
Q
jc� -
- /
m m m
0 z 0
m -j F -
0
PROPOSED STREAM THALWEG
z � W
>
z 2110
2110
- , w
o
�Ie
W
un C) =
V
a
a
Q
W
LL ctf
zCO
O
J
d
2100
2100
� o
Q
O
00
LUJ
V
W
C
2090
2090
�.L ,
0
z ) v
4-1
N o
0-0 Ln
rn
0/N
w 0 z m
00
00
= .5;N
2080
2080
s
10+00 10+40 10+80 11+20 11+60 12+00 12+40 12+80
13+20 13+60 14+00
14+40 14+80 15+20 15+60 16+00 16+40 17+20
17+60 18+00 18+40 18+80 19+20 19+60
20+00
<`
� M � �
00
Q N Q
HORIZONTAL DISTANCE IN FEET
4X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1" = 40'
VERT. SCALE: 1" = 10'
z
0
a
iY
V
V)
LU
Ln
z
0
Uj
0
a
a
a
m
w
a
0
LU
W
Q
J
Z
LL
W O
O
J"'Q
ODV
a
V _
NOTE: SEE DWG
C-8.0 FOR TYPICAL RIFFLE
AND POOL DETAILS.
Z
0 W
W
J H Z
Q
0
Wiz
M
LU
DC DC Z
QRZ
Q
0
NN
O
M
1
V
a
RIFFLE CROSS SECTION PARAMETERS
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -3 LOWER
10+05
19+81
1.55%
5.5
1.8
3:1
24.5
2.2
6:1
3:1
40.0
Q �
w
� N
00 � �
LU �
PROPOSED BANKFULL DEPTH
_�
a
l/')
EXISTING GRADE
L7 w
N
+
l'7 N w
1.55%
jc� -
- /
PROPOSED STREAM THALWEG
RIFFLE CROSS SECTION PARAMETERS
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -3 LOWER
10+05
19+81
1.55%
5.5
1.8
3:1
24.5
POOL CROSS SECTION PARAMETERS
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
OUTSIDE OF BEND
MIN. FLOODPLAIN
REACH ID
STA BEG
STA END
SLOPE
BOTTOM WIDTH
DEPTH (FT)
CHANNEL BANK
CHANNEL BANK
WIDTH (FT)
(FT)
SLOPES
SLOPES
UT -3 LOWER
10+05
19+81
0.14%
6.5
2.2
6:1
3:1
40.0

0
E
rn
00
m
0
N
/ / /� _/
_ — _/'-- ---- '- oL Z' / I' 90 % SI N SUBMI TTAL Of�E IN `\
_ "----------------- _ 2 \ 1 --_ - _ -
_ _ _`/ " / �\ L� / i// _-\ -1> I r Imo' ' \
__ _----- /--------'- ' ° `\ / / /, 1�`_ 1`--' �> / ' //' / 1' r/ I / I1 1 AT FULL SI7, , if f�IOT ONS
/_ \ ,i / f\1'/ i\ `�78 lW-ial SCALE ACCO41DINGt'Y -, ® PRELIMINARY
/- _ --1 / / I ( \ I _ 1 I I NOT FOR
_---- - _ �'LLZ-----------'-----r\\r'/,_\_ \_--/ i�-/-- _.-'\-/^.!'""' -J-'' /' `\ ,`� ; '/� \ �2 1�\-__ `, ,//;' �, ; \ �\ ; `\\ `� '�,�_ '\\\ " -\ �\ I\ \\ (\;` l`i Knowwhalt'.S aGO.�I__i CONSTRUCTION
/ — - , /' 7>O \ ,! /' / \ I \ Z �/ \ \ 1 -_ `� `\ /�\ Call KJ e:ip- UI
/ �� _---\/ •' ' / 9� 1, / ' /' ` ` I ' / ' ' ( \ \ \\ \\ ` \ `\�, _-t- -'- -_-' Z/ J - /' /^✓ /-''' i
-2160 /� // \ ✓ 2 \\ \\ \ '1 \ \t \ /� I\ \� \\ I` 1� ♦_� `'�__ --_-_- /,---------
------------//
'_- ��' _ �09�Z1- ✓ � _,.- - -/' \ 1 ` � ..\ 1 .�� �\ ^- _ /�' ,__/\.�''/ _- -' �' / -/ ---' O
' 1 -' `\ -I l \ �\ \ IN,
_.--�----/
\ \r- l� _ -
_ / ) \ \
_ `` \�..' ' t✓'' %- \^ - __ _ ( /' ' l l \ `\ ��� \\ \ \\ \ -\ \ \ 1 ��_ rte\ `Q6�-7 — _ / _� ✓ �\V - _�_ r/n�Z Z � Lu
_/^ �`__ `\`� /!' `' __�•-`1_l/ `'^ ``� -- /ice'' / `\\ \\ \\ \\ \ \\ \\ \\ �- 00
\ -' �\ \'� f� `` - /_v/�1` r/..il /J 'oa > > V F
�/�r `\\\\_\ \�\\ \ -~\\ -`\`` \_ \ \� _ `--\�__ \`---------- --- -_-_-- --'' -- -��8'- J l �- '--''-/ N H In H Q
- \ % '� _\ \ �/ 1 / • / // ""/ \ \\ 27 _\ \\ \ ��� ` \ \ \ \ \ `\ \ \\ l \21$ _\/� ^--�__-__ - _\/ I / ' /1. 0��- -'- ___--- m m m m J H
\ / f \ \ \ \ `\ `\ \_/_ _
O \� \ 11c SII_ ' \ ' ��-__- � '\` \\_\ \\` \ \ ___ \-\_-_ \ \\\\ _ __-_____� __^`_'\_�___��--_''-'-/' 2170 / -_ ui
� _
\✓/ `� !) l ) ~ `I ^ ,/ �1--- \ \ \ \ \ ��\ \\\ `�\ \_\- 2170 \ _ `.........................
_- __-^__-`- __ /- _'' — — / �' '_ _ V d
` `, rJ /'! /' 76Q \`—_--------- ------------------- -----_ / V
------------------------------------'------- / d
\ ,i i %,7 Q), �' `' /' -''' 1\ PROPERTY BOUNDARY (NOT SURVEYED) `�� \ I_ \ \ -\-''----------------------------- / %`----
j
------ --- ----_ __------ '-_-/a----- __ _ - 00
ru
2160 u
EXISTING FOOTBRIDGE TO BE RELOCATED IN �;� _ _ _ _ --/ % U s +, o
/ / ORDER TO PROVIDE PEDESTRIAN CROSSING i / , - �/ i a)
e STA 10+05 _ — - 1 I/) = o
OVER NEW CHANNEL AND MAINTAIN � /
�\ BEGIN UT -3 UPPER ENHANCEMENT II \\ EXISTING PATHWAY. \. _
\1 1 1
o06
��\e
e /
/\ LITTLE BEREA
STA 10+50
\ FILL EXISTING CHANNEL
--21s --2150-_ END UT -3 UPPER ENHANCEMENT II \,
BEGIN UT -3 UPPER RESTORATION '\ `-
- 1'2�s52-\ \\,
EXISTING WETLAND
DELINEATION BOUNDARY
C3
'
27SO,7 � \ r----
CP I r- "'N -1
l�\j.�
-/ __ /\.//^ C3CE
E r ✓05Lz 1 L ll-_ / /' T — Q
— —
Lu 0
Lu 71
CE J
Lu
CE 3D Q
CONFLUENCE OF UT -3 UPPER AND UT -4
V (1 �'- \`\ _ F \ \ \ / ' - UT -4 STA 10+00 / UT -3 UPPER STA 18+56 / 00�'L CE \
BEGIN UT -4 RESTORATION / '
----- __ CLINGMAN'S /
---- 1 GL )V ^ CF - ------ �` /------- /
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -3 UPPER RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
31+66
STATION
Pool Typical
25+32
DETAIL
Pool Typical
18+28
Pool Typical
31+62
Pool -Riffle Transition
Pool -Riffle Transition
25+27
21+94
Pool -Riffle Transition
18+23
Pool -Riffle Transition
31+57
LS -17
Riffle Typical
25+22
LS -3
Riffle Typical
18+18
Riffle Typical
31+52
Log Vane
Pool Typical
24+76
Log Vane
Pool Typical
17+67
Pool Typical
31+06
19+83
Pool -Riffle Transition
24+71
29+04
Pool -Riffle Transition
17+62
Pool -Riffle Transition
31+01
LS -6
Riffle Typical
24+66
Riffle Typical
17+57
Riffle Typical
30+96
Log Vane
Pool Typical
23+98
LS -23
Pool Typical
17+01
Pool Typical
30+46
27+34
Pool -Riffle Transition
23+93
Log Vane
Pool -Riffle Transition
16+96
Pool -Riffle Transition
30+41
Riffle Typical
23+88
15+96
Riffle Typical
16+91
Riffle Typical
30+36
LS -26
Pool Typical
23+50
LS -11
Pool Typical
15+96
Pool Typical
29+93
Log Vane
Pool -Riffle Transition
23+45
Log Vane
Pool -Riffle Transition
15+91
Pool -Riffle Transition
29+88
13+70
Riffle Typical
23+40
23+98
Riffle Typical
15+86
Riffle Typical
29+83
LS -14
Pool Typical
22+99
Pool Typical
15+28
Pool Typical
29+04
Log Vane
Pool -Riffle Transition
22+94
LS -31
Pool -Riffle Transition
15+23
Pool -Riffle Transition
28+99
Riffle Typical
22+89
Riffle Typical
15+18
Riffle Typical
28+94
Pool Typical
21+94
Pool Typical
14+65
Pool Typical
28+47
Pool -Riffle Transition
21+89
Pool -Riffle Transition
14+60
Pool -Riffle Transition
28+42
Riffle Typical
21+84
Riffle Typical
14+55
Riffle Typical
28+37
Pool Typical
21+21
Pool Typical
13+70
Pool Typical
27+94
Pool -Riffle Transition
21+16
Pool -Riffle Transition
13+65
Pool -Riffle Transition
27+89
Riffle Typical
21+11
Riffle Typical
13+60
Riffle Typical
27+84
Pool Typical
20+40
Pool Typical
13+09
Pool Typical
27+34
Pool -Riffle Transition
20+35
Pool -Riffle Transition
13+04
Pool -Riffle Transition
27+29
Riffle Typical
20+30
Riffle Typical
12+99
Riffle Typical
27+24
Pool Typical
19+83
Pool Typical
12+56
Pool Typical
26+81
Pool -Riffle Transition
19+78
Pool -Riffle Transition
12+51
Pool -Riffle Transition
26+76
Riffle Typical
19+73
Riffle Typical
12+46
Riffle Typical
26+71
Pool Typical
19+25
Pool Typical
11+46
Pool Typical
26+19
Pool -Riffle Transition
19+20
Pool -Riffle Transition
11+41
Pool -Riffle Transition
26+14
Riffle Typical
19+15
Riffle Typical
11+36
Riffle Typical
26+09
Riffle Typical
18+56
]J
`\\
__ � I ��\✓ _ -� � ter\ _ ____ ` —
\ i STREAM CHANNEL CENTERLINE _ ' ( _ - _- -
APPROXIMATE BANKFULL WIDTH "' r/'' /'���� PROPOSED CONSERVATION EASEMENT BOUNDARY
\2160--- \�`\ THROUGH RIFFLES (WIDTH :_,%._- -- uL�(­- '',\/--- _,�_ �\ _—OLt �\
2 -�" -\,. `, = --- i EXISTING TREE AND VEGETATION (TYP.) ^ --- _- --� ---- --__ - Z�-- -- -\\
VARIES, SEE DWG C-4.2) - - .-'' — - _ -_-- 1 - �; ' _----- -
-____ _- 02 _-— $ 2170
-2180
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -3 UPPER STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
12+20
LABEL
DETAIL
STATION
LS -1
Log Vane
31+62
Pool -Riffle Transition
LS -16
Log Vane
21+94
LS -2
Log Vane
31+06
11+27
LS -17
Log Vane
21+21
LS -3
Log Vane
30+46
Riffle Typical
LS -18
Log Vane
20+40
LS -4
Log Vane
29+93
10+53
LS -19
Log Vane
19+83
LS -5
Log Vane
29+04
Confluence with UT -3
LS -20
Log Vane
19+25
LS -6
Log Vane
28+47
LS -22
Log Vane
18+28
LS -7
Log Vane
27+94
LS -23
Log Vane
17+67
LS -8
Log Vane
27+34
LS -24
Log Vane
17+01
LS -9
Log Vane
26+81
LS -25
Log Vane
15+96
LS -10
Log Vane
26+19
LS -26
Log Vane
15+28
LS -11
Log Vane
25+32
LS -27
Log Vane
14+65
LS -12
Log Vane
24+76
LS -28
Log Vane
13+70
LS -13
Log Vane
23+98
LS -29
Log Vane
13+09
LS -14
Log Vane
23+50
LS -30
Log Vane
12+56
LS -15
Log Vane
22+99
LS -31
Log Vane
11+46
2 ' / - p' --------`-------- '
1801 / /' - // L�-------------------------------
----------------
_ \ .�/ /' /- - / ./` -- -� — —. — — —
— '_-`-' ^`-Q6 —219/T
--------------\ \__`� /-/ ^ /../'".'.�'' / ✓ /---''^\-'_--`---•-_-------\..-'_'�_��^
------------
I /
I ,
/
/
/
/
/
\.^ r`-'
/l
\ � J
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -4 RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
12+33
Pool Typical
12+20
Pool -Riffle Transition
12+15
Riffle Typical
12+10
Pool Typical
11+77
Pool -Riffle Transition
11+72
Riffle Typical
11+67
Pool Typical
11+32
Pool -Riffle Transition
11+27
Riffle Typical
11+22
Pool Typical
10+91
Pool -Riffle Transition
10+86
Riffle Typical
10+81
Pool Typical
10+63
Pool -Riffle Transition
10+58
Riffle Typical
10+53
Pool Typical
10+35
Pool -Riffle Transition
10+30
Riffle Typical
10+25
Confluence with UT -3
10+00
^� �.. f`\_
"%)Q�y�' /2200- -� 1 �/ �' --� ✓ \___\\ /_--\\ '_\..\ -`�\ \\ \ `\ \�\\`-\ \\ \ \ `\
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -4 STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
CS -1
Cross Vane
12+20
CS -2
Cross Vane
11+77
CS -3
Cross Vane
11+32
CS -4
Cross Vane
10+91
CS -5
Cross Vane
10+63
CS -6
Cross Vane
10+35
LEGEND:
2130 — EXISTING CONTOURS
(1'& 5' INTERVALS)
EXISTING WETLAND DELINEATION
BOUNDARY
EXISTING CHANNEL CENTERLINE
10+00 PROPOSED STREAM CENTERLINE
— — — — — — PROPOSED BANKFULL
CE PROPOSED CONSERVATION
EASEMENT BOUNDARY
NOTES:
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
2. VERTICAL DATUM: NAVD88
z
O
7C7
0 40 80
000109
SCALE IN FEET
II
m
D
Oz
Q
�a
� W
V
W
a�
CL 1A
D 0
M z
F Q
D
rv1
Ili,m
O -Ln
w 0OZm
"> 00
N
rv) �
M
Qc\IQ°�
W W
Lu
J � V
Z
ODZ
za0
to Q
~ Z
z
zuj
Q
W to
Q Ce
tA
X o
LL o
0 N
o �
Z v
k
W
W Q
LA a

0
E
ru
0
0
0
N
/
O ,___,--- 1 \ - - - - \--_
°\ `\- % DESIGN SUBMITTAL
` �\ ONE I �I
�\
Pool Typical
12+20
------------------/-' _
12+15
Riffle Typical
12+10
/-
1-'79R
\T
�`i;ULL ZE IENaT-OT\1
\\ --
'`
11+67
\
LE ACCORDINGLY
Pool -Riffle Transition
PRELIMINARY
---------------------------------/'�-
/1 -`_ \, -. \
\`,, �`_, `�
\\, \`\
NOT FOR
10+86
Riffle Typical
10+81
��_\\, (
10+63
Pool -Riffle Transition
`\
\,-------------,
Know w%t's biei�
CONSTRUCTION
10+35
_\_\
I_
\-�''------•___\ '`\ \\ \ — 08�Z y — — �- L — `\,\\ \\^ `\` \\\
-.\
\\
\ \\_`
,-' --Pall bbfor6i
sy dg,_NN
10+25
/
2 ,\ \
LITTLE BEREA�
19+25
.
Log Vane
28+47
RELOCATE EXISTING WATER LINE
\'- \ _ — �'` \\
18+28
STREAM CHANNEL CENTERLINE �\
�
/
UT -4 RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
12+33
Pool Typical
12+20
Pool -Riffle Transition
12+15
Riffle Typical
12+10
Pool Typical
2170\ -___
-__
` 2180
\\ --
'`
11+67
Pool Typical
11+32
Pool -Riffle Transition
-----
Riffle Typical
11+22
Pool Typical
10+91
Pool -Riffle Transition
10+86
Riffle Typical
10+81
Pool Typical
10+63
Pool -Riffle Transition
10+58
Riffle Typical
10+53
Pool Typical
10+35
Pool -Riffle Transition
10+30
Riffle Typical
10+25
/
PROPOSED CONSERVATION EASEMENT BOUNDARY
LITTLE BEREA�
19+25
.
Log Vane
28+47
RELOCATE EXISTING WATER LINE
\'- \ _ — �'` \\
18+28
STREAM CHANNEL CENTERLINE �\
�
\`, ^� \__\
\\
TO NEW CROSSING (WORK
\
- `790�_ \
I )�,\ - // ; `\ PERFORMED BY OTHERS) 2180,
.� APPROXIMATE BANKFULL WIDTH THROUGH -
STA 31+66
,_\,---► , - _ , RIFFLES (WIDTH VARIES, SEE DWG C-4.2)
(__ y �,,�" —_ - \ END UT -3 UPPER RESTORATION
F
EXISTING WETLAND DELINEATION BOUNDARY '-��� \``-, BEGIN UT -3 UPPER
/`� �- \ > _ _ _ " '-\ ENHANCEMENT I
\� \�
/II / `-�� ----- _ - Yom_-__\�-��� `_ _ �_ _ CE 1�.`�-\,'_�- _ --_` \
_ _ _ _t_ �_ o C / C ` Q
CE
'// , �/ \`\ �\ �_( `---�_C-1`-'� - - �`--�-� / l - �`_~_.�_ _Z, _ `\ moi__` _ 97V., _... \ _ „ --
IN, \ i 0y �\ // / \ _ l� \ -__-_� ` ' ,_yL- f- 1 J 170 �' '- _ ��-= '�-��,��_�� CE�-'
�7�7- E _
eol
\\` J L �^ — ——_---------- -- OLLz-��_ \�
\—�^oL.LCe— — _ __--___
, \ /�.\ \
w\
OD E
\ L (✓ \ \ EXISTING WOODEN BRIDGE TO BE / ---' /---'- _ - �� valz- CF
\ / c c� CLINGMAN S cE _/ ��
\
�/ F �_ REMOVED. CONTRACTOR TO DETERMINE --- --'
r L 2166- STA 12+33 -- -\�� ELIGIBILITY FOR RE -USE ON-SITE.
CE �� - -- - —
1, f END UT -4 RESTORATION 3D — �— ----- - - --- ----- - CE-"- CE CE \--
p .�
BEGIN UT -4 ENHANCEMENT II_ - '-"-" _ '-------------`------------"� -_- //-_'- - INSTALL PERMANENT CROSSING'
---------- --`---- -_- ---
_-_-_-
- '
WITH CULVERT BURIED 12"
_
STA 32+28 `-
cp� _,_-- J _ — — — — _I —08Lz- — — _ — — . — '' '' --- --- ---' — END UT -3 UPPER -
- // 8�Z— l -- ------ oBvZ - - ----
Ill \\ 1,_,\ INSTALL PERMANENT _-'" 1 _ ^ / /' ,/-" ,-' ---------------------------
W1\" - - ' ENHANCEMENT I
i �\ — 2 70_ / ------------------------_------ —2190— ' -
`N _ '''" \�;� CROSSING WITH CULVERT / ----------------------------------
BURIED
------------- ____-,' ---_ _ — — — — — — — — — — -' _
\ __
Lll' — ,'�`\ ` �� BURIED 12" /' �/ , / ' '' '^ /- ---
-
J/''--"- /------------ ---2190 '- ------- ---\_ _--- ---_
l7\,
-2180
1,
---------------\ / 0 ---
190` \ '\\\ \`-
\ / \ I / / / _/------- —\I--- --- ' / —' -- '—__ ___-- _— --- —_
------_ `---/— /_ �_— —\_ \_ \\_`\
_ // — --- - - \\-_
~ / -- ` v �// , L^\ I/ I 1 - / l/ �`-'- `----_' '- -''' / i-' ' /''" _-'' /-_ —-_____'___-- __I----------- ------ -____- ____---_-__\ //' /�/'' / _. / -2200— \ `\�_
a1 \ ) , _--' / /�/ /_' /_'' /�-'-- n(` / — _-"_'- _----- - _---' __ --- I — zz_ — — ` // / _ ��___ \ \\\� �`- ✓\`N-
(0\,
\\
'D /I \\ V //\ CE // \`/ --' \\ \\ 0 i \ i i ' --------------------
_-- �__.•._�/-�r-1-- J J /Vy�' ��_-------'- i--''-��-_'_- '_' — — — — — �0(. ` `\\ - '- /-// / / --_- \-- \ \`\ \
�I `, L ♦' I ( I I / / _----- �_------' -- _/-'' / / ,/' "�-' -__-- -� -- / / ��-_ -_-- ------------\_\_ `�\ \ t / ,'' /''-\ \ ��°
/'' _ _/ �' _ _-'-------- - __--- \` 0OzZ / _ _` \
�- /�
CE I -moi L_-/ \-' \i/�'-'' 1 I\\ 1 `\ \\
IN
0\1\
/L1 IN N
IN N
STA 14+75 `-% ,-\ -,,--=�\ \ , �� 180 �\ `\ ��
END UT -4 ENHANCEMENT II �-\
`, ` \\ `� \• `\ \
n IN \ /
170' \
LEGEND:
2130 EXISTING CONTOURS
— - (1' & 5' INTERVALS)
— — EXISTING WETLAND DELINEATION
BOUNDARY
EXISTING CHANNEL CENTERLINE
10+00 PROPOSED STREAM CENTERLINE
— — — — — — PROPOSED BANKFULL
CE PROPOSED CONSERVATION
EASEMENT BOUNDARY
NOTES:
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
2. VERTICAL DATUM: NAVD88
0 40 80
SCALE IN FEET
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -4 RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
12+33
Pool Typical
12+20
Pool -Riffle Transition
12+15
Riffle Typical
12+10
Pool Typical
11+77
Pool -Riffle Transition
11+72
Riffle Typical
11+67
Pool Typical
11+32
Pool -Riffle Transition
11+27
Riffle Typical
11+22
Pool Typical
10+91
Pool -Riffle Transition
10+86
Riffle Typical
10+81
Pool Typical
10+63
Pool -Riffle Transition
10+58
Riffle Typical
10+53
Pool Typical
10+35
Pool -Riffle Transition
10+30
Riffle Typical
10+25
Confluence with UT -3
10+00
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -4 STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
CS -1
Cross Vane
12+20
CS -2
Cross Vane
11+77
CS -3
Cross Vane
11+32
CS -4
Cross Vane
10+91
CS -5
Cross Vane
10+63
CS -6
Cross Vane
10+35
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -3 UPPER STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
(
LABEL
DETAIL
STATION
LS -1
Log Vane
31+62
, I
LS -16
Log Vane
21+94
LS -2
Log Vane
31+06
31+57
LS -17
Log Vane
21+21
LS -3
Log Vane
30+46
\
LS -18
Log Vane
20+40
LS -4
Log Vane
29+93
17+67
LS -19
Log Vane
19+83
LS -5
Log Vane
29+04
Pool -Riffle Transition
LS -20
Log Vane
19+25
LS -6
Log Vane
28+47
LS -22
Log Vane
18+28
LS -7
Log Vane
27+94
23+98
LS -23
Log Vane
17+67
LS -8
Log Vane
27+34
Pool -Riffle Transition
LS -24
Log Vane
17+01
LS -9
Log Vane
26+81
LS -25
Log Vane
15+96
LS -10
Log Vane
26+19
30+36
LS -26
Log Vane
15+28
LS -11
Log Vane
25+32
Pool Typical
LS -27
Log Vane
14+65
LS -12
Log Vane
24+76
15+91
LS -28
Log Vane
13+70
LS -13
Log Vane
23+98
Riffle Typical
LS -29
Log Vane
13+09
LS -14
Log Vane
23+50
LS -30
Log Vane
12+56
LS -15
Log Vane
22+99
22+94
LS -31
Log Vane
11+46
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -3 UPPER RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
I
(
\\
I
I
Pool Typical
I
I
, I
Pool -Riffle Transition
25+27
Pool -Riffle Transition
18+23
Pool -Riffle Transition
31+57
Riffle Typical
I
\
Riffle Typical
I
\
31+52
I\
\
24+76
1
17+67
Pool Typical
31+06
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -3 UPPER RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
31+66
Pool Typical
25+32
Pool Typical
18+28
Pool Typical
31+62
Pool -Riffle Transition
25+27
Pool -Riffle Transition
18+23
Pool -Riffle Transition
31+57
Riffle Typical
25+22
Riffle Typical
18+18
Riffle Typical
31+52
Pool Typical
24+76
Pool Typical
17+67
Pool Typical
31+06
Pool -Riffle Transition
24+71
Pool -Riffle Transition
17+62
Pool -Riffle Transition
31+01
Riffle Typical
24+66
Riffle Typical
17+57
Riffle Typical
30+96
Pool Typical
23+98
Pool Typical
17+01
Pool Typical
30+46
Pool -Riffle Transition
23+93
Pool -Riffle Transition
16+96
Pool -Riffle Transition
30+41
Riffle Typical
23+88
Riffle Typical
16+91
Riffle Typical
30+36
Pool Typical
23+50
Pool Typical
15+96
Pool Typical
29+93
Pool -Riffle Transition
23+45
Pool -Riffle Transition
15+91
Pool -Riffle Transition
29+88
Riffle Typical
23+40
Riffle Typical
15+86
Riffle Typical
29+83
Pool Typical
22+99
Pool Typical
15+28
Pool Typical
29+04
Pool -Riffle Transition
22+94
Pool -Riffle Transition
15+23
Pool -Riffle Transition
28+99
Riffle Typical
22+89
Riffle Typical
15+18
Riffle Typical
28+94
Pool Typical
21+94
Pool Typical
14+65
Pool Typical
28+47
Pool -Riffle Transition
21+89
Pool -Riffle Transition
14+60
Pool -Riffle Transition
28+42
Riffle Typical
21+84
Riffle Typical
14+55
Riffle Typical
28+37
Pool Typical
21+21
Pool Typical
13+70
Pool Typical
27+94
Pool -Riffle Transition
21+16
Pool -Riffle Transition
13+65
Pool -Riffle Transition
27+89
Riffle Typical
21+11
Riffle Typical
13+60
Riffle Typical
27+84
Pool Typical
20+40
Pool Typical
13+09
Pool Typical
27+34
Pool -Riffle Transition
20+35
Pool -Riffle Transition
13+04
Pool -Riffle Transition
27+29
Riffle Typical
20+30
Riffle Typical
12+99
Riffle Typical
27+24
Pool Typical
19+83
Pool Typical
12+56
Pool Typical
26+81
Pool -Riffle Transition
19+78
Pool -Riffle Transition
12+51
Pool -Riffle Transition
26+76
Riffle Typical
19+73
Riffle Typical
12+46
Riffle Typical
26+71
Pool Typical
19+25
Pool Typical
11+46
Pool Typical
26+19
Pool -Riffle Transition
19+20
Pool -Riffle Transition
11+41
Pool -Riffle Transition
26+14
Riffle Typical
19+15
Riffle Typical
11+36
Riffle Typical
26+09
Riffle Typical
18+56
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C~C Z
G Z
ZLLI
Q
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21
00
oo 2160
z
LU
z 2150
O
90% DESIGN SUBMITTAL ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY ® PRELIMINARY
NOT FOR
Know what's below. CONSTRUCTION
Call before you dig.
9°/
J
1
w
N
CHANNEL
Q
INSIDE OF BEND
7
CO
+Ln 0')w
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -3 UPPER - A
10+50
16+91
1.58%
5.5
1.8
3:1
24.5
UT -3 UPPER - B
16+91
18+56
2.27%
4.5
1.8
3:1
23.5
2170
0
STREAM
THALWEG
2.5
1.8
3:1
21.0
UT -3 UPPER - D
Q
LU
Of
CONFLUENCE OF UT -3 UPPER AND UT -4
1.45%
4.0
1.8
3:1
23.0
�
�
M
1
p
�! N
00
+
PROPOSED
BANKFULL
DEPTH
PROP ROAD
WIDTH
(14'
C)
�, N
�
OO
1 2140
a
LU
= V
2140
00
LU
LU
rn
N a�
z
>
W
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EXISTING
GRADE
O N
m
O
LU
VLU O
N
co
�
U
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Q
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- - - -
2160
< orf oC ZO w
v, v, o N z
vi H vi H Q
�..
aw_
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0 TO
__--------
_
NT
PROPOSED
BANKFULL
DEPTH
-
�'CD
N "�
LLn
10+40 10+80 11+20 11+60 12+00 12+40 12+80 13+20 13+60 14+00 14+40 14+80 15+20 15+60 16+00 16+40 16+80 17+20 17+60 18+00 18+40 18+80 19+20 19+60 20+00 20+40 20+80 21+20 21+60
—
— _ —
HORIZONTAL DISTANCE IN FEET
2.27%
4X VERTICAL EXAGGERATION
0 =
m m m m Q a
LU
o%
O
L
EXISTING
GRADE
— _ _
—
-
1
7
o LU
m
+
--
— —
—
11J
Z
z
w
p
O
—
— — �--
2.27%
O
LA o=
N
—"
0 " Q
Q
>
PROPOSED
STREAM
THALWEG
— —
-- -
INSTALL PERMANENT
m
2150
of
cn a,
— —
r --
�—
CROSSING WITH
W
—
-----
STA 18+56
Q w
_ _—
--
ELEV 2153 9
L'o
u
F --
LU
LU
2170
z
z
O
H
J 2160
LU
J
1
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -3 UPPER - A
10+50
16+91
1.58%
5.5
1.8
3:1
24.5
UT -3 UPPER - B
16+91
18+56
2.27%
4.5
1.8
3:1
23.5
UT -3 UPPER - C
PROPOSED
STREAM
THALWEG
2.5
1.8
3:1
21.0
UT -3 UPPER - D
Q
LU
Of
CONFLUENCE OF UT -3 UPPER AND UT -4
1.45%
4.0
1.8
3:1
23.0
�
�
M
1
00
+
PROPOSED
BANKFULL
DEPTH
PROP ROAD
WIDTH
(14'
C)
�, N
OO
1 2140
LU
2140
00
LU
N a�
z
>
EXISTING
GRADE
O N
co
�
U
U 0
t O
_----
- - - -
-
-
�..
aw_
W
},
0 TO
__--------
"
NT
—
-
�'CD
2130 2130
LLn
10+40 10+80 11+20 11+60 12+00 12+40 12+80 13+20 13+60 14+00 14+40 14+80 15+20 15+60 16+00 16+40 16+80 17+20 17+60 18+00 18+40 18+80 19+20 19+60 20+00 20+40 20+80 21+20 21+60
<0LU z m
HORIZONTAL DISTANCE IN FEET
0
cy 3: a� o
4X VERTICAL EXAGGERATION
0 =
V s co
M `^ o
2190 2190
F --
LU
LU
2170
z
z
O
H
J 2160
LU
2170
2160
2150 2150
21+60 22+00 22+40 22+80 23+20 23+60 24+00 24+40 24+80 25+20 25+60 26+00 26+40 26+80 27+20 27+60 28+00 28+40 28+80 29+20 29+60 30+00 30+40 30+80 31+20 31+60 32+00
HORIZONTAL DISTANCE IN FEET
4X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1" = 40'
VERT. SCALE: 1" = 10'
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE CROSS SECTION PARAMETERS
x
o
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -3 UPPER - A
10+50
16+91
1.58%
5.5
1.8
3:1
24.5
UT -3 UPPER - B
16+91
18+56
2.27%
4.5
1.8
3:1
23.5
UT -3 UPPER - C
18+56
21+11
2.27%
2.5
1.8
3:1
21.0
UT -3 UPPER - D
Q
LU
Of
O
1.45%
4.0
1.8
3:1
23.0
�
�
M
1
00
+
PROPOSED
BANKFULL
DEPTH
PROP ROAD
WIDTH
(14'
C)
�, N
LU
N a�
z
>
EXISTING
GRADE
co
_----
- - - -
-
-
�..
aw_
__--------
"
NT
—
-
—
—
-
1
7
1.45%
--
l
—
PROPOSED
STREAM
THALWEG
INSTALL PERMANENT
CROSSING WITH
CULVERT BURIED 12"
2170
2160
2150 2150
21+60 22+00 22+40 22+80 23+20 23+60 24+00 24+40 24+80 25+20 25+60 26+00 26+40 26+80 27+20 27+60 28+00 28+40 28+80 29+20 29+60 30+00 30+40 30+80 31+20 31+60 32+00
HORIZONTAL DISTANCE IN FEET
4X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1" = 40'
VERT. SCALE: 1" = 10'
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE CROSS SECTION PARAMETERS
x
o
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -3 UPPER - A
10+50
16+91
1.58%
5.5
1.8
3:1
24.5
UT -3 UPPER - B
16+91
18+56
2.27%
4.5
1.8
3:1
23.5
UT -3 UPPER - C
18+56
21+11
2.27%
2.5
1.8
3:1
21.0
UT -3 UPPER - D
21+11
31+66
1.45%
4.0
1.8
3:1
23.0
POOL CROSS SECTION PARAMETERS
x
o
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
OUTSIDE OF BEND
MIN. FLOODPLAIN
REACH ID
STA BEG
STA END
SLOPE
BOTTOM WIDTH
DEPTH (FT)
CHANNEL BANK
CHANNEL BANK
WIDTH (FT)
J
j
(FT)
V
SLOPES
SLOPES
Cl
UT -3 UPPER A -B
10+50
18+56
0.14%
6.5
2.2
6:1
3:1
40.0
UT -3 UPPER C -D
j 18+56
j 31+66
j 0.14%
j 4.0 —T-2.2
5:1
3:1
37.0
Q N Q
0
x
o
x
Z
O
NLL.
o
N
W
N
Nd
W
W
H
J
j
Z
Z
V
O
Z
Cl
Z
Z
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2
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V
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DC
p
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WC
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p
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0
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of
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0
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c
90% DESIGN SUBMITTAL ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY® PRELIMINARY
NOT FOR
Know what's below.
2170 2170 CONSTRUCTION
Call before you dig.
a
O
z
a a a
o � O o co
z Q z L o
0000 2160 2160 0 0 Of z
CD M G G o z
L v; ¢ Z)
Q m m m m
z o z o o< o
w � Y LLI > Ln
LU C2 w o
'-'-' Ln o =
w V a
z Q
z
O v
I J
Q
J 2150 2150 0C co
w � O N
co
� �
U V -
-4f- O
N �
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z )
o - o
O m
w O z m
00N
s = N
0/
U , s 00
2140 2140 Q N Q
9+9010+00 10+20 10+40 10+60 10+80 11+00 11+20 11+40 11+60 11+80 12+00 12+20 12+40 12+60
HORIZONTAL DISTANCE IN FEET
4X VERTICAL EXAGGERATION
A STREAM PROFILE_
HORIZ. SCALE: 1" = 20' z
- o
VERT. SCALE: 1" = 5-
U
V)
LU
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
unz
0Uj
0
a
Q
m
LU
a
0
LU
Z
N.I W
W W H
J J Z u
LL 1A OZZ
O Z z~o
0 0�z
W W
a � WQ�
a
LU
D ace
H
X o
x
0
M o N
� M �
� r
Z *k
V W O
W
W
cn a
RIFFLE CROSS SECTION PARAMETERS
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
a
� m �
10+00
12+33
2.73%
1.5
1.4
2:1
14.0
2.3
2:1
PROPOSED
BANKFULL
DEPTH
m
0° �, �
D � N
Q � >
N
l7 w
�
EXISTING
GRADE
m
o
�=
m
Q
�
"'
2.73%
PROPOSED
STREAM
THALWEG
RIFFLE CROSS SECTION PARAMETERS
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -4 ALL
10+00
12+33
2.73%
1.5
1.4
2:1
14.0
POOL CROSS SECTION PARAMETERS
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
OUTSIDE OF BEND
MIN. FLOODPLAIN
REACH ID
STA BEG
STA END
SLOPE
BOTTOM WIDTH
DEPTH (FT)
CHANNEL BANK
CHANNEL BANK
WIDTH (FT)
(FT)
SLOPES
SLOPES
UT -4 ALL
10+00
12+33
0.21%
1.5
2.3
2:1
2:1
22.5

'�O\ ;/ -- 90% DESIGN SUBMITTAL ONE INCH
\ AT FULL SIZE, IF NOT ONE
`\\ LEGEND: AT
SCALE ACCORDINGLY
_I V 1I 2130 EXISTING CONTOURS
(1' & 5- INTERVALS)
Know what's below.
i Call before you dig.
STA 10+00 , I EXISTING WETLAND DELINEATION
BEGIN UT -5 ENHANCMENT II i i (� BOUNDARY
\ 1 ; STA 10+48 - EXISTING CHANNEL CENTERLINE
END UT -5 ENHANCEMENT II 1` \` \`\ 10+00
\ `\ PROPOSED STREAM CENTERLINE
BEGIN UT -5 RESTORATION \ �\
------
I STA 10+84 - PROPOSED BAN KFULL WIDTH
(APPROXIMATE)
TIE IN TO EXISTING IN -STREAM BEDROCK \i CE
PROPOSED CONSERVATION z
EASEMENT BOUNDARY p
NOTES:
PROPOSED CONSERVATION EASEMENT BOUNDARY , _
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
0 40 80
/3 I 3D 3D STA 13+42 TO 13+72 �ti
2. VERTICAL DATUM: NAVD88
3 l w SCALE IN FEET
I� D , ' BREAK IN EASEMENT DUE TO EXISTING OVERHEAD UTILITY (LOCATION APPROXIMATE) o
j I I ; CF
I \ \\ O Off\ ---- J' \\, kp0 — \'\ \ CE \\ \\\ \\`\ \\\ / ; '' DAIRY BARN ; II
\r— �.� \ ` 1 X00 I `� `\ CE CE `\
C \ 1 o
\
CE
CE TL ��\ \ O CE `1 �7 -_ _ 16±00
Lv
CE xCE r
F
CE
Imo+
00
91
Aj
FILL EXISTING CHANNEL ; `\__, \`\ ' `� _ ---- I -
EX LIVESTOCK
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
21+59
STATION
Pool Typical
18+21
DETAIL
Pool -Riffle Transition
14+40
Pool Typical
21+11
Pool -Riffle Transition
18+16
16+20
Riffle Typical
14+35
Pool -Riffle Transition
21+06
CS -16
Riffle Typical
18+11
CS -3
Pool Typical
14+17
Riffle Typical
21+01
Cross Vane
Pool Typical
17+89
Cross Vane
Pool -Riffle Transition
14+12
Pool Typical
20+79
14+83
Pool -Riffle Transition
17+84
19+76
Riffle Typical
14+07
Pool -Riffle Transition
20+74
CS -6
Riffle Typical
17+79
Pool Typical
13+80
Riffle Typical
20+69
Cross Vane
Pool Typical
17+58
CS -21
Pool -Riffle Transition
13+75
Pool Typical
20+47
18+76
Pool -Riffle Transition
17+53
Cross Vane
Riffle Typical
13+70
Pool -Riffle Transition
20+42
Riffle Typical
17+48
13+13
Pool Typical
13+49
Riffle Typical
20+37
CS -24
Pool Typical
17+07
CS -11
Pool -Riffle Transition
13+44
Pool Typical
20+12
Cross Vane
Pool -Riffle Transition
17+02
Cross Vane
Riffle Typical
13+39
Pool -Riffle Transition
20+07
11+75
Riffle Typical
16+97
17+07
Pool Typical
13+13
Riffle Typical
20+02
CS -14
Pool Typical
16+77
Pool -Riffle Transition
13+08
Pool Typical
19+76
Pool -Riffle Transition
16+72
Riffle Typical
13+03
Pool -Riffle Transition
19+71
Riffle Typical
16+67
Pool Typical
12+72
Riffle Typical
19+66
Pool Typical
16+20
Pool -Riffle Transition
12+67
Pool Typical
19+43
Pool -Riffle Transition
16+15
Riffle Typical
12+62
Pool -Riffle Transition
19+38
Riffle Typical
16+10
Pool Typical
12+23
Riffle Typical
19+33
Pool Typical
15+67
Pool -Riffle Transition
12+18
Pool Typical
19+06
Pool -Riffle Transition
15+62
Riffle Typical
12+13
Pool -Riffle Transition
19+01
Riffle Typical
15+57
Pool Typical
11+75
Riffle Typical
18+96
Pool Typical
15+12
Pool -Riffle Transition
11+70
Pool Typical
18+76
Pool -Riffle Transition
15+07
Riffle Typical
11+65
Pool -Riffle Transition
18+71
Riffle Typical
15+02
Pool Typical
11+35
Riffle Typical
18+66
Pool Typical
14+83
Pool -Riffle Transition
11+30
Pool Typical
18+50
Pool -Riffle Transition
14+78
Riffle Typical
11+25
Pool -Riffle Transition
18+45
Riffle Typical
14+73
Riffle Typical
18+40
Pool Typical
14+45
\°\ WATERER TO REMAIN
(LOCATION
APPROXIMATE
PRELIMINARY
NOT FOR
CONSTRUCTION
z
0
V)
LU
a
0
z
_ G _
0 vi 0 00
> > o
oC oC z0 w
LA LAL/i vi
a
W- w
m m m m Q a
0 z 0 0 V D
LU Y > LA
l7 C2 w O
LA LU
o = a
� V Q
U
ad
ii
51
T
n
m
n
n
I i i
/f BALL FIELD' �/ �� EX VEGETATION AND TREELINE
(LOCATION APPROXIMATE)
I I I
REMOVE EX CMP CULVERT
1 II �' --\ , ����'' \\ STA 21 +58 v
o (n
; , \ F END UT -5 RESTORATION
W
\ C \\\\ \I REMOVE EX DROP INLET AND Q
CD
STREAM CHANNEL CENTERLINE C \ O
F INSTALL CONCRETE HEADWALL ON
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
LABEL
DETAIL
STATION
CS -1
Cross Vane
21+11
CS -15
Cross Vane
16+20
CS -2
Cross Vane
20+79
CS -16
Cross Vane
15+67
CS -3
Cross Vane
20+47
CS -17
Cross Vane
15+12
CS -4
Cross Vane
20+12
CS -18
Cross Vane
14+83
CS -5
Cross Vane
19+76
CS -19
Cross Vane
14+45
CS -6
Cross Vane
19+43
CS -20
Cross Vane
14+17
CS -7
Cross Vane
19+06
CS -21
Cross Vane
13+80
CS -8
Cross Vane
18+76
CS -22
Cross Vane
13+49
CS -9
Cross Vane
18+50
CS -23
Cross Vane
13+13
CS -10
Cross Vane
18+21
CS -24
Cross Vane
12+72
CS -11
Cross Vane
17+89
CS -25
Cross Vane
12+23
CS -12
Cross Vane
17+58
CS -26
Cross Vane
11+75
CS -13
Cross Vane
17+07
CS -27
Cross Vane
11+35
CS -14
Cross Vane
16+77
11 'y DOWNSTREAM END OF EX CMP.
APPROXIMATE BANKFULL WIDTH THROUGH i CF
RIFFLES (WIDTH VARIES, SEE DWG C-5.1) ; `�2140—
_ Lm D
\ \
I /
-----"
I I / AL
O
•
Ln
I
In
J
J
a
C:)
c 00
O N
V
t }, 0
i N �
0 N V
to L O
Lu OOM
z m
O
U �
Q N Ln
Q °O
W W
W ~
0 z
U0
0 Q O
~ Z
Z
W G
�L�
a�
X
Z
H
W
W
tA

2130
2125
00
co
Q
z 2120
Lu
Lu
u -
z
O 2115
Lu
J
W
2140
00
oo 2135
0
Q
z
iJ
iJ
`- 2130
z
z
O
Q
J 2125
iJ
2110
2105
9+90
90% DESIGN SUBMITTAL
10+20 10+50 10+80 11+10 11+40 11+70 12+00 12+30 12+60 12+90 13+20
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
13+50 13+80 14+10 14+40 14+70 15+00 15+30
ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY
2 130
2125
2120
2115
2110
2105
15+60
REACH ID
STA BEG
STA END
RIFFLE
SLOPE
CHANNEL BOTTOM
WIDTH (FT)
CHANNEL
DEPTH (FT)
CHANNEL
BANK SLOPES
MIN. FLOODPLAIN
WIDTH (FT)
UT -5 LOWER
10+84
13+80
2.29%
2.5
0.9
3:1
12.0
UT -5 MIDDLE
13+80
i
Lu
2.0
0.9
3:1
11.5
UT -5 UPPER
18+21
21+58
1.34%
3.5
0.9
3:1
13.0
O
z
o
co
o
a
of
L
o
w
L
'a
00
o n
06
a
CD
Q
m J
o
o
z oo<
� Y
Ln
z
l7
< w
>
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Lu,�
o
V
a
a
— —
PROPOSED BANKFULL
DEPTH
'-'-'
+
Lu
d
O
o)
m +
N
ON
- -
ru rB
V 0
s O
w
m
= N
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—
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� M
oo
01
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0
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N= = N N
u ,ro N 00
EXISG GRADE
TIN
Q N Q s
-
_
—
Lu
z
v,
----
L7
N w
- -
i--
w
1.34%
O
TOP OF EXISTING BEDROCK
—
—
STA 10+84
--'—
--
—
m
w
ELEV: 2112.27
v
— —Lu
PROPOSED STREAM THALWEG
z
�
— —
-
2.29%
2.85%
PROPOSED BANKFULL DEPTH
PROPOSED
STREAM
THALWEG
=
EXISTING GRADE
f
10+20 10+50 10+80 11+10 11+40 11+70 12+00 12+30 12+60 12+90 13+20
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
13+50 13+80 14+10 14+40 14+70 15+00 15+30
ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY
2 130
2125
2120
2115
2110
2105
15+60
2120-
15+60
15+90 16+20 16+50 16+80 17+10 17+40 17+70 18+00 18+30 18+60 18+90 19+20
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
A STREAM PROFILE
_ HORIZ. SCALE: 1" = 30'
VERT. SCALE: 1'' = 5'
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE CROSS SECTION PARAMETERS
REACH ID
STA BEG
STA END
RIFFLE
SLOPE
CHANNEL BOTTOM
WIDTH (FT)
CHANNEL
DEPTH (FT)
CHANNEL
BANK SLOPES
MIN. FLOODPLAIN
WIDTH (FT)
UT -5 LOWER
10+84
13+80
2.29%
2.5
0.9
3:1
12.0
UT -5 MIDDLE
13+80
i
Lu
2.0
0.9
3:1
11.5
UT -5 UPPER
18+21
21+58
1.34%
3.5
0.9
3:1
13.0
O
z
o
co
o
a
of
L
o
w
L
v
a
CD
Q
m J
o
o
z oo<
� Y
Ln
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l7
< w
>
O
Lu,�
o
V
a
a
— —
V
I
J
Lu
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ru rB
V 0
s O
w
+,
o °' u
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Lu w 00 T-
Q N
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oo
01
w z
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N= = N N
u ,ro N 00
-
Q N Q s
-
Lu
z
v,
----
— —
- -
w
1.34%
PROPOSED STREAM THALWEG
-
2.85%
PROPOSED BANKFULL DEPTH
EXISTING GRADE
f
2120-
15+60
15+90 16+20 16+50 16+80 17+10 17+40 17+70 18+00 18+30 18+60 18+90 19+20
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
A STREAM PROFILE
_ HORIZ. SCALE: 1" = 30'
VERT. SCALE: 1'' = 5'
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE CROSS SECTION PARAMETERS
REACH ID
STA BEG
STA END
RIFFLE
SLOPE
CHANNEL BOTTOM
WIDTH (FT)
CHANNEL
DEPTH (FT)
CHANNEL
BANK SLOPES
MIN. FLOODPLAIN
WIDTH (FT)
UT -5 LOWER
10+84
13+80
2.29%
2.5
0.9
3:1
12.0
UT -5 MIDDLE
13+80
18+21
2.85%
2.0
0.9
3:1
11.5
UT -5 UPPER
18+21
21+58
1.34%
3.5
0.9
3:1
13.0
POOL CROSS SECTION PARAMETERS
a
POOL
CHANNEL BOTTOM
CHANNEL
INSIDE OF BEND
OUTSIDE OF BEND
MIN. FLOODPLAIN
REACH ID
STA BEG
STA END
SLOPE
WIDTH (FT)
DEPTH (FT)
CHANNEL BANK SLOPES
CHANNEL BANK SLOPES
WIDTH (FT)
UT -5
10+84
21+58
0.13%
4.0
1.2
5:1
3:1
21.5
O
E
ro
0
0
00
0
N
c
19+50 19+80 20+10 20+40 20+70 21+00 21+30 21+60
EX DROP INLET (TO BE REMOVED)
2140
Sta:21 + 58
EIev:2134.30
2135
EX CMP (TO REMAIN)
DOWNSTREAM IE = 2134.3
2130
2125
2120
21+90
z
O
Ln
w
A
LTJ
V
W
�n
D
Z
Q
W
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u ,ro N 00
Q N Q s
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' `i I
\ 1
CE CE CE CE CE —
` I \ BIG BOTTOM
5+00�
MARSH TREATMENT AREA
CE
i
i
90% DESIGN SUBMITTAL
L- _ INSTALL PERMANENT CROSSING WITH CULVERT BURIED 12"
ONE INCH
AT FULL SIZE, IF NOT ONE /
INCH SCALE ACCORDIN%Y—
2120/ Know what's below.
Call before you dig.
i
APPROXIMATE BANKFULL WIDTH THROUGH RIFFLES (WDITH VARIES, SEE DWG C-6.2)
[NJ 61
\ 1 1 \ `�
1 I `\ \ I \ NJ1
II I I \N
\ \ I
2kQ0)
1
1''J
� I /�
I I \ ?\
/
I i li '1 I L
1NO
13+00 / / / ,--- \\ 1
/ --_— (Y- \ \ L \ S FIELD
6-- 1 \ \ w /
I I j STREAM CHANNEL CENTERLINE
-16
\J
r i -
I I
\ i STA 12+16
BEGIN UT -6 RESTORATION
3J \
FILL EXISTING CHANNEL \ \\\\\`\\\ \\\ \\\ \x,18+00 �J
PROPOSED CONSERVATION EASEMENT BOUNDARY
/ STA 11 +63 TO 12+16
BREAK IN PROPOSED CONSERVATION EASEMENT DUE
TO CROSSING AND EXISTING SEWER MAIN EASEMENT.
SEE PROFILE DWG C-6.2 FOR SEWER CROSSING
`I
\
INSTALL PERMANENT CROSSING WITH CULVERT BURIED 12" \\
/ STA 11 +63
END UT -6 ENHANCEMENT II
It
STA 10+08
I
BEGIN UT -6 ENHANCEMENT II
I ,
PROPERTY BOUNDARY (NOT SURVEYED)
l Vii_ l 1
N 4-
, I
< 1 r r
I I
/
1
I
I
� I
I /
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
Riffle Typical
LABEL
DETAIL
STATION
LV -1
Log Vane
26+31
15+16
LV -24
Log Vane
18+88
LV -2
Log Vane
26+05
Pool Typical
LV -25
Log Vane
18+62
LV -3
Log Vane
25+64
LV -26
Log Vane
18+37
LV -4
Log Vane
25+44
Riffle Typical
LV -27
Log Vane
18+12
LV -5
Log Vane
25+14
LV -28
Log Vane
17+86
LV -6
Log Vane
24+78
25+95
LV -29
Log Vane
17+44
LV -7
Log Vane
24+49
LV -30
Log Vane
16+98
LV -8
Log Vane
24+21
21+93
LV -31
Log Vane
16+67
LV -9
Log Vane
23+77
Riffle Typical
LV -32
Log Vane
16+37
LV -10
Log Vane
23+41
18+02
LV -33
Log Vane
16+14
LV -11
Log Vane
23+07
W
LV -34
Log Vane
15+88
LV -12
Log Vane
22+77
�,
LV -35
Log Vane
15+66
LV -13
Log Vane
22+47
111
LV -36
Log Vane
15+26
LV -14
Log Vane
22+23
LV -37
Log Vane
14+96
LV -15
Log Vane
21+93
Pool Typical
LV -38
Log Vane
14+70
LV -16
Log Vane
21+49
LV -39
Log Vane
14+46
LV -17
Log Vane
21+18
24+78
LV -40
Log Vane
14+18
LV -18
Log Vane
20+90
LV -41
Log Vane
13+78
LV -19
Log Vane
20+66
20+80
LV -42
Log Vane
13+55
LV -20
Log Vane
20+27
Pool Typical
LV -43
Log Vane
13+29
LV -21
Log Vane
19+98
16+67
LV -44
Log Vane
12+95
LV -22
Log Vane
19+64
Riffle Typical
LV -45
Log Vane
12+68
LV -23
Log Vane
19+21
13+19
LV -46
Log Vane
12+25
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
26+48
Riffle Typical
22+67
Riffle Typical
18+78
Riffle Typical
15+16
Pool Typical
26+31
Pool Typical
22+47
Pool Typical
18+62
Pool Typical
14+96
Riffle Typical
26+21
Riffle Typical
22+37
Riffle Typical
18+52
Riffle Typical
14+86
Pool Typical
26+05
Pool Typical
22+23
Pool Typical
18+37
Pool Typical
14+70
Riffle Typical
25+95
Riffle Typical
22+13
Riffle Typical
18+27
Riffle Typical
14+60
Pool Typical
25+64
Pool Typical
21+93
Pool Typical
18+12
Pool Typical
14+46
Riffle Typical
25+54
Riffle Typical
21+83
Riffle Typical
18+02
\\OC,
`
`\
\
Pool Typical
—�\\/�—
W
TEST FIELD
--�\,
�\ ,79Xo0
17+86
Pool Typical
�,
Riffle Typical
25+34
/��__�
Riffle Typical
21+39
111
17+76
Riffle Typical
14+08
Pool Typical
25+14
Pool Typical
21+18
Pool Typical
17+44
Pool Typical
13+78
Riffle Typical
25+04
Riffle Typical
21+08
Riffle Typical
17+34
Riffle Typical
13+68
Pool Typical
24+78
Pool Typical
20+90
CEQ
16+98
Pool Typical
13+55
Riffle Typical
CE
Riffle Typical
20+80
Riffle Typical
----- CE
_—,
Riffle Typical
13+45
Pool Typical
24+49
�–
CE
20+66
Pool Typical
16+67
Pool Typical
CE
Riffle Typical
24+39
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
26+48
Riffle Typical
22+67
Riffle Typical
18+78
Riffle Typical
15+16
Pool Typical
26+31
Pool Typical
22+47
Pool Typical
18+62
Pool Typical
14+96
Riffle Typical
26+21
Riffle Typical
22+37
Riffle Typical
18+52
Riffle Typical
14+86
Pool Typical
26+05
Pool Typical
22+23
Pool Typical
18+37
Pool Typical
14+70
Riffle Typical
25+95
Riffle Typical
22+13
Riffle Typical
18+27
Riffle Typical
14+60
Pool Typical
25+64
Pool Typical
21+93
Pool Typical
18+12
Pool Typical
14+46
Riffle Typical
25+54
Riffle Typical
21+83
Riffle Typical
18+02
Riffle Typical
14+36
Pool Typical
25+44
Pool Typical
21+49
Pool Typical
17+86
Pool Typical
14+18
Riffle Typical
25+34
Riffle Typical
21+39
Riffle Typical
17+76
Riffle Typical
14+08
Pool Typical
25+14
Pool Typical
21+18
Pool Typical
17+44
Pool Typical
13+78
Riffle Typical
25+04
Riffle Typical
21+08
Riffle Typical
17+34
Riffle Typical
13+68
Pool Typical
24+78
Pool Typical
20+90
Pool Typical
16+98
Pool Typical
13+55
Riffle Typical
24+68
Riffle Typical
20+80
Riffle Typical
16+88
Riffle Typical
13+45
Pool Typical
24+49
Pool Typical
20+66
Pool Typical
16+67
Pool Typical
13+29
Riffle Typical
24+39
Riffle Typical
20+56
Riffle Typical
16+52
Riffle Typical
13+19
Pool Typical
24+21
Pool Typical
20+27
Pool Typical
16+37
Pool Typical
12+95
Riffle Typical
24+11
Riffle Typical
20+17
Riffle Typical
16+27
Riffle Typical
12+85
Pool Typical
23+77
Pool Typical
19+98
Pool Typical
16+14
Pool Typical
12+68
Riffle Typical
23+67
Riffle Typical
19+88
Riffle Typical
16+04
Riffle Typical
12+58
Pool Typical
23+41
Pool Typical
19+64
Pool Typical
15+88
Pool Typical
12+25
Riffle Typical
23+31
Riffle Typical
19+54
Riffle Typical
15+78
Riffle Typical
12+15
Pool Typical
23+07
Pool Typical
19+21
Pool Typical
15+66
Riffle Typical
22+97
Riffle Typical
19+11
Riffle Typical
15+56
Pool Typical
22+77
Pool Typical
18+88
Pool Typical
15+26
LEGEND:
2130 —
10+00
CE
NOTES:
EXISTING CONTOURS
(1'& 5' INTERVALS)
EXISTING WETLAND DELINEATION
BOUNDARY
EXISTING CHANNEL CENTERLINE
PROPOSED STREAM CENTERLINE
PROPOSED BANKFULL
PROPOSED CONSERVATION
EASEMENT BOUNDARY
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
2. VERTICAL DATUM: NAVD88
0 30 60
000109
SCALE IN FEET
PRELIMINARY
NOT FOR
CONSTRUCTION
Q
O
z
a
Q V Q
O L/i O o 00
z Q z 'j , o
Q of ZO w
a
0 z o 0< o
z Y > Ln
l7 C2 w O
w _
� V a
Q
z
0
V)
LLJ
rv1
11i.m
J
J
d
C 00
O N
ru
V
s +, o
2
O a� v
zN�
o 0 Ln
0
rn
w OOZm
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O = j N
rv) �
Q r\j <
W W
W ~
0 Z Z
U0
Z a 0
O_ Q
C~C Z
G Z
ZLLI
Q
W V%
Q Ce:
X o
x
ILL. o
0 N
Z v
W
W Q
LA a

0
m
E
0
of
0
N
c
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
26+48
STATION
Riffle Typical
22+67
DETAIL
Riffle Typical
18+78
Log Vane
Riffle Typical
15+16
Pool Typical
26+31
18+88
Pool Typical
22+47
26+05
Pool Typical
18+62
Log Vane
Pool Typical
14+96
Riffle Typical
26+21
Riffle Typical
22+37
18+37
Riffle Typical
18+52
25+44
Riffle Typical
14+86
Pool Typical
26+05
LV -5
Pool Typical
22+23
Pool Typical
18+37
17+86
Pool Typical
14+70
Riffle Typical
25+95
LV -29
Riffle Typical
22+13
LV -7
Riffle Typical
18+27
Riffle Typical
14+60
Pool Typical
25+64
Log Vane
Pool Typical
21+93
LV -31
Pool Typical
18+12
LV -9
Pool Typical
14+46
Riffle Typical
25+54
Log Vane
Riffle Typical
21+83
Log Vane
Riffle Typical
18+02
LV -33
Riffle Typical
14+36
Pool Typical
25+44
23+07
Pool Typical
21+49
Log Vane
Pool Typical
17+86
Log Vane
Pool Typical
14+18
Riffle Typical
25+34
15+66
Riffle Typical
21+39
22+47
Riffle Typical
17+76
Log Vane
Riffle Typical
14+08
Pool Typical
25+14
Pool Typical
21+18
14+96
Pool Typical
17+44
21+93
Pool Typical
13+78
Riffle Typical
25+04
LV -16
Riffle Typical
21+08
Riffle Typical
17+34
14+46
Riffle Typical
13+68
Pool Typical
24+78
LV -40
Pool Typical
20+90
LV -18
Pool Typical
16+98
Pool Typical
13+55
Riffle Typical
24+68
Log Vane
Riffle Typical
20+80
LV -42
Riffle Typical
16+88
LV -20
Riffle Typical
13+45
Pool Typical
24+49
Log Vane
Pool Typical
20+66
Log Vane
Pool Typical
16+67
LV -44
Pool Typical
13+29
Riffle Typical
24+39
19+64
Riffle Typical
20+56
Log Vane
Riffle Typical
16+52
Log Vane
Riffle Typical
13+19
Pool Typical
24+21
12+25
Pool Typical
20+27
Pool Typical
16+37
Pool Typical
12+95
Riffle Typical
24+11
Riffle Typical
20+17
Riffle Typical
16+27
Riffle Typical
12+85
Pool Typical
23+77
Pool Typical
19+98
Pool Typical
16+14
Pool Typical
12+68
Riffle Typical
23+67
Riffle Typical
19+88
Riffle Typical
16+04
Riffle Typical
12+58
Pool Typical
23+41
Pool Typical
19+64
Pool Typical
15+88
Pool Typical
12+25
Riffle Typical
23+31
Riffle Typical
19+54
Riffle Typical
15+78
Riffle Typical
12+15
Pool Typical
23+07
Pool Typical
19+21
Pool Typical
15+66
Riffle Typical
22+97
Riffle Typical
19+11
Riffle Typical
15+56
Pool Typical
22+77
Pool Typical
18+88
Pool Typical
15+26
J
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
LABEL
DETAIL
STATION
LV -1
Log Vane
26+31
LV -24
Log Vane
18+88
LV -2
Log Vane
26+05
LV -25
Log Vane
18+62
LV -3
Log Vane
25+64
LV -26
Log Vane
18+37
LV -4
Log Vane
25+44
LV -27
Log Vane
18+12
LV -5
Log Vane
25+14
LV -28
Log Vane
17+86
LV -6
Log Vane
24+78
LV -29
Log Vane
17+44
LV -7
Log Vane
24+49
LV -30
Log Vane
16+98
LV -8
Log Vane
24+21
LV -31
Log Vane
16+67
LV -9
Log Vane
23+77
LV -32
Log Vane
16+37
LV -10
Log Vane
23+41
LV -33
Log Vane
16+14
LV -11
Log Vane
23+07
LV -34
Log Vane
15+88
LV -12
Log Vane
22+77
LV -35
Log Vane
15+66
LV -13
Log Vane
22+47
LV -36
Log Vane
15+26
LV -14
Log Vane
22+23
LV -37
Log Vane
14+96
LV -15
Log Vane
21+93
LV -38
Log Vane
14+70
LV -16
Log Vane
21+49
LV -39
Log Vane
14+46
LV -17
Log Vane
21+18
LV -40
Log Vane
14+18
LV -18
Log Vane
20+90
LV -41
Log Vane
13+78
LV -19
Log Vane
20+66
LV -42
Log Vane
13+55
LV -20
Log Vane
20+27
LV -43
Log Vane
13+29
LV -21
Log Vane
19+98
LV -44
Log Vane
12+95
LV -22
Log Vane
19+64
LV -45
Log Vane
12+68
LV -23
Log Vane
19+21
LV -46
Log Vane
12+25
STA 26+48
END UT -6 RESTORATION
BEGIN UT -6 ENHANCEMENT II
L
/' /
27+00
26+00
2
/
OXO 1< r-1
STREAM CHANNEL CENTERLINE
APPROXIMATE BANKFULL WIDTH THROUGH /// /' % ; - \ c/ `''J
RIFFLES (WIDTH VARIES, SEE DWG C-6.2)
O
61
Oo/—
.-b \ 1,
'�� o I I do T'E c,T;f:I ELj� �a` \ x°°\ J
la� CE
61
I 1 \ \ 31 +00
/ I I
61
I
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61 / i
,,- - STA 31 +43 -
/END UT -6 ENHANCEMENT II
(51-
-0-
�o- 21+00/ / 1 u- Lu
6—Lu'
/ –''–
z
= 6- /
Q CE
1
I
1
90% DESIGN SUBMITTAL
LEGEND:
—2130
10+00
CE
NOTES:
ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY
EXISTING CONTOURS
(1'& 5' INTERVALS)
EXISTING WETLAND DELINEATION
BOUNDARY
EXISTING CHANNEL CENTERLINE
PROPOSED STREAM CENTERLINE
PROPOSED BANKFULL
PROPOSED CONSERVATION
EASEMENT BOUNDARY
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
2. VERTICAL DATUM: NAVD88
EXISTING WETLAND DELINEATION BOUNDARY
PROPOSED CONSERVATION EASEMENT BOUNDARY
S FIELD
CE
----------
H
O
z
0 30 60
SCALE IN FEET
/
l
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INCH SCALE ACCORDINGLY® PRELIMINARY
NOT FOR
Know what's below. CONSTRUCTION
Call before you dig.
2125
X
a
POOL
INS
ALL PERMANENT
CROSSING
AND CULVERT
0Uj 0
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
INSTALL PERMANENT
CROSSING
AND CULVERT
z
>
WIDTH (FT)
W
SLOPE
W
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -6 - STEEP
11+37
19+98
WIDTH
OF PROP
D (14')
2120L
EXISTING GRADE PROPOSED BANKFULL DEPTH
N
0
>
26+48
WIDTH
F PROP ROAD
(14')
3:1
LU
oC
m
OC
0
v,
z O
0
z
w
z
W
W
cn
Q
V
0
OOZ
V _
Z
0Q0
Q
J_
~
Q
o
z
= W
o
Ln
o
2115
z
<
w
>
0
N
Ln
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V
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Q
V
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2110
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LU
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PROPOSED BANKFULL
DEPTH
rB
c:
2105
LU
w0
12
v
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r
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L7 w
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crf
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�/
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NA
Mir
0.27%
EXISTING 42" DUCTILE IRON SEWER PIPE
PROPOSED STREAM THALWEG
STREAM
THALWEG
PROPOSED
EXISTING CMP CULVERT (LOCATION
TOP OF PIPE: 2106.75 (HORIZONTAL AND
APPROXIMATE) TO BE REPLACED
VERTICAL LOCATION APPROXIMATE)
2125
X
a
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
z
z
0Uj 0
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
=
LUj
z
>
WIDTH (FT)
W
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -6 - STEEP
11+37
19+98
1.00%
2.0
0.85
2120L
7.75
N
0
>
26+48
p
U
cn
0.85
3:1
LU
oC
m
OC
0
v,
W
D
0
z
w
z
W
W
cn
Q
V
0
OOZ
V _
Z
0Q0
Q
J_
~
Q
o
z
o
Y
o
Ln
o
2115
z
<
w
>
0
N
Ln
�
_
V
a
GRADE
Q
V
m
2110
00
0c)
�
o
m °+' �
0
N
UV
PROPOSED BANKFULL
DEPTH
rB
c:
2105
w0
12
v
10+20 10+50 10+80 11+10 11+40 11+70 12+00 12+30 12+60 12+90 13+20 13+50 13+80 14+10 14+40 14+70 15+00 15+30 15+60 15+90 16+20 16+50 16+80 17+10 17+40 17+70 18+00 18+30 18+60 z v) = o
HORIZONTAL DISTANCE IN FEET w 00 z m
6X VERTICAL EXAGGERATION 01
0 �:00
0 m 5; N
s = N
2130 2130 U,=00
Qrn N Q oS
o 2125
Q
z
H
W
W
z 2120
z
O
Q
J 2115
W
2125
2120
2115
2110 2110
18+60 18+90 19+20 19+50 19+80 20+10 20+40 20+70 21+00 21+30 21+60 21+90 22+20 22+50 22+80 23+10 23+40 23+70 24+00 24+30 24+60 24+90 25+20 25+50 25+80 26+10 26+40 26+70
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1" = 30'
VERT. SCALE: 1" = 5'
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE CROSS SECTION PARAMETERS
X
o
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
W
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -6 - STEEP
11+37
19+98
1.00%
2.0
0.85
3:1
7.75
UT -6 - SHALLOW
19+98
26+48
0.27%
5.5
0.85
3:1
12.0
W
V
W
0W
H
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0.27%
STREAM
THALWEG
PROPOSED
2125
2120
2115
2110 2110
18+60 18+90 19+20 19+50 19+80 20+10 20+40 20+70 21+00 21+30 21+60 21+90 22+20 22+50 22+80 23+10 23+40 23+70 24+00 24+30 24+60 24+90 25+20 25+50 25+80 26+10 26+40 26+70
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1" = 30'
VERT. SCALE: 1" = 5'
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
RIFFLE CROSS SECTION PARAMETERS
X
o
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
MIN.
REACH ID
STA BEG
STA END
RIFFLE
BOTTOM WIDTH
CHANNEL
CHANNEL BANK
FLOODPLAIN
CHANNEL BANK
WIDTH (FT)
W
SLOPE
(FT)
DEPTH (FT)
SLOPES
WIDTH (FT)
UT -6 - STEEP
11+37
19+98
1.00%
2.0
0.85
3:1
7.75
UT -6 - SHALLOW
19+98
26+48
0.27%
5.5
0.85
3:1
12.0
POOL CROSS SECTION PARAMETERS
X
o
POOL
CHANNEL
CHANNEL
INSIDE OF BEND
OUTSIDE OF BEND
MIN. FLOODPLAIN
REACH ID
STA BEG
STA END
SLOPE
BOTTOM WIDTH
DEPTH (FT)
CHANNEL BANK
CHANNEL BANK
WIDTH (FT)
W
LU
r
(FT)
SLOPES
SLOPES
UT -6 - ALL
11+37
26+48
0.15%
5.0
0.9
6:1
3:1
18.5
z
0
a
U
N
LU
0
Ln
z
0
w
0
EL
a
a
X
o
x
ca
m
LAm0
N
LU
a
0
o
N
00
W
LU
r
cn
Z
Z
*k
0
W
W
V
W
0W
H
W
W
cn
J Z
V
0
OOZ
V _
Z
0Q0
Q
J_
~
Q
W
J
Z
Z
LLLU
Z�Q
W
O
ce
ce
N
Q
tA
a
X
o
x
LAm0
N
o
N
00
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r
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V
W
W
O
W
cn
om

0
c
5
E
rn
M
co
0
N
1xel9►103
—2130 EXISTING CONTOURS
(1' & 5' INTERVALS)
EXISTING WETLAND DELINEATION
BOUNDARY
EXISTING CHANNEL CENTERLINE
10+00 PROPOSED STREAM CENTERLINE
— — — — — — PROPOSED BANKFULL
CE PROPOSED CONSERVATION
EASEMENT BOUNDARY
NOTES:
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
2. VERTICAL DATUM: NAVD88
0 30 60
00119
SCALE IN FEET
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -8 RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
20+76
STATION
Pool -Riffle Transition
18+20
DETAIL
Pool Typical
15+63
Log Vane
Riffle Typical
13+17
Pool Typical
20+41
20+26
Riffle Typical
18+15
29+03
Pool -Riffle Transition
15+58
Log Vane
Pool Typical
12+98
Pool -Riffle Transition
20+36
Pool Typical
17+96
19+36
Riffle Typical
15+53
27+96
Pool -Riffle Transition
12+93
Riffle Typical
20+31
LV -5
Pool -Riffle Transition
17+91
Pool Typical
15+33
18+46
Riffle Typical
12+88
Pool Typical
20+05
LV -27
Riffle Typical
17+86Pool-Riffle
LV -7
Transition
15+28
Pool Typical
12+70
Pool -Riffle Transition
20+00
Log Vane
Pool Typical
17+52
LV -29
Riffle Typical
15+23
LV -9
Pool -Riffle Transition
12+65
Riffle Typical
19+95
Log Vane
Pool -Riffle Transition
17+47
Log Vane
Pool Typical
14+99
LV -31
Riffle Typical
12+60
Pool Typical
19+82
24+52
Riffle Typical
17+42
Log Vane
Pool -Riffle Transition
14+94
Log Vane
Pool Typical
12+41
Pool -Riffle Transition
19+77
15+09
Pool Typical
17+22
23+85
Riffle Typical
14+89
Log Vane
Pool -Riffle Transition
12+36
Riffle Typical
19+72
Pool -Riffle Transition
17+17
13+96
Pool Typical
14+51
23+13
Riffle Typical
12+31
Pool Typical
19+36
LV -16
Riffle Typical
17+12
Q
Pool -Riffle Transition
14+46
13+13
Pool Typical
12+19
Pool -Riffle Transition
19+31
LV -38
Pool Typical
16+80
LV -18
Riffle Typical
14+41
Pool -Riffle Transition
12+14
Riffle Typical19+26
27+86
Log Vane
Pool -Riffle Transition
16+75
LV -40
Pool Typical
14+26
LV -20
Riffle Typical
12+09
Pool Typical
19+11
Log Vane
Riffle Typical
16+70
Log Vane
Pool -Riffle Transition
14+21
LV -42
Pool Typical
11+90
Pool -Riffle Transition
19+06
Pool Typical
16+44
Riffle Typical
14+16
Pool -Riffle Transition
11+85
Riffle Typical
19+01
Pool -Riffle Transition
16+39
Pool Typical
13+96
Riffle Typical
11+80
Pool Typical
18+83
Riffle Typical
16+34
Pool -Riffle Transition
13+91
Pool Typical
11+43
Pool -Riffle Transition
18+78
Pool Typical
16+19
Riffle Typical
13+86
Pool -Riffle Transition
11+38
Riffle Typical
18+73
Pool -Riffle Transition
16+14
Pool Typical
13+58
Riffle Typical
11+33
Pool Typical
18+58
Riffle Typical
16+09
Pool -Riffle Transition
13+53
Pool Typical
10+97
Pool -Riffle Transition
18+53
Pool Typical
15+91
Riffle Typical
13+48
Pool -Riffle Transition
10+92
Riffle Typical
18+48
Pool -Riffle Transition
15+86
Pool Typical
13+27
Riffle Typical
10+87
Pool Typical
18+25
Riffle Typical
15+81
Pool -Riffle Transition
13+22
Pool Typical
11+84
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -7 RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
29+85
STATION
Pool -Riffle Transition
24+47
DETAIL
Pool Typical
20+26
Log Vane
Riffle Typical
15+36
Pool Typical
29+57
20+26
Riffle Typical
24+42
29+03
Pool -Riffle Transition
20+21
Log Vane
Pool Typical
15+09
Pool -Riffle Transition
29+52
Pool Typical
24+18
19+36
Riffle Typical
20+16
27+96
Pool -Riffle Transition
15+04
Riffle Typical
29+47
LV -5
Pool -Riffle Transition
24+13
Pool Typical
19+75
18+46
Riffle Typical
14+99
Pool Typical
29+03
LV -27
Riffle Typical
24+08
LV -7
Pool -Riffle Transition
19+70
Pool Typical
14+52
Pool -Riffle Transition
28+98
Log Vane
Pool Typical
23+85
LV -29
Riffle Typical
19+65
LV -9
Pool -Riffle Transition
14+47
Riffle Typical
28+93
Log Vane
Pool -Riffle Transition
23+80
Log Vane
Pool Typical
19+36
LV -31
Riffle Typical
14+42
Pool Typical
28+48
24+52
Riffle Typical
23+75
Log Vane
Pool -Riffle Transition
19+31
Log Vane
Pool Typical
13+96
Pool -Riffle Transition
28+43
15+09
Pool Typical
23+50
23+85
Riffle Typical
19+26
Log Vane
Pool -Riffle Transition
13+91
Riffle Typical
28+38
Pool -Riffle Transition
23+45
13+96
Pool Typical
18+84
23+13
Riffle Typical
13+86
Pool Typical
27+96
LV -16
Riffle Typical
23+40
Q
Pool -Riffle Transition
18+79
13+13
Pool Typical
13+61
Pool -Riffle Transition
27+91
LV -38
Pool Typical
23+13
LV -18
Riffle Typical
18+74
Pool -Riffle Transition
13+56
Riffle Typical
27+86
Log Vane
Pool -Riffle Transition
23+08
LV -40
Pool Typical
18+46
LV -20
Riffle Typical
13+51
Pool Typical
27+40
Log Vane
Riffle Typical
23+03
Log Vane
Pool -Riffle Transition
18+41
LV -42
Pool Typical
13+13
Pool -Riffle Transition
27+35
Pool Typical
22+72
Riffle Typical
18+36
Pool -Riffle Transition
13+08
Riffle Typical
27+30
Pool -Riffle Transition
22+67
Pool Typical
17+93
Riffle Typical
13+03
Pool Typical
26+85
Riffle Typical
22+62
Pool -Riffle Transition
17+88
Pool Typical
12+82
Pool -Riffle Transition
26+80
Pool Typical
22+37
Riffle Typical
17+83
Pool -Riffle Transition
12+77
Riffle Typical
26+75
Pool -Riffle Transition
22+32
Pool Typical
17+36
Riffle Typical
12+72
Pool Typical
26+50
Riffle Typical
22+27
Pool -Riffle Transition
17+31
Pool Typical
12+32
Pool -Riffle Transition
26+45
Pool Typical
22+06
Riffle Typical
17+26
Pool -Riffle Transition
12+27
Riffle Typical
26+40
Pool -Riffle Transition
22+01
Pool Typical
16+87
Riffle Typical
12+22
Pool Typical
25+92
Riffle Typical
21+96
Pool -Riffle Transition
16+82
Pool Typical
11+84
Pool -Riffle Transition
25+87
Pool Typical
21+57
Riffle Typical
16+77
Pool -Riffle Transition
11+79
Riffle Typical
25+82
Pool -Riffle Transition
21+52
Pool Typical
16+35
Riffle Typical
11+74
Pool Typical
25+57
Riffle Typical
21+47
Pool -Riffle Transition
16+30
Pool Typical
11+28
Pool -Riffle Transition
25+52
Pool Typical
21+01
Riffle Typical
16+25
Pool -Riffle Transition
11+23
Riffle Typical
25+47
Pool -Riffle Transition
20+96
Pool Typical
15+76
Riffle Typical
11+18
Pool Typical
25+16
Riffle Typical
20+91
Pool -Riffle Transition
15+71
Pool Typical
10+63
Pool -Riffle Transition
25+11
Pool Typical
20+65
Riffle Typical
15+66
Pool -Riffle Transition
10+58
Riffle Typical
25+06
Pool -Riffle Transition
20+60
Pool Typical
15+46
Riffle Typical
10+53
Pool Typical
24+52
Riffle Typical
20+55
Pool -Riffle Transition
15+41
n
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -7 STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
V, >
LABEL
DETAIL
STATION
LV -1
Log Vane
29+57
LV -22
Log Vane
20+26
LV -2
Log Vane
29+03
LV -23
Log Vane
19+75
LV -3
Log Vane
28+48
LV -24
Log Vane
19+36
LV -4
Log Vane
27+96
LU
LV -25
Log Vane
18+84
LV -5
Log Vane
27+40
LV -26
Log Vane
18+46
LV -6
Log Vane
26+85
Of
LV -27
Log Vane
17+93
LV -7
Log Vane
26+50
LV -28
Log Vane
17+36
LV -8
Log Vane
25+92
vi
LV -29
Log Vane
16+87
LV -9
Log Vane
25+57
LV -30
Log Vane
16+35
LV -10
Log Vane
25+16
LV -31
Log Vane
15+76
LV -11
Log Vane
24+52
o
LV -32
Log Vane
15+46
LV -12
Log Vane
24+18
LV -33
Log Vane
15+09
LV -13
Log Vane
23+85
U
LV -34
Log Vane
14+52
LV -14
Log Vane
23+50
LV -35
Log Vane
13+96
LV -15
Log Vane
23+13
wLn
LV -36
Log Vane
13+61
LV -16
Log Vane
22+72
Q
LV -37
Log Vane
13+13
LV -17
Log Vane
22+37
LV -38
Log Vane
12+82
LV -18
Log Vane
22+06
LV -39
Log Vane
12+32
LV -19
Log Vane
21+57
LV -40
Log Vane
11+84
LV -20
Log Vane
21+01
LV -41
Log Vane
11+28
LV -21
Log Vane
20+65
LV -42
Log Vane
10+63
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -8 STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
V, >
LABEL
DETAIL
STATION
LV -1
Log Vane
20+41
LV -17
Log Vane
15+33
LV -2
Log Vane
20+05
LV -18
Log Vane
14+99
LV -3
Log Vane
19+82
LV -19
Log Vane
14+51
LV -4
Log Vane
19+36
LU
LV -20
Log Vane
14+26
LV -5
Log Vane
19+11
LV -21
Log Vane
13+96
LV -6
Log Vane
18+83
Of
LV -22
Log Vane
13+58
LV -7
Log Vane
18+58
LV -23
Log Vane
13+27
LV -8
Log Vane
18+25
vi
LV -24
Log Vane
12+98
LV -9
Log Vane
17+96
LV -25
Log Vane
12+70
LV -10
Log Vane
17+52
CS -1
Cross Vane
12+41
LV -11
Log Vane
17+22
o
LV -27
Log Vane
12+19
LV -12
Log Vane
16+80
LV -28
Log Vane
11+90
LV -13
Log Vane
16+44
U
LV -29
Log Vane
11+43
LV -14
Log Vane
16+19
LV -30
Log Vane
10+97
LV -15
Log Vane
15+91
wLn
DS-1Drop
Structure
10+43
LV -16
Log Vane
15+63
Q
L
FORBAT'S FI ELU-
n
11
III i i i i
1/ / / / PROPOSED CHANNEL CROSSES EXISTING SEWER LINE
SEE PROFILE DWG C-7.5
APPROXIMATE BANKFULL WIDTH THROUGH
RIFFLES (WIDTH VARIES, SEE DWG C-7.5)
STA 10+18
BEGIN UT -8 RESTORATION
STA 10+43
INSTALL DROP STRUCTURE
(TERRACELL OR OTHER) 1:
1/111
I/
It
14-
-----------
— n
------ ---- �>------------------ --
1
_ 1 \
/ ------------ 1
/ l f' '/i'' \ 3D 3D >----- \' ' 3D 3D3D 3D\
90% DESIGN SUBMITTAL I ONE INCH
I / I
'--AT FULL SIZE, IF NOT ON�\
INCH SCALE ACCORDINGLY\.
® _ PRELIMINARY
NOT FOR
1
Know what's below. CONSTRUCTION
Call before you dig.
1
I
1
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/
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3J 3D
STA 10+00
BEGIN UT -7 RESTORATION
INSTALL PERMANENT CROSSING WITH CULVERT BURIED 12"
' rl
-' j(i i - Ili 11 I I
PROPOSED CHANNEL CROSSES EXISTING SEWER LINE
/ ��/�/ i SEE PROFILE DWG C-7.4
1
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\
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EXISTING CROSSING AND
CULVERT TO BE REMOVED
APPROXIMATE BANKFULL WIDTH
THROUGH RIFFLES (WIDTH VARIES,
SEE DWG C-7.4)
STREAM CHANNEL CENTERLINE
v
v
v
J
I I \
v
\ MATC,HLINE -`SEE DWG C-7.1
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z � Q
W W N
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00
Q N
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W W
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LU
J tA V
z
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O � Q
~ z
z
LU
z � Q
W W N
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00
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MATCHLINE - SEE DWG C-7.0
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NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -7 RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
29+85
STATION
Pool -Riffle Transition
24+47
DETAIL
Pool Typical
20+26
Log Vane
Riffle Typical
15+36
Pool Typical
29+57
20+26
Riffle Typical
24+42
29+03
Pool -Riffle Transition
20+21
Log Vane
Pool Typical
15+09
Pool -Riffle Transition
29+52
ru
V
s
Pool Typical
24+18
19+36
Riffle Typical
20+16
27+96
Pool -Riffle Transition
15+04
Riffle Typical
29+47
LV -5
Pool -Riffle Transition
24+13
01
Pool Typical
19+75
18+46
Riffle Typical
14+99
Pool Typical
29+03
LV -27
Riffle Typical
24+08
LV -7
Pool -Riffle Transition
19+70
Q
Pool Typical
14+52
Pool -Riffle Transition
28+98
Log Vane
Pool Typical
23+85
LV -29
Riffle Typical
19+65
LV -9
Pool -Riffle Transition
14+47
Riffle Typical
28+93
Log Vane
Pool -Riffle Transition
23+80
Log Vane
Pool Typical
19+36
LV -31
Riffle Typical
14+42
Pool Typical
28+48
24+52
Riffle Typical
23+75
Log Vane
Pool -Riffle Transition
19+31
Log Vane
Pool Typical
13+96
Pool -Riffle Transition
28+43
15+09
Pool Typical
23+50
23+85
Riffle Typical
19+26
Log Vane
Pool -Riffle Transition
13+91
Riffle Typical
28+38
Pool -Riffle Transition
23+45
13+96
Pool Typical
18+84
23+13
Riffle Typical
13+86
Pool Typical
27+96
LV -16
Riffle Typical
23+40
Pool -Riffle Transition
18+79
13+13
Pool Typical
13+61
Pool -Riffle Transition
27+91
LV -38
Pool Typical
23+13
LV -18
Riffle Typical
18+74
Pool -Riffle Transition
13+56
Riffle Typical
27+86
Log Vane
Pool -Riffle Transition
23+08
LV -40
Pool Typical
18+46
LV -20
Riffle Typical
13+51
Pool Typical
27+40
Log Vane
Riffle Typical
23+03
Log Vane
Pool -Riffle Transition
18+41
LV -42
Pool Typical
13+13
Pool -Riffle Transition
27+35
Pool Typical
22+72
Riffle Typical
18+36
Pool -Riffle Transition
13+08
Riffle Typical
27+30
Pool -Riffle Transition
22+67
Pool Typical
17+93
Riffle Typical
13+03
Pool Typical
26+85
Riffle Typical
22+62
Pool -Riffle Transition
17+88
Pool Typical
12+82
Pool -Riffle Transition
26+80
Pool Typical
22+37
Riffle Typical
17+83
Pool -Riffle Transition
12+77
Riffle Typical
26+75
Pool -Riffle Transition
22+32
Pool Typical
17+36
Riffle Typical
12+72
Pool Typical
26+50
Riffle Typical
22+27
Pool -Riffle Transition
17+31
Pool Typical
12+32
Pool -Riffle Transition
26+45
Pool Typical
22+06
Riffle Typical
17+26
Pool -Riffle Transition
12+27
Riffle Typical
26+40
Pool -Riffle Transition
22+01
Pool Typical
16+87
Riffle Typical
12+22
Pool Typical
25+92
Riffle Typical
21+96
Pool -Riffle Transition
16+82
Pool Typical
11+84
Pool -Riffle Transition
25+87
Pool Typical
21+57
Riffle Typical
16+77
Pool -Riffle Transition
11+79
Riffle Typical
25+82
Pool -Riffle Transition
21+52
Pool Typical
16+35
Riffle Typical
11+74
Pool Typical
25+57
Riffle Typical
21+47
Pool -Riffle Transition
16+30
Pool Typical
11+28
Pool -Riffle Transition
25+52
Pool Typical
21+01
Riffle Typical
16+25
Pool -Riffle Transition
11+23
Riffle Typical
25+47
Pool -Riffle Transition
20+96
Pool Typical
15+76
Riffle Typical
11+18
Pool Typical
25+16
Riffle Typical
20+91
Pool -Riffle Transition
15+71
Pool Typical
10+63
Pool -Riffle Transition
25+11
Pool Typical
20+65
Riffle Typical
15+66
Pool -Riffle Transition
10+58
Riffle Typical
25+06
Pool -Riffle Transition
20+60
Pool Typical
15+46
Riffle Typical
10+53
Pool Typical
24+52
Riffle Typical
20+55
Pool -Riffle Transition
15+41
— 'UCl
y
90% DESIGN SUBMITTAL
EXISTING CONTOURS
(1'& 5' INTERVALS)
ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY
EXISTING WETLAND DELINEATION
BOUNDARY
EXISTING CHANNEL CENTERLINE
PROPOSED STREAM CENTERLINE
PROPOSED BANKFULL
PROPOSED CONSERVATION
EASEMENT BOUNDARY
HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
VERTICAL DATUM: NAVD88
PROPOSED CONSERVATION EASEMENT BOUNDARY
APPROXIMATE BANKFULL WIDTH THROUGH RIFFLES
(WDITH VARIES, SEE DWG C-7.4)
STREAM CHANNEL CENTERLINE
BIG BOTTOM 3D \\ \
31 \\ \
i /1 \ \`•� \ 1 1
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -7 STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
LABEL
DETAIL
STATION
LV -1
Log Vane
29+57
O
LV -22
Log Vane
20+26
LV -2
Log Vane
29+03
00
LV -23
Log Vane
19+75
LV -3
Log Vane
28+48
ru
V
s
LV -24
Log Vane
19+36
LV -4
Log Vane
27+96
LV -25
Log Vane
18+84
LV -5
Log Vane
27+40
01
LV -26
Log Vane
18+46
LV -6
Log Vane
26+85
00
N
=
LV -27
Log Vane
17+93
LV -7
Log Vane
26+50
Q
LV -28
Log Vane
17+36
LV -8
Log Vane
25+92
LV -29
Log Vane
16+87
LV -9
Log Vane
25+57
LV -30
Log Vane
16+35
LV -10
Log Vane
25+16
LV -31
Log Vane
15+76
LV -11
Log Vane
24+52
LV -32
Log Vane
15+46
LV -12
Log Vane
24+18
LV -33
Log Vane
15+09
LV -13
Log Vane
23+85
LV -34
Log Vane
14+52
LV -14
Log Vane
23+50
LV -35
Log Vane
13+96
LV -15
Log Vane
23+13
LV -36
Log Vane
13+61
LV -16
Log Vane
22+72
LV -37
Log Vane
13+13
LV -17
Log Vane
22+37
LV -38
Log Vane
12+82
LV -18
Log Vane
22+06
LV -39
Log Vane
12+32
LV -19
Log Vane
21+57
LV -40
Log Vane
11+84
LV -20
Log Vane
21+01
LV -41
Log Vane
11+28
LV -21
Log Vane
20+65
LV -42
Log Vane
10+63
INSTALL PERMANENT CROSSING WITH
CULVERT BURIED 12"
0 30 60
SCALE IN FEET
\1
b
N
1
PRELIMINARY
NOT FOR
CONSTRUCTION
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\ \ \ \ \ \ \ \ \ \ \\ \ \ 1 1 \ \ \ \ \ \ \ \ \ ONE INCH
90% DESIGN SUBMITTAL
ter'
AT FULL SIZE, IF NOT ONE
LEGEND
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\ \ \ 1 `\ `\ \\ \ 1\ \\ '\ \\ \ `\ \ \ ` I ( / yi' \\\\\ I I �I 1 /// ♦`— _i'i' \\_^___ —2130EXISTIi
NG CONTOURS
(1'& 5 INTERVALS)
EXISTING WETLAND DELINEATION
BOUNDARY
Lu ;o i 1 1 1 \ \ \ ` ` \ `. \ \ `\ \ ''- ------- 10+00 EXISTING CHANNEL CENTERLINE
\ 1 \ \ Q14 I - PROPOSED STREAM CENTERLINE
-w \ �J i PROPOSED CONSERVATION EASEMENT BOUNDARY \ `� `\ 1\ \\ \ \\ \\\\ \\\ \ `\\ \`\ `, ► i -2180—
x\ \ \ \ \ \ \ \ ll \-- \
z \ � 1 � 1 \ _--' — � _ ,-- — — — — — — PROPOSED BANKFULL
\ \ I \ \ \ -\ PROPOSED CONSERVATION
u °F��`\ \\ \ \\\-- / �' � •\ \ \ \\ \\ \ ,\ \ \ \\ \ _\ \ --- ' - � .\ `\ CE EASEMENT BOUNDARY
\ 1 1 \ \ \ \ \
` NOTES:
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
APPROXIMATE BANKFULL WIDTH THROUGH I \�\ \`, \ \ `\ \\� \_ �; // �,/ PLANE, NAD 83, U.S. FEET.
RIFFLES \ (WIDTH VARIES, SEE DWG C-7.4) I \`\ �\ \`\ \` , / ,,� �/ 2. VERTICAL DATUM: NAVD88
STREAM CHANNEL CENTERLINE
�J---,,_______ \ PROPERTY BOUNDARY (NOT SURVEYED)
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-- \------
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\��\\� _\-- ���9 END UT -7 RESTORATION
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -7 RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
29+85
STATION
Pool -Riffle Transition
24+47
DETAIL
Pool Typical
20+26
Log Vane
Riffle Typical
15+36
Pool Typical
29+57
20+26
Riffle Typical
24+42
29+03
Pool -Riffle Transition
20+21
Log Vane
Pool Typical
15+09
Pool -Riffle Transition
29+52
Pool Typical
24+18
19+36
Riffle Typical
20+16
27+96
Pool -Riffle Transition
15+04
Riffle Typical
29+47
LV -5
Pool -Riffle Transition
24+13
Pool Typical
19+75
18+46
Riffle Typical
14+99
Pool Typical
29+03
LV -27
Riffle Typical
24+08
LV -7
Pool -Riffle Transition
19+70
Pool Typical
14+52
Pool -Riffle Transition
28+98
Log Vane
Pool Typical
23+85
LV -29
Riffle Typical
19+65
LV -9
Pool -Riffle Transition
14+47
Riffle Typical
28+93
Log Vane
Pool -Riffle Transition
23+80
Log Vane
Pool Typical
19+36
LV -31
Riffle Typical
14+42
Pool Typical
28+48
24+52
Riffle Typical
23+75
Log Vane
Pool -Riffle Transition
19+31
Log Vane
Pool Typical
13+96
Pool -Riffle Transition
28+43
15+09
Pool Typical
23+50
23+85
Riffle Typical
19+26
Log Vane
Pool -Riffle Transition
13+91
Riffle Typical
28+38
Pool -Riffle Transition
23+45
13+96
Pool Typical
18+84
23+13
Riffle Typical
13+86
Pool Typical
27+96
LV -16
Riffle Typical
23+40
Pool -Riffle Transition
18+79
13+13
Pool Typical
13+61
Pool -Riffle Transition
27+91
LV -38
Pool Typical
23+13
LV -18
Riffle Typical
18+74
Pool -Riffle Transition
13+56
Riffle Typical
27+86
Log Vane
Pool -Riffle Transition
23+08
LV -40
Pool Typical
18+46
LV -20
Riffle Typical
13+51
Pool Typical
27+40
Log Vane
Riffle Typical
23+03
Log Vane
Pool -Riffle Transition
18+41
LV -42
Pool Typical
13+13
Pool -Riffle Transition
27+35
Pool Typical
22+72
Riffle Typical
18+36
Pool -Riffle Transition
13+08
Riffle Typical
27+30
Pool -Riffle Transition
22+67
Pool Typical
17+93
Riffle Typical
13+03
Pool Typical
26+85
Riffle Typical
22+62
Pool -Riffle Transition
17+88
Pool Typical
12+82
Pool -Riffle Transition
26+80
Pool Typical
22+37
Riffle Typical
17+83
Pool -Riffle Transition
12+77
Riffle Typical
26+75
Pool -Riffle Transition
22+32
Pool Typical
17+36
Riffle Typical
12+72
Pool Typical
26+50
Riffle Typical
22+27
Pool -Riffle Transition
17+31
Pool Typical
12+32
Pool -Riffle Transition
26+45
Pool Typical
22+06
Riffle Typical
17+26
Pool -Riffle Transition
12+27
Riffle Typical
26+40
Pool -Riffle Transition
22+01
Pool Typical
16+87
Riffle Typical
12+22
Pool Typical
25+92
Riffle Typical
21+96
Pool -Riffle Transition
16+82
Pool Typical
11+84
Pool -Riffle Transition
25+87
Pool Typical
21+57
Riffle Typical
16+77
Pool -Riffle Transition
11+79
Riffle Typical
25+82
Pool -Riffle Transition
21+52
Pool Typical
16+35
Riffle Typical
11+74
Pool Typical
25+57
Riffle Typical
21+47
Pool -Riffle Transition
16+30
Pool Typical
11+28
Pool -Riffle Transition
25+52
Pool Typical
21+01
Riffle Typical
16+25
Pool -Riffle Transition
11+23
Riffle Typical
25+47
Pool -Riffle Transition
20+96
Pool Typical
15+76
Riffle Typical
11+18
Pool Typical
25+16
Riffle Typical
20+91
Pool -Riffle Transition
15+71
Pool Typical
10+63
Pool -Riffle Transition
25+11
Pool Typical
20+65
Riffle Typical
15+66
Pool -Riffle Transition
10+58
Riffle Typical
25+06
Pool -Riffle Transition
20+60
Pool Typical
15+46
Riffle Typical
10+53
Pool Typical
24+52
Riffle Typical
20+55
Pool -Riffle Transition
15+41
\ , 12140 \— \ _ 1 \ \ \ _ \ L
I ,
---3D3J, _
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -7 STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
LABEL
DETAIL
STATION
LV -1
Log Vane
29+57
i
LV -22
Log Vane
20+26
LV -2
Log Vane
29+03
LV -23
Log Vane
19+75
LV -3
Log Vane
28+48
LV -24
Log Vane
19+36
LV -4
Log Vane
27+96
/
LV -25
Log Vane
18+84
LV -5
Log Vane
27+40
LV -26
Log Vane
18+46
LV -6
Log Vane
26+85
LV -27
Log Vane
17+93
LV -7
Log Vane
26+50
LV -28
Log Vane
17+36
LV -8
Log Vane
25+92
LV -29
Log Vane
16+87
LV -9
Log Vane
25+57
LV -30
Log Vane
16+35
LV -10
Log Vane
25+16
LV -31
Log Vane
15+76
LV -11
Log Vane
24+52
LV -32
Log Vane
15+46
LV -12
Log Vane
24+18
LV -33
Log Vane
15+09
LV -13
Log Vane
23+85
LV -34
Log Vane
14+52
LV -14
Log Vane
23+50
LV -35
Log Vane
13+96
LV -15
Log Vane
23+13
LV -36
Log Vane
13+61
LV -16
Log Vane
22+72
LV -37
Log Vane
13+13
LV -17
Log Vane
22+37
LV -38
Log Vane
12+82
LV -18
Log Vane
22+06
LV -39
Log Vane
12+32
LV -19
Log Vane
21+57
LV -40
Log Vane
11+84
LV -20
Log Vane
21+01
LV -41
Log Vane
11+28
LV -21
Log Vane
20+65
LV -42
Log Vane
10+63
--—
\-- — — — ——
1 I \\ L2
--_— \_-09Lz---_
l— '----\\ --\
LM
I
1
\
I
-� RED BARN --�' -
0 30 60
SCALE IN FEET
0
O
01
PRELIMINARY
NOT FOR
CONSTRUCTION
L/)
z
O
Lq
LLJ
z o
= Z
>
Lu
V Q
N o } o 00
Lu >Lu
o
Of ° w
m l7 LA D vt Z
Q H vi Q
o z o o u o
>
z Y
l7 � w O
w _
V a
Q
ii
Lu
Q
571
r v I
u
V
J
J
C 00
rb
O N
rB ru
V
s +, O
O (3) v
z4 -
O N � O
O m
Ln
w 0zro
cB = 00
N
�
r �
Q N v) Q °°
W W
W ~
OZZ
V O
Z a 0
to Q
5~ Z
G Z
ZLLI
Q
W to
Q Ce
X O
X
LL O
0 N
Z v
W
W Q
LA a
I
—
i
/
/
/
/
0 30 60
SCALE IN FEET
0
O
01
PRELIMINARY
NOT FOR
CONSTRUCTION
L/)
z
O
Lq
LLJ
z o
= Z
>
Lu
V Q
N o } o 00
Lu >Lu
o
Of ° w
m l7 LA D vt Z
Q H vi Q
o z o o u o
>
z Y
l7 � w O
w _
V a
Q
ii
Lu
Q
571
r v I
u
V
J
J
C 00
rb
O N
rB ru
V
s +, O
O (3) v
z4 -
O N � O
O m
Ln
w 0zro
cB = 00
N
�
r �
Q N v) Q °°
W W
W ~
OZZ
V O
Z a 0
to Q
5~ Z
G Z
ZLLI
Q
W to
Q Ce
X O
X
LL O
0 N
Z v
W
W Q
LA a

0
E
M
00
0
N
1x4]4011113
—2130 EXISTING CONTOURS
(1' & 5' INTERVALS)
EXISTING WETLAND DELINEATION
BOUNDARY
EXISTING CHANNEL CENTERLINE
10+00 PROPOSED STREAM CENTERLINE
— — — — — — PROPOSED BANKFULL
CE PROPOSED CONSERVATION
EASEMENT BOUNDARY
NOTES:
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
2. VERTICAL DATUM: NAVD88
\
/
I
1�
STATION
\\
1
DETAIL
1
I
\
1
O
I\
Log Vane
1
1
I
Log Vane
\
00
1
I
I
14+99
1
�
19+82
0
>
�
LV -19
Log Vane
14+51
LV -4
1
19+36
/
�
Log Vane
14+26
LV -5
Log Vane
19+11
01
LV -21
Log Vane
13+96
LV -6
6
i
/
I
/
STATION
1
1
DETAIL
STATION
I
\
1
O
LV -17
Log Vane
,
/
1
I
Log Vane
20+05
00
LV -18
I
I
14+99
LV -3
�
1
1
I
I
I
I \\
0 30 60
SCALE IN FEET
1 Vim/
1
1
I
I
I
I
APPROXIMATE BANKFULL WIDTH THROUGH
ff
190% DESIGN SUBMITTAL
\
/ I \
\ I /
ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY
STA 20+
END UT -8 RESTORATI(
n
i
/
/ /
RIFFLES (WIDTH VARIES, SEE DWG C-7.5)
Oj
J
I '
/
/ 1
/ I
/
\
w \
U
PROPERTY BOUNDARY (NOT SURVEYED)
i x / U /
EXISTING CROSSING AND CULVERT TO BE REMOVED b
w
I N
PROPOSED CONSERVATION EASEMENT BOUNDARY
\/w
U I
1 I I i i
1 I
//— �Z+2Q(gyp// // /' ,� /1\� v /
\ I
-- ' /jam - U 10'C
I
-----LLJ �i ___� // -- - �' FILL EXISTING CHANNELLLJ\
IU
N
Lu
/
I
/
STATION
z
LABEL
DETAIL
STATION
z
Log Vane
20+41
O
LV -17
Log Vane
15+33
LV -2
Log Vane
20+05
00
LV -18
Log Vane
14+99
LV -3
Log Vane
19+82
0
>
�
LV -19
Log Vane
14+51
LV -4
Log Vane
19+36
Pool -Riffle Transition
LV -20
Log Vane
14+26
LV -5
Log Vane
19+11
01
LV -21
Log Vane
13+96
LV -6
Log Vane
18+83
–\
LV -22
Log Vane
13+58
LV -7
Log Vane
18+58
Q
LV -23
--
13+27
LV -8
Log Vane
18+25
17+52
LV -24
Log Vane
--_--`— ��� Z ---rte
LV -9
Log Vane
17+96
Riffle Typical
LV -25
Log Vane
12+70
LV -10
-----
3D----- -----------------
3D
17+52
14+99
CS -1
Cross Vane
12+41
LV -11
Log Vane
3D 3J--�32---
\\
LV -27
Log Vane
`\
LV -12
Log Vane
16+80
�----------------3D
\\ --- -----,
3D ,3D -- --------------�
I
�'
11+90
I
\\ \
LL,
U
16+44
Riffle Typical
LV -29
---
11+43
LV -14
Log Vane
16+19
LV -30
\------
`\
10+97
LV -15
Log Vane
–,_
3D/'�� \\
Riffle Typical
DS -1
Drop Structure
10+43
LV -16
Log Vane
15+63
Pool -Riffle Transition
14+46
Pool Typical
12+19
Pool -Riffle Transition
19+31
Pool Typical
16+80
Riffle Typical
14+41
Pool -Riffle Transition
12+14
Riffle Typical
19+26
Pool -Riffle Transition
16+75
Pool Typical
14+26
Riffle Typical
12+09
Pool Typical
19+11
Riffle Typical
16+70
Pool -Riffle Transition
14+21
Pool Typical
11+90
Pool -Riffle Transition
19+06
Pool Typical
16+44
Riffle Typical
14+16
Pool -Riffle Transition
11+85
Riffle Typical
19+01
Pool -Riffle Transition
16+39
Pool Typical
13+96
Riffle Typical
11+80
Pool Typical
18+83
Riffle Typical
16+34
Pool -Riffle Transition
13+91
Pool Typical
O
I \\ \
18+78
Pool Typical
16+19
Riffle Typical
13+86
Pool -Riffle Transition
11+38
Riffle Typical
18+73
Pool -Riffle Transition
16+14
Pool Typical
13+58
Riffle Typical
11+33
Pool Typical
18+58
Riffle Typical
16+09
Pool -Riffle Transition
13+53
Pool Typical
10+97
Pool -Riffle Transition
18+53
Pool Typical
15+91
Riffle Typical
13+48
Pool -Riffle Transition
10+92
Riffle Typical
18+48
Pool -Riffle Transition
15+86
Pool Typical
13+27
Riffle Typical
10+87
Pool Typical
18+25
Riffle Typical
15+81
LPool-Riffle
Transition
13+22
I
\
------------------'
0��
\
\ \
\
o /
M
N
/
/
l
1
/
I
I
/
I
/
STATION
z
LABEL
DETAIL
STATION
LV -1
NOTE: SEE DWG C-9.0 & C-9.1 FOR STRUCTURE DETAILS.
UT -8 STRUCTURE LOCATIONS
LABEL
DETAIL
STATION
z
LABEL
DETAIL
STATION
LV -1
Log Vane
20+41
O
LV -17
Log Vane
15+33
LV -2
Log Vane
20+05
00
LV -18
Log Vane
14+99
LV -3
Log Vane
19+82
0
>
�
LV -19
Log Vane
14+51
LV -4
Log Vane
19+36
Pool -Riffle Transition
LV -20
Log Vane
14+26
LV -5
Log Vane
19+11
01
LV -21
Log Vane
13+96
LV -6
Log Vane
18+83
00
N
LV -22
Log Vane
13+58
LV -7
Log Vane
18+58
Q
LV -23
Log Vane
13+27
LV -8
Log Vane
18+25
17+52
LV -24
Log Vane
12+98
LV -9
Log Vane
17+96
Riffle Typical
LV -25
Log Vane
12+70
LV -10
Log Vane
17+52
14+99
CS -1
Cross Vane
12+41
LV -11
Log Vane
17+22
Riffle Typical
LV -27
Log Vane
12+19
LV -12
Log Vane
16+80
12+41
LV -28
Log Vane
11+90
LV -13
Log Vane
16+44
Riffle Typical
LV -29
Log Vane
11+43
LV -14
Log Vane
16+19
LV -30
Log Vane
10+97
LV -15
Log Vane
15+91
Riffle Typical
DS -1
Drop Structure
10+43
LV -16
Log Vane
15+63
Pool -Riffle Transition
14+46
ki
PRELIMINARY
NOT FOR
CONSTRUCTION
=
UT -8 RIFFLE AND POOL BEGINNING STATIONS
J
20+76
I
w/
z
J
Q
Pool Typical
15+63
O
Riffle Typical
O
Pool Typical
C
= Z_
V) >
Riffle Typical
18+15
00
V
_
O
N
U
N
LU
oC
ro d
0
>
�
}
V
cztf,
o
LU
F
zo
a
m
w
i
+,
N ro
Pool -Riffle Transition
z
0
m m
0 z
z
w C)
L
m
0
Y
w
_
V
m
0
>
o
a
Q
U
Ln
� ° M
°OZm
:.
A
z
0
LLJ
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -8 RIFFLE AND POOL BEGINNING STATIONS
J
20+76
I
w/
Pool -Riffle Transition
J
Q
Pool Typical
15+63
a
Riffle Typical
O
Pool Typical
C
0o
Riffle Typical
18+15
00
15+58
1A
O
N
U
20+36
rz
V
ro
0
O
17+96
Z
i
+,
N ro
Pool -Riffle Transition
z
0
N�
�o
20+31
ZLU
Pool -Riffle Transition
Ln
� ° M
°OZm
01
Pool Typical
w
�
a�
Riffle Typical
12+88
Pool Typical
00
N
to
Riffle Typical
17+86
rN �
Pool -Riffle Transition
15+28
Q
N Q S
:.
A
z
0
LLJ
NOTE: SEE DWG C-8.0 FOR TYPICAL RIFFLE AND POOL DETAILS.
UT -8 RIFFLE AND POOL BEGINNING STATIONS
Riffle Typical
20+76
Pool -Riffle Transition
18+20
Q
Pool Typical
15+63
a
Riffle Typical
13+17
Pool Typical
20+41
Riffle Typical
18+15
Pool -Riffle Transition
15+58
1A
Pool Typical
12+98
Pool -Riffle Transition
20+36
W
Pool Typical
17+96
Z
Riffle Typical
15+53
Pool -Riffle Transition
12+93
Riffle Typical
20+31
ZLU
Pool -Riffle Transition
17+91
M
W
1
Pool Typical
15+33
Ce
Riffle Typical
12+88
Pool Typical
20+05
to
Riffle Typical
17+86
Pool -Riffle Transition
15+28
Pool Typical
12+70
Pool -Riffle Transition
20+00
Pool Typical
17+52
Riffle Typical
15+23
Pool -Riffle Transition
12+65
Riffle Typical
19+95
Pool -Riffle Transition
17+47
N
N
Pool Typical
14+99
'
Riffle Typical
12+60
Pool Typical
19+82
V
Riffle Typical
17+42
;
Q
Pool -Riffle Transition
14+94
Pool Typical
12+41
Pool -Riffle Transition
19+77
Pool Typical
17+22
Riffle Typical
14+89
Pool -Riffle Transition
12+36
Riffle Typical
19+72
Pool -Riffle Transition
17+17
Pool Typical
14+51
Riffle Typical
12+31
Pool Typical
19+36
Riffle Typical
17+12
Pool -Riffle Transition
14+46
Pool Typical
12+19
Pool -Riffle Transition
19+31
Pool Typical
16+80
Riffle Typical
14+41
Pool -Riffle Transition
12+14
Riffle Typical
19+26
Pool -Riffle Transition
16+75
Pool Typical
14+26
Riffle Typical
12+09
Pool Typical
19+11
Riffle Typical
16+70
Pool -Riffle Transition
14+21
Pool Typical
11+90
Pool -Riffle Transition
19+06
Pool Typical
16+44
Riffle Typical
14+16
Pool -Riffle Transition
11+85
Riffle Typical
19+01
Pool -Riffle Transition
16+39
Pool Typical
13+96
Riffle Typical
11+80
Pool Typical
18+83
Riffle Typical
16+34
Pool -Riffle Transition
13+91
Pool Typical
11+43
Pool -Riffle Transition
18+78
Pool Typical
16+19
Riffle Typical
13+86
Pool -Riffle Transition
11+38
Riffle Typical
18+73
Pool -Riffle Transition
16+14
Pool Typical
13+58
Riffle Typical
11+33
Pool Typical
18+58
Riffle Typical
16+09
Pool -Riffle Transition
13+53
Pool Typical
10+97
Pool -Riffle Transition
18+53
Pool Typical
15+91
Riffle Typical
13+48
Pool -Riffle Transition
10+92
Riffle Typical
18+48
Pool -Riffle Transition
15+86
Pool Typical
13+27
Riffle Typical
10+87
Pool Typical
18+25
Riffle Typical
15+81
LPool-Riffle
Transition
13+22
N
Z
z
Q
a
Q—
J"U
CL
Qoz
D
1A
Zao
0
W
to
~
Z
Q
z
z
ZLU
Q
M
W
1
D
w
Ce
V�
Q
to
x
x
O
M
o
0
N
�
N
N
�
r
'
Z
V
V
W
W
;
Q
LA
a

2130
Q
LU o Ln
0 2125 0 0+ N ---
z � �' \�
_ w
F --
LU
LU
z 2120
z
CONFLUENCE WITH UT -8
Q
J 2115
—
LU
2110
9+90
2135
00
coo 2130
0
Q
z
W
LU
z 2125
z
0
a
J 2120
LU
2115
18+30
10+20 10+50 10+80 11+10
INSTALL PERMANENT CROSSING
WITH CULVERT BURIED 12"
WIDTH OF PROP RD 14'
EXISTING 42" DUCTILE IRON SEWER PIPE
TOP OF PIPE: 2113.71 (HORIZONTAL AND
VERTICAL LOCATION APPROXIMATE)
11+40 11+70 12+00 12+30
90% DESIGN SUBMITTAL ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINIGLY 5 30 PRELIMINARY
NOT FOR
PROPOSED BANKFULL DEPTH Know what's helow. CONSTRUCTION
Call before you dig.
2125
EXISTING GRADE
---- -------------- ---- ----- --- ---- � _- -�- ---- ----- - --- ---- -----------_�- - 2120
0.1
z O
PROPOSED STREAM THALWEG v m
LU
N 2115
12+60 12+90 13+20 13+50 13+80 14+10 14+40
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
-4- 2110
14+70 15+00 15+30 15+60 15+90 16+20 16+50 16+80 17+10 17+40 17+70 18+00 18+30 a
REACH ID
STA BEG
STA END
RIFFLE
SLOPE
CHANNEL BOTTOM
WIDTH (FT)
Z
0
MIN. FLOODPLAIN
WIDTH (FT)
UT -7 - LOWER
10+00
18+74
LU
12.0
1.20
3:1
19.50
UT -7 - MIDDLE
=
L
Z
>
1.25%
EXISTING
GRADE
3:1
13.0
LU
G
Q
_
2.60%
2.0
0.95
3:1
a
LU ��-
z
l}J
o
LU
~
z
a
co
o
W
18+74
m
m
m
1.1
U*
w
0
z
l7
LA
Z
2
0
Y
w O
_
U
m
0
>
Q
Q
U
Ln
a
D
1.1
—
3:1
12.5
U
z j
14+70 15+00 15+30 15+60 15+90 16+20 16+50 16+80 17+10 17+40 17+70 18+00 18+30 a
18+60 18+90 19+20 19+50 19+80 20+10 20+40 20+70 21+00 21+30 21+60 21+90 22+20 22+50 22+80 23+10
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
NOTE: SEE DWG C-8.0 FOR TYPICAL POOL AND RIFFLE DETAILS.
2145
00
00
M
>
z 2140
LU
LU
z
O 2135
W
J
W
2130
23+40 23+70 24+00 24+30 24+60 24+90 25+20 25+50 25+80 26+10 26+40
REACH ID
STA BEG
STA END
RIFFLE
SLOPE
CHANNEL BOTTOM
WIDTH (FT)
CHANNEL
DEPTH (FT)
CHANNEL BANK
SLOPES
MIN. FLOODPLAIN
WIDTH (FT)
UT -7 - LOWER
10+00
18+74
0.10%
12.0
1.20
3:1
19.50
UT -7 - MIDDLE
18+74
23+03
1.25%
EXISTING
GRADE
3:1
13.0
UT -7 - UPPER
23+03
29+85
2.60%
2.0
0.95
3:1
12.0
LU ��-
10:1
3:1
26.5
UT -7 - MIDDLE
18+74
23+03
0.50%
1
1.1
aLU
N
12.5
UT -7 - UPPER
EXISTING
GRADE
0.50%
2.0
1.1
—
3:1
12.5
z j
F- 1U
LU-
WIDTH O
PROP RD: 1
-
°°
N_:i
r
—
O
rn
N
NLU
2.6%
0
PROPOSED
STREAM
THALWEG
IE co
N
\
m
�o
+ N
- -
�� —
—
PROPOSED
STREAM THALWEG
J
u m
LU
Q
_
N
—
Q W
PROPOSED BANKFULL DEPTH
L„
c!f},
W
----_
— -
-- --
--------
— _
----
1.25%
INSTALL
PERMANENT
CROSSING
WITH CULVERT
BURIED
12"
18+60 18+90 19+20 19+50 19+80 20+10 20+40 20+70 21+00 21+30 21+60 21+90 22+20 22+50 22+80 23+10
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
NOTE: SEE DWG C-8.0 FOR TYPICAL POOL AND RIFFLE DETAILS.
2145
00
00
M
>
z 2140
LU
LU
z
O 2135
W
J
W
2130
23+40 23+70 24+00 24+30 24+60 24+90 25+20 25+50 25+80 26+10 26+40
26+70 27+00
RIFFLE CROSS SECTION PARAMETERS
REACH ID
STA BEG
STA END
RIFFLE
SLOPE
CHANNEL BOTTOM
WIDTH (FT)
CHANNEL
DEPTH (FT)
CHANNEL BANK
SLOPES
MIN. FLOODPLAIN
WIDTH (FT)
UT -7 - LOWER
10+00
18+74
0.10%
12.0
1.20
3:1
19.50
UT -7 - MIDDLE
18+74
23+03
1.25%
4.0
0.95
3:1
13.0
UT -7 - UPPER
23+03
29+85
2.60%
2.0
0.95
3:1
12.0
LU ��-
10:1
3:1
26.5
UT -7 - MIDDLE
18+74
23+03
0.50%
1
1.1
6:1
J 0
� Q
12.5
UT -7 - UPPER
EXISTING
GRADE
0.50%
2.0
1.1
6:1
3:1
12.5
F- 1U
LU-
^y
-
r
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2.6%
PROPOSED
STREAM
THALWEG
26+70 27+00
RIFFLE CROSS SECTION PARAMETERS
REACH ID
STA BEG
STA END
RIFFLE
SLOPE
CHANNEL BOTTOM
WIDTH (FT)
CHANNEL
DEPTH (FT)
CHANNEL BANK
SLOPES
MIN. FLOODPLAIN
WIDTH (FT)
UT -7 - LOWER
10+00
18+74
0.10%
12.0
1.20
3:1
19.50
UT -7 - MIDDLE
18+74
23+03
1.25%
4.0
0.95
3:1
13.0
UT -7 - UPPER
23+03
29+85
2.60%
2.0
0.95
3:1
12.0
27+30 27+60 27+90 28+20 28+50 28+80
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1 " = 30'
VERT. SCALE: 1" = 5'
POOL CROSS SECTION PARAMETERS
O
co
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POOL
CHANNEL BOTTOM
CHANNEL
INSIDE OF BEND
OUTSIDE OF BEND
MIN. FLOODPLAIN
REACH ID
STA BEG
STA END
SLOPE
WIDTH (FT)
DEPTH (FT)
CHANNEL BANK
CHANNEL BANK
WIDTH (FT)
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SLOPES
SLOPES
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10+00
18+74
0.01%
15.0
1.65
10:1
3:1
26.5
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18+74
23+03
0.50%
2.0
1.1
6:1
3:1
12.5
UT -7 - UPPER
23+03
29+85
0.50%
2.0
1.1
6:1
3:1
12.5
29+10 29+40 29+70
2145
2140
— STA 29+85
EXISTING CULVERT (TO REMAIN)
INV OUT: 2139.5
2135
2130
30+00
2125
2120
2115
26+70 0
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125
120
115
2110 2110
10+00 10+20 10+50 10+80 11+10 11+40 11+70 12+00 12+30 12+60 12+90 13+20 13+50 13+80 14+10 14+40 14+70 15+00 15+30 15+60 15+90 16+20 16+50 16+80 17+10 17+40 17+70 18+00 18+30
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
NOTE: SEE DWG C-8.0 FOR TYPICAL POOL AND RIFFLE DETAILS.
2135
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00
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2135
2130
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18+30 18+60 18+90 19+20 19+50 19+80 20+10 20+40 20+70 20+90
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1" = 30'
VERT. SCALE: 1 " = 5'
RIFFLE CROSS SECTION PARAMETERS
a
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CHANNEL
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STA END
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WIDTH (FT)
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10+00
12+26
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8.0
1.00
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16.00
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12+26
15+91
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4.0
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11.5
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15+91
20+76
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4.5
0.80
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1.0
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2130
2125
2120
18+30 18+60 18+90 19+20 19+50 19+80 20+10 20+40 20+70 20+90
HORIZONTAL DISTANCE IN FEET
6X VERTICAL EXAGGERATION
STREAM PROFILE
_ HORIZ. SCALE: 1" = 30'
VERT. SCALE: 1 " = 5'
RIFFLE CROSS SECTION PARAMETERS
a
zo
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CHANNEL
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REACH ID
STA BEG
STA END
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WIDTH (FT)
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WIDTH (FT)
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10+00
12+26
0.91%
8.0
1.00
3:1
16.00
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12+26
15+91
0.91%
4.0
0.75
3:1
11.5
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15+91
20+76
0.65%
4.5
0.80
3:1
12.5
POOL CROSS SECTION PARAMETERS
a
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CHANNEL
CHANNEL
INSIDE OF BEND
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10+00
12+26
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12+26
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15+91
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WETLAND SHELF - WETLAND SIDE SLOPES (8:1 MIN)
GRADE WETLAND SHELF AT 15:1
A SECTION VIEW
_ NOT TO SCALE
RIP RAP APRON
FILTER FABRIC
BACKFILL WITH
NO. 57 STONE
FOOTER LOG
HEADER LOG
5' MIN. EMBE
DEEP POOL
MARSH TREATMENT AREA
NOT TO SCALE
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N. EMBEDMENT
TOP OF BANK
SECTION A -A
FILTER FABRIC
BACKFILL WITH NO. 57 STONE
(IDTH
PROPOSED RIFFLE SLOPE
HANNEL
DEPTH
OG
OG
J IVIIIV. LIVIULVIVIENT
90% DESIGN SUBMITTAL
BRUSH MATTRESS
SEE NOTES FOR INSTALLATION SPECIFICATIONS.
EXISTING INCISEDBANK
\
\
\
PROPOSED CHANNEL BANK \ \ \\
AT 3:1 SLOPE (MIN.) \ \\ \
INSTALL WOODEN STAKES ON 3'x 3' GRID. \ \ \\
EMBED AT LEAST 18" INTO NEWLY \
CONSTRUCTED BANK. STAKES SHOULD \
EXTEND 12" ABOVE GRADE.
ROCK TOE PROTECTION
BANKFULL ELEVATION
NOTES:
1. REMOVE LOOSE MATERIAL AND GRADE BANK TO A STABLE SLOPE (3:1 MIN). EXCAVATE A TRENCH AT THE TOE OF THE SLOPE.
2. INSTALL STAKES INTO THE SLOPE ON A 3'x 3' GRID SO THEY EXTEND APPROXIMATELY 12" ABOVE GRADE. PLACE BRANCHES (2" TO 1" DIAMETER)
ON THE SLOPE AT A DENSITY OF APPROXIMATELY 15 TO 20 BRANCHES PER FOOT WITH THE CUT END IN THE TRENCH, BELOW THE LOW FLOW
WATER SURFACE ELEVATION. SECURE BRANCHES WITH STRING AND TIE TO STAKES.
3. BACKFILL TRENCH AND INSTALL ROCK TOE PROTECTION.
BRUSH MATTRESS
NOT TO SCALE
FLOODPLAIN
EXTEND FABRIC A
MINIMUM OF 2
FEET BEYOND TOI
OF BANK
LOW FLOW LLLVMI 1v114
A B G H
C F
--TOP OF BANK
CHANNEL D E APPROXIMATE LOW
FLOW SURFACE
2' MIN. 2' MIN.
COIR MATTING ON STREAM BANK
NOT TO SCALE
ELEVATION AT DROP STRUCTURE UPSTREAM STATION
HEADER LOG
SEE PROFILE FOR PROPOSED DROP HEIGHT
NOTES:
1. SILL LOGS SHALL HAVE A MINIMUM TRUNK DIAMETER OF 12".III=III=111=11
2. LOG SILL SHALL BE CONSTRUCTED WITH AT LEAST ONE FOOTER LOG AND ONE HEADER LOG. o 0 0 0 —III—III—III=
il-
3. NAIL FILTER FABRIC ON TOP OF FOOTER LOG USING 3" 10d GALVANIZED COMMON NAIL ON 2' — III—III—III—IIIIII—III—IIIiII=
o 0 0
SPACING ALONG THE LOG. 1=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I f
1=1 11=1 11=1 11=1 I I—III—I 11=1 1I-
4. PLACE HEADER LOG SLIGHTLY FORWARD ON TOP OF THE FOOTER LOG ALLOWING FOR OVERHANG. —III=III=III=11f
5. FILTER FABRIC SHALL BE PLACED ON THE UPSTREAM SIDE OF THE VANE STRUCTURE TO PREVENT 24" MIN.
WASHOUT OF SEDIMENT THROUGH BOULDER GAPS. FOOTER LOG
6. FILTER FABRIC SHALL EXTEND FROM THE BOTTOM OF THE FOOTER LOG TO THE FINISHED GRADE
ELEVATION AND SHALL BE PLACED THE ENTIRE LENGTH OF THE STRUCTURE. SECTION 13-13
3� DROP STRUCTURE
NOT TO SCALE
POSED RIFFLE SLOPE
LOODPLAIN
TAKES AT 3'
PACING
OP OF BANK
PRELIMINARY
NOT FOR
CONSTRUCTION
NOTES:
1. PREPARE SOIL, SOW SEED AND PLACE STRAW WHERE FABRIC IS
TO BE INSTALLED PRIOR TO INSTALLING EROSION CONTROL
FABRIC.
2. EROSION CONTROL FABRIC SHALL CONSIST OF 600
GRAM/SQUARE METER WOVEN COIR FABRIC OR APPROVED
EQUIVALENT.
3. FASTENERS SHALL BE 12 INCH ECO -STAKE BY NORTH AMERICAN
GREEN OR APPROVED EQUIVALENT, INSTALLED AT A RATE OF 3.4
STAKES PER SQUARE YARD. NOMINAL SPACING IS 20 INCHES
PERPENDICULAR TO FLOW AND 24 INCHES PARALLEL TO FLOW. Ln
4. FABRIC SHALL BE SECURED TO THE GROUND SUCH THAT FABRIC o
DOES NOT SEPARATE FROM GROUND MORE THAN 1 INCH WITH w
A REASONABLE TUG. ADDITIONAL FASTENERS WILL BE REQUIRED
IF FABRIC FAILS THIS PULL TEST.
5. OVERLAP BETWEEN ADJACENT RUNS OF FABRIC SHALL BE A
MINIMUM OF 6 INCHES. FABRIC SHALL OVERLAP IN THE
DOWNSTREAM DIRECTION PARALLEL TO FLOW AND
DOWN-SLOPE PERPENDICULAR TO FLOW.
6. FABRIC SHALL EXTEND A MINIMUM OF 2 FEET BEYOND TOP OF
BANK. FABRIC SHALL EXTEND BELOW LOW FLOW SURFACE 1
SECURE EDGE OF FOOT OR TO CHANNEL BOTTOM, WHICH EVER IS LESS.
FABRIC AND TOE
PER NOTE 7. 7. TERMINAL ENDS OF FABRIC SHALL BE BURIED IN A 6 INCH DEEP
TRENCH AND SECURED BY 18 INCH HARDWOOD 2"X2" STAKES
SPACED 3 FEET APART. TOE OF FABRIC SHALL BE SECURED WITH
18 INCH HARDWOOD 2"X2" STAKES SPACED 3 FEET APART.
8. INSTALL A ROOFING NAIL TO THE END OF THE 18 INCH STAKES
TO HELP SECURE THE MATTING.
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FILTER FABRIC
BEHIND LOG
0
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FILTER SEE POOL GEOMETRY TABLES
FABRIC --/
PRELIMINARY
NOT FOR
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----,
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-
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SEE CROSS SECTION
GEOMETRY FOR SLOPE
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630 TYP. FINISHED GRADE AS
I SHOWN ON PLANS BANKFULL CHANNEL
--
FILTER FABRIC 2.0' TYP.
BEHIND LOG --
NOTES:
1. HEADER AND FOOTER LOGS SHALL BE A MINIMUM OF 12"
DIAMETER AND SHALL BE A HARDWOOD SPECIES. THE FOOTER
B SECTION LOG MAY BE SUBSTITUTED WITH PINE.
_ sCALE:N.T.s. 2. FILTER FABRIC SHALL BE PLACED ON THE UPSTREAM SIDE OF THE
STRUCTURE TO PREVENT WASHOUT OF SEDIMENT THROUGH THE
LOW FLOW LOG GAPS. FILTER FABRIC SHALL EXTEND FROM THE BOTTOM OF
CHANNEL THE FOOTER TO THE FINISHED GRADE ELEVATION AND SHALL BE
PLACED THE ENTIRE LENGTH OF THE STRUCTURE.
CROSS VANE - BEND
SCALE:N.T.S.
BANKFULL un
WIDTH o
w
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i
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0
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WIDTH
RIFFLE
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_ SCALE: N.T.S. LOG MAY BE SUBSTITUTED WITH PINE.
2. FILTER FABRIC SHALL BE PLACED ON THE UPSTREAM SIDE OF THE
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N
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-- -- --,--------
\
130-- �\ ` / / `\ EXISTING WETLAND
\ DELINEATION BOUNDARY (TYP)
---------- - -\\ ----------- / / '�/ I i LIMITS OF DISTURBANCE (TYP)
--_ ---' ; / �'� / �� " APPROXIMATE BANKFULL WIDTH (TYP)
90% DESIGN SUBMITTAL
LEGEND:
ONE INCH
AT FULL SIZE, IF NOT ONE
INCH SCALE ACCORDINGLY
2130 EXISTING CONTOURS
(1'& 5' INTERVALS)
PROPOSED LIMITS OF DISTURBANCE
PROPOSED SILT FENCE
PROPOSED STAGING AREA
10+00
PROPOSED STREAM CENTERLINE
— — — — — — PROPOSED BANKFULL WIDTH
NOTES:
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
2. VERTICAL DATUM: NAVD88
0
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\ \ \ \ LEGEND:
1
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(1 & 5 INTERVALS)
-------------610
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PROPOSED LIMITS OF DISTURBANCE
---------- --''
\ _\ \\ \ \ \ \ \ \ \ `\_ �`� \ \ `\ `� �� --� — `-_ �\ \ \ \ \
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NOTES:
PROPOSED STAGING AREA
PROPOSED STREAM CENTERLINE
PROPOSED BANKFULL WIDTH
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, i NAD 83 U.S. FEET.
2170, — — ` `-- 2. VERTICAL DATUM: NAVD88
2160 ` - `----
CONFIRM CONDITION OF `\ _- ---\__----------'---\\ \-\
BRIDGE IS ADEQUATE_--
-'Q� 1' ' BEFORE USING FOR _ STAGING AREA (1,368 SF)
\\ 4 ager \; iii EQUIPMENT ACCESS ' -�` ' __ '---- _ —
\ / - _ =�' = HAUL/ ACCESS ROAD (TYP) -
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`-I `_ LIMIT OF DISTURBANCE (TYP)
- \2190
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STAGING AREA
(1,572 SF)
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211 - .
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2130 EXISTING CONTOURS
W& 5 INTERVALS)
\\� /
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PROPOSED SILT FENCE
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PROPOSED STAGING A
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PROPOSED STREAM CENTERLINE
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\ 144 --2170 1. HORIZONTAL DATUM: NORTH CAROLINA STATE SCALE IN FEET
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2. VERTICAL DATUM: NAVD88
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It I i /� // /, /J i/ / i �� \ r "// /'� i _ —2130- EXISTING CONTOURS
V & 5 INTERVALS
PROPOSED LIMITS OF DISTURBANCE
PROPOSED SILT FENCE
PROPOSED STAGING AREA
10+00
PROPOSED STREAM CENTERLINE
- - - - - - PROPOSED BANKFULL WIDTH
NOTES:
1. HORIZONTAL DATUM: NORTH CAROLINA STATE
PLANE, NAD 83, U.S. FEET.
2. VERTICAL DATUM: NAVD88
0 40 80
SCALE IN FEET
PRELIMINARY
NOT FOR
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\�\\ \\ ` \ PROPOSED LIMITS OF DISTURBANCE
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NOTES: 0 40 80
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1. HORIZONTAL DATUM: NORTH CAROLINA STATE SCALE IN FEET
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—2130 - EXISTING CONTOURS
r `
(1'& 5' INTERVALS)
PROPOSED LIMITS OF DISTURBANCE
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PROPOSED STAGING AREA
10+00
PROPOSED STREAM CENTERLINE
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NOTES:
I 1. HORIZONTAL DATUM: NORTH CAROLINA STATE 0 40 80
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LEGEND:
2130 - EXISTING CONTOURS
— — — (V& 5' INTERVALS)
PROPOSED LIMITS OF DISTURBANCE
`\\ \ PROPOSED SILT FENCE
PROPOSED STAGING AREA
W W
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— — — — — — PROPOSED BANKFULL WIDTH
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NOTES:
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v
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1. HORIZONTAL DATUM: NORTH CAROLINA STATE
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SCALE IN FEET
W
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2. VERTICAL DATUM: NAVD88
W W
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PROPOSED DRIVE WIDTH
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■■■■■■■■■■■N
MAINTENANCE:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND
AFTER EACH RAINFALL.
2. REPLACE COMPONENTS OF THE SILT FENCE IF AREAS
ARE TORN, COLLAPSED, OR OTHERWISE INEFFECTIVE.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO
PROVIDE ADEQUATE STORAGE VOLUME AND TO REDUCE
L PRESSURE OF THE FENCE FABRIC. AVOID UNDERMINING
THE FENCE DURING CLEANOUT ACTIVITIES.
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FROMM EXISTING ROAD
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NOTES:
1. A STABILIZED PAD OF CRUSHED STONE SHALL BE LOCATED WHERE TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION SITE
TO OR FROM A PUBLIC STREET. STONE TO BE RAILROAD TYPE BALLAST.
2. FILTER FABRIC SHALL BE PLACED UNDER THE ENTRANCE/EXIT AND SHALL BE MIRAFI 500 OR EQUAL.
MAINTENANCE:
1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO
PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS
DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
2. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
3. WHEELS MUST BE CLEAN PRIOR TO ENTERING A PUBLIC STREET. WHEN WASHING OF WHEELS IS REQUIRED, IT SHALL BE DONE ON
AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN.
CONSTRUCTION ENTRANCE
CLASS B RIP RAP
SUPPORT LOG I
DIA. MIN.
PROFILE VIEW
NOT TO SCALE
MIN. 10 GA.
LINE WIRES
NOTE:
8' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
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BERM FACED
WITH #57 WASHED STONE.
1. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT =
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2. PROVIDE SILT FENCE BREAKS EVERY 200 FEET OF FENCING OR 3 o
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AT LOW POINTS. z `n
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STEEL POSTS:
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- 5' LONG W/ANCHOR PLT. WIRE STAPLES: m
- 1 -" WIDE
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8 1" LENGTH MIN.
- 1
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- MIN. WT. 1.25LB/FT 2
- NO. 9 STAPLE
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- ANCHOR PLATE MIN AREA= 14SQ"
SILTFENCE FABRIC:
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- NCDOT CLASS B
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WOVEN WIRE:
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- TOP & BOTTOM WIRES: 10 GAGE MIN.
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- INTERMEDIATE WIRES: 121 GAGE MIN.
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- MAXIMUM MESH SPACING: 6INCHES SIDE
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VIEW
SILT FENCE
NOTES:
I. CONSTRUCT STREAM CROSSING WHEN FLOW IS AT NORMAL BASEFLOW.
2. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT EXCAVATE CHANNEL BOTTOM.
3. INSTALL STREAM CROSSING PERPENDICULAR TO THE FLOW.
4. MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD DOES NOT ENTER EXISTING CHANNEL.
5. STABILIZE AN ACCESS RAMP OF CLASS B RIP RAP TO EDGE OF THE MUD MAT.
6. CONTRACTOR SHALL DETERMINE AN APPRORPRIATE RAMP ANGLE ACCORDING TO EQUIPEMENT UTILIZED.
TEMPORARY STREAM CROSSING - MUD MAT DETAIL
SECTION VIEW
F� 0W
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COIR LOG
12" FILTREX CHECK DAM OR
APPROVED EQUAL
2"X2"X3' WOODEN STAKE (TYP.)
SPACING 5' O.C. MAX.
12" STAKING DEPTH
POOLED WATER LEVEL
APPROXIMATELY 40'
B pTTS
INSTALL SOD STAPLES THROUGH CHECK DAM
NETTING TO INSURE CONTINUOUS CONTACT OF COIR
LOG TO CHANNEL BOTTOM. RUNOFF SHOULD NOT BE
ALLOWED TO FLOW UNDER THE CHECK DAM.
COIR LOG CHECK DAM
COIR LOGS SHALL BE PLACED PERPENDICULAR TO
THE CHANNEL SLOPE APPROXIMATELY 40' APART.
REFER TO SHEET C19.0 FOR LOCATIONS.
NOT TO SCALE
FRONT VIEW
CHECK DAM TO EXTEND PAST TOP OF
CHANNEL. RUNOFF SHALL NOT BE
ALLOWED TO PASS AROUND ENDS OF
CHECK DAM.
CHANNEL WIDTH
NOT TO SCALE
FRONT VIEW
1.33 Ib/lin ft STEEL POST
WOVEN WIRE FABRIC
SILT FENCE FABRIC
FILL SLOPE
* FOR REPAIR OF SILT FENCE
GRADE FAILURES, USE No. 57
WASHED STONE. AS AN
6" MIN. COVER ANCHOR WHEN SILT FENCE IS
OVER SKIRT * PROTECTING CATCH BASIN.
ANCHOR SKIRT AS
DIRECTED BY ENGINEER
CHANNEL SLOPE AND
SPACING BETWEEN
DAMS (MAX)
2% - 75'
4% - 37.5'
6% - 25'
8% - 19'
10% - 15'
12% - 12.5'
14% - 10'
<14%-10'
90% DESIGN SUBMITTAL
SWALE OUTLET TO FLAT AREA
Know what's below.
Call before you dig.
A
I. 12-1/2 GA. apo FLOW W
Do= PIPE DIAMETER
RMEDIATE D= DEPTH OF RIPRAP
ES
No. LA W SIZE OF
SWALE STONE (MIN).
GRADE PLAN
1 lll' LA
OFFILTER
D IIIIIII�III_Il�lllll�llo
BLANKET
SECTION AA
NOT TO SCALE
FRONT VIEW NOTES:
-.-
GENERAL NOTES:
I. LA IS THE LENGTH OF THE RIP RAP APRON.
2. D = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 18"
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED
BETWEEN THE RIP RAP AND SOIL FOUNDATION.
5. COMPACT ANY REQUIRED FILL TO DENSITY OF SURROUNDING UNDISTURBED
MATERIAL.
6. RIP RAP MAY BE FIELDSTONE OR ROUGH QUARRY STONE AND SHALL BE HARD,
ANGULAR AND WELL -GRADED.
7. CONSTRUCT APRON AT ZERO GRADE. TOP OF RIP RAP SHALL BE LEVEL WITH THE
RECEIVING CHANNEL OR SLIGHTLY LOWER.
8. ALIGN APRON WITH RECEIVING CHANNEL OR STREAM. ASSURE APRON IS STRAIGHT
THROUGHOUT ITS LENGTH.
9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEIVING CHANNEL.
RIP RAP APRON
MAX. SPACING 18"
TOP ELEVATION OF STORMWATER 9" MIN.
#57 WASHED 2 MAX.
STONE I 1.5' MAX
Elm
EXISTING SLOPE -1j m I r
Ill
CLASS B
RIP -RAP
VARIES
SIDE VIEW
WIDTH DETERMINED BY EXISTING
TOPOGRAPHY AND SEDIMENT STORAGE
REQUIRED.
KEY RIP RAP INTO THE DAM FOR
STABILIZATION.
ROCK CHECK DAM
MAINTENANCE:
INSPECT CHECK DAM AND CHANNELS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2" OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY.
CLEAN OUT SEDIMENT OR OTHER DEBRIS THAT COULD CLOG THE
CHANNEL. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE
CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE
DAM.
CORRECT ALL DAMAGE IMMEDIATELY. REMOVE ALL SEDIMENT
ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO
CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE
CHECK DAM,
AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM.
ADD STONES AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS
SECTION.
NOT TO SCALE
NOT TO SCALE
PRELIMINARY
NOT FOR
CONSTRUCTION
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