20110278 Ver 1_401 Application_20110311

USDA United States Forest National Forests in North Carolina 160 ZILLICOA ST STE A
Department of Service Supervisor's Office ASHEVILLE NC 28801-1082
Agriculture 828-257-4200
File Code: 7720
Date: March 15, 2011
Ian McMillan
401 Coordinator
NCDENR Division of Water Quality
401 /Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Dear Mr. McMillan;
20110278
r"N
T
Enclosed are five (5) copies of a Pre-construction Notification (PCN) and a $570 processing fee
for the construction of a new concrete arch culvert over Tipton Creek, on the Tusquitee Ranger
District of the Nantahala National Forest, in Cherokee County, North Carolina. The purpose of
the project is to replace an existing 72-inch diameter culvert, which presently inhibits aquatic
vertebrate passage, with a new 24 foot span bottomless concrete arch. Construction of the new
facility will restore aquatic vertebrate passage for approximately four miles upstream from the
existing culvert. This project includes construction of a temporary detour, excavation, culvert
removal, footing construction, arch placement, embankment construction, stream bank
stabilization, rip-rap placement, minor road reconstruction, detour removal, and site restoration.
This application is being made in order to comply with Section 404 of the Clean Water Act.
Based on our review of the authorized Nationwide Permits (NWP) we believe this project is
covered under NWP 14. To comply with PCN application instructions and NWP General
Condition 19 (b) we are requesting Section 401 water quality certification for this project.
Concurrent with this application, the PCN has been submitted to the US Army Corps of
Engineers for Section 404 permit approval, and to the Mountain Region Coordinator of the North
Carolina Wildlife Resources Commission for review and comment.
If you have any questions, concerns, and/or require additional information, please contact me or
my representative, Barry Jones, at the following numbers;
Lynn Hicks [phone], e-mail - llhicksAfs.fed.us
Barry Jones [phone], e-mail - jbionesnfs.fed.us
Sincerely,
L. HICKS, PE
-ring, Heritage and Recreation Staff
Officer
Enclosures: (5)
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Office Use Only:
r Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps: x Section 404 Permit ? Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 14 or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? ? Yes x 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
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes x No For the record only for Corps Permit:

? Yes x No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes x No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1h
below. ? Yes x No
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: Tipton Creek Aquatic Passage
2b. County: Cherokee
2c. Nearest municipality / town: Murphy
2d. Subdivision name: Tusquitee Ranger District, Nantahala National Forest
2e. NCDOT only, T.I.P. or state
project no:
3. Owner Information
3a. Name(s) on Recorded Deed: US Forest Service
3b. Deed Book and Page No. N/A
3c. Responsible Party (for LLC if
applicable): Marisue Hilliard, Forest Supervisor
3d. Street address: 160 Zillicoa Street, Suite A
3e. City, state, zip: Asheville, NC 28801
3f. Telephone no.: 828-257-4200
3g. Fax no.: 828-257-4263
3h. Email address:
Page 1 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: x Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: Lynn L. Hicks, PE, Forest Engineer
5b. Business name
(if applicable): US Forest Service, National Forests in North Carolina
5c. Street address: 160 Zillicoa Street, Suite A
5d. City, state, zip: Asheville, NC 28801
5e. Telephone no.: 828-257-4243
5f. Fax no.: 828-257-4884
5g. Email address: Ilhicks .fs.fed.us
Page 2 of 11
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 459219527018000
1 b. Site coordinates (in decimal degrees): Site No. 1: Latitude: 35.2374798 Longitude: - 84.059322
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 0.5 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Tipton Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: C; Tr
2c. River basin: Little Tennessee
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 proposed project site is at the crossing of Tipton Creek and Davis Creek Road (FSR 420/FH 69). The site is located in
the Tellico River corridor which has been proposed for designation under the Wild and Scenic Rivers Act (see attached map)
on the Nantahala National Forests, Tusquitee Ranger District in Cherokee County NC. The Tellico River watershed also has
been identified as one of the last intact populations of brook trout in North Carolina. Survey and assessment of aquatic
organism passage at the existing crossing (Figure 1) has determined that the primary barrier to upstream movement of brook
trout at the existing crossing is culvert slope, and length. Culvert outlet drop is also a barrier to the nongame fish community.
The proposed project will reconnect the brook trout population with four miles of suitable habitat by removing the existing
undersized 72 " Dia culvert. Other species that will benefit from the improved passage at the improved crossing include the
Santeetlah dusky salamander (Desmognathus santeetlah) and the Southern water shrew (Sorex palustric punctulatus), both
species of management concern to the US Forest Service. This project will be the first of several designed to reconnect and
restore brook trout habitat and populations within the Tellico River watershed.
3b. List the total estimated acreage of all existing wetlands on the property: 0
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 210 feet
3d. Explain the purpose of the proposed project:
The purpose of this project is to replace existing undersized and deteriorating structures with superior structures that will
improve safety, limit damage to resources, and resolve issues with aquatic organism passage.
3e. Describe the overall project in detail, including the type of equipment to be used:
This project proposes to replace the existing 72 inch dia. culvert (Figure 2) with a 24 foot wide span bottomless arch culvert to
provide passage for brook trout and native nongame species. Based on hydrologic and engineering analyses, bankfull width
at this crossing is 19 feet (Figure 3). The drainage area for this structure is approximately 600 acres (see drainage area map
attached), which contributes to Q50 and Q100 values of 578 and 716 cfs, respectively (Appendix 2). This data indicates that
a bottomless culvert would be the best hydrologic and engineering option to provide passage for aquatic organisms within
Tipton Creek. A temporary crossing will be installed to provide traffic access to the area along National Forest System Road #
420 Davis Creek (Figure 4). The proposed crossing will be a CONSPAN precast concrete structure as shown in Appendix 1 of
the attached engineering report. Also refer to Appendix 3 geotechnical investigation and report prepared by MACTEC
Engineering and Consulting, Inc.
The streambed through this crossing would be constructed to mimic the natural appearance and function of the upstream and
downstream stream channel. Boulders would be placed in key locations through the crossing to help hold smaller substrate in
place and create habitat diversity. Also a small bankfull bench would be constructed through the crossing to maintain channel
dimensions to uninhibited routing of channel materials. Both upstream and downstream of the crossing up to six log vane
structures would be installed to improve aquatic habitat diversity. Disturbed stream banks would be covered in Coir matting
and planted with live stakes. All disturbed area would be grass seeded and straw mulched.
Page 3 of 11
PCN Form -Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
Comments:

? Yes x No ? Unknown
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
? Preliminary ? Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known): Agency/Consultant Company:
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past? ? Yes x No
? Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? ? Yes x No
6b. If yes, explain.
Page 4 of 11
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands x Streams - tributaries ? Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts - N/A
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary T
W1 ? P ? T ? Yes ? Corps
? No ? DWQ
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? P ? T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 ? P x T Bottomless Arch
Installation Tipton Creek x PER
? INT x Corps
x DWQ 7-8 150
S2 ? P x T Habitat Structures Tipton Creek x PER
? INT x Corps
DW 7-8 60
x
Q
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts 210
3i. Comments:
Page 5 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts - N/A
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individual) list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary T
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
0. Total open water impacts
4g. Comments:
5. Pond or Lake Construction - N/A
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
? Neuse
? Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary T impact required?
B1 ?P?T ?Yes
? No
B2 ?P?T ?Yes
? No
B3 ?P?T ?Yes
? No
6h. Total buffer impacts
6i. Comments:
Page 6 of 11
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
National Forest System Road # 420 - Davis Creek Road connects the Nantahala National Forest to the Cherokee
National Forests And thousands of acres of Forest Service land and it is necessary that the Forest Service retains access
using these roads and crossing. This route is also designated as a Forest Highway by the Federal Highway
Administration and the US Forest Service. The replacement of the existing structures with bottomless arches at these two
crossings will reduce the impacts that the crossing has on the watershed and aquatic habitat. The bottomless arch is
sized to exceed bankful width to facilitate aquatic organism passage and to prevent debris blockage and roadway failure.
Headwalls and wingwalls will prevent bank scour and will reduce sedimentation from roadway.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
When possible, equipment will be kept out of the stream channel. Stream crossings by equipment will also be kept at a
minimum. During construction, the crossings will be dewatered and any disturbed portions of streambed and stream
bank will be reconstructed to prevent sediment from entering streams. Erosion and sedimentation control practices
including the use of silt fence, silt traps and seeding will be used appropriately to prevent erosion and will be checked
regularly to ensure proper function.
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
project?
El Payment to in-lieu fee program
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
Page 7 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes x No
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.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 8 of 11
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.
? Yes ? No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 1 %
2b. Does this project require a Stormwater Management Plan? ? Yes x No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why: The i mpervious area is far less than 1 %
due to the large forested area in which the project site is located. Also NCDENR BMPs have been incorporated in the
design and will be used throughout the construction process. When the bottomless a rch installation is complete,
stormwater will be sheet flow over grassed swales. During construction erosion and s ediment control measures will be
maintained. The stream and nearby resources will be protected through water management, construction sequencing,
proper staging, stockpiling material, and the maintenance of the suitable channel capacity for the expected flow events.
No equipment, fuel, lubricants or other potential sources of water pollution will be stored in areas subject to flooding.

? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
x DWQ 401 Unit
3. Certified Local Government Stormwater Review - N/A
3a. In which local government's jurisdiction is this project?
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No
attached?
4. DWQ Stormwater Program Review- N/A
? Coastal counties
? HQW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply):
? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
5. DWQ 401 Unit Stormwater Review- N/A
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 9 of 11
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ® Yes ? No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
? Yes
® No
letter.)
Comments: NEPA completed and approved by US Forest Service.
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, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
No, the land is publicly owned and is valued for being pristine. Also tributariy is already being crossed at this location.
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.
Contract requires that portable sanitation facilities be provided during construction.
Page 10 of 11
PCN Form - Version 1.3 December 10, 2008 Version
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?
5b. Have you checked with the USFWS concerning Endangered Species Act ® Yes ? No
impacts?
? Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted. ® Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
US Fish and Wildlife Service website, Critical Habitat Designations.
Consultation with Bryan Tompkins - USFWS
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? T[-] Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
Sheryl Bryan, US Forest Service Fisheries Biologist & Forest Service Program Manager andJason Farmer - Nantahala
National Forests. These government authorities stated that there would be no effects from the proposed work on essential
fish or essential fish habitat.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? 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?
National Forests in North Carolina NEPA Coordinator
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?

Lynn L Hicks, PE 3/02/2011

Applicant/Agent's Printed Name Appli n Agent's Signature Date
(Agent's sig ure is valid only if an authorization letter from the applicant
is provided.)
Page 11 of 11
Tipton Creek Existing Culvert Inlet - Figure 1
Tipton Creek Existing Culvert Outlet - Figure 2
Tipton Creek -Down Stream View Existing Culvert - Figure 3
Tipton Creek Culvert - Existing Approach NFSR # 420- Figure 4
Project Location Map and Drainage Area

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y ' United States Forest National Forests in
i? Department of Service North Carolina
Agriculture
160A Zillicoa Street
P.O. Box 2750
Asheville, NC 28802
828-257-4200
File Code: 1230 Date: November 21, 2005
Route To: (7100)
Subject: Delegation of Authority
To: Lynn L. Hicks, Engineering and Minerals Staff Officer
You are hereby delegated the authority to act as my Agent for all phases of the application
process for permits required by Section 404 of the Clean Water Act, for road, bridge, culvert, and
facilities projects on the National Forests in North Carolina. You are authorized to make formal
application for all permits to the US Army Corps of Engineers, the North Carolina Division of
Water Quality, and the North Carolina Wildlife Resources Commission, provide all necessary
information, and sign all correspondence.
Include this letter as part of all applications for Section 404 permits to the US Army Corps of
Engineers, North Carolina Division of Water Quality, and North Carolina Wildlife Resources
Commission.
MARISUE HILLIARD
Forest Supervisor
U?S Caring for the Land and Serving People Printed on Recycled Paper #ao
i
AMACTEC
engineering and constructing a better tomorrow
July 1, 2010
Mr. Don Bailey, Contracting Officer
USDA Forest Service .
National Forests in North Carolina
200 Weaver Boulevard
Asheville, North Carolina 28804-3454
Subject: Report of Geotechnical Exploration
Replacement Structure for Tipton Creek Crossing
Cherokee County, North Carolina
MACTEC Project 6152-10-0153.4
Dear Mr. Bailey:
MACTEC Engineering and Consulting, Inc. (North Carolina Engineering License No. F-0653) is
pleased to provide this Report of Geotechnical Exploration for the proposed replacement Tipton
Creek crossing structure in Cherokee County, North Carolina. Our services were provided in
general accordance with our contract AG-43ZP-C-07-0005 Modification No. 0002. The purpose of
this exploration was to determine general subsurface conditions and provide foundation design and
construction recommendations for two alternate replacement structures. This report describes the
work performed, and presents the results obtained and our geotechnical recommendations.
PROJECT AND SITE INFORMATION
Project and site information was obtained from representatives of the USDA Forest Service and by
site visits by MACTEC. We were also provided with an electronic copy of a topographical survey of
j
the site by Sprinkle Surveying, P.A. on June 28, 2010. The proposed replacement structure for the
Tipton Creek crossing will be located on the existing National Forest Service Road (N.F.S.R.) 420 in
Cherokee County, North Carolina at the location of an existing 40-foot long, 72-inch diameter
corrugated metal pipe (CMP) conveyance for Tipton Creek (Figure 1). At the time of our site visit on
i June 15; 2010, the creek channel upstream and downstream of the existing CMP culvert was
observed to be between approximately 6 and 10 feet wide, with a water depth of between 6 and 18
i
MACTEC Engineering and Consulting, Inc.
1308 Patton Avenue • Asheville, NC 28806 • Phone: [phone] • Fax: [phone] www.mactec.com
i
f
Replacement Structure for Tipton Creek Crossing - Report of Geotechnical Exploration July 1, 2010
MACTEC Project 6152-10-0153.4
inches. Boulders and cobbles were observed within and adjacent to the creek channel- The area
adjacent to the creek channel is wooded.
We understand that a double lane vehicular crossing is proposed for construction over Tipton Creek
at the location shown on Figure 2 to replace the existing 72-inch diameter CMP culvert. Two
alternative structures will be considered for this crossing. One of these will be an arched
ative will be a
(bottomless) culvert constructed of precast concrete or steel panels. The other altern
single-span,-pre-cast concrete-bridge. Both-alternatives will_be_deaigned to accommodate a 2-lane
roadway that may eventually serve as a secondary state highway.
The approach roadways for distances of 100 feet on either side of the new structure will be designed
for asphalt concrete pavement for the arched culvert alternate. The immediately adjacent approaches
will be concrete slabs for the concrete bridge alternate.
SITE GEOLOGY
The project site is located in the Copperhill Formation in the Blue Ridge Belt. This formation
contains interbedded metagraywacke, conglomerate, and slate. The bedrock in this province is a
complex mixture of sedimentary and metamorphic rock that has been repeatedly squeezed, fractured,
faulted and distorted by past tectonic movements. The virgin soils encountered in this area are the
residual product of in-place weathering of the bedrock. In areas. not altered by erosion or disturbed
by the activities of development, the typical residual soil profile consists of clayey soils near the
surface, where soil weathering is more advanced, underlain by sandy silts and silty sands. The less
weathered soils exhibit relict features of the parent rock, including foliation patterns and joints.
There may be colluvial (old landslide) material on nearby slopes.
Material present within and near swiftly flowing mountain streams (as at this site) are typically high
energy water-deposited (alluvial) material comprised of sand, sandy gravel and cobbles.
The boundary between residual soil and rock is not sharply defined. This transitional zone, termed
"partially weathered rock" (PWR), is normally found overlying the parent bedrock. Partially
weathered rock is defined, for engineering purposes, as residual material with standard penetration
2

Replacement Structure for Tipton Creek Crossing - Report of Geotechnical Exploration July 1, 2010
MACTECProject 6152-10-0153.4
resistance values in excess of 100 blows per foot. Fractures, joints, and the presence of less resistant
rock types facilitate weathering. Consequently, the profile of the partially weathered rock and hard
rock is quite irregular and erratic, even over short horizontal distances. Also, it is not unusual to find
lenses and boulders of hard rock and zones of partially weathered rock within the soil mantle, above
the general bedrock level.
FIELD EXPLORATION
Two soil test borings with rock coring (identified as B-1 and B-2), were performed at the locations
shown on the attached Boring Location Plan (Figure 2). The boring locations were established in.
the field at their assigned locations (along the roadway, 20 to 25 feet either side of the CMP
culvert) by referencing the centerline of the existing 72-inch diameter CMP culvert and the
approximate centerline of the gravel road. (N.F.S.R. 420), with the as-drilled locations
subsequently recorded on the topographic survey performed by Sprinkle Surveying, P.A (Figure
2). The ground.-surface elevations at the two boring/coring locations were determined by the
surveyor (Sprinkle Surveying, P.A.) that performed the topographic. survey.for the project and
reference a benchmark at site datum elevation 1000.0 feet.
The two borings were drilled by mechanically twisting hollow-stem augers. into the soil to refusal
depths at approximately 8.7 feet (boring B-1) and 12 feet (boring B-2). Soil sampling and
penetration testing were performed in general accordance with ASTM D 1586. At assigned
intervals, soil samples were. obtained with a standard 1.4-inch I.D., 2-inch O.D. split-spoon
sampler. The sampler was first .seated 6 inches to penetrate any loose cuttings, and then driven an
additional 12 inches withblows of a 140-pound hammer falling 30 inches. The number of hammer
blows required to drive the sampler the final 12 inches was recorded and is designated the "N-
Value" or "penetration resistance". Once auger refusal depths were encountered, rock coring was
performed within the borehole in general accordance with ASTM D 2113 to penetrate refusal
materials and determine their continuity and condition. A 1.5-inch I.D. "NQ" size wireline core
barrel system was utilized with three individual core runs of approximately 5-feet length performed
within each borehole. Once the rock coring had been completed the entire length of the bore/core
holes were backfilled with soil cuttings.
3
r
Replacement Structure for Tipton Creek Crossing - Report of Geotechnical Exploration July 1, 2010
MA.CTEC Project 6152-10-0153.4
Representative portions of the split spoon soil samples were sealed in glass jars and returned to our
laboratory where they were visually classified by a geotechnical'engineer. The rock. core samples
were placed in boxes, the percent core recovery was measured, and the rock core was returned to our
laboratory where the Rock Quality Designation (RQD) was measured and the core described (logged)
by a geotechnical engineer and geologist. The RQD denotes the percentage of intact and sound rock
retrieved during coring and is a measure of the.degree of natural fracturing. To calculate the RQD all
pieces of intact and sound rock core equal to or greater than 4-inches long are summed and divided
by the total-letrgtl? of-the-core-run. Rock-core-desenptors-(-such-as-degee of-weathering-and
fracturing) were assigned in general accordance with the United States Army Corp of Engineer's
(USACE) Engineering Manual (EM-1110-1-2908).
The bore/core holes were sounded for the presence and depth of groundwater at the time of
completion of soil drilling (prior to rock coring with water). The sounding/measurement results are
recorded on the attached Test Boring and Rock Coring Records.
SUBSURFACE CONDITIONS
The following descriptions provide a general summary of the subsurface conditions encountered.
The attached Test Boring and Rock Coring Records represent our interpretation of the field
boring/coring logs based on engineering examination of the field samples. The lines designating the
interfaces between soil strata represent approximate boundaries and the transition between soil strata
may be gradual. - It should be noted that subsurface soil and rock conditions will vary between the
boring locations.
Soil
Each of the test borings encountered a surficial layer of silty sand with gravel that extended to a depth
of approximately 2.5 feet below existing ground surface. Below this surficial layer, fill or fill/alluvial
soil was encountered to depths of 6.5 and 8 feet in soil test borings B-1 and B-2, respectively. This
soil was sampled as loose and firm silty sand and silty, clayey, sand.
4

Replacement Structure for Tipton Creek Crossing : Report of Geotechnical Fxploration July, 1, 2010
MACTEC Project 6152-10-0153.4
Alluvial soil was encountered below the soil fill at a depth of 8 feet in boring B-2. The alluvial soil
encountered in boring B-2 extended to the top of rock at 12-feet depth and consisted of very dense
micaceous silty, clayey; sand, with fragments of partially weathered rock (PWR)..PWF, sampled as
micaceous silty sand, was encountered below the fill/alluvium layer at a depth of 6.5 feet in boring B-
1 and extended to the top of rock at 8.7-feet depth.
Table 1 provides a summary of depths and elevations of the bedrock surface encountered at the
Table 1. Depth and Elevation of Top of Rock
Existing Ground . Top of Rock
Boring No. Surface Elevation, Depth/Elevation, It
ft
B-1' 1002.6 8.7/993.9
B-2 1002.7 12 / 990.7
Rock
i
Highly and moderately weathered, intensely to moderately fractured sulfidic metagraywacke bedrock
was encountered from the top of rock at depths of 8.7 and 12 feet to depths of 15.1 and 16.1 feet, at
borings B-1 and B-2,. respectively. Highly and moderately weathered, intensely to slightly fractured
sulfidic slate and phyllite was then encountered to the coring termination depths of 23.5 and 27 feet at
borings B-1 and B-2, respectively. Table 2 provides a summary of rock core runs, percent core
recovery, RQD, and qualitative rock quality description.
5
Replacement Structure for Tipton Creek Crossing - Report of Geotechnical Exploration July 1, 2010
MACTECproject 6152-10-0153.4
Table 2. Summary of Rock Core Data
Rock Core Run Recovery (%) RQD (%) Rock Quality ti>
8.7 to 13.5 feet 83 7.8 Very Poor
13.5 to 18.5 feet 70 40.8 Poor
18.5 to 23.5 feet

. ,'.
_ _ - --? •? -
M 70
'Eg .F,._y„ ?e+v-
of .

5.? x 17.5 Very Poor
Vii. ?? ___ '"c .,. .-',;? • F'?"'ls"'? . _.
_f('n

n ..
12 to 17 feet 71 25 Poor
17 to 22 feet 100 82 Good
22 to 27 feet 100 100 Excellent
Per JSACE EM 1110-1-2908
FOUNDATION DESIGN AND CONSTRUCTION RECOMMENDATIONS
Due to the presence of relatively shallow bedrock at the anticipated bridge foundation locations and
the potential for scour during high creek flow, we recommend that the crossing structures be
supported on strip footing foundations that bear on bedrock. We recommend a minimum width of 2
feet for the foundations and a maximum allowable foundation bearing pressure of 20 ksf.. A
-coefficient of friction of 0.50 may be used for mass concrete placed on a clean rock surface in
evaluating resistance to sliding for the structure foundations.
Removal of cobbles and boulders during excavation of the structure foundations should be'
anticipated. Care should be taken to ensure that the foundations will be constructed with a level or
stepped bottom bearing on bedrock. Drilling and wedging or jack-hammering of rock encountered
during excavation for. the foundations may be required to achieve a level or stepped excavation
bottom. An engineering technician working under the supervision of the geotechnical engineer
j should observe the foundation excavations and document that the bottom of the excavations are
level or stepped and that the foundations will 'be bearing on rock as encountered in the core borings
described in this report.
Considering the difficulty of excavating a keyway within the foundation rock to provide lateral .
I
resistance against foundation sliding, we recommend the use of steel dowels grouted into the
6
r
Replacement Structure for Tipton Creek Crossing -Report of Geotechnical Fxploriztion July 1, 2010
MACTEC Project 6152-10-0153.4
foundation rock as an alternate to constructing a foundation keyway. The required dowel spacing and
embedment will depend on the design lateral loads and the size of dowels selected. Particular care
should be taken to ensure that the dowels are fully encapsulated in grout to prevent corrosion. In
addition, we recommend that the dowels be epoxy coated. An engineering technician working under
the direction of the geotechnical engineer should observe the installation of the dowels and document
that they comply with the specified size, spacing, embedment length, and grouting procedures.
--- For the silt} sand soil-typically-available-in the-site-area-for-use-as-backfill-behind-bridge-abutment
walls, we recommend using an equivalent fluid pressure of 74 psf per foot of depth in determining the
lateral earth pressure acting on the abutment walls. A wet unit weight of 125 pcf may be used in
determining earth fill loading on an arched culvert.
CONSTRUCTION AREA PREPARATION AND GRADING
Ground-Water Control
Ground-water control may be required during construction of the bridge foundations. Adequate
control of ground water entering the foundation excavations can be expected to be satisfactorily
accomplished by means of pumping from low points within the foundation excavations on/in
bedrock.
Surface Stripping
At the start of earthwork construction for the roadway approaches to the bridge, topsoil, vegetation,
debris, and surface soils containing organic material should be stripped from the construction area.
During stripping and rough grading, positive surface drainage should be maintained to prevent the
accumulation of surface water. If the exposed subgrade becomes excessively wet, or if conditions are
encountered different from those described previously in this report, the geotechnical engineer should
be contacted.
7
Replacement Structure for Tipton Creek Crossing - Report of Geotechnical Exploration July 1, 2010
MACTEC Project 6152-10-0153.4
Proofrolling
After surface stripping, we recommend that any areas to receive compacted structural fill be
proofrolled to detect unsuitable soil support conditions. Proofrolling should be performed with a
heavily loaded dump truck or with similar approved construction equipment. The proofroller should
make at least four passes over each location, with the last two passes. perpendicular to the first two.
Areas that wave, rut, or deflect excessively and continue to do so after several passes of the
proofroller should-be excavated-and-replaced-with-suitable-str-uctur-al-fill-material-(placed_and
compacted as recommended in this report).
Proofrolling should be done after a suitable period of dry weather to avoid degrading an otherwise
acceptable subgrade. The proofrolling should be monitored by an engineering technician working
under the supervision of the geotechnical engineer.
Construction of Structural Fill and Backfill
Fill used for raising the site grades for the roadway approaches to the crossing, or for replacement of
unsuitable material detected by .proofrolling should be uniformly compacted in 8 to 10 inch thick lifts
to at least 95 percent of the standard Proctor maximum dry density (ASTM D 698).
Before filling operations begin, representative samples of each proposed fill material should be
collected and tested to determine the compaction and classification characteristics. Although we have
not performed laboratory classification or compaction testing, based on our visual examination and
experience with similar type soils, the on-site soil appears to be suitable for use as structural fill. In
general, soils containing more than 5 percent (by weight) fibrous organic materials or having a
Plasticity Index (PI) greater than 30 (less than 15 is preferable) should not be used for fill. Once
compaction begins, a sufficient number of density tests should be performed by an experienced
engineering technician working under the direct supervision of the 'geotechnical engineer to measure
the degree of compaction being obtained.
8
t
Replacement Structure for Tipton Creek Crossing - Report of Geoeechnical Exploration
MACTEC Project 6152-10-0153.4
Qualifications of Report
July 1, 2010
Our evaluation of foundation support conditions has been based on our understanding of the
proposed construction and the conditions encountered in the test borings performed within the
general area of the foundations for the proposed crossing structures. The assessment of site
environmental conditions for the presence of pollutants in the soil, rock, or ground water of the site is
beyond the scope of this exploration.
Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that
conditions will not be as anticipated by the designers or contractors. In addition, the construction
process may itself alter subsurface conditions. Therefore, experienced geotechnical personnel should
observe and document the construction procedures used and the conditions encountered.
Unanticipated conditions and inadequate procedures should be reported to the design team along with
timely recommendations for addressing the unanticipated conditions or inadequate procedures. We
recommend that MACTEC be retained to provide this service based upon our familiarity with the
project, the subsurface conditions, and the intent of the recommendations and design.
We thank you for the opportunity to provide our professional geotechnical services during this phase
of your project and would be pleased to discuss our recommendations with youl
Respectfully Submitted,
MACTEC ENGINEERING AND CONSULTING, INC.
?ZyQujle?y, 5ti ?.4 Q. tiy•9
Tim PE
..= , SEAL Tr-'
Project Engineer ; 034909
Registered, North Carolin',T-.10
TPQ/SEB:tpq F ???G?W~\•.
1//lllllltti
Attachments: Figure 1- Site Location Map
Figure 2 Boring Location Plan
Test Boring and Rock Coring Record (2)
Steph E. Blevins, P. .
Seni r Principal
Registered, North Carolina 6207
9
ATTACHMENT
J
SITE.
MC DANIEL BALD, N.C. QUADRANGLE
35084-B7-TF-024
PRINTED 1957 QUADRANGLE LOCATION
REVISED 1976
MC DANIEL BALD
NOTE: SITE LOCATION IS APPROXIMATE.
CONTOUR INTERVAL 40 FEET
GRAPHIC SCALE FEET MACTEC
ENGINEERING AND CONSULTING, INC
24000 1000 0 2,000 4,000 ASHEVILLE• NORTH CAROLINA
SITE LOCATION MAP
TIPTON CREEK
REPLACEMENT STRUCTURE
CHEROKEE COUNTY, NORTH CAROLINA
DRAWN:-7W DATE: JUNE 2010
DFT CHECK: SCALE: 1" = 2,000'
ENG CHECK: JOB: 6152100153.4
[APPROVAL: ?? FIG: 1
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SOIL TEST BORINGS
BORING LOCATION PLAN
TIPTON CREEK
REPLACEMENT STRUCTURE
CHEROKEE COUNTY, NORTH CAROLINA
MACTEC
ENGINEERING AND CONSULTING, INC.
DRAWN: DATE: JUNE 2010
DFT CHECK: SCALE: 1"= -10,
ENG CHECK: JOB: 6152100153.4
APPROVAL: ?? FIG: 2
T REFERENCE: TOPOGRAPHIC SURVEY PROVIDED ELECTRONICALLY BY SPRINKLE SURVEYING, P.A. ON JUNE 28, 2010.
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Depth SOIL CLASSIFICATION AND REMARKS
(ft) SEE KEY SHEET FOR EXPLANATION OF
0 SYMBOLS AND ABBREVATIONS USED
2.5
6.5
8.7
15.1
.15. A
23.:
0
0
0
0
N
h
Elevation • STANDARD PENETRATION TEST N-Count
(ft) BLOWS/FT tst6"
2nd 6"
n 10 26 30 40 50 60 70 80 90100 %-11411 w.,..
FILL: Very firm, brown, micaceous, silty SAND with 10-18-12
gravel, moist (N=30)
FILL or ALLUVIUM: Firm, brown, micaceous, silty
SAND trace fine gravel, moist
9-5-7
998 (N=12)

PARTIALLY WEATHERED ROCK: Sampled as 6-50/4"
gray, brown, micaceous, silty, fine to medium SAND,
moist
Spoon and auger refusal at 8.7 feet.
ROCK: Moderately weathered, highly to intensely 993
fractured, hard, light gray, medium to coarse grained,
-massive-SULFIDIC-METAGRAYWACKE-_-_-_
-??
Yy

988
8
'
?
?cf?
#
intensely to
Moderately and highly weathered •
.S
1
Z?l3.57
F??!`F
,
moderately fractured, hard, light gray, QUARTZ ?pt/V 70?
EBBLE TO GRANULE METACONGLOMENATE
Highly and moderately weathered, intensely to
moderately fractured, hard to moderately. hard, dark .
gray, SULFIDIC SLATE AND PHYLLITE
Softer coring, very weathered rock from 15.8 to 16.8 983 #3 /lg?s-11o?3 ?'?,
feet. Rik
l
74
/Qat .e . r ? s/
Rock coring terminated at 23.5 feet.
Water loss throughout rock coring in all 3 core runs. .
DRILLER: R. Landeros (MACTEC - Atlanta)
EQUIPMENT: CME-55OX - Auto Hammer
METHOD: Power Auger/Rotary Core
HOLE DIA.: 6" diameter, auger hole, NQ size rock core
REMARKS: Groundwater was not encountered at time of soil test
boring.
THIS RECORD IS A REASONABLE INTERPRETATION OF
SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION.
SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER
TIMES MAY DIFFER INTERFACES BETWEEN STRATA ARE
APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE
GRADUAL.
TEST BORING AND ROCK'CORING RECORD;:
Boring: B-1
Date Drilled: 6/15/2010
Project: Tipton Creek Bridge
Project No.: 6152-10-0153.4
Prepared By:'7? Checked By. 5'73 Page 1 Of 1
?VIACTEC Engineering & Consulting, Inc.
r
Depth SOIL CLASSIFICATION AND REMARKS
(ft) I SEE KEY SHEET FOR EXPLANATION OF
0 OLS AND ABBREVATION USED
2.5
5.5
8
12
16.1
2'
0
n
a
V
°o
ri
0
0
N
Elevation STANDARD PENETRATION. TEST
(n> BLOWS/FT Nil 611
n to 20 30 40 50 60 70 80 90100°a w°"°?
SYMB
FILL: Firm, gay, silty SAND with gavel, moist 37-13-7
(N=20)
Loose, brown, silty, clayey, fine to medium SAND, trace
gravel, moist
7-3-2
998 °5)

Loose, brown, silty SAND, moist
3-3-2
(N=5)
ALLLTVIUM: Very dense, gay, brown, micaceous,
silty, clayey, fine to medium SAND, trace roots and fine 2.22 42
moist to wet
gavel 993 (N=64)
,
Partially weathered rock in sample.
Auger refusal'at 12 feet.
ROCK: Moderately and highly weathered, intensely to
highly fractured, soft to hard, light gay, medium to va/ #l C/Y.D 76 !7 -0 7C-e-f)
coarse gained, massive SULFIDIC.
METAGRAYWACKE
988 7/ e
f?4Z p = ? S?a
Moderately weathered, intensely to slightly fractured,
hard, dark gay SULFIDIC SLATE AND PHYLLITE
interbedded with quartz pebbles
FZVAI W.Z./7.o?vZ7.0 Fe ?
X?Ecov?' y -/??o

983 b,
JQl3z b . >:3 Z /?
I-Zv.3 (=z.o rb z7
F??cvV?Y = !??'a
978 IQd? 6
Rock coring terminated at 27 feet.
DRILLER: R. Landeros (MACTEC - Atlanta)
EQUIPMENT: CME-55OX - Auto Hammer
METHOD: Power Auger/Rotary Core
HOLE DIA.: 6" diameter, auger hole, NQ size rock core
REMARKS: Ground water ecountered at 10 feet at time of boring.
THIS RECORD IS A REASONABLE INTERPRETATION OF
SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION.
SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER
TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE
APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE
GRADUAL.
- ?s
TE?`T S?RIl???.?i?1D ROCK CflR?NG RE?OKD
Boring: B-2
Date Drilled: 6/17/2010
Project: Tipton Creek Bridge
Project No.: 6152-10-0153.4
Prepared By: '7;0Q( Checked By: 5?j Page 1 Of 1 ' :A
MACTEC Engineering & Consulting, Inc.
DECISION MEMO
Tipton Creek Crossing
USDA Forest Service Southern Region
Nantahala National Forest
Tusquitee Ranger District
Cherokee County, North Carolina
DECISION
I have decided to carry out activities needed to replace the undersized culvert on Tipton Creek on
National Forest System Road # 420 in Cherokee County, North Carolina (refer to map). The
existing culvert will be replaced with a bottomless arch, to be constructed over Tipton Creek.
Construction activities will require heavy equipment and some earth movement. All activities are
guided by "Best Management Practices" developed by the State of North Carolina as effective
means for preventing or reducing sediment and runoff.
REASONS FOR CATEGORICALLY EXCLUDING THE DECISION
These actions do not individually or cumulatively have a significant effect on the quality of the
human environment, and therefore, are categorically excluded from documentation in an
environmental impact statement (EIS) or an environmental assessment (EA). The specific category
is Section 31.12 Category 4: Repair and maintenance of roads, trails, and landline boundaries,
identified in the Forest Service Handbook (FSH) 1909.15-2008-1 (National Environmental Policy
Act Handbook).
FINDING OF NO EXTRAORDINARY CIRCUMSTANCES
The District interdisciplinary team screened these actions for the presence of any one of the
extraordinary circumstances identified in FSH 1909.15-2008-1. Section 30.4 lists the following
resource conditions that were considered:
1. Federally listed threatened or endangered species or designated critical habitat, species
proposed for Federal listing or proposed critical habitat, or Forest Service sensitive species;
2. Floodplains, wetlands, or municipal watersheds;
3. Congressionally designated areas, such as wilderness, wilderness study areas, or national
recreation areas;
4. Inventoried roadless areas or potential wilderness areas;
5. Research natural areas;
6. American Indians and Alaska Native religious or cultural sites;
7. Archaeological sites, or historic properties or areas.
I find that no extraordinary circumstances exist that warrant further analysis and documentation in
an EA or EIS.
Tipton Creek Crossing
1
PURPOSE AND NEED FOR THE ACTION
The arch crossing is needed to provide for the movement of fish and aquatic invertebrates along the
stream - particularly the southern Appalachian brook trout. The existing structure is a corrugated
metal pipe with local scour near the outlet. The proposed structure will be a Forest Service
bottomless culvert designed to Region 8 and National Forest in North Carolina standards, with the
potential of passing the Q100 with 2 feet of free board. Elevations in the drainage area range from
3280 feet above mean sea level at the project area to 4240 feet above msl at the highest point.
This decision will implement direction in the Nantahala and Pisgah National Forests Land and
Resource Management Plan to insure road stability and protection of the environment (Forest Plan
p.III-47), and to emphasize the protection of all developed stream channels.
SCOPING AND PUBLIC INVOLVEMENT
The purpose of scoping is to determine the issues and concerns related to the actions. Given the
specialized nature of the proposal, scoping was conducted by contacting technical experts in
fisheries management issues. Scoping for this project was accomplished by notification of the
North Carolina Wildlife Resource Commission. This project was developed in consultation with
the NCWRC fisheries biologists.
FINDINGS REQUIRED BY OTHER LAWS
Forest Plan Consistency - The actions in this decision are consistent with the Land and Resource
Management Plan for the Nantahala and Pisgah National Forests (Forest Plan) and all Amendments
to the Forest Plan.
Federally listed threatened or endangered species, species proposed for Federal listing, and
Forest Service sensitive species - Implementing the actions in this decision will have no effect on
threatened, endangered or any other proposed species. Implementing the action in this decision will
not affect the viability of species or create significant trends towards Federal listing of the species
under the Endangered Species Act.
Heritage Resources - Implementing the actions in this decision has no potential for effect, adverse
or beneficial, to a National Register of Historic Places (NRHP) eligible heritage resource.
NOTICE, COMMENT AND APPEAL OPPORTUNITIES
These actions are not subject to legal notice and opportunity to comment (36 CFR 215.4(a)). This
decision is not appealable (36 CFR 215.12(f)).
Tipton Creek Crossing
2

Steve Lohr DATE
District Ranger
Tusquitee Ranger District
Tipton Creek Crossing
3

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