20221256 Ver 1_401 Application_20220906

Staff Review Form
NORTH CAROLINA
Envlronm¢ntcl Qvofiry
Updated September 4, 2020
Staff Review
Does this application have all the attachments needed to accept it into the review process?*
Yes No
ID# *
20221256
Version* 1
Is this project a public transportation project?*
Reviewer List:*
Select Reviewing Office: *
Submittal Type:*
Yes
• No
Amy Annino:eads\amannino
Asheville Regional Office - [phone]
401 Application
Does this project require a request for payment to be sent?*
Yes
No
How much is owed?* $240.00
$570.00

Project Submittal Form
Please note: fields marked with a red asterisk * below are required. You will not be able to submit the form until all
mandatory questions are answered.
Project Type: *
For the Record Only (Courtesy Copy)
New Project
Modification/New Project with Existing ID
More Information Response
Other Agency Comments
Pre -Application Submittal
Re-Issuance\Renewal Request
Stream or Buffer Appeal
Pre -Filing Meeting Date Request was submitted on:
2/22/2021
Project Contact Information
.................................................................................................................................
Name: Alan Babineau
Who is submitting the information?
Email Address: [e-mail]
Project Information
...........................
Project Name: Mountain Camp Dam Modification
Is this a public transportation project?
Yes
No
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
Yes No Unknown
County (ies)
Macon
Please upload all files that need to be submited.
Click the upload button or drag and drop files here to attach document
Highlands PCN.pdf
Highlands PCN supplementary packet Final.pdf
8.31.22_Highlands_Pond_401.pdf
Only pdf or kmz files are accepted.
2.5MB
33.11MB
4.17MB

Describe the attachments or
comments:
This project has already been permitted for a USACE NW3 permit. Per conversation with Amy Annino, we were
advised to concur with 401 permitting. Attached is the previous PCN submittal for the NW3 permit, as well as
additional supporting documentation.
See that attached document "8.31.22_Highlands_Pond_401" for detailed plans regarding updated erosion
control measures. In summary, water will be pumped down to ensure that discharge downstream does not
increase turbidity of Turtle Pond Creek and that 70% percent normal flow is maintained during construction
activities.
Sign and Submit
By checking the box and signing box below, I certify that:
• I, the project proponent, hereby certifies that all information contained herein is true, accurate, and complete to the
best of my knowledge and belief.
• I, the project proponent, hereby requests that the certifying authority review and take action on this CWA 401
certification request within the applicable reasonable period of time.
• I agree that submission of this online form is a "transaction" subject to Chapter 66, Article 40 of the NC General
Statutes (the "Uniform Electronic Transactions Act");
• I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General
Statutes (the "Uniform Electronic Transactions Act");
• I understand that an electronic signature has the same legal effect and can be enforced in the same way as a
written signature; AND
• I intend to electronically sign and submit the online form.
Signature:
Submittal Date: 09/06/2022
Is filled in automatically.

6/24/22, 2:23 PM
Submission Completed
DWR
DEvislan of Water Resources
Pre -Construction Notification (PCN) Form
For Nationwide Permits and Regional General Permits
(along with corresponding Water Quality Certifications)
April 13, 2022 Ver 4.3
Please note: fields marked with a red asterisk * below are required. You will not be able to submit the form until all
mandatory questions are answered.
Also, if at any point you wish to print a copy of the E-PCN, all you need to do is right -click on the document and you can
print a copy of the form.
Below is a link to the online help file.
https://edocs.deq.nc.gov/WaterResources/0/edoc/624704/PCN%20Help%20File%202018-1-30.pdf
A. Processing Information
Pre -Filing Meeting Date Request was submitted on: *
2/22/2021
If this is a courtesy copy, please fill in this with the submission date.
County (or Counties) where the project is located:*
Macon
Is this a NCDMS Project*
Yes No
Click Yes, only if NCDMS is the applicant or co -applicant.
Is this project a public transportation project?*
Yes No
This is any publicly funded by municipal,state or federal funds road, rail, airport transportation project.
https://edocs.deq.nc.gov/Forms/Form/Submit 1/15

6/24/22, 2:23 PM Submission Completed
la. Type(s) of approval sought from the Corps: *
Section 404 Permit (wetlands, streams and waters, Clean Water Act)
Section 10 Permit (navigable waters, tidal waters, Rivers and Harbors Act)
Has this PCN previously been submitted? *
Yes
No
1 b. What type(s) of permit(s) do you wish to seek authorization? *
Nationwide Permit (NWP)
Regional General Permit (RGP)
Standard (IP)
lc. Has the NWP or GP number been verified by the Corps?*
Yes No
Nationwide Permit (NWP) Number: 03 - Maintenance
NWP Numbers (for multiple NWPS):
List all NW numbers you are applying for not on the drop down list.
1 d. Type(s) of approval sought from the DWR: *
check all that apply
401 Water Quality Certification - Regular
Non-404 Jurisdictional General Permit
Individual 401 Water Quality Certification
401 Water Quality Certification - Express
Riparian Buffer Authorization
le. Is this notification solely for the record because written approval is not required?
*
For the record only for DWR 401 Certification: Yes No
For the record only for Corps Permit:
1f. Is this an after -the -fact permit application?*
Yes No
Yes No
https://edocs.deq.nc.gov/Forms/Form/Submit 2/15

6/24/22, 2:23 PM Submission Completed
1g. 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 No
Acceptance Letter Attachment
Click the upload button or drag and drop files here to attach document
FILE TYPE MUST BE PDF
1 h. Is the project located in any of NC's twenty coastal counties? *
Yes No
1 j. Is the project located in a designated trout watershed? *
Yes No
You must submit a copy of the appropriate Wildlife Resource Commission Office.
Link to trout information: http://www.saw.usace.army.mil/Missions/Regulatory-Permit-Program/Agency-
Coordination/Trout.aspx
B. Applicant Information
la. Who is the Primary Contact?*
Adam Williams
lb. Primary Contact Email:*
[e-mail]
1 d. Who is applying for the permit?*
Owner
(Check all that apply)
1 e. Is there an Agent/Consultant for this project? *
Yes No
2. Owner Information
2a. Name(s) on recorded deed:*
Allegro Leasing, LLC
lc. Primary Contact Phone:*
(xxx)xxx-xxxx
[phone]
Applicant (other than owner)
https://edocs.deq.nc.gov/Forms/Form/Submit 3/15

6/24/22, 2:23 PM Submission Completed
2b. Deed book and page no.:
39/1689
2c. Contact Person:
(for Corporations)
RK Whitehead
2d. Address*
Street Address
2600 Atlanta Hwy
Address Line 2
City State / Province / Region
Gainesville Georgia
Postal / Zip Code Country
30504 USA
2e. Telephone Number: *
(xxx)xxx-xxxx
[phone]
2f. Fax Number:
(xxx)xxx-xxxx
2g. Email Address: *
[e-mail]
3. Applicant Information (if different from owner)
3a. Name: *
RK Whitehead
3b. Business Name:
(if applicable)
Allegro Leasing, LLC
https://edocs.deq.nc.gov/Forms/Form/Submit 4/15

6/24/22, 2:23 PM Submission Completed
3c. Address*
Street Address
2600 Atlanta Hwy
Address Line 2
City
Gainesville
Postal / Zip Code
30504
3d. Telephone Number: *
[phone]
(xxx)xxx-xxxx
3f. Email Address:*
[e-mail]
4. Agent/Consultant (if applicable)
4a. Name: *
Adam Williams
4b. Business Name:
(if applicable)
Brushy Fork Environmental Consulting, Inc.
State / Province / Region
Florida
Country
USA
3e. Fax Number:
(xxx)xxx-xxxx
4c. Address*
Street Address
10565 Highway 421 South
Address Line 2
City State / Province / Region
Trade Tennessee
Postal / Zip Code Country
37691 USA
4d. Telephone Number: *
[phone]
(xxx)xxx-xxxx
4e. Fax Number:
(xxx)xxx-xxxx
https://edocs.deq.nc.gov/Forms/Form/Submit 5/15

6/24/22, 2:23 PM Submission Completed
4f. Email Address:*
[e-mail]
C. Project Information and Prior Project History
1. Project Information
1 a. Name of project: *
Mountain Camp Dam Modification
1 b. Subdivision name:
(if appropriate)
lc. Nearest municipality / town: *
Highlands, NC
2. Project Identification
2a. Property Identification Number: 2b. Property size:
(tax PIN or parcel ID) (in acres)
7429546285 82.62
2c. Project Address
Street Address
3872 Dillard Rd
Address Line 2
City
Highlands
Postal / Zip Code
28741
2d. Site coordinates in decimal degrees
State / Province / Region
North Carolina
Country
USA
Please collect site coordinates in decimal degrees. Use between 4-6 digits (unless you are using a survey -grade GPS
device) after the decimal place as appropriate, based on how the location was determined. (For example, most mobile
phones with GPS provide locational precision in decimal degrees to map coordinates to 5 or 6 digits after the decimal
place.)
https://edocs.deq.nc.gov/Forms/Form/Submit 6/15

6/24/22, 2:24 PM Submission Completed
Latitude:*
35.037334
ex: 34.208504
3. Surface Waters
Longitude:*
-83.255734
-77.796371
3a. Name of the nearest body of water to proposed project:*
Turtle Pond Creek
3b. Water Resources Classification of nearest receiving water: *
C;Tr
Surface Water Lookup
3c. What river basin(s) is your project located in?*
Little Tennessee
3d. Please provide the 12-digit HUC in which the project is located.*
060102020201
River Basin Lookup
4. Project Description and History
4a. 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 project is located in a rural -residential area and forested. There is a pond (1.07 - 1.23 acres) used for
recreational use. There is a broken dam located at the southern portion of the pond. There is an emergency
spillway located at the north-eastern portion of the pond. Currently primary riser is clogged and stream flow is
routed through the emergency spillway channel to the NCDOT culvert. Overflow from the spillway drains into
a culvert that passes below Dillard Road into Turtle Pond Creek. Dillard Road is located directly north of the
pond.
4b. Have Corps permits or DWR certifications been obtained for this project (including all prior phases) in the
past?*
Yes No Unknown
4f. List the total estimated acreage of all existing wetlands on the property:
https://edocs.deq.nc.gov/Forms/Form/Submit 7/15

6/24/22, 2:24 PM Submission Completed
4g. List the total estimated linear feet of all existing streams on the property:
(intermittent and perennial)
4h. Explain the purpose of the proposed project: *
The proposed project serves to repair an existing dam structure and emergency spillway system, allowing for
better drainage/discharge and reduced erosion into Turtle Pond Creek. This project is also being permitted
through NC dam safety.
4i. Describe the overall project in detail, including indirect impacts and the type of equipment to be used: *
Project will include excavation of dam site and repair to pre-existing water control structure (WCS).
Renovations to existing dam structure include the installation of a complete principal spillway system, an
internal embankment drainage system, and repairs of the current emergency spillway system (see site design
in supplementary material packet). Repairs to emergency spillway system will include installation of a rock -
lined channel with rock sills and a vegetated channel directed to the road culvert outlet. Banks will be sloped
back and stabilized using coir matting and livestakes. A riparian buffer of native tree and shrub species will be
planted. Equipment for this proposed construction includes track -hoes, skid steers, and dump trucks.
5. Jurisdictional Determinations
5a. Have the wetlands or streams been delineated on the property or proposed impact areas? *
Yes No Unknown
Comments:
5b. If the Corps made a jurisdictional determination, what type of determination was made?*
Preliminary Approved Not Verified Unknown N/A
Corps AID Number:
Example: SAW-2017-99999
5c. If 5a is yes, who delineated the jurisdictional areas?
Name (if known):
Agency/Consultant
Company:
Other:
6. Future Project Plans
https://edocs.deq.nc.gov/Forms/Form/Submit 8/15

6/24/22, 2:24 PM Submission Completed
6a. Is this a phased project?*
Yes No
Are any other NWP(s), regional general permit(s), or individual permits(s) used, or intended to be used, to
authorize any part of the proposed project or related activity? This includes other separate and distant
crossing for linear projects that require Department of the Army authorization but don't require pre -
construction notification.
D. Proposed Impacts Inventory
1. Impacts Summary
la. Where are the impacts associated with your project? (check all that apply):
Wetlands Streams -tributaries
Open Waters Pond Construction
Buffers
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.
"S." will be used in the table below to represent the word "stream".
3a. Reason for
impact*(')
3b.Impact
type*
3c. Type of
impact*
3d. S. name*
3e. Stream
Type*(')
3f. Type of
Jurisdiction*
3g. S.
width*
3h.
Impact
length*
si
Dam
modification
Permane
nt
Relocation
Turtle Pond
Creek
Perennial
Both
11
Average
(feet)
142
(linear
feet)
** All Perennial or Intermittent streams must be verified by DWR or delegated local government.
3i. Total jurisdictional ditch impact in square feet:
0
3i. Total permanent stream impacts:
142
https://edocs.deq.nc.gov/Forms/Form/Submit
9/15

6/24/22, 2:24 PM Submission Completed
3i. Total temporary stream impacts:
0
3i. Total stream and ditch impacts:
142
3j. Comments:
Turtle Pond Creek was temporarily relocated to the pond emergency spillway, this project
will restore the stream to its original channel at the pond outlet. The 142 linear feet of
impact includes spillway down to NCDOT culvert.
E. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project: *
Design measures which minimize impacts include channel stabilization with rock and
vegetation. All disturbed buffer areas will be immediately seeded upon completion,
matted (coir matting) and stabilized at the close of each construction day.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction
techniques: *
Pond will be drained using a temporary diversion channel prior to construction activities
near dam and spillway to ensure safe discharge of water downstream of dam. All bank
disturbances will be stabilized same day, covered with coir matting, and live -staked to
reduce sedimentation during construction. Only well maintained equipment will be used;
no leaks will be tolerated. Equipment will work from stream banks and pond edges
whenever possible and from the channel only when absolutely necessary. Following
construction, the banks of the restored channel will be seeded with a native floodplain mix
(permanent seed). Matting staples will be used to secure the coir matting in these high -
stress areas.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the
State
2a. Does the project require Compensatory Mitigation for impacts to Waters of the U.S. or Waters of the State?
Yes No
https://edocs.deq.nc.gov/Forms/Form/Submit 10/15

6/24/22, 2:24 PM Submission Completed
2b. If this project DOES NOT require Compensatory Mitigation, explain why:
This is a repair to a pre-existing water control structure and stream bank restoration, which will not have
impacts requiring mitigation on Water of the U.S. or Waters of the State.
NC Stream Temperature Classification Maps can be found under the Mitigation Concepts tab on the Wilmington
District's RIBITS website.
F. Stormwater Management and Diffuse Flow Plan (required
by DWR)
* Recent changes to the stormwater rules have required updates to this section .***
1. Diffuse Flow Plan
la. Does the project include or is it adjacent to protected riparian buffers identified within one of the NC
Riparian Buffer Protection Rules?
Yes No
For a list of options to meet the diffuse flow requirements, click here.
If no, explain why:
Project is not in a protected riparian buffer.
2. Stormwater Management Plan
2a. Is this a NCDOT project subject to compliance with NCDOT's Individual NPDES permit NCS000250?*
Yes No
2b. Does this project meet the requirements for low density projects as defined in 15A NCAC 02H .1003(2)? *
Yes No
To look up low density requirement click here 15A NCAC 02H .1003(2).
Comments:
G. Supplementary Information
https://edocs.deq.nc.gov/Forms/Form/Submit 11/15

6/24/22, 2:24 PM Submission Completed
1. Environmental Documentation
la. Does the project involve an expenditure of public (federal/state/local) funds or the use of public
(federal/state) land?*
Yes No
2. Violations (DWR Requirement)
2a. Is the site in violation of DWR Water Quality Certification Rules (15A NCAC 2H .0500), Isolated Wetland
Rules (15A NCAC 2H .1300), or DWR Surface Water or Wetland Standards or Riparian Buffer Rules (15A NCAC
2B .0200)?*
Yes No
3. Cumulative Impacts (DWR Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? *
Yes No
3b. If you answered "no," provide a short narrative description.
A water control structure repair and stream stabilization of Turtle Pond Creek will not
result in additional development in the area.
4. Sewage Disposal (DWR Requirement)
4a. Is sewage disposal required by DWR for this project? *
Yes No N/A
5. Endangered Species and Designated Critical Habitat (Corps
Requirement)
5a. Will this project occur in or near an area with federally protected species or habitat? *
Yes No
5b. Have you checked with the USFWS concerning Endangered Species Act impacts? *
Yes No
https://edocs.deq.nc.gov/Forms/Form/Submit 12/15

6/24/22, 2:24 PM Submission Completed
5c. If yes, indicate the USFWS Field Office you have contacted.
Asheville
5d. Is another Federal agency involved?*
Yes No
5e. Is this a DOT project located within Division's 1-8?*
Yes No
Unknown
5f. Will you cut any trees in order to conduct the work in waters of the U.S.?*
Yes No
5g. Does this project involve bridge maintenance or removal?*
Yes No
Link to the NLEB SLOPES document: http://saw-reg.usace.army.mil/NLEB/1-30-17-signed_NLEB-SLOPES&apps.pdf
5h. Does this project involve the construction/installation of a wind turbine(s)?* *
Yes No
5i. Does this project involve (1) blasting, and/or (2) other percussive activities that will be conducted by
machines, such as jackhammers, mechanized pile drivers, etc.?*
Yes No
5j. What data sources did you use to determine whether your site would impact Endangered Species or
Designated Critical Habitat?*
BFEC completed the USFW IPaC regulatory review process; consultation is attached.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as an Essential Fish Habitat? *
Yes No
6b. What data sources did you use to determine whether your site would impact an Essential Fish Habitat? *
NOAA Essential Fish Habitat Mapper, GIS
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
Link to the State Historic Preservation Office Historic Properties Map (does not include archaeological data:
http_//gis.ncdcr.gov/hpoweb/
https://edocs.deq.nc.gov/Forms/Form/Submit 13/15

6/24/22, 2:24 PM Submission Completed
7a. Will this project occur in or near an area that the state, federal or tribal governments have designated as
having historic or cultural preservation status (e.g., National Historic Trust designation or properties
significant in North Carolina history and archaeology)? *
Yes No
7b. What data sources did you use to determine whether your site would impact historic or archeological
resources?*
NCHPO GIS Service
8. Flood Zone Designation (Corps Requirement)
Link to the FEMA Floodplain Maps: https://msc.fema.gov/portal/search
8a. Will this project occur in a FEMA-designated 100-year floodplain? *
Yes No
8c. What source(s) did you use to make the floodplain determination?*
FEMA Flood Map Service Center online mapping tool.
Miscellaneous
Comments
Please use the space below to attach all required documentation or any additional information you feel is
helpful for application review. Documents should be combined into one file when possible, with a Cover Letter,
Table of Contents, and a Cover Sheet for each Section preferred.
Click the upload button or drag and drop files here to attach document
Highlands PCN supplementary packet Final.pdf 33.11MB
File must be PDF or KMZ
Signature
*
By checking the box and signing below, I certify that:
https://edocs.deq.nc.gov/Forms/Form/Submit 14/15

6/24/22, 2:24 PM Submission Completed
• The project proponent hereby certifies that all information contained herein is true, accurate, and complete
to the best of my knowledge and belief'; and
• The project proponent hereby requests that the certifying authority review and take action on this CWA 401
certification request within the applicable reasonable period of time.
• I have given true, accurate, and complete information on this form;
• I agree that submission of this PCN form is a "transaction" subject to Chapter 66, Article 40 of the NC
General Statutes (the "Uniform Electronic Transactions Act");
• I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC
General Statutes (the "Uniform Electronic Transactions Act");
• I understand that an electronic signature has the same legal effect and can be enforced in the same way as
a written signature; AND
• I intend to electronically sign and submit the PCN form.
Full Name:*
Alan Babineau
Signature*
7f4a Pavia
Date
6/24/2022
https://edocs.deq.nc.gov/Forms/Form/Submit 15/15

MOUNTAIN CAMP DAM (STATE ID: MACON-047) MODIFICATION
Macon County, Highlands, NC
DAM OWNER:
ALLEGRO LEASING, LLC.
3872 DILLARD ROAD, HIGHLANDS NC 28741
CONTACT: BEVERLY CREE, ACTING EXECUTIVE
DIRECTOR, MOUNTAIN RETREAT AND LEARNING CENTER
828-526-5838
PROJECT LOCATION: (35.037334, -83.255734)
MOUNTAIN RETREAT & LEARNING CENTER
3872 DILLARD ROAD, HIGHLANDS, NC 28741
PROJECT ENGINEER:
BRUSHY FORK ENGINEERING DIVISION, PLLC
10564 HIGHWAY 421 SOUTH, TRADE, TN 37691
MELANIE CARTER, PE, PHD
[e-mail], 276-623-7918
DAM SIZE CLASSIFICATION: SMALL
DAM HAZARD CLASSIFICATION: HIGH, CLASS C
SHEET INDEX
COVER
WATERSHED -INUNDATION MAP
CONSTRUCTION NOTES AND LEGEND
1
2
3
EXISTING CONDITIONS MAP 4
PROPOSED OVERALL SITE PLAN 5
CONSTRUCTION - ESC SEQUENCE PHASE 1 6
SITE PREPARATION
CONSTRUCTION - ESC SEQUENCE PHASE 2 7
DEWATERING
CONSTRUCTION - ESC SEQUENCE PHASE 3 8
PRINCIPAL SPILLWAY INSTALLATION
CONSTRUCTION - ESC SEQUENCE PHASE 4 9
PRINCIPAL SPILLWAY INSTALLATION
PRINCIPAL SPILLWAY PROFILE / CROSS SECTION 10
CONSTRUCTION - ESC SEQUENCE PHASE 5 11
EMERGENCY SPILLWAY INSTALLATION
EMERGENCY SPILLWAY PROFILE / 12
CROSS SECTION
EROSION SEDIMENT CONTROL DETAILS 13-14
AND SPECIFICATIONS
CONSTRUCTION DETAILS AND SPECIFICATIONS 15-18
0
5,000
Project Location
10,000 Feet
0
100
200
H
400
Feet
LEGEND
❑ Pond — Road Centerline
Property Boundary — Turtle Pond Creek
GENERAL NOTES:
1. DAM MODIFICATION WILL INCLUDE INSTALLATION OF A
NEW PRIMARY OUTLET RISER, REPLACEMENT OF A BARREL,
REPAIR OF AN EMERGENCY SPILLWAY, AND
IMPROVEMENTS TO DAM STABILITY.
2. SURVEY DATA PRESENTED HEREIN COLLECTED BY KEE
MAPPING AND SURVEYING AND PROVIDED IN THE
EXISTING CONDITIONS TOPOGRAPHIC SURVEY & PARTIAL
BOUNDARY SURVEY FOR MOUNTAIN RETREAT & LEARNING
CENTER (DATED 1/15/21).
3. CONTOUR DATA PRESENTED IN THIS DOCUMENT IS TAKEN
FROM NCDOT LIDAR DATA (2' and 10' CONTOURS).
4. HORIZONTAL AND VERTICAL GRID CONTROL TIED TO
PROJECT BY KEY MAPPING AND SURVEYING, PLS# L-4977.
5. PRIOR TO CONSTRUCTION, BFEC WILL VALIDATE AND
FLAG CONTROL POINTS IDENTIFIED IN THESE DRAWINGS
(SEE SHEET 3, CONTROL POINT TABLE)
6. ALL UTILITIES SHOWN IN THE PLAN SHEETS WERE LOCATED
BY KEE MAPPING AND SURVEYING BASED ON VISIBLE
ABOVE GROUND STRUCTURES. ANY UNDERGROUND
UTILITIES SHOWN ARE APPROXIMATED. THE CONTRACTOR
IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND
UTILITIES PRIOR TO CONSTRUCTION ACTIVITIES BY
CONTACTING 811.
60% PROGRESS DRAWINGS
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CONSTRUCTION NOTES
1. DURING CONSTRUCTION, THE PROJECT
ENGINEER AND THE GEOTECHNICAL ENGINEER
SHALL PROVIDE CONSTRUCTION INSPECTION.
THE CONTRACTOR SHALL PROVIDE MATERIAL
TESTING.
2. THE CONTRACTOR SHALL PROVIDE SITE ACCESS
TO THE OWNER, PROJECT ENGINEER,
GEOTECHNICAL ENGINEER AND TESTING
PERSONNEL AND REGULATORY STAFF.
3. GEOTECHNICAL ENGINEERING INVESTIGATION
AND LOGS OF BORINGS ARE PROVIDED IN THE
DESIGN REPORT APPENDIX 4.
4. INSPECTIONS WILL BE PROVIDED BY A
GEOTECHNICAL ENGINEER AND THE PROJECT
ENGINEER FOR CONSTRUCTION AND MATERIALS
DURING THE PROJECT.
GENERAL DESIGN PARAMETERS
WATERSHED AREA: 31.4 AC
WATERSHED CURVE NUMBER: 40
% IMPERVIOUS: 0
WATERSHED LAG TIME: 12 MIN
NORMAL POOL ELEVATION: 3922.0 FT
NORMAL POOL SURFACE AREA: 1.07 AC
EMERGENCY SPILLWAY ELEVATION: 3923.0 FT
EMERGENCY SPILLWAY POND AREA: 1.17 AC
EMERGENCY SPILLWAY WIDTH: 11.5 FT
TOP OF DAM ELEVATION: 3924.0 FT
TOP OF DAM SURFACE AREA: 1.23 AC
50-YR, 24-HR STORM PEAK INFLOW: 54.9 CFS
50-YR, 24-HR STORM PEAK ELEVATION: 3922.87 FT
1/3 PMP, 24-HR PEAK INFLOW:
1/3 PMP, 24-HR PEAK ELEVATION:
95.5 CFS
3923.6 FT
ESTIMATED DEWATERING TIME: 10-20 HRS
(DEPENDENT ON BOTTOM DRAIN CONDITION)
ESTIMATED REFILL TIME: 4.5 DAYS
(ASSUME BASEFLOW MAX 1 CFS; DRY CONDITIONS)
Control Point Table
Control
Point'
Survey Reference
Northing (ft)
Fasting (ft)
Elevation (ft)
KBC "KEE" (500)
495999. 14
7268 1 6.28
3924.2
2
KBC "KEE" (50 I )
495832.5
7265 1 6.45
3924.5
3
KBC "KEE" (306)
495772.8
726664.2 1
3923.8
4
KBC "KEE" (300)
495625.2
726348.04
3929.4
5
KBC "KEE" (30 I )
495546.3
726553.85
3928.6
DATUM: NAD83 (20 1 1) NAVD 88, *5/8" KBR/CAP
GENERAL CONSTRUCTION SEQUENCE:
THIS SECTION INCLUDES SUMMARY STEPS, MORE
DETAILS ARE PROVIDED IN THE CONSTRUCTION - ESC
SEQUENCE PHASES 1-5 (SHEET 6-12).
1. MOBILIZATION - PREPARE SITE BY INSTALLING
PERIMETER EROSION AND SEDIMENT CONTROL,
INCLUDING CONSTRUCTION ENTRANCE, SILT
FENCE, STOCKPILE AREAS, CONSTRUCTION
ACCESS, TREE REMOVAL.
2. INSTALL A 6" PUMP TO PUMP DOWN POND
WATER LEVEL TO BASE FLOW AND MINIMIZE
TURBIDITY DOWNSTREAM OF DAM.
3. EXCAVATE DAM CONSTRUCTION ACCESS
THROUGH DAM EMBANKMENT.
4. INSTALL TEMPORARY DIVERSION CHANNEL
THROUGH DAM EMBANKMENT AND ROUTE
STREAMFLOW INTO DIVERSION CHANNEL.
5. COFFER AREA AROUND PRINCIPAL SPILLWAY
CONCRETE FOOTER USING EARTH EMBANKMENT.
6. INSTALL PRINCIPAL SPILLWAY CONCRETE
FOOTER.
7. INSTALL HDPE RISER STRUCTURE, INCLUDING ALL
ACCESSORIES.
8. EXCAVATE DAM EMBANKMENT OVER PRINCIPAL
SPILLWAY BARREL.
9. REMOVE FORMER OUTLET PIPE AND BOTTOM
DRAIN.
10. INSTALL HDPE BARREL INCLUDING ALL
ACCESSORIES.
11. INSTALL OUTLET PROTECTION AND ROCK -LINED
CHANNEL BETWEEN END OF PRINCIPAL
SPILLWAY AND ROAD CULVERT.
12. BACKFILL DAM EMBANKMENT IN 6-12-IN
COMPACTED LIFTS, INCLUDING INSTALLATION
OF FILTER DRAIN.
13. REMOVE CONSTRUCTION ACCESS AND
PERMANENTLY STABILIZE ALL DISTURBED AREAS
ON DAM EMBANKMENT AND BETWEEN DAM
AND ROAD EMBANKMENT.
14. REMOVE ALL TREES GROWING NEAR
EMERGENCY SPILLWAY ON THE DOWNSTREAM
SIDE OF THE DAM.
15. MODIFY EMERGENCY SPILLWAY BY REMOVING
PART OF THE EXISTING CONCRETE PAD,
INSTALLATION OF CONCRETE CUT-OFF WALL,
ROCK -LINED CHANNEL, AND ROCK SILLS.
16. INSTALL VEGETATED CHANNEL BETWEEN
ROCK -LINED CHANNEL AND ROAD CULVERT.
17. PERMANENTLY STABILIZE ALL DISTURBED AREAS
NEAR EMERGENCY SPILLWAY.
18. REMOVE PERIMETER EROSION AND SEDIMENT
CONTROL DEVICES AND PERMANENTLY
STABILIZE ALL REMAINING DISTURBED AREAS.
EROSION AND SEDIMENT CONTROL NOTES
AREA OF DISTURBANCE = 0.76 AC
1. ALL CONSTRUCTION ACTIVITIES FOR THIS PROJECT
MUST COMPLY WITH THE NORTH CAROLINA
SEDIMENTATION CONTROL LAW AND EROSION AND
SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL (2013).
2. EROSION AND SEDIMENT CONTROL SUGGESTED
MEASURES ARE SHOWN IN THE CONSTRUCTION-ESC
SEQUENCE PHASE DRAWINGS (SHEET 6-12) WITH
DETAILS AND SPECIFICATIONS PROVIDED (SHEET
13-14).
3. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR SITE
CONDITIONS AND COMPLYING WITH ALL NC ESC
LAWS AND REGULATIONS.
4. THE CONTRACTOR SHALL NOTIFY THE PROJECT
ENGINEER PRIOR TO ANY MODIFICATIONS TO THE
CONSTRUCTION SEQUENCE AND ACTIVITIES
DESCRIBED IN THESE PLAN SHEETS AND THE DESIGN
REPORT.
5. NO CONSTRUCTION ACTIVITIES SHALL OCCUR
OUTSIDE THE LIMITS OF DISTURBANCE.
6. ALL CONSTRUCTION ACTIVITIES SHALL BE CARRIED
OUT DURING DRY CONDITIONS, DISTURBED AREAS
SHALL BE STABILIZED PRIOR TO FORECASTED RAIN
EVENTS.
7. PERIMETER CONTROL MEASURES, INCLUDING
CONSTRUCTION ENTRANCE, ESTABLISHMENT OF
STOCKPILE/STAGING AREAS, AND SILT FENCE
INSTALLATION SHALL BE INSTALLED PRIOR TO
INITIATING CONSTRUCTION ACTIVITIES.
8. DURING SITE GRADING, TOPSOIL SHALL BE
TEMPORARILY STOCKPILED AND RE -APPLIED DURING
FINAL GRADING.
9. ALL CONSTRUCTION MATERIALS, INCLUDING ROCK
AND SOIL MATERIAL SHALL BE STOCKPILED AND
STAGED AT DESIGNATED AREAS WITH SILT FENCE
PROTECTION.
10. THE MAXIMUM SLOPE FOR ALL GRADING ACTIVITIES
IS 2:1, WITH 3:1 PREFERRED WHERE EVER POSSIBLE.
11. DURING PRINCIPLE SPILLWAY INSTALLATION, ALL
STREAMFLOW SHALL BE DIVERTED TO A TEMPORARY
DIVERSION CHANNEL (SEE DETAIL). CONSTRUCTION
EQUIPMENT SHALL BE KEPT OUT OF STREAMFLOW
CHANNEL AREAS WITHIN THE POND INTERIOR AND
WITHIN OUTFLOW CHANNELS. TEMPORARY STREAM
CROSSINGS SHALL BE INSTALLED OVER ALL
CONCENTRATED FLOW AREAS WHEN NEEDED.
12. FOLLOWING CONSTRUCTION ACTIVITIES IN
DESIGNATED AREAS, ALL DISTURBED AREAS SHALL BE
STABILIZED IMMEDIATELY WITH SEEDING ( DETAILS:
TEMPORARY AND PERMANENT SEEDING), AND
STRAW OR EROSION CONTROL MATTING (SEE
DETAIL).
13. THE CONTRACTOR IS RESPONSIBLE FOR IMMEDIATELY
REMOVING ALL CONSTRUCTION EQUIPMENT,
MATERIALS, ESC PERIMETER CONTROL MEASURES,
EXCAVATED SOIL, DEBRIS, AND REFUSE FROM THE
PROJECT SITE.
-OW-
3900
EXISTING CONDITION LEGEND
CONTROL POINT
"ar DECIDUOUS TREE
CONIFEROUS TREE
UTILITY POLE
OVERHEAD UTILITIES
MINOR CONTOUR
MAJOR CONTOUR
PROPERTY BOUNDARY
NCDOT RIGHT OF WAY
WATER SURFACE
TOP OF BANK
THALWEG
PAVED ROAD
UNPAVED ROAD
BEDROCK
WALKWAY
RIPRAP
CONCRETE
[F CULVERT
ESC LEGEND
t
W W
LPL'
CONSTRUCTION ENTRANCE
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
TEMPORARY STREAM
CROSSING /
CONSTRUCTION ACCESS
TEMPORARY DIVERSION
CHANNEL
TEMPORARY/PERMANENT
SEEDING
EROSION CONTROL MATTING
m
Z
s
z
0
m„
W.
0 .
0
0
Z
W
IJ
J
c
0
1
0
0
0
(/)
IJ
0
Z
CONSTRUCTION
Mountain Camp Dam
Macon County, Highlands, NC
SHEET
3/18

0
Dam Berm
Profile
0 0
33
0
IT
3
Principal Spillway Profile
(Sheet 10)
33
00
33
00
33
00
33
Io0
33
O0
0
Concrete Footing
(10'x10'x2)
60 120
1:360
Feet
__.* W W W W W W W W 11
—� Y W W 4,W 4Y 4Y 4,W W
If* W W W W W W W W W W W W
W W * 4, 4 Y Y W * * * W *
� W W \� Vegetated Channel W • W W W
14. _ _ W W W
Y \ Y ''� 4Y �Y �Y �Y �Y �Y �Y �Y
\ W\ W W W W W W W W W 4,
%\. \\ I\\ W * * W * * * W *
\\\ W W W W W Rock Sills for
\ W 4, * * 4, Rock
Control
W Integrate bedrock into
8Riprap channel lining
Emergency
Spillway Profile
(Sheet 11)
Area of Disturbance = 0.76 ac
W
I
Partial concrete pad removed,
Rock -Lined channel installed.
W _W t
Concrete
Cut-off Wall
W • W '
LEGEND
EXISTING CONDITION LEGEND
0
•
—ow—
CONTROL POINT
DECIDUOUS TREE
CONIFEROUS TREE
UTILITY POLE
OVERHEAD UTILITIES
MINOR CONTOUR
MAJOR CONTOUR
PROPERTY BOUNDARY
CULVERT
POND WATER SURFACE
TOP OF BANK
PAVED ROAD
UNPAVED ROAD
BEDROCK
RIPRAP
CONCRETE
PROPOSED CONDITION LEGEND
3924
�ouououo�
000000000
W W W
;2/4
PROPOSED 2' CONTOUR
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
ROCK —LINED CHANNEL
ROCK SILLS
TEMPORARY/PERMANENT
SEEDING
EROSION CONTROL MATTING
PROPOSED TOP OF BANK
0
N d N
N
Lo 0
0
Dam Modification
PROPOSED
Macon County, Highlands, NC
SHEET
5/18

A
00
Ag
J
J
60
1:360.0007
120
F
Temporary Dewater Pipe
(CMP, 18" Dia x 20 ft L)
Remove trees for
construction access
Install 6" Pump,
Hoses, and Level
Speader
PROPOSED CONDITION LEGEND
l + 4- +
WWWW
CONSTRUCTION ENTRANCE
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
TEMPORARY DIVERSION CHANNEL
X TREE REMOVED
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE — EROSION AND
SEDIMENT CONTROL AND POND DRAWDOWN
1. INSTALL CONSTRUCTION ENTRANCE AND SILT
FENCE (SEE DETAILS).
2. REMOVE DESIGNATED TREES AND ESTABLISH
STOCKPILE/STAGING AREAS.
3. INSTALL TEMPORARY DRAINAGE PIPE (18" CMP
x 20 ft L) BETWEEN BOTTOM DRAIN OUTLET
AND ROAD CULVERT TO INITIATE POND DRAW
DOWN.
4. INSTALL TEMPORARY STREAM
CROSSING/CONSTRUCTION ACCESS ROAD
DOWN TO EXISTING POND BOTTOM DRAIN AND
BERM TREES TO BE REMOVED.
5. INSTALL 6" PUMP, HOSES, AND LEVEL
SPEADER. PUMP WILL BE USED IN CONJUCTION
WITH GATE VALVE TO DRAW DOWN POND
WATER LEVEL(SEE PAGE 18 FOR PUMP
DETAIL).
6. DOWNSTREAM TURBIDITY WILL BE MONITORED
AND THE GATE VALE AND PUMP WILL BE
ADJUSTED ACCORDINGLY TO ENSURE MINIMAL
TURBIDITY.
7. POND DRAW DOWN SHALL OCCUR IN
ESTIMATED 10-20 HOURS, DEPENDENT ON
BOTTOM DRAIN FLOW RATE AND FUNCTION.
8. INSTALL TEMPORARY STREAM CROSSING OVER
THE DRAINAGE PIPE TO ACCESS THE DAM ON
THE WEST SIDE.
9. OPEN BOTTOM DRAIN USING EXISTING VALVE
AND ENSURE ALL FLOW ENTERS TEMPORARY
DRAINAGE PIPE.
10. THE PROJECT ENGINEER WILL PROVIDE
INSPECTION OF THE DRAINAGE AND ESC
MEASURES. THE GEOTECHNICAL ENGINEER WILL
PROVIDE INSPECTION OF THE EXPOSED DAM
FACE.
11. FOLLOWING INSPECTION AND AFTER POND
WATER LEVEL HAS DROPPED BELOW
EMERGENCY SPILLWAY ELEVATION (NO FLOW IN
CHANNEL), PROCEED TO DEWATERING, SHEET
7.
W
w
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2
0_
w
0
z
w
w
U)
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w
0
U
0)
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0
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•
z O
O 0
rx
w 0
w
C
w O
0
C0
C
0
U
•
C
0
C
0
SITE PREPARATION
Macon County, Highlands, NC
SHEET
6 /1 8

a —ff 1\7 o
� Temporary Dewater Pipe —
PROPOSED LEGEND
.,
,e"`' rEngineering Sound Environmental Solutions
‘,_:1 10565 Highway 421 South
Trade, TN 37691
on. ph/fax: [phone]
www.bfec.org
ow
(CMP, 18" Dia x 20 ft L)+ ++++++
+
.I ++++++ p
3924 PROPOSED 2' CONTOUR
.``.—�� —___
o er�•�74�Y1•-Yw�2 •`f�•oY�••Y�••z ■ ��
+++++++
CONSTRUCTION ENTRANCE
• STOCKPILE/STAGING AREA
'WOW
49V4.4*#"4 + +
.^
i'• �t4"At0SA0410$
+ + +
❑ ❑ SILT FENCE
��,� i ' / '�i
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o a a a LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
}{}{}tN TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
,$,$,$$!$$!$!$!
i i TEMPORARY DIVERSION CHANNEL
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE -DEWATERING
(see
��
Temporary
Detail,
9F-Nk
o
.
0 0 •
I
I i
Diversion Channel
S.OWx 1.5Dx 111 L)
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Access into Pond (see Detail) _��j��,�,C
'��,f
-4'l
a
1. AFTER POND DRAWDOWN IS COMPLETE INSTALL
TEMPORARY DIVERSION CHANNEL. THIS STEP SHALL
BE COMPLETED DURING FORECASTED DRY
CONDITIONS.
2. EXCAVATE TEMPORARY CONSTRUCTION ACCESS (15'
WIDTH) THROUGH DAM TO ENTER POND INTERIOR.
3. THE GEOTECHNICAL ENGINEER WILL PROVIDE
INSPECTION OF THE EXCAVATION, ENSURING SIDE
SLOPE STABILITY.
4. EXCAVATE TEMPORARY DIVERSION CHANNEL WITHIN
THE DAM (SEE DETAIL) TO MAINTAIN POND
DEWATERING AND TO CONVEY STREAMFLOW DURING
THE PRINCIPAL SPILLWAY INSTALLATION.
5. MAINTAIN 6" PUMP AND USE AS NECESSARY TO
MAINTAIN FLOW WHILE ENSURING MINIMAL TURBIDITY
DOWNSTREAM.
6. THE TEMPORARY DIVERSION CHANNEL IS DESIGNED
RM EVENT.
7. PTLUG OEN ENTRANCE TO TEMPORARY DINVEY THE 10-YR, 24-HR VERSION SION CHANNEL
UNTIL INSTALLATION COMPLETE.
8. AFTER EXCAVATION, INSTALL GEOMEMBRANE LINER
AND SECURE ON ALL SIDES.
9. CONTOUR POND BOTTOM USING TRENCH AND BERM
TO ROUTE ALL STREAMFLOW INTO TEMPORARY
DIVERSION CHANNEL.
10. REMOVE PLUG AND TURN STREAMFLOW INTO
TEMPORARY DIVERSION CHANNEL.
11. THE GEOTECHNICAL ENGINEER AND PROJECT
ENGINEER WILL PROVIDE INSPECTION OF THE
EXCAVATION AND DIVERSION CHANNEL TO ENSURE
PROPER FUNCTION AND TO VERIFY BORING LOG
INFORMATION.
12. CLOSE BOTTOM DRAIN AND REMOVE TEMPORARY
DEWATER PIPE.
13. PROCEED TO INSTALLATION OF PRINCIPAL SPILLWAY,
SHEET 8.
„
;
-
m
o
DRAWN BY:
CHECKED BY:
CONSTRUCTION—ESC SEQUENCE PHASE 2
POND ACCESS AND DEWATERING
Mountain Camp Dam Modification
Macon County, Highlands, NC
Feet
°a.
II
Dam Berm Profile
3926
—
3924 -
\`\
of Dam
/-z
3922 -Top
_
EL 3924'
\
/
_
/
3920
rn
\4-/
Construction Access
°9//
_
CD
�o
/
3918 -
-
�\9
.4';)./—
Existing Emergency Spillway
Concrete Pad
3916 -
Og
No
\\
/
/
EL 3922.8'
3914
-\
//
/
/
3912 -
— Temporary Diversion Channel
/
-
Top of Bank EL 3908.3' —
\,
i
3910 -
Thalweg EL 3906.8
I I
�*-
3908
SHEET
7/1 8
3906
0+00
0+10 0+20 0+30 0+40 0+50 0+60
0+70 0+80 0+90 1+00
1+10 1+20 1+30 1+40
Station
1+50 1+60 1+70 1+80
1+90 2+00
2+10 2+20
2+30

3926
3924
3922
3920
3918
3916
3914
3912
3910
3908
3906
3904
Create outlet channel
between end of barrel
and road culvert
Dam Berm Profile
/
\�
/
Construction Access
/
`�4+
(15')
.cc/
M S/ Existing
Emergency Spillway
?./
ape
-
�i�
/
Concre e Pad
EL 3922.8'
/
/
-
/
:.
-
-
\?
�\
/
\\
Temporary Diversion Channel
/
Top of Bank EL 3908.3 —
Thalweg 3906.8
Principal Spillway Barrel
Invert EL 3908.2'
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30
Station
LEGEND
3924----- PROPOSED 2' CONTOUR
++++++i CONSTRUCTION ENTRANCE
WWWW
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
TEMPORARY DIVERSION CHANNEL
TREE REMOVED
°°°°°„o°„°°' ROCK —LINED CHANNEL
000c
PROPOSED TOP OF BANK
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE — PRINCIPAL SPILLWAY
1. AFTER ALL FLOW IS DIVERTED TO TEMPORARY
DIVERSION CHANNEL, BEGIN INSTALLATION OF
PRINCIPAL SPILLWAY RISER —BARREL STRUCTURE.
2. INSTALL COFFER DAM (EARTHEN EMBANKMENT)
AROUND CONCRETE FOOTING AREA.
3. IF GROUNDWATER ENTERS CONCRETE FOOTING AREA,
INSTALL A TRENCH ALONG THE INSIDE OF THE
COFFER DAM AND PUMP TO TEMPORARY DIVERSION
CHANNEL.
6. POUR CONCRETE FOOTER. THE GEOTECHNICAL
ENGINEER AND PROJECT ENGINEER WILL PROVIDE
INSPECTION OF THE FOOTER.
7. INSTALL HDPE RISER WITH ASSOCIATED DEVICES (SEE
SHEET 10 AND SHEET 17, PRINCIPAL SPILLWAY
DETAIL). THE PROJECT ENGINEER WILL PROVIDE
INSPECTION OF THE RISER STRUCTURE AND
INSTALLATION.
8. EXCAVATE DAM IN THE OUTLET LOCATION, LEAVING A
BERM BETWEEN THE TEMPORARY DIVERSION CHANNEL
AND THE PRINCIPAL SPILLWAY INSTALLATION AREA.
9. REMOVE ANY FORMER OUTLET COMPONENTS FOUND
WITHIN THE POND AND DAM, INCLUDING PIPE AND
BOTTOM DRAIN.
10. INSTALL BARREL WITH ASSOCIATED DEVICES (SEE
SHEET 10 AND SHEET 17, PRINCIPAL SPILLWAY
DETAIL). THE PROJECT ENGINEER WILL PROVIDE
INSPECTION OF THE COMPLETED PRINCIPAL SPILLWAY
STRUCTURE.
11. INSTALL CULVERT OUTLET PROTECTION USING A
ROCK —LINED CHANNEL FROM BARREL OUTLET TO
ROAD CULVERT (SEE DETAIL).
12. REMOVE COFFER DAM AFTER PRINCIPAL SPILLWAY
INSTALLATION.
13. BRING PRINCIPAL SPILLWAY ONLINE, LEAVING GATE
VALVE OPEN UNTIL DAM EMBANKMENT
RECONSTRUCTED.
14. THE GEOTECHNICAL ENGINEER AND PROJECT
ENGINEER WILL INSPECT THE OPERATION OF THE
PRINCIPAL SPILLWAY PRIOR TO DAM EMBANKMENT
BACKFILL.
15. PROCEED TO SHEET 9, DAM EMBANKMENT BACKFILL
AND FILTER DRAIN INSTALLATION.
N) c
0
0
0
0
E
0
0
0
0
U
0
.0
0
0
CONSTRUCTION-ESC SEQUENCE PHASE
PRINCIPLE SPILLWAY INSTALLATION
Macon County, Highlands, NC
SHEET
8/18

3926
3924
3922
3920
3918
3916
3914
3912
3910
3908
3906
3904
Principal Spillway Profile
(Sheet 10)
Dam Berm Profile
\�
Top of Dam Berm,
EL 3924.
�
\\
0'
//
\\
-
i
/
Existing
Emergency
Conc
EL
Spillway
/
/
ete Pad
3922.8'
°
.°..
`<
Filter Drain Sand Layer
as
° e
e'
a
6 °
e
is
Filter Drain
Gravel
_
Former
Embankment
Layer
.......
;...,
:;
....;:...�
Cut
,.°
�, �;°
4
Barrel
i
_
Principal
Spillway
EL 3908.2'
Invert
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1 + 10
1+20 1+30
Station
1+40
1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30
LEGEND
3924----- PROPOSED 2' CONTOUR
+ + + 4
+ + +
WVAVAI
111111111
)0000
W W W
CONSTRUCTION ENTRANCE
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
ROCK —LINED CHANNEL
TEMPORARY/PERMANENT
SEEDING
EROSION CONTROL MATTING
PROPOSED TOP OF BANK
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE — DAM EMBANKMENT
BACKFILL
1. BACKFILL DAM ACCORDING TO CROSS SECTION (SHEET
10) USING EXISTING EXCAVATED FILL MATERIAL AND
OFF —SITE SOIL MATERIAL APPROVED BY THE
GEOTECHNICAL ENGINEER
2. DAM SHALL BE BACKFILLED USING 6-12" LIFTS (BASED
ON SOIL MATERIAL, THICKNESS APPROVED BY THE
GEOTECHNICAL ENGINEER). EACH LIFT SHALL BE
COMPACTED TO 95% MAXIMUM DRY DENSITY USING
COMPACTING EQUIPMENT.
3. FOR COARSE —GRAINED SOILS, COMPACTION SHALL BE
ACHIEVED USING A VIBRATORY SMOOTH DRUM ROLLER
OR OTHER TYPE OF COMPACTING EQUIPMENT AS
APPROVED BY THE GEOTECHNICAL ENGINEER.
4. BENCH BACKFILL INTO DAM EMBANKMENT SIDE SLOPES.
5. INSTALL FILTER DRAIN DURING DAM EMBANKMENT
BACKFILL (SEE FILTER DRAIN DETAIL).
6. THE INTERIOR DAM FACE SHALL BE RESTORED TO 3:1
SLOPE, THE EXTERIOR DAM FACE WILL BE MODIFIED TO
REDUCE THE SLOPE TO A 2:1.
7. DURING DAM BACKFILL, REMOVE TEMPORARY DIVERSION
CHANNEL AND CONSTRUCTION ACCESS THROUGH DAM.
8. DURING DAM BACKFILL, MAINTAIN POSITIVE SITE
DRAINAGE ON SURFACE WITH NO PONDING AND
PROTECT SOIL SUBGRADES BY SEALING PRIOR TO
INCLEMENT WEATHER USING SMOOTH DRUM ROLLER
WITHOUT VIBRATION.
9. THE GEOTECHNICAL ENGINEER WILL INSPECT ALL
BACKFILL MATERIAL FROM DAM EXCAVATION AND ANY
OFF —SITE MATERIAL PRIOR TO USE. THE GEOTECHNICAL
ENGINEER WILL INSPECT DAM EMBANKMENT BACKFILL
AND CONDUCT MATERIAL AND COMPACTION TESTING.
10. FOLLOWING EMBANKMENT BACKFILL, REMOVE ANY
REMAINING SECTIONS OF CONSTRUCTION ACCESS BELOW
THE DAM.
11. FOLLOWING EMBANKMENT GRADING ACTIVITIES,
STABILIZE ALL EXPOSED GROUND ALONG DAM USING
TEMPORARY AND PERMANENT SEEDING AND EROSION
CONTROL MATTING (SEE DETAILS).
12. THE GEOTECHNICAL ENGINEER AND PROJECT
ENGINEER WILL PROVIDE INSPECTION OF THE
COMPLETED DAM EMBANKMENT.
13. PROCEED TO EMERGENCY SPILLWAY INSTALLATION,
SHEET 11.
-oz
E ro
0 =
E
o
U °
ro
6
0

3928
3924-
3920-
rn
(1) 3916-
Q
0•
3912-
3908-
3904-
3902
Gate Valve, 8"
Invert: 39l 5.0'��
Inflow Barrel
Invert: 3910.5
Concrete Footer,
Min 10'WxlO'Lx2'H
57 Stone Beddin
0+00
Min 12'
0+10
LEGEND
EXISTING GROUND
PROPOSED GROUND
0+20
Trash Rack (NTS)
Riser Invert: 3922.0'
HDPE Riser (63")
Upstream 3:1 slope
Top of Footer: 3910.0'
0+30
0+40
3914
3912
--D 3910
Q
0 3908
3906
3904
0+50
Principal Spillway Profile
Top of Berm: 3924.0'
Emergency Spillway:
3923.0
Normal Flow Elevation:
3922.0
0+60
Filter Drain -Sand Layer
(see Detail)
Filter Drain -Gravel La e
(see Detail)
57 Stone Bedding
0+70
Station
0+80
Outlet Channel XS STA 1 +32.5
0+90
1+00
i
0+00
0+10
0+20
0+30
Station
0+40
0+50
Downstream 2:1 slope
Culvert Outlet Protection
Outlet Rock -lined Channel
0+60
(see Detail)
1+20
Outflow Barrel
Invert: 3907.0'
Road Culvert
Invert: 3906.0'
o'o_o=o=o=o
0'0
1+30
1+40
0 0
V)
W
}
m„
K
PRINCIPLE SPILLWAY PROFILE
c
0
0
0
0
0
0
0
E
0
U
.6
c
0
Macon County, Highlands, NC
SHEET
0 /18

3926
3924
3922
3920
3918
3916
3914
3912
3910
3908
3906
3904
Principal Spillway Profile
(Sheet 10)
Remove all trees on
berm downstream face
Barrel 0*00
Riser
Emergency
Spillway Profile
(Sheet 11)
Area of Disturbance = 0.76 ac
Dam Berm Profile
Grade Control
Integrate bedrock into
8Riprap channel lining
Partial concrete pad removed,
Rock -Lined channel installed.
Top of Dam Berm,
EL 3924.
—\\\
\\
0'
/
-
//
-
\
\
/
/ Existing
Emergency
Concrete
EL
Spillway
\
I-
/
Pad
3922.8'
\ e
d
.tl <
/
—
— \ d
6 /
. .
4`
.a °
/
°
Filter Drain Sand
Layer
4.
°
: `•;
.
b
°/
/
..
Filter Drain
Gravel Layer
'
Former
Embankment
—
Cut
y
-
Barrel
I
—
Principal Spillway
Invert EL 3908.2'
0+00 0+10 0+20 0+30 0+40 0+50
0+60
0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40
Station
1+50 1+60 1+70 1+80
1+90 2+00 2+10
2+20
2+30
LEGEND
3924----- PROPOSED 2' CONTOUR
+ + + 4
+ + +
0 _ 0 _ 0 _ 0 _ 0
CONSTRUCTION ENTRANCE
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
ROCK —LINED CHANNEL
ROCK SILLS
�
TEMPORARY/PERMANENT SEEDING
EROSION CONTROL MATTING
TREE REMOVED
PROPOSED TOP OF BANK
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE — EMERGENCY SPILLWAY
1. AFTER PRINCIPLE SPILLWAY INSTALLATION AND DAM
BACKFILL, MODIFY AND INSTALL EMERGENCY
SPILLWAY.
2. INSTALL CONSTRUCTION ACCESS BETWEEN
STOCKPILE AREAS ALONG EMERGENCY SPILLWAY.
3. REMOVE WOODEN BRIDGE AND TREES ON THE DAM
EMBANKMENT NEAR SPILLWAY.
4. PARTIALLY REMOVE CONCRETE PAD (STA 0+69, SEE
EMERGENCY SPILLWAY PROFILE, SHEET 11.
5. INSTALL CONCRETE CUT—OFF WALL DOWN TO
STABLE GRADE OR BEDROCK, WHICHEVER IS
SHALLOWER.
6. THE GEOTECHNICAL ENGINEER AND PROJECT
ENGINEER WILL INSPECT THE CONCRETE PAD AND
CUT—OFF WALL TO EVALUATE SEEPAGE AND
STABILITY.
7. INSTALL ROCK SILLS AND ROCK LINED CHANNEL,
STA 0+70-1+10 (SEE DETAILS).
8. INSTALL VEGETATED CHANNEL (SEE DETAIL) FROM
STA 1+10 DOWN TO CONFLUENCE WITH ROADSIDE
DITCH.
9. STABILIZE ALL DISTURBED AREAS WITH PERMANENT
SEEDING AND SLOPE MATTING WHERE GREATER
THAN 3:1 SLOPE.
10. REMOVE ALL PERIMETER CONTROLS AND STABILIZE
AREAS, RESTORE TO ORIGINAL CONTOUR.
11. THE PROJECT ENGINEER WILL INSPECT THE
EMERGENCY SPILLWAY INSTALLATION AND VERIFY
SITE STABILIZATION PRIOR TO DEMOBILIZATION.
12. FINAL PROPOSED CONDITION CAN BE FOUND ON
THE OVERALL SITE PLAN (SHEET 5).
CONSTRUCTION-ESC SEQUENCE PHASE 5
EMERGENCY SPILLWAY INSTALLATION
Modification
E
0
0
0
0
U
0
0
Macon County, Highlands, NC
SHEET
11 /1 8

Emergency Spillway Profile
.,
,e"`' rEngineering Sound Environmental Solutions
‘,_:1 10565 Highway 421 South
Trade, TN 37691
on. ph/fax: [phone]
www.bfec.org
Existing Concrete Pad
3928-
Top of Berm: 3924.0'
Portion to be removed
Emergency Spillway
LEGEND
EXISTING GROUND
Existing Headcut: 3920.4'
Entrance: 3923.0'
3924-
Integrate channel into Bedrock
PROPOSED GROUND
m
"-%
-%
3920-
- Rock -Lined Channel
CD
�._,_ (See Detail)
'•
-�
•,
= 3916-
-
-
Concrete Cut -Off Wall ,
,►-,._
-
(6"Wx111x10'H)
'=_ __-_--._
%�-.-
Vegetated Channel
- -
3912=
�!�-:
- -
Rock Sill
-'
- (See Detail)
"
3908-
3904
0+10
i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00
Station
XS l STA 0+54 XS2 STA 0+64
1
2+102+15
-
3930
-
Existing
Concrete Pad
—
3930
-
- -
3928 -
Grade Top of Darn
3928 -
Grade Top of Dam
Wals
,-,-,
3924.0'
rn
3924.0'
and
DRAWN BY:
CHECKED BY:
CAD 3926 -
CAD 3926
O 3924 -
O 3924 -
6/
EMERGENCY SPILLWAY PROFILE / XS
Mountain Camp Dam Modification
Macon County, Highlands, NC
3922 -
3922 -
3920
0+00
1
0+10 0+20
1
0+30 0+40
1
0+50 0+60
Station
XS3 STA 0+85
1
0+70 0+80
1
0+90 1+00
3920
0+00
1
0+10 0+20
1
0+30 0+40
XS4
1
0+50 0+60
Station
STA 1+08
I
0+70 0+80
0+90
3922
3924 -
-
— —
-
/
-
3920 -
rn 3922 -
, --�
�
rn
----,-
CT//---1�
CAD 3918 -
I
�.
Q 3920 -
—
,'
Q _
O -
,/
O 3916 -
3918 =
—---
-
3914
3916 -
1
—
SHEET
12 /18
3915
0+00
1
0+10 0+20
1
0+30 0+40
1 1 1
0+50 0+60 0+70 0+80
Station
1
0+90 1+00
3912
0+00
0+10 0+20
0+30 0+40 0+50 0+60 0+70 0+80
Station
0+90

Wire Fence
(if applicable)
Geotextile Fabric
Backfill and
compact soil
Fink,
Existing
Ground
min.
Steel Post
6"
min.
m
0
n
E
0
4" 24"
min. min.
PROFILE VIEW
NTS
Post
Wire/Plastic
Ties
SILT FENCE
Max. 6' Spacing without fence
Max. 8' Spacing with fence
Steel[min.
8"
Bottom o
Trench
1o11 1111 11 11 11m I
Geotextile
Fabric
SECTION VIEW
NTS
6"
min.
24"
min.
Notes:
1. Silt fence shall meet the requirements of the NC Erosion and
Sediment Control Planning and Design Manual (2013) Std
and Spec 6.62.
2. Do not install silt fence across areas of concentrated flow,
including streams, ditches, or waterways.
3. Silt fence is limited to fill heights of 10 ft or less, and shall not
exceed slope length corresponding to drainage area size
and slope (Table 6.62a).
4. Steel posts shall be 5' min. length, with 1.25 lb/linear ft steel.
Wooden stakes are not allowed.
5. Geotextile fabric shall comply with specifications in Table
6.62b. If Wire Fence reinforcement is needed, wire shall be
14 gauge min. with max. 6" mesh spacing and extend to
bottom of trench.
6. Wire or Plastic ties shall have 50 lb tensile strength min.
7. When two separate sections of geotextile fabric adjoin
each other, they shall overlap by 6" and be double folded.
8. Geotextile fabric shall be fastened with plastic or wire ties
securely to the posts at the top, vertical midpoint and
bottom of geotextile fabric.
9. The distance between the toe of the fill to the silt fence
shall be a minimum of 5'.
Existing
Ground
m
a
a
E
0
0
TEMPORARY CONSTRUCTION
ENTRANCE/EXIT
A
Paved Road
10
min.
1
3" min. undercut prior to
placement of stone
Temporary Drainage Pipe,
as needed
10' min.
Paved Road
A
Clean washed stone 2"-4" dia.,
8" depth underlain with Geotextile Fabric
Temporary Drainage Pipe,
as needed
PLAN VIEW
NTS
50' min.
2% sio
Existing
Ground
Clean washed stone 2"-4" dia.,
-1 8" depth
Non -woven Geotextile Fabric shall be
placed under entire width/length of
stone
SECTION VIEW
NTS
Notes:
1. Temporary Construction Entrance specifications are
described in North Carolina Erosion and Sediment
Control Planning and Design Manual (2013) Std and
Spec 6.06.
2. Replenish stone when surface rock becomes
compressed < 8", stone becomes covered with fine
sediment, or sediment is visible on the paved road.
0
Top Edge
SLOPE MATTING
Use key trench on top edge.
0 0
0 0
0
0 0
6" min. overlap
0
0 0
0 0
0
0
0
0 0
0 0
0 0
0 0
—6" min. overlap
0
0 0
0 0
0 0
0 0
0
0
0
Row
Space wood stakes every 36"
in diamond shape pattern.
min.
Fill and compact
trench with topsoil
PLAN VIEW
NTS
18" 3
min.
min.
0 0
Bottom Edge
Note: Rotate stakes 20° towards
direction of flow to prevent uplift.
Erosion Control Matting
SECTION VIEW
NTS
Extend matting below
normal flow elevation
Notes:
1. Streambank Matting shall be applied to slopes 3:1 or greater, including
all streambanks and terrace slopes.
2. Streambank Matting shall be 700 gram coir fiber matting (20.3 oz./sq.
yd.). Rolls shall be 6' min. width.
3. Seed and mulch the ground surface before installing matting (use native
Riparian Seed mix plus a temporary cover crop).
4. Alternate fastening devices require Project Engineer's approval before
use.
5. Extend matting 18" min. past the top of bank or top of slope. Upstream
fabric overlaps downstream fabric by 6 in.
6. For streambanks, extend matting below normal flow elevation to
promote saturation in order to weigh the matting down and encourage
a biofilm seal with the underlying soil.
7. For streambanks, do not trench or stake the bottom of the matting to
avoid disturbance and instability along the toe of slope.
8. Tuck matting behind and under toe protection measures such as
revetments and rock.
z
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AND SPECIFICATIONS
Dam Modification
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SHEET
1 3/1 8

TEMPORARY CONSTRUCTION ACCESS
A
DRAINAGE PIPE,
AS NEEDED
B
A
15' (min)
357 or #4 STONE
RAINAGE PIPE,
AS NEEDED
PLAN VIEW
NTS
357 or #4 STONE
GEOMEMBRANE LINER
SECTION A -A VIEW
NTS
SECTION B-B VIEW
NTS
B
/EXISTING GROUND
357 or #4 STONE
GEOMEMBRANE LINER
Notes:
1. Temporary Construction Access shall be installed along
designated vehicular access routes needed during
construction.
2. Strip topsoil and stockpile for reapplication following
construction.
3. Excavate footprint of access road down 6" and install
geotextile liner.
4. Install drainage pipes where ponded water is anticipated
along length of road. Encase drainage pipe in stone bedding
throughout length.
5. Place 357 or #4 stone over geotextile liner.
6. Ensure road slope is adequate for drainage, repairing any
areas with ponded water immediately.
7. Replenish stone layer when surface rock becomes compressed
>2", or stone becomes covered with fine sediment.
8. Remove Temporary Construction Access following construction
activities according to the Construction Sequence.
TEMPORARY SEEDING
Temporary Seed Mix - All disturbed areas
Total Lbs. Per Acre
Sept 1 - Feb 15
Winter wheat 100
April 15 - Sept 1
Browntop or German millet 100
Feb 15 - April 15
o mix of above species 100
*Annual ryegrass shall not be applied to any areas due to
allelopathic properties with native species.
**Species may be substituted based on local availability,
as approved by the Project Engineer
Mulch: 2 tons per acre (slopes < 3:1) hay or
straw, free from weed seeds
Notes:
1. Temporary Seeding shall meet the requirements of the North
Carolina Erosion and Sediment Control Planning and Design
Manual Handbook (2013) Practice Standards and
Specifications 6.10 - Temporary Seeding.
2. Temporary Seeding shall be applied to all areas with
Permanent Seeding (see Detail) within 24 hours of reaching
final grade.
3. Temporary Seeding shall be applied alone to disturbed
areas and stockpiles as directed by the Project Engineer in
areas where erosion and sedimentation are a concern and
immediate temporary stabilization is needed.
4. Apply all seed uniformly with a broadcast seeder, drill,
culti-packer seeder, or hydroseeder on a firm, friable
seedbed to a depth of 4 to 2 inch according to seed rates
specified above or by the seed distributor.
5. Apply mulch following seeding, ensure mulch is properly
tacked down to avoid wind dispersal.
PERMANENT SEEDING
Permanent Seed Mix - Disturbed upslope areas outside of floodplain
riparian areas and streambanks
Minimum Care Lawn Total Lbs. Per
Acre
Commercial or Residential 200-250
Kentucky 31 or Turf -Type Tall Fescue 90-100%
Improved Perennial Ryegrass 0-10%
Kentucky Bluegrass 0-10%
Riparian Permanent Seed Mix — Disturbed floodplain riparian
areas and streambanks
NC Mountains Riparian Mix 20 lbs. per acre
(Ernst Conservation Seeds ERNMX-304 or similar)
Topsoil 4 inches, free from weed seeds
Fertilizer 1000 lbs. per acre 10-10-10,
or as recommended by soil test
Lime 2 tons per acre pulverized agriculture
grade limestone, or as recommended
by soil test
Mulch 2 tons per acre (slopes < 3:1) hay,
free from weed seeds
Temporary Seed Mix - All areas where Permanent and Riparian
Permanent Seed Mixes are applied
See Temporary Seeding Detail
Notes:
1. Permanent Seeding shall meet the requirements of the North
Carolina Erosion and Sediment Control Planning and Design
Manual Handbook (2013) Practice Standards and Specifications
6.11 - Permanent Seeding. Seed mix may be altered to match
existing land -use requirements (example pasture needs, as
suggested by the landowner). Changes to seed mixes must be
approved by the Project Engineer.
2. Soil tests must be performed prior to construction activities to
determine appropriate fertilizer and lime rates at the time of
construction, in coordination with the Project Engineer.
3. Permanent Seeding must be applied to all disturbed areas within
15 working days after reaching final grade.
4. Topsoil shall be applied uniformly over existing soil to all Permanent
Seeding areas to a depth of 4 inches. Topsoil shall be free of weed
seed, rock, and debris to the extent possible.
5. Apply all seed uniformly with a broadcast seeder, drill, culti-packer
seeder, or hydroseeder on a firm, friable seedbed to a depth of 4
to 2 inch according to seed rates specified above or by the seed
distributor.
6. Apply mulch following seeding, fertilizer, and lime application,
ensure mulch is properly tacked down to avoid wind dispersal. For
slopes >/= 3:1, use Streambank Matting (see Detail) instead of
mulch.
7. The Contractor is responsible for establishing permanent
groundcover (>80% coverage) following these details and
specifications within one year of project completion to the extent
that no erosion is occurring due to lack of permanent
groundcover, as approved by the Project Engineer.
0 0
s
a
z
0
m„
3 „
0
m
0
AND SPECIFICATIONS
Dam Modification
0
E
0
U) U
J
.5
LiJ C
t
0
U �
U)
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0
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2
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0
SHEET
1 4/1 8

POND INVERT
3907.5'
TRENCH LINER
12' MIN.
TEMPORARY DIVERSION CHANNEL
1.5xDia
TOP OF BANK
GEOMEMBRANE LINER
NTRANCE RIPRAP KEY
GEOMEMBRANE LINER
CHANNEL BOTTOM
PROFILE VIEW
NTS
EXIT RIPRAP KEY
EXISTING GROUND
OR BEDROCK
CROSS SECTION VIEW
NTS
Channel Dimensions
Total Channel
Capacity
10-yr 24-hr
Manning's n
0.02
0.02
Channel Bottom Width (b, ft)
2.0
2.0
Channel Top Width (W, ft)
5.0
4.1
Side Slope (X:1)
1.0
1.0
Channel Slope (ft/ft)
0.018
0.018
Channel Max Depth (D, ft)
1.5
0.80
Channel Area (sq ft)
5.25
2.71
Channel Perimeter (ft)
6.24
4.19
Hydraulic Radius
0.84
0.65
Discharge (cfs)
46.90
20.20
Velocity (ft/s)
8.90
7.50
Permissible Shear Stress
(Ib/sqft)
1.70
0.90
1.5' (min)
CULVERT INVERT
3906.0'
Notes:
1. After pond dewatering has occurred using the
bottom drain, excavate the existing dam berm
section above the Temporary Diversion Channel
shown on the Dewatering Plan.
2. Divert streamflow through the pond bottom drain
using earthen berms during Temporary Diversion
Channel excavation.
3. Excavate the Temporary Diversion Channel down to
the foundation of the Geotextile Membrane,
according to the Channel Dimension Table and
Detail along the entire length (estimated 110 ft)
between the bottom of the pond and the road
culvert.
4. Remove all stumps, roots, loose rock and other
debris from the channel perimeter.
5. Install the Geomembrane Liner (minimum 20 mil PVC)
and secure in place along the sides through
trenching 12" min. Where overlap is necessary,
overlap the downstream edge a minimum 12" with
the upstream edge that is trenched minimum 12".
6. Secure the upper and lower channel Liner using
Riprap, keying in at the ends min. 2 x rock diameter.
7. Install NCDOT Class B Riprap at the top and bottom
of the Channel, taking care not to rip or tear the
Liner. Riprap shall be well -graded and extend to a
minimum depth of 1.5 x the D50 of the rock
diameter, or 12".
8. Turn streamflow flowing through pond into the
Temporary Diversion Channel and ensure effective
water conveyance before any further dam
modification.
ROCK -LINED CHANNEL
RIPRAP CHANNEL
LINING
RIPRAP CHANNEL
LINING
GEOTEXTILE LINER
PROFILE VIEW
NTS
RIPRAP KEY
EXISTING GROUND
OR BEDROCK
CROSS SECTION VIEW
NTS
Channel Dimensions
Centerline Station
Emergency
Spillway
Outlet Channel
Channel Area (sq ft)
13.5
13.5
Channel Width (W, ft)
12.0
12.0
Channel Mean Depth (ft)
1.1
1.1
Channel Max Depth (D, ft)
1.5
1.5
Channel W/D Ratio
10.7
10.7
Channel Bottom Width (b, ft)
6.0
6.0
Side Slope (X:1)
2:1
2:1
Max Discharge (cfs)
60.0
60.0
Max Velocity (ft/s)
7.6
5.4
Max Shear Stress (Ib/sgft)
6.9
3.8
Notes:
1. For the Emergency Spillway, remove the existing
concrete pad currently being used as the Principal
Spillway for the pond.
2. Excavate the Emergency Spillway channel down to
the foundation of the Geotextile Liner, according to
the Emergency Spillway Profile and Cross Sections
(Sheet 12). Excavate the Outlet Channel down to
the Geotextile Liner according to the Principal
Spillway Profile and Outlet Cross Section (Sheet 10).
3. Remove all stumps, roots, loose rock and other
debris from the channel perimeter.
4. Install NCDOT Type 2 Geotextile and secure in place
along the sides and bottom prior to adding Riprap
with heavy duty staples or rebar.
5. Trench the upper and lower extent of the channel
Geotextile Liner a minimum of 12". Where overlap is
necessary, overlap the downstream edge a
minimum 12" with the upstream edge that is
trenched minimum 12".
6. Install NCDOT Class 2 Riprap in the Emergency
Spillway and NCDOT Class 1 Riprap to line the
channel, taking care not to rip or tear the Geotextile
Liner.
7. Riprap shall be well -graded and extend to a
minimum depth of 1.5 x the D50 of the rock
diameter.
8. Key the toe of the Rock -lined channel minimum to a
depth of 1.5 x Riprap layer thickness or down to
bedrock, which ever is shallower, at the interface
with the existing channel and at the toe of slopes
>8%.
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Dam Modification
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15/18

VEGETATED CHANNEL
TOP OF BANK
END OF ROCK
LINED CHANNEL
EL 3909.0'
EROSION CONTROL MATTING
TRENCH_/1I
MATTING
12' MIN.
EROSION CONTROL MATTING
CHANNEL BOTTOM
PROFILE VIEW
NTS
START OF ROCK
LINED CHANNEL
INVERT 3906.6'
EXISTING GROUND
OR BEDROCK
CROSS SECTION VIEW
NTS
Channel Dimensions
Centerline Station
Emergency
Spillway
Channel Area (sq ft)
13.5
Channel Width (W, ft)
12.0
Channel Mean Depth (ft)
1.1
Channel Max Depth (D, ft)
1.5
Channel W/D Ratio
10.7
Channel Bottom Width (b, ft)
6.0
Side Slope (X:1)
2:1
Max Discharge (cfs)*
60.0
Max Velocity (ft/s)*
6.0
Max Shear Stress (Ib/sqft)*
3.4
*Maximum anticipated values if Principle
Spillway goes offline
1.5' (min)
Notes:
1. Excavate the Emergency Spillway channel
down to the foundation of the Erosion Control
Matting +0.2', according to the Emergency
Spillway Profile and Emergency Spillway Cross
Sections (Sheet 12).
2. Remove all stumps, roots, loose rock and
other debris from the channel perimeter.
3. Seed with Permanent (Riparian) and
Temporary Seeding (see Detail).
4. Install Erosion Control Matting (see Detail),
trench the upper, lower extent and sides of
the matting a minimum of 12". Where overlap
is necessary, overlap the downstream edge a
minimum 12" with the upstream edge that is
trenched minimum 12".
5. Extend matting minimum 18" passed the top
of bank.
ROCK SILL (EMERGENCY SPILLWAY)
EDGE OF WATER
NORMAL FLOW ,-TOP OF BANK
GEOTEXTILE LINER
(SEE NOTE 4)
EXTEND SILL 4.0'
INTO BANK
_t©
Width =12.0'�
SECTION A -A VIEW
NTS
F/
Riffle
GEOTEXTILE LINER
(SEE NOTE 4)
Notes:
1. Sill Header and Footer Rocks shall be min. 2.0'
diameter
2. Geotextile Liner shall be medium weight
non -woven polypropylene (Weight 7oz/sq yd;
Tensile Strength 180 Ibs). Place liner on the
upstream side of both footer rock and sill rock and
key in at the bottom. Geotextile Liner shall be
installed if backfill is fine-grained, as approved by
the Project Engineer. Trim excess or visible fabric.
3. Sill Rocks are placed just below the bankfull
channel bottom, with several inches of alluvial
substrate placed over the rocks. Ensure the
thalweg is in the center of the channel. Slightly
angle the sill rocks upwards when approaching
the bank toe, but do not extend above the inner
berm elevation.
4. Install Footer Rocks down to the bedrock or erosion
resistant layer in the channel bottom to prevent
scour under the structure. Ensure all Header and
Footer rocks are touching, with no gaps between
rocks.
5. Place scour rocks on front side of Sill (riprap, 6-9")
to protect against scour while riffle substrate seals.
SILL ROCK
SCOUR ROCK
FOOTER ROCK (SEE NOTE 6)
BEDROCK OR
EROSIVE RESISTANT
LAYER
SECTION A -A VIEW
NTS
NATURAL GRAVEL
MATERIAL
FOOTER ROCK,
AS NEEDED
BEDROCK OR
EROSIVE RESISTANT
LAYER
SECTION B-B VIEW
NTS
Rock Sill Structure Table
Station
Thalweg
Elevation (ft)
Inner Berm
Elevation (ft)
Bankfull
Elevation (ft)
85
3920.4
3921.15
3921.9
108
3916.5
3917.25
3918.0
134
3911.0
3911.75
3912.5
0
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CONSTRUCTION
Dam Modification
0
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SHEET
1 6/1 8

HANDWHEEL
STEM GUIDE
GATE STEM
GATE VALVE
INVERT: 3915.0'
RISER BOTTOM
EL: 3910.0'
PRINCIPAL SPILLWAY DETAIL
10.0'
FRONT VIEW
1 =4'
RISER STRUCTURE
TOP TRASH RACK
RISER TOP, EL 3922.0'
RISER ACCESS STAIRS
(18" SPACING)
RISER, DR 32.5 HDPE (63" O.D.)
BARREL SEGMENT
DR 32.5 HDPE (36" O.D.)
INVERT: 3910.5'
CONCRETE FOOTER
57 STONE
BEDDING
GEOTEXTILE
LINER
Principal Spillway Notes
• Sheet 10 provides a complete profile of the Principal
Spillway through the dam embankment.
• Any modifications to Principal Spillway components
must be approved by the Project Engineer.
Riser Structure:
1. The Riser Structure will be designed and fabricated by
Lee Supply Company, Inc., Lexington SC.
2. HDPE Pipe shall be DR 32.5 (64 psi, 163.5 Ib/ft)
manufactured by J-M Manufacturing Company, Inc.
Detailed material specifications, ASTM, and charts are
found in the Design Report Appendix 11.
3. The Riser Structure shall be a composite Riser (63"
O.D., 58.9" I.D.) and the protruding Barrel segment (36"
O.D., 33.65" I.D.).
4. Additional HDPE manufacturer specifications and
property tables are provided in the Design Report,
Appendix 11.
Gate Valve:
1. The Gate Valve shall be a 8" Asahi Gate Valve
designed and fabricated by Asahi/America,
Lawrence MA. Additional manufacturer specifications
and installation instructions are included in the Design
Report, Appendix 11.
2. The Contractor shall coordinate with Lee Supply Inc.
to accommodate the gate opening within the HDPE
Riser and the bolt pattern for the gate stem guides.
Trash Rack:
1. The trash rack shall be bolted onto the top of the Riser
2. The Contractor shall coordinate the bolt pattern and
method with Lee Supply Inc.
r r •
• •
•
• •
• •
• •
•
'
LEFT VIEW
1' = 4'
BARREL
SEGMENT
1
Concrete Footer:
1. The Concrete Footer shall be 10'xl0'x2' slab.
2. Reinforce footer with #6 Rebar @ 12" O.C.
3. Compressive strength shall be minimum 3500 psi.
4. Bed the footer with 57 stone underlain by non -woven
Geotextile Liner, minimum 2' thickness.
5. The medium weight Geotextile Liner (US Fabrics
180NW or similar) shall be trenched on all sides min.
12". Specifications are included in Design Report,
Appendix 11.
6. The Contractor shall coordinate with Lee Supply Inc.
on bolt pattern for attachment of Riser Structure to
the Concrete Footer.
Barrel Structure:
1. The Barrel Structure will be composed of 2 - 50.0'
sections of HDPE DR 32.5 pipe. One section will have
two flanged ends with ductile iron rings, one end to
connect to Riser Structure and one end to connect to
second Barrel Structure section. The other section will
have one flanged end with ductile iron ring and one
plain end at the outlet.
2. Outlet protection shall be installed as a Rock -Lined
Channel (see Detail).
3. The Barrel Structure shall be bedded with 6"-9" 57
stone to assist with pipe leveling. The bedding will be
tied into the filter drain horizontal stone layer starting
half way through the dam embankment (see Filter
Drain Detail)
FILTER DRAIN DETAIL
4.0'
7.0'
RISER INLET
°
•
•
<•
. FILTER DRAIN: SAND LAYER
L L toioi
iI7Ii.iIiI�IiI�.IiIi���IiI�.IiIiI�I�I�I�IiI�I�P
0.5' LT�Y�TLl �T`;Or ir`�=��i�`��Yi �i iY.. .yrTi�T LTLT,zor,
► �F:alFe dp ..j.1.1I�I�IiI�IiItI�I �I��Ii�Ii�I1�1?ri pl i`� �#�Q�.i�.ii?�p
BARREL OUTLET
HDPE BARREL
BARREL BEDDING (57 STONE)
GEOTEXTILE LINER
2.0'
FILTER DRAIN: GRAVEL LAYER (57 STONE)
Notes
• Sheet 9 and Sheet 10 provide a complete profile of the Principal Spillway through the
dam embankment, showing the field drain in place.
• Any modifications to Field Drain components must be approved by the Project
Engineer.
Sand Layer:
1. Sand shall be a natural, river -run sand meeting the requirements of
ASTM C-33 fine aggregate.
2. The sand layer shall be compacted to 70% relative density.
Gravel Layer:
1. Gravel shall be NCDOT #57 Stone, graded in accordance with NCDOT Standard
Specifications for Roads and Structures.
2. The foundation of gravel layers shall be stripped of all vegetation and unsuitable soil
material prior to placement.
3. The gravel layer does not require compaction.
4. The gravel layer shall be integrated into the HDPE DR 32.5 pipe bedding near the
Barrel structure.
5. The gravel layer shall be underlain by non -woven medium weight Geotextile Liner (US
Fabric 180NW or similar, see Appendix 11) across the dam embankment installation.
Installation:
1. Filter Drain materials shall be placed in horizontal layers. The thickness of each layer
after compaction shall not exceed the lift thickness of the dam embankment
material (6-12", depending on soil material identified by the Geotechnical Engineer).
2. Filter Drain materials shall have an essentially uniform distribution and shall be free
from lenses, pockets, streaks or layers of material differing substantially in texture or
gradation from the surrounding material.
3. Fitler Drain materials shall be placed in a manner to avoid segregation of particle
sizes and to ensure the continuity and integrity of all zones. No foreign materials shall
be allowed to become intermixed with or otherwise contaminate the Filter drain
material.
4. Traffic crossing Filter Drain shall be limited and shall not contaminate the material in
the layers.
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POND PUMP DOWN
Construction Sequence for Pump Down
1. Install Temporary Dewatering Pipe (CMP, 18" Dia. x 20 ft.
L), and Level Spreader (Rip Rap Class B) prior to any
excavation.
2. Install 6" pump and hoses. Use pump and existing gate
valve to draw down water level adequately enough to
excavate the Temporary Diversion Channel and Temporary
Construction Access
3. Downstream turbidity will be monitored and the pump
and gate valve will be adjusted as necessary to minimize
downstream turbidity.
4. Use pump as necessary to dewater pond as Temporary
Diversion, Temporary Construction Access, and Principal
Spillway are being constructed while maintaining minimal
downstream turbidity.
5. The pump, hoses, and level spreader may be removed
once the pond is drawn down and the lined open trench
installed.
Proposed Construction
Access
d'� II
-11-11'—
a—a—a—a-11-11'-11. 11. li—
*t4;
i_II� 6" Pump 1'-11-11=II—II--pi=��'
"►� � y*;/R,�
Rip Rap (Class B)
jj Level Spreader
Existing Stream
Existing Dam
Proposed Diversion Channel
Temporary Dewater Pipe
(CMP, 18" Dia x 20 ft L)
Existing Cross
Road Pipe
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CONSTRUCTION
SHEET
1 8/1 8

Providing Sound Environmental Solutions
10565 Highway 421 South
Trade, TN 37691
ph/fax: [phone]
[e-mail]
June 24, 2022
Mr. David Brown
US Army Corps of Engineers
151 Patton Avenue; Room 208
Asheville, NC 28801-5006
RE: Mountain Camp Dam Modification
Nationwide 3 - Maintenance
Highlands, NC
Mr. Brown,
Enclosed please find the referenced project Nationwide 3 permit application with the following
attachments:
1) Pre -Filing Meeting Request
2) US Army Corps Submittal Cover Sheet
3) Agent Authorization Forms
4) Site Maps
5) Construction/Site Plans
6) Emergency Action Plan Approval
7) USFWS Correspondence Letter
8) Soil Report
9) Topographic & Partial Boundary Survey
As noted in the attached PCN, this project proposes the modification of an existing dam
structure and bank stabilization of Turtle Pond Creek downstream of the existing emergency
spillway. The project site is located off Dillard Road just west of Highlands, NC (35.03733°, -
83.25571°) in Macon County. Dam modification proposed involve the installation of a principal
spillway system, internal embankment drainage system, and repair of the emergency spillway
system, as well as bank stabilization using natural channel structures including rock sills and
integrated bedrock. These structures will allow for structural integrity of existing dam structure
and safe discharge of excess water downstream from the dam. Brushy Fork Environmental
Consulting, Inc. will be the authorized agent for this permit application. If you have any
questions give me a call at 423.727.4476.
Sincerely,
Alan Babineau

1
Pre -Filing Meeting Request

DWR Pre -Filing Meeting Request Form
Contact Name*
Contact Email Address*
Project Owner*
Project Name*
Project County*
Owner Address:*
Josselyn Lucas
[e-mail]
The Mountain Retreat
The Mountain Retreat- Highlands Pond Project
Macon
Street Address
3872 Dillard Road
Address Line 2
City State / Rovince / Region
Highlands North Carolina
Ebstal / Zip Code Country
28741 USA
Is this a transportation project?* r Yes c: No
Type(s) of approval sought from the DWR:
rJ 401 Water Quality Certification - rJ 401 Water Quality Certification -
Reg ula r Express
I— Individual Permit I— Modification
I— Shoreline Stabilization
Does this project have an existing project ID#?*
(' Yes c: No
Do you know the name of the staff member you would like to request a meeting with?
Please give a brief project description below.*
This project will involve the assessment and Emergency Action Plan
of a dam along Turtle Pond creek. The assessment will address the
pond, dam, emergency spillway, and 100-200ft of the stream
channel.
Please give a couple of dates you are available for a meeting.
Please attach the documentation you would like to have the meeting about.
Mountain RetreatLocation.pdf 4.52MB
pdf only
By digitally signing below, I certify that I have read and understood that per the Federal Clean Water Act Section

401 Certification Rule the following statements:
• This form completes the requirement of the Pre -Filing Meeting Request in the Clean Water Act Section 401 Certification
Rule.
• I understand by signing this form that I cannot submit my application until 30 calendar days after this pre -filing
meeting request.
• !also understand that DWR is not required to respond or grant the meeting request.
Your project's thirty -day clock started upon receipt of this application. You will receive notification regarding meeting location
and time if a meeting is necessary. You will receive notification when the thirty -day clock has expired, and you can submit an
application.
Signature *
9d1 [Gird
Submittal Date 2/22/2021

2
U.S. Army Corps Submittal Cover Sheet

Corps Submittal Cover Sheet
Please provide the following info:
1. Project Name
Highlands Pond
2. Name of Property Owner/Applicant: Allegro Leasing, LLC
Brushy Fork Environmental Consulting, Inc.
3. Name of Consultant/Agent:
*Agent authorization needs to be attached.
4. Related/Previous Action ID number(s):
3872 Dillard Rd
5. Site Address:
6. Subdivision Name:
Highlands
7. City:
Macon
8. County:
35.037334 -83.255734
9. Lat: Long: (Decimal Degrees Please)
Scaly Mountain (NC) quadrangle
10. Quadrangle Name:
Turtle Pond Creek
11. Waterway:
12. Watershed: Little Tennessee
13. Requested Action:
X 3
Nationwide Permit #
General Permit #
Jurisdictional Detetiiiination Request
Pre -Application Request
The following information will be completed by Corps office:
AID:
Prepare File Folder Assign number in ORM Begin Date
Authorization: Section 10 Section 404
Project Description/ Nature of Activity/ Project Purpose:
Site/Waters Name:
Keywords:

3
Agent Authorization

AGENT AUTHORIZATION FORM
PROPERTY LEGAL DESCRIPTION:
LOT NO. N/A PLAN NO. N/A PARCEL ID: 7429546285
STREET ADDRESS: Off Dillard Road, Highlands, NC 28741 (35.037289°,-83.255492°)
Property Owner: Alegro Leasing, LLC Representative: RK Whitehead (President)
The undersigned, registered property owners of the above noted property, do hereby authorize
Adam Williams , of Brushy Fork Environmental Consulting, Inc.
(Contractor/Agent) (Consulting Firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance
of this permit or certification and any and all standard and special conditions attached.
Property Owner's Address (if different than property above):
2600 Atlanta Hwy, Gainesville, GA 30504
Telephone: [phone]
We hereby certify the above information submitted in this application is true and accurate to
the best of our knowledge.
Authorized Signature:
Date:
c-725wAtori I 0, Z a Z ]

4
Site Maps

The Mountain Retreat- Highlands Pond Project
Location Map
Project Locatio
35.037289°, -83.25
0 275 550 1,100
Feet
Project Parcel
Map is not to be construed as surveyed data. All boundaries are approximate GIS data taken from public data sources. BFEC 2019.

USGS U.S. DEPARTMENT U.S. GEOLOGIC AL SURVEY*ea world
INTERIOR
SCALY MOUNTAIN QUADRANGLE
NORTH CAROLINA - MACON COUNTY
7.5-MINUTE SERIES
89�N
88
85
83
80
79
Me •:� US Topo
84°°niE 85 8fi 87 88 89 90
93
94 83.35 35.1350
(,entire 9le' bare,aeee
�! Highlands Pond
TOPO Map
GCee6r,Eil.
]8
Plc, Gap
Pens,' Mtn
86
Pcadue,E by tba Unitad Statue Gaolegleal Survey
m55yuznofli1el--I or
xte"a
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ack Lap
Toter H lil
Hop' Hill
eL'Ridgs
W,tkine-Miu
SCALE 1:24 000
Er
91
LSGkekllet
0,
iteocatiorf,
93
89
88
87
85
83
79
78
JJ
'°76m°" N
SCALY MOUNTAIN, NC
2019

National Flood Hazard Layer FI RMette
FEMA
Legend
83°15'41"W 35°2'30"N
•
yy 4 •
•
✓4 +w
• •*
•�. +R
0 250 500
Feet
1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
;141111111:71.7\
, ALLip
�+*
83°15'3"W 35°2'1"N
1:6,000
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or Depth ZoneAE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zonex
Future Conditions 1% Annual
- Chance Flood Hazard zonex
"Area with Reduced Flood Risk due to
Levee. See Notes. zonex
'/ Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard
Effective LOMRs
Area of Undetermined Flood Hazard
- — - - Channel, Culvert, or Storm Sewer
i i i i i i i Levee, Dike, or Floodwall
20.2
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
y517 Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
Coastal Transect Baseline
- — Profile Baseline
Hydrographic Feature
Digital Data Available
No Digital Data Available
Unmapped
N
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 1/25/2021 at 11:39 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data overtime.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

Highlands Pond Soil Map
ti.
Map Unit
symbol
CuD
EdC
EdD
EdE
RkF
TwC
Ud
W
Map Unit Description
Cleveland -Chestnut -Rock outcrop
complex, windswept, 15-30%
slopes
Cleveland -Chestnut -Rode outcrop
complex, windswept, 30-50%
slopes
Cullasaja-Tuckasegee complex,
15-30% slopes, stony
Edre.,, -Ile-CbestnJ:cc-iplex,S-
"�'•_ Does, stony
Ecneyvi le -Chestnut complex,
::recipi.ation, 15-30%
slopes, stony
Edneyvi le-Chnst-,L.t complex,
::recipi:a:icr, 3D-50%
slopes, stcns
Rock outcrop -Cleve and complex,
30-95`: slopes
Tuckasegee-,;','Ii-eside complex,
5-15°4 slopes
Udorthents, Loamy
Water
Landform
Mountain slopes, ridges
Mountain slopes, ridges
Fans on mountain slopes,
drainageways an
mountain slopes, coves
on mountain slopes
Mountain slopes, ridges
Ridges, mountain slopes
Mountain slopes, ridges
Mountain slopes, ridges
Fans on mountain slopes,
drainageways an
mountain slopes, coves
on mountain slopes
n�a
n I a
&ma [oEranli@la?-eoaod II"03[10
Drainage Class
Somewhat
excessively
drained
Somewhat
excessively
drained
Well drained
Well drained
Well drained
Well drained
Somewhat
excessively
crinec
Well drained
Well drained
nja
S-omm nity
Legend
[ CpD
EdD
CpE EdE
CuD
EdC
RkF
TwC
Ud
w
Highlands_P...
0 85170 340 510 680
Feet
Map is not to be construed as surveyed data. All boundaries are approximate GIS data taken from public data sources. BFEC 2019.

•
ko_
MACON
10
0 too
MAQ616 Porter Pierson -Henley
House
<J)
0
7

5
Construction/Site Plans

MOUNTAIN CAMP DAM (STATE ID: MACON-047) MODIFICATION
Macon County, Highlands, NC
DAM OWNER:
ALLEGRO LEASING, LLC.
3872 DILLARD ROAD, HIGHLANDS NC 28741
CONTACT: BEVERLY CREE, ACTING EXECUTIVE
DIRECTOR, MOUNTAIN RETREAT AND LEARNING CENTER
828-526-5838
PROJECT LOCATION: (35.037334, -83.255734)
MOUNTAIN RETREAT & LEARNING CENTER
3872 DILLARD ROAD, HIGHLANDS, NC 28741
PROJECT ENGINEER:
BRUSHY FORK ENGINEERING DIVISION, PLLC
10564 HIGHWAY 421 SOUTH, TRADE, TN 37691
MELANIE CARTER, PE, PHD
[e-mail], 276-623-7918
DAM SIZE CLASSIFICATION: SMALL
DAM HAZARD CLASSIFICATION: HIGH, CLASS C
SHEET INDEX
COVER
WATERSHED -INUNDATION MAP
CONSTRUCTION NOTES AND LEGEND
1
2
3
EXISTING CONDITIONS MAP 4
PROPOSED OVERALL SITE PLAN 5
CONSTRUCTION - ESC SEQUENCE PHASE 1 6
SITE PREPARATION
CONSTRUCTION - ESC SEQUENCE PHASE 2 7
DEWATERING
CONSTRUCTION - ESC SEQUENCE PHASE 3 8
PRINCIPAL SPILLWAY INSTALLATION
CONSTRUCTION - ESC SEQUENCE PHASE 4 9
PRINCIPAL SPILLWAY INSTALLATION
PRINCIPAL SPILLWAY PROFILE / CROSS SECTION 10
CONSTRUCTION - ESC SEQUENCE PHASE 5 11
EMERGENCY SPILLWAY INSTALLATION
EMERGENCY SPILLWAY PROFILE / 12
CROSS SECTION
EROSION SEDIMENT CONTROL DETAILS 13-14
AND SPECIFICATIONS
CONSTRUCTION DETAILS AND SPECIFICATIONS 15-17
0
5,000
10,000 Feet
ti
Macon County, NC
100
200
GENERAL NOTES:
1. DAM MODIFICATION WILL INCLUDE INSTALLATION OF A
NEW PRIMARY OUTLET RISER, REPLACEMENT OF A BARREL,
REPAIR OF AN EMERGENCY SPILLWAY, AND
IMPROVEMENTS TO DAM STABILITY.
2. SURVEY DATA PRESENTED HEREIN COLLECTED BY KEE
MAPPING AND SURVEYING AND PROVIDED IN THE
EXISTING CONDITIONS TOPOGRAPHIC SURVEY & PARTIAL
BOUNDARY SURVEY FOR MOUNTAIN RETREAT & LEARNING
CENTER (DATED 1/15/21).
3. CONTOUR DATA PRESENTED IN THIS DOCUMENT IS TAKEN
FROM NCDOT LIDAR DATA (2' and 10' CONTOURS).
4. HORIZONTAL AND VERTICAL GRID CONTROL TIED TO
PROJECT BY KEY MAPPING AND SURVEYING, PLS# L-4977.
5. PRIOR TO CONSTRUCTION, BFEC WILL VALIDATE AND
FLAG CONTROL POINTS IDENTIFIED IN THESE DRAWINGS
(SEE SHEET 3, CONTROL POINT TABLE)
6. ALL UTILITIES SHOWN IN THE PLAN SHEETS WERE LOCATED
BY KEE MAPPING AND SURVEYING BASED ON VISIBLE
ABOVE GROUND STRUCTURES. ANY UNDERGROUND
UTILITIES SHOWN ARE APPROXIMATED. THE CONTRACTOR
IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND
UTILITIES PRIOR TO CONSTRUCTION ACTIVITIES BY
CONTACTING 811.
LEGEND
Pond — Road Centerline
Property Boundary — Turtle Pond Creek
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Signature
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CONSTRUCTION NOTES
1. DURING CONSTRUCTION, THE PROJECT
ENGINEER AND THE GEOTECHNICAL ENGINEER
SHALL PROVIDE CONSTRUCTION INSPECTION.
THE CONTRACTOR SHALL PROVIDE MATERIAL
TESTING.
2. THE CONTRACTOR SHALL PROVIDE SITE ACCESS
TO THE OWNER, PROJECT ENGINEER,
GEOTECHNICAL ENGINEER AND TESTING
PERSONNEL AND REGULATORY STAFF.
3. GEOTECHNICAL ENGINEERING INVESTIGATION
AND LOGS OF BORINGS ARE PROVIDED IN THE
DESIGN REPORT APPENDIX 4.
4. INSPECTIONS WILL BE PROVIDED BY A
GEOTECHNICAL ENGINEER AND THE PROJECT
ENGINEER FOR CONSTRUCTION AND MATERIALS
DURING THE PROJECT.
GENERAL DESIGN PARAMETERS
WATERSHED AREA: 31.4 AC
WATERSHED CURVE NUMBER: 40
% IMPERVIOUS: 0
WATERSHED LAG TIME: 12 MIN
NORMAL POOL ELEVATION: 3922.0 FT
NORMAL POOL SURFACE AREA: 1.07 AC
EMERGENCY SPILLWAY ELEVATION: 3923.0 FT
EMERGENCY SPILLWAY POND AREA: 1.17 AC
EMERGENCY SPILLWAY WIDTH: 11.5 FT
TOP OF DAM ELEVATION: 3924.0 FT
TOP OF DAM SURFACE AREA: 1.23 AC
50-YR, 24-HR STORM PEAK INFLOW: 54.9 CFS
50-YR, 24-HR STORM PEAK ELEVATION: 3922.87 FT
1/3 PMP, 24-HR PEAK INFLOW:
1/3 PMP, 24-HR PEAK ELEVATION:
95.5 CFS
3923.6 FT
ESTIMATED DEWATERING TIME: 10-20 HRS
(DEPENDENT ON BOTTOM DRAIN CONDITION)
ESTIMATED REFILL TIME: 4.5 DAYS
(ASSUME BASEFLOW MAX 1 CFS; DRY CONDITIONS)
Control Point Table
Control
Point'
Survey Reference
Northing (ft)
Fasting (ft)
Elevation (ft)
KBC "KEE" (500)
495999. 14
7268 1 6.28
3924.2
2
KBC "KEE" (50 I )
495832.5
7265 1 6.45
3924.5
3
KBC "KEE" (306)
495772.8
726664.2 1
3923.8
4
KBC "KEE" (300)
495625.2
726348.04
3929.4
5
KBC "KEE" (30 I )
495546.3
726553.85
3928.6
DATUM: NAD83 (20 1 1) NAVD 88, *5/8" KBR/CAP
GENERAL CONSTRUCTION SEQUENCE:
THIS SECTION INCLUDES SUMMARY STEPS, MORE
DETAILS ARE PROVIDED IN THE CONSTRUCTION - ESC
SEQUENCE PHASES 1-5 (SHEET 6-12).
1. MOBILIZATION - PREPARE SITE BY INSTALLING
PERIMETER EROSION AND SEDIMENT CONTROL,
INCLUDING CONSTRUCTION ENTRANCE, SILT
FENCE, STOCKPILE AREAS, CONSTRUCTION
ACCESS, TREE REMOVAL.
2. DRAIN THE POND USING THE EXISTING BOTTOM
DRAIN AND VALVE.
3. EXCAVATE DAM CONSTRUCTION ACCESS
THROUGH DAM EMBANKMENT.
4. INSTALL TEMPORARY DIVERSION CHANNEL
THROUGH DAM EMBANKMENT AND ROUTE
STREAMFLOW INTO DIVERSION CHANNEL.
5. COFFER AREA AROUND PRINCIPAL SPILLWAY
CONCRETE FOOTER USING EARTH EMBANKMENT.
6. INSTALL PRINCIPAL SPILLWAY CONCRETE
FOOTER.
7. INSTALL HDPE RISER STRUCTURE, INCLUDING ALL
ACCESSORIES.
8. EXCAVATE DAM EMBANKMENT OVER PRINCIPAL
SPILLWAY BARREL.
9. REMOVE FORMER OUTLET PIPE AND BOTTOM
DRAIN.
10. INSTALL HDPE BARREL INCLUDING ALL
ACCESSORIES.
11. INSTALL OUTLET PROTECTION AND ROCK -LINED
CHANNEL BETWEEN END OF PRINCIPAL
SPILLWAY AND ROAD CULVERT.
12. BACKFILL DAM EMBANKMENT IN 6-12-IN
COMPACTED LIFTS, INCLUDING INSTALLATION
OF FILTER DRAIN.
13. REMOVE CONSTRUCTION ACCESS AND
PERMANENTLY STABILIZE ALL DISTURBED AREAS
ON DAM EMBANKMENT AND BETWEEN DAM
AND ROAD EMBANKMENT.
14. REMOVE ALL TREES GROWING NEAR
EMERGENCY SPILLWAY ON THE DOWNSTREAM
SIDE OF THE DAM.
15. MODIFY EMERGENCY SPILLWAY BY REMOVING
PART OF THE EXISTING CONCRETE PAD,
INSTALLATION OF CONCRETE CUT-OFF WALL,
ROCK -LINED CHANNEL, AND ROCK SILLS.
16. INSTALL VEGETATED CHANNEL BETWEEN
ROCK -LINED CHANNEL AND ROAD CULVERT.
17. PERMANENTLY STABILIZE ALL DISTURBED AREAS
NEAR EMERGENCY SPILLWAY.
18. REMOVE PERIMETER EROSION AND SEDIMENT
CONTROL DEVICES AND PERMANENTLY
STABILIZE ALL REMAINING DISTURBED AREAS.
EROSION AND SEDIMENT CONTROL NOTES
AREA OF DISTURBANCE = 0.76 AC
1. ALL CONSTRUCTION ACTIVITIES FOR THIS PROJECT
MUST COMPLY WITH THE NORTH CAROLINA
SEDIMENTATION CONTROL LAW AND EROSION AND
SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL (2013).
2. EROSION AND SEDIMENT CONTROL SUGGESTED
MEASURES ARE SHOWN IN THE CONSTRUCTION-ESC
SEQUENCE PHASE DRAWINGS (SHEET 6-12) WITH
DETAILS AND SPECIFICATIONS PROVIDED (SHEET
13-14).
3. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR SITE
CONDITIONS AND COMPLYING WITH ALL NC ESC
LAWS AND REGULATIONS.
4. THE CONTRACTOR SHALL NOTIFY THE PROJECT
ENGINEER PRIOR TO ANY MODIFICATIONS TO THE
CONSTRUCTION SEQUENCE AND ACTIVITIES
DESCRIBED IN THESE PLAN SHEETS AND THE DESIGN
REPORT.
5. NO CONSTRUCTION ACTIVITIES SHALL OCCUR
OUTSIDE THE LIMITS OF DISTURBANCE.
6. ALL CONSTRUCTION ACTIVITIES SHALL BE CARRIED
OUT DURING DRY CONDITIONS, DISTURBED AREAS
SHALL BE STABILIZED PRIOR TO FORECASTED RAIN
EVENTS.
7. PERIMETER CONTROL MEASURES, INCLUDING
CONSTRUCTION ENTRANCE, ESTABLISHMENT OF
STOCKPILE/STAGING AREAS, AND SILT FENCE
INSTALLATION SHALL BE INSTALLED PRIOR TO
INITIATING CONSTRUCTION ACTIVITIES.
8. DURING SITE GRADING, TOPSOIL SHALL BE
TEMPORARILY STOCKPILED AND RE -APPLIED DURING
FINAL GRADING.
9. ALL CONSTRUCTION MATERIALS, INCLUDING ROCK
AND SOIL MATERIAL SHALL BE STOCKPILED AND
STAGED AT DESIGNATED AREAS WITH SILT FENCE
PROTECTION.
10. THE MAXIMUM SLOPE FOR ALL GRADING ACTIVITIES
IS 2:1, WITH 3:1 PREFERRED WHERE EVER POSSIBLE.
11. DURING PRINCIPLE SPILLWAY INSTALLATION, ALL
STREAMFLOW SHALL BE DIVERTED TO A TEMPORARY
DIVERSION CHANNEL (SEE DETAIL). CONSTRUCTION
EQUIPMENT SHALL BE KEPT OUT OF STREAMFLOW
CHANNEL AREAS WITHIN THE POND INTERIOR AND
WITHIN OUTFLOW CHANNELS. TEMPORARY STREAM
CROSSINGS SHALL BE INSTALLED OVER ALL
CONCENTRATED FLOW AREAS WHEN NEEDED.
12. FOLLOWING CONSTRUCTION ACTIVITIES IN
DESIGNATED AREAS, ALL DISTURBED AREAS SHALL BE
STABILIZED IMMEDIATELY WITH SEEDING ( DETAILS:
TEMPORARY AND PERMANENT SEEDING), AND
STRAW OR EROSION CONTROL MATTING (SEE
DETAIL).
13. THE CONTRACTOR IS RESPONSIBLE FOR IMMEDIATELY
REMOVING ALL CONSTRUCTION EQUIPMENT,
MATERIALS, ESC PERIMETER CONTROL MEASURES,
EXCAVATED SOIL, DEBRIS, AND REFUSE FROM THE
PROJECT SITE.
-OW-
3900
EXISTING CONDITION LEGEND
CONTROL POINT
"ar DECIDUOUS TREE
CONIFEROUS TREE
UTILITY POLE
OVERHEAD UTILITIES
MINOR CONTOUR
MAJOR CONTOUR
PROPERTY BOUNDARY
NCDOT RIGHT OF WAY
WATER SURFACE
TOP OF BANK
THALWEG
PAVED ROAD
UNPAVED ROAD
BEDROCK
WALKWAY
RIPRAP
CONCRETE
[F CULVERT
ESC LEGEND
J
W W
LPL'
CONSTRUCTION ENTRANCE
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
TEMPORARY STREAM
CROSSING /
CONSTRUCTION ACCESS
TEMPORARY DIVERSION
CHANNEL
TEMPORARY/PERMANENT
SEEDING
EROSION CONTROL MATTING
m
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0
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W.
0 .
0
0
Z
W
0
w
J
c
0
1
0
0
0
w
0
Z
CONSTRUCTION
Mountain Camp Dam
Macon County, Highlands, NC
SHEET
3/17

Dam Berm
Profile
Outlet Channel
Principal Spillway Profile -" -"-
(Sheet 10)
Barrel
Riser
-
- � W W W W W W W W /�
--� Y W W 4,W 4, 4, 4,W
iW W W W W W W W W W W W W I d4
IW It W 4, 4,4 Y 4, W W 4, 4, W W
\ �'v4 , w Vegetated Channel 4.
\ \ Y \ Y '', 4 Y 4' 'Y 4' 4' 4' 'Y '
\ W W W W W W W W W
\. \\ I * W * * W * * * W
\ \ ' ' `Y ' '
\\\ W 4' W 4' W Rock Sills for
W W \ `1' W W `, W Grade Control
W W W W W W Integrate bedrock into
W W W W
800+8 Riprap channel lining
W W W+,
0,60
°ate W 4 + Partial concrete pad removed,
Rock -Lined channel installed.
pO W WYY W
Concrete
Cut-off Wall
W8O W W i
Y Y W j
W Y W W W 1
W W W W WI
W W W W W
W%92 Y Y WI
Emergency
Spillway Profile W W
(Sheet 11) W W W
W W
Area of Disturbance = 0.76 ac
LEGEND
EXISTING CONDITION LEGEND
CONTROL POINT
ar DECIDUOUS TREE
CONIFEROUS TREE
UTILITY POLE
—ow— OVERHEAD UTILITIES
MINOR CONTOUR
MAJOR CONTOUR
PROPERTY BOUNDARY
CULVERT
POND WATER SURFACE
TOP OF BANK
PAVED ROAD
UNPAVED ROAD
BEDROCK
RIPRAP
CONCRETE
PROPOSED CONDITION LEGEND
3924 PROPOSED 2' CONTOUR
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
ROCK —LINED CHANNEL
ROCK SILLS
TEMPORARY/PERMANENT
SEEDING
EROSION CONTROL MATTING
PROPOSED TOP OF BANK
SHEET
5/17

33
00
33
I
00
00
00
O�
00 30
00
Ag
A
J
J
60
1:360.0007
120
F
Temporary Dewater Pipe
(CMP, 18" Dia x 20 ft L)
Remove trees for
construction access
PROPOSED CONDITION LEGEND
WWWW
CONSTRUCTION ENTRANCE
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
TEMPORARY DIVERSION CHANNEL
X TREE REMOVED
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE — EROSION AND
SEDIMENT CONTROL AND POND DRAWDOWN
1. INSTALL CONSTRUCTION ENTRANCE AND SILT
FENCE (SEE DETAILS).
2. REMOVE DESIGNATED TREES AND ESTABLISH
STOCKPILE/STAGING AREAS.
3. INSTALL TEMPORARY DRAINAGE PIPE (18" CMP
x 20 ft L) BETWEEN BOTTOM DRAIN OUTLET
AND ROAD CULVERT TO INITIATE POND DRAW
DOWN.
4. INSTALL TEMPORARY STREAM
CROSSING/CONSTRUCTION ACCESS ROAD
DOWN TO EXISTING POND BOTTOM DRAIN AND
BERM TREES TO BE REMOVED.
5. POND DRAW DOWN SHALL OCCUR IN
ESTIMATED 10-20 HOURS, DEPENDENT ON
BOTTOM DRAIN FLOW RATE AND FUNCTION.
6. INSTALL TEMPORARY STREAM CROSSING OVER
THE DRAINAGE PIPE TO ACCESS THE DAM ON
THE WEST SIDE.
7. OPEN BOTTOM DRAIN USING EXISTING VALVE
AND ENSURE ALL FLOW ENTERS TEMPORARY
DRAINAGE PIPE.
8. THE PROJECT ENGINEER WILL PROVIDE
INSPECTION OF THE DRAINAGE AND ESC
MEASURES. THE GEOTECHNICAL ENGINEER WILL
PROVIDE INSPECTION OF THE EXPOSED DAM
FACE.
9. FOLLOWING INSPECTION AND AFTER POND
WATER LEVEL HAS DROPPED BELOW
EMERGENCY SPILLWAY ELEVATION (NO FLOW IN
CHANNEL), PROCEED TO DEWATERING, SHEET
7.
o c
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o
0 I 0
w w
O w E
w
- 0
o
Z H- 0
O Q U
o - C
w 0
cnz
0 C
O 0
U rn
Macon County, Highlands, NC
SHEET
6/17

a —ff 1\7 o
� Temporary Dewater Pipe —
PROPOSED LEGEND
.,
,e"`' rEngineering Sound Environmental Solutions
‘,_:1 10565 Highway 421 South
Trade, TN 37691
on. ph/fax: [phone]
www.bfec.org
ow
(CMP, 18" Dia x 20 ft L) + + ++ + +
+
' ++++++ p
3924 PROPOSED 2' CONTOUR
F 7 CONSTRUCTION ENTRANCE
1`.—��.
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o �r��7��Y��Y�wz' •f�•oY�••Y�••z ■ +
�. Aw
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STOCKPILE/STAGING AREA
v L L Fw L L +
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SILT FENCE
� �I c� / /- ;'
'
o� '
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/ /
Profile
/'
'.
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;
:• •�
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�OIO�4IO�OI + + ++
, �, �,
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a a a LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
�:..:..:..:..:..:..:..:..:
$$$$$$$$ TEMPORARY DIVERSION CHANNEL
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE —DEWATERING
(see
0�
Temporary
Detail,
198
•
•/
0
i
I i
Diversion Channel
5.0 W x 1.5 D x 111 L)
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Temporary Construction �C,t ,�1
Access into Pond (see Detail) _��j��4.,C
���,
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•
d
I
I•
: v
1. AFTER POND DRAWDOWN IS COMPLETE, INSTALL
TEMPORARY DIVERSION CHANNEL. THIS STEP SHALL
BE COMPLETED DURING FORECASTED DRY
CONDITIONS.
2. EXCAVATE TEMPORARY CONSTRUCTION ACCESS (15'
WIDTH) THROUGH DAM TO ENTER POND INTERIOR.
3. THE GEOTECHNICAL ENGINEER WILL PROVIDE
INSPECTION OF THE EXCAVATION, ENSURING SIDE
SLOPE STABILITY.
4. EXCAVATE TEMPORARY DIVERSION CHANNEL WITHIN
THE DAM (SEE DETAIL) TO MAINTAIN POND
DEWATERING AND TO CONVEY STREAMFLOW DURING
THE PRINCIPAL SPILLWAY INSTALLATION.
5. THE TEMPORARY DIVERSION CHANNEL IS DESIGNED
TO CONVEY THE 10—YR, 24—HR STORM EVENT.
6. PLUG ENTRANCE TO TEMPORARY DIVERSION CHANNEL
7.UNTIL INSTALLATION COMPLETE.
AFTER EXCAVATION, INSTALL GEOMEMBRANE LINER
AND SECURE ON ALL SIDES.
8. CONTOUR POND BOTTOM USING TRENCH AND BERM
TO ROUTE ALL STREAMFLOW INTO TEMPORARY
DIVERSION CHANNEL.
9. REMOVE PLUG AND TURN STREAMFLOW INTO
TEMPORARY DIVERSION CHANNEL.
10. THE GEOTECHNICAL ENGINEER AND PROJECT
ENGINEER WILL PROVIDE INSPECTION OF THE
EXCAVATION AND DIVERSION CHANNEL TO ENSURE
PROPER FUNCTION AND TO VERIFY BORING LOG
INFORMATION.
11. CLOSE BOTTOM DRAIN AND REMOVE TEMPORARY
DEWATER PIPE.
12. PROCEED TO INSTALLATION OF PRINCIPAL SPILLWAY,
SHEET 8.
„
;
ti
o'D
DRAWN BY:
CHECKED BY:
CONSTRUCTION—ESC SEQUENCE PHASE 2
POND ACCESS AND DEWATERING
Mountain Camp Dam Modification
Macon County, Highlands, NC
Feet
.,
II
Dam Berm Profile
3926
—
3924 -
\`\
-
�
of Dam
i,i
3922 -Top
_
EL 3924'
\
/
3920
rn
\�4
Construction Access
,�°9//
_
CD
\o,
3918 -
<
,`9
_,
4)'/
/ Existing Emergency Spillway
— Concrete Pad
3916 -
O
No
\\
/
i
EL 3922.8'
g 3914
—\
//
3912 -
— Temporary Diversion Channel/
-
Top of Bank EL 3908.3' —
\,
i
3910 -
Thalweg EL 3906.8
I I
\
3908
7/1 7
3906
0+00
1 1 1 1 1
0+10 0+20 0+30 0+40 0+50 0+60
1 1 1
0+70 0+80 0+90 1+00
1 1 1
1+10 1+20 1+30 1+40
Station
1 1
1+50 1+60 1+70 1+80
1
1+90 2+00
1SHEET
2+10 2+20
2+30

3926
3924
3922
3920
3918
3916
3914
3912
3910
3908
3906
3904
Create outlet channel
between end of barrel
and road culvert
Dam Berm Profile
/
\�
/
Construction Access
/
`�4+
(15')
.cc/
M S/ Existing
Emergency Spillway
?./
ape
-
�i�
/
Concre e Pad
EL 3922.8'
/
/
-
/
-
-
,--\
i
\\
/
Temporary Diversion Channel
/
Top of Bank EL 3908.3 —
Thalweg 3906.8
Principal Spillway Barrel
Invert EL 3908.2'
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30
Station
LEGEND
3924----- PROPOSED 2' CONTOUR
WWWW
CONSTRUCTION ENTRANCE
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
TEMPORARY DIVERSION CHANNEL
TREE REMOVED
°°°°°„o°„°°' ROCK —LINED CHANNEL
000c
PROPOSED TOP OF BANK
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE — PRINCIPAL SPILLWAY
1. AFTER ALL FLOW IS DIVERTED TO TEMPORARY
DIVERSION CHANNEL, BEGIN INSTALLATION OF
PRINCIPAL SPILLWAY RISER —BARREL STRUCTURE.
2. INSTALL COFFER DAM (EARTHEN EMBANKMENT)
AROUND CONCRETE FOOTING AREA.
3. IF GROUNDWATER ENTERS CONCRETE FOOTING AREA,
INSTALL A TRENCH ALONG THE INSIDE OF THE
COFFER DAM AND PUMP TO TEMPORARY DIVERSION
CHANNEL.
6. POUR CONCRETE FOOTER. THE GEOTECHNICAL
ENGINEER AND PROJECT ENGINEER WILL PROVIDE
INSPECTION OF THE FOOTER.
7. INSTALL HDPE RISER WITH ASSOCIATED DEVICES (SEE
SHEET 10 AND SHEET 17, PRINCIPAL SPILLWAY
DETAIL). THE PROJECT ENGINEER WILL PROVIDE
INSPECTION OF THE RISER STRUCTURE AND
INSTALLATION.
8. EXCAVATE DAM IN THE OUTLET LOCATION, LEAVING A
BERM BETWEEN THE TEMPORARY DIVERSION CHANNEL
AND THE PRINCIPAL SPILLWAY INSTALLATION AREA.
9. REMOVE ANY FORMER OUTLET COMPONENTS FOUND
WITHIN THE POND AND DAM, INCLUDING PIPE AND
BOTTOM DRAIN.
10. INSTALL BARREL WITH ASSOCIATED DEVICES (SEE
SHEET 10 AND SHEET 17, PRINCIPAL SPILLWAY
DETAIL). THE PROJECT ENGINEER WILL PROVIDE
INSPECTION OF THE COMPLETED PRINCIPAL SPILLWAY
STRUCTURE.
11. INSTALL CULVERT OUTLET PROTECTION USING A
ROCK —LINED CHANNEL FROM BARREL OUTLET TO
ROAD CULVERT (SEE DETAIL).
12. REMOVE COFFER DAM AFTER PRINCIPAL SPILLWAY
INSTALLATION.
13. BRING PRINCIPAL SPILLWAY ONLINE, LEAVING GATE
VALVE OPEN UNTIL DAM EMBANKMENT
RECONSTRUCTED.
14. THE GEOTECHNICAL ENGINEER AND PROJECT
ENGINEER WILL INSPECT THE OPERATION OF THE
PRINCIPAL SPILLWAY PRIOR TO DAM EMBANKMENT
BACKFILL.
15. PROCEED TO SHEET 9, DAM EMBANKMENT BACKFILL
AND FILTER DRAIN INSTALLATION.
N) c
0
0
0
0
E
0
0
0
0
U
0
.0
0
0
CONSTRUCTION-ESC SEQUENCE PHASE
PRINCIPLE SPILLWAY INSTALLATION
Macon County, Highlands, NC
SHEET
8/17

3926
3924
3922
3920
3918
3916
3914
3912
3910
3908
3906
3904
Principal Spillway Profile
(Sheet 10)
Dam Berm Profile
\�
Top of Dam Berm,
EL 3924.
\\
0'
/
//
\\
—
i
/
Existing
Emergency
Conc
EL
Spillway
i
ete Pad
3922.8'
a
Filter Drain Sand
Layer
�a
•
Filter Drain
-
Former
Embankment
Gravel Layer
..,....
;...,
:;
....;:...�
Cut
,�,.°
�, �;°
4
Barrel
i
_
Principal
Spillway
EL 3908.2'
Invert
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1 + 10
1+20 1+30
Station
1+40
1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30
LEGEND
- - 3924
-- PROPOSED 2' CONTOUR
-1 CONSTRUCTION ENTRANCE
WVAVAI
111111111
)0000
W W W
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
ROCK —LINED CHANNEL
TEMPORARY/PERMANENT
SEEDING
EROSION CONTROL MATTING
PROPOSED TOP OF BANK
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE — DAM EMBANKMENT
BACKFILL
1. BACKFILL DAM ACCORDING TO CROSS SECTION (SHEET
10) USING EXISTING EXCAVATED FILL MATERIAL AND
OFF —SITE SOIL MATERIAL APPROVED BY THE
GEOTECHNICAL ENGINEER
2. DAM SHALL BE BACKFILLED USING 6-12" LIFTS (BASED
ON SOIL MATERIAL, THICKNESS APPROVED BY THE
GEOTECHNICAL ENGINEER). EACH LIFT SHALL BE
COMPACTED TO 95% MAXIMUM DRY DENSITY USING
COMPACTING EQUIPMENT.
3. FOR COARSE —GRAINED SOILS, COMPACTION SHALL BE
ACHIEVED USING A VIBRATORY SMOOTH DRUM ROLLER
OR OTHER TYPE OF COMPACTING EQUIPMENT AS
APPROVED BY THE GEOTECHNICAL ENGINEER.
4. BENCH BACKFILL INTO DAM EMBANKMENT SIDE SLOPES.
5. INSTALL FILTER DRAIN DURING DAM EMBANKMENT
BACKFILL (SEE FILTER DRAIN DETAIL).
6. THE INTERIOR DAM FACE SHALL BE RESTORED TO 3:1
SLOPE, THE EXTERIOR DAM FACE WILL BE MODIFIED TO
REDUCE THE SLOPE TO A 2:1.
7. DURING DAM BACKFILL, REMOVE TEMPORARY DIVERSION
CHANNEL AND CONSTRUCTION ACCESS THROUGH DAM.
8. DURING DAM BACKFILL, MAINTAIN POSITIVE SITE
DRAINAGE ON SURFACE WITH NO PONDING AND
PROTECT SOIL SUBGRADES BY SEALING PRIOR TO
INCLEMENT WEATHER USING SMOOTH DRUM ROLLER
WITHOUT VIBRATION.
9. THE GEOTECHNICAL ENGINEER WILL INSPECT ALL
BACKFILL MATERIAL FROM DAM EXCAVATION AND ANY
OFF —SITE MATERIAL PRIOR TO USE. THE GEOTECHNICAL
ENGINEER WILL INSPECT DAM EMBANKMENT BACKFILL
AND CONDUCT MATERIAL AND COMPACTION TESTING.
10. FOLLOWING EMBANKMENT BACKFILL, REMOVE ANY
REMAINING SECTIONS OF CONSTRUCTION ACCESS BELOW
THE DAM.
11. FOLLOWING EMBANKMENT GRADING ACTIVITIES,
STABILIZE ALL EXPOSED GROUND ALONG DAM USING
TEMPORARY AND PERMANENT SEEDING AND EROSION
CONTROL MATTING (SEE DETAILS).
12. THE GEOTECHNICAL ENGINEER AND PROJECT
ENGINEER WILL PROVIDE INSPECTION OF THE
COMPLETED DAM EMBANKMENT.
13. PROCEED TO EMERGENCY SPILLWAY INSTALLATION,
SHEET 11.
-oz
E ro
0 =
E
o
U °
ro
0
0

3928
3924-
3920-
rn
(1) 3916-
Q
0•
3912-
3908-
3904-
3902
Gate Valve, 8"
Invert: 39l 5.0'��
Inflow Barrel
Invert: 3910.5
Concrete Footer,
Min 10'WxlO'Lx2'H
57 Stone Beddin•
0+00
Min 12'
0+10
LEGEND
EXISTING GROUND
PROPOSED GROUND
0+20
Trash Rack (NTS)
Riser Invert: 3922.0'
HDPE Riser (63")
Upstream 3:1 slope
Top of Footer: 3910.0'
0+30
0+40
3914
3912
Crn-D 3910
Q
0 3908
3906
3904
0+50
Principal Spillway Profile
Top of Berm: 3924.0'
Emergency Spillway:
3923.0
Normal Flow Elevation:
3922.0
0+60
Filter Drain -Sand Layer
(see Detail)
HDPE ( 36")
Filter Drain -Gravel La e
(see Detail)
57 Stone Beddin
0+70
Station
0+80
Outlet Channel XS STA 1 +32.5
0+90
1+00
i
0+00
0+10
0+20
0+30
Station
0+40
0+50
Downstream 2:1 slope
Culvert Outlet Protection
Outlet Rock -lined Channel
0+60
(see Detail)
1+20
Outflow Barrel
Invert: 3907.0'
1+30
1+40
0 0
V)
W
}
Zm
K
PRINCIPLE SPILLWAY PROFILE
c
0
0
0
0
0
0
0
E
0
U
.6
c
0
Macon County, Highlands, NC
SHEET
0 /17

3926
3924
3922
3920
3918
3916
3914
3912
3910
3908
3906
3904
Principal Spillway Profile
(Sheet 10)
Remove all trees on
berm downstream face
Barrel 0*00
Riser
Emergency
Spillway Profile
(Sheet 11)
Area of Disturbance = 0.76 ac
Dam Berm Profile
loll+ + +f
Rock Sills for
Grade Control
Integrate bedrock into
8Riprap channel lining
Partial concrete pad removed,
Rock -Lined channel installed.
ir-
Concrete
Cut-off Wall
c\\\
Top of Dam Berm,
EL 3924.
—
\\
0'
/
-
//
-
\
\
/
/ Existing
Emergency
Concrete
EL
Spillway
\
//
Pad
3922.8'
\ e
4
/
-
- \ C
II
C
4
'...
.a °
/
°
Filter Drain Sand
Layer
4.
°
- : `
a
a
°'
°/
/
..
Filter Drain
Gravel Layer
'
Former
Embankment
—
Cut
y
-
Barrel
i
—
Principal Spillway
Invert EL 3908.2'
0+00 0+10 0+20 0+30 0+40 0+50
0+60
0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40
Station
1+50 1+60 1+70 1+80 1+90 2+00 2+10
2+20
2+30
LEGEND
3924 PROPOSED 2' CONTOUR
1 CONSTRUCTION ENTRANCE
0 _ 0 _ 0 _ 0 _ 0
W
STOCKPILE/STAGING AREA
SILT FENCE
LIMITS OF DISTURBANCE
PROFILE/CROSS SECTION
TEMPORARY STREAM CROSSING/
CONSTRUCTION ACCESS
ROCK —LINED CHANNEL
ROCK SILLS
TEMPORARY/PERMANENT
SEEDING
EROSION CONTROL MATTING
TREE REMOVED
PROPOSED TOP OF BANK
(SEE EXISTING CONDITION LEGEND, SHEET 5)
CONSTRUCTION SEQUENCE — EMERGENCY SPILLWAY
1. AFTER PRINCIPLE SPILLWAY INSTALLATION AND DAM
BACKFILL, MODIFY AND INSTALL EMERGENCY
SPILLWAY.
2. INSTALL CONSTRUCTION ACCESS BETWEEN
STOCKPILE AREAS ALONG EMERGENCY SPILLWAY.
3. REMOVE WOODEN BRIDGE AND TREES ON THE DAM
EMBANKMENT NEAR SPILLWAY.
4. PARTIALLY REMOVE CONCRETE PAD (STA 0+69, SEE
EMERGENCY SPILLWAY PROFILE, SHEET 11.
5. INSTALL CONCRETE CUT—OFF WALL DOWN TO
STABLE GRADE OR BEDROCK, WHICHEVER IS
SHALLOWER.
6. THE GEOTECHNICAL ENGINEER AND PROJECT
ENGINEER WILL INSPECT THE CONCRETE PAD AND
CUT—OFF WALL TO EVALUATE SEEPAGE AND
STABILITY.
7. INSTALL ROCK SILLS AND ROCK LINED CHANNEL,
STA 0+70-1+10 (SEE DETAILS).
8. INSTALL VEGETATED CHANNEL (SEE DETAIL) FROM
STA 1+10 DOWN TO CONFLUENCE WITH ROADSIDE
DITCH.
9. STABILIZE ALL DISTURBED AREAS WITH PERMANENT
SEEDING AND SLOPE MATTING WHERE GREATER
THAN 3:1 SLOPE.
10. REMOVE ALL PERIMETER CONTROLS AND STABILIZE
AREAS, RESTORE TO ORIGINAL CONTOUR.
11. THE PROJECT ENGINEER WILL INSPECT THE
EMERGENCY SPILLWAY INSTALLATION AND VERIFY
SITE STABILIZATION PRIOR TO DEMOBILIZATION.
12. FINAL PROPOSED CONDITION CAN BE FOUND ON
THE OVERALL SITE PLAN (SHEET 5).
CONSTRUCTION-ESC SEQUENCE PHASE 5
EMERGENCY SPILLWAY INSTALLATION
Modification
E
0
0
0
E
0
U
0
0
Macon County, Highlands, NC
SHEET
11 /1 7

Emergency Spillway Profile
.,
,e"`' rEngineering Sound Environmental Solutions
‘,_:1 10565 Highway 421 South
Trade, TN 37691
on. ph/fax: [phone]
www.bfec.org
Existing Concrete Pad
3928-
Top of Berm: 3924.0'
Portion to be removed
Emergency Spillway
LEGEND
EXISTING GROUND
Existing Headcut: 3920.4'
Entrance: 3923.0'
3924-
Integrate channel into Bedrock
PROPOSED GROUND
rn
3920
I
Rock -Lined Channel
CD
(See Detail)
Q
\\
3916-
0
Concrete Cut -Off Wall
D
(6"Wx11'Lx10'H)
Vegetated Channel
`
3912-
Rock Sill
-
- (See Detail)
—
\
3908-
3904
0+10
i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10
Station
XS l STA 0+54
1 1 1 1 1 i i i i i i i i i i i i i i i
1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+102+15
XS2 STA 0+64
3930
-
Existing
Concrete Pad
—
3930
-
- -
3928 -
Grade Top of Darn
3928 -
Grade Top of Dam
Wals
m
3924.0'
m
-3924.0'
and
QCi
DRAWN BY:
CHECKED BY:
CAD 3926 -
CAD 3926
0
0 -
/
5
O 3924 -
O 3924 -
6//
EMERGENCY SPILLWAY PROFILE / XS
Mountain Camp Dam Modification
Macon County, Highlands, NC
3922 -
3922 -
3920
0+00
1
0+10 0+20
1
0+30 0+40
1
0+50 0+60
Station
XS3 STA 0+85
1
0+70 0+80
1
0+90 1+00
3920
0+00
1
0+10 0+20
I
0+30 0+40
XS4
I
0+50 0+60
Station
STA 1+08
I
0+70 0+80
0+90
3922
3924 -
-
— —
/
-
3920 -
rn 3922 -
, --�
�
rn
---,-
CT//---1�
CAD 3918 -
I
�.
0 3920 -
—
,'
,
0 _
_
\-
-�
O -
,/
O 3916 -
3918 -
—
3914
3916 -
1
—
SHEET
12/1 7
3915
0+00
1
0+10 0+20
1
0+30 0+40
1 1 1
0+50 0+60 0+70 0+80
Station
1
0+90 1+00
3912
0+00
0+10 0+20
0+30 0+40 0+50 0+60 0+70 0+80
Station
0+90

Wire Fence
(if applicable)
Geotextile Fabric
Backfill and
compact soil
Fink,
Existing
Ground
min.
Steel Post
6"
min.
m
0
n
E
0
4" 24"
min. min.
PROFILE VIEW
NTS
Post
Wire/Plastic
Ties
SILT FENCE
Max. 6' Spacing without fence
Max. 8' Spacing with fence
Steel[min.
8"
Bottom o
Trench
1o11 1111 11 11 11m I
Geotextile
Fabric
SECTION VIEW
NTS
6"
min.
24"
min.
Notes:
1. Silt fence shall meet the requirements of the NC Erosion and
Sediment Control Planning and Design Manual (2013) Std
and Spec 6.62.
2. Do not install silt fence across areas of concentrated flow,
including streams, ditches, or waterways.
3. Silt fence is limited to fill heights of 10 ft or less, and shall not
exceed slope length corresponding to drainage area size
and slope (Table 6.62a).
4. Steel posts shall be 5' min. length, with 1.25 lb/linear ft steel.
Wooden stakes are not allowed.
5. Geotextile fabric shall comply with specifications in Table
6.62b. If Wire Fence reinforcement is needed, wire shall be
14 gauge min. with max. 6" mesh spacing and extend to
bottom of trench.
6. Wire or Plastic ties shall have 50 lb tensile strength min.
7. When two separate sections of geotextile fabric adjoin
each other, they shall overlap by 6" and be double folded.
8. Geotextile fabric shall be fastened with plastic or wire ties
securely to the posts at the top, vertical midpoint and
bottom of geotextile fabric.
9. The distance between the toe of the fill to the silt fence
shall be a minimum of 5'.
Existing
Ground
m
a
a
E
0
0
TEMPORARY CONSTRUCTION
ENTRANCE/EXIT
A
Paved Road
10
min.
1
3" min. undercut prior to
placement of stone
Temporary Drainage Pipe,
as needed
10' min.
Paved Road
A
Clean washed stone 2"-4" dia.,
8" depth underlain with Geotextile Fabric
Temporary Drainage Pipe,
as needed
PLAN VIEW
NTS
50' min.
2% sio
Existing
Ground
Clean washed stone 2"-4" dia.,
-1 8" depth
Non -woven Geotextile Fabric shall be
placed under entire width/length of
stone
SECTION VIEW
NTS
Notes:
1. Temporary Construction Entrance specifications are
described in North Carolina Erosion and Sediment
Control Planning and Design Manual (2013) Std and
Spec 6.06.
2. Replenish stone when surface rock becomes
compressed < 8", stone becomes covered with fine
sediment, or sediment is visible on the paved road.
0
Top Edge
SLOPE MATTING
Use key trench on top edge.
0 0
0 0
0
0 0
6" min. overlap
0
0 0
0 0
0
0
0
0 0
0 0
0 0
0 0
—6" min. overlap
0
0 0
0 0
0 0
0 0
0
0
0
Row
Space wood stakes every 36"
in diamond shape pattern.
min.
Fill and compact
trench with topsoil
PLAN VIEW
NTS
18" 3
min.
min.
0 0
Bottom Edge
Note: Rotate stakes 20° towards
direction of flow to prevent uplift.
Erosion Control Matting
SECTION VIEW
NTS
Extend matting below
normal flow elevation
Notes:
1. Streambank Matting shall be applied to slopes 3:1 or greater, including
all streambanks and terrace slopes.
2. Streambank Matting shall be 700 gram coir fiber matting (20.3 oz./sq.
yd.). Rolls shall be 6' min. width.
3. Seed and mulch the ground surface before installing matting (use native
Riparian Seed mix plus a temporary cover crop).
4. Alternate fastening devices require Project Engineer's approval before
use.
5. Extend matting 18" min. past the top of bank or top of slope. Upstream
fabric overlaps downstream fabric by 6 in.
6. For streambanks, extend matting below normal flow elevation to
promote saturation in order to weigh the matting down and encourage
a biofilm seal with the underlying soil.
7. For streambanks, do not trench or stake the bottom of the matting to
avoid disturbance and instability along the toe of slope.
8. Tuck matting behind and under toe protection measures such as
revetments and rock.
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AND SPECIFICATIONS
Dam Modification
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1 3/1 7

TEMPORARY CONSTRUCTION ACCESS
A
DRAINAGE PIPE,
AS NEEDED
B
A
15' (min)
357 or #4 STONE
RAINAGE PIPE,
AS NEEDED
PLAN VIEW
NTS
357 or #4 STONE
GEOMEMBRANE LINER
SECTION A -A VIEW
NTS
SECTION B-B VIEW
NTS
B
/EXISTING GROUND
357 or #4 STONE
GEOMEMBRANE LINER
Notes:
1. Temporary Construction Access shall be installed along
designated vehicular access routes needed during
construction.
2. Strip topsoil and stockpile for reapplication following
construction.
3. Excavate footprint of access road down 6" and install
geotextile liner.
4. Install drainage pipes where ponded water is anticipated
along length of road. Encase drainage pipe in stone bedding
throughout length.
5. Place 357 or #4 stone over geotextile liner.
6. Ensure road slope is adequate for drainage, repairing any
areas with ponded water immediately.
7. Replenish stone layer when surface rock becomes compressed
>2", or stone becomes covered with fine sediment.
8. Remove Temporary Construction Access following construction
activities according to the Construction Sequence.
TEMPORARY SEEDING
Temporary Seed Mix - All disturbed areas
Total Lbs. Per Acre
Sept 1 - Feb 15
Winter wheat 100
April 15 - Sept 1
Browntop or German millet 100
Feb 15 - April 15
o mix of above species 100
*Annual ryegrass shall not be applied to any areas due to
allelopathic properties with native species.
**Species may be substituted based on local availability,
as approved by the Project Engineer
Mulch: 2 tons per acre (slopes < 3:1) hay or
straw, free from weed seeds
Notes:
1. Temporary Seeding shall meet the requirements of the North
Carolina Erosion and Sediment Control Planning and Design
Manual Handbook (2013) Practice Standards and
Specifications 6.10 - Temporary Seeding.
2. Temporary Seeding shall be applied to all areas with
Permanent Seeding (see Detail) within 24 hours of reaching
final grade.
3. Temporary Seeding shall be applied alone to disturbed
areas and stockpiles as directed by the Project Engineer in
areas where erosion and sedimentation are a concern and
immediate temporary stabilization is needed.
4. Apply all seed uniformly with a broadcast seeder, drill,
culti-packer seeder, or hydroseeder on a firm, friable
seedbed to a depth of 4 to 2 inch according to seed rates
specified above or by the seed distributor.
5. Apply mulch following seeding, ensure mulch is properly
tacked down to avoid wind dispersal.
PERMANENT SEEDING
Permanent Seed Mix - Disturbed upslope areas outside of floodplain
riparian areas and streambanks
Minimum Care Lawn Total Lbs. Per
Acre
Commercial or Residential 200-250
Kentucky 31 or Turf -Type Tall Fescue 90-100%
Improved Perennial Ryegrass 0-10%
Kentucky Bluegrass 0-10%
Riparian Permanent Seed Mix — Disturbed floodplain riparian
areas and streambanks
NC Mountains Riparian Mix 20 lbs. per acre
(Ernst Conservation Seeds ERNMX-304 or similar)
Topsoil 4 inches, free from weed seeds
Fertilizer 1000 lbs. per acre 10-10-10,
or as recommended by soil test
Lime 2 tons per acre pulverized agriculture
grade limestone, or as recommended
by soil test
Mulch 2 tons per acre (slopes < 3:1) hay,
free from weed seeds
Temporary Seed Mix - All areas where Permanent and Riparian
Permanent Seed Mixes are applied
See Temporary Seeding Detail
Notes:
1. Permanent Seeding shall meet the requirements of the North
Carolina Erosion and Sediment Control Planning and Design
Manual Handbook (2013) Practice Standards and Specifications
6.11 - Permanent Seeding. Seed mix may be altered to match
existing land -use requirements (example pasture needs, as
suggested by the landowner). Changes to seed mixes must be
approved by the Project Engineer.
2. Soil tests must be performed prior to construction activities to
determine appropriate fertilizer and lime rates at the time of
construction, in coordination with the Project Engineer.
3. Permanent Seeding must be applied to all disturbed areas within
15 working days after reaching final grade.
4. Topsoil shall be applied uniformly over existing soil to all Permanent
Seeding areas to a depth of 4 inches. Topsoil shall be free of weed
seed, rock, and debris to the extent possible.
5. Apply all seed uniformly with a broadcast seeder, drill, culti-packer
seeder, or hydroseeder on a firm, friable seedbed to a depth of 4
to 2 inch according to seed rates specified above or by the seed
distributor.
6. Apply mulch following seeding, fertilizer, and lime application,
ensure mulch is properly tacked down to avoid wind dispersal. For
slopes >/= 3:1, use Streambank Matting (see Detail) instead of
mulch.
7. The Contractor is responsible for establishing permanent
groundcover (>80% coverage) following these details and
specifications within one year of project completion to the extent
that no erosion is occurring due to lack of permanent
groundcover, as approved by the Project Engineer.
0 0
s
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AND SPECIFICATIONS
Dam Modification
0
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LiJ C
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SHEET
1 4/1 7

POND INVERT
3907.5'
TRENCH LINER
12' MIN.
TEMPORARY DIVERSION CHANNEL
1.5xDia
TOP OF BANK
GEOMEMBRANE LINER
NTRANCE RIPRAP KEY
GEOMEMBRANE LINER
CHANNEL BOTTOM
PROFILE VIEW
NTS
EXIT RIPRAP KEY
EXISTING GROUND
OR BEDROCK
CROSS SECTION VIEW
NTS
Channel Dimensions
Total Channel
Capacity
10-yr 24-hr
Manning's n
0.02
0.02
Channel Bottom Width (b, ft)
2.0
2.0
Channel Top Width (W, ft)
5.0
4.1
Side Slope (X:1)
1.0
1.0
Channel Slope (ft/ft)
0.018
0.018
Channel Max Depth (D, ft)
1.5
0.80
Channel Area (sq ft)
5.25
2.71
Channel Perimeter (ft)
6.24
4.19
Hydraulic Radius
0.84
0.65
Discharge (cfs)
46.90
20.20
Velocity (ft/s)
8.90
7.50
Permissible Shear Stress
(Ib/sqft)
1.70
0.90
1.5' (min)
CULVERT INVERT
3906.0'
Notes:
1. After pond dewatering has occurred using the
bottom drain, excavate the existing dam berm
section above the Temporary Diversion Channel
shown on the Dewatering Plan.
2. Divert streamflow through the pond bottom drain
using earthen berms during Temporary Diversion
Channel excavation.
3. Excavate the Temporary Diversion Channel down to
the foundation of the Geotextile Membrane,
according to the Channel Dimension Table and
Detail along the entire length (estimated 110 ft)
between the bottom of the pond and the road
culvert.
4. Remove all stumps, roots, loose rock and other
debris from the channel perimeter.
5. Install the Geomembrane Liner (minimum 20 mil PVC)
and secure in place along the sides through
trenching 12" min. Where overlap is necessary,
overlap the downstream edge a minimum 12" with
the upstream edge that is trenched minimum 12".
6. Secure the upper and lower channel Liner using
Riprap, keying in at the ends min. 2 x rock diameter.
7. Install NCDOT Class B Riprap at the top and bottom
of the Channel, taking care not to rip or tear the
Liner. Riprap shall be well -graded and extend to a
minimum depth of 1.5 x the D50 of the rock
diameter, or 12".
8. Turn streamflow flowing through pond into the
Temporary Diversion Channel and ensure effective
water conveyance before any further dam
modification.
ROCK -LINED CHANNEL
RIPRAP CHANNEL
LINING
RIPRAP CHANNEL
LINING
GEOTEXTILE LINER
PROFILE VIEW
NTS
RIPRAP KEY
EXISTING GROUND
OR BEDROCK
CROSS SECTION VIEW
NTS
Channel Dimensions
Centerline Station
Emergency
Spillway
Outlet Channel
Channel Area (sq ft)
13.5
13.5
Channel Width (W, ft)
12.0
12.0
Channel Mean Depth (ft)
1.1
1.1
Channel Max Depth (D, ft)
1.5
1.5
Channel W/D Ratio
10.7
10.7
Channel Bottom Width (b, ft)
6.0
6.0
Side Slope (X:1)
2:1
2:1
Max Discharge (cfs)
60.0
60.0
Max Velocity (ft/s)
7.6
5.4
Max Shear Stress (Ib/sgft)
6.9
3.8
Notes:
1. For the Emergency Spillway, remove the existing
concrete pad currently being used as the Principal
Spillway for the pond.
2. Excavate the Emergency Spillway channel down to
the foundation of the Geotextile Liner, according to
the Emergency Spillway Profile and Cross Sections
(Sheet 12). Excavate the Outlet Channel down to
the Geotextile Liner according to the Principal
Spillway Profile and Outlet Cross Section (Sheet 10).
3. Remove all stumps, roots, loose rock and other
debris from the channel perimeter.
4. Install NCDOT Type 2 Geotextile and secure in place
along the sides and bottom prior to adding Riprap
with heavy duty staples or rebar.
5. Trench the upper and lower extent of the channel
Geotextile Liner a minimum of 12". Where overlap is
necessary, overlap the downstream edge a
minimum 12" with the upstream edge that is
trenched minimum 12".
6. Install NCDOT Class 2 Riprap in the Emergency
Spillway and NCDOT Class 1 Riprap to line the
channel, taking care not to rip or tear the Geotextile
Liner.
7. Riprap shall be well -graded and extend to a
minimum depth of 1.5 x the D50 of the rock
diameter.
8. Key the toe of the Rock -lined channel minimum to a
depth of 1.5 x Riprap layer thickness or down to
bedrock, which ever is shallower, at the interface
with the existing channel and at the toe of slopes
>8%.
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Dam Modification
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VEGETATED CHANNEL
TOP OF BANK
END OF ROCK
LINED CHANNEL
EL 3909.0'
EROSION CONTROL MATTING
TRENCH_/1I
MATTING
12' MIN.
EROSION CONTROL MATTING
CHANNEL BOTTOM
PROFILE VIEW
NTS
START OF ROCK
LINED CHANNEL
INVERT 3906.6'
EXISTING GROUND
OR BEDROCK
CROSS SECTION VIEW
NTS
Channel Dimensions
Centerline Station
Emergency
Spillway
Channel Area (sq ft)
13.5
Channel Width (W, ft)
12.0
Channel Mean Depth (ft)
1.1
Channel Max Depth (D, ft)
1.5
Channel W/D Ratio
10.7
Channel Bottom Width (b, ft)
6.0
Side Slope (X:1)
2:1
Max Discharge (cfs)*
60.0
Max Velocity (ft/s)*
6.0
Max Shear Stress (Ib/sqft)*
3.4
*Maximum anticipated values if Principle
Spillway goes offline
1.5' (min)
Notes:
1. Excavate the Emergency Spillway channel
down to the foundation of the Erosion Control
Matting +0.2', according to the Emergency
Spillway Profile and Emergency Spillway Cross
Sections (Sheet 12).
2. Remove all stumps, roots, loose rock and
other debris from the channel perimeter.
3. Seed with Permanent (Riparian) and
Temporary Seeding (see Detail).
4. Install Erosion Control Matting (see Detail),
trench the upper, lower extent and sides of
the matting a minimum of 12". Where overlap
is necessary, overlap the downstream edge a
minimum 12" with the upstream edge that is
trenched minimum 12".
5. Extend matting minimum 18" passed the top
of bank.
ROCK SILL (EMERGENCY SPILLWAY)
EDGE OF WATER
NORMAL FLOW ,-TOP OF BANK
GEOTEXTILE LINER
(SEE NOTE 4)
EXTEND SILL 4.0'
INTO BANK
_t©
Width =12.0'�
SECTION A -A VIEW
NTS
F/
Riffle
GEOTEXTILE LINER
(SEE NOTE 4)
Notes:
1. Sill Header and Footer Rocks shall be min. 2.0'
diameter
2. Geotextile Liner shall be medium weight
non -woven polypropylene (Weight 7oz/sq yd;
Tensile Strength 180 Ibs). Place liner on the
upstream side of both footer rock and sill rock and
key in at the bottom. Geotextile Liner shall be
installed if backfill is fine-grained, as approved by
the Project Engineer. Trim excess or visible fabric.
3. Sill Rocks are placed just below the bankfull
channel bottom, with several inches of alluvial
substrate placed over the rocks. Ensure the
thalweg is in the center of the channel. Slightly
angle the sill rocks upwards when approaching
the bank toe, but do not extend above the inner
berm elevation.
4. Install Footer Rocks down to the bedrock or erosion
resistant layer in the channel bottom to prevent
scour under the structure. Ensure all Header and
Footer rocks are touching, with no gaps between
rocks.
5. Place scour rocks on front side of Sill (riprap, 6-9")
to protect against scour while riffle substrate seals.
SILL ROCK
SCOUR ROCK
FOOTER ROCK (SEE NOTE 6)
BEDROCK OR
EROSIVE RESISTANT
LAYER
SECTION A -A VIEW
NTS
NATURAL GRAVEL
MATERIAL
FOOTER ROCK,
AS NEEDED
BEDROCK OR
EROSIVE RESISTANT
LAYER
SECTION B-B VIEW
NTS
Rock Sill Structure Table
Station
Thalweg
Elevation (ft)
Inner Berm
Elevation (ft)
Bankfull
Elevation (ft)
85
3920.4
3921.15
3921.9
108
3916.5
3917.25
3918.0
134
3911.0
3911.75
3912.5
0
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SHEET
16/17

HANDWHEEL
STEM GUIDE
GATE STEM
GATE VALVE
INVERT: 3915.0'
RISER BOTTOM
EL: 3910.0'
PRINCIPAL SPILLWAY DETAIL
10.0'
FRONT VIEW
1 =4'
RISER STRUCTURE
TOP TRASH RACK
RISER TOP, EL 3922.0'
RISER ACCESS STAIRS
(18" SPACING)
RISER, DR 32.5 HDPE (63" O.D.)
BARREL SEGMENT
DR 32.5 HDPE (36" O.D.)
INVERT: 3910.5'
CONCRETE FOOTER
57 STONE
BEDDING
Principal Spillway Notes
• Sheet 10 provides a complete profile of the
Principal Spillway through the dam embankment.
• Any modifications to Principal Spillway components
must be approved by the Project Engineer.
Riser Structure:
1. The Riser Structure will be designed and fabricated
by Lee Supply Company, Inc., Lexington SC.
2. HDPE Pipe shall be DR 32.5 (64 psi, 163.5 Ib/ft)
manufactured by J-M Manufacturing Company,
Inc.
3. The Riser Structure shall be a composite Riser (63"
O.D., 58.9" I.D.) and the protruding Barrel segment
(36" O.D., 33.65" I.D.).
4. Additional HDPE manufacturer specifications and
property tables are provided in the Design Report,
Appendix 11.
Gate Valve:
1. The Gate Valve shall be a 8" Asahi Gate Valve
designed and fabricated by Asahi/America,
Lawrence MA. Additional manufacturer
specifications and installation instructions are
included in the Design Report, Appendix 11.
2. The Contractor shall coordinate with Lee Supply
Inc. to accommodate the gate opening within the
HDPE Riser and the bolt pattern for the gate stem
guides.
Trash Rack:
1. The trash rack shall be bolted onto the top of the
Riser
2. The Contractor shall coordinate the bolt pattern
and method with Lee Supply Inc.
BARREL
SEGMENT
1i!.4.' -
"'4.44.4Il
LEFT VIEW
1' = 4'
Concrete Footer:
1. The Concrete Footer shall be l 0'xl 0'x2' slab.
2. Reinforce footer with #6 Rebar @ 12" O.C.
3. Compressive strength shall be minimum 3500 psi.
4. Bed the footer with 57 stone, minimum 2' thickness.
5. The Contractor shall coordinate with Lee Supply
Inc. on bolt pattern for attachment of Riser
Structure to the Concrete Footer.
Barrel Structure:
1. The Barrel Structure will be composed of 2 - 50.0'
sections of HDPE DR 32.5 pipe. One section will
have two flanged ends with ductile iron rings, one
end to connect to Riser Structure and one end to
connect to second Barrel Structure section. The
other section will have one flanged end with
ductile iron ring and one plain end at the outlet.
2. Outlet protection shall be installed as a Rock -Lined
Channel (see Detail).
3. The Barrel Structure shall be bedded with 6"-9" 57
stone to assist with pipe leveling. The bedding will
be tied into the filter drain horizontal stone layer
starting half way through the dam embankment
(see Filter Drain Detail)
FILTER DRAIN DETAIL
4.0'
7.0'
0.5
RISER INLET
4 4
a
4
4.
° a
4 4 4
FILTER DRAIN: SAND LAYER
4
°e'
111F111i4:1111.1.1.-0'.."0-011-111-
4,,
L L L L L irej
L L L L Lirej .Lirej L irejL .L
I�I��7I�I4I�1.440, ��I�I,I:I�adI11'15
�T�.� T�.�T�.� T�.�T�.�T��T�.�T�� �.�T�.s�.�.�T��T�.�T�, �.�T�� �.�.T�.� .�T�.�
taI�I�I_IZIZIZIZI_IZI�I_ak;I_IZIZI_IZIII*III.P
40. Yr T.7 T� r�r. zz air- �xT. �rT.�X wY_wY,fY fY fY �T TIT ��T.
v-._._•O_O .I:-IZ.IZ.I�I I"rI4I�Ir�_�rII_.I�.Iror or_ikirI�i�i���a''
BARREL OUTLET
HDPE BARREL
BARREL BEDDING (57 STONE)
2.0'
FILTER DRAIN: GRAVEL LAYER (57 STONE)
Notes
• Sheet 9 and Sheet 10 provide a complete profile of the Principal Spillway through the dam
embankment, showing the field drain in place.
• Any modifications to Field Drain components must be approved by the Project Engineer.
Sand Layer:
1. Sand shall be a natural, river -run sand meeting the requirements of
ASTM C-33 fine aggregate.
2. The sand layer shall be compacted to 70% relative density.
Gravel Layer:
1. Gravel shall be NCDOT #57 Stone, graded in accordance with NCDOT Standard
Specifications for Roads and Structures.
2. The foundation for the gravel layer shall be stripped of all vegetation and unsuitable
soil material prior to placement.
3. The gravel layer does not require compaction.
Installation:
1. Filter Drain materials shall be placed in horizontal layers. The thickness of each layer
after compaction shall not exceed the lift thickness of the dam embankment material
(6-12", depending on soil material identified by the Geotechnical Engineer).
2. Filter Drain materials shall have an essentially uniform distribution and shall be free from
lenses, pockets, streaks or layers of material differing substantially in texture or
gradation from the surrounding material.
3. Fitler Drain materials shall be placed in a manner to avoid segregation of particle sizes
and to ensure the continuity and integrity of all zones. No foreign materials shall be
allowed to become intermixed with or otherwise contaminate the Filter drain material.
4. Traffic crossing Filter Drain shall be limited and shall not contaminate the material in the
layers.
z
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1 7/1 7

6
Emergency Action Plan Approval

ROY COOPER
Governor
ELIZABETH S. B1SER
Secretary
BRIAN WRENN
Director
May 2, 2022
The Mountain Retreat and Learning Center
Attn: Ms. Beverly Cree, Acting Executive Director
3872 Dillard Road
Highlands, NC 28741
Phone: [phone] or [phone]
Email: [e-mail]
RE: Emergency Action Plan
Mountain Camp Dam
Macon County
State ID: MACON-047
Dear Ms. Cree and Dr. Carter:
NORTH CAROLINA
Environmental Quality
Bushy Fork Engineering Division
Attn: Dr. Melanie Carter, PhD, Sr., PE
10565 Highway 421 South,
Trade, TN 37691
Phone: [phone] or [phone]
Email: [e-mail]
The review has been made of the Emergency Action Plan (EAP) for the above -referenced dam. The EAP dated
December 2021 was received by our office on December 6, 2021. This EAP is acceptable to the Dam Safety
Program at this time. Please forward copies of this EAP to the Macon County Emergency Management Agency
for their use. In addition, please ensure that all parties involved in executing emergency actions are familiar with
the EAP and that copies are kept in a readily accessible location for reference during a dam safety emergency.
EAPs are required to be updated and resubmitted annually, one year from the anniversary date of the approval.
Before this resubmittal, the EAP must be reviewed for correctness and modified to include any changes to the
downstream hazards. Once approved, revised copies of the EAP should be distributed to all project stakeholders.
The Dam Safety Program recommends that a Tabletop Exercise be conducted prior to the annual resubmission
of the EAP.
Thank you for your cooperation in maintaining and operating the Mountain Camp Dam to provide for public
safety. Please contact this office at [phone] should you have any questions concerning this matter or if
we may be of further assistance.
Sincerely,
Colley, PE
tate Dam Safety Engineer
cc: Mr. Stan Aiken, PE, (RE) Engineering Supervisor, Asheville Regional Office (ARO)
Mr. Thomas E. Langan, PE, CFM, NC Floodplain Mapping Program, 4218 Mail Service Center, Raleigh,
NC 27699-4218
File Name: MACON-047_20220502_EAP_Approval_ Mountain Camp Dam.docx
D_E
rypRI, CAROLINA
Ueparbnen[al Environmental Ouallry
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
512 North Salisbury Street 11612 Mail Service Center I Raleigh, North Carolina 27699-1612
919.707.9200

7
USFWS Correspondence Letter

x
United States Department of the Interior
FISH AND WILDLIFE SERVICE
Asheville Ecological Services Field Office
160 Zillicoa Street
Asheville, NC 28801-1082
Phone: [phone] Fax: [phone]
In Reply Refer To:
Project Code: 2022-0055800
Project Name: Highlands Pond
June 20, 2022
Subject: List of threatened and endangered species that may occur in your proposed project
location or may be affected by your proposed project
To Whom It May Concern:
The enclosed species list identifies threatened, endangered, proposed and candidate species, as
well as proposed and designated critical habitat, that may occur within the boundary of your
proposed project and/or may be affected by your proposed project. The enclosed species list
fulfills the requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the
Endangered Species Act (Act) of 1973, as amended (16 U.S.C. 1531 et seq.).
Please note that new species information can change your official species list. Under 50 CFR
402.12(e) of the regulations implementing section 7 of the Act, the accuracy of this species list
should be verified after 90 days. The Service recommends you visit the ECOS-IPaC website at
regular intervals during project planning and implementation to ensure your species list is
accurate or obtain an updated species list.
The purpose of the Act is to provide a means whereby threatened and endangered species and the
ecosystems upon which they depend may be conserved. Under sections 7(a)(1) and 7(a)(2) of the
Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to
utilize their authorities to carry out programs for the conservation of threatened and endangered
species and to determine whether projects may affect threatened and endangered species and/or
designated critical habitat.
A biological assessment (BA) or biological evaluation (BE) should be completed for your
project. A BA is required for major construction activities (or other undertakings having similar
physical impacts) considered to be Federal actions significantly affecting the quality of the
human environment as defined in the National Environmental Policy Act (42 U.S.C. 4332(2) (c))
(NEPA). For projects other than major construction activities, the Service suggests that a BE be
prepared to determine effects of the action and whether those effects may affect listed species
and/or designated critical habitat. E?ects of the action are all consequences to listed species or
critical habitat that are caused by the proposed action, including the consequences of other

06/20/2022 2
activities that are caused by the proposed action. A consequence is caused by the proposed action
if it is reasonably certain to occur and would not occur "but for" the proposed action..
Recommended contents of a BA/BE are described at 50 CFR 402.12. More information and
resources about project review and preparing a BA/BE can be found at the following web link:
https://www.fws. gov/office/asheville-ecological-services/asheville-field-office-online-review-
process-overview.
If a Federal agency determines listed species and/or designated critical habitat may be affected
by the proposed project, the agency is required to consult with the Service pursuant to 50 CFR
402. The Service is not required to concur with "no effect" determinations from Federal action
agencies. If consultation is required, the Service recommends that candidate species, proposed
species, proposed critical habitat, and at -risk species be addressed within the consultation. More
information on the regulations and procedures for section 7 consultation, including the role of
permit or licensed applicants, can be found in the "Endangered Species Consultation Handbook"
at the following web link: https://www.fws.gov/media/endangered-species-consultation-
handbook.
Migratory Birds: In addition to responsibilities to protect threatened and endangered species
under the Act, there are additional responsibilities under the Migratory Bird Treaty Act (MBTA)
and the Bald and Golden Eagle Protection Act (BGEPA) to protect native birds from project -
related impacts. Any activity, intentional or unintentional, resulting in take of migratory birds,
including eagles, is prohibited unless otherwise permitted by the Service (50 C.F.R. Sec. 10.12
and 16 U.S.C. Sec. 668(a)). More information about MBTA and BGEPA can be found at the
following web link: hops://www.fws.gov/program/migratory-birds.
We appreciate your consideration of Federally listed species. The Service encourages Federal
agencies to include conservation of threatened and endangered species in their project planning
to further the purposes of the Act. Please contact our staff at 828-258-3939, if you have any
questions. In any future correspondence concerning this project, please reference the
Consultation Code which can be found in the header of this letter.
Attachment(s):
• Official Species List
• USFWS National Wildlife Refuges and Fish Hatcheries
• Migratory Birds
• Wetlands

06/20/2022 1
Official Species List
This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the
requirement for Federal agencies to "request of the Secretary of the Interior information whether
any species which is listed or proposed to be listed may be present in the area of a proposed
action".
This species list is provided by:
Asheville Ecological Services Field Office
160 Zillicoa Street
Asheville, NC 28801-1082
[phone]

06/20/2022 2
Project Summary
Project Code: 2022-0055800
Event Code: None
Project Name: Highlands Pond
Project Type: Restoration / Enhancement - Wetland
Project Description: repair of WCS
Project Location:
Approximate location of the project can be viewed in Google Maps: https://
www.google.com/maps/@35.0322979,-83.25738110899536,14z
Counties: Macon County, North Carolina

06/20/2022 3
Endangered Species Act Species
There is a total of 10 threatened, endangered, or candidate species on this species list.
Species on this list should be considered in an effects analysis for your project and could include
species that exist in another geographic area. For example, certain fish may appear on the species
list because a project could affect downstream species.
IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA
Fisheriesl, as USFWS does not have the authority to speak on behalf of NOAA and the
Department of Commerce.
See the "Critical habitats" section below for those critical habitats that lie wholly or partially
within your project area under this office's jurisdiction. Please contact the designated FWS office
if you have questions.
1. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an
office of the National Oceanic and Atmospheric Administration within the Department of
Commerce.
Mammals
NAME
Gray Bat Myotis grisescens
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/6329
STATUS
Indiana Bat Myotis sodalis
There is final critical habitat for this species. The location of the critical habitat is not available.
Species profile: https://ecos.fws.gov/ecp/species/5949
Northern Long-eared Bat Myotis septentrionalis
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/9045
Reptiles
NAME
Endangered
Endangered
Threatened
STATUS
Bog Turtle Glyptemys muhlenbergii
Population: U.S.A. (GA, NC, SC, TN, VA)
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/6962
Similarity of
Appearance
(Threatened)

06/20/2022 4
Fishes
NAME
STATUS
Spotfin Chub Erimonax monachus
Population: Wherever found, except where listed as an experimental population
There is final critical habitat for this species. The location of the critical habitat is not available.
Species profile: https://ecos.fws.gov/ecp/species/1521
Insects
NAME
Threatened
STATUS
Monarch Butterfly Danaus plexippus
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/9743
Candidate
Flowering Plants
NAME STATUS
Mountain Sweet Pitcher -plant Sarracenia rubra ssp. jonesii
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/4283
Small Whorled Pogonia Isotria medeoloides
Population:
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/1890
Swamp Pink Helonias bullata
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/4333
Lichens
NAME
Rock Gnome Lichen Gymnoderma lineare
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/3933
Endangered
Threatened
Threatened
STATUS
Endangered
Critical habitats
THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S
JURISDICTION.

06/20/2022 1
USFWS National Wildlife Refuge Lands And Fish
Hatcheries
Any activity proposed on lands managed by the National Wildlife Refuge system must undergo a
'Compatibility Determination' conducted by the Refuge. Please contact the individual Refuges to
discuss any questions or concerns.
THERE ARE NO REFUGE LANDS OR FISH HATCHERIES WITHIN YOUR PROJECT AREA.

06/20/2022
Migratory Birds
Certain birds are protected under the Migratory Bird Treaty Act1 and the Bald and Golden Eagle
Protection Actz.
Any person or organization who plans or conducts activities that may result in impacts to
migratory birds, eagles, and their habitats should follow appropriate regulations and consider
implementing appropriate conservation measures, as described below.
1. The Migratory Birds Treaty Act of 1918.
2. The Bald and Golden Eagle Protection Act of 1940.
3. 50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a)
The birds listed below are birds of particular concern either because they occur on the
USFWS Birds of Conservation Concern (BCC) list or warrant special attention in your
project location. To learn more about the levels of concern for birds on your list and how this
list is generated, see the FAQ below. This is not a list of every bird you may find in this location,
nor a guarantee that every bird on this list will be found in your project area. To see exact
locations of where birders and the general public have sighted birds in and around your project
area, visit the E-bird data mapping tool (Tip: enter your location, desired date range and a species
on your list). For projects that occur off the Atlantic Coast, additional maps and models detailing
the relative occurrence and abundance of bird species on your list are available. Links to
additional information about Atlantic Coast birds, and other important information about your
migratory bird list, including how to properly interpret and use your migratory bird report, can be
found below.
For guidance on when to schedule activities or implement avoidance and minimization measures
to reduce impacts to migratory birds on your list, click on the PROBABILITY OF PRESENCE
SUMMARY at the top of your list to see when these birds are most likely to be present and
breeding in your project area.
NAME
BREEDING
SEASON
Bald Eagle Haliaeetus leucocephalus
This is not a Bird of Conservation Concern (BCC) in this area, but warrants attention
because of the Eagle Act or for potential susceptibilities in offshore areas from certain types
of development or activities.
https://ecos.fws.gov/ecp/species/1626
Canada Warbler Cardellina canadensis
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
Breeds Sep 1 to
Aug 31
Breeds May 20
to Aug 10

06/20/2022 2
NAME
Cerulean Warbler Dendroica cerulea
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
https://ecos.fws.gov/ecp/species/2974
Golden -winged Warbler Vermivora chrysoptera
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
https://ecos.fws.gov/ecp/species/8745
Kentucky Warbler Oporornis formosus
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
Red-headed Woodpecker Melanerpes erythrocephalus
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
Wood Thrush Hylocichla mustelina
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
BREEDING
SEASON
Breeds Apr 27
to Jul 20
Breeds May 1
to Jul 20
Breeds Apr 20
to Aug 20
Breeds May 10
to Sep 10
Breeds May 10
to Aug 31
Probability Of Presence Summary
The graphs below provide our best understanding of when birds of concern are most likely to be
present in your project area. This information can be used to tailor and schedule your project
activities to avoid or minimize impacts to birds. Please make sure you read and understand the
FAQ "Proper Interpretation and Use of Your Migratory Bird Report" before using or attempting
to interpret this report.
Probability of Presence ( 1)
Each green bar represents the bird's relative probability of presence in the 10km grid cell(s) your
project overlaps during a particular week of the year. (A year is represented as 12 4-week
months.) A taller bar indicates a higher probability of species presence. The survey effort (see
below) can be used to establish a level of confidence in the presence score. One can have higher
confidence in the presence score if the corresponding survey effort is also high.
How is the probability of presence score calculated? The calculation is done in three steps:
1. The probability of presence for each week is calculated as the number of survey events in
the week where the species was detected divided by the total number of survey events for
that week. For example, if in week 12 there were 20 survey events and the Spotted Towhee
was found in 5 of them, the probability of presence of the Spotted Towhee in week 12 is
0.25.
2. To properly present the pattern of presence across the year, the relative probability of
presence is calculated. This is the probability of presence divided by the maximum
probability of presence across all weeks. For example, imagine the probability of presence

06/20/2022 3
in week 20 for the Spotted Towhee is 0.05, and that the probability of presence at week 12
(0.25) is the maximum of any week of the year. The relative probability of presence on
week 12 is 0.25/0.25 = 1; at week 20 it is 0.05/0.25 = 0.2.
3. The relative probability of presence calculated in the previous step undergoes a statistical
conversion so that all possible values fall between 0 and 10, inclusive. This is the
probability of presence score.
Breeding Season ( )
Yellow bars denote a very liberal estimate of the time -frame inside which the bird breeds across
its entire range. If there are no yellow bars shown for a bird, it does not breed in your project
area.
Survey Effort (I)
Vertical black lines superimposed on probability of presence bars indicate the number of surveys
performed for that species in the 10km grid cell(s) your project area overlaps. The number of
surveys is expressed as a range, for example, 33 to 64 surveys.
No Data (—)
A week is marked as having no data if there were no survey events for that week.
Survey Timeframe
Surveys from only the last 10 years are used in order to ensure delivery of currently relevant
information. The exception to this is areas off the Atlantic coast, where bird returns are based on
all years of available data, since data in these areas is currently much more sparse.
▪ probability of presence breeding season I survey effort — no data
SPECIES JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
Bald Eagle 1111 1111 1... III' 'III +++' 1111
Non -BCC +—+ ++ +++ Vulnerable
— +—+++II 1111 1111 II— —+— ��-- --�- ----
- +—I iiiii i..d IG— _,+—+ —+— ---- ---- ----
Canada Warbler
BCC Rangewide
(CON)
Cerulean Warbler
BCC Rangewide
(CON)
Golden -winged
Warbler
BCC Rangewide
(CON)
Kentucky Warbler
BCC Rangewide
(CON)
- +-+ TT+++++1 III— -'+—I
- -I■III■IIII+

06/20/2022 4
Red-headed
Woodpecker
BCC Rangewide
(CON)
Wood Thrush
BCC Rangewide
(CON)
- ÷-+ +7T7 77791111M - -
- 1111 1111 - - -
Additional information can be found using the following links:
• Birds of Conservation Concern hops://www.fws.gov/program/migratory-birds/species
• Measures for avoiding and minimizing impacts to birds https://www.fws.gov/library/
collections/avoiding-and-minimizing-incidental-take-migratory-birds
• Nationwide conservation measures for birds hops://www.fws.gov/sites/default/files/
documents/nationwide-standard-conservation-measures.pdf
Migratory Birds FAQ
Tell me more about conservation measures I can implement to avoid or minimize impacts
to migratory birds.
Nationwide Conservation Measures describes measures that can help avoid and minimize
impacts to all birds at any location year round. Implementation of these measures is particularly
important when birds are most likely to occur in the project area. When birds may be breeding in
the area, identifying the locations of any active nests and avoiding their destruction is a very
helpful impact minimization measure. To see when birds are most likely to occur and be breeding
in your project area, view the Probability of Presence Summary. Additional measures or permits
may be advisable depending on the type of activity you are conducting and the type of
infrastructure or bird species present on your project site.
What does IPaC use to generate the migratory birds potentially occurring in my specified
location?
The Migratory Bird Resource List is comprised of USFWS Birds of Conservation Concern
(BCC) and other species that may warrant special attention in your project location.
The migratory bird list generated for your project is derived from data provided by the Avian
Knowledge Network (AKN). The AKN data is based on a growing collection of survey, banding,
and citizen science datasets and is queried and filtered to return a list of those birds reported as
occurring in the 10km grid cell(s) which your project intersects, and that have been identified as
warranting special attention because they are a BCC species in that area, an eagle (Eagle Act
requirements may apply), or a species that has a particular vulnerability to offshore activities or
development.
Again, the Migratory Bird Resource list includes only a subset of birds that may occur in your
project area. It is not representative of all birds that may occur in your project area. To get a list
of all birds potentially present in your project area, please visit the AKN Phenology Tool.
What does IPaC use to generate the probability of presence graphs for the migratory birds
potentially occurring in my specified location?

06/20/2022 5
The probability of presence graphs associated with your migratory bird list are based on data
provided by the Avian Knowledge Network (AKN). This data is derived from a growing
collection of survey, banding, and citizen science datasets .
Probability of presence data is continuously being updated as new and better information
becomes available. To learn more about how the probability of presence graphs are produced and
how to interpret them, go the Probability of Presence Summary and then click on the "Tell me
about these graphs" link.
How do I know if a bird is breeding, wintering, migrating or present year-round in my
project area?
To see what part of a particular bird's range your project area falls within (i.e. breeding,
wintering, migrating or year-round), you may refer to the following resources: The Cornell Lab
of Ornithology All About Birds Bird Guide, or (if you are unsuccessful in locating the bird of
interest there), the Cornell Lab of Ornithology Neotropical Birds guide. If a bird on your
migratory bird species list has a breeding season associated with it, if that bird does occur in your
project area, there may be nests present at some point within the timeframe specified. If "Breeds
elsewhere" is indicated, then the bird likely does not breed in your project area.
What are the levels of concern for migratory birds?
Migratory birds delivered through IPaC fall into the following distinct categories of concern:
1. "BCC Rangewide" birds are Birds of Conservation Concern (BCC) that are of concern
throughout their range anywhere within the USA (including Hawaii, the Pacific Islands,
Puerto Rico, and the Virgin Islands);
2. "BCC - BCR" birds are BCCs that are of concern only in particular Bird Conservation
Regions (BCRs) in the continental USA; and
3. "Non -BCC - Vulnerable" birds are not BCC species in your project area, but appear on
your list either because of the Eagle Act requirements (for eagles) or (for non -eagles)
potential susceptibilities in offshore areas from certain types of development or activities
(e.g. offshore energy development or longline fishing).
Although it is important to try to avoid and minimize impacts to all birds, efforts should be made,
in particular, to avoid and minimize impacts to the birds on this list, especially eagles and BCC
species of rangewide concern. For more information on conservation measures you can
implement to help avoid and minimize migratory bird impacts and requirements for eagles,
please see the FAQs for these topics.
Details about birds that are potentially affected by offshore projects
For additional details about the relative occurrence and abundance of both individual bird species
and groups of bird species within your project area off the Atlantic Coast, please visit the
Northeast Ocean Data Portal. The Portal also offers data and information about other taxa besides
birds that may be helpful to you in your project review. Alternately, you may download the bird
model results files underlying the portal maps through the NOAA NCCOS Integrative Statistical
Modeling and Predictive Mapping of Marine Bird Distributions and Abundance on the Atlantic
Outer Continental Shelf project webpage.

06/20/2022 6
Bird tracking data can also provide additional details about occurrence and habitat use
throughout the year, including migration. Models relying on survey data may not include this
information. For additional information on marine bird tracking data, see the Diving Bird Study
and the nanotag studies or contact Caleb Spiegel or Pam Loring.
What if I have eagles on my list?
If your project has the potential to disturb or kill eagles, you may need to obtain a permit to avoid
violating the Eagle Act should such impacts occur.
Proper Interpretation and Use of Your Migratory Bird Report
The migratory bird list generated is not a list of all birds in your project area, only a subset of
birds of priority concern. To learn more about how your list is generated, and see options for
identifying what other birds may be in your project area, please see the FAQ "What does IPaC
use to generate the migratory birds potentially occurring in my specified location". Please be
aware this report provides the "probability of presence" of birds within the 10 km grid cell(s) that
overlap your project; not your exact project footprint. On the graphs provided, please also look
carefully at the survey effort (indicated by the black vertical bar) and for the existence of the "no
data" indicator (a red horizontal bar). A high survey effort is the key component. If the survey
effort is high, then the probability of presence score can be viewed as more dependable. In
contrast, a low survey effort bar or no data bar means a lack of data and, therefore, a lack of
certainty about presence of the species. This list is not perfect; it is simply a starting point for
identifying what birds of concern have the potential to be in your project area, when they might
be there, and if they might be breeding (which means nests might be present). The list helps you
know what to look for to confirm presence, and helps guide you in knowing when to implement
conservation measures to avoid or minimize potential impacts from your project activities,
should presence be confirmed. To learn more about conservation measures, visit the FAQ "Tell
me about conservation measures I can implement to avoid or minimize impacts to migratory
birds" at the bottom of your migratory bird trust resources page.

06/20/2022
Wetlands
Impacts to NWI wetlands and other aquatic habitats may be subject to regulation under Section
404 of the Clean Water Act, or other State/Federal statutes.
For more information please contact the Regulatory Program of the local U.S. Army Corps of
Engineers District.
Please note that the NWI data being shown may be out of date. We are currently working to
update our NWI data set. We recommend you verify these results with a site visit to determine
the actual extent of wetlands on site.
FRESHWATER POND
• Palustrine
RIVERINE
• Riverine

06/20/2022 2
IPaC User Contact Information
Agency: Brushy Fork Environmental Consulting
Name: Alan Babineau
Address: 10565 Hwy 421 South
City: Trade
State: TN
Zip: 37691
Email [e-mail]
Phone: [phone]

8
Soil Report

USDA United States
Department of
Agr culture
\ RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Macon County,
North Carolina
January 25, 2021

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Macon County, North Carolina 14
CpD—Cleveland-Chestnut-Rock outcrop complex, windswept, 15 to
30 percent slopes 14
CpE—Cleveland-Chestnut-Rock outcrop complex, windswept, 30 to
50 percent slopes 16
CuD—Cullasaja-Tuckasegee complex, 15 to 30 percent slopes, stony 18
EdC—Edneyville-Chestnut complex, 8 to 15 percent slopes, stony 20
EdD—Edneyville-Chestnut complex, high precipitation, 15 to 30
percent slopes, stony 21
EdE—Edneyville-Chestnut complex, high precipitation, 30 to 50
percent slopes, stony 24
RkF—Rock outcrop -Cleveland complex, 30 to 95 percent slopes 26
TwC—Tuckasegee-Whiteside complex, 8 to 15 percent slopes 28
Ud—Udorthents, loamy 30
W—Water 31
References 32
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
6

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8

Custom Soil Resource Report
Soil Map
35° 2'18"N
293700
l l l l l l l
293700 293800 293900 294000 294100 294200 294300
Map Scale: 1:5,260 if printed on A portrait (8.5" x 11") sheet.
Meters
0 53 100 200 330
Feet
0 253 530 1000 1500
Mapprojedion: Web Mercator Comerwordinates: WGS84 Edge tics: UTM Zone 17N WGS84
063
35° 1'43" N
9

Custom Soil Resource Report
MAP LEGEND
Area of Interest (AOI)
n Area of Interest (AOI)
Soils
El Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
• Blowout
Borrow Pit
• Clay Spot
• Closed Depression
• Gravel Pit
Gravelly Spot
▪ Landfill
A. Lava Flow
jda Marsh or swamp
• Mine or Quarry
CO Miscellaneous Water
Perennial Water
Rock Outcrop
• Saline Spot
Sandy Spot
Severely Eroded Spot
• Sinkhole
Slide or Slip
oa Sodic Spot
r=
6
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
▪ Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
am Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:12,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Macon County, North Carolina
Survey Area Data: Version 17, Jun 4, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 22, 2019—Dec
20, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CpD
Cleveland -Chestnut -Rock
outcrop complex, windswept,
15 to 30 percent slopes
8.1
9.9%
CpE
Cleveland -Chestnut -Rock
outcrop complex, windswept,
30 to 50 percent slopes
19.7
24.0%
CuD
Cullasaja-Tuckasegee complex,
15 to 30 percent slopes,
stony
12.1
14.7%
EdC
Edneyville-Chestnut complex, 8
to 15 percent slopes, stony
7.3
8.9%
EdD
Edneyville-Chestnut complex,
high precipitation, 15 to 30
percent slopes, stony
17.4
21.1 %
EdE
Edneyville-Chestnut complex,
high precipitation, 30 to 50
percent slopes, stony
4.6
5.5%
RkF
Rock outcrop -Cleveland
complex, 30 to 95 percent
slopes
7.9
9.5%
TwC
Tuckasegee-Whiteside
complex, 8 to 15 percent
slopes
0.3
0.3%
Ud
Udorthents, loamy
3.6
4.4%
W
Water
1.4
1.7%
Totals for Area of Interest
82.3
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
11

Custom Soil Resource Report
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
12

Custom Soil Resource Report
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
13

Custom Soil Resource Report
Macon County, North Carolina
CpD—Cleveland-Chestnut-Rock outcrop complex, windswept, 15 to 30
percent slopes
Map Unit Setting
National map unit symbol: 19yw
Elevation: 1,400 to 5,000 feet
Mean annual precipitation: 45 to 70 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 124 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Cleveland, windswept, and similar soils: 40 percent
Chestnut, windswept, and similar soils: 35 percent
Rock outcrop: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cleveland, Windswept
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Upper third of mountainflank
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
A - 0 to 5 inches: sandy loam
Bw - 5 to 17 inches: loam
R - 17 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 1.6 percent
Depth to restrictive feature: 10 to 20 inches to lithic bedrock
Drainage class: Somewhat excessively drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Very low (about 1.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7s
Hydrologic Soil Group: D
Hydric soil rating: No
14

Custom Soil Resource Report
Description of Chestnut, Windswept
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Upper third of mountainflank
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw - 5 to 36 inches: gravelly fine sandy loam
Cr - 36 to 80 inches: weathered bedrock
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 1.6 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Low (about 3.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Rock Outcrop
Setting
Parent material: Granite and gneiss
Typical profile
R - 0 to 80 inches: bedrock
Properties and qualities
Depth to restrictive feature: 0 inches to lithic bedrock
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Available water capacity: Very low (about 0.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No

Custom Soil Resource Report
CpE—Cleveland-Chestnut-Rock outcrop complex, windswept, 30 to 50
percent slopes
Map Unit Setting
National map unit symbol: 19yx
Elevation: 2,010 to 4,730 feet
Mean annual precipitation: 60 to 64 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 100 to 150 days
Farmland classification: Not prime farmland
Map Unit Composition
Cleveland, windswept, and similar soils: 45 percent
Chestnut, windswept, and similar soils: 35 percent
Rock outcrop: 15 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cleveland, Windswept
Setting
Landform: Mountain slopes, ridges
Landform position (three-dimensional): Mountainflank, mountaintop, side slope
Down -slope shape: Convex
Across -slope shape: Linear, convex
Parent material: Residuum weathered from granite and gneiss
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw - 5 to 17 inches: gravelly loam
R - 17 to 80 inches: bedrock
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 1.6 percent
Depth to restrictive feature: 10 to 20 inches to lithic bedrock
Drainage class: Somewhat excessively drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Very low (about 1.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7s

Custom Soil Resource Report
Hydrologic Soil Group: D
Hydric soil rating: No
Description of Chestnut, Windswept
Setting
Landform: Mountain slopes, ridges
Landform position (three-dimensional): Mountainflank, mountaintop, side slope
Down -slope shape: Convex
Across -slope shape: Linear, convex
Parent material: Residuum weathered from granite and gneiss affected by soil
creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw - 5 to 36 inches: gravelly fine sandy loam
Cr - 36 to 80 inches: bedrock
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 1.6 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Low (about 3.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Rock Outcrop
Setting
Parent material: Granite and gneiss
Typical profile
R - 0 to 80 inches: bedrock
Properties and qualities
Depth to restrictive feature: 0 inches to lithic bedrock
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Available water capacity: Very low (about 0.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No

Custom Soil Resource Report
Minor Components
Ashe, windswept
Percent of map unit: 4 percent
Landform: Mountain slopes, ridges
Landform position (three-dimensional): Mountainflank, mountaintop, side slope
Down -slope shape: Convex
Across -slope shape: Linear, convex
Hydric soil rating: No
Rubble land
Percent of map unit: 1 percent
Hydric soil rating: No
CuD—Cullasaja-Tuckasegee complex, 15 to 30 percent slopes, stony
Map Unit Setting
National map unit symbol: I9z1
Elevation: 1,500 to 4,800 feet
Mean annual precipitation: 40 to 80 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 100 to 150 days
Farmland classification: Not prime farmland
Map Unit Composition
Cullasaja, stony, and similar soils: 50 percent
Tuckasegee, stony, and similar soils: 30 percent
Minor components: 2 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cullasaja, Stony
Setting
Landform: Fans on mountain slopes, drainageways on mountain slopes, coves on
mountain slopes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave
Across -slope shape: Concave
Parent material: Cobbly and stony colluvium derived from igneous and
metamorphic rock
Typical profile
A - 0 to 17 inches: cobbly sandy clay loam
Bw - 17 to 32 inches: very cobbly fine sandy loam
BC - 32 to 80 inches: very cobbly loamy sand

Custom Soil Resource Report
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Low (about 4.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: A
Hydric soil rating: No
Description of Tuckasegee, Stony
Setting
Landform: Fans on mountain slopes, drainageways on mountain slopes, coves on
mountain slopes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave
Across -slope shape: Concave
Parent material: Colluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 13 inches: fine sandy loam
Bw1 - 13 to 26 inches: fine sandy loam
Bw2 - 26 to 47 inches: gravelly fine sandy loam
BC - 47 to 80 inches: cobbly sandy clay loam
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: A
Hydric soil rating: No

Custom Soil Resource Report
Minor Components
Rubble land
Percent of map unit: 2 percent
Landform: Coves on mountain slopes, drainageways on mountain slopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, head slope, side slope
Down -slope shape: Concave
Across -slope shape: Concave
Hydric soil rating: No
EdC—Edneyville-Chestnut complex, 8 to 15 percent slopes, stony
Map Unit Setting
National map unit symbol: I9zc
Elevation: 2,600 to 4,800 feet
Mean annual precipitation: 45 to 70 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 124 to 176 days
Farmland classification: Farmland of local importance
Map Unit Composition
Edneyville, stony, and similar soils: 55 percent
Chestnut, stony, and similar soils: 25 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Edneyville, Stony
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Mountaintop, crest
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
A - 0 to 5 inches: fine sandy loam
Bw - 5 to 43 inches: fine sandy loam
C - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
20

Custom Soil Resource Report
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 7.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: A
Hydric soil rating: No
Description of Chestnut, Stony
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Mountaintop, crest
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
A - 0 to 10 inches: gravelly fine sandy loam
Bw - 10 to 36 inches: gravelly fine sandy loam
Cr - 36 to 80 inches: weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Low (about 3.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
EdD—Edneyville-Chestnut complex, high precipitation, 15 to 30 percent
slopes, stony
Map Unit Setting
National map unit symbol: 2v0y4
Elevation: 2,080 to 5,280 feet

Custom Soil Resource Report
Mean annual precipitation: 55 to 90 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 141 to 187 days
Farmland classification: Farmland of local importance
Map Unit Composition
Edneyville, high precipitation, stony, and similar soils: 50 percent
Chestnut, high precipitation, stony, and similar soils: 30 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Edneyville, High Precipitation, Stony
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Mountaintop, mountainflank, crest, side
slope
Down -slope shape: Linear, convex
Across -slope shape: Convex
Parent material: Residuum weathered from gneiss that is affected by soil creep in
the upper solum
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw - 5 to 31 inches: loam
C - 31 to 80 inches: gravelly sandy loam
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: A
Hydric soil rating: No
Description of Chestnut, High Precipitation, Stony
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down -slope shape: Convex, linear
Across -slope shape: Convex

Custom Soil Resource Report
Parent material: Residuum weathered from gneiss that is affected by soil creep in
the upper solum
Typical profile
A - 0 to 7 inches: gravelly fine sandy loam
Bw - 7 to 35 inches: loam
Cr - 35 to 80 inches: bedrock
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Low (about 5.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Cowee, stony
Percent of map unit: 7 percent
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Plott, stony
Percent of map unit: 6 percent
Landform: Mountain slopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Evard, stony
Percent of map unit: 4 percent
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down -slope shape: Convex, linear
Across -slope shape: Linear, convex
Hydric soil rating: No

Custom Soil Resource Report
Tuckasegee, very stony
Percent of map unit: 3 percent
Landform: Fans on coves
Landform position (two-dimensional): Toeslope, footslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave
Across -slope shape: Linear, concave
Hydric soil rating: No
EdE—Edneyville-Chestnut complex, high precipitation, 30 to 50 percent
slopes, stony
Map Unit Setting
National map unit symbol: 2v0xv
Elevation: 2,080 to 5,280 feet
Mean annual precipitation: 51 to 94 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 139 to 203 days
Farmland classification: Not prime farmland
Map Unit Composition
Edneyville, high precipitation, stony, and similar soils: 50 percent
Chestnut, high precipitation, stony, and similar soils: 26 percent
Minor components: 24 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Edneyville, High Precipitation, Stony
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down -slope shape: Convex, linear
Across -slope shape: Convex
Parent material: Residuum weathered from granite and gneiss that is affected by
soil creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw - 5 to 31 inches: loam
C - 31 to 80 inches: gravelly sandy loam
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained

Custom Soil Resource Report
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Chestnut, High Precipitation, Stony
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down -slope shape: Convex, linear
Across -slope shape: Convex
Parent material: Residuum weathered from granite and gneiss that is affected by
soil creep in the upper solum
Typical profile
A - 0 to 7 inches: gravelly fine sandy loam
Bw - 7 to 35 inches: loam
Cr - 35 to 80 inches: bedrock
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Low (about 5.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Cowee, stony
Percent of map unit: 8 percent
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope
25

Custom Soil Resource Report
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Plott, stony
Percent of map unit: 6 percent
Landform: Mountain slopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Evard, stony
Percent of map unit: 4 percent
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down -slope shape: Convex, linear
Across -slope shape: Linear, convex
Hydric soil rating: No
Tuckasegee, very stony
Percent of map unit: 3 percent
Landform: Fans on coves
Landform position (two-dimensional): Toeslope, footslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave
Across -slope shape: Linear, concave
Hydric soil rating: No
Cullasaja, very stony
Percent of map unit: 3 percent
Landform: Drainageways on coves
Landform position (two-dimensional): Toeslope, footslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave, linear
Across -slope shape: Concave
Hydric soil rating: No
RkF—Rock outcrop -Cleveland complex, 30 to 95 percent slopes
Map Unit Setting
National map unit symbol: Ib09
Elevation: 1,800 to 4,500 feet
Mean annual precipitation: 40 to 54 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 124 to 176 days
Farmland classification: Not prime farmland
26

Custom Soil Resource Report
Map Unit Composition
Rock outcrop: 60 percent
Cleveland, very bouldery, and similar soils: 30 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rock Outcrop
Setting
Landform: Mountain slopes, ridges
Parent material: Biotite granitic gneiss and granodioritic gneiss
Typical profile
R - 0 to 80 inches: bedrock
Properties and qualities
Depth to restrictive feature: 0 inches to lithic bedrock
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Available water capacity: Very low (about 0.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No
Description of Cleveland, Very Bouldery
Setting
Landform: Ridges
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from biotite granitic gneiss and granodioritic
gneiss
Typical profile
A - 0 to 5 inches: sandy loam
Bw - 5 to 14 inches: sandy loam
R - 14 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 30 to 95 percent
Surface area covered with cobbles, stones or boulders: 1.5 percent
Depth to restrictive feature: 10 to 20 inches to lithic bedrock
Drainage class: Somewhat excessively drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Very low (about 1.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7s
Hydrologic Soil Group: D
27

Custom Soil Resource Report
Hydric soil rating: No
TwC—Tuckasegee-Whiteside complex, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: IbOz
Elevation: 1,500 to 4,800 feet
Mean annual precipitation: 40 to 83 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 100 to 150 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Tuckasegee and similar soils: 50 percent
Whiteside and similar soils: 30 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tuckasegee
Setting
Landform: Fans on mountain slopes, drainageways on mountain slopes, coves on
mountain slopes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave
Across -slope shape: Concave
Parent material: Colluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 13 inches: fine sandy loam
Bw1 - 13 to 26 inches: fine sandy loam
Bw2 - 26 to 47 inches: gravelly fine sandy loam
BC - 47 to 80 inches: cobbly sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: A
28

Custom Soil Resource Report
Hydric soil rating: No
Description of Whiteside
Setting
Landform: Coves on mountain slopes, fans on mountain slopes, drainageways on
mountain slopes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave
Across -slope shape: Concave
Parent material: Colluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 11 inches: loam
Bt - 11 to 37 inches: loam
Cg - 37 to 60 inches: fine sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: High (about 9.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Sylva, undrained
Percent of map unit: 5 percent
Landform: Drainageways on depressions
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave, linear
Across -slope shape: Concave
Hydric soil rating: Yes

Custom Soil Resource Report
Ud—Udorthents, loamy
Map Unit Setting
National map unit symbol: Ib12
Elevation: 1,150 to 6,180 feet
Mean annual precipitation: 48 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents, loamy, and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Udorthents, Loamy
Setting
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear, convex
Across -slope shape: Convex
Parent material: Loamy and stony mine spoil or earthy fill derived from
metamorphic rock
Typical profile
C - 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 50 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to very
high (0.06 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
Hydric soil rating: No

Custom Soil Resource Report
Minor Components
Urban land
Percent of map unit: 9 percent
Hydric soil rating: No
Rubble land
Percent of map unit: 1 percent
Hydric soil rating: No
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
Hydric soil rating: No
31

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nres/detail/national/soils/?cid =nres 142 p2_0 54262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepastu re/?cid=stelprdb1043084
32

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
n res/deta i l/so i is/scie ntists/?cid=nres 142 p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www. n res. usda.gov/I nternet/FSE_DOCU M ENTS/n res142p2_052290. pdf
33

9
Topographic & Partial Boundary Survey

oocuSign Envelope ID:C4755e54-90os-4DEG8z6E-05A61CZEDDAR
CERTIFICATE OF SURVEY AND ACCURACY
JUSTIN M. AGUIRRE CERTIFY THAT THE GROUND
TOPOGRAPHIC SURVEY PORTION OF THIS PROJECT WAS
COMPLETED UNDER MY DIRECT SUPERVISION FROM AN ACTUAL
SURVEY MADE UNDER MY DIRECT SUPERVISION; THAT THIS
SURVEY WAS PERFORMED AT THE 95% CONFIDENCE LEVEL TO
MEET THE FEDERAL GEOGRAPHIC DATA COMMITTEE STANDARDS;
THAT THIS SURVEY WAS PERFORMED TO THE CLASS A
HORIZONTAL AND CLASS C VERTICAL WHERE APPLICABLE; THAT
THE ORIGINAL DATA WAS OBTAIN BETWEEN THE DATES OF
12,64120=118121 . THAT THE CONTOURS SHOWN AS
BROKEN LINES MAY NOT MEET THE STATED STANDARD AND
ALL COORDINATES ARE BASED ON NAD 83 (NSRS 2011) AND
ALL ELEVATIONS ARE BASED ON NAVD 88; THAT THE CPS
PORTION OF THIS PROJECT WAS TO PERFORM A GRID TIE TO
THE NC STATE PLANE COORDINATE SYSTEM AND INFORMATION
USED IS SHOWN & NOTED HEREON; THAT THIS MAP MEETS THE
SPECIFICATIONS FOR TOPOGRAPHIC SURVEYS AS STATED IN
TITLE 21, CHAPTER 56, SECTION .1606; THAT THE BOUNDARIES
NOT SURVEYED ARE INDICATED AS DASHED LINES; THAT THE
RATIO OF PRECISION AS CALCULATED IS GREATER THAN
—1:10.000 AND THAT THIS MAP MEETS THE
REQUIREMENTS FOR STANDARDS OF PRACTICE FOR LAND
SURVEYING IN NORTH CAROLINA (21 NCAC 56. 16001.
DOS METADATA
CLASS OF SURVEY: HORIZONTAL:A_ VERTICAL:C_
FIELD PROCEDURE: STATIC
DATES: 12/14/20-12/15/20
DATUM: NAD83(2011) NAVD 88
EPOCH: 2010
GEOID: 18
AVERAGE COMBINED FACTOR: 0.99978798
POSITIONAL ACCURACY FOR CONTROL POINT #501:
HORIZONTAL: 0.02' VERTICAL: 0.20'
UNITS: USFT
CORS USED: ERKN, 113013C, PA6, 11059
WITNESS MY ORIGINAL SIGNATURE, REGISTRATION NUMBER, AND
SEAL THIS 15TH DAY OF JANUARY 2021 A D
J��Y`ZT{ICAO 44i�
\.�2.. oFES 8%pti 1:1
SEAL
L-4977,�t
DocuSigne4 by:
762A811480F5458...
JUSTIN M. AGUIRRE, PLS L-4977
CONTROL POINT
NCGS"SADIP
STATE PLANE COORDINATES
49579D.76
E: 725514.16'
CF 0.99987957
8" OAK
5(0" RBR
/
/
THE MOUNTAIN RETREAT /
8 LEARNING CENTER
PIN: 7429-555490
: 30-36 PG: 89
PB G: 3028 /
/
/
/
/
/
/
/
/
/
/
/
N 87'36'57" E
1002.91' (GRID)
1003.12' (GROUND)
AVG CF: 0.99978798
ALEGRO LEASING, LLC
PIN: 7429-54-6285
DB: W-39 PG: 1689
CONTROL POINT
RBC 'KEE' (300)
GROUND COORDINATES
N.495625.17'
E. 728348.04'
ELEV: 3929.38
LINE
BEARING
DISTANCE
L1
N 27'57'47"E
20.04'
L2
N 39"54'36"E
17.23'
LEGEND:
• CONTROL POINT 5/8" RBR/CAP
Q IRON PIN FOUND (AS NOTED)
• NCGS CONTROL MONUMENT
Q DECIDUOUS TREE
CONIFEROUS TREE
• UTILITY POLE
WATER SURFACE
ASPHALT
- BEDROCK
WOOD WALKWAY/TRAIL
GRAVEL
RIP RAP
▪ CONCRETE
---- TOPOGRAPHIC SURVEY AREA
MINOR CONTOUR
I I
I l
MAJOR CONTOUR
BOUNDARY UNE
BOUNDARY LINE NOT SURVEYED
---- ADJOINING DEED LINES
- — — — TIIALWEG
-TB--- TOP BANK
ow OVERHEAD UTILITIES
IP IRON PIPE (AS NOTED)
RBR REBAR
RBC REBAR W/ "KEE" CONTROL CAP
N.A.D. NORTH AMERICAN DATUM 1983
N.A.V.D. NORTH AMERICAN VERTICAL DATUM 1988
SPC STATE PLANE COORDINATES
CMP CORRUGATED METAL PIPE
NCGS NORTH CAROLINA GEODETIC SURVEY
AN EXISTING CONDITIONS
TOPOGRAPHIC SURVEY & PARTIAL
BOUNDARY SURVEY FOR:
"MOUNTAIN RETREAT & LEARNING CENTER"
TAMMY ARLENE MCCAL
PIN: 7929-56-1042
DB: N-15 PG: 196
Y' CMP
CONTROL POINT
RBC "KEE'(501)
GROUND COORDINATES
N:495832.46'
E: 726516 45
ELEV: 392045'
GRID TIE INFORMATION:
16NV IN 00ale
CONTROL POINT CONTROL POINT8501
NCGS "SADIE" SET 5/8" RBC "KEE"
NAD 83 (2011) SPC'S: NAD 83 (2011) SPC'S:
N: 495790.73' N: 495832.45'
E: 725514.16' E: 726516.21
ELEV : 3944.22' ELEV: 3924.4T
CF: 0.99973245 CF: 0.99969638
'CONTROL POINTit 501 BEING
LOCATED N 18'36'57" E OF NCGS
"SADIE"AT A GRID DISTANCE
OF 1002.91' (1003.12' GROUND)
JAMES PHIL TATE AND WIFE.
ALLISON MORTON TATE
PIN: 7429-66-7170
DB: 1-33 PG: 642
CONTROL POINT
R O"KEE"UNDCOORDINATES
1" IP
CONTROL POINT
RBC DTP (ant)
ROUND COORDINATES
72555385'
CONTROL POINT
rGTZ:Z=DINATEs
\
CONTROL POINT
RBC "KEE" (500)
GROUND COORDINATES
N. 495999.14'
\ E:72681628'
ELEV: 392421'
4 \
ELEVATION DATUM: NAVD 88
CONTOUR INTERVAL 1 FOOT
IPI
N5 LMP
VICINITY MAP
(NOT TO SCALE)
4
TO
HIGHLANDS
OILLARD ROAD
NC HWY1o61 ;�
go59075M'ERPe.e PO
GRID NORTH
NAD 83 (2011)
HALLEY ALICE MCCALL
PIN: 7429-65-8178
DB' N-15 PG: 142
SURVEYOR'S NOTES:
1. ALL DISTANCES AND COORDINATES ARE GROUND
MEASUREMENTS IN US SURVEY FEET UNLESS
OTHERWISE NOTED.
2. PROPERTY SUBJECT TO ALL EASEMENTS, RIGHT OF
WAYS AND RESTRICTIONS THAT ARE RECORDED,
UNRECORDED. WRITTEN AND UNWRITTEN.
3. MACON COUNTY GIS WEBSITE USED TO IDENTIFY
ADJOINING PROPERTY OWNERS.
4. THE PROFESSIONAL SURVEYOR HAS MADE NO
INVESTIGATION OR INDEPENDENT SEARCH FOR
EASEMENTS, RIGHT OF WAYS, ENCUMBRANCES,
RESTRICTIVE COVENANTS, CORRECT OWNERSHIP OR
ANY OMER FACTS THAT AN ACCURATE AND
CURRENT TITLE SEARCH MAY DISCLOSE. A NC
LICENSED ATTORNEY SHOULD BE CONSULTED.
5. BY GRAPHIC DETERMINATION, NO PORTION OF THE
SUBJECT PROPERTY APPEARS TO LIE WITHIN A
SPECIAL FLOOD HAZARD AREA (SFHA) AS
DETERMINED BY THE F.E.M.A. MAP#'s 3700742900J
DATED 5/4/2009.
6. UTILITIES WERE LOCATED BASED ON VISIBLE ABOVE
GROUND STRUCTURES, THEREFORE THE LOCATION OF
UNDERGROUND UTILITIES ARE APPROXIMATE OR MAY
BE PRESENT AND NOT SHOWN HEREON. CALL
1-800-632-4949 BEFORE DIGGING.
THIS IS A TOPOGRAPHIC SURVEY AND IS
FOR INFORMATIONAL AND DESIGN
PURPOSES ONLY. IT SHOULD NOT BE USED
FOR CONVEYANCE OR LEGAL PURPOSES.
A TOPOGRAPHIC & PARTIAL BOUNDARY SURVEY FOR:
THE MOUNTAIN RETREAT & LEARNING CENTER
MAILING ADDRESS: 3872, DILLARD ROAD, HIGHLANDS, NC 28741
PARCEL IDENTIFICATION #: 7429-54-6285
CURRENT OWNER LISTED AS: ALEGRO LEASING, LLC
DEED REFERENCE: DB: W-39 PG: 1689
SITE ADDRESS: 3872 DILLARD ROAD, HIGHLANDS, NC 28741
HIGHLANDS TOWNSHIP, MACON COUNTY, NORTH CAROLINA
SURVEY BY: NMH,HW,BK,NH,JA DRAWN BY: NH CHECKED BY: JA
SURVEY DATE: 01/15/21 JOB #2012125
DATE:
REVISION:
0' 60' 120' 180'
ONE INCH = SIXTY FEET
SCALE: 1"=60'
SHEET SIZE: 18"X24"
P.O. Box 2566
Asheville, NC 28802
[phone]
www. keema p. com
License # C-3039