20151085 Ver 1_SMP Package_20151019

STORMWATER MANAGEMENT PLAN
FOR THE
PROPOSED ETOWAH PUBLIC BOATING ACCESS
AREA
SEPTEMBER 24, 2015
PREPARED BY:
JEFF C. FERGUSON, PE
NORTH CAROLINA WILDLIFE RESOURCES COMMISSION
DIVISION OF ENGINEERING & LANDS MANAGEMENT
DESIGN SERVICES SECTION

CONTENTS
I. NARRATIVE
II. APPLICATION FORMS
a. STORMWATER MANAGEMENT PERMIT APPLICATION FORM
b. STORMWATER MANAGEMENT PERMIT APPLICATION FORM -LOW DENSITY SUPPLEMENT
c. GRASSED SWALE SUPPLEMENT FORMS
d. AGENT AUTHORIZATION LETTER
III. PROPERTY INFORMATION
a. SOIL SURVEY MAP & INFORMATION
b. USGS TOPO MAP OF SITE
c. DEED OF PROPERTY
d. RECORDED PLAT OF PROPERTY
IV. DESIGN CALCULATIONS
a. RAINFALL DATA
b. CULVERT -1 (NCDOT R /W)
c. CULVERT -2
d. CULVERT -3
e. GRASSED SWALE -1
f. GRASSED SWALE -2
g. TOE DITCH
V. PERMIT DRAWING SETS
All engineered drawings and calculations have been prepared by Jeff C. Ferguson, PE.
• Peak runoff calculations for all drainages have been performed
using Rational Method in HydroCAD release 10.00 -15.
• Design drawings, pipe flow & grassed swale calculations were
performed using Carlson 2015 engineering software &
AutoCAD R2015.
• Soil survey & USGS topo maps were prepared in ArcGIS 10.2.1
THIS SEAL CERTIFIES ALL DATA AND CALCULATIONS INCLUDED WITHIN THIS APPLICATION PACKAGE:

SECTION - I
[►I_L'���_��1�1

The North Carolina Wildlife Resources Commission ( NCWRC), Carolina Mountain Land Conservancy
(CMLC), Henderson County and a number of additional organizations have been working in cooperation to
provide improved recreational access to the French Broad River. The subject site in the Etowah vicinity
was identified and referred to NCWRC by CMLC as a potential public boating access.
Following an assessment and topographic survey of the site, NCWRC agreed to proceed with design and
permitting to develop an access facility which would include a concrete ramp with floating dock to be used
by the general public to launch and retrieve motorized and not motorized vessels to and from the French
Broad River. Improvements would also include a driveway connecting the site to Brevard Road (US -64), a
gravel parking area for several single vehicles and vehicles with trailers, a concrete van accessible parking
pad with access aisle and accessible route connected to the ramp area. An information kiosk will be
erected near the ramp and parking area, and an entrance sign will be set on the parcel along the driveway.
The 1.69 Acre parcel was then surveyed and ownership was transferred from Supersod, Inc. to CMLC and
then ultimately to Henderson County. NCWRC is currently working with Henderson County Parks &
Recreation department to finalize a Memorandum of Agreement (MOA) regarding maintenance and
ownership of the infrastructure improvements. This MOA is pending until approval from the Henderson
County Planning Board.
NCWRC engineering staff completed work on surveying the site and the adjoining river reach. Existing and
proposed digital terrain models were prepared so that a flood study for no -rise certification could be
performed. These terrain models (along with aerial photographs, NCDOT LIDAR and GIS data) were used
as the basis to perform hydrologic calculations in the development of this stormwater management plan.
The proposed built upon area (BUA) within the parcel includes an 18' wide gravel surfaced driveway, a
gravel parking and maneuver area (approximately 144' x 70'), a concrete van accessible parking pad (16' x
40') and a concrete launch ramp with pad for the floating dock at rest (total of 22' wide from the edge of
the parking area to the river bed. The proposed BUA does not exceed the 24% impervious area threshold
for low density development. As a low density development project within a WS -IV protected area
watershed, stormwater runoff is to be collected and conveyed through grassed swales to the maximum
extent possible. As per these requirements, no built upon area will be installed within 30' of waters of any
perennial or intermittent stream. Since no structural BMPs or conveyances with an infiltration component
are required, no soil borings have been performed at this site. USDA -NRCS soil survey information is
included in Section III of this application. The soil profile for Toxaway silt -loam indicates that chroma
change and mottling associated with the seasonal high water table (SHWT) typically occur at the Cg2
horizon located 43 -53 inches below the surface. This information was used as the basis for determining
the depth to SHWT at this site.
Stormwater runoff through the proposed site is divided into two major drainage areas. Drainage area 1
(DA -1) is approximately 2.03 acres with a large portion of that drainage area being outside the parcel
boundary which includes runoff from a portion of Brevard Road up to its intersection with Horseshoe
Bend Rd. Drainage area 2 (DA -2) is 0.53 acres in size. It includes a minor portion of the proposed parking
area along with an offsite area in the NCDOT right of way along US -64.
A roadside culvert (Culvert -1) will be set when the driveway entrance is constructed. This culvert will
convey runoff from the upper portion of DA -1. Culvert -1 will be installed within the NCDOT right of way,
and design calculations and details will be provided to the District Engineer for review as part of an
encroachment agreement. Hydrologic and pipe flow calculations for Culvert -1 have been included in
Section IV of this application.

The proposed driveway shall be banked so that runoff from the road surface is directed toward DA -1. The
fill slope to the northwest side of the proposed driveway is a 6,500SF area. The toe of this slope will tie to
existing grade near the top of bank of a small, unnamed tributary with insufficient space to intercept and
divert runoff to one of the grassed swales. This slope will be stabilized with erosion control matting while
vegetative ground cover is established. Along the south side of the proposed driveway, a short section of
ditch line will be installed where the toe of the fill slope meets existing grade. This ditch will carry runoff
from the driveway and a portion of the runoff from the upper part of DA -1 to the inlet of Culvert -2 near
the entrance to the parking area. The longitudinal slope and side slopes of this ditch will not meet the
conditions for a grassed swale. The 10 -year peak flow in this ditch has been calculated as 1.1cfs with a
V= 3.64f/s. Based on these conditions, the lower third (approximately 85LF) of this ditch will be armored
with Class -B riprap down to the inlet of Culvert -2.
An adjacent outparcel owned by PSNC abuts US -64 and is bordered on 3 sides by the subject property.
PSNC maintains a natural gas substation on this lot. The steep fill slope on the north side of this outparcel
crosses the property line onto the subject property. Due to space constraints, the 2:1 fill slope from the
proposed driveway will need to touch the existing fill slope within the subject parcel. Culvert -2 will be
60LF of 18"0 corrugated metal pipe (CMP) installed to convey runoff through the area where these two
slopes meet. The outlet of Culvert -2 will discharge to a short section of riprap lined ditch which will pick
up additional runoff from a portion of the proposed parking area before reaching the inlet of Culvert -3.
Culvert -3 will be 32LF of 18 "0 reinforced concrete pipe (RCP) culvert running under the lowest part of the
driveway where it connects to the parking area. The inlet of Culvert -3 will have a concrete headwall. The
outlet will discharge into Grassed Swale -1 (GSW -1). Riprap outlet protection will be installed for at least
4.5' above and 9' below the outlet based on the NYDOT Dissipater Method included in the NC Erosion &
Sediment Control Manual. Beyond the outlet protection, a V- shaped GSW -1 will convey flow at 1.1%
slope for approximately 134LF. The grassed swale will discharge to a riprap lined outlet adjacent to the
proposed launch ramp and then to the French Broad River. This grassed swale will have 3:1 slopes on
both sides. Calculations show that the 10 -year peak flow through GSW -1 will result in a V= 2.82fps which is
less than the permissible velocity listed in Table 14 -2 of the NCDENR Stormwater BMP Manual for swales
with established grass - legume mix in easily erodible soils. Temporary erosion control matting with a
recommended maximum velocity of 6fps will be installed along the length of GSW -1 up to and above the
10 -year peak flow depth.
Grassed Swale -2 (GSW -2) will run along the south and west sides of the proposed parking area. A portion
of the runoff from the parking area along with offsite runoff from US -64 and the roadside slope will be
conveyed by GSW -2. The swale will run for approximately 242LF to discharge at a riprap lined outlet on
the opposite side of the launch ramp from the outlet of GSW -1. The 10 -year peak velocity in GSW -2 is
calculated at 2.15fps. As with GSW -1, the entire length of GSW -2 will be lined with temporary erosion
control matting with a recommended maximum velocity of 6fps. This will provide protection from scour
while the grass - legume mixture of vegetation is established.
According to the pending Memorandum of Agreement, all improvements at this site will be constructed by
NCWRC crew or by contractors hired by NCWRC. Upon completion, all improvements will become
property of Henderson County. Routine maintenance of the site and facilities will be the responsibility of
Henderson County. This will include the operations and maintenance responsibilities as listed in the Low
Density Supplement for grassed swales. The signed O &M agreement is included with this supplement.

SECTION - II
APPLICATION FORMS

Date Received
HENDERSON COUNTY USE ONLY
Fee Paid
Applicable Rules: ❑ Ph II - Post Construction Run -Off
(select all that apply) ❑ Water Supply Watershed
❑ Other WQ Mgmt Plan:
Permit Number
Henderson County, North Carolina
Engineering Department - Water Quality
Stormwater Phase 2 Post - Construction Run -Off Division
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
2. Location of Project (street address):
City:
State:
3. Directions to rp oject (from nearest major street intersection):
4. Latitude:
" N Loneitude:
l II. PERMIT INFORMATION:
Zip:
" W of the main entrance to the project.
1. a. Specify whether project is (check one): ❑New ❑Modification
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
SW permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ❑High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
Henderson County requesting a stormwater management permit application, list the "'LU.IX &11V or-A V.. ject
number, if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required permits can be obtained by
contacting the Henderson County Engineering Department Water Quality Division at (828) 694 -6521.
❑Sedimentation /Erosion Control: ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b. If any of these permits have already been acquired please provide the Project Name, Project/Permit
Number, issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ❑ No ❑ Yes
If yes, see S.L. 2012 -200, Part VI: http;//portal.ncdenr.org/web/lr /rules- and - regulations
HCForm SWU -101 Version July262014 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant/ Signing Official's name and title (specifically the developer, property owner, lessee, designated
government official, individual, etc. who owns the project):
Applicant/Organization: # # # ##
Signing Official & Title:
b. Contact information for person listed in item 1a above:
Street Address:
City:
Mailing Address (if applicable):
City:
Phone: ( )
Email:
State: Zip:
State: Zip:
Fax: ( )
c. Please check the appropriate box. The applicant listed above is:
❑ The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and 2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner /Organization: # # # ##
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City:
Phone: ( )
Email:
State: Zip:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization: # # # ##
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: ( )
Email:
4. Local jurisdiction for building permits:
Point of Contact:
Form SWU -101 Version 07Jun2010
State: Zip:
Fax: ( )
Phone #: ( )
Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the ❑ BROAD ❑ FRENCH BROAD River basin.
4. Total Property Area: acres 5. Total Coastal Wetlands Area: N/A acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area +: acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (N line or Mean High Water
[9
(MH line, and coastal wetlands landward from the NHW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non - coastal wetlands landward of the NHW (orMHM line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area /Total Project Area) X 100 = %
9. How many drainage areas does the project have? (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If
there are more than four drainage areas in the project, attach an additional sheet with the information for
each area provided in the same format as below. 'Read instruction before filling out "off -site drainage'
Basin Information I Drainage Area
Receiving Stream Name
Stream Class *
Stream Index Number
Total Drainage Area (so
On -site Drainage Area (sf)
Off -site Drainage Area (so* * **
Drainage Area _ I Drainage Area _ I Drainage Area
Proposed Impervious Area ** (so
% Impervious Area ** (total)
Impervious- Surface Area I Drainage Area _ I Drainage Area _ I Drainage Area _ I Drainage Area
On -site Buildings /Lots (so
On -site Streets (so
On -site Parking (so
On -site Sidewalks (so
Other on -site (so
Future (sf)
Off -site (so
Existing BUA * ** (so
Total (so:
* Stream Class and Index Number can be determined at: http:// Portal.ncdenr.orz /weblwalpslcsu /classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU -101 Version 07Jun2010 Page 3 of 6

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
II V. SUPPLEMENT AND O &M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O &M)
forms must be submitted for each BMP specified for this project. The latest versions of the forms can be
downloaded from http;//Portal.ncdenr.org/web/Ir/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Henderson County Engineering
Department Water Quality Division. A complete package includes all of the items listed below. A detailed
application instruction sheet and BMP checklists are available from
http: / /www.hendersoncountvnc.or -a/ en�-yineerin,-z/ stormwater/ stormwatersbs.html.
Please indicate that the following required information have been Provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from
http : / /www.hendersoncountvnc.org /en in g/ stormwater /stormwatersbs.html..
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, sie_ned and dated) and O &M
agreement(s) for each BMP.
4. Permit application processing fee (If applicable).
5. A detailed narrative (one to two pages) describing the stormwater treatment/ management
for the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/ Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/ project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off - site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
area clearly delineated. For projects with infiltration BMPs, the report should also include the soil
type, expected infiltration rate, and the method of determining the infiltration rate.
Form SWU -101 Version 07Jun2010 Page 4 of 6

10. A copy of the most current property deed. Deed book: 1607 Page No: 617
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and. /or 3a per NCAC 21-1.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
httv./ /www.secretarv. state .nc.us /Corporations /CSearch.asvx N/A
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
W41-L-Toi-ta 1.ncdcnr.org/ web/ wq/ws/su /statesw/ forins does. Download the latest versions for each
submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and /or firm (such as a
consulting engineer and /or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer: N/A
Consulting Firm:
Mailing Address:
City:
State: Zip:
Phone: { 1 Fax:
Email:
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information item 2 has been filled out, complete this section)
9
I, (print or type name of person listed in Contact Information, item 2a) ,��G y6 L.,Lo.tze.S certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Information, item 1a) �-X l.. r /�.usow ' with (print or hjpe name of organization listed in
Contact Information, item 1a)1V'G to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU -101 Version 07Jun2010 Page 5 of

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and /or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name /Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 1 - 21.5.1 and may result in appropriate enforcement action including
the assessment of civil ✓f�%penalties of up to 000 per day, pursuant to NCGS 143- 215.6.
Signature: /!`'� Date:
��. r a Notary Public for the State of �� County of
T �� ►'1L`E' (50( -1 do hereby certify that 0. C L"' S camn" < personally appeared
before me this (J day of�?e� X%' r Now ledge the due execution of the application for
a A
a stormwater permit. Witness my hand an�d£faal seal,
o NOTARY
gA 0"BUG _
',
My comi�iiybk gkVres �o VC Tv1 ile ,/ i
X APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Information, item 1a) 4i i2o1 �J�Js�
certify that the information included on this permit application form is, to the best of my Knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will b rded, and that the proposed project complies with the requirements of the
applicable stormwater ru es un 1 NCAC 21-1.1000, SL 2006 -246 (Ph. II - Post Construction) or SL 2008 -211.
Signature: Q ,,.r � Date:
�✓�i S ��- r� t a Notary Public for the State of V C., County of
Aer' SQr( do hereby certify that fie, i L(,-, o ,�� personally appeared
before me thisl5 day ot1f)efI :�bt�" , a cknowledge the due e cution of the application for
a stormwater permit. Witness my hand and official seal, > a".p,r`_
�
SAL
NOTARY
PUBLIC v=
�op? commission ex t 1rri� / t J0 l�'
���i�FRS ON G� ♦
1111111
Form SWU -101 Version 07Jun2010 Page 6 of

Permit No.
(to be provided by DEMLR)
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can be
found in Session Law 2008 -211, 15A NCAC 2H .1000, Session Law 2006 -246 and the State of North Carolina
Stormwater Best Management Practice Manual. Curb and gutter systems are allowed provided they meet the
requirements in 15A NCAC 2H .1008(g).
I. PROJECT INFORMATION
Project Name : Etowah Boating Access Area
Contact Person: Jeff C. Ferpauson, PE Phone Number: ( 828 )231 -3517
Number of Lots:I Allowable Built Upon Area (BUA) Per Lot *: 24%
Number of Dwelling Units Per Acre * *:n /a
Low Density Development (check one): ® without curb & gutter ❑ with curb & gutter, outlets to (check one):
❑ Swales ❑ Vegetated Area
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area for each lot.
The attachment must include the project name, phase, page numbers and provide area subtotals and totals. BUA shall be
shown in units of square feet.
* *(Phase II Post - Construction [non -SA] only)
II. BUILT UPON AREA
Refer to DEMLR's forms and applications website for specific language that must be recorded in the deed
restrictions for all subdivided projects. (httn: / /Dortal.ncdenr.or2/ web /lr /state- stonnwater- forms_docs)
Complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water.
• DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area - the total impervious surface occupied by roadways.
• OA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. of Lots - the total number of lots in the subdivision.
• BUA per Lot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
• Total allowable lot BUA - the computed allowable built upon area for all lots combined.
• Total BUA from lot listing - the sum of built upon area allocated for each lot on the list of non - uniform lots.
Form SW401 -Low Density- Rev.3- 2/10/09 Page 1 of 4

Calculation:
For uniform lot sizes:
(SA: ftz x DF: ) — (RA: ft') — (OA: ft') = BUA per Lot = ft2
(No of Lots: )
For non - uniform lot sizes:
a. (SA: 73616 ft2 x DF: 0.24) — (RA: 0 ft2) — (OA: 0 ft2) = Total allowable lot BUA = 17668 ft2
b. Total BUA from lot listing: 17415sf. b must be < a
III. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning and Design Manual or at
http://hdsc.nws.noaa.gov/hdsc/Pfds/
Table 1.
Swale design information based on the 10 -year storm.
Swale No.
Drainage Impervious
Grassed C
Q Slope
Vallow
Vactual
Flow
Area (ac) Area (ac)
Area (ac)
(cfs) ( %)
(fps)
(fps)
Depth (ft)
1
2.03 0.84
1.19 0.60
5.99 1.1
3.5
2.8
0.84
2
0.53 0.18
0.35 0.55
2.05 1.1
3.5
2.2
0.56
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Form SW401 -Low Density- Rev.3- 2/10/09 Page 2 of 4

IV. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H .1000, NCDENR BMP Manual (2007), Session Law 2006 -246, and Session Law 2008 -211.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An
incomplete submittal package will result in a request for additional information. This will delay final
review and approval of the project. Initial in the space provided to indicate that the following requirements
have been met and supporting documentation is provided as necessary. If the applicant has designated an agent
on the Stormwater Management Permit Application Form, the agent may initial below. If anv item is not met,
then justification must be attached. Only complete items n through p for projects with curb outlets.
Page /Plan
Initials Sheet No.
a. t
For projects in the 20 coastal counties: Per NCAC 2H.1005, a 50 foot wide vegetative buffer
is provided adjacent to surface waters. For Redevelopment projects, a 30' wide vegetative
buffer adjacent surface waters is provided.
b. t
For HQW or ORW projects outside the 20 coastal counties: A 30 foot wide vegetative
buffer is provided adjacent to surface waters.
c. t
For Phase II Post - Construction projects: All built upon area is located at least 30 feet
landward of all perennial and intermittent surface waters.
d.
Deed restriction language as required on form SWU -101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to the sale of any lots.
e.
Built upon area calculations are provided for the overall project and all lots.
£
Project conforms to low density requirements within the ORW AEC. (if applicable per
15A NCAC 2H. 1007)
g.
Side slopes of swales are no steeper than 3:1; or no steeper than 5:1 for curb outlet swales.
h.
Longitudinal slope of swales is no greater than 5 %; for non -curb outlet projects,
calculations for shear stress and velocity are provided if slope is greater than 5 %.
i.
At a minimum, swales are designed to carry the 10 year storm velocity at a non - erosive rate.
J.
Swales discharging to wetlands are designed to flow into and through the wetlands at a non -
erosive velocity (for this flow requirement into wetlands, non - erosive is velocity < 2 ft /s).
k.
Swale detail and permanent vegetation is specified on the plans.
1.
Swale detail provided on plans; includes grass type(s) for permanent vegetative cover.
m.
Swales are located in recorded drainage easements.
n.tt
Length of swale or vegetated area is at least 100 feet for each curb outlet.
o.tt
The system takes into account the run -off at ultimate built -out potential from all surfaces
draining to the system (delineate drainage area for each swale).
p.tt
Curb outlets direct flow to a swale or vegetated area.
t Projects in the Neuse, Tar - Pamlico, Catawba River basins, and Randleman Lake may require additional buffers.
tt Only complete these items for projects with curb outlets.
Form SW401 -Low Density- Rev.3- 2/10/09 Page 3 of 4

V. SWALE SYSTEM MAINTENANCE REQUIREMENTS
Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches at
any time; and grass will not be mowed too close to the ground or "scalped ".
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build -up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections. Side slopes must be maintained at the permitted slope.
Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Energy, Mineral
and Land Resources.
1 acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DEMLR of any problems with the system or prior to
any changes to the system or responsible party.
Print Name and Title:
`
1 tw�0 I k7QI/.l `��recT - MetitxfLrSa� �, fs�QC.
Address: '70g $-OL"2� 3 ve SI JiV,,(aFW- v,A-e, Nc '25-79Z-
Phone: 929) Coq -7- 9g`��� Date: CO?—I,
Signature:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and
a resident of the subdivision has been named the president.
I, 5 1� � w-� k, , a Notary Public for the State of �) , (= , , County of
W_ - AdA,4_w=, do hereby certify that L L4 l,' , l i akQv ki, ^ personally appeared before me this
�
day of a a O I and acknowledge the due execution of the forgoing Swale maintenance requirements.
Witness my hand and official seal,
� c '
Notary signature
My commission expires
Rev.3.2 /10/09 Page 4 of 4
MSeeptembeer4 20117

HENDERSON COUNTY
Parks & Recreation
708 South Grove Street, Hendersonville, NC 28792
Telephone: [phone] Fax: [phone]
www.hcprd.com
June 3, 2015
Jeff Ferguson, Mountain Region Engineer
North Carolina Wildlife Resources Commission
Division of Engineering Services
Weaverville, NC 28787
Subject: Agent Authorization for US64 River Access Park (boating access to French Broad River in Etowah)
Dear Jeff,
This letter is provided to serve as the "Agent Authorization Letter" to provide the NCWRC signature authority for the
owner /applicant, that being Henderson County Parks and Recreation, for construction work proposed at the US64 River
Access Park the French Broad River in Etowah community of Henderson County. The work includes the design,
permitting and construction of the river access. Work will include an access road, parking area and boat ramp.
This construction work is proposed to occur later this year. The work will provide boat launching capabilities for the
general public. It is understood this work will take place after all the permits are acquired.
This authority is granted to assist the NCWRC in acquisition of necessary permits to satisfy Section 404 and/or Section 10
Nationwide, Regional and General Permits, Section 401 general Water Quality Certifications, and Riparian Buffer and
Watershed Buffer Rules.
Please keep Henderson County Parks and Recreation informed with the progress of this project. Call me at 828 - 697 -4884
if you have any questions.
Sincerely,
Timothy Hopkin, Director
Henderson County Parks and Recreation Department

Permit Number:
(to be provided by DWQ)
� r
-a
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Etowah Boating Access Area
Contact name Jeff C. Ferguson, PE
Phone number (828) 231 -3517
Date September 14, 2015
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
10 -yr storm runoff depth
Drainage area
88,631.00 ft2
Impervious area
36,413.00 ft
Percent impervious
41.1% %
Design rainfall depth
5.57 inch
Peak Flow Calculations
10 -yr storm runoff depth
073
in
10 -yr storm intensity
4.88
in /hr
Post - development 10 -yr storm peak flow
5.99
ft 3 /sec
Velocity
Maximum non - erosive velocity (peak 10 -year storm)
3.50 ft/sec
Soil characteristics (enter "x" below)
Sand /silt (easily erodible)
x
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass - legume mixture
x
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
N
(Y or N)
Maximum velocity
Side slopes
:1
Swale length
ft
Option 2: Swale Seekina Pollutant Credit ( "For- Credit" Swale):
N
(Y or N)
Maximum velocity for 10 -yr storm
2.82
ft/sec
Side slopes
3.00
:1
Swale length
103.00
ft
Form SW401- Grassed Swale -Rev.4 Parts I and 11. Project Design Summary, Page 1 of 3

Form SW401- Grassed Swale -Rev.4 Parts I and II. Project Design Summary, Page 2 of 3
Permit Number:
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V- shaped
x
Width of the bottom of the swale
0.00 ft
Width of the top of the swale
18.50 ft
Additional Information
Is the swale sized for all runoff from ultimate build -out?
Y (Y or N)
OK
Is the BMP located in a proposed drainage easement with a
(Y or N)
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
0.60 ft
Insufficient distance to SHWT, unless conveyance swale only.
What is the ground level elevation?
2,064.50 fmsl
What is the elevation of the bottom of the Swale?
2,061.50 fmsl
What is the SHWT elevation?
2,060.90 fmsl
What is the longitudinal slope of the swale?
1.10%
OK
What is the depth of freeboard?
2.16 ft
OK
Form SW401- Grassed Swale -Rev.4 Parts I and II. Project Design Summary, Page 2 of 3

Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.
If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
Plans (1" = 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Grass species, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the grassed swale showing:
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Grass species,
- Off -site drainage (if applicable),and
- Boundaries of drainage easement.
3. Section view of the grassed swale (1" = 20' or larger) showing:
- Side slopes,
- Longitudinal slope,
- Freeboard
- Swale dimensions, and
- SHWT level(s)
4. Supporting calculations (including maximum velocity calculations for applicable storms)
5. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
6. A copy of the deed restrictions (if required).
SW401- Grassed Swale -Rev.3 Part III, Page 3 of 3

Permit Number:
(to be provided by DWQ)
� r
-a
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Etowah Boating Access Area
Contact name Jeff C. Ferguson, PE
Phone number (828) 231 -3517
Date September 14, 2015
Drainage area number 2
II. DESIGN INFORMATION
Site Characteristics
10 -yr storm runoff depth
Drainage area
23,187.00 ft2
Impervious area
7,901.00 ft 2
Percent impervious
34.1% %
Design rainfall depth
5.57 inch
Peak Flow Calculations
10 -yr storm runoff depth
0.33
in
10 -yr storm intensity
7.20
in /hr
Post - development 10 -yr storm peak flow
2.05
ft 3 /sec
Velocity
Maximum non - erosive velocity (peak 10 -year storm)
3.50 ft/sec
Soil characteristics (enter "x" below)
Sand /silt (easily erodible)
x
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass - legume mixture
x
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
N
(Y or N)
Maximum velocity
Side slopes
:1
Swale length
ft
Option 2: Swale Seekina Pollutant Credit ( "For- Credit" Swale):
N
(Y or N)
Maximum velocity for 10 -yr storm
2.15
ft/sec
Side slopes
3.00
:1
Swale length
236.00
ft
Form SW401- Grassed Swale -Rev.4 Parts I and 11. Project Design Summary, Page 1 of 3

Permit Number:
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V- shaped
x
Width of the bottom of the swale
0.00 ft
Width of the top of the swale
12.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build -out?
Y (Y or N)
OK
Is the BMP located in a proposed drainage easement with a
(Y or N)
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
1.43 ft
OK
What is the ground level elevation?
2,064.43 fmsl
What is the elevation of the bottom of the Swale?
2,062.33 fmsl
What is the SHWT elevation?
2,060.90 fmsl
What is the longitudinal slope of the swale?
1.10%
OK
What is the depth of freeboard?
1.54 ft
OK
Form SW401- Grassed Swale -Rev.4 Parts I and II. Project Design Summary, Page 2 of 3

Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.
If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
Plans (1" = 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Grass species, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the grassed swale showing:
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Grass species,
- Off -site drainage (if applicable),and
- Boundaries of drainage easement.
3. Section view of the grassed swale (1" = 20' or larger) showing:
- Side slopes,
- Longitudinal slope,
- Freeboard
- Swale dimensions, and
- SHWT level(s)
4. Supporting calculations (including maximum velocity calculations for applicable storms)
5. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
6. A copy of the deed restrictions (if required).
SW401- Grassed Swale -Rev.3 Part III, Page 3 of 3

SECTION — III
IaDlei ID-4, I wI:�ITI_� [fig]

ETOWAH BOATING ACCESS AREA SITE
SOIL SURVEY MAP

Official Series Description - TOXAWAY Series
LOCATION TOXAWAY NC +GA VA
Established Series
Rev. JMO:AG
09/2003
TOXAWAY SERIES
https:Hsoilseries.sc.egov.usda.gov/OSD—Docs/T/TOXAWAY.hftnl
The Toxaway series consists of very deep, poorly and very poorly drained soils that formed in loamy alluvial
deposits on nearly level flood plains of mountain valleys. Near the type location, mean annual temperature is
57 degrees F., and mean annual precipitation is 60 inches. Slopes range from 0 to 3 percent.
TAXONOMIC CLASS: Fine - loamy, mixed, superactive, nonacid, mesic Cumulic Humaquepts
TYPICAL PEDON: Toxaway silt loam -- cultivated field. (Colors are for moist soil unless otherwise stated.)
A1--0 to 26 inches; very dark gray (1OYR 3/1) black (1OYR 2/1) silt loam; moderate medium granular
structure; friable, sticky and slightly plastic; common fine roots; few fine flakes of mica; moderately acid;
gradual smooth boundary.
A2--26 to 36 inches; very dark gray (IOYR 3/1) loam; weak medium granular structure; friable; few fine
roots; common fine flakes of mica; moderately acid; clear smooth boundary. (Combined thickness of the A
horizon ranges from 24 to 50 inches.)
Cg1 - -36 to 43 inches; very dark gray (10YR 3/1) sandy loam; massive; very friable, slightly sticky; common
fine flakes of mica; moderately acid; clear smooth boundary. (5 to 15 inches thick)
Cg2 - -43 to 53 inches; grayish brown (IOYR 5/2) sand; few fine prominent yellowish brown (IOYR 5/6)
mottles; single grained; loose; common fine flakes of mica; moderately acid; clear smooth boundary. (7 to 15
inches thick)
Cg3 - -53 to 65 inches; gray (N 6/0) sandy clay loam with lenses of sandy loam; massive; friable, slightly sticky
and slightly plastic; common fine flakes of mica; moderately acid; clear smooth boundary. (0 to 15 inches
thick)
Cg4 - -65 to 72 inches; gray (N 6/0) loamy sand; single grained; loose; common fine flakes of mica;
moderately acid.
TYPE LOCATION: Henderson County, North Carolina; 1.5 miles east of Hendersonville; 800 feet southeast
of Hendersonville -Meyer Airport; 600 feet east of Airport Road.
RANGE IN CHARACTERISTICS: Solum thickness ranges from 24 to 50 inches. The loamy horizons are
commonly 40 to 60 inches thick over sandy subhorizons. Depth to bedrock is more than 10 feet. The soil is
strongly acid to slightly acid unless limed. Flakes of mica range from few to many. Rock fragments range from
0 to 5 percent by volume in the A horizon and 0 to 15 percent in the Cg horizon.
Organic matter content of the A horizon is medium to high. The A horizon has hue of 10YR or is neutral,
value of 2 or 3, and chroma of 0 to 3. The A horizon is silt loam or loam. Some pedons have an Ab horizon.
The Ab horizon, where present has the same color and texture range as the A horizon.
1 of 2 9/24/2015 9:56 AM

Official Series Description - TOXAWAY Series
https:Hsoilseries.sc.egov.usda.gov/OSD—Docs/T/TOXAWAY.hftnl
The Cg horizon has hue of l OYR, 2.5Y, or is neutral, value of 3 to 6, and chroma of 0 to 2. The C horizon is
stratified alluvial sediments of clay loam, sandy clay loam, silt loam, loam, silty clay loam, sandy loam, fine
sandy loam, often with lenses and strata of loamy sand or sand. Gravel or cobbles are in the C horizons in
some pedons.
COMPETING SERIES: There are no other known series in this family.
GEOGRAPHIC SETTING: Toxaway soils are on nearly level flood plains of mountain valleys. Slopes range
from 0 to 3 percent. The soils formed in loamy alluvial deposits. Elevations are above 2,000 feet. Mean
annual temperature near the type location is 57 degrees F., and mean annual precipitation is about 60 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the Arkaqua, Biltmore, Chatuge, Colvard,
Codorus, Comus, Cullowhee, Dellwood, Dillard, Dillsboro, French, Hatboro, Hemphill, Iotla, and kinkora,
Nikwasi, Reddies, Rosman, Statler, Sylva, Transylvania, Whiteside series. All of these series except Chatuge,
Hatboro, Hemphill, Kinkora, Nikwasi, and Sylva are better drained than Toxaway soils. Chatuge, Hatboro,
Hemphill, and Kinkora have an argillic horizon, and Nikwasi is in a coarse -loamy over sandy or sandy -
skeletal family. Also, none have an umbric epipedon thicker than 24 inches except Nikwasi and Transylvania
soils. Arkaqua, Biltmore, Colvard, Codorus, Comus, French, lotla, Reddies, Rosman, and Transylvania soils
are on higher parts of the flood plain or are nearer to stream channels. Chatuge, Dillard, Dillsboro, Hatboro,
Hemphill, kinkora, and Statler soils are on stream terraces nearby. Sylva and Whiteside soils are on colluvial
fans and toe slopes that do not flood.
DRAINAGE AND PERMEABILITY: Very poorly drained and poorly drained; very slow or ponded runoff;
moderate permeability. These soils are subject to common, very brief floods.
USE AND VEGETATION: Most of the Toxaway soils are cleared and drained and used for cultivated crops,
pasture, and hay. The dominant tree species are yellow - poplar, pitch pine, shortleaf pine, Virginia pine,
eastern white pine, northern red oak, sycamore, red maple, and yellow birch.
DISTRIBUTION AND EXTENT: Southern Appalachian Mountains of North Carolina, Georgia, Virginia,
and possibly Tennessee. The series is of small extent.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Morgantown, West Virginia
SERIES ESTABLISHED: Transylvania County, North Carolina; 1906.
REMARKS: Diagnostic horizons and features in this pedon are:
Umbric Epipedon - The zone from the surface of the soil to a depth of 36 inches (Al and A2 horizons)
Cumulic Humaquept feature - An umbric epipedon 24 inches or more thick
Irregular decrease in organic matter content with depth
Nonacid family - reaction of 5.5 or more in the 10 to 40 inch control section (A horizon)
MLRA = 130 SIR = NC0021
National Cooperative Soil Survey
U.S.A.
2 of 2 9/24/2015 9:56 AM

ETOWAH BOATING ACCESS AREA SITE
N
•
•p
- t
�i
� t
V 126 1
81
250 500
Part iii c i atti NC Counties, NC
C.. pyright:©t -013 National "Ge
USGS TOPO MAP
t�
1
�J

aoox 1601 PAGE 617(3)
° °°° 1IIIVIIIIBII 11IIII11
This document presented and filed:
02/23/2015 0216:04 PM
WILLIAM LEE KING, Henderson COUNTY, NC
Transfer Tax: $0.00
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $ 0.00
Prepared by: D. Lynn Cox, Attorney at Law, P.O. Box 1197, Asheville, NC 28802
Return to: Henderson County, 1 Historic Courthouse Square, Suite 1, Hendersonville, NC 28792
Brief description for the index: Portion of PIN 9539252962
THIS DEED made this ?2_Aay of "r'A �
GRANTOR
CAROLINA MOUNTAIN
LAND CONSERVANCY,
a North Carolina nonprofit corporation
847 Case Street
Hendersonville, NC 28792
by and between
GRANTEE
HENDERSON COUNTY,
a body politic and corporate,
1 Historic Courthouse Square, Suite 1
Hendersonville, NC 28792
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors and
assigns, and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that Grantor, as an absolute gift and for no consideration whatsoever,
does deed, grant, and convey to Grantee in fee simple, all of its right, title, and interest in
that certain parcel of land situated in Hendersonville Township, Henderson County,
North Carolina, legally described on Exhibit A attached hereto and subject to all
easements and rights -of -way of record. Said tract is that same tract conveyed to Grantor
on November 4, 2014 by deed recorded in Book 1595, Page 282, Henderson County
Registry.
TO HAVE AND TO HOLD the aforesaid parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.

IN WITNESS WHEREOF, Grantor, by authority duly given, has hereunto caused this deed to be
executed by its respective officers and its seal affixed, to be effective the day and year first
written above.
CAROLINA MOUNTAIN LAND CONSERVANCY
By' _�
(printed name)
Title: &a'xt — 'A" s, O u w1 t—
[SEAL]
ATT ST: IG
trow� C
(Printed name)
Secretary
C'
ka 2,
STATE OF NORTH CAROLINA
COUNTY OF HENDERSON
I, "'qA /�itJ/1�/7 /L / , a Notary Public of the County and State aforesaid,
certify d(at E'�DAl i4 6X , who is known to me came before me
this day and acknowledged that he /she is the / T .��� A'l of the Carolina
Mountain Land Conservancy, and that by authority duly given an s an act of the
corporation the foregoing instrument was signed in its name by its
), ztS /.Gf,JT , sealed with its corporate seal, and attested by himself/herself as
its Secretary.
(printe name of to tary)
My commission expires: /Z —/Z —/s—
Notary Public ,tneo Itteya
z�_ ,
O . /C G `_
' COUN� •`
Book 1607
Page 618

Book 1607
Page 619
EXHIBIT A
All of that approximately 1.69 acre parcel of land in Hendersonville Township,
Henderson County, North Carolina, as set forth on a plat of survey recorded at Slide
9548, Henderson County Registry and being all of the property described in deed
recorded in Book 1595, Page 282, Henderson County Registry.
Subject to all easements and rights -of -way of record.

I, Mark R. Lee, certify that this plat was drawn under my supervision from an
actual survey, deed descriptionks) as shown hereon; that the error of closure is
1:10,000 +; that the boundaries not surveyed are shown as broken lines platted
from information found in deed books referenced hereon; witness my original
signature, registration number, and seal.
The survey is of another category, such as the recombination of existing
parcels, a court - ordered survey, or other exception to its definition of
subdivision.
Mark R. Lee, Professional Land Surveyor L -3912
Stat of Nort Carolina County of Henderson
I, (,J,, t^CoA, , Review officer of Henderson County,
certify that the map or plat to which certification is affixed meets all statutory
requirements for recording.
ounty vew Officer Date
State of North Carolina . County of Henderson
This plat is not subject to Henderson County Subdivision Regulations
Subdivision Administrator Date
n
I
Now or Formerly
Patten Seed
Company
Db 1017, Pg 269
Sip "ks
9�
00,
/ ��
\ 0��° qh
Now or Formerly
Patten Seed ,
Company
Db 1017, Pg 269 �I
do S52 030'04 "E
ti 66.45'
BOOK 2014 PAGE 9548 0 )
813501
N52 °58' 19 "W
35.00 ��� '/
o / This document presented and filed:
O� Sip 12/05/2014 12:46:06 PM
a
Sip -�
/ WILLIAM LEE KING, Henderson COUNTY, NC
ti
State of North Carolina County of Henderson \ ^ 25.49'
The foregoing certificate of , �^� /
Review officer of County, is certified to be correct, this insLrurnent '
S52 058'19 "E sip 19.93'
35.00' /
was presented for registration and recording in Plat Cabinet S1p ,/ S43 011'29 "E
`
Q .\
This �rj tA day of3)ccenc D -r 2014. ` / 74.37
lira 0q
.��
Register o eeds
Fled and r�eco� t r
Henderson , ftY N.C. NA5_ '
d-f t
AA 0 vyk+aA vA o
/
�t�'►�er"• Boundary Survey For
North Carolina Wildlife Resources Commission
Of
Etowah
- NORTH CAROLINA WILDLIFE RESOURCES COMMISSION
DIVISION OF ENGINEERING SERVICES
P�°+ 1720 MAIL SERVICE CENTER 919.707.0150 OFFICE
RALEIGH, NORTH CAROLINA 27699 919.707.0162 FAX
U
Property on US Hwy 64 and on French Broad River
Hendersonville Township, Henderson County, North Carolina
Notes:
Reference
DB 101 i, rg 269
Surveyor has made no independent search or
investigation for Rights -of -way or Easements
of record for streets, highway, public utilities
nor for encumbrances, restrictive covenants,
ownership, title or any other facts that may be
disclosed by a full & title search.
Legend
EIP - Exist Iron Pin
SIP - Set Iron Pin
SPK - Set Mag Nail
Scale: V- 60'
0 60 120 :,
SURVEYOR:
M.R. Lee
DE: January 16, 2014
SHEET
CHECKED:
REVISION:
Township Revison
DATE: September 11, 2014
I
CAD FILE ID:
Etowah Pro, D"A"
i
OF 1
L
��ti

SECTION - IV

Precipitation Frequency Data Server
http: / /hdsc.nws.noaa. gov/hdsc /pfds /pfds _printpage.html ?Iat -3 5.3417 &1...
NOAA Atlas 14, Volume 2, Version 3
Location name: Horse Shoe, North Carolina, US*
Latitude: 35.3417 °, Longitude: - 82.5537° e
Elevation: 2066 ft*
source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF-tabular I PF_araghical I Maps_ &_aerials
PF tabular
PDS
-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1
1 2
1 5 11
10
25
50 11 100
200
500
1000
5
0.376
0.447
0.535
0.602
0.688
0.754
0.820
0.886
0.972
1.04
-min
(0.340- 0.418)
(0.405- 0.496)
(0.483 - 0.593)
(0.541- 0.666)
(0.615 - 0.761)
(0.670-0.834)1(0.726-0.909)
(0.778- 0.985)
(0.844 -1.09)
(0.895 -1.17)
10 -min
0.600
1 0.716
1 0.857 1
0.962
1 1.10
1.20
1
1.30
1.41
Lo
1.54
1
1.64
(0.543 - 0.667)
(O.648-0.794)1(0.774-0.950)
(0.866 -1.06)
1 (0.980 -1.21)
(1.07 -1.33)
(1.15 -1.44)
.23 -1.56)
(1.33 -1.72)
(1.41 -1.84)
15 -min
0.751 1
0.900
k.814-0.998)I(0.979-1.20)
1 1.08
1.22 1
1.39
1.52
1.65
7 1.77
1.94
2.0637
(0.679 - 0.834)
(1.09 -1.35)
(1.24 -1.54)
(1.35 -1.68)
(1.46 -1.82)
2.52
(1.56 -1.97)
2.76
(1.68 -2.16)
3.08
(1.77 -2.31)
3.33
1.03
1.24
1.54
1.76
2.06
2.29
30 -mm
1
(0.930 -1.14)
(1.13 -1.38)
1 (1.39 -1.71)
(1.59 -1.95)
(1.84 -2.28)
(2.04 -2.53)
(2.23 -2.80)
(2.42 -3.07)
(2.67 -3.44)
(2.87 -3.75)
60 -min
1.28
1.56
1.97
2.30
2.74
3.10
3.48
3.87
4.42
4.87
(1.16 -1.43)
(1.41 -1.73)
(1.78 -2.19)
(2.07 -2.54)
(2.45 -3.03)
(2.76 -3.43)
(3.08 -3.85)
(3.40 -4.30)
(3.84 -4.94)
(4.18 -5.47)
2 -hr
1.51
1.83
2.31
2.69
3.23
3.67
4.13
4.63
5.33
5.90
(1.37 -1.67)
1.64
0.66 -2.03)
1.97
(2.08 -2.55)
2.47
(2.42 -2.97)
2.88
T(2.59
(2.88 -3.56)
3.48
(3.25 -4.05)
(3.63 -4.57)
(4.04 -5.13)
(4.59 -5.94)
(5.04 -6.61)
6.67
3
3.98
4.52
568) .10
5.95
-hr
u
(1.48 -1.82)
(1.78 -2.19)
(2.23 -2.74)
3.16
-3.19)
3.67
(3.10 -3.85)
(3.52 -4.41)
(3.96 -5.01)
(4.43 -5.
6.52
(5.09 -6.67)
7.65
(5.63 -7.50)
8.62
6 -hr
2.14 2.57
4.42
5.06
5.75
(1.96-2.36) (2.34 -2.82)
2'73 3.27
(2.88 3.48)
4.01
(3.33 -4.04)
4.62
(3.98 4.86)
5.46
(4.52 -5.56)
6.16
(5.08 6.35)
6.90
(5.70 7.21)
7.68
(6.57 -8.51)
8.80
(7.30 9.64)
9.72
12 -hr
(2.50 -2.99) (3.00 -3.58)
(3.67 -4.39)
1 4.86
(4.21 -5.05)
5.58
(4.96 -5.98)
(5.57 -6.75)
(6.19 -7.57)
(6.83 -8.46)
(7.73 -9.76)
(8.45 -10.9)
3.30
3.95
1 6.57
7.38
8.21
1 9.08
1 10.3 11
11.3
24 -hr
(3.06 -3.57)
(3.67 -4.28)
(4.50 -5.26)
(5.15 -6.03)
1 (6.05 -7.10)
(6.77 -7.97) j
(7.50 -8.86)
(8.25 -9.82)
(9.26 -11.2)
(10.1 -12.2)
2 -day
3.92
4.68
5.70 -77
6.51
7.63
8.54
9.47
10.4
11.8
1
12.8
(3.66 -4.22)
1 (4.37 -5.04)
(5.31 -6.13)
(6.06 -7.00)
1 (7.07 -8.20)
1 (7.88 -9.17)
(8.71 -10.2)
(9.54 -11.2)
(10.7 -12.7)
(11.6 -13.9)
3 -day
4.19
4.99
6.02
6.84
7.96
8.84
9.75
10.7
12.0
13.0
(3.92 -4.49)
(4.67 -5.35)
(5.63 -6.45)
(6.38 -7.32)
(7.39 -8.51)
(8.19 -9.47)
(9.00 -10.5)
(9.81 -11.5)
(10.9 -12.9)
(11.8 -14.0)
4 -day
4.46
5.30
6.35
7.17
8.28
9.15 11
10.0
10.9
12.2
13.1
(4.18 -4.75)
(4.97 -5.65)
(5.94 -6.77)
(6.71 -7.64)
(7.72 -8.83)
(8.51 -9.76)
(9.29 -10.7)
(10.1 -11.7)
(11.1 -13.0)
(12.0 -14.1)
5.21
6.19
7.41
8.38
9.71
10.8 11
11.8
1 13.0
1 14.5 11
15.7
u7 -da
(4.88 -5.58)
(5.80 -6.63)
(6.93 -7.94)
(7.83 -8.98)
(9.04 -10.4)
(9.99 -11.5)
1 (11.0 -12.7)
1 (11.9 -13.9)
(13.2 -15.6)
(14.2 -16.9)
10
5.98
7.07
8.38
9.42
10.8
12.0
F1.2-
13.1
14.3
15.8
17.0
-day
(5.64 -6.35)
(6.67 -7.52)
(7.90 -8.92)
(8.87 -10.0)
L 0.2 -11.5)
12.7)
(12.2 -13.9)
L 3.2 -15.2)
(14.6 -16.9)
(15.6 -18.3 )
8.10
9.52
11.1
12.2
13.8
14.9
16.1
17.2
18.6
19.7
720-da7y
�.68
-8.54)
(9.04 -10.1)
(10.5 -11.7)
(11.6 -12.9)
14.6
(13.0 -14.5)
16.1
(14.1 -15.8)
(15.1 -17.0)
(16.1 -18.2)
(17.4 -19.8)
(18.3 -21.0)
30
9'90
11.6
13.3
17.3
18.4
19.5
20.8
21.7
-day
(9.41 -10.4)
1(11.0-12 .2)
14.7
[(12.6-14 .0)
16.6
(13.8 -15.3)
17.9
(15.3 -17.0)
19.6
(16.4 -18.2)
20.8
(17.4 -19.4)
21.8
(18.3 -20.6)
22.8
(19.5 -22.0)
23.9
(20.3 -23.0)
24.7
F�l12.6
7
(12.0 -13.2)
(14.0 -15.4)
(15.8 -17.4)
(17.1 -18.8)
(18.6 -20.6)
(19.7 -21.8)
(20.7 -22.9)
( 21.6 -24.0 )
( 22.6 -25.2 )
( 23.4 -26.1 )
60 -day
15.1
17.6
19.6
21.1
22.9
24.1
25.2
26.2
27.3
28.1
(14.4 -15.8)
(16.8 -18.4)
(18.7 -20.6)
(20.1 -22.1)
(21.8 -24.0)
(23.0 -25.3)
(24.0 -26.4)
(24.9 -27.5)
(25.9 -28.7)
(26.6 -29.6)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 %. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Too
PF graphical
1 of 4 8/28/2015 11:45 AM

Precipitation Frequency Data Server
http: //hdsc.nws.noaa.gov /hdsc /pfds /pfds _printpage.html ?lat =3 5.3417 &1...
PDS -based depth - duration- frequency {DDF) curves
Latitude: 35.3417'. Longitude_ - 82.5537°
30
25 - - - - - - -- -- - - - - -- - - - - - - -- -- ---- - - -- -- -- --
C
20 _... . -- - -- --- - - - -- ; -- ---- - - - -'- -- '--- ------ -- -- - - - - -- -- -- : - - - -- --
41
rz
CIO
F- 15 = -
9
CL -
CL
0
1 2 5 10 25 50 100 200 500 1000
,average recurrence interval (years)
NQAAAtlas 14, Volume 2, Version 3 Created (GMT): Fri Aug 28 15:45:03 2015
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{ye�aray
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
5-min
— 2-day
— 10-Min
— 3-day
15-min
— 4 -day
— 30-min
— 7-day
— 60-min
— 10-day
— 2-hr
20 -clay
— "r
— 30 --day
6-hr
25 -
— 12-hr
--
--
--- --
-- ---
.
---
e
s
20
-
- - - -
C
CL
-ca
v
15 -
--
-- ---
.
10 -
------------------
----
- - - - -- '
-
rZ
,�
,�
,�
•�
•� L L
t L
L
rq
rP N
rq rp
rp
rp
+0 r4
'-I
r-I
rn
z
ri
N
rn
V lH
Duration
30
25 - - - - - - -- -- - - - - -- - - - - - - -- -- ---- - - -- -- -- --
C
20 _... . -- - -- --- - - - -- ; -- ---- - - - -'- -- '--- ------ -- -- - - - - -- -- -- : - - - -- --
41
rz
CIO
F- 15 = -
9
CL -
CL
0
1 2 5 10 25 50 100 200 500 1000
,average recurrence interval (years)
NQAAAtlas 14, Volume 2, Version 3 Created (GMT): Fri Aug 28 15:45:03 2015
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{ye�aray
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
5-min
— 2-day
— 10-Min
— 3-day
15-min
— 4 -day
— 30-min
— 7-day
— 60-min
— 10-day
— 2-hr
20 -clay
— "r
— 30 --day
6-hr
— 45-day
— 12-hr
— 60-day
— 24-hr
NarionaJ Fores[
- - _- Kingaporr n
_ Johnson City" P
0gakeville ° Ronne
J' Greensboro
Knoxville
i ,,dry Winston- Salerno 0
rl}oro ,l'rsgah Nahonad Forest } ,' Hickory f C} i T
Gallinkurg %AsheValJ ir• C A R 0 L I
} J ,rd t .,{■■ji. , ` Charlotte
_ O
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s l,� # .�r,1 Aso km W Map Report a reap error
2 of 4 8/28/2015 11:45 AM

Etowah_ Culverts_ Rational NC- Etowah 25 -yr Duration =14 min, Inten =5.72 in /hr
Prepared by Hewlett- Packard Company Printed 9/14/2015
HydroCADO 10.00 -15 s/n M00842 © 2015 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment Cl: Culvert 1
For sheet flow Tc calculation, Manning's N was adjusted to match outcome from Seelye nomograph.
Runoff =
2.80 cfs @ 0.23 hrs, Volume= 0.055 af, Depth= 0.76"
Runoff by Rational
method, Rise /Fall= 1.0/1.0 xTc, Time Span= 0.00 -3.00 hrs, dt= 0.01 hrs
NC- Etowah 25 -yr
Duration =14 min, Inten =5.72 in /hr
Area (sf)
C Description
13,688
0.95 Paved Road & Shoulder
23,885
0.35 Grassed Shoulder & Swale
37,573
0.57 Weighted Average
23,885
63.57% Pervious Area
13,688
36.43% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
10.1 200
0.0200 0.33 Sheet Flow, Sheet Flow
n= 0.089 P2= 3.95"
3.9 550
0.0250 2.37 Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterway Kv= 15.0 fps
14.0 750
Total
Subcatchment Cl: Culvert 1
Hydrograph
U
3
0
LL
3
2.80 cfs
I
PJ
0
0
0
'NC-Etowah 25 -yr
Duration =14 min,
Inten =5.72 in /hr
Runoff Area = 37,573 sf
Runoff Volume =0.055 of
I
Runoff Depth = 0.76"
Flow Length =750'
Tc =14.0 min
l C =0.57
1 2
Time (hours)
3
— Runoff

Culvert Design: Culvert #1 -Q25
Sun Sep 13 19:18:40 2015
Carlson Hydrology 2015
File: C: \Users \Jeff \Documents \WORK FILES \IF - Etowah \Culvert 1 R.clt
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Ke.
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge (Q25):
Headwater Elevation:
Road Crest Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Circular
RCP III
18.00 in
0.0120
1
Groove End Projecting
0.20
2089.400 ft
2089.000 ft
40.000 ft
1.00 %
2.80
cfs
2089.807
ft
2091.500
ft
2089.524
ft
5.34
ft /s
0.506
ft
Inlet Control, Unsubmerged
Page 1 of 1

Etowah_ Culverts_ Rational NC- Etowah 25 -yr Duration= 15 min, Inten =5.56 in /hr
Prepared by Hewlett- Packard Company Printed 9/22/2015
HydroCADO 10.00 -15 s/n M00842 © 2015 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment C2: Culvert 2
For sheet flow Tc calculation, Manning's N was adjusted to match outcome from Seelye nomograph
Runoff =
5.57 cfs @ 0.25 hrs, Volume= 0.115 af, Depth= 0.81"
Runoff by Rational
method, Rise /Fall= 1.0/1.0 xTc, Time Span= 0.00 -3.00 hrs, dt= 0.01 hrs
NC- Etowah 25 -yr
Duration =15 min, Inten =5.56 in /hr
Area (sf)
C Description
29,090
0.95 Paved & Gravel Road
45,492
0.35 Grassed Shoulder & Swale
74,582
0.58 Weighted Average
45,492
61.00% Pervious Area
29,090
39.00% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
10.1 200
0.0200 0.33 Sheet Flow, Sheet Flow
n= 0.089 P2= 3.95"
3.9 550
0.0250 2.37 Shallow Concentrated Flow, Shallow Swale
Grassed Waterway Kv= 15.0 fps
0.8 280
0.0800 5.74 Shallow Concentrated Flow, Riprap Ditch
Paved Kv= 20.3 fps
14.8 1,030
Total
Subcatchment C2: Culvert 2
Hydrograph
6
5.57 cfs —Runoff
5 NC- Etowah 25 -yr
'Duration =15 min,
4 Inten =5.56 in /hr
Runoff Area = 74,582 sf
0 3-
Run of Volume =0.115 of
LL Runoff Depth = 0.81"
2 Flow Length= 1,030'
Tc =14.8 min
C =0-5U
0 '
0 1 2 3
Time (hours)

Culvert Design: Culvert #2
Sun Sep 13 19:22:24 2015
Carlson Hydrology 2015
File: C: \Users \Jeff \Documents \WORK FILES \IF - Etowah \Culvert 2 R.clt
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Ke.
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge (Q25):
Headwater Elevation:
Road Crest Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Circular
Corrugated Metal
18.00 in
0.0240
1
Projecting
0.90
2065.000 ft
2063.500 ft
60.000 ft
2.50 %
5.57
cfs
2065.000
ft
2067.000
ft
2064.022
ft
5.37
ft /s
0.853
ft
Inlet Control, Unsubmerged
Page 1 of 1

Etowah_ Culverts_ Rational NC- Etowah 25 -yr Duration= 15 min, Inten =5.56 in /hr
Prepared by Hewlett- Packard Company Printed 9/22/2015
HydroCADO 10.00 -15 s/n M00842 © 2015 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment C3: Culvert 3
For sheet flow Tc calculation, Manning's N was adjusted to match outcome from Seelye nomograph.
[48] Hint: Peak <CiA due to short duration
Runoff = 5.86 cfs @ 0.25 hrs, Volume= 0.121 af, Depth= 0.80"
Runoff by Rational method, Rise /Fall= 1.0/1.0 xTc, Time Span= 0.00 -3.00 hrs, dt= 0.01 hrs
NC- Etowah 25 -yr Duration =15 min, Inten =5.56 in /hr
Area (sf)
C
Description
30,878
0.95
Asphalt & Gravel Paved
48,689
0.35
Grass /Woods
79,567
0.58
Weighted Average
48,689
0.33
61.19% Pervious Area
30,878
38.81 % Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
10.1
200
0.0200
0.33
Sheet Flow, Sheet Flow
n= 0.089 P2= 3.95"
3.9
550
0.0250
2.37
Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterway Kv= 15.0 fps
1.2
320
0.0800
4.55
Shallow Concentrated Flow, Shallow Concentrated
Unpaved Kv= 16.1 fps
15.2
1,070
Total

Etowah_ Culverts_ Rational NC- Etowah 25 -yr Duration= 15 min, Inten =5.56 in /hr
Prepared by Hewlett- Packard Company Printed 9/22/2015
HydroCADO 10.00 -15 s/n M00842 © 2015 HydroCAD Software Solutions LLC Page 2
Subcatchment C3: Culvert 3
Hydrograph
6 5.86 cfs
NC- Etowah 25 -yr
5 - [duration =15 min,
Inten =5.56 in /hr
4- Runoff Area -79,567 sf
3 Runoff Volume =0.121 of
U RYnoff Depth = 0.80"
Flow Length =_
1,0_70'_
2 - � I — Tc =15.2 min I
C =0.58
0
0 1 2 3
Time (hours)
— Runoff

Culvert Design: Culvert #3 Tue Sep 22 12:45:03 2015
File: C: \Users \Jeff \Documents \WORK FILES \IF - Etowah \Culvert 3 R.clt
Design Parameters
Section
Shape:
Material:
Diameter:
Manning's n:
Number of Barrels:
Inlet
Inlet Type:
Ke.
Inverts
Inlet Invert Elevation:
Outlet Invert Elevation:
Length:
Slope:
Culvert Calculation
Discharge (Q25):
Headwater Elevation:
Road Crest Elevation:
Tailwater Elevation:
Downstream Velocity:
Downstream Flow Depth:
Flow Control Type:
Circular
RCP III
18.00 in
0.0120
1
Square Edge with Headwall
0.50
2063.300 ft
2062.400 ft
32.000 ft
2.81 %
5.86
cfs
2063.634
ft
2065.300
ft
2063.284
ft
9.52
ft /s
0.570
ft
Inlet Control, Unsubmerged
Page 1 of 1

Etowah_ GSW_ Rational NC- Etowah 10 -yr Duration =15 min, Inten =4.88 in /hr
Prepared by Hewlett- Packard Company Printed 9/22/2015
HydroCADO 10.00 -15 s/n M00842 © 2015 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment GSW -1: Grass Swale
Runoff =
5.99 cfs @ 0.25 hrs, Volume= 0.124 af, Depth= 0.73"
Runoff by Rational
method, Rise /Fall= 1.0/1.0 xTc, Time Span= 0.00 -3.00 hrs, dt= 0.01 hrs
NC- Etowah 10 -yr
Duration =15 min, Inten =4.88 in /hr
Area (sf)
C Description
36,413
0.95 Aspahlt & Gravel Paved
51,948
0.35 Good Grass Cover /Woods
88,361
0.60 Weighted Average
51,948
58.79% Pervious Area
36,413
41.21 % Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft /ft) (ft /sec) (cfs)
10.1 200
0.0200 0.33 Sheet Flow, Sheet Flow
n= 0.089 P2= 3.95"
3.9 552
0.0250 2.37 Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterway Kv= 15.0 fps
0.9 320
0.0800 5.74 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
14.9 1,072
Total
Subcatchment GSW -1: Grass Swale
Hydrograph
5.99 cfs —Runoff
6 —
NC- Etowah 10 -yr
5 - Duration =1-5 min,
Inten =4.88 in /hr 1
N 4 Runoff Area = 88,361 sf 1
3 Runoff Volume =0.124 of
LL 3 Runoff Depth = 0.73"
Flow Length= 1,072'
2 Tc =14.9 min
C =0.60
0
0 1 2 3
Time (hours)

Channel Design: Grass Swale #1 Sun Sep 13 19:12:33 2015
Carlson Hydrology 2015
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 3.00:1
Right Side Slope 3.00:1
Wetted Perimeter: 5.33
Area of Wetted Cross Section: 2.13
Channel Slope: 1.1000
Manning's n of Channel: 0.0300
Discharge (Q10): 5.99 cfs
Depth of Flow: 0.84 feet
Velocity: 2.82 fps
Freeboard: 1.00 feet
Page 1 of 1

Etowah_ GSW_ Rational NC- Etowah 10 -yr Duration =5 min, Inten =7.20 in /hr
Prepared by Hewlett- Packard Company Printed 9/22/2015
HydroCADO 10.00 -15 s/n M00842 © 2015 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment GSW -2: Grass Swale
Runoff = 2.05 cfs @ 0.08 hrs, Volume= 0.015 af, Depth= 0.33"
Runoff by Rational method, Rise /Fall= 1.0/1.0 xTc, Time Span= 0.00 -3.00 hrs, dt= 0.01 hrs
NC- Etowah 10 -yr Duration =5 min, Inten =7.20 in /hr
Area (sf)
C
Description
7,901
0.95
Asphalt & Gravel Paved
15,286
0.35
Good Grass /Woods
23,187
0.55
Weighted Average
15,286
65.92% Pervious Area
7,901
34.08% Impervious Area
Tc Length
Slope
Velocity Capacity Description
(min) (feet)
(ft /ft)
(ft /sec) (cfs)
5.0
Direct Entry, Assume Min.
Subcatchment GSW -2: Grass Swale
Hydrograph
2.05 cfs —Runoff
2 NC- Etowah 10 -yr
Duration =5 min,
Inten =7.20 in /hr
Runoff Area = 23,187 sf
U
Runoff iVolume =0.015 of I
Rupoff Depth = 0.33"
Tc =5.0 min
C =0.55
I �
0
0 1 2 3
Time (hours)

Channel Design: Grass Swale #2 Sun Sep 13 19:07:41 2015
Carlson Hydrology 2015
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 3.00:1
Right Side Slope 3.00:1
Wetted Perimeter: 3.56
Area of Wetted Cross Section: 0.95
Channel Slope: 1.1000
Manning's n of Channel: 0.0300
Discharge (Q10): 2.05 cfs
Depth of Flow: 0.56 feet
Velocity: 2.15 fps
Freeboard: 1.00 feet
Page 1 of 1

Etowah _GSW_Rational NC- Etowah 10 -yr Duration =5 min, Inten =7.20 in /hr
Prepared by Hewlett- Packard Company Printed 9/22/2015
HydroCADO 10.00 -15 s/n M00842 © 2015 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment DL: Ditch
Runoff = 1.09 cfs @ 0.08 hrs, Volume= 0.008 af, Depth= 0.37"
Runoff by Rational method, Rise /Fall= 1.0/1.0 xTc, Time Span= 0.00 -3.00 hrs, dt= 0.01 hrs
NC- Etowah 10 -yr Duration =5 min, Inten =7.20 in /hr
Area (sf)
C
Description
4,819
0.95
Gravel Drive
6,071
0.35
Grass /Woods
10,890
0.62
Weighted Average
6,071
55.75% Pervious Area
4,819
44.25% Impervious Area
Tc Length
Slope
Velocity Capacity Description
(min) (feet)
(ft /ft)
(ft /sec) (cfs)
5.0
Direct Entry, Assume Min.
Subcatchment DL: Ditch
Hydrograph
1.09 cfs —Runoff
1
- EtowaKI (-yr- 1
Duration =5 min, 1
Inten =7.20 in /hr
Runoff Area = 10,890 sf
U
Runoff Volume =0.008 of I
U.
Runoff Depth = 0.37"
Tc =5.0 min
C =0.62
I
0
0 1 2 3
Time (hours)

Channel Design: Toe Ditch Sun Sep 13 19:29:21 2015
Carlson Hydrology 2015
Channel Type: Triangular, Unequal Side Slopes
Dimensions: Left Side Slope 2.50:1
Right Side Slope 2.00:1
Wetted Perimeter: 1.80
Area of Wetted Cross Section: 0.30
Channel Slope: 8.0000
Manning's n of Channel: 0.0350
Discharge (Q10): 1.09 cfs
Depth of Flow: 0.37 feet
Velocity: 3.64 fps
Freeboard: 1.00 feet
Page 1 of 1

SECTION - V
[2,4� I '�;��i�li►[�'I►r►�

PERMIT DRAWINGS
NORTH CAROLINA WILDLIFE RESOURCES COMMISSION
HENDERSON COUNTY PARKS &RECREATION DEPT.
ETOWAH BOATING ACCESS AREA
FRENCH BROAD RIVER
13 MILES TO BREVARD DIRECTIONS TO SITE:
ol
SHEETINDEX
MILES TO
NDERSONVILLE
COVER
SITE MAP, SITE DIRECTIONS & INDEX
SD -0.1
CONSTRUCTION SEQUENCE & GENERAL LEGEND
SD -1.0
EXISTING SITE CONDITIONS & DEMOLITION PLAN
SD -2.0
PROPOSED SITE PLAN
SD -3.0
PROPOSED SITE GRADING PLAN
SD -6.0
PROPOSED PROFILES
SD -8.0
STORMWATER MANAGEMENT - PROPOSED BUILT UPON AREA
SD -8.1
STORMWATER MANAGEMENT - DRAINAGE AREAS
SD -8.2
STORMWATER MANAGEMENT - GRASSED SWALES PLAN VIEW
SD -8.3
STORMWATER MANAGEMENT - GRASSED SWALE PROFILES & CROSS SECTIONS
A )DRESS:
Know wham bra
7 BREVARD ROAD
GWI Wfum ym 0114
3E SHOE, NC 28742
1,0100 2,000
SCALE: 1 "= 2,000"
1. FROM ASHEVILLE, NC; FOLLOW 1 -26 EAST FOR 9 MILES.
2. TAKE EXIT 40 (NC -208 AIRPORT) WEST TOWARD BREVARD. FOLLOW FOR
4.7 MILES.
3. TURN LEFT ONTO HAYWOOD RD. (NC -191). FOLLOW FOR 0.4 MILES.
4. TURN RIGHT BANNER FARM RD. (SR- 1311). FOLLOW FOR 3.5 MILES.
5. TURN RIGHT ONTO BREVARD RD. (US -64).
6. IN 1.3 MILES. SITE WILL BE ON RIGHT SIDE BEFORE BRIDGE CROSSING
FRENCH BROAD RIVER. LOOK FOR PULL -OFF AT PSNC VALVE STATION.
NOTE: IT IS THE CONTRACTOR'S (NCWRC) RESPONSIBILITY TO CALL 811 FOR UTILITY LOCATION
SERVICES PRIOR TO START OF CONSTRUCTION. ALL UNDERGROUND UTILITY LINES SHALL
BE LOCATED AND MARKED BEFORE BREAKING GROUND.
ALL DEBRIS FROM CLEARING, EXCAVATION AND DEMOLITION SHALL BE LOADED AND
HAULED OFF -SITE FOR DISPOSAL AT THE SWAIN COUNTY SANITARY LANDFILL. NO BURNING
OR ON -SITE BURIAL OF WASTE SHALL BE PERMITTED.
SITE TOPO SURVEYS PERFORMED BY JEFF FERGUSON,
PE (ON 3 -14- 2013), AND CONTINUED BY MARK LEE,
PLS (ON 9 -11- 2014). ELEVATIONS ARE NAVD88 US
FEET. CONTOURS ARE 1 FOOT INTERVALS. NCDOT
LIDAR CONTOURS ARE SHOWN FOR AREAS OUTSIDE OF
THE EXTENTS OF THE NCWRC FIELD SURVEY. LIDAR
CONTOURS ARE 2 FOOT INTERVALS. AERIAL PHOTO
FROM NCONEMAP (2010).
THIS DOCUMENT ORIGINALLY
ISSUED & SEALED BY:
JEFF C. FERGUSON, PE
LICENSE #: 037868
DATE SEALED: 24 -SEP -2015
THIS MEDIUM SHALL NOT BE
CONSIDERED A CERTIFIED
DOCUMENT.
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Date:
23 -SEP -2015
File Name:
Etowah -F.dwg
Surveyed: JCF, MRL, CSL
Designed: JCF
Drawn: JCF
Approved:
Sheet No.
COVER

CONSTRUCTION SEQUENCE:
1. BUSH -HOG SITE IN ADVANCE OF UTILITY LOCATION AND CLEARING.
2. CONTACT UTILITY LOCATION SERVICES. HAVE ALL UNDERGROUND UTILITIES LOCATED AND MARKED ON SITE. MAKE
NOTE OF DEPTHS TO BURIED LINES.
3. INSTALL TEMPORARY CONSTRUCTION ENTRANCE AND SEDIMENT FENCE AS INDICATED IN THE EROSION CONTROL PLAN.
4. FLAG CLEARING LIMITS AS SHOWN ON DEMOLITION PLAN. BEGIN REMOVAL OF TREES, BRUSH AND ANY REFUSE WITHIN
CLEARING LIMITS. ROOTS & STUMPS SHALL BE GRUBBED OUT. ALL CLEARED MATERIALS SHALL BE HAULED OFF SITE
FOR DISPOSAL AT COUNTY LANDFILL OR FOR RECYCLING AT AN APPROVED FACILITY. NO WASTE MATERIAL SHALL BE
BURNED OR BURIED ON SITE.
5. REMOVE TOP SOIL AS NEEDED TO PREPARE BASE FOR ENTRANCE ROAD AND PARKING AREA CONSTRUCTION. ALL TOP
SOIL SHALL BE LOADED AND HAULED OFF SITE FOR DISPOSAL AT COUNTY LANDFILL OR FOR RECYCLING AT AN
APPROVED FACILITY.
6. HAUL IN SUITABLE FILL MATERIAL FOR CONSTRUCTION OF ACCESS ROAD. FILL SHALL BE PLACED AND COMPACTED IN
1 FT. LIFTS USING A VIBRATORY SHEEPSFOOT ROLLER COMPACTOR UNTIL SUBBASE GRADE IS ACHIEVED. FILL MATERIAL
MAY BE QUARRY OFF -SPEC OR OVERBURDEN SO LONG AS IT IS OF SUFFICIENT COHESION AND MOISTURE CONTENT.
FILL MATERIAL MUST BE CLEAN AND FREE ORGANIC WASTE. INSTALL CULVERTS DURING THIS PHASE OF ROAD
CONSTRUCTION. PLACE AT LEAST A 4" BASE OF ABC STONE ON ENTRANCE ROAD.
7. TRACK ROADSIDE SLOPES TO PROVIDE ROUGH SURFACE FOR SEEDING. APPLY SEED, MULCH AND /OR EROSION
CONTROL MATTING AS PRESCRIBED IN E &SC PLAN.
9. EXCAVATE RIVER BANK AT RAMP LOCATION. PLACE CLASS -1 & CLASS -B RIPRAP IN RIVER BED FOR RAMP BASE.
10. GRADE PARKING AREA. DIG OUT ANY UNSUITABLE MATERIAL AND PLACE FILTER FABRIC AND SURGE STONE AS NEEDED
TO PROVIDE A STABLE BASE.
11. FORM & POUR CONCRETE PUSH SLAB SECTION FOR RAMP ON GRADED SLOPE ABOVE WATER LEVEL. NO WET
CONCRETE SHALL BE PLACED IN OR ALLOWED TO REACH OPEN WATER. CALL FOR INSPECTION OF ANY CONSTRUCTION
REQUIRING BUILDING PERMITS PRIOR TO PLACING CONCRETE.
12. AFTER MIN. 14 -DAY CURE, PUSH RAMP SLAB INTO POSITION BELOW WATER LINE. REMAINING SECTIONS OF RAMP AND
FLOATING DOCK PAD AND DOCK ABUTMENT TO BE FORMED AND POURED ON GRADE AND IN THE DRY. INSTALL
BOLLARDS IN DOCK ABUTMENT.
13. FORM & POUR CONCRETE APRON AT HEAD OF RAMP, ADA PARKING PAD AND ACCESSIBLE ROUTE.
14. INSTALL GRASSED SWALES. PROVIDE RIPRAP PROTECTION AT OUTLET OF ALL CULVERTS. APPLY SEED TO SWALES
AND ADJACENT DISTURBED AREAS AS PRESCRIBED IN THE STORMWATER DETAILS. INSTALL EROSION CONTROL OR TURF
REINFORCEMENT MATTING IN GRASSED SWALES AS SPECIFIED ON STORMAWATER PLAN SHEETS.
15. STAKE LIMITS OF PARKING AREA, AND PREPARE BASE ACCORDING TO GRADING PLAN. INSTALL MIN. 6" OF COMPACTED
ABC STONE SURFACE.
16. INSTALL CLASS -B RIPRAP ON CUT SLOPES ADJACENT TO RAMP AND OUTLETS OF GRASSED SWALES.
17. INSTALL WHEEL STOPS IN PARKING AREA. APPLY STRIPING TO ACCESS AISLE AND SIGNAGE AT VAN ACCESSIBLE PAD.
18. INSTALL INFORMATION KIOSK AND ENTRANCE SIGN WHERE INDICATED ON SITE PLAN. CALL FOR INSPECTION OF SIGN
INSTALLATIONS.
19. INSTALL AND CONNECT FLOATING DOCK SECTIONS.
20. APPLY ADDITIONAL ABC STONE TO DRIVEWAY AS NEEDED. INSTALL GUARDRAIL ALONG OUTSIDE SHOULDER WHERE
SHOWN ON PLANS.
21. APPLY TEMPORARY & PERMANENT SEED MIX AND MULCH TO ANY REMAINING DISTURBED AREAS.
22. REMOVE TEMPORARY CONSTRUCTION ENTRANCE. INSTALL ROADSIDE CULVERT & OUTLET PROTECTION.
23. PREPARE BASE OF DRIVEWAY ENTRANCE (WITHIN NCDOT R /W) FOR ASPHALT MIX PAVEMENT.
24. PAVE DRIVEWAY ENTRANCE BETWEEN EXISTING EDGE OF US -64 AND LIMIT OF NCDOT R /W. PAVING SHALL BE IN
ACCORDANCE WITH SECTION DETAIL PROVIDED AND APPROVED BY NCDOT. RADII SHALL BE MIN. 20' ON BOTH SIDES.
25. MAINTAIN SEDIMENT FENCE, EROSION CONTROL MATTING AND ANY OTHER REMAINING E &SC MEASURES. REMOVE
SEDIMENT FENCE ONLY AFTER MIN. 75% GROUND COVER IS ESTABLISHED. RESEED AS NEEDED UNTIL COVER IS
ESTABLISHED.
LEGEND
-- PROPERTY BOUNDARY
EXISTING 1' CONTOURS
EXISTING FLOODWAY & FLOODPLAIN LIMITS
— —
EXISTING OVERHEAD POWER LINE
EXISTING LARGE TREE
—a—
EXISTING POWER POLE
EXISTING LIGHT POLE
EXISTING NG LINE MARKER
PROPOSED1'CONTOURS
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PLS (ON 9- 11- 2014). ELEVATIONS ARE NAVD88 US THIS DOCUMENT ORIGINALLY
Date:
FEET. CONTOURS ARE 1 FOOT INTERVALS. NCDOT
LIDAR CONTOURS ARE SHOWN FOR AREAS OUTSIDE OF ISSUED &SEALED BY:
23 -SEP
-2015
THE EXTENTS OF THE NCWRC FIELD SURVEY. LIDAR JEFF C. FERGUSON, PE
LICENSE #: 037868
File Name:
Etowah -F.dwg
CONTOURS ARE 2 FOOT INTERVALS. AERIAL PHOTO
FROM NCONEMAP (2010). DATE SEALED: 24 -SEP -2015
Surveyed: JCF, MRL, CSL
THIS MEDIUM SHALL NOT BE
Designed:
Drawn:
JCF
JCF
CONSIDERED A CERTIFIED
Approved:
DOCUMENT.
Sheet No.
SD -0.1

xig
PROPOSED LAUNCH RAMP LOCATION:
N35.328796', W82.575384'
LOCATED PSNC NG LINE
OHWM= 2063.0' �� f MARKER
EXISTING BRIDGE PIS I - -�,
IRS
BREVARD (13 MILES)
50 0 50 100
Scale: 1" = 50'
UNNAMED TRIBUTARY TO FRENCH BROAD RIVER
PROPOSED CLEARING LIMITS ROPERTY -'-�
(1.09 ACRES) BOUNDARY
1 • : HENDERSON COUNTY —_ / / - -- - --
'PARCEL NUMBER: 1017393
PI
'PIN: 9539430929
WTF
EXISTING PSNC NG VA __.•� - _.ice- �i" l _-
-.
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NOTE: IT IS THE CONTRACTOR'S (NCWRC) RESPONSIBILITY TO CALL 811 FOR UTILITY LOCATION
SERVICES PRIOR TO START OF CONSTRUCTION. ALL UNDERGROUND UTILITY LINES SHALL
BE LOCATED AND MARKED BEFORE BREAKING GROUND.
ALL DEBRIS FROM CLEARING, EXCAVATION AND DEMOLITION SHALL BE LOADED AND
HAULED OFF -SITE FOR DISPOSAL AT THE SWAIN COUNTY SANITARY LANDFILL. NO BURNING
OR ON -SITE BURIAL OF WASTE SHALL BE PERMITTED.
HENDERSONVILLE (7 MILES)
SITE TOPO SURVEYS PERFORMED BY JEFF FERGUSON,
PE (ON 3 -14- 2013), AND CONTINUED BY MARK LEE,
PLS (ON 9 -11- 2014). ELEVATIONS ARE NAVD88 US
FEET. CONTOURS ARE 1 FOOT INTERVALS. NCDOT
LIDAR CONTOURS ARE SHOWN FOR AREAS OUTSIDE OF
THE EXTENTS OF THE NCWRC FIELD SURVEY. LIDAR
CONTOURS ARE 2 FOOT INTERVALS. AERIAL PHOTO
FROM NCONEMAP (2010).
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THIS DOCUMENT ORIGINALLY Date
ISSUED & SEALED BY:
JEFF C. FERGUSON, PE
LICENSE #: 037868
DATE SEALED: 24 -SEP -2015
THIS MEDIUM SHALL NOT BE
CONSIDERED A CERTIFIED
DOCUMENT.
23 -SEP -2015
File Name:
Etowah -F.dwg
Surveyed: JCF, MRL, CSL
Designed: JCF
Drawn: JCF
Approved:
Sheet No.
SD -1.0

.'5:1_�
FLOATING DOCK; 8'W. x 80'L.
ANCHORED TO CONCRETE ABUTMENT ® 1' ABOVE OHWM
REINFORCED CONCRETE LAUNCH RAMP; 14'W. x 941. ® 14% SLOPE,
CAST IN PLACE ABOVE OHWM THEN PUSHED INTO POSITION ONCE CURED. TOP EL.= 2064.0', END EL= 2052.0'.
OHWM= 2063.0'
CLASS -I & CLASS -B RIPRAP
FILL BELOW OHWM FOR RAMP
BASE
---CUT BANKS ARMORED w/ CLASS -B RIPRAP
0 M
ZOO — —
LOD —� GRASSED SWALE
LOD
UNNAMED TRIBUTARY TO FRENCH BROAD RIVER
PROPOSED LIMIT OF DISTURBANCE = 1.09AC. (47,353SF)
2:1 FINISHED SLOPE ON COMPACTED FILL
OD _ � RIPRAP — (SEED &EROSION MATTING)
e VEGETATED + + �� KIOSK
BUFFER + r 16'
(REPLANT)
0 GRASSED SWALE + + 42' AREA; COMPAC EDUVER
STONE SURF
20' = 2075.9' o
+ II CRETE VAN
+ + + I ACCESSIBLE PARKING PAD I ,I
e
.143.6'
OHWM= 2063.0'
� Loo /
y — LOD _ LOD LOD J
GRASSED SWALE
100 -YR. F
OUTLET
PROTECTION — — -
LOD � LOD
- LOO L
18 "0 R P 40D LOD
LOD LOS. - ��1 100 -YR. FLOOG
GUARDRAIL
Loo
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rI�PSNC
LOD
PROPERTY_ BOUNDARY
US HWY 64
BREVARD ROAD
-1 1.5%
LOD OD
RIPRAP LINED DITCH
OVERHEAD POWER LINE
18 "0 RCP CULVERT
RIPRAP OUTLET PROTECTION
ASPHALT PAVED TURN -OUT
�\ ENTRANCE
SIGN
�Oo
0
VOID
PROPOSED ENTRANCE LOCATION:
N35.329641', W82.574011-
HENDERSONVILLE (7 MILES) _
BREVARD (13 MILES)
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50 0 50 100
Scale: 1" = 50'
TRACT SIZE =1.691 AC.
PROPOSED IMPERVIOUS SURFACE = 23.7%
PROPOSED FILL AREA = 37.0%
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THIS DOCUMENT ORIGINALLY Date
ISSUED & SEALED BY:
JEFF C. FERGUSON, PE
LICENSE #: 037868
DATE SEALED: 24 -SEP -2015
THIS MEDIUM SHALL NOT BE
CONSIDERED A CERTIFIED
DOCUMENT.
23 -SEP -2015
File Name:
Etowah -F.dwg
Surveyed: JCF, MRL, CSL
Designed: JCF
Drawn: JCF
Approved:
Sheet No.
SD -2.0

6o ti
GRASl ED SWALE o
Off'
v"
r
�) OHWM--�2063.0'
G
50 0 50 100
Scale: 1" = 50'
TRACT SIZE =1.691 AC.
PROPOSED IMPERVIOUS SURFACE = 23.7%
PROPOSED FILL AREA = 37.0%
CLASS -1 & CLASS —B RIPRAP
FILL BELOW OHWM FOR RAMP
BASE
yj
RIPRAP
OUTLET
PROTECTION
1 8" o RC LOD LOD
00 3al�s 401)
PROPOSED LIMIT OF ONSITE DISTURBANCE = 1.18AC. (51,497SF)
2:1 FINISHED SLOPE ON COMPACTED
(SEED & EROSION MATTING)
LOD
GUARDRAIL
SITE TOPO SURVEYS PERFORMED BY JEFF FERGUSON,
PE (ON 3 -14- 2013), AND CONTINUED BY MARK LEE,
PLS (ON 9 -11- 2014). ELEVATIONS ARE NAVD88 US
FEET. CONTOURS ARE 1 FOOT INTERVALS. NCDOT
LIDAR CONTOURS ARE SHOWN FOR AREAS OUTSIDE OF
THE EXTENTS OF THE NCWRC FIELD SURVEY. LIDAR
CONTOURS ARE 2 FOOT INTERVALS. AERIAL PHOTO
FROM NCONEMAP (2010).
THIS DOCUMENT ORIGINALLY
ISSUED & SEALED BY:
JEFF C. FERGUSON, PE
LICENSE #: 037868
DATE SEALED: 24 -SEP -2015
THIS MEDIUM SHALL NOT BE
CONSIDERED A CERTIFIED
DOCUMENT.
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Date:
15 -SEP -2015
File Name:
Etowah -F.dwg
Surveyed: JCF, MRL, CSL
Designed: JCF
Drawn: JCF
Approved:
Sheet No.
SD -3.0

EXISTING EDGE OF
PAVEMENT ® US -64
2070
2065
2060 1 1 1 1
2055
2050
2045
0 +00
2095
2090 \/—EXISTING GRADE
HE
2085 —1 a RCP CULVERT
yEoT \�
2080 /N\ PROPOSED GRA`EL ACCESS ROAD SURFACE
2075
2070 � ✓`� \ \ /� \ % / \ \ % /\ \ % \\�%r -
COv1PACTED EARTH FILL —
2065
H -t
2060 -
0+00 0+25 0+50 0+75 1+00 1+25 1 +50 1+75 2+00 2+25 .2 +50 2 +75 3+00 3+25 3
PROFILE - A: ACCESS ROAD ALIGNMENT
Scale: H-1"=50'
V-1"=10'
PROPOSED FLOATING DOCK ABUTMENT
TOP EL.= 2064.0' —
CONCRETE APRON
L 'yL 1 II I I
PROFILE - B: LAUNCH RAMP ALIGNMENT
Scale: H- 1 " =10'
V- 1 " =10'
0 +251
NOTE:
ALL ELEVATIONS ARE IN NAVD88 US FEET TIED TO OPUS
POINT ESTABLISHED ON SITE BY NCWRC ENGINEER ON
MARCH 14, 2013.
IIIIIIIIIIIII
II
0 +05
2080
2075
2070
I 2065
18 "0 RCF' CULVER -�
2060
50 3+75 4+00 4+25 4+50 4+75 5+00
PROPOSED FLOATING DOCK (801. x 8'W.)—
EXISTING GRADE_
� � IIIIIIIIIIIII IIIII'Illlllllllllllllhl�
� Il it i it i li 1 1 )I\ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II II II II
�—
PROPOSE D CO
LAUNUH fiAMF'
0 +75
CLASS-13 RIPRAP & W/
FILL hUK bAJt
BELOW OHWM
1 +00
2070
2065
OHWM
2060
NORMAL LOW WL
2055 (AS SURVEYED)
CND OF RAMP
2050
2045
1 +25
THIS DOCUMENT ORIGINALLY
ISSUED & SEALED BY:
JEFF C. FERGUSON, PE
LICENSE #: 037868
DATE SEALED: 24 -SEP -2015
THIS MEDIUM SHALL NOT BE
CONSIDERED A CERTIFIED
DOCUMENT.
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Date:
23 -SEP -2015
File Name:
Etowah -F.dwg
Surveyed: JCF, MRL, CSL
Designed: JCF
Drawn: JCF
Approved:
Sheet No.
SD -6.0

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TRACT SIZE =1.691 AC.
PROPOSED IMPERVIOUS SURFACE = 23.7%
PROPOSED FILL AREA = 37.0%
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THIS DOCUMENT ORIGINALLY Date
ISSUED & SEALED BY:
JEFF C. FERGUSON, PE
LICENSE #: 037868
DATE SEALED: 24 -SEP -2015
THIS MEDIUM SHALL NOT BE
CONSIDERED A CERTIFIED
DOCUMENT.
23 -SEP -2015
File Name:
Etowah -F.dwg
Surveyed: JCF, MRL, CSL
Designed: JCF
Drawn: JCF
Approved:
Sheet No.
SD -8.0

3rED SWALE #2 _
- OHWM= 2063.0'
_ DA 2
2 3 7S
=-(Q.53ACC))
DA -2 OFF SITE IMPERVIOUS AREA
100 0 100 200
Scale: 1" = 100'
GRASSED SWALE #1
DA -1 PROPOSED BUA
CULVERT #3 (18 "0 RCP -32LF)
— r _
CULVERT #2 (18"0 C9P- -Z0tF)- - _
----,DA 1
'�-` V361 F-
(2.03AC) -
4—
DRAINAGE AREA -1 (TO GRASSED SWALE -1):
RATIONAL C FOR DRAINAGE AREA = 0.60
TOTAL AREA = 88,361 SF (2.03AC)
ON SITE AREA = 23,649SF (0.54AC)
OFF SITE AREA = 64,712SF (1.49AC)
EXISTING ON SITE IMPERVIOUS AREA = 0
PROPOSED ON SITE IMPERVIOUS AREA = 12,593SF (0.29AC)
OFF SITE IMPERVIOUS AREA = 23,820SF (0.55AC)
\ TOTAL IMPERVIOUS AREA = 36,413SF (0.84AC)
—i
-CULVERT #1 (180 RCP -40LF)
((OFF SITE, NCDOT R /W))
DRAINAGE AREA -2 (TO GRASSED SWALE -2):
/ RATIONAL C FOR DRAINAGE AREA = 0.55
TOTAL AREA = 23,187SF (.53AC)
ON SITE AREA = 7,933SF (0.18AC)
/ OFF SITE AREA = 15,254SF (0.35AC)
EXISTING ON SITE IMPERVIOUS AREA = 0
PROPOSED ON SITE IMPERVIOUS AREA = F (0.07AC)
TOFF SITE IMPERVIOUS S AREA = 4 71 (0 (0.11 C)
LEGEND
DRAINAGE AREA
ON SITE BUA
OFF SITE IMPERVIOUS
AREA
KENN
DA -2 OFF SITE IMPERVIOUS
AREA
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THIS DOCUMENT ORIGINALLY Date
ISSUED & SEALED BY:
JEFF C. FERGUSON, PE
LICENSE #: 037868
DATE SEALED: 24 -SEP -2015
THIS MEDIUM SHALL NOT BE
CONSIDERED A CERTIFIED
DOCUMENT.
23 -SEP -2015
File Name:
Etowah -F.dwg
Surveyed: JCF, MRL, CSL
Designed: JCF
Drawn: JCF
Approved:
Sheet No.
SD -8.1

v
GRASSED SWALE #1:
V— SHAPED w/ 3:1 SIDE SLOPES
L= 134LF, S= 0.011FT /FT LP -1
LONGITUDINAL PROFILE ON SHEET:
SD -8.3
' XS -1
� SD -8.3
- UNNAMED TRIBUTARY TO FRENCH BROAD RIVER
33.5'
s
RIPRAP OUTLET PROTECTION
OHWM= 2063.0'
OUTLET INV.
#
j # CONCRETE APRON EL.= 2062.4' try
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COMPACTED GRAVEL PARKING & CULVERT #3 18 "0 RCP H
l# XS -2 MANEUVER AREA Z
SD -8.3 INLET INV. EL.= 2063.3' O Z
# CONCRETE ADA J
# PARKING PAD
/ # HEADWALL Z a-
/ # Q U W
# Z + Q W
/# # _ / CULVERT #2 C) W
# # 18 "0 CMP () W W W
# # GRASSED SWALE #2: W U = U U
Z
# # V - SHAPED w/ 3:1 SIDE SLOPES / OUTLET INV. EL.= 2063.5' U Z Q
k # / L= 242LF, S=0.01 1 FT /FT LP -2 �_ / Q W
LONGITUDINAL PROFILE ON SHEEP
# 9
20 0 20 40
Scale: 1" = 20'
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THIS DOCUMENT ORIGINALLY Date:
ISSUED & SEALED BY: 22 -SEP -2015
JEFF C. FERGUSON, PE File Name:
LICENSE #: 037868 Etowah -F.dwg
DATE SEALED: 24 -SEP -2015 Surveyed: JCF, MRL, CSL
THIS MEDIUM SHALL NOT BE Designed: JCF
CONSIDERED A CERTIFIED Drawn: JCF
Approved:
DOCUMENT. Sheet No.
SD -8.2

2070
I
1� 1
PFOPOSED GRADE AT TOP OF SWALE
2065
1
2070 2070
RIPRAP OUTLET ADJACENT TO LAUNCH FAMP —
3 XS -1 -
SD -8.3
2065 2065
BOTTOM Of' GRASSED SWALE
S °0,011 FT /FT I E \
�
2060 �1
0 +00 0 +25 0 +50 0 +75 1+00
LP -1 GRASSED SWALE #1 - LONGITUDINAL PROFILE
SD -8.3 Scale: H-1"=25'
V -1 "= 5'
2070
2065 ------- - - - - --
2060
0 +00 0 +25 0 +50 0 +75
LP -2 GRASSED SWALE #2 - LONGITUDINAL PROFILE
SD -8.3 Scale: H-1"=25'
V -1 "= 5'
2070
2065
1+00
IL•b•7
MATTING 3 (TYP)
1I Q10 FREEBOARD =2.2'
EST. SHWT EL.= 2060.9' n +
0' Q10 D =0.84'
f
2070
2065
2060 2060 } 2060
1+25 1+50 0 +00 0 +25
XS -1 GRASSED SWALE #1 - TYPICAL CROSS SECTION GRASSED SWALE -1
SD 88.3 Scale: H -1 " =5' Q10 = 5.99cfs
V -1 " =5' Vmax = 2.82fps Vaii = 3.5fps
SHEAR STREES T -7DS = 0.6psf
kIyLl"
RIPRAP OUTLET ADJACENT TO LAUNCH RAMP -
XS -2
r PROPOSED GRADE AT TOP OF SWALE SD 88.3
i —/ --------- - - - - -- 2065
S =0.011 FT /FT BOTTDM OF GRASSED SWALE \
2060
1+25 1+50 1+75 2 +00 2 +25 2 +50
2070
12'2 FREEBOARD =1.54' 2065
I MATTING � 3
1
EST. SHWT EL.= 2060.9' 4n D =0.56'
1.43'
2060 } 2060
0 +00 0 +25
XS -2 GRASSED SWALE #1 - TYPICAL CROSS SECTION GRASSED SWALE -2
SD -8.3 Scale: H-1"=5' Qto = 2.05cfs
V -1 " =5' Vmax = 2.15fps Vaii = 3.5fps
SHEAR STREES =yDS = 0.4psf
GRASSED SWALE - TYPICAL SEEDING & MATTING SPECIFICATIONS:
TEMPORARY SEED (WINTER):
Rye Grain (Secale cereale) Rate: 40 Lbs. /Ac.
PERMANENT SEED MIX:
Switch Grass (Panicum virgatum /Carthage) Rate: 2.5 -3.5 Lbs. /Ac.
Indiangrass (Sorghastrum nutans) Rate: 5 -7 Lbs. /Ac.
Deertongue (Dichanthelium clandestinum/Tioga) Rate: 4 -6 Lbs. /Ac.
Big Bluestem (Andropogon gerardii) Rate: 1 -2 Lbs. /Ac.
TEMPORARY MATTING:
AFTER SEED IS APPLIED, LINE BOTTOMS OF EACH GRASS SWALE WITH ROLANKA BIO -D STRAW
BLANKET (OR EQUIVALENT) TEMPORARY REINFORCING MATTING. MATTING SHALL EXTEND FROM
BOTTOM OF SWALE UP THE SIDE SLOPES TO A HEIGHT ABOVE THE 10 -YEAR DMAX-
RECOMMENDED FLOW VMAX =6 fps
RECOMMENDED MAX. SHEAR STRESS ON BARE SOIL = 1.9 psf
NETTING SHALL BE JUTE /SCRIM WITH BIODEGRADABLE COTTON STITCHING. NO POLY OR
MONOFILAMENT NETTING SHALL BE USED.
THIS DOCUMENT ORIGINALLY
ISSUED & SEALED BY:
JEFF C. FERGUSON, PE
LICENSE #: 037868
DATE SEALED: 24 -SEP -2015
THIS MEDIUM SHALL NOT BE
CONSIDERED A CERTIFIED
DOCUMENT.
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Date:
22 -SEP -2015
File Name:
Etowah -F.dwg
Surveyed: JCF, MRL, CSL
Designed: JCF
Drawn: JCF
Approved:
Sheet No.
SD -8.3