SW1080303_HISTORICAL FILE_20080922

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW z2a2?,/;3,
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
IW HISTORICAL FILE
DOC DATEU31
YYYYMMDD

DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
151 PATTON AVENUE
ROOM 208
ASHEVILLE, NORTH CAROLINA 28801-5006
RULY TO
ATTFN 10 +' OF:
August 8, 2008
Regulatory Division
Action ID. 2007-3367
Mr. Keith Vinson
Mountain Development Company, LLC
130 South Main Street
Hendersonville, North Carolina 28792
Dear Mr. Keith Vinson:
r� L C I_
SEP 2 2 2008
I
WATER QUALITY SECTION
ASHEVI{_I.E REGIOIJAL OFFICE
In accordance with your written request of September 7, 2007, and the ensuing
administrative record, enclosed are two copies of a permit to place fill in 6,990 linear feet of
stream channel, 1.48 acres of wetlands, and 0.57 acre of open water in order to construct road
crossings and other needed infrastructure for the residential development and golf course known
as Seven Falls, on Pleasant Grove Road, near Etowah, Henderson County, North Carolina. This
permit also authorizes 150 linear feet of temporary impacts to stream channels associated with
utility line installation.
You should acknowledge that you accept the terms and conditions of the enclosed permit
by signing and dating each copy in the spaces provided ("Permittee" on page 3). Your signature,
as permittee, indicates that, as consideration for the issuance of this permit, you voluntarily
accept and agree to comply with all of the terms and conditions of this permit. All pages of both
copies of the signed permit with drawings should then be returned to this office for final
authorization. A self-addressed envelope is enclosed for your convenience.
Title 33, Part 325.1(f), of the Code of Federal Regulations reads, in part, that, "A $10 fee
will be charged for permit applications when the work is noncommercial in nature and provides.
personal benefits that have no connection with a commercial enterprise...", and "A fee of $100
will be charged for permit applications when the planned or ultimate purpose of the project is
commercial or industrial in nature and is in support of operations that charge for the production,
distribution, or sale of goods or services." As your application fits the latter category, you are
requested to remit your check for $100, made payable to the Finance and Accounting Officer,
USAED, Wilmington. The check should accompany the signed and dated copies of your permit.
This correspondence contains an initial proffered pen -nit for the above described activity. If
you object to this decision or the enclosed special conditions you may request that the District
Commander reconsider his decision. Enclosed you will find a Notification of Appeal Process

2
(NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this decision you
must submit a completed RFA form to the District Commander, Wilmington District Corps of
Engineers at the following address:
Col. Jefferson M. Ryscavage, District Commander
US Army Corps of Engineers, Wilmington District
Post Office Box 1890
Wilmington, North Carolina 28402-1890
In order for an RFA to be accepted by the Corps, the Corps must determine that it is
complete, that it meets the criteria for appeal under 33 CFR part 331.5, and that it has been
received by the Division Office within 60 days of the date of the NAP. Should you decide to
submit an RFA form, it must be received at the above address by October 8, 2008.
**It is not necessary to submit an RFA form to the Division Office if you do not object to
the decision in contained in this correspondence.**
After the permit is authorized in this office, the original copy will be returned to you; the
duplicate copy will be permanently retained in this office. If you have questions, please contact
Amanda Jones at the Asheville Regulatory Field Office, telephone [phone] extension
231.
Sincerely,
r
William T. Walker
Chief
Asheville Regulatory Field Office

DEPARTMENT OF THE ARMY PERMIT
Perrnittee Mountain Development Company, LLC
Permit No. 2007-3367
Issuing Office CESAW-RG-A
NOTE: The term "you" and its derivatives, as used in this permit, means the permittee or any future transferee. The tern "this
office" refers to the appropriate district or division office of the Corps of Engineers having jurisdiction over the permitted
activityor the appropriate official of that office acting under the authority of the commanding officer.
You are authorized to perform work in accordance with the terms and conditions specified below.
Project Description: To place fill in 6,990 linear feet of stream channel, 1.48 acres of wetlands, and
0.57 acre of open water in order to construct road crossings and other needed infrastructure for the
residential development and golf course known as Seven Falls. This permit also authorizes 150
linear feet of temporary impacts to stream channels associated with utility line installation.
Project Location: on Pleasant Grove Road, near Etowah, Henderson County, North Carolina.
Permit Conditions:
General Conditions:
1. The time limit for completing the work authorized ends on August 8, 2013. If you find that you need more time to
complete the authorized activity, submit your request for a time extension to this office for consideration at least one month
before the above date is reached.
2. You must maintain the activity authorized by this permit in good condition and in conformance with the terms and
conditions of this permit. You are not relieved of this requirement if you abandon the permitted activity, although you may
make a good faith transfer to a third party in compliance with General Condition 4 below. Should you wish to cease to maintain
the authorized activity or should you desire to abandon it without a good faith transfer, you must obtain a modification of this
permit from this office, which may require restoration of the area.
3. If you discover any previously unknown historic or archeological remains while accomplishing the activity authorized by
this permit, you must immediately notify this office of what you have found. We will initiate the Federal and state coordination
required to determine if the remains warrant a recovery effort or if the site is eligible for listing in the National Register of
Historic Places.
ENG FORM 1721, Nov 86 EDITION OF SEP 82 IS OBSOLETE. (33 CFR 325 (Appendix A))

4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the space provided
and forward a copy of the permit to this office to validate the transfer of this authorization.
5. If a conditioned water quality certification has been issued for your project, you must comply with the conditions specified
in the certification as special conditions to this permit. For your convenience, a copy of the certification is attached if it
contains such conditions.
b. You must allow representatives from this office to inspect the authorized activity at anytime deemed necessary to ensure
that it is being or has been accomplished in accordance with the terrns and conditions of your permit,
Special Conditions:
SEE ATTACHED SPECIAL CONDITIONS
Further Information:
1. Congressional Authorities: You have been authorized to undertake the activity described above pursuant to:
O Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403).
(X) Section 404 of the Clean Water Act (33 U.S.C. 1344).
( ) Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C. 1413).
2. Limits of this authorization.
a. This permit does not obviate the need to obtain other federal, state, or local authorizations required by law.
b. This permit does not grant any property rights or exclusive privileges.
c. This permit does not authorize any injury to the property or rights of others.
d. This permit does not authorize interference with any existing or proposed Federal project.
3. Limits of Federal Liability. In issuing this permit, the Federal Government does not assume any liability for the following:
a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted activities or from natural
causes.
b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken by or on behalf
of the United States in the public interest.
c. Damages to persons, property, or to other permitted or unpermitted activities or structures caused by the activity
authorized by this permit.
d. Design or construction deficiencies associated with the permitted work.
2

e. Damage claims associated with any future modification, suspension, or revocation of this permit.
4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary to the public
interest was made in reliance on the information you provided.
5. Reevaluation of Permit Decision_ This office may reevaluate its decision on this permit at any time the circumstances
warrant. Circumstances thateould require a reevaluation include, but are not limited to, the following:
a. You fail to comply with the terms and conditions of this permit.
b. The information provided by you in support of your permit application proves to have been false, incomplete, or
inaccurate (See 4 above).
c. Significant new information surfaces which this office did not consider in reaching the original public interest decision.
Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification, and revocation
procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in 33 CFR 326.4 and 326.5. The
referenced enforcement procedures provide for the issuance of an administrative order requiring you to comply with the terms
and conditions of your permit and for the initiation of legal action where appropriate. You will be required to pay for any
corrective measures ordered by this office, and if you fail to comply with such directive, this office may in certain situations
(such as those specified in 33 CFR 209.170) accomplish the corrective measures by contract or otherwise and bill you for the
cost.
6. Extensions. General condition 1 establishes a time limit for the completion of the activity authorized by this permit, Unless
there are circumstances requiring either a prompt completion of the authorized activity or a reevaluation of the public interest
decision, the Corps will normally give favorable consideration to a request for an extension of this time limit.
Your signature below, as permittee,
Moun
(AERMITTEE)
ent Company, LLC
and agree to comply with the teens and conditions of this permit.
(DATE)
This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has signed below.
JEFFERSON M. RYSCAVAGE, COLONEL (DATE)
(DISTRICT COMMANDER)
When the structures or work authorized by this permit are still in existence at the time the property is transferred, the terms and
conditions of this permit will continue to be binding on the new owner(s) of the property. To validate the transfer of this permit
and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign and date below.
(TRANSFEREE) (DATE)
`U.S. GOVERNMENT PRINTING OFFICE: 1986 - 717-425

SPECIAL CONDITIONS
Work Limits
a) All work authorized by this permit must be performed in strict compliance with the attached
plans, which are a part of this permit. Any modification to these plans must be approved by the
US Army Corps of Engineers (USACE) prior to implementation.
b) Except as authorized by this permit or any USACE approved modification to this permit, no
excavation, fill or mechanized land -clearing activities shall take place at any time in the
construction or maintenance of this project, within waters or wetlands. This permit does not
authorize temporary placement or double handling of excavated or fill material within waters or
wetlands outside the permitted area. This prohibition applies to all borrow and fill activities
connected with this project.
c) Except as specified in the plans attached to this permit, no excavation, fill or mechanized
land -clearing activities shall take place at any time in the construction or maintenance of this
project, in such a manner as to impair normal flows and circulation patterns within waters or
wetlands or to reduce the reach of waters or wetlands.
Related Laws
d) The North Carolina Division of Water Quality has issued a conditioned Water Quality
Certification for your project; the conditions of that certification are hereby incorporated as
special conditions of this permit. For your convenience, a copy of the certification is attached if
it contains such conditions.
e) All mechanized equipment will be regularly inspected and maintained to prevent
contamination of waters and wetlands from fuels, Iubricants, hydraulic fluids, or other toxic
materials. In the event of a spill of petroleum products or any other hazardous waste, the
permittee shall immediately report it to the N.C. Division of Water Quality at [phone],
Ext. 526 or [phone] and provisions of the North Carolina Oil Pollution and Hazardous
Substances Control Act will be followed.
Project Maintenance
f) The permittee shall advise the Corps in writing prior to beginning the work authorized by this
permit and again upon completion of the work authorized by this permit.
g) Unless otherwise authorized by this permit, all fill material placed in waters or wetlands will
be generated from an upland source and will be clean and free of any pollutants except in trace
quantities. Metal products, organic materials (including debris from land clearing activities), or
unsightly debris will not be used.

h) The permittee shall require its contractors and/or agents to comply with the terms and
conditions of tl-is permit in the construction and maintenance of this project, and shall provide
each of its contractors and/or agents associated with the construction or maintenance of this
project with a copy of this permit. A copy of this permit, including all conditions, shall be
available at the project site during construction and maintenance of this project.
i) The permittee shall employ all sedimentation and erosion control measures necessary to
prevent an increase in sedimentation or turbidity within waters and wetlands outside the permit
area. This shall include, but is not limited to, the immediate installation of silt fencing or similar
appropriate devices around all areas subject to soil disturbance or the movement of earthen fill,
and the immediate stabilization of all disturbed areas. Additionally, the project must remain in
full compliance with all aspects of the Sedimentation Pollution Control Act of 1973 (North
Carolina General Statutes Chapter 113A Article 4).
j) The pennittee, upon receipt of a notice of revocation of this permit or upon its expiration
before completion of the work will, without expense to the United States and in such time and
manner as the Secretary of the Army or his authorized representative may direct, restore the
water or wetland to its pre -project condition.
Enforcement
k) Violations of these conditions or violations of Section 404 of the Clean Water Act or Section 10
of the Rivers and Harbors Act must be reported in writing to the Wihnington District U.S. Anny
Corps of Engineers within 24 hours of the pern-iittee's discovery of the violation.
Time of Year Restrictions
1) In order to protect the egg and fry stages from sedimentation during the trout spawning
period, no excavation or filling will be permitted in -stream or within the 25-foot buffer zone
between the dates of October 15 and April 15 of any year without the prior approval of the North
Carolina Wildlife Resources Commission and the Corps of Engineers.
Mitigation
m)ln addition to the mitigation requirements listed below, you shall mitigate for unavoidable
impacts to 6,990 linear feet of stream channel and 1.48 acres of wetlands associated with this
project by payment to the North Carolina Ecosystem Enhancement Program (NCEEP) in the
amount necessary to perform restoration to 1.48 acres of riparian hardwood wetlands and 1,884
linear feet of cool water stream in the French Broad River Basin (Cataloging Unit 06010105).
Construction within jurisdictional areas on the property shall begin only after the permittee has
made full payment with certified check to the NCEEP, and the NCEEP has made written
confirmation to the District Engineer, that it agrees to accept responsibility for the mitigation
work required, pursuant to Paragraph IV.D. of the Memorandum of Understanding between the
North Carolina Department of Environment and Natural Resources and the U.S. Army Corps of
Engineers, Wilmington District, dated November 4, 1998.
2

n) As part of the mitigation requirements, the permittee,will mitigate for unavoidable impacts to
6,990 linear feet of stream channels associated with this project by conducting off -site
restoration/enhancement activities on approximately 4,708 linear feet of stream channel. The
stream restoration/enhancement will be conducted according to the plan titled "Conceptual Plan
for Stream Restoration at the Future Laurel Park Nature Park" dated July 24, 2007, utilizing
natural channel design techniques at two off -site locations: Hollabrook Farms Subdivision and
Laurel Park Nature Park. Activities prescribed by this plan shall be undertaken either before or
concurrently with the commencement of any construction activities within jurisdictional areas
authorized by this permit. Emergent, tree, and shrub species planted shall consist of species
native to the Henderson County area. The requirements found in the mitigation plan shall be
fully completed within one year of the date of issuance of this permit. The Corps of Engineers
will be provided "as built" drawings of the new channels within 90. days of channel completion
and subsequent monitoring will be conducted as described in the mitigation plan. The permittee
shall monitor channel stability within the newly constructed channels through 2 bankfull events
or 5 years, whichever is longer. Monitoring reports shall be supplied to the Corps of Engineers
and the North Carolina Division of Water Quality no later than 90 days after the completion of
monitoring for each year.
o) As part of the mitigation requirements, the permittee also agrees to preserve approximately
81,743 linear feet of stream channel on the property and associated 30-foot undisturbed riparian
buffers on each side of the stream channels as depicted on the attached plans May 22, 2008.
These areas will be preserved through the implementation of a restrictive covenant as described
below in conditions (q) and (r).
p) The permittee will mitigate for unavoidable impacts to wetlands by payment into NCEEP as
described above and also by constructing 0.50 acre of littoral shelves around three on -site ponds.
Activities prescribed the plan titled "Conceptual Plan for Stream Restoration at the Future Laurel
Park Nature Park" dated July 24, 2007 shall be undertaken either before or concurrently with the
commencement of any construction activities within jurisdictional areas authorized by this
permit. Emergent, tree, and shrub species planted shall consist of species native to the
Henderson County area. The requirements found in the mitigation plan shall be fully completed
within one year of the date of issuance of this permit.
q) The Permittee shall submit to the Corps for approval, a restrictive covenants for the purpose
of maintaining proposed preservation areas in their natural state in perpetuity. Prohibited
activities within the mitigation property shall specifically include, but not be limited to: the
construction or placement of roads, walkways, buildings, signs, or structures of any kind (i.e.,
billboards, interior fences, etc.); filling, grading, excavation, leveling, or any other earth moving
activity other than those associated with restoration/enhancement work or activity that may alter
the drainage patterns on the property; the cutting, mowing, destruction, removal, damage or other
alteration of any vegetation; disposal or storage of any debris, trash, garbage, or other waste
material; except as may be authorized by subsequent modifications which are approved by the
Corps of Engineers.
r) The restrictive covenants and plat, as approved by the Corps of Engineers, shall be recorded
in the Register of Deeds for Henderson County prior to the sale or conveyance of any lots,
3

phases, or other property within the subdivision. The permittee shall also cause to be recorded a
plat, showing the subdivision plan for the property, the boundary of the preservation areas, and
the boundary of jurisdictional waters of the United States. The permittee shall enforce the terms
of the restrictions set forth in the deed, and, prior to conveyance of the property, shall take no
action on the property described in the deed inconsistent with the terms thereof.
s) The permittee and subsequent property owners shall take no -action, whether on or off the
mitigation property, which will adversely impact the stream habitat on the preservation property.
t) Condition (q), above, runs with the land. The permittee shall not sell, lease, or otherwise
convey any interest in the mitigation property without subjecting the property to legally
enforceable restrictions on the use of the property, to ensure its preservation in perpetuity,
approved in writing by the Wilmington District Corps of Engineers.
u) The permittee will maintain the authorized work in good condition and in conformance with
the terms and conditions of this permit. The permittee is not relieved of this requirement if he
abandons the permitted activity without having it transferred to a third party.
v) If concrete is used during culvert installation (headwalls), a dry work are must be maintained
to prevent direct contact between curing concrete and stream water. Uncured concrete affects
water quality and is highly toxic to fish and other aquatic organisms.
w) For construction of culverts, measures will be included in the construction that will promote
the safe passage of fish and other aquatic organisms. For all culvert construction activities, the
dimension, pattern, and profile of the stream, (above and below a pipe or culvert), should not be
modified by widening the stream channel or by reducing the depth of the stream. Culvert inverts
will be buried at least one foot below the bed of the stream for culverts greater than 48 inches in
diameter. For culverts 48 inches in diameter or smaller, culverts must be buried below the bed of
the stream to a depth equal to or greater than 20 percent of the diameter of the culvert.
x) This project has been coordinated with the North Carolina State Historic Preservation Office
(SHPO), the Eastern Band of the Cherokee Indians (EBCI) and the Tennessee Valley Authority
(TVA). It has been determined that the project has the potential to adversely effects six
archaeological sites that have been determined to be eligible for listing in the National Register
of Historic PIaces. A Memorandum of Agreement (MOA) that will mitigate for any adverse
affect has been agreed upon by these parties, the pennittee, and the U.S. Army Corps of
Engineers and is attached as part of this permit. Your work is authorized by this permit provided
it is accomplished in strict accordance with the conditions listed in the attached MOA.
y) If the permittee discovers any previously unknown historic or archeological remains while
accomplishing the authorized work, he will immediately notify the Wilmington District Engineer
who will initiate the required State/Federal coordination.
z) This Department of the Army permit does not obviate the need to obtain other Federal, State,
or local authorizations required by law.

0� vd A rF�
`OCR p7
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Mr. Keith Vinson
Mountain Development Company, LLC
130 South Main Street
Hendersonville, NC 28792
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
January 25, 2008
Coleen H. Sullins, Director
Division of Water Quality
JA N 2 8 2008
Re,. Seven Falls Golf and River Club, Henderson County
French broad River [040302, 6-(47.5), WSIV, B]
Willow Creek [040302, 6-46, C, TR]
Folly Creek [040302, 645-2, C]-
DWQ #20071505, Ver. 2; USACE Action ID. No. 2007-3367
APPROVAL of 401 Water Quality Certification with Additional Conditions - REVISED
Dear Mr. Vinson:
Attached hereto is a copy of Certification No. 3724 issued to Mr. Keith Vinson and Mountain
Development Company, LLC, dated January 25, 2008, This Certification replaces the Certification
issued to you on January 24, 2007. In addition, you should get any other federal, state or local permits
before you go ahead with your project including (but not limited to) Solid Waste, Sediment and Erosion
Control, Stormwater, Dam Safety, Non -discharge and Water Supply Watershed regulations.
If we can be of further assistance, do not hesitate
CHS/cbk/ijm
Attachments: Certificate of Completion
NCDWQ 401 WQC Summary of Permanent Impacts and Mitigation Requirements
cc: Becky Fox, EPA, 1307 Firefly Road, Whittier, NC 28789
U.S. Army Corps of Engineers, Asheville Regulatory Field Office, Wilmington District, USACOE
Kevin Barnett, DWQ, Asheville Regional Office
DLR Asheville Regional Office
File Copy
Central Files
Clement Riddle, CEC, 718 Oakland Street, Hendersonville, NC 28792
Filename; 071505Ver2SevenFallsGo]fAndRiverC]ub(Henderson)401_IC_Revised
` - — No Carolina
401 Oversight/Express Review Permitting Unit tllrQ!!y
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
intcmet: http://www.newaterquality.org
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper

Mountain Development Company, LLC
Page 2 of 4
January 25, 2008
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
THIS CERTIFICATION is issued in conformity with the requirements of Section 401 Public Laws 92-
500 and 95-217 of the United States and subject to the North Carolina Division of Water Quality (DWQ)
Regulations in 15 NCAC 2H, Section .0500 to Mr. Keith Vinson and Mountain Development Company,
LLC to fill or otherwise impact 2.07 acres of 404/wetland, 7,623 linear feet of perennial stream (7,473
linear feet permanent impact, and 150 linear feet temporary impact), 0.57 acres of open waters in the
French Broad River Basin, and conduct bank stabilization on 8,700 linear feet of Little Willow Creek,
associated with the construction of the Seven Falls Golf and River Club, located adjacent on Pleasant
Grove Road, south of the Town of Etowah, in Henderson County, North Carolina, pursuant to an
application dated the 7"' day of August of 2007, and received by the DWQ on October 8, 2007, by Public
Notice by the U.S. Army Corps of Engineers issued on the 15's day of November of 2007 (received by
DWQ on November 19, 2007), with additional information received from you on January 24, 2008.
The application and supporting documentation provides adequate assurance that the proposed work will
not result in a violation of applicable Water Quality Standards and discharge guidelines. Therefore, the
State of North Carolina certifies that this activity will not violate the applicable portions of Sections 301,
302, 303, 306, 307 of PL 92-500 and PL 95-217 if conducted in accordance with the application, the
supporting documentation, and conditions hereinafter set forth.
This approval is only valid for the purpose and design submitted in the application materials and as
described in the Public Notice. If the project is changed, prior to notification a new application for a new
Certification is required. If the property is sold, the new owner must be given a copy of the Certification
and approval letter and is thereby responsible for complying with all conditions of this Certification. Any
new owner must notify the Division and request the Certification be issued in their name. Should wetland
or stream fill be requested in the future, additional compensatory mitigation may be required as described
in 15A NCAC 2H .0506 (h) (6) and (7). If any plan revisions from the approved site plan result in a
change in stream or wetland impact or an increase in impervious surfaces, the DWQ shall be notified in
writing and a new application for 401 Certification may be required. For this approval to be valid,
compliance with the conditions listed below is required.
Conditions of Certification:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
-Type of Impact
Amount Approved nits
Plan Location or Reference
404/Non-Riparian Wetlands
2.09 (acres)
Application, Public Notice and correspondence
received 1/24/08
Stream (perennial)
7,623 [(linear feet) 7,473 linear
Application, Public Notice and correspondence
feet permanent impact, and 150
received 1/24/08
linear feet temporn impact]
Open Waters
0.57 (acres)
Application, Public Notice and correspondence
received 1/24/08
Sediment and Erosion Control:
2. Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:

I
Mountain Development Company, LLC
Page 3 of 4
January 25, 2008
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor -owned or leased borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
3. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the 404/401Permit Application. All construction activities,
including the design, installation, operation, and maintenance of sediment and erosion control Best
Management Practices, shall be performed so that no violations of state water quality standards,
statutes, or rules occur;
4. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in'wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within six months of the date that
the Division of Land Resources has released the project;
Continuing Compliance:
Mr. Keith Vinson and Mountain Development Company, LLC, shall conduct construction
activities in a manner consistent with State water quality standards (including any requirements
resulting from compliance with section 303(d) of the Clean Water Act) and any other appropriate
requirements of State law and federal law. If the Division determines that such standards or laws
are not being met (including the failure to sustain a designated or achieved use) or that State or
federal law is being violated, or that further conditions are necessary to assure compliance, the
Division may reevaluate and modify this Certification to include conditions appropriate to assure
compliance with such standards and requirements in accordance with 15A NCAC 2H.0507(d).
Before modifying the Certification, the Division shall notify Mr. Keith Vinson and Mountain
,Development Company and the US Army Corps of Engineers, provide public notice in
accordance with 15A NCAC 2H.0503 and provide opportunity for public hearing in accordance
with 15A NCAC 2H.0504. Any new or revised conditions shall be provided to Mr. Keith Vinson
and Mountain Development Company in writing, shall be provided to the United States Army
Corps of Engineers for reference in any Permit issued pursuant to Section 404 of the Clean Water
Act, and shall also become conditions of the 404 Permit for the project,
Mitigation:
6. Compensatory Mitigation Using Offsite Restoration, Enhancement, and the Ecosystem
Enhancement Program (EEP)
Mitigation must be provided for the proposed impacts as specified in the table below. You have
proposed 2.04 acres of 404/wetland impacts and 7,473 linear feet of perennial stream impacts.
We understand that you have will be creating 0.50 acres of onsite wetlands, restoring 2,350 linear

Mountain Development Company, LLC
Page 4 of 4
January 25, 2008
feet of offsite streams, enhancing 2,358 linear feet of offsite streams, purchasing 1.59 acres of
404/wetland credits and 2,693 Iinear feet of stream mitigation credits from the Wetlands
Restoration Fund administered by the NC Ecosystem Enhancement Program (EEP) to meet this
mitigation requirement. This has been determined by the DWQ.to be a suitable method to meet
the mitigation requirement and additional mitigation commitment. Until the EEP receives and
clears your check (made payable to: DENR -- Ecosystem Enhancement Program Office), no
impacts specified in this Authorization Certificate shall occur. The EEP should be contacted at
[phone] if you have any questions concerning payment into a restoration fund. You have
60 days from the date of this approval to make this payment. For accounting purposes, this
Authorization Certificate authorizes payment into the Wetlands Restoration Fund to meet
the following compensatory mitigation requirement:
Type of Wetland
Compensatory Mitigation Required
River and Sub -basin Number
404/Wetland
2.09 acres
French Broad106010105
Stream erennial
7,473 linear feet
French Broad/06010105
7. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
Certificate of Completion to the 401/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
Also, this approval to proceed with your proposed impacts or to conduct impacts to waters as
depicted in your application shall expire upon expiration of the 404 Permit.
If this Certification is unacceptable to you, you have the right to an adjudicatory hearing upon written
request within sixty (60) days following receipt of this Certification. This request must be in the form of a
written petition conforming to Chapter 150B of the North Carolina General Statutes and filed with the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. If
modifications are made to an original Certification, you have the right to an adjudicatory hearing on the
modifications upon written request within sixty (60) days following receipt of the Certification. Unless
such demands are made, this Certification shall be final and binding.
This the 25`s day of January 8
DIVISION OF A ITY
' '4Coleen. Sullins.
3724
CHS/cbk/Um

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
North Carolina Division of Water Quality
401 Water Quality Certification
Summary of Permitted Impacts and Mitigation Requirements
In accordance with 15A NCAC 2H.0500, Mr. Keith Vinson and Mountain Development Company, LLC, have
permission as outlined below to fill or otherwise impact 2.07 acres of 404/wetland, 7,623 linear feet of perennial
stream (7,473 linear feet permanent impact, and 150 linear feet temporary impact), 0.57 acres of open waters in the
French Broad River Basin, and conduct bank stabilization on 8,760 linear feet of Little Willow Creek, as described in
your application dated the 7's day of August of 2007, and received by the DWQ on October 8, 2007, by Public Notice
by the U.S. Army Corps of Engineers issued on the 15's day of November of 2007 (received by DWQ on November
19, 2007), with additional information received from you on January 24, 2008, to construct the proposed Seven Falls
Golf and River Club, located adjacent on Pleasant Grove Road, south of the Town of Etowah, in Henderson County,
North Carolina. All activities associated with these authorized impacts must be conducted with the conditions listed
in the attached Permit transmittal letter. THIS CERTIFICATION IS NOT VALID WITHOUT THE
ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENTS, ECOSYSTEM ENHANCEMENT PROGRAM
DWQ PROJECT #: 20071505, Ver. 2
LOCATION: Etowah
COUNTY Henderson
BASIN/ SUB BASIN French Broad/06010105
As required by 15A NCAC 2H.0500, and the conditions of this Certification, you are required to compensate for.
the above mitigable impacts through the restoration, creation, enhancement or preservation of wetlands, surface
waters and riparian buffers as outlined below prior to conducting any activities that impact or degrade thematers of
the state.
Note: Acreage requirements proposed to be mitigated through the Ecosystem Enhancement Program must be
rounded to one -quarter acre increments and linear foot requirements must be rounded up to the nearest
foot according to 15 2R.0503(b).
Impacts
Mitigation
1.59 Acres Non -Riparian 404/Wetlands
1.59 Acres Non-Ri arian 404/Wetlands
2,693 Linear Feet of Perennial Stream
2,693 Linear Feet of Perennial Stream
One of the options you have available to satisfy the compensatory mitigation requirement is through the payment of
a fee to the Wetlands Restoration Fund per NCAC 2R.0503. If you choose this option, please sign this form and
mail the form along with a copy of your 401 Certification or Buffer Approval to the Ecosystem Enhancement
Program at the address below. An invoice for the appropriate amount of payment will be sent to you upon receipt
of this form. PLEASE NOTE, THE ABOVE IMPACTS ARE NOT AUTHORIZED UNTIL YOU RECEIVE
NOTIFICATION THAT YOUR PAYMENT HAS BEEN PROCESSED BY THE ECOSYTEM ENHANCMENT
PROGRAM.
Signature
Date
ECOSYSTEM ENHANCEMENT PROGRAM'
1652 Mail Service Center
RALEIGH, N.C. 27699-1652
[phone]
Filename: 071505 V er2 SevenFalISGo l fAn dRi verClub(Hen derson)401_IC_EEP_Revised
No ` Carolina
401 Oversight/Express Review Permitting UnittllCA df
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
Internet: http://www•ncwaterquality,org

Certification of Completion
DWQ Project No.: County:
Applicant:
Project Name:
Date of Issuance of Certification or Authorization:
Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification and Buffer Rules, and any
subsequent modifications, the applicant, is required to return this certificate to the 401 Oversight/Express Permitting Unit,
North Carolina Division. of Water' Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.. This form: may be
returned to DWQ by the applicant, the applicant's authorized agent, or the project engineer.. It is notnecessary to send
certificates from all of these.
Applicant's. Certification
I, , hereby state that, to the best of my abilities, due care and diligence was
used in. the observation of the construction such that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Suffer Rules; the approved plans and specifications,
and other supporting materials.
Signature:
Agent's Certification
Date:
I, hereby state that, to the best of my abilities, due care and diligence was
used in the observation of the construction such that the construction was observed to be built within .substantial
compliance and intent of the 401 Water Qual"rty Certification and Buffer Rules, the approved plans and specifications,
and other supporting materials.
Signature: Date:
If this project was designed by a Certified Professional'
Z> as a duly registered Professional (i.e., Engineer,
Landscape Architect, Surveyor, etc.) in the State of North Carolina, having been authorized to observe (periodically,
weekly, full time) the construction of the project, for the Perrnittee hereby state that, to the best of my abilities, due care
and diligence was used in the observation of the construction such that the construction was observed to be built wi&n
substantial compliance and intent of the 401 Water Quality Certification and Buffer. Rules, the approved plans and
specifications, and other supporting materials.
Signature: Registration No. Date

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(SR # 1 1 99)
Clearwater
Environmental Consultants, Inc,
718 OAKLAND ST
HENDEnONVILLE NC 28791
PHONE: (B28) 698-9800
FAx.[phone]
I INCH = 1.00 fEEY SEVEN FALLS GOLF & RIVER CLUB SHEET NO.
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CEC moACT No,. «s SEVEN FALLS, LLC
HENOERSON COUNTY. NC

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PHONE: (B28) 698-90DO DR-81: DETAIL SHEET 4.15
Environmental Consultants, Inc. Fax: [phone] VA1E: US ZZ.W
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718 06ISLaND $T
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PHDNE: [phone]
Fax: [phone]
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SEVEN FALLS. GOLF & RIVER CLUB
DETAIL SHEET
SEVEN FALLS, LLC _ HENDERSON COUNTY, NC
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Engineers
-iit Plan
EVEN FALL
rC� A"If-4 & U4-
Seven Falls Golf & River Club
Henderson County,
North Carolina
III IAKIANI ST I INCH z i,00 FEET SEVEN FALLS GOLF & RIVER CLUB SHEET NO.
C l e a I-Wator' HENDERSONVILLE MC 28791
PHONE:-[phone] DR --a,: DETAIL SHEET /4-15
Environmental Consultants, Inc. FAX: [phone] UM
CEC MOJECT Wl.: ue SEVEN FALLS, LLIZ HENDERSON COUNTY, NC

SEVEN FALLS GOLF & RIVER CLUB
PROJECT DATA
Total Project Area
1.400 acres
Jurisdictional Waters of the US
Perennial B lnternrttant Streams
101.631 LF
Wetlands
5.28 ac.
Open Waters
2.90 ac.
Jurisdictional Impacts
Stream - Road Culverts
4.599 LF
Stream - Golf Course Culverts
2,391 LF
Subtotal 6.990 LF
Stream - Utility Line (Temporary)
150 LF
Wetland - Roads
0.52 ac.
0.96 ac.
Subtotal 1.48 ac.
Open Water- Golf Course
0,57 ac.
Avoidance
Stream
94,641 LF
Bridges • Road
11 ea.
Bridges - Golf Cans
18 ea.
Wetlands
3,80 ac.
Open Waters
2.33 ac,
MitigationStream
(iinea r feet)
Offsile - Hollabrook Farm - Enhancement
1,572 credits
Offsile - Hollabrook Farm - Restoration
980 credits
Offsite - Laurel Park
1,370 credits
NCEEP
1,884 credits
Preservation
8,174 credits
Subtotal
13,980 credits
Wetland (acres)
Littoral Shelf
0.17 credits
NCEEP
1.5 credits
Subtotal
1.67 credits
Preservation of Upland Buffers
105 ac.
Streambank Stabilization and Enhancement - Little Willow Creek
8,700 LF
A WILLiAM G. LAPSLEY & A SSOCIATES P.A.
CONSULTING ENGINEERS h LAND PIANNERS
Two Town Square Blvd
Suite 320 Bellmore Park
Asheville, NC 28704
t826) 687-7177 Phone
1828) 6687-717B Fax
www.wgla,corn
718 OAxLANO $7 11NCN = 400 FEET
SEVEN FALLS GOLF & RIVER CLUB SHEET NO.
Clearwater HENDERSONVILLE NC 28791 I
PHONE: [phone] DETAIL SHEET 4.16
Environmental Consultants, Inc. FAx: [phone] DA,E, uS PEW
cEcm ACT No: u-n SEVEN FALLS, LLC HENDERSON COUNTY, NC

o�o+r WA rF,�pG
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Keith Vinson
39 Pleasant Grove Church Road
Hendersonville, North Carolina 28739
Dear Mr. Vinson:
r — Coleen 1-I, Sullins Director
Division of Water Quality
August 5, 2008 KAUG
6 2008
WATER QUALITY ;-ECTiCN
ASHEVILLE REGIONAL Gr`ICE
Subject: Request for Additional Information
Stormwater Project No. SW 1080303
Seven Falls Golf and River Club Phase 2
Henderson County
The Division of Water Quality Central Office received a Stormwater Management Permit
Application for the subject project on duly 2, 2008. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue
the stormwater review:
1. Please provide a vegetation plan for the vegetated shelf and the slopes of the wet
pond.
2. The average depth indicated in the calculations assumes a four -foot depth to
determine the 1.43 'SA/DA ratio. The supplement form indicates an average depth of
3.06 or a 1.73 SA/DA ratio. Please correct the supplement form and/or the
calculation sheets.
3. Please correct the application form to reflect two drainage areas. One drainage area
for the BMP and a separate drainage area for the Basin bypass. The drainage area for
the BMP should include the total area draining to the BMP including the area of the
BMP.
4. Please provide a copy of the 401/404 Permit.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to September 1, 2008, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee. If you need additional time to submit the
information, please mail or fax your request for a time extension to the Division at the address
and fax number at the bottom of this letter. The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of
a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS 143-215.6A.
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone]
Internet: www.ncwaterqualil�org Location: 51214. Salisbury St.. Raleigh, NC 27604 Fax [phone]
N�piit,Caro ina
)Nrrlurally
Customer Service
1-877.623-6748
An Equal Opportunity/Affirmative Action Employer — 50% Recy0edl10% Post Consumer Paper

SW 1080303 — Seven Falls Golf and River Club Village Area — Phase II
August 5, 2008
Please reference the State assigned project number SW I080303 on all correspondence. All
original documents must be returned or new originals must be provided. Copies are not
,acceptable. 'If you have any questions concerning this matter please feel free to call me at (919)
807-6374.
Sincerely,
1' Mike Randall
:a Environmental Engineer
Stormwater Permitting Unit
cc: j William G. Lapsley, P.E., William G. Lapsley & Associates, P.A.
Asheville Regional Office
DWQ Central Files
Stormwater Permitting Unit Files

JUL 0 r.u�i
oEtJ .--�1+ATE I Qt1AL
0f s _ A Ay"T"
AND
SUPPORTING CALCULATIONS
FOR
SEVEN FALLS GOLF & RIVER CLUB
VILLAGE AREA — PHASE 2
STORMWATER MANAGEMENT PLAN
Seven Falls, LLC
HENDERSON COUNTY,
NORTH CAROLINA
E�q
PREPARED BY:
WILLIAM G. LAPSLEY & ASSOCIATES, P.A.
CONSULTING ENGINEERS
TWO TOWN SQUARE BLVD, SUITE 320
BILTMORE PARK
ASHEVILLE, NORTH CAROLINA 28806
June 2008

SEVEN FALLS GOLF & RIVER CLUB — VILLAGE AREA PHASE 2
Henderson County, North Carolina
Project Description:
Seven Falls Golf & River Club Village Area will include approximately 54 acres of the
entire 1,399 acre site. This package will include clearing and grading for Phase 2 of this
area (+/- 23.7 acres disturbed). Phase 2 of the Village will include residential homes,
commercial buildings, roads, associated parking areas, and park areas. A wet detention
basin is proposed for the site in order to meet the Phase IT NPDES and 401 Certification
requirements.
Site Location:
The site, developed by Seven Falls, LLC, is located in Henderson County, North
Carolina. It is bordered to the north by the French Broad River, to the east by residential
property and Folly Road, to the south by private property, and to the west by residential
property and Pleasant Grove Church Road.
Site Description: .
The Village Area portion of the property sits at the northwestern part of the property
owned by Zeus Investments, LLC. Phase 2 will be in the western portion of the Village
Area. The previously permitted Phase 1 is to the cast of Phase 2. Currently, the site has
multiple land uses, including pasture/meadow land, farm land, and a plastics plant (no
longer in operation). Slopes range from 2% to 70%. The golf course driving range and
practice area lies to the east of the Village Area Phase 1. Water drains both to the north
into a small creek and wetland area, and eventually into the French Broad River. A
potion of the stream and some small wetland areas will be impacted with Phase 2.
However, these will not be disturbed until the appropriate US COE permit has been
obtained.
Seven Falls, LLC (the developer of this project) owns the majority of the property
surrounding Phase 2 of the Village Area. The main entrance to the development lies to
the west of the Village Area, but will be constructed at the same time. This phase is also
_ part of.a larger over all development, thus there is no specific property line distinguishing
this phase from surrounding areas. Therefore on the attached application the project area
is the same as the total drainage areas. One drainage area is considered for the purposes
of this report and no offsite runoff flows into any of these basins.
The main drainage area, Drainage Area #1, will increase in size with development, and
almost all the impervious area in Phase 2 will be directed towards the wet detention basin
by grading, roof drain leaders, and the stormwater collection system. Drainage Area # I
has been split into two sub -basins - a "To Basin" area (the portion of the drainage area
going to the wet detention basin) and a "Basin Bypass" area (the portion of the drainage
area that will bypass the wet detention basin). The wet detention basin storage volume

release rate combined with the 1-year 24-hour peak flow from the "Basin Bypass" area is
less than the pre -developed flows (see calculations).
Seven palls, LLC will build the houses, buildings, other site improvements. The buyer of
the lots will be restricted in their deeds from any expansion to the homes. Thus the as -
built conditions will reflect the design used to size the stormwater management facility.

William G. Lapsley & Associates, P.A.
Consulting Engineers and Land Planners
2 Town Square Blvd. Suite 320
Biltmore Park
Asheville, North Carolina 28803
[phone] • FAX [phone]
JOB S�z-, 1 G-d kNfe" T'11^ 1_:
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
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C" = Q,3(
D PRODUCT 207

William G. Lapsley & Associates, P.A.
Consulting Engineers and Land Planners
2 Town Square Blvd. Suite 320
Biltmore Park
Asheville, North Carolina 28803
[phone] • FAx [phone]
JOB
SHEET NO.
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JUL 0 2 '2008
DE"aJALI 'elands
ANC.
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS t
REPORT OF GEOTECHNICAL EXPLORATION
I'll I -1 1"I-6\CM
SEVEN FALLS GOLF AND RIVER CLUB
H:ENDERSON COUNTY, NORTH CAROLINA
Prepared for:
Mr. William G. Lapsley, P.E.
William G. Lapsley & Associates,'PA
Prepared By:
Bunnell-Lammons Engineering, Inc.
105 Fairview Road, Suite A
Asheville, North Carolina 28803
February 19, 2008
BLE Project No: J07-5144-05

MILENC.
BUNNELL•LAMMONS ENGINEERING, INC.
GEOTEMICAL, EwKNMENTAL ANO CONSTRUCTION MATERIALS CONSULTANTS
r
February 19, 2008
William G. Lapsley & Associates, P.A.
Two Town Square Boulevard, Suite 320
Biltmore Park
Asheville, North Carolina 28803
Attention: Mr. William G. Lapsley, P.E
Subject: Report of Geotechnical Exploration
"Pleasant Grove Road Bridge No. 2"
Seven Falls Golf and River Club
Henderson County, North Carolina
BLE Project No. J07-5144-05
Dear Mr. Lapsley:
Bunnell-Lammons Engineering, Inc. (BLE) is pleased to provide this Report of Geotechnical
Exploration for the proposed bridge over a small -unnamed ereek'.at -the Seven Falls Golf and
River Club in Henderson County, North Carolina.
Our work was performed in general accordance with our proposal, No. P07-0663, dated
November 20, 2007. The purpose of this report is to provide foundation design recommendations
for a proposed new bridge, as well as recommendations about construction considerations such as
site preparation and fill placement.
s
Thank you for the opportunity to provide our professional geotechnical services. We will be
pleased to discuss our recommendations with you. Please contact us if you have any questions
about this report, or about any of our services.
Respectfully submitted,
Bunnell-Lammons Engineering, Inc.
4
Sam C. nterlicchia
Project Manager
SCllGLW
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Gary L. Weekley, PE Q EAL , 9`
Senior Engineer t 8251
North Carolina Registration PIP. 8%54 f 4 0
•••.��„v>t�..•
C
105 FAIFMEw Roan, SuiTE A
ASHEVILLE, NORTH CAROLWA 28803
PHONE [phone]
FAx [phone]

Y. A
TABLE OF CONTENTS
Report of Geotechnical Exploration
"Pleasant Grove Road Bridge No. 2"
Seven Falls Golf and River Club
BLE Project No. J07-5144-05
Section
Description
Pap-e
1.0
EXECUTIVE SUMMARY
1
2.0
PROJECT INFORMATION
2
3.0
AREA GEOLOGY
2
4.0
SITE AND SUBSURFACE CONDITIONS
3
4.1
Site Description
3
4.2
Field Exploration
3
4.3
Subsurface Conditions
4
4.4
Laboratory Test Results
6
5.0.
DESIGN RECOMMENDATIONS
6
5.1
Limitations
6
5.2
Foundations
6
5.3
Seismic Site Classification
8
5.4
Slopes
8
6.0
CONSTRUCTION CONSIDERATIONS
8
6.1
Site Preparation
8
6.2
Fill Placement
9
6.3
Construction Observation
10
6.4
Construction Groundwater Control
11
7.0
BASIS & LIMITATIONS OF THE REPORT
12
APPENDIX A: Site Location Map (Figure 1)
Boring Location Plan (Figure 2)
Site Photographs
APPENDIX B: Key to Symbols and Descriptions
Soil Test Boring Records
Field Drilling and Sampling Procedures
APPENDIX C: Laboratory Test Results
Laboratory Test Procedures

i1'
4►.
'Pleasant Grove Road Bridge No. 2'%Seven Falls Goland River Club February 19, 2008
Henderson County, North Carolina BLE Project No. JO7-5144-05
1.0 EXECUTIVE SUMMARY
This summary is presented for the convenience of the reader. However, the full report text should be
studied and understood before preparing designs and specifications based on this report.
The project site is located in Etowah, Henderson County, North Carolina (reference Figure 1 in
Appendix A). The property. is located in a rural area that is primarily characterized by residential and
agricultural development. Pleasant Grove Road and River Road traverse the property and the French
Broad River bounds the property to the north. Several smaller creeks and streams also traverse the
property. Construction at the site is proposed to provide a bridge over an unnamed creek that will be
part of the PIeasant Grove Road relocation project. The proposed bridge will be a single span concrete
and steel structure that will be approximately 60 feet in length. The bridge will completely span the
creek and will be supported on concrete abutments. At this time, detailed foundation loads and
finished grades have not been developed or provided. However, based on our previous experience, we
anticipate the bridge will be designed to support HS-20 vehicle loads (semi -trailer with gross weight
of 72,000 pounds) with abutment loads on the order of approximately 350 kips vertical and 25 kips
horizontal. We understand that the bridge will be designed to NCDOT specifications and will become
part of the North Carolina State highway system. We have also been informed that the bridge designer
will be Mr. Ethan Martin, P.E. of New Castle Design Group, PLLC. We drilled four soil test borings
at the subject site, two on each abutment for -the proposed bridge. Photographs of the proposed bridge
location are also presented in Appendix A of this report.
The borings encountered soft/very loose alluvial soils from the ground surface to depths of 6 to 8.5
feet in soil test borings B-1 and B-2. Below the alluvial soils and from the ground surface at borings
B-3 and B-4, the borings encountered veryloose to dense residual soils and partially weathered rock.
The four borings were advanced until refusal to the hollow -stem augers was encountered at depths of
33.5 to 39 feet below the existing ground surface. Two of the borings (B-2 and B-4), one on each
abutment were then extended into the refusal material using rock coring techniques. We encountered
water at a depth of 6 to 8.5 feet during drilling. The groundwater level will likely fluctuate with the
water level in the creek and the nearby French Broad River.
Based on the anticipated loads, we have evaluated various foundation systems for support of the,
proposed bridge foundations. The soft/very loose alluvial soils are not suitable for direct shallow
foundation support, therefore, deep foundation alternatives will be required. We recommend the use of a
deep foundation system such as driven 1-1-piles or drilled shafts for support of the bridge abutments. The
deep foundations will place support for the bridge below a depth likely to be affected by scour of the
creek.

f
"Pleasant Grove Road Bridge No. 27Seven Falls Golrand River Club February 19, 2008
Henderson County, North Carolina BLE Project No. JO7-5144-05
The foundation recommendations in this report are contingent on BLE observing and evaluating the
site development plans, and foundation excavations/installations prior to concrete placement.
2.0 PROJECT INFORMATION
Project information was obtained from conversations with Mr. William Lapsley, P.E. of William G.
Lapsley & Associates, P.A., along with a Master Development Plan showing the location of the
proposed bridge. Additional information was obtained from several site visits. The bridge will
provide access across a small -unnamed creek for a relocated section of Pleasant Grove Road. The
centerline of the proposed roadway and bridge has been staked in the field by the project land
surveyor, Ed Holmes & Associates Land Surveyors, PA.
The proposed bridge will be a single span concrete and steel structure that will be approximately 60
feet in length. The bridge will completely span the creek and will be supported on concrete
abutments. Approximately 14 feet of structural fill will be placed to achieve the design subgrade
elevation. We have been informed that Mr. Ethan Martin, P.E. of New Castle Design Group, PLLC
will provide structural engineering design services for the project. At this time, detailed foundation
loads have not been developed or provided. However, based on our previous experience, we
anticipate that the bridge will be designed to support HS-20 vehicle loads (semi -trailer with gross
weight of 72,000 pounds) with abutment loads on the order of approximately 350 kips vertical and
25 kips horizontal. We also understand that the bridge will be designed to NCDOT specifications and
will become part of the North Carolina State highway system.
3.0 AREA GEOLOGY
The project site is located in the Piedmont Physiographic Province, an area underlain by ancient igneous
and metamorphic rocks. The virgin soils encountered in this area are the residual product of in -place
chemical weathering of rock which was similar to the rock presently underlying the site. In areas not
altered by erosion or disturbed by the activities of than, the typical residual soil profile consists of clayey
soils near the surface, where soil weathering is more advanced, underlain by sandy silts and silty sands.
The boundary between soil and rock is not sharply defined. This transitional zone, termed "partially
weathered rock," is normally found overlying the parent bedrock. Partially weathered rock is defined,
for engineering purposes, as residual material with standard penetration resistances in excess of 100
blows per foot. Weathering is facilitated by fractures, joints, and the presence of less resistant rock
types. Consequently, the profile of the partially weathered rock and hard rock is quite irregular and
erratic, even over short horizontal distances. In addition, it is not unusual to find lenses and boulders of
hard rock and zones of partially weathered rock within the soil mantle, well above the general bedrock
level.
2

.K W j
'Pleasant Grove Road Bridge No. 2V Seven Falls Gof _and River Club February 19, 2008
Henderson County, North Carolina BLE Project No. JO7-5144-05
The upper soils along drainage features and in flood. plain areas are often water -deposited (alluvial)
materials that have been eroded and washed down from adjacent higher ground. These alluvial soils are
usually soft and compressible, having never been consolidated by pressures in excess of their present
overburden.
4.0 SITE AND SUBSURFACE CONDITIONS
4.1 Site Description
The project site is located in Etowah, Henderson County, North Carolina. The property is located in a
rural area that is primarily characterized by residential and agricultural development.
The unnamed creek transects the northern portion of the site in a south to north direction and flows
into the French Broad River approximately 800 to 1,000 feet from the bridge site. Slopes at the site
are generally gentle; however, some steeper slopes are locally present. Rock outcrops were not
observed at the site and we did not observe rock ledges along the creek. The streambed of the
unnamed creek was approximately 1 to 2 feet wide at the proposed bridge crossing with banks that are
incised about 1 to 1.5 feet deep. The water level observed in the creek at the time of our site visit was
approximately '/2 to 1 foot in depth, and the creek bottom was observed to be soil. The proposed
bridge crossing is in an area that is occupied by mature hardwood trees and undergrowth. Significant
undergrowth was present along the creek banks and in the proposed bridge location, but was removed
to allow access for the drill equipment. Development at the Seven Falls Golf and River Club will
consist of residential and commercial buildings.
4.2 Field Exploration
Four soil test borings were drilled at the locations shown on the attached Boring Location Plan (reference
Figure 2 in Appendix A). Two borings were advanced at each of the proposed abutments. The boring
locations were established in the field from a recent survey of the centerline of the proposed roadway. A
professional land surveyor (Ed Holmes and Associates, PA) performed the survey. Ground surface
elevations at the borings were determined from elevations indicated on field stakes established by the
surveyor.
Borings B-1 and B-2 were performed by a truck -mounted drill rig using 3-'/4 inch hollow stem augers
and borings B-3 and B-4 were performed by an all -terrain mounted drill rig using 2-'/4 inch hollow stem
augers. All borings were advanced until refusal to the hollow stew auger bit was encountered. Two of
the borings (13-2 and B-4) were then extended into the refusal material using rock -coring techniques.
3

"Pleasant Grove Road Bridge No. 2%Seven Falls Golf and River Club February 19, 2008
Henderson County, North Carolina BLE Project No. J07-5144-05
Soil samples were taken by driving a 1-3/8 inch ID split -spoon sampler with a safety hammer with 2-1/4
wraps of rope at 2.5-foot intervals within the first 10 feet, and then at 5 foot intervals until refusal
material was encountered and in general accordance with ASTM D 1586 specifications. Rock was cored
using an NQ sized double -tube, diamond -tipped core barrel in general accordance with the procedures of
ASTM D 2113. On completion of drilling, the borings backfilled with auger cuttings. Representative
portions of all soil samples were sealed in glass jars, rock cores obtained were placed in core boxes and
all samples were returned to our laboratory where the field classifications were reviewed by an
experienced geotechnical engineer. The Test Boring Records are presented in the Appendix of this
report. A description of our field procedures is also included in the Appendix.
4.3 Subsurface Conditions
Subsurface conditions were generally similar within each of the four soil test borings. Beneath a thin
surficial topsoil layer at all four soil test boring Iocation, borings B-1 and B-2 encountered a layer of
alluvial soils to depths of approximately 6 to 8.5 feet. Alluvial soils have been transported by water
and typically include variable layers of sand, silt, clay, gravel and cobbles. The alluvial soils
encountered were a dark brown slightly clayey fine to medium sandy silt and very loose to firm silty
sand with some organic material such as small roots in the upper 3 feet. Blow counts from the
Standard Penetration Test (SPT) varied between 2 and 9 blows per foot (bpf) in the alluvial layer. We
did encounter scattered gravel and cobble pieces within the alluvial soils; however, the borings did not
encounter cobble layers.
Below the alluvial soils at boring locations B-1 and B-2 and from the ground surface at boring
locations B-3 and B-4, we encountered residual soils. Residual soils are formed in -place by
weathering of the parent rock. The residual soils were generally a slightly micaceous to micaceous,
very silty to silty fine to medium sand. Blow counts from the SPT in the residuum varied between
2 and 51 bpf indicating a very loose to very dense relative density. The relative density of the residual
soils increased with depth.
The residual soils transitioned to partially weathered rock (PWR) at a depth of 33.5 at borings B-1 and
B-2, a depth of 38.5 feet at boring B-3 and a depth of 39 feet at boring B-4. For engineering purposes,
PWR is defined as residual material with standard penetration resistances in excess of 100 blows per
foot (bpf). Weathering is facilitated by fractures, joints, and the presence of less resistant rock types.
Consequently, the profile of the partially weathered rock and hard rock is often quite irregular and
erratic, even over short distances. It is not unusual to encounter lenses and boulders of hard rock
and/or zones of PWR within the soil mantle well above the general bedrock level.
4

ill
"Pleasant Grove Road Bridge No. 2YSeven Falls Golf and River Chub February 19, 2008
Henderson County, North Carolina BLE Project No. JO7-5144-05
Auger refusal was encountered by the four borings at depths between 34 feet and 42 feet below the
existing ground surface. Table 1 shows the depths at which water, partially weathered rock and auger
refusal were encountered at the four borings.
Table 1
V. Depth fo Wlater AtThe,
„DepthTa Partially
Depth To;Auger,
Boring
DTame Of Boreneathered"r���i�,.
yr ,.��1f
M­­; levatlon'
V�ltlUri P
.. _,a_ i�'a.
.'.�cE le.V.at10II _4 _.will
B-1
4.0 feet (2075)
33.5 feet (2045.5)
35 feet 2044
B-2
4.5 feet (2074.5)
33.5 feet (2045.5)
34 feet 2045)
B-3
9.5 feet (2074.5)
38.5 feet (2045.5)
41 feet (2043)
BA
8.5 feet (2075.5)
39 feet (2045)
42 feet 2042
Approximately 10 feet of rock coring was performed within borings 13-2 and B-4. The rock core
consisted of hard to very hard, fractured, mottled gray and light gray augen gneiss. The cores were
slightly to moderately weathered and were hard to very hard. Core recoveries ranged from 70 to 100
percent. Rock quality designation (RQD) values ranged from 60 to 95 percent, which is considered good
to excellent. The deeper portions of the rock core generally exhibited less weathering and had less
breakage along joints or fractures.
Water was encountered within the four borings at depths of between 4 and 9.5 feet at the time of
drilling. Ground -water levels may fluctuate several feet with seasonal and rainfall variations and
changes in the water level in the unnamed creek and the nearby French Broad River. Normally, the
highest ground -water levels occur in late winter and spring and the lowest levels occur in late summer
and fall.
The above descriptions provide a general summary of the subsurface conditions encountered. The
attached Test Boring Records contain detailed information recorded at each boring location. These Test
Boring Records represent our interpretation of the field logs based on engineering examination of the
field samples. The lines designating the interfaces between various strata represent approximate
boundaries and the transition between strata may be gradual. It should be noted that the soil conditions
will vary between boring locations.
5

'Pleasant Grove Road Bridge No. 2"/Seven Falls Golf and River Club February 19, 2008
Henderson County, North Carolina BLE Project No. A7-5144-05
4.4 Laboratory Test Results
The laboratory test program included grain size distribution, Atterberg-limits, moisture content, and
unconfined compression on rock. The laboratory test results and test procedures are presented in
Appendix.
5.0 DESIGN RECOMMENDATIONS
5.1 Limitations
This report has been prepared in accordance with generally accepted geotechnicaI engineering practice
for specific application to this project. The conclusions and recommendations contained in this report
are based on applicable standards of our practice in this geographic area at the time this report was
prepared. No other warranty, express or implied, is made.
The analyses and recommendations submitted herein are based, in part, on the data obtained from the
subsurface exploration. The nature and extent of variations between widely spaced borings will not
become. evident until the time of construction. If variations appear evident, then we will re-evaluate
the recommendations in this report. In the event that any changes in the nature, design, or evaluation
of the structure is planned, the conclusions and recommendations contained in the report will not be
considered valid unless the changes are reviewed and the conclusions verified or modified in writing.
We recommend that BLE be provided the opportunity to review the final design plans and
specifications in order that the foundation, earthwork and other recommendations are properly
interpreted and implemented. The rccommendations in this report are contingent on BLE's
observation and monitoring of grading and construction activities.
5.2 Foundations
Based on the anticipated loads, we have evaluated various foundation systems for support of the
proposed bridge foundations. The alluvial soil encountered to depths from 6 to 8.5 feet at borings B-1
and B-2 and the very loose and loose residual soil encountered to depths from 0 to 24 feet are not
suitable for direct shallow foundation support; therefore, a deep foundation system is recommended.
We recommend a deep foundation system such as driven Fl-piles or drilled shafts for support of the
bridge abutments. The deep foundations will place support for the bridge below a depth likely to be
affected by scour of the creek.
6

"Pleasant Grove Road Bridge No. 27Seven Falls Golf and River Club February 19, 2008
Henderson County, North Carolina BLE Project No, J07-5144-05
Driven Piles
We recommend that the driven piles consist of steel H-sections driven through the soil to termination
on PWR or fractured rock. Installation of driven piles requires the use of a crane equipped with a pile
hammer. Horizontal loads can be resisted by battered piles.
Driven piles develop their capacity through skin -friction and end -bearing. In this geologic setting, we
recommend the use of end -bearing piles driven to refusal in the PWR or rock. Refusal is defined as
five blows per penetration for two successive '/-inch increments. This is based on the use of
HP 12x53 sections driven with a hammer with a rated energy of approximately 25,000 foot-pounds.
This refusal criteria may need to be adjusted if a hammer with an energy different than recommended
is selected.
The North Carolina Building Code requiresthe maximum load for any end -bearing pile be no greater
than 40 tons (i.e., 80 kips) without a load test. This is a conservative value, but there is usually little
economy in conducting a load test for only a few driven piles.
Drilled Sha is
Drilled shafts consist of relatively large diameter (2% to 4-foot diameter, or larger) reinforced concrete
caissons to transfer foundation loads through the soil to more competent rock or partially weathered
rock (PWR). The installation of drilled shafts requires a specialty drilling rig to penetrate the
overlying soil and create a socket in the underlying PWR or rock.
Drilled shafts will derive their capacity from both side -friction and end bearing. Considering a
maximum tolerable drilled shaft settlement of one-half inch or less under design load conditions and a
total load factor of safety of three or more, drilled shafts may be designed for an allowable net end
bearing pressure of 30 ksf with an allowable side friction of 5 ksf in PWR_ These values assume the
drilled shaft is bearing in partially weathered rock or rock, and that this material extends below the
foundation bearing level to a distance equivalent to at least 1 %z times the foundation diameter or ten
feet, whichever is Iess. These 'end bearing pressures and side friction values are applicable for
relatively deep drilled shafts as well as relatively shallow drilled shafts (i.e., embedment depths of at
least 8 feet).
We recommend these shafts to be embedded at least one shaft diameter into PWR or intact rock such
as encountered at borings B-2 or B-4 below the depth of about 34 to 39 feet, respectfully. This
embedment may need to be increased depending on the lateral resistance requirements. Once lateral
loads are known, we are available to perform a lateral load -deflection analysis using actual drilled
shaft sizes and loads. All drilled shaft construction should be observed by BLE.
7

'Pleasant Grove Road Bridge No. 2%Seven Falls Golf and River Club February 19, 2008
Henderson County, North Carolina BLE Project No. JO7-5144-05
We strongly recommend the design and construction of piles or drilled shafts be performed by a
contractor specializing in this type of construction. Once final plans have been prepared, we request
the opportunity for review to assure that our recommendations have been properly implemented. The
recommendations contained herein are contingent upon observation, testing and installation
observations by BLE.
5.3 Seismic Site Classification
Evaluation of the seismic site classification in general accordance with the provisions of the North
Carolina Building Code (2006 edition) was performed based on the profiles observed within our soil
test borings. Based on this estimate, we recommend a seismic site classification of "D" as defined in
Table 1615.1.1 of the building code.
5.4 Slopes
We have assumed that cut and engineered fill slopes for the project will be no more than 15 to 20 feet
in height_ For slopes of this height, the slope should be no steeper than two horizontal to one vertical
(21-1 : 1 V).
The slopes and toe areas on both sides of the stream and both upstream and downstream sides of the
embankments should be protected from erosive floodwaters. We recommend that the slopes and toe
areas be armored with suitable size riprap underlain by 6 inches of bedding stone such as No. 57 and a
nonwoven geotextile.
6.0 CONSTRUCTION CONSIDERATIONS
6.1 Site Preparation
All existing topsoil, vegetation, disturbed soils, and surface soils containing organic matter or other
deleterious materials should be stripped from within the proposed bridge foundation areas. After
stripping and rough excavation grading, we recommend that areas to provide support for the foundations,
structural fill, and any pavements be carefully inspected. for soft surficial soils and proofrolled with a 25
to 35-ton, four -wheeled, rubber -tired roller or similar approved equipment.
The proofrol ling and excavating operations should be carefully monitored by an experienced engineering
technician working under the direct supervision of the geotechnical engineer.
8

a
'Pleasant Grove Road Bridge No. 2"/Seven Falls GolJand River Club February 19, 2008
Henderson County, North Carolina BLE Project No. J07-5144-05
The road embankment for the approach to the north bridge abutment will be built across an area of soft
and loose alluvial soils. These alluvial soils will consolidate under the weight of new embankment
fill. We recommend that the embankment fill be installed early in the project to permit the settlement
to occur prior to pavement construction. Monitoring of settlement plates installed at the base of the fill
and monuments installed along the surface of the completed fill would aid in determining when
settlement rates become negligible and construction may proceed. A biaxial geogrid may also need to
be placed at the base of the soil fill as reinforcement to "bridge" softer zones. Once the geometry of
the embankment (i.e., height, width, and side slopes) are known, we are available to work with you to
evaluate and design any needed reinforcement for this road embankment.
6.2 Fill Placement
Soil to be used as engineered fill should have a plasticity index of 30 or less, and be free of topsoil,
vegetation, debris, trash or other deleterious material. Engineered fill used for raising site grades or for
replacement of material that is over excavated as a result of poor proo&olling performance should be
compacted in thin lifts to at least 95 percent of the modified Proctor maximum dry density (ASTM
D 1557). In addition, at least the upper 24 inches of any fill beneath pavement subgrade levels should be
compacted to 100 percent of the of the modified Proctor maximum dry density. The moisture content of
the soil during compaction should be within plus or minus three percentage points of the optimum
moisture content as determined in accordance with the Proctor test. We recommend fill placement in
maximum eight -inch thick loose lifts with a maximum particle size of three inches. Larger particles
should be well distributed within the fill.
Fill placed along existing slopes, should be placed and compacted in horizontal layers beginning at the
base of the slope, with each layer benched into the existing slope in a stair -step fashion. This method
of fill placement on slopes minimizes the risk of developing a failure plane between the two materials.
The surface of compacted subgrade soils can deteriorate and lose its support capability with exposed
to environmental changes and construction activity. Deterioration can occur in the form of freezing,
formation of erosion rills and gullies, extreme drying, or rutting by construction traffic. We
recommend the subgrades of slabs -on -grade and pavements that have deteriorated or softened be
proofrolled, scarified, and recompacted prior to construction of the floor slab or pavement.
0

"Pleasant Grove Road Bridge No. 27Seven Falls Golf and River Club February 19, 2008
Henderson County, North Carolina BLE Project No. J07-5144-05
6.3 Construction Observation
Drilled Shafts
The drilled shafts should be installed using a temporary steel casing and the dry hole method with
bottom inspection by the geotechnical engineer. Water inflow through seamy, fractured rock material
may require extending the casing deeper into the material. The steel casing should be installed deep
enough to allow workers to safely excavate, clean, and inspect the drilled pier, but leaving the sides of
any rock socket exposed for inspection. A minimum drilled pier diameter of 30 inches is
recommended to provide reasonable entry space for cleaning, bottom preparation, and inspection.
The protective steel casing may be extracted as the concrete is placed. However, the protective steel
casing should not be moved until the concrete is well above the ground -water level. A sufficient head
of concrete should be maintained above the.bottom of the casing during withdrawal and the contractor
should prevent concrete from "hanging -up" inside the shell which can cause soil and water intrusion
below the casing.
The borings indicate that ground water will be encountered during foundation construction. The
contractor should be prepared to control ground water. Pumps should be used to maintain less than
two inches of water in the hole during cleaning and inspection. After approval, the pumps should be
pulled and concreting commenced immediately. Ground water could cause the bearing material to
soften and degrade, thus requiring that the softened material be removed before foundation
construction.
Close observation and monitoring by the geotechnical engineer, who is familiar with the subsurface
conditions and installation procedures at the site, is considered necessary during drilled shaft
installation in order to observe that the shafts are installed satisfactorily to meet the design intent and
criteria. During shaft installation, the engineer should (1) verify that the shafts are within the
tolerances for location (referenced to a surveyor's stake nearby) and verticality, (2) measure the shaft
diameter, (3) record the tip depth and compute the elevation, (4) verify that the bottom has been
properly cleaned out and the anticipated bearing material is exposed, (5) verify that any soil and
ground -water intrusion is properly controlled, and (6) inspect the socket sides and base of the drilled
shaft excavations prior to placing concrete, An inspection cage may be required in the socket section
of the shaft extending through more than a few feet of partially weathered rock below the main
temporary casing. Moving construction equipment should not be allowed to pass within a distance of
50 feet from the drilled shaft while a man is within the shaft.
m

r
"Pleasant Grove Road Bridge No. 27Seven Falls Golfand River Chub February 19, 2008
Henderson County, North Carolina BLE Project No. A7-5144-05
We recommend that the drilled pier construction include at least one probe hole in the bottom of each
drilled pier excavation. The probe holes should be about 1.5 inches in diameter and are usually drilled
with a pneumatic percussion drill. These probe holes should be drilled to a depth of at least 1.5 times
the pier bottom diameter or to 10 feet, whichever is less. Each hole should be checked by the
geotechnical engineer with a steel feeler rod to assess the rock continuity. If this check indicates
discontinuous rock or compressible seams, the drilled hole should be excavated deeper. Additional
probe holes may be required by the geotechnical engineer to check piers supported on marginal
material.
Driven Piles
As described in our Design Recommendations (Section 5.2), steel H-piles or pipe piles should be
driven to refusal. Physical inspection of the bearing level cannot be performed for driven piles.
Driven piles may refuse on boulders or layers of hard partially weathered rock underlain by residual
soils. An evaluation of the pile hammer energy and anticipated driving conditions should be
performed prior to construction to develop specific refusal criteria for driven piles.
Prior to installing the piles, the geotechnical engineer should be informed of the specific equipment
proposed for use, by the selected pile installation contractor. Based on this information, the
geotechnical engineer should determine the penetration resistance values required to achieve the
desired compressive capacity from the acceptable dynamic pile driving formulas.
Close observation and monitoring by the by geotechnical engineer, who is familiar with the subsurface
conditions and installation procedures at the site, is considered necessary during installation in order to
observe that the piles are installed satisfactorily to meet the design intent and criteria. During pile
installation, the engineer should would determine if the installation is being performed according to
our recommendations and generally confirm the proper operation of the contractor's equipment. The
engineer will also confirm from viSLial appearance that the piles are not damaged during installation
and inspecting the piles prior to installation for defective workmanship and verify that the piles are
installed to the proper driving resistance and to a depth indicative of the intended bearing stratum.
6.4 Construction Groundwater Control
Excavations along the unnamed creek will likely encounter water. Dewatering or seepage -cutoffs
would be needed for any construction significantly below this level.

"Pleasant Grove Road Bridge No. 27Seven Falls Golf and River Club February 19, 2008
Henderson County, North Carolina BLE Project No. A7-5144-05
7.0 BASIS & LIMITATIONS OF THE REPORT
Our evaluation of foundation support conditions has been based on our understanding of the proposed
construction as described in this report and the subsurface conditions encountered by our field
exploration. The general subsurface conditions used in our geotechnical evaluations have been based
on interpolation of subsurface data between borings. In evaluating the boring data, we have examined
correlations between soil penetration resistances and foundation bearing pressures. If the project
information section in this report contains incorrect information, or if additional information becomes
available, you should convey the corrected or additional infonnation to us for our review.
Regardless, of the thoroughness of a geotechnical exploration, there is a possibility that conditions
between test borings will differ from those at a specific test boring location, and that conditions will
not be as anticipated by the designers or contractors. In addition, the construction process may alter
soil conditions. Therefore, experienced geotechnical personnel should observe and document the
construction procedures and the conditions encountered. Unanticipated conditions and inappropriate
procedures would then be reported to the design team, along with timely recommendations to solve the
problems encountered, or created. We recommend that the owner retain BLE to provide this service,
based upon our familiarity with the subsurface conditions, the project design, and the intent of the
recommendations.
The assessment of site environmental conditions for the presence or absence of wetlands, or of
pollutants or contaminants in the soil, rock, or water of the site was beyond the scope of this
exploration.
12

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LA
DRAWN- SCI DATE, Feb 2008
CHECKED: GLW CAD. PGRB2-BLP
APPROVED: JOB NO: J07-5144-05
IBLEWC
BLINNELL-LAMMONS ENGINEERING, INC.
105 FAIRVIEW ROAD, SUITE A
ASHEWLE NORTH CAROLINA 28803
PHONE: (828}277—OtDO FAX: 277•-0110
REFERENCE:
USGS TOPOGRAPHIC MAP, 7.5 MINUTE SERIES
HORSE SHOE QUADRANGLE, NORTH CAROLINA
FIGURE
SITE LOCATION MAP
'PLEASANT GROVE ROAD BRIDGE No, 2'
SEVEN FALLS GOLF AND RIVER CLUB
HENDERSON COUNTY, NORTH CAROLINA

LEGEND
APPROXIMATE LOCATION OF
Q5 SOIL TEST BORING
Not To Scale
DRAWN: SCI DATE: Feb 2008
CHECKED: GLW CAD.- PGRB2—BLP
APPROVED- J18 NO, J07-5144-05
13-2
REFERENCE:
131MMI-Ism
BUNNELL—LAMMONS ENGINEERING, INC.
105 FAIRVIEW ROAD, SUITE A
ASHEVILL NORTH CAROLINA 28803
�
PHONE-. (82a 277-0100 FAX [phone]
T-
0
Ln
Ed'Holmes and Associates
BORING LOCATION PLAN
'PLEASANT GROVE ROAD BRIDGE No, 2"
SEVEN FALLS GOLF AND RIVER CLUB
HENDERSON COUNTY, NORTH CAROLINA
FIGURE

Pleasant Grove Road Bridge#2 /Seven Falls Golfand River Club February 19, 2008
Henderson County, North Carolina BLE Project No. J07-5144-05
Photograph 1
Proposed North and South Abutments
(looking south)
I
Photograph 2
Looking West from Proposed North Abutment

Pleasant Grove Road BridgeU /Seven Falls Gol -and River Club February 19, 2008
Henderson County, North Carolina BLE Project No. J07-5144-05
Photograph 3
Looking East from Proposed North Abutment
Photograph 4
Looking North from Proposed South Abutment
i

Pleasant Grove Road Bridge#2 / Seven Falls Golf and River Club February 19, 2008
Henderson County, North Carolina BLE Project No. J07-5144-05
Photograph 5
Looking East at Proposed South Abutment
! � c�� r3._ 9r�+ i� s/., _-'i-YN r� ,�+'w �.. �X,r' • ^-�+r "'r a" S �.: /'3ct" ti r t- �5� $, :i
a.
k.,��.,}�'=5Fx3�
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Photograph 6
Looking at unnamed creek

KEY TO SOIL CLASSIFICATIONS ARID CONSISTENCY DESCRIPTIONS
BUNNELL-LAMMONS ENGINEERING, INC.
. ASHEVILLE, NORTH CAROLINA
Penetration Resistance*
Relative
Blows per Foot
Density
SANOS
0 to 4
Very Loose
5 to 10
Loose
11 to 20
Firm
21 to 30
Very Firm
31 to 50
Dense
over 50
Very Dense
Penetration Resistance*
Consistency
Blows per Foot
SILTS and CLAYS
0 to 2
Very Scat
3 to 4
soft
5 to 8
Firm
9 to 15
Stiff
16 to 30
Very Stiff
31 to 50
Hard
over 50
Very Hard
-ASTM D 1586
® Grab Sample
® Split Spoon Sample
Undistrurbed Sample
®® Well -graded Gravel
® GW
O
Poorly -graded Gravel
o GP
KEY TO DRILLING SYMBOLS
Particle Size Identification
Boulder, Greater than 300 mm
Cobble: 75 to 300 mm
Gravel:
Coarse - 19 to 75 mm
Fine - 4.75 to 19 mm
Sand:
Coarse - 2 to 4.75 mm
Medium - 0.425 to 2 mm
Fine - 0.075 to 0.425 mm
Silt & Clay: Less than 0.075 mm
12 Number of blows in first 6-inches
15 Number of blows in second 6-inches
16 Number of blows in third 6-inches
VGroundwater Table at Time of Doling
0 Groundwater Table 24 Hours after Completion or Drilling I
KEY TO SOIL CLASSIFICATIONS
Low Plasticity Clay
CL
Clayey Silt Silty Sand
MH SM
Sandy Silt
MLS
—`-'% Topsoil
5
L .i ;: TOPSOIL
Partially Weathered Rock Silty Clay Sand Bedrock
BLDRCBBL CL-ML SW BEDROCK
<v
High Plasticity Clay Silt Clayey Sand r. <v Concrete
CH ML SC A5
r �.

I
IBLMINC.
SOIL TEST BORING NO. B-1
PROJECT: Pleasant Grove Road Bridge #2 PROJECT NO.: J07-5144-05
CLIENT: William G. Lapsley — START: 1-9-08 END: 1-9-08
BUfNNELU AMPACM
EMINEERNG, INC.
LOCATION: Etowah, North Carolina ELEVATION: 2079
DRILLER: Metro Drill, Inc., CS/TB LOGGED BY: S. InterGcchia
Gs=ct'aicALArDENvetoreys=trrAl
.
CONSULTANTS
DRILLING METHOD: Acker ADII; 2-114 inch hollow stem auger
W -
DEPTH TO - WATER> INITIAL: 4 AFTER 24 HOURS: CAVING>M.
N
w
ELEVATION!
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (Fr)
TYPE
2 BLOWSIFOOT
a
0 2 5 10 20 30 40 50 70 BO
Very loose, dark brown, very silty, fine to medium SAND with small roots,
- (alluvium)
:•
..
:...:....:..t...-....i... _
2
Soft, dark brownish -gray, slightly clayey, fine to medium sandy SILT -
2
'
(alluvium)
:...:....:..:.. _.. , .:.
2075
4
2
2
.. i _.. -
2
6
---------------------------------
Loose, light gray, slightly micaceous, very sitty, fine to medium SAND
3
.....:...:....:.._.._
= '-
with rounded gravel - (alluvium)
:::::•
:.,..;.
4
..... -.. _.. - - - -
:...:....:........:. _..:.
2070
4
:...:....:.. _....: _
Firm, orangish�ray, slightly micaceous, wet, very silty, fine to medium
;::
''
'
SAND - (residuum)
:,
G
'..:....
12
:....... :
:
.::..
.:
6
2065
14
9
16
.•:.::......
:...:....:..:..:........:.......... :. _
18
..
.,
i.....:..
..
2060--
Loose to dense, tannish -grayish -brown, slightly micaceous, wet very
:.'
'
_'
silty, fine to medium SAND - (residuum)
B
22
:....:..c.....
2055
24
::
•:
' ::
4
4
:
7
16
. .
2D50
;
21
:...:....:..:..:....:...m..:...:..:
32
:
................
501y
2045
34
5013"
PARTIALLY WEATHERED ROCK which sampled as dark gray,
micaceous, silty, fine to medium SAND
Auger refusal at 35 feet Ground water encountered at 4 feet at time of
36
:...:...:.. ...:....:....i........... ..:...
drilling.
38
...........
1 2040
i
:... .....:..:.. .....:......:...:..:..:. _..
SOIL TEST BORING NO. B-1
Sheet 1 of 1

INC,
SOIL TEST BORING NO. B-2
PROJECT: Pleasant Grove Road Bridge #2 PROJECT NO.: J07-5144-05
CLIENT: William G. Lapsley START: 1-9-08 END: 1-9.08
BUNNELL-LAA MOM
ENIMEERING, NC.
LOCATION: Etowah, North Carolina ELEVATION: 2079
DRILLER: Metro Drill, Inc., CSfTB LOGGED BY. S. Interlicchia
GEorec+�ecauAmE►n+oeoNr>?ruL
CONSULTAM
DRILLING METHOD: Acker ADII; 2-114 inch hollow stem auger
T
DEPTH TO - WATER> INITIAL: -7 4.5 AFTER 24 HOURS: 1 CAVING> 337
m
Lu
ELEVATION!
SOIL DESCRIPTION
SOIL
nJ STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWSJFOOT
a
2 5 10 20 30 40 50 70 90
Very loose, dark brown, very silty, fine to medium SAND with small roots
(alluvium)
:•::.;
.•
:...:....:..:..:....:....:..:..._.._. _
Soft, dark brown and gray, slightly clayey, fine to medium sandy SILT -
:'
''
(alluvium)
;
'•
1
'
2075
4
7
.....+........:......: 7
1
6
2
c.................
=
Loose, yellowish -brown, wet, very silty, fine to medium SAND -
::.:.
(residuum)
.:';::
• :
3
4
:...i�•i .............:..,...c
2070
---------_ , _ _— _-----------------
Loose, orangish gray, slightly micaceous, wet, very silty, fine to medium
Z
:...:....:..:..:.... _.... :.._..:..:..
:_:
'; :::.
..
SAND
2
5
:9
. �.�
-•..:
s
2065
14
�
16
..............
18
..........
5
-20
6'
...-.:
7
:....' ..
26
28
-.
.
2050--
Firm to dense, tannish -grayish -brown, slightly micaceous, wet, very silty,
11
:
.,:
''
'`
fine to medium SAND
17
: �=
32
:..:.a..
..:
c
:...:....:..:..:....:......:...:..:.
'doiz"
2045
34
5012
PARTIALLY WEATHERED ROCKwhich sampled as dark gray,
3
icaceous, silty, fine to medium SAND
�.uger
R_t
refusal at 34 feet. Started rock coring.
Mottled gray and light gray, very slight to moderate weathering, hard to
36
:...:....:..:..:....:...._.._...:
i
moderately hard augen GNEISS
3
R-1 recovery =• 95%, ROD = 80%
:...:....; ..:..... , i......: _....:..:. _..
38
R-2 recovery = 70%, ROD = 60%
.................._.. _............._..._.,..._...
i 2040
R2......
...........:....:....:..:...:..:..: _
SOIL TEST BORING NO. B-2
i _ Sheet 1 of 2

INC.
SOIL TEST BORING NO. B-2
'
PROJECT: Pleasant Grove Road Bridge #2 PROJECT NO.: J07-5144-05
CLIENT: William G. Lapsley START: 1.9-08 END: 1-9-08
BLMELU. MOM
EM®dEERMIG, INC.
LOCATION: Etowah, North Carolina ELEVATION: 2079
(k0TEcHw-ALAmIl!WAR0NWW AL
DRILLER: Metro.Drill, Inc., CS/TB LOGGED BY: S. Interlicchia
CONSULTANT8
DRILLING METHOD: Acker ADII; 2-114 inch hollow stem auger_
DEPTH TO -WATERS INITIAL: SZ 4.5 AFTER 24 HOURS: CAVING M
- �
N
W
ELEVATIONI
SOIL DESCRIPTION
SOIL
-j STANDARD PENETRATION RESULTS
DEPTH (F r)
TYPE
a BLOWSIFOOT
U) 2 5 10 20 30 40 50 70 90
Highly fractured from 39.5 to 40.83 feet
=
Mottled gray and light gray, very slight to moderate weathering, hard to
moderately hard augen GNEISS
= =
42
R-1 recovery = 95%, RQD = 80%
:...:....:..:..:.... ................:.:..
R-2 recovery = 70%, RQD = 60%
L.......:..:.. i... _......_...:.
2035
44
.............
Boring terminated at 44 feet. Ground water encountered at 4.5 feet at
:..:..:....:.......:...:..:..:
time of drilling.
i............ :. _..
46
.....:... .............. ........
48
:..":."..:"._..:....:....:..:...:..:...._..
2030
i...i....:.....:.........:...:...c..:..i....
50
:...:....:.............._......_..:..i._..
2025
54
.............. _..:...:..:....:.
56....
..c......... :.................: ......:....
58
:.. ":....: " . _.. _.... _............:..:..:.:..
2020
..... i ...:.......... ...................
60
....i...:....:.._..:.........i......_..:.._._..
62
..... i...:....:..:.. ..... ........... c ..:..:....
2015
64
c...c....:...............:............i.,..
66
c... c... ":.......... _...._ .. _...:..:....:..
68
.....:...i....:..:..:....:.... .._...:...........
2010
..............................:...:..:..:.:..
70
... i....:..:..:....:.........._.._..:....
72......
:...:....:..........:...._.._..............
2005
74
............:........._......_..i.._....
i
i
76
...........................................
78......
:...:.......:..:........ ":......_.:..:._..
2000
i
.....:........ i .. i..'_.........:..:... _ ....... _..
SOIL TEST BORING NO. B-2
Sheet 2 of 2

ELMINC. SOIL TEST BORING NO. B-3
PROJECT: Pleasant Grove Road-B. ida #2 PROJECT NO.: J07-5144-05
BUNNELL-LAMMO dS CLIENT: William G. Lapsley START: 1-16-08 END: 1-16-08
ENGINEERNG, INC. LOCATION: Etowah, North Carolina ELEVATION: 2084
GeoTEa+wc A�Flrv�oNlr TAL DRILLER: Metro Drill, Inc., CS/TB LOGGED BY; S. Interlicchia
CONSULTANTS DRILLING METHOD: Mobile BK-51; 2-114 inch hollow stem_ auger
DEPTH TO - WATER> INITIAL: -V- 9.5 AFTER 24 HOURS: 1 4 CAVING>77
ELEVATION/
EPTH {Poly I SOIL DESCRIPTION SOIL
TYPE
Loose, brownish -red, slightly clayey, very silty, fine to medium SAND -
(residuum)
2
2080 4 Loose and very loose, grayish -white, slightly micaceous, verysilty, tine
to medium SAND - (wet)
6
8
2075
10
12
2070 14 Loose to dense, tannish -grayish -brown, slightly micaceous, wet, very
silty, fine to medium SAND
16
18
2065
20
22
2060 24
26
28
2055
30
32
2050 -T 34
'J 36
nl � 38
a d 2045
PARTIALLY WEATHERED
silty, fine to medium SAND
as light grayish -brown,

MBLIBIN'C.
SOIL TEST BORING NO. B-3
PROJECT: Pleasant Grove Road Bridge #2 PROJECT NO.: J07-5144-05
CLIENT: William G. Lapsley START: 1-16-08 END: 1-16-08
BUNNELL-LMM.5
ENGINEERING, INC.
LOCATION: Etowah, North Carolina ELEVATION: 2084
DRILLER: Metro Drill, Inc., CS/TI3 LOGGED BY: S. Interlicchia
C-EorECHwau.AmDE.wvw4maxrxL
CoNsuLTAwm
DPJLLING METHOD: Mobile BK-51; 2-114 inch hollow stem auger
-_
DEPTH TO -WATERS INITIAL: �Z 9.5 AFTER 24 HOURS: 4 CAVING
N
ELEVATION/
SOIL DESCRIPTION
SOIL
' STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWSIFOOT
2 5 10 20 30 40 50 70 90
PARTIALLY WEATHERED ROCK which sampled as light grayish -brown,
silty, fine to medium SAND
..."".."
eea�me o
42
=
drilling and at 4 feet after 24 hours.
2040
44
.....:...:....:.. _..:.... _...... _...:..:..:. _..
46
:..._...._.._..:....:......_...:..:..:
48
.....:...:....:.. _.. _....:...... _...:..:. , i . _. .
2035
...... =
50
:...:. :..:.._....:...._.._...:.:.: _
52
......
2030
54
i...:...............:......:.......:..:.:..
56
:........:..:............_......:..:..:...
2025
.....:...:.................
60
:...:....:..:..:....:........._.:.:.
2020
64
......................
66
.............
68
......
2015
...... :...:............ :
70
r...:....:..... ..........._...:..:..:....
72
.....:...:....:..........:....:....
2010
74
i...:....:................_...:..:.._...
76
... _...... _.. _.... _..................:
78
............... _
2005
:...:.......:.........
SOIL TEST BORING NO. B-3
Sheet 2 of 2

4�®® INc. SOIL TEST BORING NO. B-4
PROJECT: Pleasant Grove Road Bridge #2 PROJECT NO.: J07-5144-05
BLNINELU AMMONS CLIENT: William G. Lapsley ,W START: 1-16-08 END: 1-16-08
ENGENEEFMG, INC. LOCATION. Etowah, North Carolina ELEVATION: 2084
GEoTec"wCu.ANDExvlr4Nmmf u_ DRILLER: Metro Drill, Inc., CSITB LOGGED BY: S. Interlicchia
COt18Ul.TWM DRILLING METHOD: Mobile BK-51; 2-1/4 inch hollow stem auger
DEPTH TO - WATER> INITIAL: �Z 8.5 AFTER 24 HOURS: T 5 CAVING>M7
ELEVATION!
SOIL DESCRIPTION
SOIL
ii STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWSlFOOT
a
2 5 10 20 30 40 50 70 90
to medium SAND
PARTIALLY WEATHERED ROCK which sampled as light brown, silty, fine
= = = = = = =
to medium SAND
42
Auger refusal at 42 feet. Started rock coring.
R 1
.... ' - - -
Mottled tight gray to gray, very slight weathering. Hard to very hard
.... = = = = = = = .. • •.. •. •=..
augen GNEISS
2040
44
R-1 recovery =100%, RQD = 90%
................:..:.
R-2 recovery = 100%, RQD = 95%
.......:....:.. _..........._......c..t..:._..
46
R-2
:...:....:.._.._...._......................
48......
:...:....:........................ :..:.......
2035
Diagonal fracture 45 degree dip at 48.5 feet
52......
:........ :................. :...:...:..:.._ _
Boring terminated at 52 feet. Ground water encountered at 8.5 feet at
:...:....:..:.. _....:.....:...:.._..:. _..
time of drilling and at 5 feet after 24 hours.
2030
54
......
56
......
58
...... ..:..._..c.._.:..
2025
..... :...:....:....... .... _...._ ...... _ .. _ ...... .
60
...........:....:...._.....
62
:...c....c.._..:...._....r.......:..:..: .
2020
64
66
:...:.... :........... ....:..:..._..:.......
68
2015
...... ..:...:.._.._.:..
70
:...r........_.._....:....:.._...:..:..:
72
.....:...:....:..:..:....:....:..:...:..:..: _
2010
9
74
.....:...:....:.._..:....:...._..:...:..:..:.:..
76
:...:....:..:..:......... :....... :..:.......
a
78
.....
2005
:...:....:.....:....:....:.. _...:..:..:.:..
7
z SOIL TEST BORING NO. B-4
Sheet 2 of 2

FIELD DRILLING AND SAMPLING PROCEDURES
SOIL TEST BORINGS
The borings were made by mechanically twisting a continuous flight steel auger into the soil. Soil
sampling and penetration testing were performed in general accordance with ASTM D 1586. At
assigned intervals, soil samples were obtained with a standard 1.4-inch I. D., 2-inch O. D., split -tube
sampler. The sampler was first seated 6 inches to penetrate loose cuttings, and then driven an
additional 12 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer
blows required to drive the sampler the final 12 inches was recorded and is designated the
"penetration resistance." The penetration resistance, when properly evaluated, is an index to the soiI's
strength and foundation supporting capability.
Representative portions of the soil samples, thus obtained, were placed in glass jars and transported to
the laboratory. In the laboratory, the samples were examined by a geotechnical engineer to verify the
driller's field classifications.
CORE DRILLING
Prior to coring, casing was set in the drilled hole through the overburden soils to keep the hole from
caving.. Refusal materials were then cored according to ASTM D 2113 using a diamond -studded bit
fastened to the end of a hollow double -tube core barrel. This device was rotated at high speeds, and
the cuttings brought to the surface by circulating water. Core samples of the material penetrated were
protected and retained in the swivel -mounted inner tube. Upon completion of each drill run, the core
barrel was brought to the surface, the core recovered was measured, the samples were removed, and
the core was placed in boxes for storage.
The core samples were returned to our laboratory where the refusal material was identified and the
percent core recovery and rock quality designation (RQD) was determined by a geotechnical engineer
(reference the previous Subsurface Conditions section of this report).
Refusal material descriptions, recoveries, and bit size used are shown on the Test Boring Records.
The NQ size designates a bit which obtains rock cores I-7/8 inches in diameter. Rock core samples
are classified based on the following definitions:
HARDNESS:
Very Soft:
Pieces 1 inch or more in thickness can be broken by finger pressure; can be
scratched readily by a fingernail.
Soft:
May be broken with fingers.
Medium:
May be scratched with a nail; corners and edges may be broken with fingers.
Moderately
Moderate blow of hammer required to break sample.
Hard:
Hard:
Hard blow of hammer required to break sample.
Very Hard:
Several hard blows of hammer required to break sample.
ROCK QUALITY DESIGNATION (RQD):
Rock Oualit
RQD, Percent
Excellent
90 to 100
Good
75 to 90
Fair
50 to 75
Poor
25 to 50
Very Poor
0 to 25

'Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 7 - forebay+main pool
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (h) Contour area (sgft)
0.00
2072.00
4,874
1,00
2073.00
7,557
2.00
2074.00
9,124
4.00
2076.00
12,555
4.50
2076.50
13,471
5.00
2077.00
16,159
5.50
2077.50
18,994
6.00
2078.00
20,591
7.00
2079.00
22,329
8.00
2080.00
24,113
Culvert / Orifice Structures
[A]
[BI
[C]
Rise (in)
= 30.00
3.00
0.00
Span (in)
= 30.00
3,00
0.00
No. Barrels
= 1
1
0
Invert El. (ft)
= 2071.00
2077.00
0.00
Length (ft)
= 45.00
0.00
0.00
Slope (%)
= 4.00
0.00
0.00
N-Value
= .013
.013
.000
Orif. Coeft.
= 0.60
0.60
0.00
Multi -Stage
= n/a
Yes
No
Stage / Storage / Discharge Table
Stage
Storage
Elevation
CIv A
ft
Cuft
ft
cfs
0.00
0
2072.00
0.00
1.00
6,216
2073.00
6.37
2.00
14,556
2074.00
6.37
4.00
36,235
2076.00
6.37
4.50
42,742
2076.50
6.37
5.00
50,149
2077.00
6.37
5.50
58,937,
2077.50
6.37
6.00
68,834
2078.00
6.37
7.00
90,294
2079.00
6.37
8.00
113,515
2080.00
62.68
[D]
0.00
0.00
0
0.00
0.00
0.00
.000
0.00
No
Incr. Storage (tuft) Total storage (tuft)
Friday, Jun 27 2008, 10:55 AM
0
0
6,216
6,216
8,341
14,556
21,679
36,235
6,507
42,742
7,408
50,149
8,788
58,937
9,896
68,834
21,460
90,294
23,221
113,515
Weir Structures
[A]
[B]
[C]
Crest Len (ft)
= 16.00
20,00
0.00
Crest El. (ft)
= 2078.80
2079.00
0.00
Weir Coeff.
= 3.33
2.60
0.00
Weir Type
= Rect
Broad
---
Multi-Stage
= Yes
No
No
[D]
0.00
0.00
0.00
No
Exfiltration = 0.000 irVhr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverVOrifice outflows have been analyzed under Inlet and outlet control.
CIv B
CIv C
CIv D
Wr A
Wr B
Wr C
Wr D
Exfil
Total
cfs
cfs
cfs
cfs
cis
cfs
cfs
cfs
cfs
0.00
---
---
0.00
0.00
---
---
---
0.00
0.00
---
---
0.00
0.00
---
---
0.00
0.00
---
--
0.00
0.00
---
---
---
0.00
0.00
---
---
0.00
0.00
---
0.00
0.00
---
---
0.00
0.00
---
---
---
0.00
0,00
---
---
0,00
0.00
---
---
-
0.00
0.14
---
-
0.00
0.00
---
---
---
0.14
0.22
---
---
0.00
0.00
---
-
0.22
0.32
4.76
0.00
---
---
5.09
0.20
---
62.48
52.00
---
---
-
114.68

Precipitation Frequency Data Server
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&sei
POINT PRECIPITATION"°�"�''�
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 35.2880 N 82.5965 W 2103 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M•Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Apr 112007
Confidence Limits.Seasonality j Location Maps Other Info. j GIS data Maps Help Docs U.S. Map
Precipitation Intensity Estimates (in/hr)
ARI* 5 IO 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min ..min min min min hr hr hr hr hr, day day day day day day day
1 4.6I 3.68 3.07 2.10 1.31 0.77 0.56 0.38 0.24 0.15 .0.09 0.05 0.03 0.03 0.02 0.02 0.01 0.01
2 5.50 4.40 :3.68 2.55 1.60 0.94 0.68 .0.45 0.29 0.I8 0.11 0.06 0.04-.0.03 0.02 '0.02 0.02 0.01
5 6.56 5.26 - -4.43 3.15 2.02 1.18 0.85 0.56 0.36 0.22 0.13 0.07 0.05 0.04 0.03, 0.02 0.02 0.01
10 7.38 5.90 -'4.97 3.60 2.35 1.38 0.99 0.65 0.41 0.25 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.02
25 8.42 6.71 5.68 -4.20 2.80 1.65 1.20 0.78 0.49 0.30 0.17 0.09 0.06 :0.05 0.03 .0.02 0.02 0.02
50 9.22 7.34 :6.20 4.67 3.16 1.87 1.37 0.89 0.55 0.33 0.19 0.10 0.07 0.06 0.03 :0.03 0.02 0.02
100 10.03 7.97 f6.72 5.14 3.54 2.11 1.56 1.02 0.62 0.37 0.22 0.11 0.08 0.06 0,04 0.03 0.02 0.02
200 10.82 8.59 'J.22 5,62 3.94 2.36 1.76 1.15 0.69 0.41 0.24 0.12 0.08 0.07 0.04 0.03 0.02 0.02
500 11.88 9.40 7.88' 6.27 4.50 2.72 2.05 '1.35 0.79 0.47 0.27 0.14 0.09 ;0.07 0.04 `0.03 0.02 0.02
- 1000 12.73 I0.02 !8.38 6.79 4.96 3.02 2.30 -1.53 0.88 0.51 0.29 0.15 0.10 .0.08 0.05 :0.03 0.03 0.02
Text version of-taBfe . ' These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
_. Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.

APPENDIX C
Laboratory Test Results
Laboratory Test Procedures

Particle size Determination
..
....... L-.A �T, KI. 4.120... - ,
an N.
iN M
, �­ (0 anesWii.-I.I.
_4
Samp le N ow'
.
-, _.. 1
Ei IT
e
Si it .'y
-Ca
I, I,
50;,
I�jj
'jj':j:
0.
I Al-
1 HI
B-1 and B-2 i
3.5 to 6
9.4
33.7
56.9
---
B-1
18.5 to 33.5
3.2
12.1
33.1
47.7
---
B-3
13.5 to 38.5
2.0
8.3
40.4
47.3
B-4
6 to 8.5
0.5
=_ =6
37.7
53.5
Laboratory Moisture Content
­z
,
W&VW6ghtfMbP!ghf
­jf! " .I
'-2
Wi9tr -6-n t6fif
! ;
9'!
amp eNO!RTDep4
.
IT vHM
Jo
a !!'.,
NTV
... . .. .... U:g
JU.1jEid
is
X6!
,
E.
I to 3.5
52.34
32.50
61.0
B-1
13.5 to 18.5
59.47
43.07
38.1
18.5 to 33.5
220.03
165.68
32.8
8.5 to 13.5
51.61
36.30
42.2
B-2
13.5 to 20
75.28
52.76
42.7
6 to 8.5
76.18
44.09
72.8
P-3
13.5 -to 18.5
288.88
.214.75
34.5
18.5 to 38.5
54.68
38.69
41.3
3.5 to 6
50.38
41.22
22.2
B-4
28.5 to 38.5
244.59
175-77
39.2
Unconfined Compression Strength on Rock
--LZ fi t h, ii2
0.�.
ION ANN
C ILI
: �;,F
Sample
�
0. _
qi�r�t
- _. ! I . L
-D t
tE
-b ame efit!
�fM 0
j PIVI",
psi:
R5Hii}
-i
H
B-2
38.5 to 39
1.862
3.57
1.92.
2.72
15,307
5,630
44.5 to 45
1.869
3.55
1.90
2.74
16.504
6,020
B-4
45 to 45.5
1.871
3.55
1.90
2.74
16,133
5,870
Job Name: Seven Falls Golf and River Club "Pleasant Grove Road" Bridge No: 2.
Job Number: ' J07-5144-05
Laboratory Assignment No: Ash-2378
Prepared By: sci
Checked By: GLW
A

LABORATORY TEST PROCEDURES
NATURAL MOISTURE CONTENT
The natural moisture content of selected samples was determined in accordance with ASTM D 2216.
The moisture content of the soil is the ratio, expressed as a percentage, of the weight of water in a
given mass of soil to the weight of the soil particles. The results are presented in the attached
Summary of Laboratory Test Data.
GRAIN SIZE DISTRIBUTION
Grain size tests were performed on representative soil samples to determine the particle si7.e
distribution of these materials. After initial drying, the samples were washed over a U: S. Standard
No. 200 sieve to remove the fines (particles finer than a No. 200 mesh sieve). The samples were then
dried and sieved through a standard set of nested sieves. This test was performed in a manner similar
to that described by ASTM D 422. The results are presented as percent finer by weight versus
particle size curves on the attached Grain Size Distribution sheets.
SOIL PLASTICITY
Representative samples of the upper clayey soils were selected for Atterberg Limits testing to
determine their soil plasticity characteristics. The soil's Plasticity Index (PI) is representative of this
characteristic and is bracketed by the Liquid Limit (LL) and the Plastic Limit (PL). These
characteristics are determined in accordance with ASTM D 4318, The LL is the moisture content at
which the soil will flow as a heavy viscous fluid. The PL is the moisture content at which the soil
begins to lose its plasticity. The data obtained are presented on the attached Summary of Laboratory
Test Data.
Certain soils swell and shrink with increases and decreases in soil moisture. The PI is related to this
potential volume change ability. When such volume changes occur in soils confined beneath
foundations, floor slabs, and pavements, structural deforrnations can be produced. Past experience
has shown that soils having a PI of less than 30 are only slightly susceptible to volume changes. Soils
having a PI greater than 50 are generally very susceptible to these volume changes. Soils with a PI
between these limits have moderate volume change potential. The soils tested at this site are
susceptible to volume change
ROCK CORE UNCONFINED COMPRESSION
Selected pieces of rock core were tested in unconfined compression (ASTM D 2938). Rock core
samples were cut into lengths approximately twice their diameter and capped with a compound.
The cores were then tested in compression to failure. The data obtained are presented on the
attached Summary of Laboratory Test Data.

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Colon It. Sullins, Director
Division of Water Quality
April 19, 2008
William G. Lapsley
William G. Lapsley & Associates, P.A.
Two Town Square Blvd., Suite 320
Asheville, North Carolina 28803
Subject: Stormwater Project No. SW I080303
Seven Falls Village Area — Phase I
Henderson County, North Carolina
Dear Mr. Lapsley:
The Division of Water Quality received a complete Stormwater Management Permit
Application for Seven Falls Village Area — Phase I on April 15, 2008. Staff review of the plans
and specifications has determined that the project, as proposed, will comply with the Stonnwater
Regulations set forth in Session Law 2006-246. We are forwarding Permit No. SW I080303 dated
April 19, 2008, for the construction of the subject project.
This permit shall be effective from the date of issuance until April 18, 2018, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for operation and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the. right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition, conforming
to Chapter 150B of the North Carolina Gdneral Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447, Unless such demands
are made this permit shall be final and binding.
This project will be kept on file at the Asheville Regional Office. If you have any
questions, or need additional information concerning this matter, please contact the
Asheville Regional Office at 828-296-4500.
Sincerely,
for Coleen H. Sullins
cc: Mr. Keith Vinson, Seven Falls, LLC
Asheville Regional Office
DWQ Central Files
Stormwater Permitting Unit Files
Central Office Files

State Stormwater Management Systems
Permit No. SW 1080303
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Seven Falls Village Area — Phase
Henderson County, North Carolina
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until April 18, 2018, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 527,076 square feet of
Impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 1 of 4

State Stormwater Management Systems
Permit No. SWI080303
The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a.
b.
C.
d.
e.
f.
9.
h.
i.
j•
k.
1.
m
n.
Drainage Area, ft2:
Total Impervious Surfaces, fe:
Des*gn Storm, inches:
Pond Depth, feet:
TSS removal efficiency:
Permanent Pool Elevation, FMS�:
Permanent Pool Surface Area, ft
Permanent Pool Volume, fta:
Temporary Storage Elevation, FMSL
Controlling Orifice:
Permitted Forebay Volume, ft3:
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
1,228,392 ft2
527,076 ft2
one inch
3.18
85%
2080.5 ft
18,687 ft
�
59,362 fe
2082.5 ft.
2.670 p'pe
12,019 ft
French Broad River 1 French Broad
61- 27)
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 114 horsepower.
Page 2 of 4

State Stormwater Management Systems
Permit No. SW1080303
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate del
for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9.. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any.item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 3 of 4

State Stormwater Management Systems
Permit No. SW 1080303
Ill. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 19th day of April 2008.
NORTH CAROLINA EN ONMENTAL MANAGEMENT. COMMISSION
for Coleen H. Su lin , Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 4 of 4

Seven Falls Village Area — Phase I
Henderson County, North Carolina
Stormwater Permit No. SW 1080303
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
Certification Requirements:
SEAL
Page 1 of 2

1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
.10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
_11. The permitted amounts of surface area and/or volume have been
provided.
.12. Required drawdown devices are correctly sized per the approved plans.
.13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 2 of 2

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July 23, 2007
Keith Vinson
Mountain Development Company, LLC
32 Orange Street
Asheville, North Carolina 28803
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
.....-_.. -Divisionof Water Quality
E E
MAY 2 9 2008
WATER QUALITY SECTION
AS`lFVILLE REG!ONAL OFFICE
Subject: Post -Construction Notification
HENDE-2007-073
Seven Falls Golf & River Club, Phase 2
Henderson County, NC
Dear Mr. Vinson:
A review of the Financial Responsibility/Ownership (FRO) form required under the
Sedimentation Pollution Control Act received on June 6, 2007 has determined that the Seven Falls Golf &
River Club, Phase 2, may be subject to a State Stormwater Permit for Post -construction.
Unless excluded under the provisions of Session Law 2006-246, Section 8, you must submit
within 30 days a schedule for the project or an application for a Post -Construction Stormwater Permit to:
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Stormwater Permitting Unit
Post -Construction Application
1617 Mail Service Center
Raleigh, NC 27699-1617
The Post -construction permit is in addition to a North Carolina General Permit (NCGO10000)
permit received for construction activity from the Division of Water Quality. For more information
regarding Post -construction Stormwater Permits please visit:
http://h2o.enr.state.nc.us/su/nisi_post-construction.htm
1f you have any questions concerning this matter please feel free to call me at 919-733-5083 x545
or e-mail me at [e-mail].
Sincerely, qx�—ad
Mike Randall
cc: Asheville Regional Office,
Stormwater Permitting Unit Files
AfolthCarolina
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.ncwate1AualitY.orr? Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal DpportunitylAffirmative Action Employer -- 50% Recycled110% Post Consumer Paper

North Carolina Areas Subject to Phase II Post -Construction & Other Stormwater Program Requirements
,N: C: qJY VYSIOfl 'o WQte2' unlit. about teciivisinn I contact us I'dwq sections[glossary
Address Lat/Long - Results
Permitting
Type:
Basis:
Notes:
Contact:
County:
DENR Region
State
Phase II Tipped County
HENDERSON
Phase II Requirements
Apply
Central Office NC
Division of Water
Quality
HENDERSON
Asheville
0 ENbti - IMI - 072,
http:l/207. 192.29.52/stormwater/
Page 1 of I
7/23/2007

� 0�0F w A rF9Q
7
C r
� Y
Keith Vinson.
Mountain Development Company, LLC
32 Orange Street
Asheville, North Carolina 28803
Dear Mr. Vinson:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
October 1, 2007
Subject: Post -Construction Notification
Project ID: HENDE 2008-012
Project Name: Seven Falls Golf Club, Phase I B
Henderson County
A review of the Financial Responsibility/Ownership (FRO) form required under the
Sedimentation Pollution Control Act received on August 3, 2007, has determined that the Seven Falls
Golf & River Club, Phase 1B project may be subject to a State Stormwater Permit for Post -construction.
Unless excluded under the provisions of Session Law 2006-246, Seetion 8,-you must submit
within 30 days a schedule for the project or an application for a Post -Construction Stormwater Permit to:
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Stormwater Permitting Unit
Post -Construction Application
1617 Mail Service Center
Raleigh, NC 27699-1617
The Post -construction permit is in addition to a North Carolina General Permit (NCGO10000)
permit received for construction activity from the Division of Water Quality: For more information '
regarding MSI Post -Construction and Phase II Session Law 2006-246 please visit:
http://h2o.enr.state.nc-us/su/NPDES Phase_ll_Stormwater Program.htm
If you have any questions concerning this matter please feel free to call me at 919-733-5083 x545
or e-mail me at [e-mail].
Sincerely, .
Mike Randall
cc: Asheville; Regional Off -ice
Stormwater Permitting Unit Files
WomrthCarolina
Xalwally
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.newate ualit or Location: 512 N. Salisbury St. Raleigh, NC 27604 -Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 506 Recycled110% Post Consumer Paper

.o�,oF WArF9QG
c
0 Y
William G. Lapsley
William G. Lapsley & Associates, P.A.
Two Town Square Blvd., Suite 320
Asheville, North Carolina 28803
Dear Mr. Lapsley:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Colcen H. Sullins, Director
Division of water Quality
April 19, 2008
Subject: Stormwater Project No. SW 1080303
Seven Falls Village Area -- Phase I
Henderson County, North Carolina
The Division of Water Quality received a complete Stormwater Management Permit
Application for Seven Falls Village Area — Phase I on April 15, 2008. Staff review of the plans
and specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Session Law 2006-246. We are forwarding Permit No. SW 1080303 dated
April 19, 2008, for the construction of the subject project.
This permit shall be effective from the date of issuance until April 18, 2018, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for operation and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition, conforming
to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
This project will be kept on file at the Asheville Regional Office. If you have any
questions, or need additional information concerning this matter, please contact the
Asheville Regional Office at 828-296-4500.
Sincerely,
?)�-? 04xt/
for Coleen H. Sullins
cc: Mr. Keith Vinson, Seven Falls, LLC
Asheville Regional Office
DWQ Central Files
Stormwater Permitting Unit Files
Central Office Files

State Stormwater Management Systems
Permit No. SW1080303
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Seven Falls Village Area — Phase I
Henderson County, North Carolina
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until April 18, 2018, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 527,076 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 1 of 4

State Stormwater Management Systems
Permit No. SWI080303
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a.
Drainage Area, fe:
1,228,392 ft2
b.
Total Impervious Surfaces, ft2:
527,076 ft2
C.
Design Storm, inches:
one inch
d.
Pond Depth, feet:
3.18
e.
TSS removal efficiency:
85%
f.
Permanent Pool Elevation, FMSY
2080.5 ft
g.
Permanent Pool Surface Area, ft :
18,687 ft�
h.
Permanent Pool Volume, ft3:
59,362 ft3
i.
Temporary Storage Elevation, FMSL:
2082.5 ft.
j.
Controlling Orifice:
2.67"0 ppe
k.
Permitted Forebay Volume, ft:
12,019 ft
I.
Receiving Stream/River Basin:
French Broad River 1 French Broad
M.
Stream Index Number:
6-(27)
n.
Classification of Water Body:
"B"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. , Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas. ,
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept" and made available upon
request to -authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 114 horsepower.
Page 2 of 4

State Stormwater Management Systems
Permit No. SW I080303
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
13. The Director may notify the permittee when the permitted. site does not meet one
or more of the minimum requirements of the permit. Within the time frame'
specified in the notice, the permittee shall submit a.written'time schedule -to the
Director for modifying the site to meet minimum requirements: The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 3 of 4

State Stormwater Management Systems
Permit No. SW I080303 _
III. GENERAL CONDITIONS
This permit is, not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request Will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the'creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 19th day of April 2008.
NORTH CAROLINA.F--NVIRONMENTAL MANAGEMENT COMMISSION
for Coleeri Hens, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 4 of 4

Seven Falls Village Area — Phase I
Henderson County, North Carolina
Stormwater Permit No. SW 1080303
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project)
for _ (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Certification Requirements:
Page 1 of 2

1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5.' The outlet/bypass structure elevations are per the approved plan.
8. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay. .
15. The required system dimensions are provided per the approved plans.
CC.' NCDENR-DWQ Regional Office
Page 2 of 2

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April 4, 2008
William G. Lapsley
William G. Lapsley & Associates, P.A.
Two Town Square Blvd., Suite 320
Asheville, North Carolina 28803
Dear Mr. Lapsley:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
APR - 8 2008
WATER CaLIAUTY SECTION
qcI{EI aLi_E 1�EGIOi.AL OFF:iCE
Subject: Request for Additional Information
Stormwater Project No. SW 1090303
Seven Falls Village Area — Phase I
Henderson County
The Division of Water Quality Central Office received a Stormwater Management Permit
Application for the subject project on March 27, 2008. A preliminary review of that
information has determined that the application is not complete. The following information
is needed to continue the stormwater review:
1. Sheet 6 of 7 indicates the project is the Park Ridge Hospital Parking Area. Please
Resubmit with Seven Falls Village Area — Phase 1.
2. The orifice configuration provided does not provide for adequate maintenance access.
Please provide a detail of a typical submerged orifice outlet configuration as shown in
Figure 10-4 of the BMP Manual.
3. The permanent pool elevation (2,080.5 feet) is well above the seasonal high water table
(2,072 feet). If the SHWT is below the permanent pool elevation (PPE), then a liner
will need to be provided in order to maintain the permanent pool. If a clay liner is
proposed, then a minimum 4-inch layer of topsoil must be provided on the vegetated
shelf for planting.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to May 9, 2008, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal
of all required items, including the application fee.
NorhCarolina
N114=1!Y
North Carolina DivisionkWa.terQuality 1617 Mail ServiceCenter Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.ncwat Location: 512 N. Salisl`ur} St. Raleigh, NC 27604 Fax [phone]
Equal OpportunitylAttirmative Aclia;i Employer — 50% Recycledll0°,% Post Consumer Paper
. A

SW 1080303 — Seven Falls Village Area — Phase I
March 31, 2008
If you need additional time to submit the information, please mail or fax your request for a
time extension to the Division at the'address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the
permit. ,
Please reference the State assigned project number SW 1080303 on all correspondence. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me at
[phone] ext. 545.
Sincerely,
Mike Randall
Environmental Engineer
Stormwater Permitting Unit
cc: Mr. Keith Vinson, Seven Falls, LLC
Asheville Regional Office
DWQ Central Files
Stormwater Permitting Unit Files