20070464 Ver 1_More Info Received_20070705

Environmental Consultants, PA
Road Raleigh, North Carolina 27614 Phone: [phone] Fax: [phone]
www.SandEC.com
Division of Water Quality
Attn: Cyndi Karoly /Ian McMillan
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
July 5, 2007
,S~&EC Project # 5188.W5
~, ~-` ~~ _ ~ DWQ No. # 07-0464
~,
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Re: Reply to the Division of Water Quality's 05/15/07 request for additional information
and subsequent email correspondence on 05/29/07
Olde Liberty Golf Club
Franklin County, North Carolina
Dear Ms. Karoly and Mr. McMillan:
This letter is in response to your letter dated May 15, 2007 and subsequent email dated
May 29, 2007, which requested additional information for the proposed Olde Liberty
Golf Club. The following restates your questions/comments and is then followed by our
response.
Additional Information Requested
1. On May 9, 2007, a DWQ site visit confirmed that impact number 16,
located on sheet 12 is not an intermittent stream, rather it is a
perennial stream. Therefore, mitigation is required for stream impacts
totaling 286 linear feet. In your response, please provide appropriate
confirmation of how mitigation will be addressed for these impacts.
Please see the attached Revised Ecosystem Enhancement Program Acceptance Letter for
the unavoidable impacts of 2861inear feet of stream. As discussed in a meeting with Mr.
Tom Reeder, Mr. Danny Smith and Mr. Kevin Martin (S&EC), the WS-II watershed
rules require mitigation for both intermittent and perennial streams. Mistakenly S&EC
did not include the linear footage of this stream in the mitigation request. Based on
monitoring data collected on this stream in the last few years S&EC still believes that this
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]

feature is intermittent however, mitigation still should have been proposed. We
apologize for this mistake and have corrected it.
2. The Unnamed Tributary to Cedar Creek is classified as a Water
Supply II-NSW, a High Quality Nutrient Sensitive Waters in the Tar-
Pamlico River Basin. Title 15A North Carolina Administrative Code
2B .0214 (3)(b)(i)(A), Fresh Water Surface Water Quality Standards
for Class Water Supply (WS)-II Waters, requires no more than one
dwelling unit per acre of single family detached residential
development (or 40, 000 square foot lot excluding roadway right-of-
way) or 12 percent built-upon area for all other residential and non
residential development in the watershed outside the critical area.
A DWQ review of Franklin County's watershed protection ordinance
indicates that the County prohibits residential development above 12
percent built-upon area in a WS-II. On page 16, II of the PCN
application, it is stated, "the proposed impervious surface percentage
area is 4, 467,178 square feet or 18.98%. "
Please provide information detailing how the impervious surfaces at
the proposed subdivision will be modified such that compliance with
impervious surface requirements for Class Water Supply II, a High
Quality Nutrient Sensitive Waters in the Tar-Pamlico River Basin are
to be met.
Please see the attached letters from Franklin County dated August 23`d and 25th 2004.
These letters detail how the Olde Liberty Development is in compliance with the WS-II,
HQW, NSW rules. Additionally, we have included a letter from Mr. Scott
Hammerbacher (Franklin County Planning and Inspections) dated June 14, 2007 that
further expounds on the project's compliance with the WS-II rules, i.e. one residential
unit per 40,000 square feet. And finally, please see the attached map that demonstrates
that the western portion of the project drains to WS-II; HQW; NSW waters while the
eastern portion of the project actually drains to C;NSW waters.
3. Please provide percentage imperviousness data on drainage areas 1
through 29 so that DWQ staff can verify that they are below 30
percent. If any drainage areas are proposed to have impervious
surface cover that exceeds 30 percent, then appropriate BMPs for
HQW/NSW Watersheds will have to be provided per General
Certification 3631.
Currently, General Certification (GC) #3631 is in effect for residential developments
while the proposed language for the new GCs is under public review. GC #3631 does not

require a DWQ approved Stormwater Management plan for residential developments that
are below 30 percent imperviousness. Olde Liberty Golf Club has 18.98 percent
impervious cover and therefore, a DWQ approved Stormwater Management plan for the
proposed development is not required. Per the Settlement Agreement (September 2004)
a DWQ approved Stormwater Management plan was required for the clubhouse and
recreation area; our initial submittal for the proposed Olde Liberty Golf Club supplied
DWQ the appropriate Stormwater Management Plan documentation (i.e. worksheets,
design details, signed O&M agreements, etc). It is our understanding that the proposed
language in the new GC for residential development has included a section requiring
impervious calculations based on drainage area, however, that is not the condition in the
current GCs nor has that requirement been approved at this time, therefore the above
requested information is unnecessary and not valid. Additionally, this subsequent
Request for More Information was requested on Day 47 (DWQ letter dated May 1, 2007)
of the review period and again on Day 61 after the initial submittal. Per Governor
Easely's Streamlined Environmental Permitting press released, dated September 22,
2004, "Permit staff cannot return an application (for correction or additional
information) within two weeks of a program 's maximum allowed days for permit review
without approval from their division director. " The initial request for more information
was not signed by Mr. Alan Klimek and therefore was not valid. The DWQ Request For
More Information letter dated May 15, 2007 exceeded the 60 day review period allotted
to DWQ per 15 A NCAC 2H .0507 (a).
4. Wet detention basins B, D, E and F are currently discharging just
outside of protected riparian areas. This practice is not allowed due
to the possibility that the discharge may create an eroded channel
through the buffer. There are two options to bring the outfalls from
these wet detention basins into compliance with the Neuse Rule:
a. Install a properly designed level spreader to diffuse the flow from
each pond through the riparian buffer.
b. Submit design calculations, plans and a worksheet for each pond
so that DWQ staff can determine whether it has been designed
according to DWQ BMP Manual standards. Then, provide an
engineered conveyance (a pipe or properly designed Swale) to
convey the outflow from each pond to the stream channel.
Please see the attached redesigned plans, calculations and worksheets for Wet detention
basins B, D, E and F. As a result of the redesigned wet ponds, there has been a slight
increase in the proposed Tar-Pamlico Riparian Buffer impacts to accommodate for the
subsequent new bypass channels associated with wet ponds B, D, E and F; Zone 1
impacts increased by 2,338 square feet and Zone 2 impacts increased by 1,292 square
feet. Total Riparian Buffer impacts for the project now total 1.281 ac (35,931 square feet

in Zone 1 and 19,887 square feet in Zone 2). We have provided an updated list of tables
that captures all of the proposed buffer impacts with respect to the diffuse flow devices
associated with the Olde Liberty Golf Club development.
S. The application depicted riparian buffer impacts from installation of
level spreaders. Provide a map depicting the location of these devices.
Also, the re-submittal must include plan details for all components of
the 23 proposed level spreaders and dated, labeled photographs that
show the vegetative conditions in the filter strip for each level
spreader. In addition, the re-submittal must include a DWQ level
spreader worksheet for each of the level spreaders, available at:
http: //h2o. enr.state. nc. us/ncwetlands/documents/LevelspreaderWorksh
eet 2007designguidance_l.doc.
The above requested information was included in our initial submittal dated March 15,
2007.
The May 15, 20071etter from DWQ also referenced stipulations of the September 1,
2004 Settlement Agreement for the Olde Liberty Golf Club development. The first of
those provisions requires that all drainage conveyances constructed after September 1,
2004 provide diffuse flow through the riparian buffer. Additionally, the May 15, 2007
letter cites a narrative dated May 10, 2007 that indicates that water will be "tied to
existing swales," etc. We are unclear as to what narrative is being referred to in the May
15`h letter from DWQ and request a clarification of that point. This project has complied
with the stormwater requirement of the Settlement Agreement as demonstrated in the
initial submittal and subsequent redesign that all discharge points are being routed
through either a level spreader or a wet detention basin.
In addition to the diffuse flow requirements of the Settlement Agreement, there was also
the condition of Conservation Easements placed on the features depicted on the July 27,
2004 Golf Course Routing and Stream Crossing Plan. The developer of Olde Liberty
Golf Club is fully aware of the requirements of the Settlement Agreement and has always
intended to see those terms fully executed. As such, please see the attached map which
depicts the conservation areas that are referred to in the Settlement Agreement. These
areas will remain protected in perpetuity.
The developer is also aware of the need for and establishment of deed restrictions or
conservation easements on the remaining, un-impacted riparian areas, streams, wetlands
and isolated wetlands on the subject property. Along with the conservation areas
discussed above, the developer will include language within the Restrictive Covenants
that protects all the remaining riparian, stream, wetland and isolated wetland areas on the
Olde Liberty Golf Club site in perpetuity. These Restrictive Covenants will be crafted to
mirror the language as it appears on the US Army Corps of Engineers website:

( http://www.saw.usace.army.mil/WETLANDS/Miti atg ion/preservation.html )
Upon completion of the project, the Restrictive Covenants, Conservation Easements and
Operations and Maintenance requirements for the stormwater and diffuse flow devices
will be transferred to the Home Owners Association.
We hope this satisfactorily answers all of the questions regarding the Olde Liberty Golf
Club development project and we therefore respectfully request that DWQ issue a 401
Approval and Buffer Authorization Certificate for the Olde Liberty Golf Club
development.
Please feel free to call me if you require any further explanation.
i cerely,
i
,~
~. ,
' ole J. Thoms n
Regulatory Specialist
Attachments: 5 copies of Response letter
5 copies of Revised EEP acceptance letter
5 copies of Franklin County Planning & Inspections Memo dated 08/23/04
5 copies of Franklin County Planning & Inspections Memo dated 08/25/04
5 copies of Mr. Scott Hammerbacher's letter (Franklin Co. Planning Supervisor)
5 copies of drainage area map for Olde Liberty Golf Club
5 copies of revised plans for Wet Detention Ponds B, D, E & F (7 sheets)
5 copies of revised calculations and worksheets for Wet Detention Ponds B, D, E & F
5 copies of revised calculations and worksheets for stand-alone level spreaders
5 copies of updated Riparian Buffer Impact tables associated with diffuse flow devices
5 copies of the Olde Liberty Golf Club Conservation Areas (4 sheets)
CC: Mr. Eric Alsmeyer (USAGE)
Mr. Mike Horan, DWQ Raleigh Regional Office
Mr. Richard Wolf, Olde Liberty Club, LLC

Y
stem
~'~Il ].~ '~111~I1.t
PROGRAM
May 22, 2047
Richard Wotf
Olde Liberty Golf Club ~ '~ _ ~ ~ V t-t
4208 White Chapel Way
Raleigh, NC 27615
Project: Olde Liberty Golf Club County: Wake
This letter replaces a previous one dated March 2, 2007 and accommodates your request for stream credits. The
purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program tNCEEP) is willing to accept
payment for impacts associated with the above referenced project. Please note that this decision does not assure that the
payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NCEEP wil[ be approved.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not received a copy of
the issued 404 Permit/401 Certificatiion/CAMA permit within this time frame, this acceptance will expire. It is the
applicant's responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the pernut(s} an invoice
will be issued based on the required mitigation in that permit and payment must be made prior to conducting the authorized
work. The amount of the In Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and
policies listed at www.nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the
following table.
Tar-Pamlico
03020101 Stream (feet) Wetlands (acres) Suffer I
(Sq. Ft.) Buffer II
(Sq. Ft.)
Cold Cool Warm Ri arian Non-Ri arian Coastal Marsh
Impacts 0 0 286 0.0856 0.2144 0 12,139 4,659
Credits 0 0 572 0.1712 0.4288 0 36,417 6,989
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies
require mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional
mitigation, the applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The
mitigation will be performed in accordance with the Memorandum of Understanding between the N. C. Department of
Environment and Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Kelly Williams at [phone].
S' erely,
Liam .Gilmore, P
Director
cc: Cyndi Karoly, Wetlands/401 Unit
Eric Alsmeyer, USACE-Raleigh
Ian McMillan, DWQ-Raleigh
Nikki Thomson, agent
File ~~~
Resto~u~c9... ~ ... Pv~ot~;ctc't-t~ Ou,~ Stag ~~
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1 652 / 91 9-71 5-0476 / www.nceep.net

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June 14, 2007
NCDWQ
Attn: Danny Smith
1617 Mail Service Center
Raleigh, NC 27699-1617
RE: Olde Liberty Golf Club
Dear Mr. Smith:
This letter is in response to your correspondence dated May 15, 2007, regarding the Olde
Liberty subdivision. This development has undergone several revisions since it was
originally approved in 1998. Since its original submission to the County, the plan has
been subject to applicable watershed regulations as required by the state and the County
since 1994. The plan was last modified and approved by the County's Planning Board in
July of 2004 which involved minor revisions to the road network which required
subsequent changes to the golf course and lot layout.
Please find attached a memo from the former County Planning Director regarding
watershed inquiries for the subdivision which at the time was identified as Ballymore.
The memo states that the County's interpretation of watershed regulations required a
limitation of either one residential lot per 40,000 square feet or a maximum impervious
surface area of twelve percent (12%). Based upon this interpretation the area of the
development within the watershed is 19,018,731 square feet which allows for a total of
475 dwelling units while the plan specifies that 459 residential lots are proposed within
the area of the development located within the watershed (Olde Liberty preliminary plat
is attached).
Current County planning staff is in agreement that Section 20-6, (C), of our UDO states
that within the WS-II Watershed, developments are limited to a maximum density of one
dwelling unit per 40,000 square feet in addition to a twelve percent (12%) limitation for
impervious surface areas. As noted within your letter, the North Carolina Administrative
Code for Class II Waters, limits residential densities to no more than one dwelling unit
per 40,000 square feet or a gross twelve percent (12%) built upon area. Olde Liberty has
been developed in full compliance with the Administrative Code for WS-II watersheds.
The project was approved by the County's Planning Board and is therefore afforded
certain vested rights pursuant to G.S. 153A-344.1 which limits current planning staff s

ability to comply with requested item #3 found on page two of your letter. Should a
revised subdivision plan be submitted, staff would have the ability to require full
compliance with all applicable UDO regulations.
Page two of your letter requested "...detailed written description of the process the
County uses to review proposed projects for compliance with watershed protection
rules." Current planning staff follows the UDO in compliance with all specified
procedures which can be found on the County's website at www.co.franklin.nc.us for
further reference but providing a detailed description of our review process would be
redundant when it is specified within our UDO.
On behalf of Franklin County I would like to thank your organization for bringing this
issue to our attention. The County is devoted to the management of our watersheds and is
indebted to your organization for the guidance that has been provided over the years. If
you have any further questions, please do not hesitate to contact our office at
[phone].
Sincerely,
Scott Hammerbacher, Current Planning Supervisor
Franklin County Planning & Inspections
cc Julie Ventaloro, NCDWQ
Patrick Young, Planning & Inspections Director

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ICE
NGINEERING
6104 Westgate Road, Ste 106
Raleigh, NC 27617
Tel/Fax: [phone]
e-mail: [e-mail]
SUMMARY OF DESIGN CALCULATIONS
FOR WET DETENTION PONDS B, D, E AND F
OLDS LIBERTY GOLF AND CC, FRANKLIN COUNTY, NC
Attached are 12 pages of completed standard DWQ pond design worksheets and signed/notarized
Operation and Maintenance agreements for Wet Detention Ponds B, D, E and F. The wet ponds were
designed using requirements presented in Storm Water Best Management Practices, NCDENR, April
1999 (NCBMP). Proposed drainage areas for each pond are shown on the sheet entitled "Wet Ponds and
Level Spreaders, Watershed Map" (sheet 1 of 7). Enlarged plan views for Ponds D and E are shown on
the sheet entitled "Wet Ponds D and E, Enlarged Plan Views" (sheet 3 of 7). Enlarged plan views for
Ponds B and F are shown on the sheet entitled "Wet Ponds B and F, Enlarged Plan Views" (sheet 4 of 7).
Details for the ponds are presented on sheets entitled "Wet Ponds B, D, E and F, Details" (sheet 6 of 7)
and "Wet Ponds B, D, E and F, Details and Calculations" (sheet 7 of 7). Design calculations are
summarized in a table on the sheet entitled "Wet Ponds B, D, E and F, Details and Calculations" (sheet 7
of 7). SA/DA ratios for sizing the ponds were obtained from Table 1.1 in the NCBMP assuming an
average depth of 3 feet. Water quality volume or the volume generated from the 1-inch storm were
determined using the Simple Method, as suggested in the NCBMP. The water quality volume for each
pond is contained between the permanent pool elevation and the principal spillway elevation. Time to
drain calculations were performed for each pond to ensure that the water quality volume drains through
the orifice pipe within the required range of 2 to 5 days. Each pond is equipped with a forebay, a
principal spillway riser/outlet pipe structure, a rock riprap stilling basin, agrass-lined, trapezoidal-shaped
emergency spillway channel, and a high flow outlet channel through the riparian buffer. The forebay for
each pond was sized to be approximately 20% of the total volume for the pond. To analyze the proposed
outlet structures for each pond, a hydrologic model was prepared for the 10-year, 24-hour design storm
using the SEDCAD 4 computer program. Runoff curve numbers (CN) and Time of Concentration (Tc)
values were calculated using methods developed by the Natural Resource Conservation Service (MRCS)
and presented in Technical Release SS, Urban Hydrology for Small Watersheds, 1986. From Technical
Paper 40, Rainfall Frequency Atlas for the United States, 1961, the precipitation depth for the 10-year,
24-hour storm event in Franklin County was estimated to be 5.7 inches. The standard NRCS Type II
rainfall distribution was specified and the hydrograph response was set to "medium". Calculated peak
water surface elevations during the 10-year, 24-hour design storm for each pond are shown in the
calculation table. Rock riprap stilling basins were designed based on methods presented in HEC-14 Third
Edition, Hydraulic Design of Energy Dissipators for Culverts and Channels, FHWA, 2006. Riprap
stilling basins were sized for the peak discharge generated by the 10-year, 24-hour storm event (Q 10).
Stilling basin dimensions are summarized in the calculation table and were adjusted as necessary to meet
minimum depth requirements. The high flow outlet channel was sized to safely convey the Q 10 through
the riparian buffer and into the stream. Using the Manning's Equation (n = 0.035), a normal depth and
velocity were determined for the outlet channel. If the calculated velocity was above 4 fps, erosion
control matting was specified for the channel section. Dimensions for the high flow outlet channel for
each pond are summarized in the calculation table. \\,,11111111/,/
\~~~,~N C A ROB i~~~
;a SEAL ~;
~' 031281 _
•• Q; • ~
~i / ~ J , ~\`\`~~
1 i 1 ~ ~ w,-
b-Z6-Zo~~`

Project No.
(to be provided by DWQ~
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and County Club
Contact Person: Alex J. Nice Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Pond B
Basin Bottom Elevation 461 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 466 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 467.5 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 5336 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 12.11 ac. (on-site and off-site drainage to the basin)
Impervious Area 2.55 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 10359 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 10840 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 2045 cu. ft.

SA/DA used 1.01 (surface area to drainage area ratio)
Diameter of Orifice 2 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials
AJN The temporary pool controls runoff from the 1 inch storm event.
AJN The basin length to width ratio is greater than 3:1.
AJN The basin side slopes are no steeper than 3:1.
AJN A submerged and vegetated perimeter shelf at less than 6:1 is provided.
AJN Vegetation to the permanent pool elevation is specified.
no, mostly excavated An emergency drain is provided to drain the basin.
AJN The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
AJN The temporary pool draws down in 2 to 5 days.
AJN The forebay volume is approximately equal to 20% of the total basin volume.
AJN Sediment storage is provided in the permanent pool.
AJN Access is provided for maintenance.
AJN A minimum 30-foot vegetative filter is provided at the outlet.
AJN A site specific operation and maintenance (O&M) plan is provided.
AJN A vegetation management/mowing schedule is provided in the O&M plan.
AJN Semi-annual inspections are specified in the O&M plan.
AJN A debris check is specified in the O&M plan to be performed after every storm event.
AJN A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
AJN A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

WET DETENTION BASIN "B"
OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays, and
the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 2.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 1.7 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
p Permanent Pool Elevation 466
Sediment moval EI. 464.3 75%
--------------- Sediment Removal Elevation 463.5 75%
Bottom E vation 463 ~ 25% -----------------------------------------------------
Bottom Elevation 461 i 25%i
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page l of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
1 acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have jbe~en sold an~,d~anresident of the subdivision has been named the president.
I, .~ ~.~(~t° `J . ~~'U V ~~} lJ ~"' , a Notary P lic for the S ate of G ,
County of wc~ , do hereby certi that
personally appeared before me this ~ day , '~~, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and .
official seal,
~ S. Yid/•
.~.;
~~~
~~,~ ~~~
~9'~ `~V:
COUf>i~
SEAL
My commission expires Nol/ • 2~ ~ f
Page 2 of 2
Print name: Richard Wolf
Title: /n~*a l.~~ /9~f

Project No.
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and County Club
Contact Person: Alex J. Nice Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Pond D
Basin Bottom Elevation 424 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 429 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 430.5 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 4655 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 14.34 ac. (on-site and off-site drainage to the basin)
Impervious Area 2.01 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 8997 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 9173 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 1748 cu. ft.

SA/DA used 0.74 (surface area to drainage area ratio)
Diameter of Orifice 2 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials
AJN The temporary pool controls runoff from the 1 inch storm event.
AJN The basin length to width ratio is greater than 3:1.
AJN The basin side slopes are no steeper than 3:1.
AJN A submerged and vegetated perimeter shelf at less than 6:1 is provided.
AJN Vegetation to the permanent pool elevation is specified.
no, mostly excavated An emergency drain is provided to drain the basin.
AJN The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
AJN The temporary pool draws down in 2 to 5 days.
AJN The forebay volume is approximately equal to 20% of the total basin volume.
AJN Sediment storage is provided in the permanent pool.
AJN Access is provided for maintenance.
AJN A minimum 30-foot vegetative filter is provided at the outlet.
AJN A site specific operation and maintenance (O&M) plan is provided.
AJN A vegetation management/mowing schedule is provided in the O&M plan.
AJN Semi-annual inspections are specified in the O&M plan.
AJN A debris check is specified in the O&M plan to be performed after every storm event.
AJN A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
AJN A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

WET DETENTION BASIN "D"
OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays, and
the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 2.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 1.7 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
p Permanent Pool Elevation 429
Sediment moval EI. 427.3 75%
--------------- Sediment Removal Elevation 426.5 75%
Bottom E vation 426 ~ 25% --------------------------------------------- -------
Bottom Elevation 424 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: Richard Wolf
Title: /n~s ~~~ / %~c~,r
Addre
Phorr
Signa
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I , ~ >on C ~ ~ ~J . ~~'U Y ~~ 1J ~"" , a Notary P lic for the S ate of G
County of wc~ , do hereby certi that
personally appeared before me this ~ day , '~~, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and ,
official seal,
Q' ©T~,~+t_ ~,
.~:.
~~~
~E,81~~
~9~ `1v:
\ ~ovws~ /
SEAL
My commission expires Nol/ • 22. ~~
Page 2 of 2

Project No.
(to be provided by DWQ~
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name : _Olde Liberty Golf and County Club
Contact Person: Alex J. Nice Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Pond E
Basin Bottom Elevation 406 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 411 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 412.5 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 2775 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 6.12 ac. (on-site and off-site drainage to the basin)
Impervious Area 1.38 ac. (on-site and off-site drainage to the basin)

Permanent Pool Volume 4842 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 5500 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 1024 cu. ft.

SA/DA used 1.04 (surface area to drainage area ratio)
Diameter of Orifice 1.5 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials
AJN The temporary pool controls runoff from the 1 inch storm event.
AJN The basin length to width ratio is greater than 3:1.
AJN The basin side slopes are no steeper than 3:1.
AJN A submerged and vegetated perimeter shelf at less than 6:1 is provided.
AJN Vegetation to the permanent pool elevation is specified.
no, mostly excavated An emergency drain is provided to drain the basin.
AJN The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
AJN The temporary pool draws down in 2 to 5 days.
AJN The forebay volume is approximately equal to 20% of the total basin volume.
AJN Sediment storage is provided in the permanent pool.
AJN Access is provided for maintenance.
AJN A minimum 30-foot vegetative filter is provided at the outlet.
AJN A site specific operation and maintenance (O&M) plan is provided.
AJN A vegetation management/mowing schedule is provided in the O&M plan.
AJN Semi-annual inspections are specified in the O&M plan.
AJN A debris check is specified in the O&M plan to be performed after every storm event.
AJN A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
AJN A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

WET DETENTION BASIN "E"
OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays, and
the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 2.2 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 1.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
Permanent Pool Elevation 411
Sediment moval EI. 409.51 75%
Sediment Removal Elevation 408.8 75%
Bottom E vation 408 ~ 25% ------------- --- ~ -~---;
Bottom Elevation
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: Richard Wolf
Addre
Phony
Signs
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I , ~ ~~ C~ ~ ~ "'"U Y ~~ ~ ~"" , a Notary P lic for the S ate of G ,
County of w~ ,doh eby certi that ~~~~
personally appeared before me this ~ day , ~~, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and .
official seal,
/ ~~E B. M~~~B~
.~..
z~~
~E~~`~~
$9~ `~~:
\ ~ou~ /
,, l SEAL
My commission expires. Nol/ • 22, '~
Page 2 of 2

Project No.
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and County Club
Contact Person: Alex J. Nice Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Pond F
Basin Bottom Elevation 392 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 397 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 398.4 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 6666 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 16.43 ac. (on-site and off-site drainage to the basin)
Impervious Area 2.84 ac. (on-site and off-site drainage to the basin)

Permanent Pool Volume 14774 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 12569 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 2708 cu. ft.

SA/DA used 0.86 (surface area to drainage area ratio)
Diameter of Orifice 2 in. (draw down orifice diameter)
IL REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials
AJN The temporary pool controls runoff from the 1 inch storm event.
AJN The basin length to width ratio is greater than 3:1.
AJN The basin side slopes are no steeper than 3:1.
AJN A submerged and vegetated perimeter shelf at less than 6:1 is provided.
AJN Vegetation to the permanent pool elevation is specified.
no, mostly excavated An emergency drain is provided to drain the basin.
AJN The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
AJN The temporary pool draws down in 2 to 5 days.
AJN The forebay volume is approximately equal to 20% of the total basin volume.
AJN Sediment storage is provided in the permanent pool.
AJN Access is provided for maintenance.
AJN A minimum 30-foot vegetative filter is provided at the outlet.
AJN A site specific operation and maintenance (O&M) plan is provided.
AJN A vegetation management/mowing schedule is provided in the O&M plan.
AJN Semi-annual inspections are specified in the O&M plan.
AJN A debris check is specified in the O&M plan to be performed after every storm event.
AJN A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
AJN A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

WET DETENTION BASIN "F"
OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays, and
the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 2.8 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 1.8 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
p Permanent Pool Elevation 397
Sediment moval EI. 395.2 75%
--------------- Sediment Removal Elevation 394.2 75%
Bottom E vation 394 ~ 25% -----------------"-------------------"------- ---o---
Bottom Elevation 392 25 /°
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I , ~ ~~ C ~ ~ . ""U y ~'~ J ``' , a Notary P lic for the S ate of G ,
County of W~ ,doh eby certi that ~~~
personally appeared before me this ~ day , ~~, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and .
official seal,
~~E'8 fi~l/~~~~
.~. .~-
~ ~~='dt~~ 4:
SEAL
My commission expires Noll • 22. "~
Page 2 of 2
Print name: Richard Wolf
Title: ~n~''"f's la.c, /~~~

`` ICE
` NGINEERING
...........E
6104 Westgate Road, Ste 106
Raleigh, NC 27617
Tel/Fax: [phone]
e-mail: [e-mail]
SUMMARY OF DESIGN CALCULATIONS FOR STAND ALONE LEVEL SPREADERS
OLDS LIBERTY GOLFAND CC, FRANKLIN COUNTY, NC
Attached are 21 pages of completed standard DWQ level spreader design worksheets and corresponding
photos for 10 stand-alone level spreader structures at the Olde Liberty Golf and Country Club
development. Proposed drainage areas for each level spreader are shown on the sheet entitled "Wet
Ponds and Level Spreaders, Watershed Map" (sheet 1 of 7). Enlarged plan views for each of the stand-
alone level spreaders are shown on the plan sheet entitled "Level Spreaders, Enlarged Plan Views" (sheet
2 of 7). Details for the level spreaders are presented on the sheet entitled "Level Spreaders, Details and
Calculations" (sheet 5 of 7). Calculations and design information for sizing the level spreaders and
associated outlet pipes are summarized in a table on the sheet entitled "Level Spreaders, Details and
Calculations" (sheet 5 of 7). Each level spreader system is equipped with a riprap basin/forebay, a drain
pipe (to level spreader), a level spreader structure, and a high flow bypass channel. Stormwater outlet
pipe slopes and sizes will be refined following final road design. The riprap basin/forebay was designed
based on methods presented in HEC-14 Third Edition, Hydraulic Design of Energy Dissipators for
Culverts and Channels, FHWA, 2006. The riprap basin/forebay was sized for the peak discharge
generated by the 10-year storm (Q10). Basin/forebay dimensions were adjusted for some locations to
meet the required surface area (0.2% of impervious drainage area) in accordance with Level Spreader
Design Guidelines, Final Version, Effective Date January 1, 2007. The drain pipe to the level spreader
was sized to convey the peak discharge generated by the 1-inch storm without discharge to the high flow
bypass channel. Flow above the 1-inch storm is bypassed over the flat apron and into a bypass channel,
which safely conveys runoffthrough the riparian buffer to the stream. Peak discharge amounts were
calculated using the Rational Formula. Intensity-duration-frequency data for use with the Rational
Formula were obtained from the Precipitation Frequency Data Server, NOAA Atlas 14. T'he level
spreader length for each structure was sized using the peak discharge through the drain pipe during the
10-year storm. First, a head value for flow over the flat apron was determined using the Q10 and the
Broad Crested Weir Equation. Then, flow through the drain pipe to the level spreader was calculated
using the head value and the Orifice Equation. The level spreader lengths were determined using the
criteria 13 ft/cfs for grassed conditions and 65 ftlcfs for forested conditions as specified in Level Spreader
Design Guidelines, Final Version, Effective Date January 1, 2007. Where the receiving riparian
buffer/filter strip is partially grassed and forested, a weighted average of the criteria was utilized to
determine the required level spreader length. Grassed conditions must be established in the Zone 2
Riparian Buffer at only discharge point #15, as indicated in the calculation table on plan sheet entitled
"Level Spreaders, Details and Calculations" (sheet 5 of 7). The high flow bypass channel was analyzed
using the peak discharge during the 10-year storm, which was calculated as the Q10 minus flow diverted
to the level spreader. Using the Manning's Equation (n = 0.035), a normal depth and velocity were
determined. If the calculated velocity was above 4 fps, erosion control matting was specified for the high
flow bypass channel section. A signed and notarized Operation and Maintenance agreement for the
stand-alone level spreaders is also attached.
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DWO Project
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: [phone]
Level Spreader ID: Discharge Point #1
Level Spreader Length 36 ft. (perpendicular to flow)
Drainage Area 0.73 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.29 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 193 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter StriplBuffer Slope 5.5 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1 "/Hr Storm 0.55 cfs
Max. Discharge to Level Spreader 0.55. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Strip! Zone 2 Buffer Vegetation 50' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used BVPaSS flow above 1"Ihr storm; bypass channel sized for 10-yr storm
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a .worksheet .for .each . BMP, .design .calculations, .plans .and .specifications .showing .all . BMPs .and .outlet .structure .details, .a .detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantial-y delay final review and approval of the project.
Applicants Initials
AJN Project Site was visited prior to designing level spreader.
February 16, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader#1

DWO Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice . Phone Number: [phone]
Level Spreader ID: Discharge Point #2
Level Spreader Length 86 ft. (perpendicular to flow)
Drainage Area 1.48 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.57 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 228 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1 "IHr Storm 1.03 cfs
Max. Discharge to Level Spreader 1.32. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Stripl Zone 2 Buffer Vegetation 50' forest buffer . (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "Ihr storm; bypass channel sized for 10-yr storm
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
AJN Project Site was visited prior to designing level spreader.
January 31, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader #2

DWQ Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: [phone]
Level Spreader ID: Discharge Point #3
Level Spreader Length 27
Drainage Area 0.48
Impervious Area 0.17
Forebay Area 59
Maximum Filter StriplBuffer Slope 5
grass
ft. (perpendicular to flow)
ac. (on-site and off-site drainage to the level spreader)
, ac. (on-site and off-site drainage to the level spreader)
sq ft. (0.2% of the contributing impervious surface area)
(6% for forested, leaf littler cover, 8% for thick ground cover
Max. Discharge from 1 "IHr Storm 0.30 cfs
Max. Discharge to Level Spreader 0.42. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Stripl Zone 2 Buffer Vegetation 50' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "Ihr storm; bypass channel sized for 10-yr storm
11. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
AJN Project Site was visited prior to designing level spreader.
January 31, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader #3

DWO Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: f 919) 782-0642
Level Spreader ID: Discharge Point #9
Level Spreader Length 72 ft. (perpendicular to flow)
Drainage Area 1.67 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.58 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 88 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1 "IHr Storm 0.95 cfs
Max. Discharge to Level Spreader 1.11. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Stripl Zone 2 Buffer Vegetation 50' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "/hr storm; bypass channel sized for 10-yr storm
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
AJN Project Site was visited prior to designing level spreader.
January 31, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader #9

DWQ Project No
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: [phone]
Level Spreader ID: .Discharge Point #10
Level Spreader Length 28 ft. (perpendicular to flow)
Drainage Area 0.86 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.27 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 59 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope 4.5 %. (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1"IHr Storm 0.43 cfs
Max. Discharge to Level Spreader 0.43. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Stripl Zone 2 Buffer Vegetation 50' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "/hr storm; bypass channel sized for 10-yr storm
11. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
AJN Project Site was visited prior to designing level spreader.
January 31, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader #10

DWO Project
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: [phone]
Level Spreader ID: Discharge Point #13
Level Spreader Length 64 ft. (perpendicular to flow)
Drainage Area 0.93 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.25 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 59 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter StriplBuffer Slope 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1 "IHr Storm 0.55 cfs
Max. Discharge to Level Spreader 0.99 cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Stripl Zone 2 Buffer Vegetation 50' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "/hr storm; bypass channel sized for 10-yr storm
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
AJN Project Site was visited prior to designing level spreader.
January 31, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader #13

DWO Project
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
1.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: (9191782-0642
Level Spreader ID: Discharge Point #15
Level Spreader Length 45 ft. (perpendicular to flow)
Drainage Area 1.38 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.42 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 59 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter StriplBuffer Slope 8 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1 "IHr Storm 0.68 cfs
Max. Discharge to Level Spreader 1.04. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Stripl Zone 2 Buffer Vegetation 20' grass 130' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "/hr storm; bypass channel sized for 10-yr storm
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
AJN Project Site was visited prior to designing level spreader.
January 31, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader #15

DWO Project
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: _( 919) 782-0642
Level Spreader ID: Discharge Point #18
Level Spreader Length 65 ft. (perpendicular to flow)
Drainage Area 0.86 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.32 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 59 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter StriplBuffer Slope 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1"IHr Storm 0.56 cfs
Max. Discharge to Level Spreader 0.99. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Stripl Zone 2 Buffer Vegetation 50' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "Ihr storm; bypass channel sized for 10-yr storm
11. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
AJN Project Site was visited prior to designing level spreader.
February 16, 2006 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader#18

DWO Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: [phone]
Level Spreader ID: Discharge Point #19
Level Spreader Length 67 ft. (perpendicular to flow)
Drainage Area 1.82 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.17 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 59 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter StriplBuffer Slope 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1"IHr Storm 0.88 cfs
Max. Discharge to Level Spreader 1.04. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Strip/ Zone 2 Buffer Vegetation 50' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "Ihr storm; bypass channel sized for 10-yr storm
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
AJN Project Site was visited prior to designing level spreader.
February 16, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader#19

DWQ Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I.. PROJECT INFORMATION (please complete the following information):
Project Name : Olde Liberty Golf and Country Club
Contact Person: Alex J. Nice Phone Number: [phone]
Level Spreader ID: Discharge Point #23
Level Spreader Length 34 ft. (perpendicular to flow)
Drainage Area 0.89 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.31 ac. (on-site and off-site drainage to the level spreader)
Forebay Area 159 sq ft. (0.2% of the contributing impervious surface area)
Maximum Filter StriplBuffer Slope 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1"IHr Storm 0.50 cfs
Max. Discharge to Level Spreader 0.53. cfs Note: peak discharge from bypass structure during 10-yr storm
Filter Strip/ Zone 2 Buffer Vegetation 50' forest buffer (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used Bypass flow above 1 "Ihr storm; bypass channel sized for 10-yr storm
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
AJN Project Site was visited prior to designing level spreader.
January 31, 2007 Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
AJN Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer.
n.a. Pre-Formed Scour Holes are on flat slopes only.
AJN No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
AJN Bypass conveyance method is specified and plan details and calculations are provided.
n.a. Alternative design option is specified and plan details and calculations are provided.
AJN Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
AJN No structures are located in protected buffers.
AJN Plan details for the bypass and outlets are provided.
AJN The operation and maintenance agreement includes annual erosion and vegetation repair.
AJN The operation and maintenance agreement signed and notarized by the responsible party is provided.

Level Spreader #23

LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resrrident of the subdivision has been named the president.
I, ~ju~.C~ (XYt,-.,~I ~7~'" , a Notary Public for the S ate of N ~ ,
County of ~~~ , do herby certify at
personally appeared before me this r ~~.AA day of , ~~, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal, (,~~~~
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My commission expires ~
Page 1 of 1
Print name: Richard Wolf
Title: ~r l~u~,yvb ~/~jG77VEyL

Level Spreader #1
Zone* Impact
(s uare feet) Minus wetlands in
bu er s ware eet) Remaining buffer
Im act s uare eet) Multiplier Required
Miti ation
1 136 10 126 3 (2 for Catawba) n/a
2 184 156 28 1.5 n/a
Total 320 166 154 n/a
Level Spreader #2
Zone* Impact
(s uare feet) Minus wetlands in
bu er(s uare eet Remaining buffer
Im act (s uare eet) Multiplier Required
Miti ation
1 325 n/a 325 3 (2 for Catawba) n/a
2 218 n/a 218 1.5 n/a
Total 543 n/a 543 n/a
Level Spreader #3
Zone* Impact
(s uare feet Minus wetlands in
bu er s uare eet) Remaining buffer
Im act s uare eet) Multiplier Required
Miti ation
1 252 n/a 252 3 (2 for Catawba) n/a
2 130 n/a 130 1.5 n/a
Total 382 n/a 382 n/a
Level Spreader #9
Zone* Impact
(s uare feet) Minus wetlands in
bu er(s uare eet Remaining buffer
Im act (s uare eet) Multiplier Required
Miti ation
1 592 n/a 592 3 (2 for Catawba) n/a
2 1,011 n/a 1,011 1.5 n/a
Total 1,603 n/a 1,603 n/a
Level Spreader #10
Zone* Impact
(s uare feet) Minus wetlands in
bu er(s uare eet Remaining buffer
Im act s uare eet) Multiplier Required
Miti ation
1 314 156 158 3 (2 for Catawba) n/a
2 177 0 177 1.5 n/a
Total 491 156 335 n/a
Level Spreader #13
Zone* Impact
(s uare feet) Minus wetlands in
bu er(s uare eet) Remaining buffer
Im act (s uare eet) Multiplier Required
Miti ation
1 225 n/a 225 3 (2 for Catawba) n/a
2 128 n/a 128 1.5 n/a
Total 353 n/a 353 n/a

Level Spreader #15
Zone* Impact
(s ware feet) Minus wetlands in
bu er s uare eet) Remaining buffer
Im act s uare eet) Multiplier Required
Miti ation
1 340 n/a 340 3 (2 for Catawba) n/a
2 279 n/a 279 1.5 n/a
Total 619 n/a 619 n/a
Bvpass Channel #16 (Pond D)
Zone* Impact
s uare feet) Minus wetlands in
bu er s uare eet) Remaining buffer
Im act s uare eet) Multiplier Required
Miti ation
1 731 n/a 731 3 (2 for Catawba) n/a
2 355 n/a 355 1.5 n/a
Total 1,086 n/a 1,086 n/a
Bvpass Channel #17 (Pond E)
Zone* Impact
(s uare feet) Minus wetlands in
bu er s uare eet Remaining buffer
Im act s uare eet) Multiplier Required
Miti ation
1 560 n/a 560 3 (2 for Catawba) n/a
2 253 n/a 253 1.5 n/a
Total 813 n/a 813 n/a
Level Spreader #18
Zone* Impact
(s uare feet) Minus wetlands in
bu er s uare eet) Remaining buffer
Im act s uare eet Multiplier Required
Miti ation
1 698 n/a 698 3 (2 for Catawba) n/a
2 246 n/a 246 1.5 n/a
Total 944 n/a 944 n/a
Level Spreader #19
Zone* Impact
(s uare feet) Minus wetlands in
bu er(s uare eet) Remaining buffer
Im act (s uare eet) Multiplier Required
Miti ation
1 306 n/a 306 3 (2 for Catawba) n/a
2 241 n/a 241 1.5 n/a
Total 547 n/a 547 n/a
Bypass Channel #21 (Pond F)
Zone* Impact
(s uare feet) Minus wetlands in
bu er(s uare eet) Remaining buffer
Im act (s uare eet) Multiplier Required
Miti ation
1 778 n/a 778 3 (2 for Catawba) n/a
2 385 n/a 385 1.5 n/a
Total 1,163 n/a I ,163 n/a

Level Spreader #23
Zone* Impact
(s uare feet) Minus wetlands in
bu er s uare eet) Remaining buffer
Im act (s ware eet Multiplier Required
Miti ation
1 207 n/a 207 3 (2 for Catawba) n/a
2 201 n/a 201 1.5 n/a
Total 408 n/a 408 n/a
Bypass Channel #26 (Pond B)
Zone* Impact
(s uare feet Minus wetlands in
bu er s uare eet Remaining buffer
Im act s uare eet) Multiplier Required
Miti ation
1 269 n/a 269 3 (2 for Catawba) n/a
2 299 n/a 299 1.5 n/a
Total 568 n/a 568 n/a
Pond A
Zone* Impact Minus wetlands in Remaining buffer Multiplier Required
(s uare feet bu er s uare eet) Im act s uare eet Miti ation
1 233 42 191 3 (2 for Catawba) n/a
2 191 0 191 1.5 n/a
Total 424 42 382 n/a
Pond C
Zone* Impact Minus wetlands in Remaining buffer Multiplier Required
(s uare feet) bu er s uare eet Im act s uare eet Miti ation
1 107 72 35 3 (2 for Catawba) n/a
2 160 44 116 1.5 n/a
Total 267 116 151 n/a
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2
extends an additional 20 feet from the edge of Zone 1.

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Conservation Easement (A. Northwest Area)
Olde Liberty Golf and Country Club Date: June 26, 2007 Scale I " = 100'
Joel Moulin, Landscape Architect -Apex, North Carolina
Frarikliri COUrity, North Carolina 1 2 1 2 Moulin Way 9 1 9.280.9744

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Conservation Easement (B. West of Hole #4)
Olde Liberty Golf and Country Club Date: Jane 26, 200 Scale ~ ~~ _ ~ oC~
Joel Moulin, Landscape Architect -Apex, North Carolina
FT1I1klIIl ~~OL111T~", NOLth C1TOli113 1 2 1 2 Moulin Way 9 1 9.280.9744

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Conservation Easement (C. Northeast)
Olde Liberty Golf and Country Club Date: June 26, 2007 Scale I ~~ = 200'
Joel Moulin, Landscape Architect -Apex, North Caroima
Frarikliri COUrit~', NOith C1rOli111 1 2 1 2 Mourn Way 9 1 9.280.9744

Conservation Easement (D. Southern Portion)
Olde Liberty Golf and Country Club Date: June 26, 2007 Scale I ~~ = 200'
Joel Moulin, Landscape Architect -Apex, North Carolina
Frarikliri COUrit~', NOI'th CarOliril 1 2 1 2 Moulin Way 9 1 9.280.9744