20042064 Ver 1_Complete File_20050628

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DWQ Project # 04-2064
Orange County
VLM Development, LLC
Attn: Mr. Tyler Morris
211-C East Six Forks Road, Suite # 108
Raleigh, NC.27609
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
June 28, 2005
Subject Property: The Village At Lake Michael, Mebane, NC.
APPROVAL OF STORI%IWATER MANAGEMENT PLAN
Dear Mr. Morris:
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JUL 1 9 2005
DENR - WATER QUALITY
kl'ETL' „q403 bhb STW'('t'ATER BRANCH
On June 22, 2005, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer, Mr. Eric Swanson, P.E., of Bass, Nixon & Kennedy, Inc. This Plan has
been reviewed and satisfies the storm water management conditions of the 401 Water Quality
Certification issued on May 25, 2005.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. The Planting and Seeding must meet the required BMP area vegetations.
No changes to the structural storm water practices shall be made without written authorization from the
Division of Water Quality. Storm water easements shall be recorded for a distance of at least 10 feet on
each side of all storm water conveyances on all lots containing these structures including future access for
maintenance. The storm water easements shall allow for the ability to maintain the structures, perform
corrective actions as described above and shall provide protection of the structures from potential
alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Samuel A. Aghimien at 919-733-3574.
Sincerely,
n
Cyndl B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBKlsaa
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
DLR Raleigh Regional Office
File Copy
Central Files
Eric Swanson PE, BNK Inc, # 10405-E Ligon Mill Road, Wake Forest, NC. 27587
Filename: 04-2064 Stornmater Approval The Village A.L.N1, 6-28-05
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401 Oversight/Express Review Permitting Unit ?/1llflllll??f
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] Internet: littR?Lb2o..ciirr_st:its i,c.us!nc?kctluncls
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
O?O? W A T ?RpG
55
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimck, P.E. Director
Division of Water Quality
June 28, 2005
DWQ Project # 04-2064
Orange County
VLM Development, LLC
Attn: Mr. Tyler Morris
211-C East Six Forks Road, Suite # 108
Raleigh, NC.27609
Subject Property: The Village At Lake Michael, Mebane, NC.
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Mr. Morris:
On June 22, 2005, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer, Mr. Eric Swanson, P.E., of Bass, Nixon & Kennedy, Inc. This Plan has
been reviewed and satisfies the storm water management conditions of the 401 Water Quality
Certification issued on May 25, 2005.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. The Planting and Seeding must meet the required BMP area vegetations.
No changes to the structural storm water practices shall be made without written authorization from the
Division of Water Quality. Storm water easements shall be recorded for a distance of at least 10 feet on
each side of all storm water conveyances on all lots containing these structures including future access for
maintenance. The storm water easements shall allow for the ability to maintain the structures, perform
corrective actions as described above and shall provide protection of the structures from potential
alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Samuel A. Aghimien at 919-733-3574.
Sincerely,
Cyn r oly
DWQ, 401 Oversight/Express Permitting Unit
CBKlsaa
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
DLR Raleigh Regional Office
File Copy
Central Files
Eric Swanson PE, BNK Inc, # 10405-E Ligon Mill Road, Wake Forest, NC. 27587
Filename: 04-2064 Stormwater Approval The Village A.LM, 6-28-05
NosittCarolina
401 OversightlExpress Review Permitting Unit ,?llftlrll!!f
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httpJ,h2o.rnr.statc.nc.us ncwctlands
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
O?OF WATF,9QG Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
o a- ?
Division of Water Quality
May 25, 2005
CERTIFIED AIAIL: RETURN RECEIPT REQUESTED
Mr. Tyler Morris
VLM Development, LLC
211-C East Six Forks Road, Suite # 108
Raleigh, NC. 27609
Subject Property: Village at Lake Michael
REQUEST FOR MORE INFORMATION-Storinwater Management Plan
DWQ Project #04-2064
Orange County
On April 28, 2005, the Division of Water Quality (DWQ) received the revised stormwater management
plan prepared by your engineer, Eric Swanson PE, of BNK In. The following additional information is
needed to enable us continue with the reviews of your plans:
• New 401 Extended Detention Wetland Worksheets for all ponds.
• The ponds are to meet the BMP requirements of 85% TSS removal for all runoffs, and draw
down in 2 to 5 days.
• Your draw down, Fore bays, High Marsh, Low Marsh, and Micro pools designs did not meet
the requirements.
• Your SA/DA ratio at 3 ft, and the 401 worksheets Orifice of 1.5", 1", 1.375", did not meet the
requirements.
• Your permanent pool depths were 5 ft, 4.5 ft, and 4.25 ft, instead of the 3 ft you used in your
calculations.
• Detail reviews of your stormwater designs have shown multiple stages drawdoN'Vn of the pool
volumes at different rates. The 3 foot pool depth used in your SA/DA calculations is at
different orifice size elevations than the one shown in your worksheets.
• The NCDENR Storm water BMP manual which was charged with assuring that the permit
tee complies with the requirements specified in the permit, also includes non- compliance
issues have no records or evident of multiple stages drawdown at different rates.
Please responc within three (3) weeks of the date of this letter by sending three (3) copies this information
in writing. This letter only addresses the Stormwater Management Plan review and does not authorize
any impacts to wetlands or streams until the plans are approved. Please call Mr. Samuel A. Aghimien, at
919-733-3574 if you have any questions regarding these issues.
Sincerely,
(? /?L V
Cyndi B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
401 Oversight/Express Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] FAX [phone] Internet httP ,h?ctrnr.st?cc nc_us ncwctlands
NhCarolina
oli
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An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
CBK/SAA
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Eric Swanson PE, BNK Inc, 10405-E Ligon Mill Road, Wake Forest NC. 27587
04-2064 Stormwater more info letter 5-25-05-1
?0 W A T?90
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)`Michael F. Easley, Govemor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
May 25, 2005
VLM Development, LLC
Attn: Mr. Tyler Morris
211-C East Six Forks Road, Suite # 108
Raleigh, NC. 27609
Subject Property: The Village At Lake Michael, Mebane, NC
Lake Michael, 16-20-(1), Class WSII HQW NSW
Alan W. Klimck, P.E. Director
Division of Water Quality
DWQ Project # 04-2064
Orange County
Approval of 401 Water Quality Certification and with Additional Conditions
Mr. Morris:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.04 acres of wetlands to construct the proposed Village at Lake Michael
residential subdivision, as described within your application materials received by the N.C. Division of
Water Quality (DWQ) on December 29, 2004 and April 28, 2005. After reviewing your application, we
have decided that the impacts are covered by General Water Quality Certification Number(s) 3402,
(GC3402). The Certification(s) allows you to use Nationwide Permit(s) 39 when issued by the US Army
Corps of Engineers (USACE). In addition, you should obtain or otherwise comply with any other
required federal, state or local permits before you go ahead with your project including (but not limited
to) Erosion and Sediment Control, and Non-discharge regulations. 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 or CAATA Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Riparian Buffer Rules Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved (Units) Plan Location or Reference
Wetlands 0.04 acres PCN
401 Oversight/Express Review Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] / lntemethttp?//h2o.enr.state.ne.us/nc?vetlands
NhCarolina
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An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
The Village at Lake Michael
Page 2 of 4
May 25, 2005
2. Erosion & Sediment Control Practices
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:
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
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 Pre-Construction Notification. 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. No Sediment & Erosion Control Measures w/n Wetlands or Waters
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.
5. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained jurisdictional
wetlands, waters and protective buffers in order to assure compliance for future wetland,
water and buffer impact. These mechanisms shall be put in place prior to impacting any
wetlands, waters and/or buffers approved for impact under this Certification Approval
and Authorization Certificate. A sample deed notification can be downloaded from the
401/Wetlands Unit web site at http://h2o.enr.state.nc.us/newetlands. The text of the
sample deed notification may be modified as appropriate to suit to this project.
The Village at Lake Michael
Page 3 of 4
May 25, 2005
6. Storm Water Management Plan (Final Plan Approval Needed):
Review of the stormwater plan for this project is in process. The design details requiring
resolution before the plan can be approved by DWQ are outlined in separate correspondence
dated May 25, 2005 (copy attached). The final version of this plan shall be reviewed and
approved before the impacts specified in this Certification occur per Condition No. 4 in GC No.
3402. The stormwater management plan must include plans, specifications, and worksheets for
stormwater management facilities that are appropriate for the surface water classification and
designed to remove at least 85% TSS according to the most recent version of the NC DENR
Stormwater Best Management Practices Manual. These facilities must be designed to treat the
runoff from the entire project, unless otherwise explicitly approved by the Division of Water
Quality. Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office) shall be constructed and operational, and the stormwater management
plan (as approved by this Office) shall be implemented. The structural stormwater practices as
approved by this Office as well as drainage patterns must be maintained in perpetuity. No
changes to the structural stormwater practices shall be made without written authorization from
the Division of Water Quality.
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.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Sam Aghimien at 919-733-3574.
Sincerely,
Alan W. Klimek, P.E.
r?
AWKIsaa
The Village at Lake Michael
Page 4 of 4
May 25, 2005
Enclosures: GC 3402
Certificate of Completion
cc:
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Kevin Martin, S & EC, 11010 Raven Ridge Road, Raleigh, NC. 27614
Eric Swanson PE, BNK Inc, 10405-E Ligon Mill Road, Wake Forest, NC. 27587
Filename: 04-2064 The Village at Lake Michael (Orange) 401 5-25-05
Certificate of Completion
DWQ Project No.:
Applicant:
Project Name:
County:

Date of Issuance of 401 Water Quality Certification:
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/Wetlands 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 not
necessary to send certificates from all of these.
Applicant's Certification
hereby stag. iat, to the best of my abilities, due care and
diligence was used in the observation of the construction such"th4t the construction was observed to be built
within substantial compliance and intent of the 401 Water Quality Certification and Buffer Rules, the
approved plans and specifications, and other supporting materials.
Signature:
Agent's Certification
Date:
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 Buffer Rules, the
approved plans and specifications, and other supporting materials.
Signature:
Dater
If this project was designed by a Certified Professional
as a duly registered Professional
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 Permittee 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 Buffer Rules, the approved plans and specifications, and other supporting materials.
Signature: Registration No.: Date:
r
x
WQC #3402
GENERAL CERTIFICATION FOR PROJECTS ELIGIBLE
FOR CORPS OF ENGINEERS NATIONWIDE PERMIT NUMBERS 18 (MINOR DISCHARGES)
39 (RESIDENTIAL COMMERCIAL AND INSTITUTIONAL DEVELOPMENTS),
.41 (RESHAPING EXISTING DRAINAGE DITCHES), 42 (RECREATIONAL FACILITIES),
43 (STORMWATER MANAGEMENT FACILITIES) AND 44 (MINING ACTIVITIES),
AND RIPARIAN AREA PROTECTION RULES (BUFFER RULES)
This General 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 15A NCAC 2H,
Section .0500 and 15A NCAC 2B .0200 for the discharge of fill material to waters and adjacent wetland areas or to
wetland areas that are not a part of the surface tributary system to interstate waters or navigable waters of the United
States (i.e., isolated wetlands) as described in 33 CFR 330 Appendix A (B) (18, 39, 41, 42, 43 and 44) of the Corps of
Engineers regulations (i.e., Nationwide Permit No. 39) and for the Riparian Area Protection Rules (Buffer Rules) in 15A
NCAC 26 .0200. This Certification replaces Water Quality Certification Numbers 3106 and 3108 issued on February 11,
1997, and Water Quality Certification Number 3287 issued on June 1, 2000 and Water Quality Certification Number 3362
issued March 18, 2002. This WQC is rescinded when the Corps of Engineers re-authorizes Nationwide Permits 18, 39,
41, 42, 43 or 44 or when deemed appropriate by the Director of DWQ.
The State of North Carolina certifies that the specified category of activity will not violate applicable portions of Sections
301, 302, 303, 306 and 307 of the Public Laws-92-500 and 95-217 if conducted in accordance with the conditions
hereinafter set forth.
Conditions of Certification:
1. Enumerating and Reporting of Impacts:
• Streams - Impacts to streams as determined by the Division,'of Water Quality shall be measured as length of
the centerline of the normal flow channel. Permanent and/or temporary stream impacts shall be enumerated
on the entire project for all impacts regardless of which 404 Nationwide Permits are used. Stream relocations
and stream bed and/or bank hardening are considered to be permanent stream impacts. Any activity that
results in a loss of use of stream functions including but not limited to filling, relocating, flooding, excavation,
dredging and complete shading shall be considered stream impacts. Enumeration of impacts to streams shall
include streams enclosed by bottomless culverts, bottomless arches or other spanning structures when a 404
Permit is used anywhere in a project unless the entire structure (including construction impacts) spans the
entire bed and both banks of the stream, is only used for a road, driveway or path crossing, and is not mitered
to follow the stream pattern. Impacts for dam footprints and flooding will count toward the threshold for
stream impacts, but flooding upstream of the dam will not (as long as no filling, excavation, relocation or other
modification of the existing stream dimension, pattern or profile occurs) count towards mitigation
requirements. Any filling, excavation, relocation or other modification of the existing stream (other than
flooding) must re-establish the same dimensions, patterns and profiles of the existing channel (or those of a
stable reference reach if the existing channel is unstable) to the maximum extent practical.
• Wetlands - Impacts to wetlands as determined by the Division of Water Quality shall be measured as area.
Permanent and/or temporary wetland impacts shall be enumerated on the entire project for all impacts
regardless of which 404 Nationwide Permits are used. Any activity that results in a loss of use of wetland
functions including but not limited to filling, excavating, draining, and flooding shall be considered wetland
impacts. Enumeration of impacts to wetlands shall include activities that change the hydrology of a wetland
when a 404 Permit is used anywhere in a project.
• Lakes and Ponds - Impacts to waters other than streams and wetlands as determined by the Division of
Water Quality shall be measured as area. Permanent and/or temporary water impacts shall be enumerated
on the entire project for all impacts proposed regardless of which 404 Nationwide Permits are used. Any
activity that results in a loss of use of aquatic functions including but not limited to filling and dredging shall be
considered waters impacts.
Application Thresholds - Stream, wetland and water impacts that exceed any of the thresholds below require a
complete application and written concurrence to use this Certification:
• Total stream impacts of greater or equal to 150 cumulative feet of stream length for the entire project require
written notification to and approval by the Division of Water Quality, and/or
• Impacts to waters of equal to or greater than 1/3 of an acre require written notification to and approval by the
Division of Water Quality, and/or
• Wetland impacts of greater or equal to 1/3 of an acre east of 1-95 and 1/10 of an acre west of 1-95 require
written notification to and approval by the Division of Water Quality except as specified below. Any impacts to
SA, WS-I, WS-I1 or

WQC #3402
Carolina or National Wild and Scenic River and wetlands classified as SWL and/or UWL as well as wetlands
described in 15A NCAC 2H .0506 (e) require a complete application and written concurrence from the
Division of Water Quality to use this Certification. These thresholds apply for the entire project regardless of
the number of Nationwide Permits applicable to the Certification that are.issued by the USACE for the project;
Written notification to DWQ is required for all applications that propose to use Nationwide Permit 18. This
notification requirement will be satisfied by providing two (2) copies of the PCN form to DWQ at the same time
that the PCN form is sent to the US Army Corps of Engineers. A formal application and fee is not required
unless DWQ decides that an Individual Certification will be required for the project. In this case, the applicant
will be notified in writing from DWQ within 30 days of the receipt of the written notification.
Proposed fill or substantial modification of any amount of wetlands classified in accordance with 15A NCAC
26 .0101(e)(7) as Unique Wetlands (UWL) shall require written concurrence from the Division of Water
Quality;
2. Impacts to any stream length in the Neuse, Tar-Pamlico or Randleman River Basins (or any other major river
basins with Riparian Area Protection Rules [Buffer Rules] in effect at the time of application) requires written
concurrence for this Certification from DWQ in accordance with 15A NCAC 26.0200. Activities listed as "exempt"
from these rules do not need to apply for written concurrence under this Certification. New development activities
located in the protected 50-foot wide riparian areas (whether jurisdictional wetlands or not) within the Neuse and
Tar-Pamlico River Basins shall be limited to "uses" identified within and constructed in accordance with 15A NCAC
2B .0200. All new development shall be located, designed, constructed, and maintained to have minimal
disturbance to protect water quality to the maximum extent practicable through the use of best management
practices;
3. Irrespective of other application thresholds in this General Certification, all impacts to perennial waters and their
associated buffers require written approval from DWQ since such impacts are allowable as provided in 15A NCAC
2B. 0212 (WS-1), 213.0213 (WS-11), 213.0214 (WS-III) and 2B.0215 (WS-IV). Only water dependent activities,
public projects and structures with diminimus increases in impervious surfaces will be allowed as outlined in those
rules. All other activities require a variance from the delegated local government and/or the NC Environmental
Management Commission before the 401 Water Quality Certification can be processed. In addition, a 30 foot wide
vegetative buffer for low density development or a 100 foot wide vegetative buffer for high density development
must be maintained adjacent to all perennial waters except for allowances as provided under the Water Supply
Watershed Protection Rules. For the purposes of this condition, perennial waters are defined as those shown as
perennial waters on the most recent USGS 1:24,000 topographic map or as otherwise determined by local
government studies;
4. Additional site-specific stormwater management requirements may be added to this Certification at DWQ's
discretion on a case by case basis for projects that have or are anticipated to have impervious cover of greater
than 30 percent. Site-specific stormwater management shall be designed to remove 85% TSS according to the
latest version of DWQ's Stormwater Best Management Practices manual at a minimum.
Additionally, in watersheds within one mile and draining to 303(d) listed waters, as well as watersheds that are
classified as nutrient sensitive waters (NSW), water supply waters (WS), trout waters (Tr), high quality waters
(HQW), and outstanding resource waters (ORW), the Division shall require that extended detention wetlands, bio-
retention areas, and ponds followed by forested filter strips (designed according to latest version of the NC DENR
Stormwater Best Management Practices Manual) be constructed as part of the stormwater management plan
when a site-specific stormwater management plan is required.
For streams classified as Water Supply, High Quality Waters and Outstanding Resource Waters, post-
construction, on-site stormwater management shall be required as appropriate and as outlined in 15A NCAC 2B
.0104(m)-and 2H .1000 to .1007, respectively, in addition to that required in this General Certification.
Alternative designs may be requested by the applicant and will be reviewed on a case-by-case basis by the
Division of Water Quality.
Approval of stormwater management plans by the Division of Water Quality's other existing state stormwater
programs including appropriate local programs are sufficient to satisfy this Condition as long as the stormwater
management plans meet or exceed the design requirements specified in this condition. This condition applies
unless more stringent requirements are in effect from other state water quality programs.

WQC #3402
• Unless specified otherwise in the approval letter, the final, written stormwater management plan shall be
approved in writing by the Division of Water Quality's Wetlands Unit before the impacts specified in this
Certification occur.
• The facilities must be designed to treat the runoff from the entire project, unless otherwise explicitly approved
by the Division of Water Quality.
• Also, before any permanent building or other structure is occupied at the subject site, the facilities (as
approved by the Wetlands Unit) shall be constructed and operational, and the stormwater management plan
(as approved by the Wetlands Unit) shall be implemented. '
• The structural stormwater practices as approved by the Wetlands Unit as well as drainage patterns must be
maintained in perpetuity.
• No changes to the structural stormwater practices shall be made without written authorization from the
Division of Water Quality.
5. Compensatory stream mitigation shall be required at a 1:1 ratio for not only perennial but also intermittent stream
impacts that require application to DWQ in watersheds classified as ORW, HQW, Tr, WS-1 and WS-II unless the
project is a linear, publicly-funded transportation project, which has a 150-foot per-stream impact allowance;
6. In accordance with North Carolina General Statute Section 143-215.3D(e), any application for a 401 Water Quality
Certification must include the appropriate fee. If a project also requires a CAMA Permit, one payment to both
agencies shall be submitted and will be the higher of the two fees;
7. In accordance with 15A NCAC 2H .0506 (h) compensatory mitigation may be
required for impacts to 150 linear feet or more of streams and/or one acre or more of wetlands for an entire
project. For linear public transportation projects, impacts equaj,to or exceeding 150 feet per stream, I mayrequire
mitigation. In addition, buffer mitigation may be required for any,project with. Riparian Area Protection Rules
(Buffer Rules) in effect at the time of application for buffer impacts resulting from activities classified as "allowable
with mitigation" within the "Table of Uses" section of the Buffer Rules or require a variance under the Buffer Rules.
A determination of buffer, wetland and stream mitigation requirements shall be made for any Certification for this
Nationwide Permit. The most current design and monitoring protocols from DWQ shall be followed and written
plans submitted for DWQ approval as required in those protocols. When compensatory mitigation is required for a
project, the mitigation plans must be approved by DWQ in writing before the impacts approved by the Certification
occur, unless otherwise specified in the approval letter. The mitigation plan must be implemented and/or
constructed before any permanent building or structure on site is occupied. In the case of public road projects, the
mitigation plan must be implemented before the road is opened to the travelling public. Please note that if a
stream relocation is conducted as a stream restoration as defined in The Internal Technical Guide for Stream Work
in North Carolina , April 2001, the restored length can be used as compensatory mitigation for the impacts
resulting from the relocation;
8. For any project involving re-alignment of streams, a stream relocation plan must be included with the 401
application for written DWQ approval. Relocated stream designs should include the same dimensions, patterns
and profiles as the existing channel (or a stable reference reach if the existing channel is unstable), to the
maximum extent practical. The new channel should be constructed in the dry and water shall not be turned into
the new channel until the banks are stabilized. Vegetation used for bank stabilization shall be limited to native
woody species, and should include est blishment of a 30 foot wide wooded and an adjacent 20 foot wide
vegetated buffer on both sides of the relocated channel to the maximum extent practical. A transitional phase
incorporating coir fiber and seedling establishment is allowable. Also, rip-rap, A-Jacks, concrete, gabions or other
hard structures may be allowed if it is necessary to maintain the physical integrity of the stream, but the applicant
must provide written justification and any calculations used to determine the extent of rip-rap coverage requested.
If suitable stream mitigation is not practical on-site, then stream impact will need to be mitigated elsewhere.
Please note that if a stream relocation is conducted as a stream restoration as defined in The Internal Technical
Guide for Stream Work in North Carolina, April 2001, the restored length can be used as compensatory mitigation
for the impacts resulting from the relocation;
9. Placement of culverts and other structures in waters, streams, and wetlands must be'placed below the elevation of
the streambed to allow low flow passage of water and aquatic life unless it can be shown to DWQ that providing
passage would be impractical. Design and placement of culverts including open bottom or bottomless arch
culverts and other structures including temporary erosion control measures shall not be conducted in a manner
that may result in aggradation, degradation or significant changes in hydrology of wetlands or stream beds or
banks, adjacent to or upstream and down stream of the above structures. The applicant is required to provide
evidence that the equilibrium shall be maintained if requested to do so in writing by DWQ. Additionally, when
roadways, causeways or other fill projects are constructed across FEMA-designated floodways or wetlands,
WQC #3402
openings such as culverts or bridges must be provided to maintain the natural hydrology of the system as well as
prevent constriction of the floodway that may result in aggradation, degradation or significant changes in hydrology
of streams or wetlands;
10. That appropriate sediment and erosion control practices which equal or exceed those outlined in the most recent
version of the "North Carolina Sediment and Erosion Control Planning and Design Manual" or the "North Carolina
Surface Mining Manual" whichever is more appropriate (available from the Division of Land Resources (DLR) in
the DENR Regional or Central Offices) shall be in full compliance with all specifications governing the proper
design, installation and operation and maintenance of such Best Management Practices in order to assure
compliance with the appropriate turbidity water quality standard;
11. All sediment and erosion control measures placed in wetlands and waters shall be removed and the original grade
restored within two months after the Division of Land Resources has released the project;
12. That additional site-specific conditions may be added to projects proposed under this Certification in order to
ensure compliance with all applicable water quality and effluent standards;
13. Measures shall be taken to prevent live or fresh concrete from coming into contact with waters of the state until the
concrete has hardened;
14. If an environmental document is required, this Certification is not valid until a Finding of No Significant Impact
(FONSI) or Record of Decision (ROD) is issued by the State Clearinghouse;
15. If this Certification is used to access building sites, all lots owned by the applicant must be buildable.without
additional fill beyond that explicitly allowed under other General Certifications. The applicant is required to provide
evidence that the lots are buildable without requiring additional impacts to wetlands, waters or buffers if required to
do so in writing by DWQ. For road construction purposes, this Certification shall only be utilized from natural high
ground to natural high ground;
16. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and
waters or areas within 50 feet of all streams and ponds. These mechanisms shall be put in place within 30 days of
the date of issuance of the 401 Certification letter or the issuance of the 404 Permit (whichever is later). A sample
deed notification format can be downloaded from the 401/Wetlands Unit web site at
http://h2o.enr.state.nc.us/ncwetlands. DWQ shall be sent copies of all deed restrictions applied to these lots;
17. When written concurrence is required, the applicant is required to use the most recent version of the Certification
of Completion form to notify DWQ when all work included in the 401 Certification has been completed;
18. Concurrence from DWQ that this Certification applies to an individual project shall expire three years from the
date of the cover letter from DWQ or on the same day as the expiration date of the corresponding Nationwide
Permit 18, 39, 41, 42, 43 or 44,
whichever is sooner.
Non-compliance with or violation of the conditions herein set forth by a specific fill project may result in revocation of this
Certification for the project and may also result in criminal and/or civil penalties.
The Director of the North Carolina Division of Water Quality may require submission of a formal application for Individual
Certification for any project in this category of activity that requires written concurrence under this certification, if it is
determined that the project is likely to have a significant adverse effect upon water quality or degrade the waters so that
existing uses of the wetland or downstream waters are precluded.
Public hearings may be held for specific applications or group of applications prior to a Certification decision if deemed in
the public's best interest by the Director of the North Carolina Division of Water Quality.
Effective date: March 2003
DIVISION, OF WATER QUALITY
By
Alan W. Klimek, P.E.
Director
t

Project Name: Village A.L.1%1
Project No. DWQ 04-2064
SUBAII= DESIGN: 1 REQUIRED DESIGN:
6/23/2005
elevations

Permanent Pool (ft) 643.5
Temporary Pool (ft) 648.5 5 ft. depth ok

areas
Permanent Pool SA (sq ft) 9534 9377 sq. ft. ok
Drainage Area (ac) 12.1
Impervious Area (ac) 5.02 41.5 % -
Forebay (ft2) 1437 15.072373 % ok
High Marsh (ft2) 3330 34.9 % ok
Low Marsh (ft2) 3334 35.0 % ok
Micropool (ft2) 1433 15.030417 % ok
100 %
volumes
Temporary Pool (cu ft) 89558 18596 cu. ft. ok
other parameters
SA/DA 1.78 1.78 -
Orifice Diameter (in) 2.375 0.23 cfs drawdown -
Design Rainfall (in) 1 4.4 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
0 ft. Permanent Pool Depth
% Impervious SA/DA from Table
Next Lowest 40 1.73
Project Impervious 41.5 1.78
Next Highest 50 2.06
v

Y
Project Name: Village A.L.AI
Project No. DWQ 04-2064
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
6/23/2005
elevations

Permanent Pool (ft) 620
Temporary Pool (ft) 624.5 4.5 ft. depth
areas
Permanent Pool SA (sq ft) 4497 4465 sq. ft.
Drainage Area (ac) 6.15
Impervious Area (ac) 2.36 38.4 %
Forebay (ft2) 671 14.921058 %
High Marsh (f12) 1579 35.1 %
Low Marsh (ft2) 1577 35.1 %
Micropool (fU) 670 14.898821 %
100 %
volumes
Temporary Pool (cu ft) 42744 8826 cu. ft.
other parameters
SA/DA 1.66 1.67
Orifice Diameter (in) 1.625 0.10 cfs drawdown
Design Rainfall (in) 1 4.8 day drawdown
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 30
Project Impervious 38.4
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.67
1.73
S
ok
ok
ok
ok
ok
ok
ok
ok
Z?1
b,5

I .
Project Name: Village A.L.1%1
Project No. DWQ 04-2064
SUBAII7TED DESIGN. 3
6/23/2005
elevations
Permanent Pool (ft) 615.5
Temporary Pool (ft) 619.75
areas
Permanent Pool SA (sq ft)
7892
Drainage Area (ac) 6.88
Impervious Area (ac) 3.07
Forebay (ft2) 1182
High Marsh (ft2) 2758
Low Marsh (ft2) 2769
Micropool (ft2) 1183
volumes
Temporary Pool (cu ft)
61049
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
1.9
2
1
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 44.6
Next Highest 50

REQUIRED DESIGN:
4.25 ft. depth
5642 sq. ft.
44.6 %
14.977192 %
34.9 %
35.1 %
14.989863 %
100 %
11278 cu. ft.
1.88
0.15 cfs drawdown
4.6 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.88
2.06
ok
ok
ok
ok
ok
ok
ok
ok
? l? G?
't / 17V
DWQ Prcject No. 0 7- 2 O b I
tJ o .J/
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and PCCKET') WETLAND WOR

1. PROJECT INFORMATION (please complete the fcllcwin information):
Project Name: V Ila aio at Lake Arh ael
Contact Person: Eric ?<, S w a K .SO h Phone Number. - D
For projects with multiple basins, specify which basin this worksheet a pplies to: 13 M 'o a! - Carl p-ruci-P /P4- Kd

Permanent Pool Elevation 6 y 3. ?Q ft. (elevation of the orifice invert out)
Temporary Pool Elevation 618" i O ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 953q sq. ft. (water surface area at permanent pool elevation)
Drainage Area l A. I d ac. (on-site and off-site drainage to the basin)
Impervious Area f. 0:2 ac. (on-site and off-site drainage to the basin)
Fcrebay Surface Area 1,1/37 sq. ft. (at permanent pool elevation approximately 15%)'
Marsh 0"-9" Surface Area 3,130 sq. ft. (at permanent pool elevation approximately 35%)'
Marsh 9"-18" Surface Area 3,3 3 `f sq. ft. (at permanent pool elevation approximately 35%)"
Micro Pool Surface Area ?? `13 3 sq. ft. (at permanent pool elevation approximately 15%)"
Temporary Pool Volume ? J`? cu. ft. (volume detained on top of the permanent pool)
SAIDA used ?. 7 $ (surface area to drainage area ratio)'
Diameter of Crifice a 3/8 in. (draw down orifice diameter)
REQUIRED ITEMS CHECKLIST (X"37r)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not teen met, attach an explanation of why. At a minimum, a complete stomwater management plan submittal includes
a worksheet for each EMP, 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
Aoclicants Initials
E K$ The temporary pool controls runoff from the 1 inch rain.
E K S The basin side slopes are no steeper than 3:1.
KS' A planting plan for the marsh areas with plant species and densities is provided.
([ $ Vegetation above the permanent pool elevation is specified.
E95 An emergency drain is provided to drain the basin.
E 14S The temporary pool draws down in 2 to 5 days.
E S Sediment storage is provided in the permanent pool. n n
N A sediment disposal area is provided. Hauled d 'S t e
EKS Access is providdd for maintenance. -
E kS A site specific, signed and notarized operation and maintenance agreement is provided.
E 110 The drainage area (including any ofsite area) is delineated on a site plan.
E 145 Access is provided for maintenance.
E KS Plan details for the wetland are provided.
F K5 Plan details fcr the inlet and cutlet are provided.
E 4C 5 A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http:9h2o.ehnr.state.nc.us/ncNedandsloandm.dec).
Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC CENR
Stcrmwater BMP Manual, April 1999. 101,16 open water, 501''a high marsh, 40% low marsh. (3 MP
/
A' (tl 3 4 ?'''? 0 OT
Ct

DWQ Prcjec: No. 0q- 2 O K `f
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and PCCKET') WETLAND WCRKSHEET
1. PROJECT INFORMATION (please ccmplete the fckwin infcrmaticn):
!
ject Name: U
P ?? a+ fake A(: , Qr?1
_
ro
Contact Person: E r? C <, S y Q h SO rat Phone Number 6 - 0
For projects with multiple basins, specry which basin this,,vcrksheet applies to: M P X;-2 Cod ?Str'uGfP l?f Kd
Permanent Pool E!evatien 62o.40 ft (elevaticn of the prince invert cut)
Temporary Peel E!evaticn 6 Z Y. SO ft. (elevaticn of the cutlet stru(,Itrre invert in)
Permanent Pool Surface Area qj q9 7 sq. ft. (water surface area at permanent pool elevation)
Drainage Area C. 1.57 ac. (cn-site and cff-site drainage to the basin)
Impervious Area 01.3s ac. (cn-site and cff-site drainage to the basin)
Ferebay Surface Area 671 sq. ft. (at permanent pool elevation approximately 15%)'
Marsh 0'-9' Surface Area l iS7Q sq..ft. (at permanent pool elevaticn approximately 35',0)'
Marsh 9'-18' Surface Area 39z sq. ft. (at permanent cool elevation approximately 35%)'
Micro Pool Surface Area 6 70 sq. Ift. (at permanent pool elevaticn approximately 15%)'
Temporary Pool Valume 7 ?I 7y ? ca. ". (volume detained cn too of c re permanent peel)
SA/DA used 1. (surface area to drainage area ratio)'
Diameter of Crifice ft in. (draw down prince diameter)
REQUIRED aEms CHECKLIST (I.62s)
Initial in the space provided to indite to fellewing design r-uirements have been met and supccrin5 dccumertatien is attached. ;f a
requirement has not peen met, artac? an explanation c/ why. At a minimum, a complete stcrmwater management plan submit'tzI includes
a worksheet for each SNIP, design cIc Iaticns, plans and specinca5ens si,cwing ail SNIPS and cutlet structure details, a detailed
drainage plan and a fully executed eceradon and maintenance agreement. An incomcleie submittal package wiil result in a request for
additional infcrmadcn and wiil substantially delay final review and approval of the project
E KS T'ne tern cerary cool centrals runoff from the 1 inch rain.
E K S The basin Side slopes are no steeper than 3:1.
l<S A planting plan for the marsh areas with plant species and dens,,.es is provided.
E 14 5 Vegetation above the permanent pool elevation is spedned.
E KS An emergenc/ drain is provided to drain the basin.
E 14S The temporary pool draws down in 2 to 5 days.
E ?S Sediment s;cr,Se is provided in the permanentFccl n /i
OW d'f"r' S I 't Z
H
t4 aul (
A sediment disposal area is provided.
E K g Access is provided for maintenance.
t` kS A site specific, signed and notarized operation and maintenance agreement is provided.
E <5 _ T "he drainage area (inc!uding any crsite area) is delineated cn an site plan.
E K 5 Access is provided for maintenance.
E 95 Plan details fcr i; e wetland are provided.
F K.S Flan details fcr the inlet and cudet are provided.
E IL 5 A site specific cperrdcn and maintenance agreement, signed and notarized by ti,e responsible par/ is provided (see
http1lh2o.ehnr.s,ate.nc.us/ncNedandsleandm.dcc).
' Pc&et Wetlands have different design parameter and are only assumed to remove 3-5% TSS - Sae po. 19 and 20 of the NC CENR
Stcrmwater EMP Manual, April 1999. 10°0 ccen water, 50°0 high marsh, 400,16!cw marri,.
Acciicants Initials
13 1 P #2
/ ev1-S? i ?0-?0-05-
OWQ Frcjec: No. 0 ?T - 2 D 01/ y
DIVISION OF'NATER QUALITY - 401 EXTENDED DETENTION (and FCCKcT')'NETLAND WCRKSHEET
1. PROJECT INFORMATION (please amplete the fcllcwm inferma6cn):
t Name: U! ??a
P of Lake
rojec
Contact Person: Err 1<, S ?SO rat Phone Number. ) 6 - ?,0
For projects with multiple basins, specify which basin this,,vcrksheet applies to: 131YLL4,3 - Cor1 struGfP [</ f a Kd
Permanent Pool Elevation 615: So ft. (elevation of the prance invert cut)
Temporary Pool Elevation g? 19; 75 it (elevation of the cutlet structure invert in)
Permanent Pcei Surface Area 7 sq. t. (water surfaca area at permanent pool elevaten)
Drainage Area 6. S$ ac. (cn-site and off-site drainage to the basin)
Impervious Area 3107 ac. (en-site and cff-ste drainage to the basin)
Ferebay Surface Area ?, ! S sq. t. (at permanent pool elevation approximately 15%)'
Marsh 0'-9' Surface Area 7 0 sq. t. (at permanent pool elevation approximately 35%)'
Marsh 9"-18' Surface Area A;76 9 sq. ft. (at permanent pool elevation approximately 35'10)'
Micro PC01 Surface Area W83 sq. ft. (at permanent pool e!evaticn approximately 15%)'
Temporary Pccl Volume 61 0q cu. t.
11 (volume detained cn too of the permanent pool)
&'10A used (surface area to drainage area ratio)'
Diameter of Crifice ?. in. (draw dawn crirca diameter)
if. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate ;he following design requirements have been met and supccring dccumentaden is attached. 11'a
requirement has rot teen met, attach an exclanatien cy why. At a minimum, a complete stermwater management plan submittal includes
a wor<sheet for each EMP, design calculations, plans and specirncadens showing all PEMFs and outlet structure details, a detailed
drainage plan and a fully executed ecerdcn and maintenance agreement. An incmclete submittal pacsace will result in a request for
additional information and will substandaily delay final review and approval of the project
Accli ants Initials
E KS The temporary pool controls runoff from the 1 inch rain.
E K S The basin side slopes are no steeper than 3:1.
E (,?S A planting plan fcr the marsh areas with plant species and dens;kies is provided.
F 14 5 Vegetation above the permanent pool e!evadcn is specified.
E- KS An emergency drain is provided to drain the basin.
E 14S The temporary cool draws down in 2 to 5 days.
6 S Sediment storage is provided in the permanent cool.
4 d 0'-?S t e
H au I
i
d
n/ e
de
.
A sediment disposal area is prov
E (4 S Access is provided for maintenance.
E K S A site spe&, c, signed and notarized operation and maintenance acreement is provided.
E KS The drainage area (inc!uding any crsite area) is delineated cn a site plan.
E 14 S Access is provided fcr maintenance.
E 6C5 Plan details fcr the wetland are provided.
ICS F!an details fcr the inlet and outlet are provided.
E (4.5 A site specific cperadcn and maintenance agreement, signed and notarized by the responsible parry is provided (see
httpllh20.ehnr.state.nc.uslnc,vedandsieandm.dcc). .
' Pocket Wetlands have different design parameter and are only assumed to remove 3-5% TSS - See pp. 19 and 20 of the NC GENR
Stcrmwater EMP Manual, April 1959. 10°16 open water, 501% high marsh, d010 !cw marg.
sMpt-3
I?ev,sec? 6-aG-os

DWQ Proj /
0q- 2 0 b
ect No O vG C`1 "
Y 2 !
. '
2
r
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') WETLAND WORET 2

1. PROJECT INFORMATION (plea se complete the fcllowin information):
V '
Project Name: r l l a 4io
of Gctke ir h
aPl
Contact Person: S r c '<, S a n SO h Phone Number.
For projects with multiple basins, specify which basin this worksheet a pplies to: m A g[ Cor1 truGtP ?f a Kd
Permanent Pool Elevation 6 y 3.50 ft. (elevation of the cdce invert out)
Temporary Pool Elevation 6'19"5-0 ft. (elevation of the cutlet structure invert in)
Permanent Pool Surface Area q 53 Ll sq. ft. (water surface area at permanent pool elevation)
Drainage Area f z • /6 ac. (on-site and off-site drainage to the basin)
Impervious Area F.02 ac. (en-site and off-site drainage to the basin)
Fcrebay Surface Area /AY 3 7 sq. ft. (at permanent pool elevation approximately 15%)'
Marsh 0'-9" Surface Area 3.330 sq. ft. (at permanent pool elevation approximately 35%)'
Marsh 9%18" Surface Area 3?3 3 `i sq. ft. (at permanent pool elevation approximately 35°10)'
Micro Pool Surface Area ??'f 3 3 sq. ft. (at permanent pool elevation approximately 15%)'
Temporary Pool Volume ? S? cu. ft. (volume detained on top of the permanent pool)
SAIDA used (surface area to drainage area ratio)'
Diameter of Crifice a 31Y n. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST (X-31r)
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 stermwater management plan submittal includes
a worksheet for each EMP, design calculations, plans and speciicatiens showing all EMPs 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
E KS The temporary pool controls runoff from the 1 inch rain.
F k S The basin side slopes are no steeper than 3:1.
F VU A planting plan for the marsh areas with plant species and densities is provided.
F 14 5 Vegetation above the permanent pool elevation is specified.
EK5 An emergency drain is provided to drain the basin.
E 14S The temporary pool draws down in 2 to 5 days.
E S Sediment storage is provided in the permanent Fpocl.
N A sediment disposal area is provided. H aulNd d-?S t Z
E K 5 Access is provided for maintenance.
E Ic 5 A site specific, signed and notarized operation and maintenance agreement is provided.
E 14) The drainage area (including any cffsite area) is delineated on a site plan.
E 145 Access is provided for maintenance.
E K5 Plan details for the wetland are provided.
F M _ Plan details fcr the inlet and cutlet are provided.
E V-5 A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
httpJ/h2o.ehnr.state. nc.uslncrvettands/oandm.dcc).
Pccket Wetlands have different design parameters and are only assumed to remove 351,16 TSS - See pp. 19 and 20 of the NC DENR
Stormwater SNIP Manual, April 1999. 1010 open water, 50% high marsh, 40% low marsh.
/?BI/? 58i 6?-?0'0T
,.
DWQ Prcject No. Q 7 - 2 D ?`
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and PCCKc ) WETLAND WORKSHEET
PROJECT INFORMATION (please complete the fcllcwn information):
1
.
t Name: V r I Ia 9:6
P of ?ak0 M r haLa 1
rojec
-E--C"< l S ?? a t2 SON Phone Number. 6 - 0
,
Contact Person:
For projects with multiple basins, specify which basin this vicrksheet applies to: I}') '0 2.: C0?j St-7uGtP l!l f a?
Permanent Pool Elevation 6 20, 60 i, (elevation of the crca invert cut)
Pact Elevation
orar
T 6 ;L If. SO ft. (e!evaticn of the cutlet structure invert in)
y
emp
Permanent Pool Surface Area 41 ?q sq. ft. (water surface area at permanent pool e!evaticn)
Drainage Area C. 15, ac. (cn-site and cr-site drainage to the basin)
Impervious Area 01.3 6 ac. (cn-site and cr-ste drainage to the basin)
'
Forebay Surface Area 671 sq. ft. (at permanent pool elevation approximately 15%)
'
i
Marsh 0'-9' Surface Area 115-72 sq. ft. on approximately 35','0)
(at permanent pool elevat
Marsh 9%18' Surface Area 115'72 sq. i. (at permanent pecl elevation approximately 351,0)'
Micro Pool Surface Area 6 90 sq. ft. (at permanent pool e!evaticn approximately 151,0)'

Pool Vclume
T
I / y
c. ft.
(volume detained cn tco of the permanent ccei)
emporary
SAIDA used ?• 6? (surface area to drainage area ratio)'
Diameter of Crifice 1 S/? in. (draw dawn orifice diameter)
REQUIRED [TEmS CHECKLIST (1.6.15-)
Initial in the space crovided to indicte 'Ut'.e feilewing design requirements have been met and supccring documentation is attached. If a
requirement has nct peen fret, adach an explanation cf why. At a minimum, a complete stcmwater management plan submittal irc!t:des
a worksheet for each SNIP, design clculatiens, puns and speciricaticns showing ail EtiIPs and cutlet stnJcture details, a detailed
drainage plan and a fully executed ecercen and maintenance agreement. An inCOmclete SUcmittal package will result in a request 'Cr
additional infomaticn and wiil substantially delay final review and approval of the project
Accliaants Initials
E KS _The temccrary cool controls runoff from the 1 inch rain.
E K S The basin side s!cpes are no steeper than 3:1.
F (<S _A planting plan fcr the marsh areas with plant species and dens;zies is provided.
F 14 5 Vegetation accve the permanent pool elevation is specified.
E KS An emergenc/ drain is provided to drain the basin.
E 14S The temporarycool draws down in 2 to 5 days.
E Sediment storage is provided in the perm anentFccl 00
A sediment disccsal area is provided. H QGC l 0'W 0't"r Sit Z
E K S Access is provided for maintenance.
EKS A site specific, signed and nctarrzed operation and maintenance acreement is provided.
E KS The drainage area (inc!uding any cffsite area) is delineated on a site plan.
E145 Access is provided fcr maintenance.
E K5 Plan details fcr ' e wetland are provided.
F X3 Plan details fcr he inlet and cutlet are provided.
F (? S A site specific coerccn and maintenance agreement. signed and nciarized by the resccnsible pan/ is provided (see
httpl/h2o. ehnr.state.rc.us/rc,vedandslo andm.dcc).
Pcc..cat Wetlands have different design parameters and are only assumed to remove 3-5'10 TSS - Sae pp. 19 and 20 of the NC CENR
Stcmwater ENIP Manual, April 1999. V% ccen water, 50% high marsh, 40% !ew Omar; .

OWO Project No. 0q- 2 O 0
DIVISION OF WATER QUALITY - 401 EMEENDED DETENTION (and PCCKET') WET LAND WORKSHEET
PROJECT INFORMATION (please complete the fclicw,a information):
1
.
V 111 1 q-P
t Name:
P
a+ Lake I ?? l
?ael
rojec
Contact Person: E n C 1<, S W Q h 50 r1 Phone Number. ) 6 - -?0
For projects with multiple basins, specify which basin this wcrf zheet a pplies to: /? /> ;3 - Cori ?Str'uGtP l?f a Kd
Permanent Pool Elevation 6 (elevation of the bribe invert cut)
Temporary Pool E!evation 619, 73 ft (elevation of the cutlet structure invert in)
Permanent Pool Surface Area 7, S qa _ sq. ft. (water surface area at permanent pool e!evadcn)
Drainage Area 6, $$ ac. (cn-ste and cff-site drainage to the basin)
Impervious Area 3.07 ac (cn-site and crf-site drainage' o the basin)
'
Ferebay Surface Area 1. ! $ sq. ft. (at permanent pool elevation approximately 151,1)
Marsh 0'-9' Surface Area ')S g sq. '. (at permanent pool elevation aecroximate!y 351,1)'
Marsh 9'-18' Surface Area ;L;76 9 sq. ?. (at permanent cool a!evadon acpreximately 351,10'
Micro Pool Surface Area 1? 183 sq. ?. (at permanent pool elevation accrcximately 15',1)'
Temporary Pool Volume 61 0`f ca. ft.
11 (volume detained on tco of t e perm anent pool)
SA10A used ?• ?? ?o (surface area to drainage area ratio)'
Diameter of Crfice ;I, in. (draw down crnce diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to inci=te the following design requirements have teen net and supccri„g documentation is arZeed. If a
requirement has not been met, adacn an explanation orwhy. A,t a minimum, a complete stcrinwater management plan sutmittal irc'.udes
a worksheet for each BMP, design =lclaticns, plans and spec:n=dons showing ail c«iPs and outlet structure detaiis, a detailed
drainage plan and a fully executed cceration and mairtenarce agreement An incemclete submittal pac.<age will resuit in a rNuest for
additional information and wiil substantially delay final review and approval of the prcject
Acclicants Initials
E KS The temporary pool controls runoff from the 1 inch rain.
F K S The basin side s!cpes are no steeper than 3:1.
F [
5 A planting plan fcr the marsh areas with plant species and ders,,.es s provided.
,
14 5 N/egetaticn above the permanent pool e!evadcn is specified.
E KS An emergency drain is provided to drain the basin.
E t<S The temporary pool draws down in 2 to 5 days.
E S Sedirnent storage is provided in the perm anent pool. n n
0d Ot-r Sit Z
H a u I
id
d
i
N 6
.
e
s prov
A sediment discosal area
E K 5 Access is provided for maintenance.
E k5 A site specinc, signed and notarized operation and maintenance agreement is provided.
E KS i fie drainage area (inc!uding any crste area) is deiineated on a site plan.
E V. S Access is provided for maintenance.
E sc5 Plan details fcr the wetland are provided.
F KS Plan details fcr the inlet and cutlet are provided.
E (4 S A site specific operation and maintenance agreement, signed and rcrrzed by the resccnsible pain/ is provided (-a--

.
httpJlh2c.ehnr.siate.nc.us/r.c,-iedand--Joandr.-i.dcc).
' PccRet Wetlands hav e different design parameters and are only assumed to remove 35'1 TSS - See Pp. 19 and 20 of the NC CENR
Stc „ water EMP Manual, April 1999. 10% ccen water, 50'1 high marsh, 40%!cw mar;.
sMpt- 3
6-aG-6S
12ev,W
7 -- 2 D mss, ?y `'
DWO Project No._ 0
Off, yl, :'
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and PCCKET') WETLAND WORKSHI`{
may`;:.
1. PROJECT INFORMATION (please complete the fellowin information): °r
Project Name : U r a+ _6t kP ?? r h a P
Contact Person: E r? c l<, Swan .sort Phone Number. 1 6qr_ 0
For projects with multiple basins, specify which basin this worksheet applies to: /3m Ate/ - corl vrtruetP l[l?f a Kd
Permanent Pool Elevation 6113, F0 ft. (elevation of the orifice invert cut)
Temporary Pool Elevation It L5-0 ft. (elevation of the cutlet structure invert in)
Permanent Pool Surface Area sq. ft. (water surface area at permanent pool elevation)
Drainage Area 12. I6 ac. (on-site and off-site drainage to the basin)
Impervious Area 0 2 ac. (cn-site and of-site drainage to the basin)
Fcrebay Surface Area ly 37 sq. ft. (at permanent pool elevation approximately 15%)'
Marsh 0"-9" Surface Area 3.330 sq. ft. (at permanent pool elevation approximately 35110)'
Marsh 9"-18" Surface Area 3,3 3 `f sq. ft. (at permanent pool elevation approximately 35?'0)'
Micro Pool Surface Area I?`f3 3 sq. ft. (at permanent pool elevation approximately 151,16)'
Temporary Pool Volume p fS? cu. ft. (volume detained on top of the permanent pool)
SAIDA used ?• 7 g (surface area to drainage area ratio)'
Diameter of Orifice a 3/8' in. (draw down erince diameter)
II. REQUIRED ITEMS CHECKLIST C • 395-)
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 stermwater management plan submittal inc!udes
a worksheet for each EMP, design calculations, plans and specifications showing all EMPs and cutlet 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
Aoclicants Initials
E KS The temporary pool controls runeif from the 1 inch rain.
E K S The basin side slopes are no steeper than 3:1.
F KS A planting plan for the marsh areas with plant species and densities is provided.
F IZ 5 Vegetation above the permanent pool elevadcn is specified.
EKS An emergency drain is provided to drain the basin.
E 14S The temporary pool draws down in 2 to 5 days.
& S Sediment storage is provided in the permanent Focl. 0 1)
N A sediment disposal area is provided. H OLIA e d 3 t 2
E (4 5 Access is provided for maintenance.
Ek5 A site specific, signed and notarized operation and maintenance agreement is provided.
9145 The drainage area (including any orfsite area) is delineated on a site plan.
E 14 5 Access is provided for maintenance.
r: (5 Plan details fcr the wetland are provided.
F K3 Plan details fcr the inlet and outlet are provided.
F_ VI5 A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
httpJ/h2a.ehnr.state.nc.us/ncNedandslaandm.dcc).
Pocket Wetlands have different design parameters and are only assumed to remove 35°0 TSS - See pp. 19 and 20 of the NC DENR
Stcrmwater BMP Manual, April 1999. 101,0 open water, 50% high marsh, 40% low marsh. 11
rang 7 /
(?eV,-s eJ ?'-ao oF
DWO Project No. 0q_
2 Q b
DIVISION OF WATER QUALITY - 401 E)T ENDED DETENTION (and PCCKET') WETLAND WORKSHEET
PROJECT INFORMATION (p
1 lease complete the fcllcwin information):
.
ct Name: Vi 1C(g
P e a-f- Lake ?"'ir hael
roje
Contact Person: E t"r C <, S t?? a K SO rat Phone Number. 6 - 0
rojects with multiple basins, sp
F ecify which basin this worksheet applies to: /)) i4 rya, Cori ?St?"uGtP lU f Kd
or p
Permanent Pool Elevation 6 ??• 4d ; (e!evaricn of he crfice invert cut)
Temporary Pool Elevation 6 ?y.50 (elevation of the cutlet structure invert in)
Permanent Pool Surface Area 4, ?9 7 sq. ft. (water surface area at permanent pool elevation)
Drainage Area C. I S' ac. (cn-site and cff-site drainage to the basin)
Impervious Area ot. 3 6 ac. (cn-site and cif-site drainage to the basin)
Ferebay Surface Area 671 sq. ft. (at perm anent pool elevation approximately 151,14)•
Marsh 0'-9' Surface Area 115?9 sq. ft. (at perm anent pool elevation approximately 354,4)'
Marsh 9'-18' Surface Area 1 77 sq. ft. (at permanent pool elevation approximately
Micro Pool Surface Area 6 70 sq. ?. (at permanent poet =elevation aecrox;matzly 154,14)•
Temporary Pccl volume 7 ?? / y? ca. ft. (volume detained on too of t'-e permanent pool)
'. b • (surface area to drainage are3 ratio)'
SA/DA used
Diameter of Crif;ce s/g n. (draw down crifica diameter)
REQUIRED ITEMS CHECKLIST (l• 625)
Initial in the space provided to indicte :;.e following desicn requirements have been ,et and succoring documentation is attic; ed. If a
requirement has not peen met, artacn an explanation cf wny. At a minimum, a ccmpletz stomwater management plan submittal includes
a worksheet for each EMP, design calculations, plans and specifications showing ail SIMPs and eut!et structure details, a detailed
drainage plan and a fully executed eceraccn and maintenance agreement. An incmclete submittal package will result in a request for
additional inform ation and will substantially delay anal review and approval of the project
Acc!icants Initials
EKS the temporary cool controls rurc7 from the 1 inch rain.
C- K S The basin side s!cpes are no steeper than 3:1.
`<S A planting plan fcr the marsh areas with plant species and dens,-;es is provided.
14 5 Vegetation above the permanent pool elevation is specified.
EKS An emergency drain is provided to drain the basin.
E 14S The temporary pool draws down in 2 to 5 days.
E r?S Sediment storage is provided in the permanent Fpccl. n n
A sediment disccsal area is provided. aulP d dt-? S i t Z
E K s Access is provided for maintenance.
E kS A site specific, signed and notarized operation and maintenance acreement is provided.
EKS -The drainage area (inc!uding any crsite area) is delineated on a site plan.
E K 5 Access is provided for maintenance.
E K5 -Ian details fcr the wetland are provided.
F 9.5 Flan details :or the inlet and cutlet are provided.
E Q5A site specific operation and maintenance agreement, signed and ncrarfzed by ,'?he rescensible par/ is provided (see
httpl/h 2o.eh nr. state.nc.us'ncNedandsloandm.dcc).
Pocket Wetlands have different design parameters and are only assumed to remove 3.:`14 TSS - See pp. 19 and 20 of the NC CENR
Stcrmwater E?MP Manual, April 1999. 10% open water, 50°4 high marsh, d0°'a !cw marsh.
13mp #2
DING Project No. 0 q- 2 Q 0
DIVISION CF WATER CUALITY - 91 E)7=-NDED DETENTION (and PCCKET') WETLAND WORKSHEET
PROJECT INFORMATION (please complete the fCI!aWln nfcrmaticn):
1
.
9:6
t Name : V! a
P a t a k e I? r h a 1
?
rojec
c I<
E w ctn SO h Fhone Number L?LL 6 - 0
,
rr
Contact Person:
For projects with muldcle basins, specify which basin this wcrksheet applies to: /Y7,0- Cor1 St-'-Uc"e /? f- a Kd
Permanent Pool Erevatien 6 15: 5'0 -IL (elevation of the crnce invert cut)
Temporary Pool Elevation d 19,.75 fL (e!evaden of the cutlet stmcttre invert In)
Permanent Pool Surface Area 7, 3 ;L s?. t. (water surface area at permanent cool elevation)
Drainage Area 6, $g ac. (cn-site and crf-she drainage to the basin)
Impervious Area 3.07 ac- (cn-site and cr-site drainage to the basin)
'
Ferebay Surface area 1. 16 al sq. t. (at permanent pool elevation approximately 15%)
'
Marsh 0'-9' Surface Area x,'75' g s?. '. (at permanent pool elevation approximately 351,a)
Marsh 9'-18" Surface Area 2,269 sq. t. (at permanent cool elevaticn acoreximate ly 359x)'
?iiao Pool Surface Area l? 83 sq. t. (at permanent cool e!evaticn approximately 15%)'
Temporary Pool Volume 61 0`f cu. t. (volume detained on top of the permanent pool)
SA/DA used ?• ?0 v (surface area to drainage area radc)'
Diameter of Crifce in. (draw down prince diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space prcvided to indicete ile fellcwing design r luirements have teen met and supccrrg documentation is attached. !y a
requirement has rat teen met, artach an explanation of Nrry. At a minimum, a complete stormvoter management plan submittal includes
a wcr'<sheet for each SMP, design mlailatiens, plans and specifications shoving all EMPs and cutlet structure details, a detaiied
drainage plan and a fully executed eceraden and maintenance agreement. An incemclete submittal pacsace will resuit in a recuest for
additional information and will substantially delay final review and approval of the prcject
Applicants Initials
t
E K The temporary peel controls runoff from the 1 inch rain.
EKS The basin side s!cpes are no sleeper than 3:1.
$
E- (/ A planting plan fcr the marsh areas with plant species and dens,;,es is provided.
,
!z 5 Vegetation above the permanent pool e!evaticn is scedned.
EKS An emergency drain is provided to drain the basin.
E (<S The temporary pool draws down in 2,o 5 days.
E Sediment storage is provided in the permanent pool. 00.
H ciu l e d d-t-r' it 10,
i
id
d
.
s prov
e
A sediment disposal area
EKS -Access is provided for maintenance.
E k5 A site specific, signed and notarized operation and maintenance agreement is provided.
E KS The drainage area (including any cffsite area) is delineated on a site plan.
E K 5 Access is provided for maintenance.
E ?c5 Flan details fcr the wetland are provided.
5
F K Flan details `cr the inlet and cutlet are crcvided.
-
.
F I? 5 A site specific cperadcn and maintenance agreement, signed and rctanzed by the responsible party is prcvided (see
http?llh 2a. eh nr. state.nc.uslrc,vedandsloandm.dcc). .
' Racket'Nedands have different design parameters and are only assumed to remove 359'a TSS - See co. 19 and 20 of the NC CEi i
Stcmwater SMP Manual, A.chl 1999. 10916 open water. 50°a high marsh, 400% Icw mar; .
Opt-3
12ev,secQ 6-?-65
BASS, NIXON & KENNEDY, INC., CONSULTING ENGINE!;-RS
10405-E LIGON MILL ROAD, WAKE FOREST, NC 27587 ??
919/851-4422 FAX [phone] [e-mail]9¢
?y
June 21, 2005
Samuel A. Aghimien
DWQ, 401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
RE: DWQ Project # 04-2064
The Village at Lake Michael
Mebane, NC
Dear Samuel:
As requested at our June 61h meeting, we have made the revisions to the plans and wetland
worksheets. Please review the included plan sheets and worksheets. If you have any
questions or need any addition information, please feel free to call me at 919-645-2099.
Sincerely,
Bass, Nixo Kennedy, Inc.
Eric K. Swanson, PE
Project Manager
EKS:njb
?n
?v
BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEER' ',4F,p
10405-E LIGON MILL ROAD, WAKE FOREST, NC 27587 flyPG D
919/851-4422 FAX [phone] [e-mail] 9;s '
?cy
TRANSMITTAL
TO: NCDENR - DWQ, 401 Oversight Unit PROJECT: Village at Lake Michael
ADDRESS:
0 PROJ NO: 04419000 DATE: 6/22/05
2321 Crabtree Boulevard, Suite 25
Raleigh, NC 27604 FROM: Eric K. Swanson
ATTN: Sam Aghimien DELIVERED VIA: Hand Delivered
PHONE NO: 919-733-3574 COPIED: Boylan Development
WE ARE SENDING YOU
Specifications Shop Drawings Prints
Bulletin Drawings Copy of Letter X Other
DATE COPIES DESCRIPTION
1 4-21-05 1 3 1 Revised plan sheets and worksheets, as discussed 6-6-05 1
THESE ARE TRANSMITTED
For Review & Comment As Requested
For Approval For Your Use
Notes:
Included are three copies of the revisions we discussed on June 6`°. Please contact me if you need any
additional information or have questions.
Thank you,
Olt-
Signed: -Eric K. Swanson, PE
O?OF WAT ?9pG Michael F. Easley, Governor
William G. Ross Jr., Secretary
> n r North Carolina Department of Environment and Natural Resources
D ?' C Alan W. Klimek, P.E. Director
Division of Water Quality
May 25, 2005
DWQ Project #04-2064
Orange County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Tyler Morris
VLM Development, LLC
211-C East Six Forks Road, Suite # 108
Raleigh, NC. 27609
Subject Property: Village at Lake Michael
REQUEST FOR MORE INFORMATION-Stormwater Management Plan
On April 28, 2005, the Division of Water Quality (DWQ) received the revised stormwater management
plan prepared by your engineer, Eric Swanson PE, of BNK In. The following additional information is
needed to enable us continue with the reviews of your plans:
• New 401 Extended Detention Wetland Worksheets for all ponds.
• The ponds are to meet the BMP requirements of 85% TSS removal for all runoffs, and draw
down in 2 to 5 days.
• Your draw down, Fore bays, High Marsh, Low Marsh, and Micro pools designs did not meet
the requirements.
• Your SA/DA ratio at 3 ft, and the 401 worksheets Orifice of 1.5", 1", 1.375", did not meet the
requirements.
• Your permanent pool depths were 5 ft, 4.5 ft, and 4.25 ft, instead of the 3 ft you used in your
calculations.
• Detail reviews of your stormwater designs have shown multiple stages drawdown of the pool
volumes at different rates. The 3 foot pool depth used in your SA/DA calculations is at
different orifice size elevations than the one shown in your worksheets.
• The NCDENR Storm water BMP manual which was charged with assuring that the permit
tee complies with the requirements specified in the permit, also includes non - compliance
issues have no records or evident of multiple stages drawdown at different rates.
Please respond within three (3) weeks of the date of this letter by sending three (3) copies this information
in writing. This letter only addresses the Stormwater Management Plan review and does not authorize
any impacts to wetlands or streams until the plans are approved. Please call Mr. Samuel A. Aghimien, at
919-733-3574 if you have any questions regarding these issues.
Sincerely,
Cyndi B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
401 Oversight/Express Review Permits Unit
r

W A T ?9QG
r
D Q,
_ - I
O 'C
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
May 25, 2005
VLM Development, LLC
Attn: Mr. Tyler Morris
211-C East Six Forks Road, Suite # 108
Raleigh, NC. 27609
Subject Property: The Village At Lake Michael, Mebane, NC
Lake Michael, 16-20-(1), Class WSII HQW NSW
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 04-2064
Orange County
Approval of 401 Water Quality Certification and with Additional Conditions
Mr. Morris:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.04 acres of wetlands to construct the proposed Village at Lake Michael
residential subdivision, as described within your application materials received by the N.C. Division of
Water Quality (DWQ) on December 29, 2004 and April 28, 2005. After reviewing your application, we
have decided that the impacts are covered by General Water Quality Certification Number(s) 3402,
(GC3402). The Certification(s) allows you to use Nationwide Permit(s) 39 when issued by the US Army
Corps of Engineers (USACE). In addition, you should obtain or otherwise comply with any other
required federal, state or local permits before you go ahead with your project including (but not limited
to) Erosion and Sediment Control, and Non-discharge regulations. 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 or CAMA Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Riparian Buffer Rules Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved nits Plan Location or Reference
Wetlands 0.04 acres PCN
Nnnn?
401 Oversight/Express Review Unit

The Village at Lake Michael
Page 3 of 4
May 25, 2005
6. Storm Water Management Plan (Final Plan Approval Needed):
Review of the stormwater plan for this project is in process. The design details requiring
resolution before the plan can be approved by DWQ are outlined in separate correspondence
dated May 25, 2005 (copy attached). The final version of this plan shall be reviewed and
approved before the impacts specified in this Certification occur per Condition No. 4 in GC No.
3402. The stormwater management plan must include plans, specifications, and worksheets for
stormwater management facilities that are appropriate for the surface water classification and
designed to remove at least 85% TSS according to the most recent version of the NC DENR
Stormwater Best Management Practices Manual. These facilities must be designed to treat the
runoff from the entire project, unless otherwise explicitly approved by the Division of Water
Quality. Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office) shall be constructed and operational, and the stormwater management
plan (as approved by this Office) shall be implemented. The structural stormwater practices as
approved by this Office as well as drainage patterns must be maintained in perpetuity. No
changes to the structural stormwater practices shall be made without written authorization from
the Division of Water Quality. 11
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.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Sam Aghimien at 919-733-3574.
Sincerely,
Alan W. Klimek, P.E.
AWK/saa

O,O? W A T ?RQG
O 'c
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
May 25, 2005
VLM Development, LLC
Attn: Mr. Tyler Morris
211-C East Six Forks Road, Suite # 108
Raleigh, NC. 27609
Subject Property: The Village At Lake Michael, Mebane, NC
Lake Michael, 16-20-(1), Class WSII HQW NSW
Approval of 401 Water Quality Certification and with Additional Conditions
Mr. Morris:
Alan W. Klimck, P.E. Director
Division of Water Quality
DWQ Project # 04-2064
Orange County
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.04 acres of wetlands to construct the proposed Village at Lake Michael
residential subdivision, as described within your application materials received by the N.C. Division of
Water Quality (DWQ) on December 29, 2004 and April 28, 2005. After reviewing your application, we
have decided that the impacts are covered by General Water Quality Certification Number(s) 3402,
(GC3402). The Certification(s) allows you to use Nationwide Permit(s) 39 when issued by the US Army
Corps of Engineers (USACE). In addition, you should obtain or otherwise comply with any other
required federal, state or local permits before you go ahead with your project including (but not limited
to) Erosion and Sediment Control, and Non-discharge regulations. 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 or CAMA Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Riparian Buffer Rules Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved nits Plan Location or Reference
Wetlands 0.04 acres PCN
Nnrtn?
401 Oversght/Express Review Unit

The Village at Lake Michael
Page 2 of 4
May 25, 2005
2. Erosion & Sediment Control Practices
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:
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
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 Pre-Construction Notification. 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. No Sediment & Erosion Control Measures w/n Wetlands or Waters
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.
5. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained jurisdictional
wetlands, waters and protective buffers in order to assure compliance for future wetland,
water and buffer impact. These mechanisms shall be put in place prior to impacting any
wetlands, waters and/or buffers approved for impact under this Certification Approval
and Authorization Certificate. A sample deed notification can be downloaded from the
401/Wetlands Unit web site at http://h2o.enr.state.nc.us/ncwetlands. The text of the
sample deed notification may be modified as appropriate to suit to this project.

The Village at Lake Michael
Page 3 of 4
May 25, 2005
6. Storm Water Management Plan (Final Plan Approval Needed):
Review of the stormwater plan for this project is in process. The design details requiring
resolution before the plan can be approved by DWQ are outlined in separate correspondence
dated May 25, 2005 (copy attached). The final version of this plan shall be reviewed and
approved before the impacts specified in this Certification occur per Condition No. 4 in GC No.
3402. The stormwater management plan must include plans, specifications, and worksheets for
stormwater management facilities that are appropriate for the surface water classification and
designed to remove at least 85% TSS according to the most recent version of the NC DENR
Stormwater Best Management Practices Manual. These facilities must be designed to treat the
runoff from the entire project, unless otherwise explicitly approved by the Division of Water
Quality. Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office) shall be constructed and operational, and the stormwater management
plan (as approved by this Office) shall be implemented. The structural stormwater practices as
approved by this Office as well as drainage patterns must be maintained in perpetuity. No
changes to the structural stormwater practices shall be made without written authorization from
the Division of Water Quality.
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.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Sam Aghimien at 919-733-3574.
Sincerely,
Alan W. Klimek, P.E.
AWKIsaa

The Village at Lake Michael
Page 4 of 4
May 25, 2005
Enclosures: GC 3402
Certificate of Completion
cc:
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Kevin Martin, S & EC, 110 10 Raven Ridge Road, Raleigh, NC. 27614
Eric Swanson PE, BNK Inc, 10405-E Ligon Mill Road, Wake Forest, NC. 27587
Filename: 04-2064 The Village at Lake Michael (Orange) 401 5-25-05

BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
10405-E LIGON MILL ROAD, WAKE FOREST, NC 27587
919/851-4422 FAX [phone] [e-mail]
April 26, 2005
Samuel A. Aghimien
DWQ, 401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650 P
RE: DWQ Project # 04-2064 APR 2 ; 2005
The Village at Lake Michael
Mebane, NC DENR-,:QU;ERbF
',`i CTU;;DS f,?' ? D STO STUi ? 'V?nTER E'.n1dGN
Dear Samuel:
We have received Cyndi Karoly's comments regarding The Village at Lake Michael project, in
the letter received April 19, 2005. Cyndi may not have received all the project
correspondence, as a number of comments have already been made and conditions rectified.
We would like to schedule a meeting with you and Cyndi to discuss the comments, at your
earliest convenience. The following contains the responses to comments received:
New 401 Extended Detention Wetland, and Level Spreaders Worksheets of all ponds.
Per previous comments, the new Extended Detention Wetland Worksheets and
O&Ms were hand delivered to Cynthia Van Der Wiele on February 28,'. A copy of the
previous comments and responses has been included. Please see 2b. The level
spreader is no longer required for the project and can be removed from the design
upon your acknowledgement. Please advise. Completed Level Spreader
Worksheets and O&M have also been included in order to expedite this process, in
case the level spreader is retained.
The ponds are to meet the BMP requirements of 85% TSS removal for all runoffs.
Per previous comments, all ponds have been modified to Extended Detention
Wetlands. The Extended Detention Wetlands have all been designed in accordance
with the Stormwater Best Management Practices (April 1999) Manual. Design
requirements and documentation of compliance have been provided on the
previous submittal BMP summaries and DWQ standard forms. Additional copies of
the most current BMP summaries and DWQ standard forms have been provided.
r
• Accountability of the 39.75 acres total project site peak runoffs of 1 year storm / 1 in
rainfall.
Stormwater discharge rates for the entire project were determined to a common
?`? ??? offshe point for both the pre- and post- developed condition. A summary was
included with the original submittal. An additional copy has been included with this
submittal. Based on the model, the proposed stormwater management will provide
a net decrease for the 1 year storm.
Wetland, streams, channels, flood depths or plane impacts during construction.
a`va impact maps were provided in the original submittal. Additional copies of the
information provided has been included with this submittal.
• Impervious above 12% requires 100ft buffer, and shall not exceed 30% built upon area.
The buffers were addressed in the previous submittal. Please see item 1a of the
v included copy of the previous comment and response letter. No state required
stream buffers are required on the plans. An impervious area summary was
provided in the original submittal. An additional copy of the summary has been
included with this submittal.
• The Volume above the temporary pools should be draw down in 2 to 5 days.
The draw down times were addressed in the previous submittal. The state standard
spreadsheet does not accurately assess the draw down time for multiple orifice
riser structures. Accurate, schematic summaries of the draw down times were
provided to Sam Aghimien by fax on March 22, 2005. Additional copies have been
included with this submittal.
Your draw downs, Forebays, High Marsh, Low Marsh, and Micropools areas designs does
not meet the requirements, or are out of specifications. And your depths were 8 ft to 10.5
ft.
Please see the above regarding draw down times.
The internal grading of each Extended Detention Wetland was designed in
accordance with the standards provided on page 4, item 1a and page 18, paragraph
2 of the Stormwater Best Management Practices (April 1999) Manual, including
flexible area applicable to real-world construction. According to the manual, the
minimum required forebay is 20% and the minimum required marsh area is 70% of
the total SA. The new BMP worksheet is not consistent with the manual and does
not provide realistic tolerances. The BMP summaries report the minimum forebay,
high marsh, low marsh, and micropool area percentages as a function of the entire
permanent pool area (SA); which means the manual minimum values (35% and 15%)
were multiplied by. 7 (24.5% and 10.591o) to maintain consistency. As indicated on
page 18, paragraph 2, the remaining area is flexible with respect to depth.
The depth comment contradicts a previous depth comment. The pool depths have
been double-checked. No pool depth is greater than 5.5 feet below permanent pool
elevation (invert elevation of draw down orifice).
r
As mentioned above, we would like to schedule a meeting with both Sam and Cyndi to discuss
the comments and responses. Please contact us with your earliest available meeting time. If
you have any additional questions or concerns, please feel free to give me a call at 919-645-
2099.
Sincerely,
Bass, Nixon & Kennedy, Inc.
Eric K. Sw nson, E
Project Manager
EKS:njb

BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
10405-E LIGON MILL ROAD, WAKE FOREST, NC 27587
919/851-4422 FAX [phone] [e-mail]
February 2, 2005:
Cynthia Van Der Wiele
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
RE: DWQ Project # 04-2064
The Village at Lake Michael
Mebane, NC
Dear Cynthia:
The following is in response to the comments contained in your January 18, 2005, letter on
The Village at Lake Michael project:
1. Plan Details
a. Please indicate the location of the protected water supply buffers as overlays on the
site plan.
The site falls within a WS11, HQW watershed. According to the Water Supply
Watershed Rules, the State only required stream buffers on perennial
streams shown on the USGS topo in WS watersheds. There are no Perennial
streams shown on the site on the usgs topo . Therefore, No state water
supply watershed buffers are applicable to the site. Since the site is within
the Cape Fear basin, no other State buffer rules (e.g. Neuse, Tar-Pam) are
applicable. Therefore, no state required stream buffers were indicated on the
plans. Kevin Martin our wetlands consultant discussed this with Cyndi Karoly
of DWQ on 1124105 and she asked that he include the above statement of facts
in our response to your comments.
b. Please indicate the site density and impervious surface calculations. The PCN
application states that your site is 37 acres +/-, however, the drainage area for the
three stormwater BMPs indicated a drainage area totaling 25.13 acres. Please
' reconcile these differences. Stormwater must be treated for the entire site.
With the exception of a few very small areas, all stormwater from developed areas
of the project site has been directed into stormwater BMPs. A significant
portion of the center of the site will not be developed and will not require
l treatment. The limited areas that could not be directed into BMPs travel
across sizable undisturbed buffer areas prior to reaching channels or
discharge points.
2. Stormwater
a. Stormwater management must be designed in accordance with the requirements of
15A NCAC 02B .0214 (3)(b) for Water Supply II. A project with greater than 12
percent impervious surface must provide stormwater controls to control the first 1" of
rainfall. Furthermore a 100 feet vegetative buffer applies to all high-density projects
(impervious cover greater than 12%). No new development is allowed in this buffer.
Please indicate these buffers on your plans and account for proposed impacts to
this area. You are reminded that new residential development shall not exceed 30
percent built-upon area. Reference:
http://h2o.enr.state.nc.us/admin/rules/documents/rb080104.pdf for the rules
pertaining to WS-II High Quality Waters.
Please see the response to 1a above. The buffers do not apply to this site. -The
proposed impervious areas of the site were included with the PCN. As noted
in response to 1b above, a large portion of the center of the site will remain
undeveloped. For that reason, the impervious cover to each individual BMP
exceeds 30% even though the entire site falls below 30% impervious cover.
The BMPs were designed for the treatment volume and to control the peak
runoff from the 1-year design storm. Additional copies of information
pertinent to the comments have been included for your review.
b. Worksheets for extended detention wetlands can be located at:
http://h2o.enr.state.nc.us/ncwetlands/mitresto.html . Please use these forms.
The forms have been filled out and included. BMP summaries have also been
included, as the current DWQ forms do not address multiple outlet
stormwater control structures.
c. Extended detention wetlands must be designed in accordance with the DENR 1999.
Stormwater BMP Manual located at:
http://h2o.enr.state.nc.us/ncwetlands/mitresto.htmi . This includes the provision of a
plan that indicates plant material, specifications, and installation (see page 18).
Half-size copies of the planting plans for the BMPs have been included.
d. The Wet Detention Basin has design deficiencies. These include:
° The average depth was calculated as 1.3 feet; average water quality pool depths
should be between 3 to 6 feet with a required minimum of 3 feet (page 4).
Based on this interpretation, it is not possible to construct a wet pond that
treats a basin this size, has an approximate length to width ratio greater than
3:1, and provides the safety ledges without significantly over-sizing the BMP
or excavating the BMP to depths that would present a danger. It is an
inconsistency in the manual that has not been addressed in light of smaller
basins. In order to avoid the ramifications of this oversight, we have re-
designed the wet pond to a constructed wetland. Half-size copies of the
grading plan, planting plan, and summaries have been included.
° The forebay appears to be significantly oversized (34.8%). The forebay design
should be approximately 20%. There are no additional water quality benefits for
oversized forebays.
This comment contradicts the previous. In order to provide the required
average depth, the forebay was over-sized. In order to maintain the required
ratios, grades have been re-established to increase the surface area in the
main pool. Please see the included grading plan and summaries.
° The surface area/drainage area ratio was calculated incorrectly.
We have rounded the required ratio from 1.88% previously calculated to
9.90%. Based on the above comments, the BMP has been re-graded to
provide at least 125% of the required surface area. Please see the included
grading plan and summaries.
° The outlet device (orifice) in the design provided is too small; DWQ has
calculated your proposed design to have a drawdown period of 17 days. DWQ
requires a drawdown period for the temporary water quality pool (runoff volume from
the 15t inch of rain) to be two to five days.
The calculation was cross-checked. The only way a 17-day draw down period
could be calculated was to use a draw down volume for the BMP full to the
emergency spillway (25-year storm) and ignore both the 6-inch orifice at
elevation 617.25 and the 4 x 4 riser inlet (weir) at elevation 698.75. Based on
the re-grading, the orifices were re-designed also. Please see the included
grading plan and summaries.
We would like to schedule a meeting to discuss the comments and responses. Please contact
us with your earliest available meeting time. If you have any additional questions or concerns,
please feel free to give me a call at 919-645-2099.
Sincerely,
Bass, Nixon & Kennedy, Inc.
Eric K. Swanson, PE
Project Manager
EKS:njb
DWQ Project No. 0 i- o- 0 t! l
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following
Project Name: ' I G At La k P M iGkR
Contact Person: F ?? S Wa /k y o y? PE
Level Spreader ID: _ Level 5Preader I
Level Spreader Length ?0 ft.
Drainage Area 17 ac.
Impervious Area , ac.
Maximum Filter Strip/Buffer Slope LUUh'%K
grass
Phone Number:
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
Max. Discharge from a 10 Year Storm 11,71 cfs
Max. Discharge to Level Spreader LepLkkgk3. 2Y cfs
Filter Strip/Buffer Vegetation G ra 5 S (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method We11r 60?(_ or fPCe Gonfrolf0 Z_m>f Soeau er
weir b y? 45 S away -growl s? read
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.
A licants Initials
E95 Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
WA Pre-Form Scour Holes are on flat slopes only
E 14 $ No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
E14 5 Bypass method is specified (if applicable) and plan details and calculations are provided
E- K 5 Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
FNo structures are located in protected buffers.
E (L S Plan details for the bypass and outlets are provided.
E (L $ The operation and maintenance agreement includes annual erosion and vegetation repair.
1<y The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader device is defined as the discharge structure, channel, leveling mechanisms, and the down
slope. The device may also include dewatering and/or bypass devices, if provided.
Inventory
Discharge Structure
Size, Shape, Invert Elevation - 9-inch, round orifice, Inv. El. 603.00
Maximum Allowable Discharge Rate - 3.25 cfs, 10 yr storm
Dissipator Length, Material - 6 ft, class B rip-rap
Channel
Length, Slope - 90 ft long, - 0.5% grade(from discharge, negative indicates rising grade)
Bottom Width, Side Slope - 4 ft wide, 3:1 side slopes
Channel Lining - Grass
Leveling Mechanism
Length, Elevation - 90 ft long, El. 603.75
Description - Grass covered berm
Additional Features, Spacing - N/A
Down Slope
Length, Grade - Less than 5%
Groundcover - Existing grass cover
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the channel , leveling mechanism, and down slope for sediment accumulation, erosion, trash
accumulation, and general condition. Remove accumulations, restore surfaces, and dispose
deleterious materials properly. Do not stockpile deleterious material in the vicinity of flow paths or
embankments.
b. Check and clear scour holes, dewatering devices, and/or bypass device of any obstructions such that
drawdown of the standing water occurs within 2 to 5 days.
c. Repair eroded areas immediately. Re-establish channel grades, down slope grades, and surface
cover with materials consistent with the inventory. Seed as necessary to maintain good vegetative
cover, mow vegetative cover to maintain a maximum height of six inches.
2. Inspect the discharge device and leveling mechanism quarterly to maintain proper functioning. Inspect
for settlement, structure defects, cracks, bypassing, signs of piping, and/or infiltration. Repair with
consistent materials. Consult Engineer for significant damage or repetitive problems.
3. Inspect channel and leveling mechanism grades semi-annually for points of concentrated flow, ponding,
and/or flow restrictions. Re-establish grades that deviate 1 inch or more, as measured by be an
engineer's level. Channel bottom grades shall be referenced to the invert of the discharge structure.
Page ( of 2
Level Spread #1
I acknowledge and agree by my signature below that l 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 parry.
Print name: Tyler Morris
Title: President - VLM LLC
Address: 410 North Boylan Avenue
Phone: [phone]
Signature
Date: ? O
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, Nancy J. Bidwell , a Notary Public for the State of North Carolina
County of Wake do hereby certify that Tyler Morris
personally appeared before me this Q0a day of A/) r, \ , and acknowledge the
due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand
and official seal
11i4uiur
13/ot -11
LIAR •.,<
• o-
.4 %cp
LL %.
,,11000 t""%

SEAL
My commission expires -1(D - CD9
Pa,-,e 2 of
Level Spread #1
DWQ PrcjectNo. 0 4 - ;? a
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and PCCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: rl Phone Number. (M 1 6ys= 1DQ
For projects with multiple basins, specify which basin this worksheet applies to: _ l'>1 p t#(- Co s1 s+ru
Permanent Pool Elevation `f 3, Sd ft. (elevation of the orifice invert cut)
Temporary Pool Elevation 6 SO ft. (elevation of the cutlet structure invert in)
Permanent Pool Surface Area Q S sq. ft
Drainage Area / .10 ac.
Impervious Area ?. D 2 ac.
Fcrebay Surface Area a, sq.
Marsh 0"-9" Surface Area 3, 33 sq• it.
Marsh 9"-18" Surface Area sq. ft.
Micro Pool Surface Area sq. ft.
Temporary Pool Volume S?rg cu. ft.
SAiCA used i • 7 8'?
Diameter of Crifice f • in.
II. REQUIRED ITEMS CHECKLIST
(water surface area at permanent pool elevation)
(cn-site and cif-site drainage to the basin)
(en-site and cif-site drainage to the basin)
(at permanent pool elevation approximately 151,1(3)'
(at permanent pool elevation approximately 351,1(3)'
(at permanent pool elevation approximately 35%)'
(at permanent pool elevation approximately 151,6)'
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)'
(draw dawn crir;ce diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attac,ed. If a
requirement has rot been met, attach an explanation of why. At a minimum, a complete stermwater management plan submittal includes
a worksheet for each EMP, design calculations, plans and specincaticns showing all EMPs 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
Acclicants Initials
({$ The temporary pool controls runoff from the 1 inch rain.
E K $ The basin side slopes are no steeper than 3:1.
EK S A planting plan for the marsh areas with plant species and dens ties is provided.
EKS Vegetation above the permanent pool elevation is specified.
EK 5 An emergency drain is provided to drain the basin.
E K 5 The temporary pool draws down in 2 to 5 days.
E K $ Sediment storage is provided in the permanent pool.
AIIA A sediment disposal area is provided. Ha u (C ca4 d ?1r S i f'f
(< $ Access is provided fcr maintenance.
E k $ A site speec, signed and nctarized operation and maintenance agreement is provided.
E K S The drainage area (including any cffs3e area) is delineated on a site plan.
E k 5 Access is provided for maintenance.
E k 5 Flan details for the wetland are provided.
E K 5 Plan details for the inlet and cutlet are provided.
}{ 5 A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
httplih2o.eh nr.state.nc.uslncxetlandsloandm.dcc).
Pocket Wedards have different design parameters and are only assumed to remove 351,0 TSS - See pp. 19 and 20 of the NC CEIR
Stcrmwater EMP Manual, April 1999. 10% open water, 50116 high marsh, 401,0 low marsh.
n'%?Ck
&roz c?
lu _
? I? I
BMP 1 DESIGN SUMMARY
VILLAGE AT LAKE MICHAEL
December 2, 2004
Design Requirements
- 85% TSS Removal
- Detain treatment volume (runoff generated by first inch of rainfall)
- Control peak runoff to pre-developed rate for the 1-year, 24 hour design storm
- Release treatment volume over 2 to 5 days (72 to 120 Hours)
Basin Information
Drainage Area (DA)=
Impervious Area=
Curve Number (CN)=
First Inch Runoff Depth=
Req'd Treatment Volume=
Impervious %_
Req'd SA/DA %_
Req'd Perm Pool SA=
BMP Layout Parameters
Permanent Pool Elevation
(Based on Total SA)
Forebay
Deep Water
Shallow Water
Shallow Land
Flexible Area
Totals
Spillway Parameters
Emergency Spillway
Top of Riser
Drawdown Orifice (Pool)
Intermediate Orifice
Drawdown Time
BMP Storage Volume=
Max. Storage Height=
Orifice Diameter=
Orifice Area=
Max. Discharge Rate=
Avg. Discharge Rate=
Avg. Drawdown Time=
12.10 AC
5.02 AC 218512 SF
81
0.098 IN
4303.2 CF
41.46 %
1.78% (Interpolated From Table 1.1, NCDENR BMP Manual)
9,382 SF
FT
Min_ % Rea'd Min. Area Rea'd (in SF) Area Provided (in SF)
20.00 % 1,876 SF 2144 SF
10.50 % 985 SF 1097 SF
24.50 % 2,299 SF 2560 SF
24.50 % 2,299 SF 3733 SF
20.50 % 1,923 SF SF
100.00 % 9,382 SF 9534 SF
Elevation
648.50 FT
647.25 FT
643.50 FT
644.50 FT
9563 CF
1 FT
1.25 IN
0.0085 SF
0.0410 CFS
0.0290 CFS
91.6 HRS
Description
30-foot min. weir
4-foot min. square
1.25-inch circular
6-inch circular
(Drawdown Orifice Invert to Intermediate Orifice Invert)
BMP 1 Area / Storage Volume Summary
Village at Lake Michael
November 30, 2004

Elevation
Area Forebay
Incr. Vol.
Total Vol.
Area Main Pool
Incr. Vol.
Total Vol.
Total Area
Total Volume
639.00 47.00 0.00 0.00 0.00 0.00 0.00 47.00 0.00
640.00 194.00 112.16 112.16 467.00 155.67 155.67 661.00 267.83
641.00 393.00 287.71 399.87 752.00 603.87 759.54 1145.00 1159.41
642.00 821.00 594.01 993.88 1097.00 919.09 1678.62 1918.00 2672.50
642.75 1453.00 841.55 1835.43 2204.00 1213.98 2892.60 3657.00 4728.03
643.00 1664.00 389.33 2224.76 6421.00 1032.24 3924.85 8085.00 6149.60
643.50 2144.00 949.47 3174.23 7390.00 3449.91 7374.76 9534.00 10548.99
644.00 0.00 0.00 3174.23 10112.00 4357.75 11732.51 10112.00 14906.74
644.50 0.00 0.00 3174.23 10711.00 5205.03 16937.55 10711.00 20111.77
645.00 0.00 0.00 3174.23 11310.00 5504.57 22442.12 11310.00 25616.34
646.00 0.00 0.00 3174.23 12662.00 11979.64 34421.76 12662.00 37595.98
647.00 0.00 0.00 3174.23 14038.00 13344.09 47765.84 14038.00 50940.07
647.25 0.00 0.00 3174.23 14396.00 3554.16 51320.00 14396.00 54494.22
648.00 0.00 0.00 3174.23 15469.00 11196.96 62516.96 15469.00 65691.19
648.50 0.00 0.00 3174.23 16195.00 7915.31 70432.27 16195.00 73606.50
649.00 0.00 0.00 3174.23 16921.00 8278.34 78710.61 16921.00 81884.83
650.00 0.00 0.00 3174.23 18429.00 17669.64 96380.24 18429.00 99554.47
Volumes Provided
Treatment Volume=
Forebay Volume=
Main Pool Volume=
Temporary Pool Volume=
9562.78 CF
3174.23 CF
7374.76 CF
89558.52 CF
BMP 1 IMPERVIOUS AREA SUMMARY
VILLAGE AT LAKE MICHAEL
November 30, 2004
BMP 1 Impervious Summary
Location Area
BUILDING 1 4,047
BUILDING 2 6,154
BUILDING 3 5,103
BUILDING 4 6,154
BUILDING 5 1,231
BUILDING 12 3,317
BUILDING 13 4,000
BUILDING 14 6,154
CLUBHOUSE 3,226
BUILDING 15 6,154
BUILDING 16 5,103
BUILDING 20 3,062
BUILDING 21 5,103
BUILDING 22 5,103
BUILDING 23 2,462
BUILDING 24 2,462
BUILDING 41 2,988
BUILDING 42 5,103
BUILDING 43 5,103
BUILDING 44 6,154
BUILDING 45 5,103
ROADS & DRIVEWAYS 109,678
STREET SIDEWALKS 9,008
BUILDING SIDEWALKS 6,541
BMP 1 SUBTOTAL 218,512
BMP 1 IMPERVIOUS SUMMARY
IMPERVIOUS TOTAL 218,512 SF
5.02 AC
BMP 1 DRAINAGE AREA 12.10 AC
BMP 1 IMPERVIOUS 41.46 %
DWQ Prcjed No. 0 "1 r ;? d t
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and PCCKET') WETLAND WCRKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: rl Phone Number. (Q/?) 6 q f-- ,COQ
For projects with multiple basins, specify which basin this worksheet applies to: G AI P h'2'- C o rat 4 fY'
Permanent Pcel Elevation 620.00 ft. (elevation of the orifice invert cut)
Temporary Pool Elevation 142 IV, .Sp It (elevation of the cutlet structure invert in)
Permanent Pool Surface Area sq. ft.
Drainage Area , 15' ac.
Impervious Area 2 13 6 aQ
Ferebay Surface Area 977 sq. ft
Marsh 0"-9' Surface Area sq• ft•
Marsh 9"-18" Surface Area 1 S6 2 sq. ft•
Micro Pool Surface Area S YO sq. ft.
Temporary Pool Volume 7[?t cu. ft.
SAIDA used 1, 66 °lo
Diameter of Orifice 0 in.
II. REQUIRED ITEMS CHECKLIST
(water surface area at permanent pool elevation)
(on-site and cff-site drainage to the basin)
(cn-site and off-site drainage to the basin)
(at permanent pool elevaticn approximately 15',6)'
(at permanent pool elevation approximately 35%)'
(at permanent pool elevation approximately 35','o)'
(at permanent pool elevaticn approximately 15%)'
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)'
(draw dawn erince diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has rel been met, attach an explanation of why. At a minimum, a complete stomvrater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing ail EMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will resuft in a request for
additional information and wiil substantially delay final review and approval of the project
Acclicants Initials
C-: g.S The temporary peel controls runoff from the 1 inch rain.
EX S The basin side slopes are no steeper than 3:1.
EK S A planting plan for the marsh areas with plant species and densfties is provided.
Ek5 Vegetation above the permanent pool elevation is specified.
EK S An emergency drain is provided to drain the basin.
E K S The temporary pool draws down in 2 to 5 days.
F K 5 Sediment storage is provided in the permanent pool.
N/A A sediment disposal area is provided. Hau 1 ed 0?;9 off
F- f< S Access is provided for maintenance.
E k S A site specific, signed and notarized operation and maintenance agreement is provided.
E K S The drainage area (including any cffsite area) is delineated on a site plan.
E k S Access is provided for maintenance.
E k S Plan details for the wetland are provided.
E k 5 Plan details for the inlet and cutlet are provided.
IG A 5 A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
httpJ/h2e. ehnr.state.nc.us/ncNedandsicandm.dcc).
' Pocket Wetlands have different design parameters and are only assumed to remove 351,6 TSS - See pp. 19 and 20 of the NC CEt IR
Stermwater SNIP Manual, April 1999. 100,16 open water, 50% high marsh, 40°16 low marsh.

BMP 2 DESIGN SUMMARY
VILLAGE AT LAKE MICHAEL
December 2, 2004
Design Requirements
- 85% TSS Removal
- Detain treatment volume (runoff generated by first inch of rainfall)
- Control peak runoff to pre-developed rate for the 1-year, 24 hour design storm
- Release treatment volume over 2 to 5 days (72 to 120 Hours)
Basin Information
Drainage Area (DA)=
Impervious Area=
Curve Number (CN)=
First Inch Runoff Depth=
Req'd Treatment Volume=
Impervious %_
Req'd SA/DA %_
Req'd Perm Pool SA=
BMP Layout Parameters
Permanent Pool Elevation
(Based on Total SA)
Forebay
Deep Water
Shallow Water
Shallow Land
Flexible Area
Totals
Spillway Parameters
Emergency Spillway
Top of Riser
Drawdown Orifice (Pool)
Intermediate Orifice
Drawdown Time
BMP Storage Volume=
Max. Storage Height=
Orifice Diameter=
Orifice Area=
Max. Discharge Rate=
Avg. Discharge Rate=
Avg. Drawdown Time=
6.15 AC
2.36 AC 102589 SF
80
0.083 IN
1860.4 CF
38.29 %
1.66 % (Interpolated From Table 1.1, NCDENR BMP Manual)
4,447 SF
FT
Min. % Read Min. Area Read (in SF) Area Provided (in SF)
20.00 % 889 SF 977 SF
10.50 % 467 SF 540 SF
24.50 % 1,090 SF 1562 SF
24.50 % 1,090 SF 1418 SF
20.50 % 912 SF SF
100.00 % 4,447 SF 4497 SF
Elevation
624.50 FT
623.75 FT
620.00 FT
621.25 FT
5965 CF
1.25 FT
1 IN
0.0055 SF
0.0294 CFS
0.0208 CFS
79.8 HRS
Description
30-foot min. weir
5-foot min. square
1-inch circular
6-inch circular
(Drawdown Orifice Invert to Intermediate Orifice Invert)
BMP 2 Area / Storage Volume Summary
Village at Lake Michael
November 30, 2004

Elevation
Area Forebay
Incr. Vol.
Total Vol.
Area Main Pool
Incr. Vol.
Total Vol.
Total Area
Total Volume
617.00 104.00 0.00 0.00 70.00 0.00 0.00 174.00 0.00
618.00 351.00 215.35 215.35 327.00 182.76 182.76 678.00 398.12
618.50 493.00 210.00 425.35 1004.00 317.33 500.10 1497.00 925.45-
619.00 635.00 281.25 706.60 1903.00 714.87 1214.97 2538.00 1921.57
619.50 806.00 359.40 1066.00 2881.00 1187.58 2402.55 3687.00 3468.55
620.00 977.00 445.07 1511.07 3520.00 1597.59 4000.14 4497.00 5511.21
620.50 0.00 0.00 1511.07 4880.00 2090.76 6090.90 4880.00 7601.97
621.00 0.00 0.00 1511.07 5258.00 2533.91 8624.81 5258.00 10135.88
621.25 0.00 0.00 1511.07 5464.00 1340.17 9964.98 5464.00 11476.05
621.50 0.00 0.00 1511.07 5669.00 1391.55 11356.53 5669.00 12867.60
622.00 0.00 0.00 1511.07 6128.00 2948.51 14305.03 6128.00 15816.10
622.50 0.00 0.00 1511.07 6571.00 3174.11 17479.14 6571.00 18990.21
623.00 0.00 0.00 1511.07 7043.00 3402.82 20881.96 7043.00 22393.03
623.50 0.00 0.00 1511.07 7515.00 3638.86 24520.82 7515.00 26031.89
624.00 0.00 0.00 1511.07 8018.00 3882.57 28403.39 8018.00 29914.46
624.50 0.00 0.00 1511.07 8519.00 4133.62 32537.01 8519.00 34048.08
625.00 0.00 0.00 1511.07 9035.00 4387.87 36924.87 9035.00 38435.94
625.50 0.00 0.00 1511.07 9565.00 4649.37 41574.25 9565.00 43085.32
626.00 0.00 0.00 1511.07 10109.00 4917.87 46492.12 10109.00 48003.19
Volumes Provided
Treatment Volume= 5964.84 CF
Forebay Volume= 1511.07 CF
Main Pool Volume= 4000.14 CF
Temporary Pool Volume= 42744.82 CF
BMP 2 IMPERVIOUS AREA SUMMARY
VILLAGE AT LAKE MICHAEL
November 30, 2004
BMP 2 Impervious Summary
Location Area
BUILDING 5 4,923
BUILDING 6 5,103
BUILDING 7 4,047
BUILDING 8 4,047
BUILDING 9 4,047
BUILDING 10 4,048
BUILDING 11 5,103
BUILDING 12 1,786
BUILDING 13 2,154
BUILDING 17 6,154
BUILDING 18 4,047
BUILDING 19 1,416
BUILDING 20 2,041
ROADS & DRIVEWAYS 47,371
STREET SIDEWALKS 2,643
BUILDING SIDEWALKS 3,658
BMP 2 SUBTOTAL 102,589
BMP 2 IMPERVIOUS SUMMARY
IMPERVIOUS TOTAL 102,589 SF
2.36 AC
BMP 2 DRAINAGE AREA 6.15 AC
BMP 2 IMPERVIOUS 38.29 %
DWQ Prcject No. 0 4- Z d 9
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and PCCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the fcllcwing information):
Project Name : f-
Ccntact Person: Eri w4 N 5 orl Phone Number. (q1¢ ) Jq;-- 2094
For projects with multiple basins, specify which basin this worksheet applies to: (1, i q 104L3 - o +1 St r
Permanent Pool E!eyadcn SO (elevation of the ernce invert cut)
Temporary POCI Elevation h' f ft. (elevation of the cutlet structure invert in)
Permanent Pcol Surface Area 7,03 sq. ft
24/17 sq. ft.
Temporary Pccl Volume _ -cu. ft.
Drainage Area &, 99 ac.
Impervious Area 3. 07 ac.
Forebay Surface Area 1.
Marsh 0'-9" Surface Area 2
Marsh 9"-18" Surface Area
Micro Pccl Surface Area
SAIDA used I. yL1 "lo
Diameter of Orifice !, 3 ?? in.
II. REQUIRED ITEMS CHECKLIST P l 3/`f
(water surface area at permanent pool e!evaticn)
(cn-site and cff-site drainage to the basin)
(cn-site and off-sle drainage to the basin)
(at permanent pool elevation approximately 15%)'
(at permanent pool elevation approximately 35%)'
(at permanent pool elevakn approximately 35%)'
(at permanent pool elevation approximately 15%)'
(volume detained on tcp of the permanent pool)
(surface area to drainage area ratio)'
(draw down orifice diameter)
Initial in the space prcvided to indicate the fcllcwing design requirements have been met and sucpcrrng dccumentadcn is aaaG,ed. If a
requirement has rot teen met, attach an explanation cf why. At a minimum, a complete stcrmwater management plan submittal includes
a worksheet fcr each BMP, design calculations, plans and specificeticns showing all EMPs and cutlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package wiil result in a request fcr
additional information and will substantially delay final review and approval of the project
Acolicants Initials
f 1 S The temporary pool centrals runoff from the 1 inch rain.
E K $ The basin side slopes are no steeper than 3:1.
EK 5 A planting plan IV the marsh areas with plant species and densities is provided.
Ek5 Vegetation above the permanent pool e!evadcn is specified.
EK S An emergency drain is provided to drain the basin.
E K 5 The temporary pool draws down in 2 to 5 days.
11 k 5 Sediment storage is provided in the permanent pool.
N/A A sediment disposal area is provided. /-/a ct I e d 00; i-e-P
F- R 5 Access is provided fcr maintenance.
E k 5 A site specific, signed and notarized cpert7cn and maintenance agreement is provided.
E K 5 The drainage area (inc!uding any cifsle area) is delineated cn a site plan.
E k 5 Access is provided fcr maintenance.
E k 5 Plan details fcr the wetland are provided.
E k 5 Flan details fcr the inlet and cutlet are provided.
F(S A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
h tt p JI h 2 o. eh n r. st at e. n c. u sin cN e d an dsi e a n dm . d c c) .
Packet Wetlands have different design parameters and are only assumed to remove 351,'a TSS - See pp. 19 and 20 of the NC CENR
Stcrmwater BMP Manual, April 1 999. 10°a open water, 501% high marsh, 40°10 low marsh.
$? Y sq. ft.
a, ?{ ? / sq. ft.
-'9$'1 sq. ft.
BMP 3 DESIGN SUMMARY
VILLAGE AT LAKE MICHAEL
February 4, 2005
Design Requirements
- 85% TSS Removal
- Detain treatment volume (runoff generated by first inch of rainfall)
- Control peak runoff to pre-developed rate for the 1-year, 24 hour design storm
- Release treatment volume over 2 to 5 days (72 to 120 Hours)
Basin Information
Drainage Area (DA)=
Impervious Area=
Curve Number (CN)=
Runoff Depth=
Req'd Treatment Volume=
Impervious %_
Req'd SA/DA %_
Req'd Perm Pool SA=
BMP Layout Parameters
Permanent Pool Elevation
(Based on Total SA)
Forebay
Deep Water
Shallow Water
Shallow Land
Flexible Area
Totals
Spillway Parameters
Emergency Spillway
Top of Riser
Drawdown Orifice (Pool)
Intermediate Orifice
Drawdown Time
Max. Treatment Volume=
Max. Storage Height=
Orifice Diameter=
Orifice Area=
Max. Discharge Rate=
Avg. Discharge Rate=
Avg. Drawdown Time=
6.88 AC
3.07 AC 133729.2 SF
78
0.452 IN Simple Method
11284.7 CF
44.65%
1.90 % (Interpolated From Table 1.1, NCDENR BMP Manual)
5,694 SF
FT
Min. % Read Min. Area Rea'd (in SF) Area Provided (in SR
20.00 % 1,139 SF 1874 SF
10.50 % 598 SF 981 SF
24.50 % 1,395 SF 2491 SF
24.50 % 1,395 SF 2267 SF
20.50 % 1,167 SF SF
100.00 % 5,694 SF 7613 SF
Elevation
619.75 FT
618.75 FT
615.50 FT
617.25 FT
15253 CF
1.75 FT
1.375 IN
0.0103 SF
0.0657 CFS
0.0464 CFS
91.2 HRS
Description
30-foot min. weir
4-foot min. square
1 3/8"-inch circular
6-inch circular
(Drawdown Orifice Invert to Intermediate Orifice Invert)
(Drawdown Orifice Invert to Intermediate Orifice Invert)
BMP 3 Area / Storage Volume Summary
Village at Lake Michael
February 4, 2005

Elevation
Area Forebay
Incr. Vol.
Total Vol.
Area Main Pool
Incr. Vol.
Total Vol.
Total Area
Total Volume
610.00 15.00 0.00 0.00 0.00 0.00 0.00 15.00 0.00
611.00 105.00 53.23 53.23 77.00 25.67 25.67 182.00 78.90
612.00 287.00 188.53 241.76 256.00 157.80 183.47 543.00 425.23
613.00 563.00 417.32 659.08 679.00 450.64 634.11 1242.00 1293.19
614.00 1087.00 810.76 1469.85 2093.00 1321.37 1955.48 3180.00 3425.33
615.00 1874.00 1462.75 2932.60 3970.00 2981.86 4937.34 5844.00 7869.93
615.50 0.00 0.00 2932.60 7613.00 2846.77 7784.10 7613.00 10716.70
616.00 0.00 0.00 2932.60 8241.00 3962.46 11746.57 8241.00 14679.16
617.00 0.00 0.00 2932.60 9519.00 8872.33 20618.89 9519.00 23551.49
617.25 0.00 0.00 2932.60 9830.00 2418.52 23037.41 9830.00 25970.01
618.00 0.00 0.00 2932.60 10763.00 7719.73 30757.15 10763.00 33689.74
618.75 0.00 0.00 2932.60 11710.00 8424.88 39182.03 11710.00 42114.62
619.00 0.00 0.00 2932.60 12025.00 2966.79 42148.81 12025.00 45081.41
619.75 0.00 0.00 2932.60 13005.00 9383.85 51532.66 13005.00 54465.26
620.00 0.00 0.00 2932.60 13332.00 3292.04 54824.70 13332.00 57757.30
621.00 0.00 0.00 2932.60 14696.00 14008.47 68833.17 14696.00 71765.77
622.00 0.00 0.00 2932.60 0.00 68833.17 0.00 71765.77
Volumes Provided
Treatment Volume= 15253.31 CF
Forebay Volume= 2932.60 CF
Main Pool Volume= 7784.10 CF
Temporary Pool Volume= 61049.07 CF
BMP 3 IMPERVIOUS AREA SUMMARY
VILLAGE AT LAKE MICHAEL
November 30, 2004
BMP 3 Impervious Summary
Location Area
BUILDING 25 5,103
BUILDING 26 5,103
BUILDING 27 6,154
BUILDING 28 5,103
BUILDING 29 6,154
BUILDING 32 2,462
BUILDING 33 4,047
BUILDING 34 5,103
BUILDING 35 5,103
BUILDING 36 6,154
BUILDING 37 5,103
BUILDING 38 4,047
BUILDING 39 5,070
BUILDING 40 5,103
ROADS & DRIVEWAYS 55,188
STREET SIDEWALKS 3,731
BUILDING SIDEWALKS 5,072
BMP 3 SUBTOTAL 133,800
BMP 3 IMPERVIOUS SUMMARY
IMPERVIOUS TOTAL 133,800 SF
3.07 AC
BMP 3 DRAINAGE AREA 6.88 AC
BMP 3 IMPERVIOUS 44.65 %
OVERALL PRE- TO POST- DEVELOPMENT
STORMWATER PEAK FLOW SUMMARY
VILLAGE AT LAKE MICHAEL
December 2, 2004
Peak Stormwater Flow Control Requirements
- Control peak runoff to pre-developed rate for the 1-year, 24 hour design storm
- Peak runoff for the 25-year, 24 hour design storm shall not pass over the
emergency spillway.
- Peak runoff for the 100-year, 24 hour design storm shall pass over the
emergency spillway with no less than 1 foot of freeboard.
Pre-Developed Post-Developed
1-yr, 24 hr Peak Rate 1-yr, 24 hr Peak Rate
SDO 1 = 12.82 CFS SDO 1 = 9.65 CFS
SDO 2 = 4.34 CFS SDO 2 = 7.03 CFS
17.16 CFS 16.68 CFS
Net Increase= -0.480 CFS Net Reduction, 1-yr Storm
BMP Routing Control
BMP 1
Emergency Spillway EL.= 648.50 FT
Top of Dam EL. = 650.00 FT
25-yr Max. Surface EL. = 648.27 FT
100-yr Max. Surface EL. = 648.52 FT
Meets Parameters? Yes
BMP 2
Emergency Spillway EL.= 624.50 FT
Top of Dam EL. = 626.00 FT
25-yr Max. Surface EL. = 624.38 FT
100-yr Max. Surface EL. = 624.55 FT
Meets Parameters? Yes
BMP 3
Emergency Spillway EL.= 619.50 FT
Top of Dam EL. = 621.00 FT
25-yr Max. Surface EL. = 619.48 FT
100-yr Max. Surface EL. = 619.69 FT
Meets Parameters? Yes
04111/2005
U.S. ARMY CORPS OF ENGINEERS ' ? `
WILINfVGTON DISTRICT
Action ID: 200421090
County: Orange
GENERAL PERMIT (REGIONAL AND NATjfONWIDE) VERIFI /7
l?
Property0wner: VL1llDevelopment, L.LC APR - 5 7005 I?
Attn: Tyler Morris iJ ? I ,? ??
Mailing Address: 211-C East Six Fork.- Road, Suite 108
Raleigh, North Carolina 27609 Telephone No.: (919) 44-8575
Authorized Agent: Soil & Environmenu l Consultants, Inc.
Attn: Kevin Martin
Mailing Address: 11010 Raven Ridge Road
Raleigh, North Carolina 27614 Telephone No.: [phone]
Location of property (road name/number, town, etc.): The project (Village at Lake Michael Subdivision) is located
south and east of Lebanon Road, east o1'Ashland Drive, in Mebane, Orange County, North Carolina.
Site Coordinates: 36.1056 "N 79.2534; °W
Waterway: Mill Creel:
USGS Quad: Mebane
River Basin: Cape Fear HUC: 03030002
Description of projects area and activity (see page 2 for a summary of authorized impacts): Activities associated with the
proposed project include mechanized land clearing, excavation, the installation of culverts, and the placement of
backfM and riprap stabilizatioa, necessary for the construction of a residential subdivision.
Applicable Law: ® Section 404 (CleanWater Act, 33 USC 1344)
? Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Nationwide or Regional General Permit Number(s): 39
Your work is authorized by the above refeit-need permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your- submitted plans may subject the
permittee to a stop work order, a restoration oroter and/or appropriate legal action.
This verification will remain valid until die expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is rassued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit If the nationxide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the tams and conditions of the nationwide permit, activities which have commenced (i.e., arc
under construction) or are under contract to cc mmeuce in reliance upon the nationwide permit, will remain authorised provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been, exercised on a case-by-case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty co•rstal counties subject to regulation under the Coastal c.Vca Management Act (CAINLk),
prior to beginning work you must contact the N C. Division of Coastal Management .
This Department of the army verification fires not relieve the pamittec of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions retarding this verii ication, any of the conditions of the Permit, or the Corps of Engineers regulatory
proms sm, plesse contact Todd Tugwell at telept one [phone], ext 26.
Corps Regulatory Official -? Date: 04/01/2005 Verification Expiration Date: 03/18/2007 71 -,1 Copy Furnished:
Page 1 of 2
Determination of Jurisdiction:
? Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
(Reference 33 CFR Pan 331).
? There are Navigable Waters of the Unitei States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Ac and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
? There= waters of the US and/or wetlands within the above described project area subject to tie permit requirements of Section
404 of the Clean Water Act (CWA)(33 L SC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon far a pr=iod not to exceed five years from the date of this notification.
® The jurisdictional areas within the above iesenbed project area have been identified under a previous action. Please reference the
jurisdictional determination issued on 09109/2004 (Action ID: 200421090).
Basis of Jurisdictional Determination: The site contains stream channels and adjacent wedands that drain into Mill Creek, a
tributary to the the Haw River and the Cs a Fe ver
Corps Regulatory Official / Date: 04/01/2005 Determination Expiration Date: 09/09/2009
c?.._.-.. ,?. .PI „*hn, i?nr1 Tmnnrte nnrI RPnllirPd Mitlfiatlon
Action )`D NWP / GP open Water ac Wetland ac Unim ortsnt Steam 1f) Imoortant Strean (If)
# # Temporary Permanent Temporary Permanent Temporary Permanent Temporary Permanenr
200421090 39 0 0 0 0.04 0 0 0 0

Impact Totals 0 0 0 0.04 0 0 0 0
Total Loss of Waters of the U.S, ac) 0.04 Total Loss of Waters of the U.S. 1 0
Required Wedand Nfiti ation ac 0 Required Stream Mitigation It 0
Additional Remarks and/or Special Fermi! Conditions:
Page 2 of 2

?' .
° Soil & Environmental Consultants, PA
11010 Raven Ridge Road a Ralcigiu. North Carolini 27614 • Phone: (919) &56-5900 • Faz: (919) &56_9467
www.SandEC.com
FACSIMILE SHEET
FAX NO. [phone]
DATE:
Q_
TO: NAME:
COMPANY:!? -
Project Number- -wa
CC:
FAX NUMBER? 70- I ? 1 P I 1 l I n
FROM:.. r A 11) SUBJECT: IITI ?iqe a?t I??P M it me)
r
The following items are being fixed: Number of pages including transmittal sheet: 3
For Your Comments/ Approval
Per Our Conversation
Please Advise
Would Like To Discuss
HARD COPY SENT:
US Regular Mail
Overnight
For Your Information
Per Your Request
Please Call
Please Handle
Hand Delivery
No Hard Copy Sent
REMARKS:

IF YOU HAVE A (03LEMS WITH THIS TRANSMISSION, PLEASE
CONTACT ) AT [phone].
'CONFIDENTIALITY NOTICE
This transmission is intended only 6•r the use of the individual or entity to which it is addressed and may contain
information that is privileged and ccnfidential. If the reader of this message is not the i.ntcndcd recipient, you are bereby
notified that any disclosure. dutribut ion or copying or this information is strictly prohibited. If you have received this
transmission in error, please notify vs immediately by telephone and return the fazed documents to us at the above address
via the United Stun Postal Service.
Gr"nc 9ro c-•
t"?zriu • Hie
-,55
236 UftilGp Court, Suite C L381xcul:oro v7Eoio, ,4C k =,'=>S
coy NC 23025 G
Con 4 , O.;r34
oL.-... r^nsi 7:0-9<0S i bore:. (3.G) S'_ -1
'P%Opy
• U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. 200421090 County: Orange U.S.G.S. Quad: Mebane
NOTIFICATION OF JURISDICTIONAL DETERMINATION ;
Property Owner/Agent: Tyler Morris - VLM Development. LLC
Address: 211-0 East Six Forks Road. Suite 108
Raleich. NC 27609
Telephone No.: 919-844-8575
Size and location of property (waterbody, road name/number, town, etc.)
Road, east of Ashland Drive, in Mebane. OranLye County. NC.
Indicate Which of the Following Applv:

The site is located south and east of Lebanon
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps.
X There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean Water
Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
_ The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
five years.
X The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on 9/9/2004. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification. `
The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Washington, NC, at [phone] to determine
their requirements.
Remarks:
Corps Regulatory Official: c7li??
Date 09/09/04 x ' ation Date 09/09/2009
Copy Furnished: Jason Payne, S&EC, Inc., 11010 Raven Ridge Road, Raleigh, 27614
Page 1 of 2
a
=' LIiC"-
Action Id. 200421090
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Todd Tuzwell at 919-876-8441 ext 26.
Basis For Determination: The site contains stream channels and adjacent wetlands that drain into Mill Creek, a
tributary to the the Haw River and the Cape Fear River.
Corps Regulatory Official (Initial):
FOR OFFICE USE ONLY:
• A plat or sketch of the property and the wetland data form must be attached to the file copy of this form
• A copy of the "Notification Of Administrative Appeal Options And Process And Request For Appeal" form must be
transmitted with the property owner/agent copy of this form
• If the property contains isolated wetlands/waters, please indicate in "Remarks" section and attach the "Isolated
Determination Information Sheet" to the file copy of this form
Page 2 of 2
O C tr Of O S--
LLO S

Applicant:
Tyler Morris - VLM Develo ment, LLC File Number: 200421090 Date: 09/09/2004
Attached is: See Section below
INITIAL PROFFERED PERMIT Standard Permit or Letter of permission) A
PROFFERED PERMIT Standard Permit or Letter of permission) B
PERMIT DENIAL C
X APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
S{ + a e, olio en es o o 0 5 e ar ` g n' 'lac r iie e o e x
ct oni oii
a n
fuWT
c

A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights
to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terns and conditions therein, you may request that
the permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer.
Your objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right
to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a)
modify the permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify
the permit having determined that the permit should be issued as previously written. After evaluating your objections, the
district engineer will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights
to appeal the permit,, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this
form and sending the form to the division engineer.- This form must be received by the division engineer within 60 days of the
date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process
by completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received
by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an
approved JD (which may be appealed), by contacting the Corps district for further instruction. Also you may
provide new information for further consideration by the Corps to reevaluate the JD.
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an
initial proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons
or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However,
you may provide additional information to clarify the location of information that is already in the administrative record.
If you have questions regarding this decision and/or the appeal
process you may contact:
Mr. Todd Tugwell, Regulatory Project Manager
Raleigh Regulatory Field Office
6508 Falls of the Neuse Road, Suite 120
Raleigh, North Carolina 27615
If you only have questions regarding the appeal process you may
also contact:
Mr. Arthur Middleton, Administrative Appeal Review Officer
CESAD-ET-CO-R
U.S. Army Corps of Engineers, South Atlantic Division
60 Forsyth Street, Room 9M15
Atlanta. Georgia 30303-8801
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
of appellant or agent.
Telephone number:
DIVISION ENGINEER:
Commander
U.S. Army Engineer Division, South Atlantic
60 Forsyth Street, Room 9A115
Atlanta, Georgia 30303-3490
}
NOTES:
TOE OF FILL SLOPE AT MAXIMUM 2:1 SLOPE.
GRAPHIC SCALE
50
0 25 50 100
( IN FEET )
1 inch = 50 ft.
200
LOW POINT ELEV = 649.41
LOW PO INT STA = 2+95.92
PVI STA = 3+12.48
PVI ELEV = 648.11
A. D. = 7.31
K = 20.53
150.00' VC
66C
650
640
630
DATUM ELEV
625.00
N
PVI STA = 5+51.99
PVI ELEV = 658.79
A.D. _ -2.75
K = 18.15
50.00' VC
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VERTICAL: 1" = 10'
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NOTES:
VERTICAL CURVES DO NOT MEET NCDOT VERTICAL
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CONTACT:
BNK, INC.
ERIC K. SWANSON, P.E.
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Footnotes:
1 When using the Division SA/DA tables, the correct SNDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
'- In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BN1P manual provides design tables for both 35% TSS removal and 90% TSS removal.
H. 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, February 1999) 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 the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
E KS a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
ERs b. The forebay volume is approximately equal to 20% of the basin volume.
E RS c. The temporary pool controls runoff from the design storm event.
k S d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
r I' calculations)
G S f. The basin length to width ratio is greater than 3:1.
Eks g. The basin side slopes above the permanent pool are no steeper than 3:1.
«s h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
E s i. Vegetative cover above the permanent pool elevation is specified.
E K 5 j. A trash rack or similar device is provided for both the overflow and orifice.
E K s k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
KS 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
E R S m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN 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.
This system (check one) 0 does G /does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does Vdoes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

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 GVA0 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 00,13 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(Jill in the blanks)
0 Permanent Pool Elevation ?g3,50
Sediment Re oval El. I 15 75 0 O
______________ __ Sediment Removal Elevation 612,60 75%
Bottom Ele ation 63 .00 % --------------------------------- ------- o---
Bottom Elevation 6'12B O x- _5/o
FOREBAY NUUN POND
we-dad - A vj Qe?Ot?
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.
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.
Form SWU-102 Rcv 3.99
Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performaLce of the seven
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: 1 V 1 e r
Title: VLM,LL G Address: fd AVor-,Lh 8aV lan Avenue,
Phone:_ _ T J Y-
Signature:
Date: / )- - y -
Note: The-legally responsible parry should not be a homeowners association unless more than 50°•3 of = e lots have been sold and a
resident of the subdivision has been named the president.
I, NU!rtM J•,&: &A)' , a Notary Public for the State of tVQ&n, caaxv?
County of _ 0 , do hereby certify that !?'4 Ve,r ^C,cf-i5
personally appeared before me this OA ,% day of 10g_I g.&sj -ad- , 013%A. and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my and and official seal,
BID
r
A R }:'•<<
•
G v=
•.pUB
Qq? v
SEAL
rYL.
My commission expires 3- l to - oat
Form SWU-102 Rev 3.99 Pave 4of4
It*
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DGVQ)
STORMWATER MANACEi ENT PERMIT APPLICATION FORM
C0 A64-1%40Oe -' We f4a0d
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management 'plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORINIATION
Project Name: Vi I Id i2e
Contact Person: E r i c td -S wakl SDYI Phone Number: ( IlI ) 957- q'f 2 01
0 For projects with multiple basins, specify which basin this worksheet applies to: COHS-f i'UCiLed
elevations
Basin Bottom Elevation 617,00-ft.
Permanent Pool Elevation ? 2 0.00 ft.
Temporary Pool Elevation 6z 3.7F ft.
areas
Permanent Pool Surface Area sq. ft.
Drainage Area ?. r ac.
Impervious Area 2.39 ac.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume /•2 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 42 ?SFY. cu. ft. (volume detained above the permanent pool)
Forebay Volume h s11, D7 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAt 7(surface area to drainage area ratio from DTVO table)
Diameter of Orifice 00 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1 .DD in.
Design TSS Removal'- 85 % (minimum 85% required)
Form SWU-I02 Rev 3.99 ?a,-,e 1 of 4
i -
Footnotes:
When using the Division SA/DA tables, the correct SNDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct Value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 35% TSS removal and 90% TSS removal.
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, February 1999) 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 the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
K s a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
t'? 5 b. The forebay volume is approximately equal to 20% of the basin volume.
C ?S c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
N e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
rr'' calculations)
E K f. The basin length to width ratio is greater than 3:1.
E K5 g. The basin side slopes above the permanent pool are no steeper than 3:1.
E ?? 5 h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
E K,S i. Vegetative cover above the permanent pool elevation is specified.
E dC S j. A trash rack or similar device is provided for both the overflow and orifice.
<S k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
K S 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. NVET DETENTION BASIN OPERATION AND i`L-kI ITENAi`iCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does Vdoes es not incorporate a vebetated filter at the outlet.
This system (check one) 0 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4'

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.
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 `IMO feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 0"17. 7F feet in the forebay, the sediment shall be removed.
BASPi i DIAGRANI
(fill in the blank)
Permanent Pool Elevation 00'00
Sediment Re oval El. PZ7? /756
o
Sediment Removal Elevation 75 /o
_
Bottom Ele ann -------------------------------------------- ------
Bottom Elevation41MOX 25%
FOREBAY NLUN POND
we+144- Avg 4e A
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.
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.
Form SWU-102 Rev 3.99
Pave 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
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: _ 1 _ V 1 e r
` - VLM , LL C,
Title:
Address:
Phone: Y/L 2M-30(2 `
Signature:
Date: / 2 - -
Note: The'legally responsible parry should not be a homeowners association unless more than 501 o of the lots have been sold and a
resident of the subdivision has been named the president.
I, ?C1hW ,. Q; buJe?ll , a Notary Public for the State of No6?<a?;Aa•,
County of do hereby certify that -<4I-& c- (Aocr;5
personally appeared before me this Q*11 day of I)gg- .40-e.r , 2 and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
?.? ?. BIQGy?•?.
A R •.
s
;A<
cov
?hrrnr?rt??
SEAL
nl?n.?
iVly commission expires 3- Ilp- O
Form SwU-102 Rev 3.99 ?a,e of

Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
Dom) Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: V_J l a a e
Contact Person: E r i [ K! S waY1 5 0Y1 Phone Number: ( Vf ) 93-1- q q 2 01
0 For projects with multiple basins, specify which basin this worksheet applies to: Ulpt Pa n ;W 3
elevations
Basin Bottom Elevation 611.00 ft.
Permanent Pool Elevation 0 ft.
Temporary Pool Elevation ft.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area O 2 sq. ft.
Drainage Area ac.
Impervious Area _ 3"®7 ac.
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume, cu. ft. (combined volume of main basin and forebav)
Temporary Pool Volume 4 143.41? cu. ft. (volume detained above the permanent pool)
Forebay Volume ?.? cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI S?61 (surface area to drainage area ratio frotn DTVO table)
Diameter of Orifice Od in. (2 to S day temporary pool draw-down required)
Design Rainfall p???f0? in.
Design TSS Removal '- y J % (minimum 85% required)
Form SWU-103 Rev 3.99 Pa,e I of 4
? , Ir
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
H. REQUIRED ITEINIS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) 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 the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
F k 5 a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
I< 5 b. The forebay volume is approximately equal to 20% of the basin volume.
1< 5 c. The temporary pool controls runoff from the design storm event.
E1<5 d. The temporary pool draws down in 2 to 5 days.
?$ e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
(C S f. The basin length to width ratio is greater than 3:1.
k 5 g. The basin side slopes above the permanent pool are no steeper than 3:1.
14 5 h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
E145 i. Vegetative cover above the permanent pool elevation is specified.
?< S j. A trash rack or similar device is provided for both the overflow and orifice.
K S k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
E93 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. VET DETENTION BASIN OPERATION AND MAINTENANCE AGREEINIENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 2dooes es not incorporate a vegetated filter at the outlet.
This system (check one) 0 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

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 Q2,13 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 67), f! feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation l f,, d
Sediment R\1e l El. aid 75 o -
612.13 0
_____________ _ o Sediment Removal Elevation 75/0
Bottom tion llt' .AD /o -----------------------------?-?------------
Bottom Elevation vi 100 25%0
FOREBAY N LAIN 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.
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.
Form SWU-102 Rev 3.99 Pave 3 of4
r , .o?
good
7. All components of the wet detention basin system shall be maintained in working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
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 parry.
Print name: i %,/ / e r
Title:
VLI'f'],LLC,
Address:
a
Phone: 7 1 Y-
Signature:
Date: o' - 9,-
Note: The•le-ally responsible parry 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, IV OU11?,1 J-,? a?uJ , a Notary Public for the State of l)o&c?rc\;a . .
County of do hereby certify that
personally appeared before me this 0.kti• day of , a° 6%A. and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
?. BIDyy'•
U=
G•
.,pVj
.,'4""
SEAL
ryo?.P?.c
My commission expires 3- 1(0- 01?
Form SWU-102 Rev 3.99 Pa,e 4 of 4
I M I
IMPERVIOUS AREA SUMMARY
VILLAGE AT LAKE MICHAEL
November 30, 2004
See Attached Sketch
Phase 1 Impervious Summary
Location Area
P1 CRAWL BLDG. - C 01 6,154
P1 CRAWL BLDG. - C 02 5,103
P1 CRAWL BLDG. - C 03 6,154
P1 CRAWL BLDG. - C 04 5,103
P1 CRAWL BLDG. - C 05 5,103
P1 CRAWL BLDG. - C 06 6,154
P1 ROADS & DRIVEWAYS 149,135
P1 STREET SIDEWALKS 11,029
P1 BUILDING SIDEWALKS 10,864
P1 SLAB BLDG. - S 01 4,047
P1 SLAB BLDG. - S 02 6,154
P1 SLAB BLDG. - S 03 5,103
P1 SLAB BLDG. - S 04 6,154
P1 SLAB BLDG. - S 05 4,047
P1 SLAB BLDG. - S 06 4,047
P1 SLAB BLDG. - S 07 4,047
P1 SLAB BLDG. - S 08 4,048
P1 SLAB BLDG. - S 09 4,047
P1 SLAB BLDG. - S 10 5,103
P1 SLAB BLDG. - S 11 5,103
P1 SLAB BLDG. - S 12 5,103
P1 SLAB BLDG. - S 13 6,154
P1 SLAB BLDG. - S 14 2,988
P1 SLAB BLDG. - S 15 5,103
P1 SLAB BLDG. - S 16 5,103
P1 SLAB BLDG. - S 17 5,103
P1 SLAB BLDG. - S 18 3,226
P1 SLAB BLDG. - S 19 6,154
P1 SLAB BLDG. - S 20 6,154
P1 SLAB BLDG. - S 21 4,047
P1 SLAB BLDG. - S 22 5,103
P1 SLAB BLDG. - S 23 6,154
PHASE 1 SUBTOTAL 317,091
Phase 2 Impervious Summary
Location Area
P2 CRAWL BLDG. - C 07 6,154
P2 CRAWL BLDG. - C 08 5,103
P2 CRAWL BLDG. - C 09 6,154
P2 CRAWL BLDG. - C 10 6,154
P2 CRAWL BLDG. - C 11 5,103
P2 CRAWL BLDG. - C 12 5,103
P2 CRAWL BLDG. - C 13 6,154
P2 ROADS & DRIVEWAYS 76,670
P2 STREET SIDEWALKS 7,278
P2 BUILDING SIDEWALKS 6,651
P2 SLAB BLDG. - S 01 6,154
P2 SLAB BLDG. - S 02 5,103
P2 SLAB BLDG. - S 03 5,103
P2 SLAB BLDG. - S 04 5,103
P2 SLAB BLDG. - S 05 4,047
P2 SLAB BLDG. - S 06 4,047
P2 SLAB BLDG. - S 07 5,103
P2 SLAB BLDG. - S 08 4,047
P2 SLAB BLDG. - S 09 5,070
P2 SLAB BLDG. - S 10 5,103
PHASE 2 SUBTOTAL 179,404
11.40 AC
TOTAL PROJECT AREA 39.75 AC-
PROJECT IMPERVIOUS 28.67 %
PROJECT IMPERVIOUS SUMMARY
PHASE 1 SUBTOTAL 317,091 SF
PHASE 2 SUBTOTAL 179,404 SF
PROJECT TOTAL 496,495 SF

S - S?
rt l

cwi { 1 y
Project Name: V.L.Alich
Project No. DWQ 04-2064
SUBMITTED DESIGN. 1 REQUIRED DESIGN.-
Date 5/11/2005
elevations
Permanent Pool (ft) 643.5
Temporary Pool (ft) 648.5 5 ft. depth
areas J
Permanent Pool SA (sq ft) 9534 11391 sq. ft. / check surfac
Drainage Area (ac) 12.1
Impervious Area (ac) 5.02 41.5 %
Forebay (ft2) 2144 22.487938 % rebc
High Marsh (ft2) 373 39.2 % GI
L
Low Marsh (ft2) 26.9 % mai
Micropool (ft2) 11.506188 % icro,
check
100 %
volumes
Temporary Pool (cu ft) 89558 18596 cu. ft. ok
other parameters
SA/DA 1.78 2.16 -
Orifice Diameter (in) 1.5 0.09 cfs drawdown : -
Design Rainfall (in) 1 11.1 day drawdowri check drawG
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 41.5
Next Highest 45
0 ft. Permanent Pool Depth
SA/DA from Table
2.06
2.16
2.4
rv?
l?
%v

Project Name: V.L.Mich
Project No. DWQ 04-2064
SUBAIITTED DESIGN: 1 REQUIRED DESIGN:
Date 5/11/2005
elevations

Permanent Pool (ft) 643.5
Temporary Pool (ft) 648.5 5 ft. depth ok
areas
Permanent Pool SA (sq ft) 11500 11391 sq. ft. ok
Drainage Area (ac) 12.1
Impervious Area (ac) 5.02 41.5 % -
Forebay (ft2) 1800 15.652174 % ok
High Marsh (ft2) 3950 34.3 % ok
Low Marsh (ft2) 3950 34.3 % ok
Micropool (ft2) 1800 15.652174 % ok
100 %
volumes
Temporary Pool (cu ft) 89558 18596 cu. ft. ok
other parameters
SA/DA 1.78 2.16 -
Orifice Diameter (in) 2.5 0.26 cfs drawdown -
Design Rainfall (in) 1 4.0 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 41.5
Next Highest 45
rZ fe
0 ft. Permanent Pool Depth
SA/DA from Table
2.06
2.16
2.4
tf rn
2/
a 1 ?
Project Name: V.L.Mich
Project No. DWQ 04-2064
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
Date 5/11/2005
elevations

Permanent Pool (ft) 620
Temporary Pool (ft) 624.5 4.5 ft. depth ok

areas i
Permanent Pool SA (sq ft) 4497 6133 sq. ft. check surfac
Drainage Area (ac) 6.15
Impervious Area (ac) 2.36 38.4 % -
Forebay (ft2) 977 21.725595 % check forebe
High Marsh (ft2) 1418 31.5 % check hi mai
Low Marsh (ft2) 1562 34.7 % ok
Micropool (ft2) 540 12.008005 % check micro,
100 %
volumes
Temporary Pool (cu ft) 42744 8826 cu. ft. ok""-- f
other parameters
SA/DA 1.66 2.29 -
Orifice Diameter (in) 1 awdon
J„
_ _--'?
Design Rainfall (in) day drawdown
d!6 check drativ& ' ,
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 35
Project Impervious 38.4
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
2.06
2.29
2.4
;
11 IJ? vCl .? ?'yl

Project Name: V.L.Mich
Project No. DWQ 04-2064
SUBMITTED DESIGN: 2
Date 5/11/2005
elevations
Permanent Pool (ft) 620
Temporary Pool (ft) 624.5
areas
Permanent Pool SA (sq ft) 6500
Drainage Area (ac) 6.15
Impervious Area (ac) 2.36
Forebay (ft2) 977
High Marsh (ft2) 2262
Low Marsh (ft2) 2261
Micropool (ft2) 1000
volumes
Temporary Pool (cu ft) 42744
other parameters
SA/DA 1.66
Orifice Diameter (in) 2
Design Rainfall (in) 1
Linear Interpolation of Correct SA/DA***
% Impervious
Next Lowest 35
Project Impervious 38.4
Next Highest 40

REQUIRED DESIGN:
4.5 ft. depth
6133 sq. ft.
38.4 %
15.030769 %
34.8 %
34.8 %
15.384615 %
100 %
8826 cu. ft.
2.29
0.16 cfs drawdown
3.1 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
2.06
2.29
2.4
C
ok
ok
ok
ok
ok
ok
ok
ok
oL

v

Project Name: V.L.D1ich
Project No. DWQ 04-2064
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
Date 5/11/2005
elevations
Permanent Pool (ft) 615.5
Temporary Pool (ft) 619.75 4.25 ft. depth
areas
Permanent Pool SA (sq ft) 7613 7116 sq. ft.
Drainage Area (ac) 6.88
Impervious Area (ac) 3.07 44.6 %
Forebay (ft2) 1874 24.615789 %
High Marsh (ft2) 2267 29.8 %
Low Marsh (ft2) 2491 32.7 %
Micropool (ft2) 981 12.885853 %
100 %
volumes
Temporary Pool (cu ft) 61049 11278 cu. ft.
other parameters
SA/DA 1.9 2.37
Orifice Diameter (in) 1.375 0.07 own
Design Rainfall (in) 1 9.8 day drawdown

Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 44.6
Next Highest 45
0 ft. Permanent Pool Depth
SA/DA from Table
2.06
2.37
2.4
C

?v
ok
ok
Icheckforebc
check hi maj
check >
check micro,
ok
check drawn
M,0 Ct

01 VA
7 %-
0 ft. Permanent Pool Depth
SAIDA from Table
2.06
2.37
2.4
r?c?
l US
5' l l
Project Name: V.L.Alich
Project No. DWQ 04-2064
SUBAIITTED DESIGN: 3 REQUIRED DESIGN:
Date 5/11/2005
elevations

Permanent Pool (ft) 615.5
Temporary Pool (ft) 619.75 4.25 ft. depth ok

areas
Permanent Pool SA (sq ft) 7613 7116 sq. ft. ok
Drainage Area (ac) 6.88
Impervious Area (ac) 3.07 44.6 % -
Forebay (ft2) 1250 16.419283 % ok
High Marsh (ft2) 2557 33.6 % ok
Low Marsh (ft2) 2556 33.6 % ok
Micropool (ft2) 1250 16.419283 % ok
100 %
volumes
Temporary Pool (cu ft) 61049 11278 cu. ft. ok
other parameters
SAIDA 1.9 2.37 -
Orifice Diameter (in) 2 0.15 cfs drawdown -
Design Rainfall (in) 1 4.6 day drawdown ok
Linear Interpolation of Correct SAIDA * **
% Impervious
Next Lowest 40
Project Impervious 44.6
Next Highest 45
2?v
WATF9 Michael F. Easley, Governor
o
William G. Ross Jr., Secretary
UJ M1
r North Carolina Department of Environment and Natural Resources
v`
p -? Alan W. Klimek, P.E. Director
Division of Water Quality
April 7, 2005
DWQ Project #04-2064
Orange County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Tyler Morris
VLM Development, LLC
211-C East Six Forks Road, Suite # 108
Raleigh, NC. 27609
Subject Property: Village at Lake Michael
REQUEST FOR MORE INFORMATION-Stormwater Management Plan
On March 29, 2005, the Division of Water Quality (DWQ) received the revised stormwater management
plan prepared by your engineer, Eric Swanson PE, of BNK Inc, to comply with the conditions of the 401
Water Quality Certification on hold. The following additional information is needed to enable us
continue with the reviews of your plans:
• New 401 Extended Detention Wetland, and Level Spreaders Worksheets of all ponds.
• The ponds are to meet the BMP requirements of 85% TSS removal for all runoffs.
• Accountability of the 39.75 acres total project site peak runoffs of 1 year storm / 1 in rainfall.
• Wetland, streams, channels, flood depths or plane impacts during construction.
• Impervious above 12% requires I OOR buffer, and shall not exceed 30% built-upon area.
• The Volume above the temporary pools should be draw down in 2 to 5 days.
• Your draw dowms, Forcbays, High Marsh, Low Marsh, and Micropools areas designs does not meet the
requirements, or are out of specifications. And your depths were 8 ft to 10.5 ft.
Please respond within three (3) weeks of the date of this letter by sending three (3) copies this information
in writing. This letter only addresses the Stormwater Management Plan review and does not authorize
any impacts to wetlands or streams until the plans are approved. Please call Mr. Samuel A. Aghimien, at
919-733-3574 if you have any questions regarding these issues.
Sincerely,
Cyndi B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBK/SAA
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Eric Swanson PE, BNK Inc, 10405-E Ligon Mill Road, Wake Forest NC. 27587
04-2064 Stormwater more info letter 4-7-05
401 Oversight/Express Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: h://h2o.enr.state.ne.us/ncwetlands
One
NiCarolina
,1Vntarally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/l0". Post Consumer Paper
1 ?pF W ATF,9P Michael F. Easley, Governor
?p G William G. Ross Jr., Secretary
CO V W ?./? r North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
(] Y
Division of Water Quality
January 18, 2005
DWQ Project # 04-2064
Orange County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
VLM Development, LLC
Attn: Mr. Tyler Morris
211-C East Six Forks Road, Suite 108
Raleigh, NC 27609
Subject Property: The Village at Lake Michael, Mebane, NC
Lake Michael [16-20-(1)], WS-II, HQW
REQUEST FOR MORE INFORMATION
Dear Mr. Morris:
On December 29, 2004, the Division of Water Quality (DWQ) received your application dated December
27, 2004 to impact 0.04 acres of wetlands to construct the proposed residential development. The DWQ
has determined that your application was incomplete and/or provided inaccurate information as discussed
below. The DWQ will require additional information in order to process your application to impact
protected wetlands and/or streams on the subject property. Therefore, unless we receive the additional
information requested below, we will have to move toward denial of your application as required by 15A
NCAC 2H .0506 and will place this project on hold as incomplete until we receive this additional
information. Please provide the following information so that we may continue to review your project.
Additional Information Requested:
1. Plan Details
a. Please indicate the location of the protected water supply buffers as overlays on the site plan.
b. Please indicate the site density and impervious surface calculations. The PCN application
states that your site is 37 acres +/-, however, the drainage area for the three stormwater BMPs
indicated a drainage area totaling 25.13 acres. Please reconcile these differences.
Stormwater must be treated for the entire site.
2. Stormwater
a. Stormwater management must be designed in accordance with the requirements of 15A
NCAC 02B .0214 (3)(b) for Water Supply II. A project with greater than 12 percent
impervious surface must provide stormwater controls to control the first 1" of rainfall.
Furthermore a 100 feet vegetative buffer applies to all high-density projects (impervious
cover greater than 12%). No new development is allowed in this buffer. Please indicate
these buffers on your plans and account for proposed impacts to this area. You are reminded
that new residential development shall not exceed 30 percent built-upon area. Reference:
http://h2o.enr.state.ne.us/admin/ruIes/documents/rb080104.pdf for the rules pertaining to WS-
II Hiph Quality Waters.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] Internet: http://h2o.enr.state.nc.us/ncwetiands
NorthCarolina
Naturally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
N
The Village at Lake Michael
Page 2 of 2
January 18, 2005
b. Worksheets for extended detention wetlands can be located at:
http://h2o.enr.state.ne.us/ncwetlands/mitresto.html. Please use these forms.
c. Extended detention wetlands must be designed in accordance with the DENR. 1999.
Stormwater BMP Manual located at: http://h2o.enr.state.nc.us/ncwetlands/mitresto.litmi.
This includes the provision of a plan that indicates the plant material, specifications, and
installation (see page 18).
d. The Wet Detention Basin has design deficiencies. These include:
• The average depth was calculated as 1.3 feet; average water quality pool depths should be
between 3 to 6 feet with a required minimum of 3 feet (page 4).
• The forebay appears to be significantly oversized (34.8%). The forebay design should be
approximately 20%. There are no additional water quality benefits for oversized
forebays.
• The surface area/drainage area ratio was calculated incorrectly.
• The outlet device (orifice) in the design provided is too small; DWQ has calculated your
proposed design to have a drawdown period of 17 days. DWQ requires a drawdown
period for the temporary water quality pool (runoff volume from 1" inch of rain) to be
two to five days.
Please respond within three (3) weeks of the date of this letter by sending five (5) copies this information
to me in writing. If we do not hear from you within three weeks, we will assume that you no longer want
to pursue this project and we will consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Cynthia Van Der Wicle, Ph.D. at 919.715.3473 or
Cyndi Karoly at 919.733.1786 if you have any questions regarding or would like to set up a meeting to
discuss this matter.
Sincerely,
Cyndi Karoly, Supervisor
401 Oversight/Express Review Unit
CBK/cvdtiv
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Kevin Martin, S&EC, 11010 Raven Ridge Rd., Raleigh, NC 27614
Filename: 04-2064Vi11ageCa Lake111ichacl (Orange) On hold
ti OF W A TFRO
?O G
r
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
January 18, 2005
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
VLM Development, LLC
Attn: Mr. Tyler Moms
211-C East Six Forks Road, Suite 108
Raleigh, NC 27609
Subject Property: The Village at Lake Michael, Mebane, NC
Lake Michael [16-20-(1)], WS-II, HQW
REQUEST FOR MORE INFORMATION
Dear Mr. Morris:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 04-2064
Orange County
On December 29, 2004, the Division of Water Quality (DWQ) received your application dated December
27, 2004 to impact 0.04 acres of wetlands to construct the proposed residential development. The DWQ
has determined that your application was incomplete and/or provided inaccurate information as discussed
below. The DWQ will require additional information in order to process your application to impact
protected wetlands and/or streams on the subject property. Therefore, unless we receive the additional
information requested below, we will have to move toward denial of your application as required by 15A
NCAC 2H .0506 and will place this project on hold as incomplete until we receive this additional
information. Please provide the following information so that we may continue to review your project.
Additional Information Requested:
1. Plan Details
a. Please indicate the location of the protected water supply buffers as overlays on the site plan.
b. Please indicate the site density and impervious surface calculations. The PCN application
states that your site is 37 acres +/-, however, the drainage area for the three stormwater BMPs
indicated a drainage area totaling 25.13 acres. Please reconcile these differences.
Stormwater must be treated for the entire site.
2. Stormwater
Stormwater management must be designed in accordance with the requirements of 15A
NCAC 02B .0214 (3)(b) for Water Supply II. A project with greater than 12 percent
impervious surface must provide stormwater controls to control the first 1" of rainfall.
Furthermore a 100 feet vegetative buffer applies to all high-density projects (impervious
cover greater than 12%). No new development is allowed in this buffer. Please indicate
these buffers on your plans and account for proposed impacts to this area. You are reminded
that new residential development shall not exceed 30 percent built-upon area. Reference:
littp://h2o.enr.state.nc.us/admin/rules/documents/rbO80104.pdf for the rules pertaining to WS-
II Hiah Oualitv Waters.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/ FAX [phone] / Intemet: http://h2o.enr.state.nc.us/ncwetlands
NehCarolina
An Equal Opportunity/Affirmative Action Employer- 50010 Recycled/10°b Post Consumer Paper

The Village at Lake Michael
Page 2 of 2
January 18, 2005
b. Worksheets for extended detention wetlands can be located at:
http://li2o.enr.state.nc.us/ncwetlands/mitresto.litmi. Please use these forms.
c. Extended detention wetlands must be designed in accordance with the DENR. 1999.
Stormwater BMP Manual located at: http://li2o.enr.state.nc.us/ncwetlands/mitresto.litmi.
This includes the provision of a plan that indicates the plant material, specifications, and
installation (see page 18).
d. The Wet Detention Basin has design deficiencies. These include:
• The average depth was calculated as 1.3 feet; average water quality pool depths should be
between 3 to 6 feet with a required minimum of 3 feet (page 4).
• The forebay appears to be significantly oversized (34.8%). The forebay design should be
approximately 20%. There are no additional water quality benefits for oversized
forebays.
• The surface area/drainage area ratio was calculated incorrectly.
• The outlet device (orifice) in the design provided is too small; DWQ has calculated your
proposed design to have a drawdown period of 17 days. DWQ requires a drawdown
period for the temporary water quality pool (runoff volume from 151 inch of rain) to be
two to five days.
Please respond within three (3) weeks of the date of this letter by sending five (5) copies this information
to me in writing. If we do not hear from you within three weeks, we will assume that you no longer want
to pursue this project and we will consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Cynthia Van Der Wiele, Ph.D. at 919.715.3473 or
Cyndi Karoly at 919.733.1786 if you have any questions regarding or would like to set up a meeting to
discuss this matter.
Sincerely,
Cyndi Karoly, Supervisor
401 Oversight/Express Review Unit
CBK/cvdiv
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Kevin Martin, S&EC, 11010 Raven Ridge Rd., Raleigh, NC 27614
Filename: 04-2064Vi11age@LakeN1ichae1 (Orange) On (fold
BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
10405-E LIGON MILL ROAD, WAKE FOREST, NC 27587
919/851-4422 FAX [phone] [e-mail]
TRANSMITTAL
TO: NCDENR - DWQ, 401 Oversight Unit PROJECT: Village at Lake Michael
ADDRESS:
250
S
i
l
d PROJ NO: 04419000 DATE: 4/28/2005
u
te
evar
,
2321 Crabtree Bou
Raleigh, NC 27604 FROM: Eric K. Swanson
ATTN:, Sam Aghimien DELIVERED VIA: Hand Delivered
PHONE NO: 919-733-3574 COPIED: Boylan Development
WE ARE SENDING YOU
Specifications Sho Drawings Prints
Bulletin Drawings Copy of Letter X Other
DATE I COPIES I DESCRIPTION
4-26-05 1 3 1 Responses to Comments Received 4-19-05
THESE ARE TRANSMITTED
For Review & Comment As Requested
For Approval For Your Use
Included are the responses to comments. As stated in the responses we would like to request a meeting with
you and Cyndi at your earliest convenience. Please contact me once you have had a chance to review them.
Thank you,

A r) n D
Signed: -Eric K. Swanson, PE 1,ET1 A eX R' w,ark?; Qua! Irr
IDSAND S On VOi? R 5RAP?C11
SOIL & ENVIRONMENTAL CONSULTANTS, PA
NC Division of water Quality
Tran # Invoice Type Date Reference
5427 010105 Invoice 01/01/05 8814.W2
Check Number:
Date: 01/01/05 Check kT.t:
Balance Discount
$200.00 $0.00
g0V
D
DEC 2 9 2004
DENR - WATER QUALITY
ins,
VIFL N S AtlD TOr-JT TER MtIiCH
17263
$200.00
Pay Amount
$200.00
UNITED STATES POSTAL SERVICE

Sender: Please print your name, address, and ZIP+4 in this box •
NC DENR Division of Water Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
First-Class Mail
Postage & Fees Paid
USPS
Permit No. Q-10
¦ 'Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
¦ Print your name and address on the reverse
so that we can return the card to you.
¦ Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to:
Mr, Tyler Morris
VLM Development LLC
211-C East Six Forks Rd Ste 108
Raleigh,NC 27609
DWQ# 04-2064-Orange
A. Signature
X
B. Received by(Printed Name)
? Agent
? Addressee
C..:Date of Deliver
D. Wdelivery address different from item 17. ? Yes
If YES, enter delivery address below: O No
3. Service Type
Certified Mal ? Express-Mail
Registered etum Receipt"for Mercliandise
13 Insured Mail ? C.O.D.,
4. Restricted Deliver' (E ni Fee) ? Yes.
2. Article Number
(transfer from service labeo 7004 1160 0005 8758 3661
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r,FNFRAL UTILITY REQUIREMENTS _MENTS _ NOTES WATER NOTES
1. UTILITY LOCATIONS * WATER LINE UNDER THE SIDEWALK OR ROADWAY SHOULI SHEET ROADWAY SHOULDER ALl WATER AND SEWER CONSTRUCTION METHODS AND MATERIALS SHALL BE IN ACCORDANCE WITH AS INDICATED, WATERLINES 12" AND SMALLER, SHALL BE DUCTILE IRON PIPE MEETING THE REQUIREMENTS
5-FEET OFF EDGE OF PAVEMENT. 5-FEET OFF EDGE OF THE STANDARDS AND REQUIREMENTS OF THE CITY OF MEBANE. OF ANSI-AWWA C151 PRESSURE CLASS 350 OR SOFT COPPER TYPE K PIPE PER ASTM 688
v ~ * SEWER LINE -MIDDLE OF STREET OR 5-FEET OFF EDGE m r~ PAVEMENT.
~ ~ ~ * NATURAL GAS BETWEEN SIDEWALK AND CURB AND GUTI ° U i ~ ROADWAY SHOULDER. D CURB AND GUTTER OR IN 2. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL WATERLINES SHALL HAVE A MINIMUM OF 4 FEET OF COVER.
~ v ~ * ELECTRIC UNDERGROUND IN 10' UTILITY EASEMENT. .c o a a ~ ~ * Y EASEMENT. 3, EXISTING UTILITIES AND STRUCTURES SHOWN, 60TH UNDERGROUND AND ABOVE, ARE BASTD ON A PRESSURE AND BACTERIOLOGICAL TESTING SHALL BE PERFORMED IN ACCORDANCE WITH THE STANDARDS AND FIELD SURVEY AND THE BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTOR SHALL COCA E LL REQUIREMENTS OF THE CITY OF MEBANE. THE CONTRACTORS SHALL COORDINATE WITH THE CITY AND PROVIDE
r ~ ~ 0 N * TELEPHONE IN 10' UTILITY EASEMENT. * ` o ~ ~ ~ p ~ ~ ~ CABLEVISION IN RIGHT OF WAY BEHIND SIDEWALK OR IN SIDEWALK OR IN UTILITY EXISTING UT1LI11ES, UNDERGROUND LINES, AND STRUCTURES AS NECESSARY TO AVOID DAMAGING OR ALL NECESSARY REPORTS. DESTROYING EXISTING SERVICES,
f + ~ ~ ~ ~r EASEMENT, ° ~ • ~ ~ N N ~ T = ~ 2. WATER AND SEWER IMPROVEMENTS
ip ~ ~ h ~ m ? n Q m a * ALL WATER LINES ARE TO BE A MINIMUM OF 8" IN SIZE IUM OF 8" IN SIZE EXCEPT 4. UTILITY CONTRACTOR SHALL COORDINATE UTILITY SERVICES WITH THE BUILDING MECHANICAL/PLUMBING SEWER NOTES
~ ° ~ ~ ~ a FOR CUL-DE-SACS WHERE 6" IS ALLOWED WHEN LESS DWED WHEN LESS THAN PLANS, UTILITY CONTRACTOR SHALL BE RESPONSIBLE FOR IN5TALLAlION OF ALL UTILITY SERVICES TO SANITARY SEWER CLEANOUTS LOCATED IN PAVEMENT AREAS SHALL BE HEAVY DUTY TRAFFIC BEARING :SS MAN 400 FT. WITHIN 5 FEET OF THE BUILDING CONNECTION POINT. CASTINGS.
C 0 ~ 3 h ~ a ~ 600 FT. AND 4" IS ALLOWED WHEN LESS THAN 400 FT. ~ ~ ° v ~ m * WATER MAINS IS TO BE DUCTILE IRON PIPE CLASS 50 C PIPE CLASS 50 ONLY. 5, CONTRACTOR SHALL CALL NORTH CAROLINA ONE CALL AT 1-800-632-4949 AT LEAST 48 HOURS UNLESS OTHERWISE NOTED, ALL SS MANHOLES ARE 5' DIA,
~ i° Q ~ ~ p 0. * SEWER MAINS ARE TO BE A MINIMUM OF 8" IN SIZE, 0 O p ~ ~ ~ 7 Z * SEWER MAINS ARE TO BE VITRIFIED CLAY PIPE OR D.LP. OF 8" IN SIZE, PRIOR TO BEGINNING CONSIRUCT10N OR EXCAVATION ON SITE TO HAVE EXISTING U11LI11ES LOC TED MANHOLES LOCATED IN PAVEMENT, CONCRETE OR OTHER TRAFFICKED AREAS SHALL BE SET AT GRADE. LAY PIPE OR D.I.P., CONTRACTOR TO CONTACT ANY LOCAL UlIL111ES THAT PROVIDE THEIR OWN INDEPENDENT LOCATOR MANHOLES LOCATED IN OTHER AREAS llI E GRASS OR WOODED AREAS SHALL HAVE
a. a. ° ~ a• CLASS 50, EXCEPT THAT SDR35 MAY BE USED IN RESIC SIDENTIAL ACTOR SHALL IMMEDIATELY REPORT ANY DISCREPANCIES TO THE ENGINEER. 1 ' BE USED IN RE SERVCE. CON1R THEIR RIMS RAISED SIX INCHES ABOVE THE SURROUNDING GRADE. MANHOLES
° \ c ~ ` c ~ AREAS. ~ 3. STORM DRAINAGE 6. TRAFFIC CONTROLS FOR ANY UTILITY WORK WITHIN THE PUBLIC RIGHT OF WAY SHALL BE PERFORMED IN SUBJECT TO POSSIBLE WATER INFILTRATION SHALL HAVE WATERTIGHT, BOLTED LIDS.
~ ~ ~ v 1, * ALL STORM DRAINS ARE TO BE A MINIMUM OF 15" IN S ~ ~ ~ m + ~ * IA ARE TO BE REINFORCED CONCRETE PIPE. AL ~ , Q 1, / MATER AL RIAL MAY BE USED AS APPROVED BY THE Pl IIMUM OF 15" IN SIZE, COMPLIANCE WI1H STANDARDS OF THE NOR1H CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL MINIMUM REQUIRED SLOPES FOR SEWER SERVICES: MCREIE PIPE. ALTERNATIVE DEVICES (MUTCO). 4" SEWER SERVICE - 2.00% SLOPE
O PIPE M TE DROVED BY 111E PUBLIC 6" SEWER SERVICE - 1,00% SLOPE r0
' ~ ~ I ~ ~ ~ WORKS DIRECTOR. ~ ~ / / / * c ` CURB INLETS TO BE LOCATED WHERE NO MORE THAN 1. c` 7. CONTRACTOR SHALL MAINTAIN AN "AS BUILT" SET OF DRAWINGS TO RECORD THE ACTUAL LOCATION 8" SEWER SERVICE - 0.50% SLOPE ~p NO MORE THAN 1,0 ACRE OF ALL PIPING PRIOR TO CONCEALMENT, DRAWINGS SHALL BE GIVEN TO THE ENGINEER AT REGULAR 10" SEWER SERVICE - 0,32% SLOPE N ~
i OF DRAINAGE CONTRIBUTES TO ANY INLET EXCEPT IN S NLET EXCEPT IN SAGS INTERVALS THROUGHOUT THE PROJECT FOR RECORD KEEPING. z
~ \ \ c / WHERE 6' WIDE BASINS CAN BE USED WHICH WILL BE A ~ ~ TO DRAIN 1.5 ACRE SUB BASINS. WHICH WILL BE ALLOWED UNLESS OTHERWSE NOTED,LOCAIE SANITARY SERVICE CLEANOUTS AT ALL HORIZONTAL OR VERTICAL _ Q ~ 8. 1HE CONTRACTOR, AT ALL 11MES, KEEP 1HE PREMISES FREE FROM ACCUMULAl10NS OF WAS1E CHANGES IN DIREC110N, MAXIMUM SPACING BETWEEN CLEANOUTS SHALL BE 75 FEET, Z N
c i i i ~ / 4. CONCRETE SIDEWALKS - ` ~ / * 3,000 PSI MATERIALS OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES OR HIS WORK. ALL DEBRIS SHALL BE JO Q REMOVED FROM THE PROJECT SITE ON A DAILY BASIS. SEWER LINES UNDER CONSTRUCTION SHALL BE PROTECTED FROM DIRT, DEBRIS OR OTHER CONTAMINANTS CC Z
• :m ~ / / / 4 WIDE AND 5" THICK ENTERING THE NEW SYSTEM, UNTIL ACCEPTANCE OF NEW CONSIRUC110N HAS BEEN MADE BY THE LOCAL Q J
5, OTHER m x / ~ * ANY CHANGES TO THE GENERAL REQUIREMENTS SHALL 9. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND GOVERNING AUTHORITY. A MECHANICAL PLUG SHALL BE U1IUZED BOTH IMMEDIATELY UPSTREAM OF THE r~ U ~ N OF ANY EXISTING WATER OR SEWER SERVCE PROPOSED FOR CONNEC110N OR VJ ~ JIREMENTS SHALL BE MATERIAL COMPOS1110 NEW CONSTRUC110N AND AT THE FIRST MANHOLE DOWNSTREAM IN THE EXISTING SYSTEM. EXISTING 2 Q
_ ,/~f PREAPPROVED BY THE PUBLIC WORKS DIRECTOR. > DIRECTOR. USE ON IRIS PROJECT, THE RELOCATION OF ANY UTILITY SERVICES REQUIRED TO COMPLETE ANY STRUCTURES, PIPING AND APPURTENANCES SHALL BE PROTECTED FROM ANY INFLOW OF WATER, DIRT OR ~ ~ U Al10NS AND DETAILS ARE POR110N OF THESE CONSTRUC110N PLANS SHALL BE THE RESPONSIBILITY OF 1HE CONTRACTOR DEBRIS DUE TO NEW CONSTRUC110N CONNECTING TO OR IN THE NCINIIY OF THE EXISTING SYSTEM, W
x ~ / * CITY OF MEBANE STANDARD SPECIFICATIONS AND DETAI z ~ / ~ TO BE USED. WO =
J - - * NO BURNING ALLOWED INSIDE THE CITY OF MEBANE. m ~ / AN ASEMENTS FOR ALL PROPOSED WATER, SANITARY SEWER, AND STORM DRAIN UTILITIES SHALL BE z Z ~ rY of MEe E. 10.E OTHER UTILITY NOTES DEDICATED TO THE CITY OF MEBANE ON THE FINAL PLAT. W = m 0 cN0 ~iZc9
'o / SEWER TAPS - I NTIFIED IN THIS PLAN ~ U' HALL BE CLEARED ANO GRUBBED AND SEEDED. ELECTRICAL, STEAM, TELEPHONE, CHILLED WATER, OR OTHER SUB SURFACE U11LI11ES DE ~ _ OD _T- 11. ALL EASEMENTS WITH PIPES AND/OR STRUCTURES S ARE SHOWN IN THEIR APPROXIMATE LOCA110N FROM SURVEY INFORMATION GAINERED FROM A FIELD W H- O
~ ~ / 1. ALL SEWER TAPS SHALL BE MADE BY THE CITY OTHERN THE CITY OTHERWISE SPECIFIED. A FI D W J L.
$ 2. 4" SEWER TAPS SHALL BE MINIMUM SIZE PERMITTED BY n n V R 3, ALL SEWER SERVICES SHALL BE WITH THE WATER SE VI I BY THE CITY. HA BE CLASS III REINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. INSPEC110N AND ANY APPLICABLE RECORD DRAWINGS WHICH MAY BE AVAILABLE_ CONTRACTOR SH LL EL Q ~ W ~ IZE PERM TTED 12. ALL PIPES LL VERIFY THE EXACT LOCATION, DEPTH, SIZE OR MATERIAL OF ANY AND ALL SUB SURFACE CONDITIONS Y ~ THE WATER SERVICES. REPRESENTED IN THESE PLANS PRIOR TO ANY EXCAVATION OR CONSIRUC110N. CONTRACTOR SHALL REPORT O O
~ ----ram- - c ~ / 4. ALL SEWER SERVICES SHALL HAVE A CLEANOUT AT THE CLEANOUT AT 1HE PROPERTY LINE. ANY DISCREPANCIES BETWEEN THESE PLANS AND ACTUAL FIELD LOCATED U1ILITY DATA TO THE ENGINEER OF O ~ ~ W Z REDUCE 40. STORM NOTES RECORD. a W
R Q 5, ALL SERVICE PIPE SHALL BE PVC, SCHEDULE 40. ' / ~ ~ ~ 6. ALL SEWER TIE-INS TO EXISTING MANHOLES SHALL BE I PLUG & . i Q' ~ Boor. HOLES SHALL BE CORED WITH A
= BLOCK ~ ~ 1110N AND SUBSEQUENT CONSTRUCTION OF STORM DRAINAGE FACILITIES SHALL BE PERFORMED IN W ~ Y DEMOL THE CONTRACTOR SHALL COORDINATE WITH ALL LOCAL U11LITY PROVIDERS PRIOR TO COMMENCEMENT OF SUCH A MANNER THAT THE OLD PIPE AND STRUCTURES ARE REMOVED AND NEW STRUCTURES AND PIPING W Q u- IN SIZE Y PUT INTO SERVICE, CONTRACTOR SHALL ENSURE THAT STORM DRAINAGE DOES NOT WORK. ~ .'y
1 W v WATER TAPS OVER 1 IN SIZE C~ . yr' ( " `p '(i ~ 1. WATERp~T~S OVER 1 SHALL BE MADE BY OTHERS TO ARE IMMEDIAIEL z U N N E BY OTHERS TO CITY REMAIN OUT OF SERVICE FOR LONGER THAN 12 HOURS AT A TIME. PROVISIONS SHALL BE MADE TO UNLESS OTHERWISE NOTES, AlL MANHOLES TO BE PRECAST CONCRETE. ~ ~ 0 ~
o $ / ~ ~ LI-- SPECI(NC9MIONS. MAINTAIN STORM WATER DRAINAGE DURING CONSIRUC110N. Q ~ Q ~
' ~ 2. A P ST VAULT SHALL BE USED WITH PRIOR CITY ~ / m 3. AN NUM DOUBLE HATCH BIlCO TYPE COVER WITH WI1H PRIOR CITY APPROVAL Z O r TYPE COVER WITH DOUBLE DOORS ~ ~ ~ ~
~ I R` / O W9 ,.MINIMUM OF 30" x 30" OPENING. ~ ~ C ~ ' NG. ~r J^J^ 2ASS FITTINGS SHALL BE USED WITH J ~ - 0)
i ~ ~ 4, COP PIPE, BRASS VALVES AND BRASS FITTINGS SHE V / PRI ~ITY APPROVAL. / o>z , ~J _r~r
I 3-$~~ GATE VALVES ~ 5. A ?ASS SHALL BE USED ON ALL TAPS 1 AND G 9 o / 6. AL!~ TERS AND METER VAULTS SHALL BE PLACED ON ~ Z ~ TAPS 1 AND GREATER. ALL BE PLACED ON THE PROPERTY W W 0 W
~ I' ~ ~ / LINE OR RIGHT OF WAY. ~/~"(J} azr9z
- ~ y ~ ~ W ( W ASSEMBLIES SHALL BE TESTED PRIOR TI / 7. ALL BACKFLO I ~ ~ \ ~ ACCEPTANCE. PRIOR TO CITY Q ~ J ~ :TESTED ~~nnZ ==w=
e ~ I / ~ I, \ ~ 8. BACKFLOW PREVENTION DEVICES SHALL BE ABOVE GROI v~ U a a .L BE ABOVE GROUND IN HOT BOX IEIER FOR ALL METERS LARGER O W O W
I FH / ~ f.- ENCLOSURE OR EQUAL BEHIND THE METER FOR ALL ME ~ I Z / THAN 2 INCHES. TYPE OF BACKFLOW PREVENTION DEV ~ \ 4 PREVEN110N DEVICE WILL BE J ~ J M p~WOW
p a , ~ . DICTATED BY USE. ~ ~ ~ ~i ~ ~ \ ~ ~ 9. ALL FIRE HYDRANT ASSEMBLIES TO BE INSTALLED WITH W ro F- ~ I- EINSTALLED WITH 6" GATE VALVE. ~
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MCI-

BLOCJC CATCH BASBV
CHANNEL INSTALLATION _ NOTE: TOP VIEW Na 57 WASHE6 STONE fA.IER VIEW
STRUCTURAL STONE SHALL BE 1 /
POST ` , rr '
CLASS "B" STONE FOR EROSION ~ ) < SILT FENCE SILT FQJCE 1
t~~ CONTROL PURPOSES. ~ ~ SEDIMENr
M NQRTH SEDI ENT CONTROL STONE SHALL ~ ;qN'~»!: T•' ZONE lam. 7 4~'+
a ~l AMERICAN h ~ BE N0. 57 STONE. r+ 1. AT END OF PROJECT, CATCN BA9N CAN . a 4 t ~ . " .t , BE RAISED AS NEEDED PLUGGING OPEN
~ GR 4 EEN ` • rti . • r+ « CDURSE OF BLOCK KITH MORTAR. r
_ . ~ (ib:a~ I tt 2 RISER CAN BE BUILT AS A STANDARD
4 CATCH BASIN/JUNCTION BOX (WITH WEEP HOLES} IN CEINNG WALL AND BE
' . ; , , ; . x SILT FENCE UIBJZED AS SlX3•I WHEN PROJECT IS STABLE. 51LT FENCE CIIIVERT off' ~ ovER ACRES
J. ? ,r, c e's { , ~ ~r3 SEDIMENT NEEDS TO BE PIPE @' OAI.VANRED MAI~WARE 3. If DRAINAGE AREA IS 5
r r ~ » coNTROL ~ • . / ~ • . , ~ ~ 1 - 6 MIN. I WIRE BACJ( CLO1M W/ 1/T" GRID TREATED AS A RISERAESTRUONAE AND (p' • ALL RELATED INFORMATION NEEDS TO t0
• . • t ~ STONE ~ r' , w BE SUPPLIED. (TRASH RACK, ELEVA110NS, ~ r. AND ANTI-FLOATABLE) N ~
, . , . ~ , 1 , 4. RRd/ND OPENING W1TH YARD INLET Z t` SU
PERSP CTIVE VIEW PROTECna+. - ~ N 0
t p " , ~ ~ ` DEEP PROPOSED ~ ~ ~ pD GALVANIZED HARDWARE FlNAL GRADE
1 ~ • . r r STONE 1' - 8" CL01H 1/Y X I/Y GRID U
. . ~1 + ~ . . ti . . , MAX I SEDIMENT STORAGE ZONE (n = Q OLD PROPOSED LAX FENCE (TOTAL BASAi CAPACITY) FlAOD S10RAOE ZONE 0 SIRUCNRE 1'OP ~ V
~ ? . , 3;1 SLOPE K: 11 „r vir. W o w ~
. , FRONT VIEW IMENT W Z ~ N
r T VIEW STORAGE 1.0' MN ~ _ ~ o ~ W
4 i'r i. flow w ' I1 z ~a
z r. • • fuTURE sTnRM DRAM PIPE , . ~ ~ W ~
SILT FEN ® ~ CE OUTLET DETAIL r ~ CD ~ 47) I.p T'OT'
1. PREPARE 501E BEFORE A~.STAWNG BLANKETS, INCLUDING ANY NECESSARY APPUCA1tON OF LfME, FERTIU7fR, AND SEED: NOTE;- NTS fww vERt Z i CiJI Ly . W
WHEN USING CELL-0-5EED D0 NOT 5EW PREPARED AREA, CEIt-O=SEfk k1UST BI; INSTALLED W(~N PAPER SIDE' DOWN, PIPE SLT FENCf BAFFLES ("IYP.) W W Y
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET Apt A 8` (t5cm) DEEP X 6" 15om) WIDE 1>?ENCN W(ili APPROXIMATELYf 12" ~n OF BLANKET EXTENDED BEYOND THE lIP SLDPE PORTK3N 4F E TRENCH. N~CHOR J} (SEE STD. Na 4.03) t LL Q u- I ~ =N~N
BLANKET WRH A ROW OF AP S STA XIMATa1' 12' 30efi ART IN THE BOTTOM OF TREK ~ 9ACKfAI. ANO COMPACT THE TRENCH.. R/ LNG SLY SEED TO CDMP ~ ~ SOIL AND FOLD REMNNINO 12" , 3~H PORTION. Z N N "N GONCRETE f0011NG PAD ~ ~ Q ~
F K AF7E 5TAPU DYER COMPArr1ETJ 501E WITH A 0 ELAN ET BACK OVER SEED AND COMPACT® SOIL 'SECURE BLANKt:T OF STAPLES/STAKES Q Q N0. 57 WASHED STONE FlLTER LAID AGAINST HARDWARE CLOTH (i ~ 1 MAX. SLOPE) Z r Q r
SPACED APPROXIMATELY 12` {30cm) APART ACROSS Tiff WIDTH OF THE BIANKEi 3, ROLL CENTER BIANKEi IN DIRECTION OF WATER FL.~Y IN B(RTOM # CHANNEL BLANKETS WILL pNROLL WTTN APPROPRATE S<D1: . o~~~ CLEAN OUT POINT (1/2 DEPTH SEDIMENT STORAGE ZONE) ~ ~ OD
AGAINST THE SOIL SURFACE, ALL BLANKETS MUST HE SECURELY [`ASTENED TO 501E SURFACE BY PUIfdNG 5TATSIES/STAKES IN APPROPRIATE LDCATTDNS AS SHOWN IN THE STAPLE PATTERN GUIDE.. WHEN USING OPTIONAL T)OT' SYSTEM 1; STAPLES/5TAKE$ J~~.-. J~-~
SHOULD BE PUCED THROUGH EACH OF THE COIAREO OOT9 CORRESPONDING TO THE APPROPRATE STAPLE PATTERN.. SECTION. VIEW z J _ r ~ r =~z°'
4. PLACE CONSECIliiVE BLANKETS END OVpt ENO (SFIINGLE STYt~ WR11 A 4'-S" {1[km-l5an) OVERLAP: USE A DOUBLE ROW OF J WWOW
STAPLES STAGGERED 4' ~tOcm) MART AND 4` (1Ocm) ON CENTER t0 6ECURE BUNKEiS. 5. FUl1 LENGTH EDGE OF BIAN ETS AT 1'OP OF SIDE SLOPES MUST ~ ANCHORED WD1i AROW OF SI'APLt~/$TAKES APPROXIMATELY " C.Z(JZ G~ Qo~o
24 WEIR OUTLET 12' (3Dcm) APART IN A 6" 15cm) DEEP X B' (15cm) WIDE TRENCH, BACKfIIl AND COIiPAQ THE TRENCk At1ER STAPINJG, ==W= U a a
6. ADJACEPR BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2'-H" j5cm-T2,5cmj (D~ENDING ON BIANxEt Ti'PE) MID STAPl,19. SAME SIDE AS 60" TO ENSURE PROPER SEAM A1JGN„TENT" PLACE THE EDGE OF THE OJERLAPPING BLANKET {BLANKET BEING INSTALL€D ON TOP) EVEN PLATTED ORIFICE " OWbW
WITH THE COLORED SEAM STITCH ON THE BLANKET BEING DVERWyPED. 42 RCP 1 I M cTc~WoW tD F I-
7, IN HIGH FLOW CHANNEL APPLICATIONS, A ~TAPL.f CHEGI( SLOT. IS RECOMM ODED A7 3O TO 40 FORT ~!i'A-1$ItT . JNTERVALS. USE " I I roR nrw~l mac A DOUBLE ROW OF STAPLES STAGGERED 4 (1Octn) APART AND 4 (1Dcm) CENTER OVl7t ENTIAE DTH THE CHANNEL 8 TYP war W • •
I I 8. THE TERMINAL ENO OF 1H£ I3lANKET5 MUST BE ANOHDRED WtTN A ROW OF ,STAPLES AKES APPROXIMATELY 'I>Z' {~(1orr1) APART I I
IN A 8 (15cm) DEEP 8" ~15c1n) WIDE TRENCH, BACKFIL4 AND COMPACT THE H AFTER StAIRJNG;
A NOTEt I I B C CAftICAt POINTS Y HORFIONTAL STAPLE 5I'JIC1F#i SHOL~D BE ALTiRED I
IF NECESSARY `TU aLLOrr `STAPLES ~TD SECUttE .,E 60 I A ovERLAPS ANO SEAMS cRrtTCAL PaNrs ALONa THE rzuwNa SURFACE 12" x 12" HOLE
B, PROJECTED WATER .LINE I I C. CHANNEL B0 SIDE N IN LGOSE SOIL CDNOITX?NS,. THE USE 011 9TAPl£ WITH ORIFCE -r--r- N
A SLOPE T~ ~ I I 1" B VERTICES' OR STAKE CENCTHS GREATER 'THANE , }5 cm~y) MAY` PLATE (ON INSIDE O
BE NECESSARY' TOP ANT;TiOR Vie. BLANKETS. ~aPl:Rtar . c OF STRUCTURE) ~ C1 I
1649 HICFIWAY 41 NORTH; EYANSVN.I.E~ iNDU+NA 41725'.. " cD ~ I ~
usA t-eoo-~a-2oao 'CANADA t-anc-Vie,-z~a 9 ~ OUTLET wrw,nisBreen.cifm ORIFICE z ~ Z
STD. GRATE Z~ ~ w a N
~ ~ U ~
12" 1 EL 607.25 W O ~ ~
I i 24" I i I 1 I WE R OUTLET I~_ Q O N m3 W
~ o ~
48 -'ll ~ IL_____~I fL.604.25
I I B"x6"HOIE 0 0 ~ o ~
I I I I I I " " " I I N \ 0
~ 15 x 15 x 3/8 N (D
I I GALVANIZED STEEL I I PLATE WITH 4 - 3/4" I ~ N 0
I STAINLESS STEEL Z
~ ANCHOR BOLTS 1"~ i "'I i42" RCP
I 18" ORIFCE FLUSH WITH I I I ~ R 603.00
S UCTU E INVERT. m Z ~3
6" '1 Q
9"~ ORIFICE "
8
GROUT ~ J oW -
Q
i o o W O
WEIR BOX fITA
rn 0 ~ Z
~ m 0 0 N
ry^
48" TEMPORARY MODIFICATIONS 60" FOR EROSION CONTROL TEMPORARY MODIFICATIONS I~
MIN MIN FOR EROSION CONTROL MIN FOR EROSION CONTROL
I I 1. FIRST FAIRCLOTH SKIMMER I I I I ~ ATTACHED TO DRAW DOWN PIPE. I I " ~ wlac 1. FIRST FAIRCLOTH SKIMMER MER i i " 1. FIRST FAIRCLOTH SKIMMER
I ~ 8 TYP. A~aa.T GATE VALVE OPEN DURING , , 8 ? ATTACHED TO DRAW DOWN PIPE. I 'N PIPE. , , 8 ~r ATTACHED TO DRAW DOWN PIPE.
I I CONSTRUCTION. SECOND FAIRCLOTH I I GATE VALVE OPEN DURING G I I GATE VALVE OPEN DURING .
SKIMMER ATTACHED TO 6 INCH ~ ^ONSTRUCTION. SKIMMER SIZE PER I I I I t SIZE PER CONSTRUCTION. SKIMMER SIZE PER I SEDIMENT TRAP TABLE.
I _ ~ Z ORIFICE. SKIMMER SIZE PER I _ , Z SEDIMENT TRAP TABLE. I - a 1 I OD Z
~ ~ SEDIMENT TRAP TABLE. i i cpo ~ I I - 2. ALL FLOW TO BE THROUGH i I d' ~ )UGH I - 2. ALL FLOW TO BE THROUGH ~
I 2. ALL FLOW TO BE THROUGH I SKIMMERS OR OVER SPILLWAY. t t t t' SEAL L OTHER ORIFICES DURING .WAY. I SKIMMERS OR OVER SPILLWAY. t- -t U
SKIMMERS OR OVER SPILLWAY. AL S DURING SEAL ALL OTHER ORIFlCES DURING D :COMMENDED CONSTRUCTION. IT IS RECOMMENDED ~
„~,a SEAL ALL OTHER ORIFICES DURING CONSTRUCTION. IT IS RECOMMENDED CONSTRUCTION. IT IS RECOMMENDED TO FEED FABRICATE THE ORIFCE ORIFlCE TO FIELD FABRICATE THE ~ Q
STD. GRATE TO FIELD FABRICATE T}iE TD. GRATE WHEN SKIMMERS ARE REMOVED. COVED. ORIFlCE WHEN THE SKIMMERS ARE o STD. GRATE (u U c
ORIFICE WHEN THE SKIMMERS ARE REMOVED. ~ „ ~ r o
18" z 18" x 3/8" REMOVED. 18" x 18" x 3/8" 1$ x18 x3/8 ~ v
GALVANIZED STEEL GALVANIZED STEEL PLATE WITH BUTYL PLATE WITH BUM o GALVANIZED STEEL Z ~ PLATE WITH BUM
I 1 GASKET, WITH 4 - I SPILLWAY EL 647.25 I I GASKET, WITH 4 - I SPILLWAY EL 623.75 GASKET WITH 4 - SPILLWAY EL 618.75 o
I I STAINLESS STEEL i I I I STAINLESS STEEL i I I I ~ ~ I ~ ~ I I STAINLESS STEEL i I v~
ANCHOR BOLTS ' i i i ANCHOR BOLTS I I I I I I I I i ANCHOR BOLTS i , ~
I I ' I I I ' I I i I I I I 1 i ~ ~
I I I I I I i' I I I I I I I
I I TEMP I I I I TEMP I I I I I TEMP ~ I
SKIMMER 1 , i i i SKIMMER I t o o f I t o o f I I SKIMMER I I I I ° ° I ,,,~quuuq,i~rr ,
1 I I I - I I 1 0 I 2 3 8" ORIFICE i i ~ 1 1 0 I 1 5 B" ORIFICE I to S G N
L. / I L_J / ~ - 1 I o o ~ 3B' ~ INV EL 643.50 ~ ~ I i 30" RCP INV EL. 620.00 ~ 1_ I I 2 ORIFlCE a ~ I ~ ~ I ° ° 130" RCP INV EL. 615.50 ~I T
24" TYP. MIN I I I 4" TYP, MI I I~~ U~ I I I S 4 TYP, MIN
- EL 642.50 EL 619.25 - EL 613.00 - pT N . ox~
" 20' 20' 6 6
3" DIP DRAWDOWN 3" OIP DRAWDOWN PIPE EXTENDED TO EXTEND BASE TO 1 - PIPE EXTENDED TO EXTEND BASE TO 1 3" DIP DRAWDOWN FN GtNE • Q~~c PIPE EXTENDED TO EXTEND BASE TO •"~5
" p i " " 8 ••I MIDDLE OF POOL 3 GATE VALVE FOOT BELOW LOWEST 8 JJJ MIDDLE OF POOL 3" GATE VALVE FOOT BELOW LOWEST M P BOTTOM BMP ' ~ SINa 8 ~ IDDLE OF- OOL 3 GATE VALVE CI CVATI/1A1 'Jn,ul ®il~i/A.>.~ ,
/n,.nnnnT n.n~ G11D CI CVATIAAI i...,....~__ nun n ru.r,nu
GROUT" kzurrumi rirt wlm ""^"v" GROUT kburruKI VII-t wlIFI 4mr twnnuiv GROUT" kbUrrurcl 1.1 WIIH t-u- VMIMiI ~V-VVAIY-
STABLE SOIL STABLE SOIL STABLE SOIL V
EMP #1 - RIa7- BMP 92 - RI991
ICES. ?ixa BMP 0 8100 Kxs. f-
W In LL. W O a = M

GENERAL GRADING NOTES GENERAL EROSION CONTROL NOTES
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY OF MEBANE 1. SEE EROSION CONTROL PLANS ON SHEETS C5.0 THROUGH C5.4 STANDARDS AND SPECIFICATIONS, LASTEST EDITION,
o ~ M 2, LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED,
,cam s~~ ° O U ~ 2. All DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE MODIFICATIONS REQUESTED BY THE EROSION CONTROL INSPECTOR SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. FORWARDED TO THE ENGINEER IN WRITING, INCLUDING SKETCHES. UPON
a~iq~ ~ ~/p p ~ ~ v I I v o"ip Iaa s ~ CONTRACTOR SHALL NOTIFY ENGINEER IF ANY DISCREPANCIES VERIFICATION OR MODIFICATIONS BY THE ENGINEER, THE MODIFICATION SHALL BE
o a OBSERVED PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA IMPLEMENTED. COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE
f I ~ pa ~ p ° min a~i~0`~ •~~N Nw2_c~ WITHOUT PROPER NOTIFICATION, 3. A DETAILED PHASING PLAN HAS BEEN INCLUDED AND WAS THE BASIS OF
n~~~ .c ~~ua v~ro ~ 4 a,a EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWSE DIRECTED BY THE 3. UNLESS OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ENGINEER, THE CONTRACTOR SHALL CONFORM TO REQUIREMENTS OF THE
o o o~'~v a~,,v ON PLANS INDICATE FINISH GRADE OR PAVEMENT SURFACE. DETAILED EROSION CONTROL PHASE PLAN.
w ~ c m~ °W~ v cai a ~ ao ~pa 4. WHEN HAND PLANTING, MULCH (HAY OR STRAW) SHOULD BE 4. ANY PROPOSED CHANGES TO THE DETAILED PHASING PLAN SHALL BE
000 ~ v ~Z UNIFORMLY SPREAD AND TACKED OVER SEEDED AREA WITHIN 24 HOURS FORWARDED IN WRITING BY THE CONTRACTOR, THROUGH THE CIVIL ENGINEER, AND
s c o ~ ~ A l l l l I~~ A\VI ~ vim,.- ~1 OF SEEDING. APPROVED BY THE EROSION CONTROL INSPECTOR PRIOR TO IMPLEMENTATION. DIVERGING FROM THE SCHEDULE WITHOUT APPROVAL MAY COMPROMISE THE
v ~ ~v ~ \V (ll l (I l l 1 v:s 5. DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A POSSIBLE
. ~rn o a ice' \ \ v ~i~ ~ l 1 ( I I 00'0 ~ ~ iy /i/ ` ~ , TEMPORARY COVER ON SLOPES THAT ARE 4:1 OR STEEPER, MULCH WILL VIOLATION, BE ANCHORED.
00o I viii A ~ v_ 5. PROVIDE GRAVEL AND HARDWARE WIRE FILTER ON ALL CATCH BASINS. r
c ~ i~~ i~~~~ I 1 6. ALL EASEMENTS WITH PIPES AND/OR STRUCTURES SHALL BE CLEARED AND GRUBBED AND SEEDED. N ~
1 I Z a ~
c~, / ~ 1 i ~I ~ ~ v AI 7. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN, Z r FEMA MAP NUMBER 37001C0132E, DATED DECEMBER 22, 1998. ~ N
SEE SHEET C3.2 FOR STORM DRAINAGE TABLE ~ o z
~ I ~ / \ \ \ \ \ 8. ALL PIPE SHALL BE CLASS III REINFORCED CONCRETE PIPE UNLESS ~ ~
I ~ I 14~II + I 6~° I 1 / v ~ v v v A g ~ , _ A 1. 1 / I ~ \ VA OTHERWISE NOTED. rr^^ U 0 V1 a Q SEE SHEET C6.4 FOR DISSIPATOR AND ~
Illllllil ~ / \ o A v v 9. PROVIDE GRAVEL AND HARDWARE WIRE FILTER INLET PROTECTION ON ~ ~ U W
1 I { / ~ 0 PR VATE PTO ES ) \ \ I I I ~ IIII I/ l / ~ 1' : i gTORAI 1 ~ \ ALL cATCH BASINS. SEDIMENT TRAP INFORMATION. o W ~
' I . I IIII ~ / 15 R ~ / Pf1 W 1 \ '6 , ~~II I I IIII FES83 l _ I i ~ ~ \ / A so ~ A \ ~ Z z 10, CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF W = 0
~ i I l I 1 \ EXISTING PUBLIC UTILITIES PRIOR TO ANY EXCAVAl10NS, GRADING, OR z Z IN TAL AT10N OF UNDERGROUND U1ILITIES ON OR ADJACENT TO THE ~ r S L Z
~ ~ I ~ iX ~ , - I W_ .-~d PROJECT, ~ W ~
6 ~ 1 1 / l Y 11. ALL CATCH INLETS SHALL BE NCDOT 30-INCH WIDE STRUCTURE WITH ~ ~ W
. - j 17 , ~ l (CYCLE FRIENDLY GRATES. GRATES FRAMES AND BOXES SHALL BE ~ ~ 0 ~ B , Z ~v ~
I.Q I ~ / / 1 ~ cnb CERTIFIED NCDOT APPROVED. N • • W WW Y
~ III I / I ro~ I I I ,,III l l / I ~ / ~ - v ~ I III / h, 12. EASEMENTS FOR ALL PROPOSED WATER, SEWER, AND STORM ~ LL Q
I l l l l l / I ~ ~ c ~o ~ DRAINAGE UTILITIES WITHIN RIGHT-OF-WAY SHALL BE DEDICATED TO THE N ~
I I IIII / / ° / - ' °N 1~ IIII ~ _ _ / a ~ , P / o Ac~e.ao ~ ~ I II ~ / ~ WB77A J ~ o / - _ ewe 64e.o0 ~'ti CITY OF MEBANE ON THE FINAL PLAT. ALL OTHERS ARE TO BE 0 Q PRIVATE. z 4 ~ 0
III / ~ ~a 1 I I IIII ~ / / I ~ _ ~ . 0''Q'"
~ 1 III ~ / c,~ ~ / ~ / _ o~ 1 ~ IIII / / ~ i ~ - _ 13. ALL PIPE SHALL BE CLASS III CONCRETE PIPE UNLESS OTHERWSE ~ aD ~ J^J^ NOTED. J W W
II ~ I / ~ _ c (IIII ~ ~ ~ / ~ - Z.¦.~_ri~
I ~ ~ - o Ill I I ~ - ~ ~ / / i 14. ALL EXISTING VEGETATION IN BUFFER AND OR UNGRADED AREAS = ~ Z W / ~ J
~ - - - 11 ~ / ,rte - _ 1 1 s 11 v, ~ ~ ~ , / / / I ~ SHALL REMAIN INTACT. NO CLEARING IN TREE SAVE AREAS. W W 0 111 azc~z
I IIII ~ ~ ~ i / / ~ - U) Q0~0 15. ALL LOTS WILL BE CONNECTED TO THE CITY OF MEBANE WATER AND ~~AA~ _ _ _
III 1 Il ~ - ~ / ~ I III ~ ~ ~ / / ~ SANITARY SEWER SYSTEMS. vJ U a W a oW~WW
• ~ II I ICI ~ ~i~ h / / / ~ ~ - ? III I I ~ ~ ~ / / ~ J J 16. ALL WATER LINES SHALL BE TERMINATED IN ACCORDANCE WITH CITY M M W W
~ ~ I Ill - ~,a ~ ~ ~i / ~ _ _ - 0o III IV ~ 8 ~ ~ ~ i / / ~ ~ - STANDARDS AT THE SECTION LINES IT THE DEVELOPMENT IS W 6) H F- CONSTRUCTED IN PHASES. ALL STORM DRAIN LINES AT THE END OT A ~ ~
o~o I III / / ~ ~ i i ~ ~ a o ~ I l / / _ ~ -~y ~ ~ / N / ~ ~ _ SECTION LINE SHALL BE TERMINATED WITIi A TAIL DITCH TO DAYLIGHT.
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2 N

~I~I~ ~ ~ ~ ~ A ~ ~ ~ ~ SECTION A-A N.T.S.
_ ~ PROPOSED PROPOSED
SKIMMER 3 ~ I ~ ` ~ \ # 1 II I ~ ~ ~ ~ FINISHED GRADE FINISHED GRADE
DRAINAGE AREA=0.6 AC ~I ~I ~ , , ~ ~ _ _ _ _ _ _ _ - - 'I ~ ~ ~ ~ ` / 1 - ~ ~-1-W- ~ -
Ft~iRANKMENT /SEDIMENT _DIKE NOTES 60TTOM EL-644.00 - ~ ~ I ` ~ - - ~ , / ,
R T =647 SE - .4 ~ R TAI ~ - _ C ES EL .00 ~ SHEET C5 t ,DE LED ~ _ _ _ _ AREA WILL COME WITHIN 3 FEET OF THE TOP OF THE I ~ _ , , 1. THE FILL ELEVATION WITHIN THE SEDIMENT DIKE ~ _ _
ANY TI RING THE EMBANKMENT CONSTRUCTION, TOP OF BERM SHALL BE A MINIMUM 12 - BERM, AT ME DU TOP EL- hd ~ ~ Y _ E BAN,KM~NT ED MENT - FEET WIDE. EMERGENCY SPILLWAYS SHALL BE FUNCTIONAL AT ALL TIMES. .I. =4 ~ ~ _ - ~ = - ~ i , ( 12~ SEE SLOPE / CONSTRUC110N ~ ~ I i M NOTES AND DETAIL
OP DIM. 0 L ~ ,CO UC ON S~ CE ~ ~ • Hs-TR. ~ N ( / ~ EXIS N1D
2. BERM SHALL BE ADVANCED BY BENCHING BEYOND FINAL GRADE, PROPER COMPACTION, AND CUTTING - ' . ' ~ T j ~ I SEE SHEET C3.2 FQR- ' . ~ , _ - , _ _ ~ ~ , BACK TO FINAL GRADE. EMBANKMENT CONSTRUCTION SHALL BE CONTINUOUSLY MONITORED BY THE SO LS _ - ~ ~ ! , ~ r. .r ~ I DISSIPA-TBR- ~ / ~ , ~E.bSnNG ~ SILT nNG GRA SILT SSIPA-TOR- ~ / / ~ ~'~E FENCE ~ OE. z FENCE
ENGINEER. DETAILS _ ~ ~ / ~ ~ ~ I . ~
3, SLOPE DRAINS WITH INLET PROTECTION SHALL BE INSTALLED AS INDICATED ON THE PLANS. SLOPE DRAIN_ _ - - - - 1~ ~ - ~ M ~ ~ ,O _ , - / ~ / ~ ~ _
ELEVATIONS SHALL BE ADJUSTED AS NECESSARY TO MATCH DAILY PROGRESS. _ - _ _ ~i S~~ ~ _ ~_2 L~~. , -ti - - ~ o ~ ~ , ~ ~ ~ ~ c'IEpg 1 AND 2 STEPS 3 AND 4
4. PRIOR TO FILL PLACEMENT FILL WITHIN THE SEDIMENT DIKE AREA, A STABLE SUBGRADE SHALL BE ~ _ - ~ ~ - _ _ ~ - ~ i ~ - - - ~ , 5 ~ / ~ ~ -INSTALL PERIMETER PROTECTION -ADVANCE BERM MIN, 3 BEYON FI P T / Q ~ D LL LACEMEN
N SHALL BE SCARIFIED AND RE-COMPACTED OR ~ ~ $ ~ - - ~ ~ ~ / ~ ACHIEVED. ALL SOILS SOFTENED BY SATURATIO _ - = Q ~ Q , / -STRIP ONLY AREA NECESSARY TO START BERM PROPOSED -ACHIEVE STABLE SUBGRADE FOR FILL PLACEMENT
UNDERCUT, TO THE SATISFACTION OF THE SOILS ENGINEER, ~ f ~ 7~..,,,,,,,, - - - ~ ~ \ / ~ / GREENWAY C~~REgO~ ~ rp` / -SEE NOTES AND SEQUENCE -SEE NOTES AND SEQUENCE. ~D
5, BY THE END OF EACH DAY ALL EMBANKMENTS SHALL BE STABILIZED TO THE LIMITS OF PROGRESS. - ~ _ - af/ / ` ~ /
EMERGENCY SPILLWAYS SHALL RE-ESTABLISHED AS INDICATED ON THE PLANS.. ` ~ i _ - _ / \ i Z Q r ~ / / / Z N
THE CONTRACTOR SHALL MAINTAIN A MINIMUM 3 FEET OF SEDIMENT STORAGE, THE DEWATERING DEVICES, ~ _ ~ i ~ ~ - 6~ - AND EMERGENCY SPILLWAYS WITHIN THE SEDIMENT DIKE AREA, UNTIL INFORMED OTHERWISE BY THE LOCAL ~ ~ ~ ~ ~ ~ ~ ~ _ - J / ~ ' PROPOSED PROPOSED = Q - - J ~ / ~ FINISHED GRADE FINISHED CRADE 12' ~ ~ Z
~ EROSION CONTROL OFFICER OR ENGINEER. " ' ` , ~ 1 - ~ ~,,~J ~ MIN.
` _ o ~ ! ~ ~ - / WI P / DTH SLO E DRAIN iJ ` - _ i~ / MAX 3:1
DETAILED EMBANKMENT ~ SEDIMENT DIKE SEOUENGE ~ ~ ~ ~ , i ~ - ~ ~ - N \ ~ ~ ` \ ~ i / ~ / / ~ 3:1 MAX. SLOPE STABILIZED BY ' I I ~ ~ V
~ 1, INSTALL PERIMETER EROSION CONTROL DEVICES INDICATED ON THE PLANS, INCLUDING SILT FENCE AND ~ ~ i - - ~ I 1 ~ ~ \ SLOPE STABILIZED BY END OF EACH DAY ~ ~ z i ~ 12' F-
8 SILT FENCE OUTLETS. ALL MEASURES TO BE CONSTRUCTED ANO MAINTAINED TO LOCAL STANDARDS, AT ~ ~ ~ ~1 i ~ ~ 1 . I m LOCATIONS NOTED ON THE PLANS. ~ - ~ ~ ~ SKIMMER TIED TO END Of EACH DAY z Z ~
~ ; I ~ B ~ ~ 1 y SLOPE DRAIN M SKIMMER TIED TO 3' MIN. SEE SLOPE W = 0 ~ ~ \ ( SLOPE DRAIN SLOPE DRAIN CONSTRUC110N NOTES WID Z Z
2, STRIP AND PROOFROLL ONLY THE AREAS NEEDED FOR BERM CONSTRUCTION. ALL OTHER AREAS SHALL ~ ~ - ~ ~ ~ I o _ BE EFT INTACT UNTIL THE BERM AND DEWATERING DEVICES HAVE BEEN COMPLETED. - - ( I ~ ~ \ ~ EkfS11NG SILT EX AND DETAIL C7 r 1 ~ - ~ _ - / ~ ~'aE FENCE S71NG GRgOE W ~ W F- CS
L 1 I ~ I ~ ~ ~ _ _ _ 1 ~ \ ~ SILT ~WI1I \ FE CE W~p~
3, THE BERM SHALL BE ADVANCED TO A HEIGHT THAT WILL ALLOW FILL PLACEMENT WITHOUT LOSS OF THE _ - - ~ ~ ! ~ ` ~ ~ ~ ~ II - -,-p*-
DESCRIBED IN THE N TES. BERM CONSTRUCTION _ _ _ ~ ~ _ ~ 1 ~ 3-FOOT MINIMUM SEDIMENT STORAGE, BY METHODS 0 ~ \ ~L~'(-A SHALL BE CONTINUOUSLY OBSERVED BY THE SOILS ENGINEER. - _ \ ~ ' ~ ~ $F \ 1 ~j___ \ -.r~ aww -r z ~ ~ ~ ~ ~ STEPS 5 AND 6 SIEE 7-OPTION 1 N" W "
V ~ ~ ~ ~ d- I I r ~ f _ \ t W W Y - .1 1 ~ -SKIMMER, SLOPE DRAIN AND SLOPE T I A S AB UZ TION -LEAVE FILL BELOW FlNAL GRADE UNTIL INFORMED ~ LL Q V.
PRIOR TO FILL PLACEMENT INSIDE THE SEDIMENT DIKE AREA, STABLE SUBGRADE SHALL BE ACHIEVED BY - ~ ~ ~ - 1 I ~ 4' , ' ~ ~ ~ ~ ~ ~ THE METHODS NOTED. OPERATIONS SHALL BE CONTINUOUSLY MONITORED BY THE SOILS ENGINEER. _ _ - _ _ \ \ ~ _ - ~ 1 1 ~ I ~ ` ~ INSTALLED BY ENO OF EACH DAY, OTHER D WISE. ~ Ss' " _ _ _ \ ~ 1 • PROPOSED Z N . N
~ - \ ~ _ I 1 ~ ~ / ~ ~ ~ ~ ~ ~ I A ~ ~ -REPEAT PROCESS UNDL BERM REACHES FNISHED GRADE PROPOSED . N N ~ GREENWAY SEE NOTES AND SEQUENCE GREENWAY D ~ ~
~ 5. BY THE END OF EACH DAY, ALL SURFACE STABILIZATION, DEWATERING DEVICES /SLOPE DRAINS, AND / - - - - ` \ ~ ~ ~ ~ ~ ~ ~ ' ' - _ I, ~ ~ M Y PI W H A T MATCH THE LIMITS OF PROGRESS. ~ ~ ~ 1 I ~ d' Q Q ~ \ -SEE NOTES AND SEQUENCE, z Q ~ 0 ~ I I - o r r
~ E ERGENC S LL AYS S ALL BE DJUSTED 0 ~ ~ CA ~ / ~ ~ ~ ~ \ I I ' \ ~ ~ OD
y 6. REPEAT THE ABOVE PROCESS UNT1L FINAL GRADES ARE ACHIEVED. , . ' " 0 ~ ~ ~ ~ \ ~ - (jD• ~ \ PROPOSED _ I MIN, I• J ^J ^ ~"I ~ ~ C>1 ~ r / / \ FINISHED GRADE ~ ~ _J ~ ~ r
o / - 0 ~ ~ I I 1 7, THE CONTRACT SHALL MAINTAIN THE SEDIMENT DIKE FUNCTION UNTIL INFORMED OTHERWISE BY THE LOCAL SKIM R #4 _ _ ` - ~ , I ~ / = Q, 01 ~ ~ / ~ ~ SLOPE DRAIN ~ J "Z
- - ~0 ET ~ - ~ EROSION CONTROL OFFICER OR THE ENGINEER. THE CONTRACTOR MAY ELECT TO LEAVE THE FILL INSIDE D AIN CAE- =1.8 C ~ ~ ~ ~ ~ / CONST~IdC _ MAX J:1 w w o w - ' ~ ~ SLOPE CONSTRUCTION DETAIL
THE DIKE BELOW FINAL GRADE OR PROPERLY CONSTRUCT AND STABILIZE THE BERM ABOVE THE FINAL ~M GE ~ WAX ~ - GRADE OF THE EMBANKMENT TO ASSURE A MINIMUM 3 FEET OF SEDIMENT STORAGE. ~ SJM 50.0 ~ ~ - _ ~ ~ ~ AR -2.6 A~ azc~z ' / EMER~GEN SPI WAY , SLOPE STABILIZED BY ~ Q 0 ~ 0
~ , ~ TLH, 6 ~ - L=653.-00 ~ ~ , ' ~Mt ~ L. - 060 CF ` ~ ' , / ~ ~ PROPOSED SKIM 3' MIN. END OF EACH DAY Z = = W = i ~ ~ /AT MATCH G G ~ \ FINISHED GRADE MER TIED TO VJ U a a
~ 8. UPON COMPLETION, THE CONTRACTOR SHALL PROVIDE A LETTER FROM THE SOILS ENGINEER, STATING _ ~ ~ ~ , ~ - ~ THAT THE EMBANKMENT CONSTRUCTION WAS MONITORED ANO THE EMBANKMENT SOILS WERE PROPERLY / =654.00 ~ ~ ~ ~ ' y ~ L _ ~ _ M1Nr RFA -ARL`A-~ ~ / / ~ ~ 3;1 MAX SLOPE DRAIN SEE SLOPE ~ J J
COMPACTED. ~ ~ _ _ - ~ ~ ~ / / ~ / / / ~ \ ANDSDETAILON NOTES ~ WW W I _ E m F- r F- 12' DE XIS ~ • •
L - - ~ E~TA1L,~ G6. _ . . SKIM QED TO / ~ 1fNG ~ ~ ~ i ~ ? .I I+- MI-N' .-I L.-?- FENCE ` `A~E ~ SILT
~ _ S_EE-sHC~ET C3.2 OR - ~ ~ - ~ - , MP t NT I AT N N - \ ~ - \ ~ ~ SLOPE DRAIN , ~ , ~ 2~ i ~ ~ ~ 2 FENCE
D TAILS ` ~ - ~ ~ ' ` ' - g 1. SEDIMENT TRAPS TO BE FUNCTIONAL PRIOR TO ANY STORM SYSTEM CONSTRUCTION _ ~ ~ ~ ~ ~ \ ~ ~ ~ _ ~ ~ / ~ / ~ 2' i ~ ~ , ~ ~
OR GRADING, - - ~ ~ ` ~ ~ ~ a~- - ~ ~ SIE~Z~2
~ OVIOE STORAGE VOLUM AND 2. AT A MINIMUM BMP S SHALL BE EXCAVATED TO PR ES ~C -CONSTRUCT AND MAINTAIN BERM ABOVE FNISHED gtADE UN111 INFORMED OTHERWISE.
~ SURFACES FROM TABLES ON SHEET C3.2.
3. PERMANENT RISER STRUCTURES, SPILLWAYS, AND OUTLETS TO BE CONSTRUCTED, PROPOSED SEE NO PROPOSED O GREENWAY TES AND SEQUENCE GREENWAY ~ -BENCH AND COMPACT LIFTS A MINIMUM 2' BEYOND
SKIMMERS TO BE INSTALLED ON DRAW DOWN PIPE. DRAW DOWN VALVE TO BE OPEN EMBANKMENT SEDIMENT DIKE K E PROPOSED GRADE LIMITS.
THROUGHOUT CONSTRUCTION. -OPERATIONS CONTINUOUSLY MONITORED BY SOILS ~ (q
CONSTR TIN TAIL UC 0 DE 4. ONCE ENTIRE SITE HAS BEEN STABILIZED AND STORM SYSTEM CLEARED OF ALL ENgNEER, Z Z ~ ~
ACCUMULATIONS, THE FINAL GRADES OF THE BMP SHALL BE ESTABLISHED, PLANTINGS ~ PROPOSED ~ ~ N
INSTALLED, AND SLOPES STABILIZED. AFTER SLOPES HAVE BEEN STABLIZIED AND INSPECTED, DRAW DOWN VALVES SHALL BE CLOSED AND SKIMMERS REMOVED. \ FNISHED GRADE ~ 3:1 MAX
\ W Q ~
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/ ~ ~o ~ \ ~ ~ ~ ~ GREENWAY Z ~~D" ~ 7 ~ ~ -CUT AND FILL BACK TO PROPOSED GRADE LIMITS. ~F
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TED WETLAND #1 N TR C S U CO TR T D W N R E D f ND #3
A SEDIMENT TRAP S A SEDIMENT TRAP AS SEDI s c
MENTTR AP ~ o~

UNA?hlU bUALE GRAPHIC SCALE i? GRAPHIC SCALE N
40 0 20 40 80 160 40 0 20 40 80 160 p E
40 w I. o zo w 80 160 P ~1 1 S
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z ( IN FEET ) ( IN FEET ) 1 inch = 40 ft. 1 inch = 40 ft. ( IN FEET) W ~ U.
1 inch = 40 ft. W to 0 a
CO

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0 PIPE PO'E PIPE DOWN PD~E PIPE POSE PIPE PIPE DOVIN PIPE PPE PIPE
STRUCTURE STREAM TOP ELEV. fNVERT HV PROM INV OUT AREA I C INLET TOTAL Hq. HGL 81ZE LENGTH SLOPE VEIOCTTY DESORPTION STRUCTURE STREAM TOP ELEV. INVERT D4 FROM O41f OUi AREA I C INLET TOTAL HGL HGL SIZE LENGTH 6 SIZE LENGTH 8LOPE DESgtPTiON ~R11CT11RE STREAM TOP NVERT N FR011 INV OUT AREA I C INLET TOTAL HC7. HGL SIZE LENGTH SLOPE DESdtPTION N FT FTlFi' FilSEC PIPE ACRES Q10 CF5 010 CFS IN OUi IN FT FTIFT FTfSEC
PIPE ACRES 010 CF8 010 CFS IN OUT IN FT FTIFT FTlSEC ppE ACRES 010 CFS 010 CPS IN OUT 01 Ff I
3.08 4' d CI.78 858.15. 853.00 0.34 7.10 0.75 1.12 1.12 3.19 4' CI
DI.28A 885.50 882.15 0.33 7.10 0,85 1 A9 1.54 3,43 24' x 24' ORCH C4~69 650.00 848.00 0.7 7.10 0.75 b.49 3.49 10 32 0.011 2.28 18' RCP P-78 853.00 852.50 1.12 852.92 852.31 15 32 0.018 4.83 15' RCp
P-26A 882.18 661.30 1.84 662.84 682.04 18 105 D,ODB 2.04 15' HDPE P-89 848.00 845.85 3.49 646.79 846.86 18 32 0 4.97 4' d {'0.75 858.05 852.50 P 78 851.50 0.39 7.10 D.15 2.07 3.17 4.38 4' CI
CI.28 888.79 881.50 P-Z8A 861.10 0.34 7.10 0,85 1.54 3.45 4.49 4' CI CI.86 850.83 845.85 P•89 845.45 0.7 7.10 0.75 3,49 8.93 18 128 0.005 5.42 18" HDPE P-75 851.50 849.70 3,17 852.22 85028 1S 131 0.014 5.9 15" RCP
P-28 881.10 860,E 8.45 661.65 661.18 15 32 0.018 8,18 15' RCP P-88 845.45 844.15 8.99 648.55 645.77 18 128 0, 18 5.42 18' FE8 DI.74 855.80 851.00 OA2 7.10 D.85 1.94 1.94 3.69 24' x 48• DRCH
CI.25 888,79 880.80 P-28 86010 0.49 7.10 0.85 2.48 5.87 4.57 4' CI FES-88A 844.75 P•88 844.75 B.D3 18 P 74 851.00 850.00 1.84 851.58 850.48 15 110 0.009 4.45 15' RCP
8.58 HEADWAti. DF73 859.19 849.70 P 75 849.00 0.09 7.10 0.75 DAt 5.43 4.92 24X36 DI
P-25 88010 85910 S.BT 881.08 680.08 24 137 0,007 4.42 24' RCP HW416 853.00 847.50 9.80 5,80 0.85 37.24 37.24 30 181 0.030 7.61 30"RCP 65D.00 P•74
DI.24A 888.00 881.75 0.14 7,10 0.65 0.65 0,85 2,88 24'x24'DRCH P-86 647.50 842,40 3L24 848.57 845.07 30 181 0 7.47 PRE•CASTIIW P•77 649.00 846.60 6,47 049,90 8/7.17 ti 158 0,016 7.11 18'RCP
P•24A 661.66 684.00 0,05 002,07100,# 15 iD0 O,D17 4.04 16'RCP MN-06 040,00 042,00 P-10 042.40 90.12 30 7, 0.011 8.79 30' RCP D472 850.80 848.00 0.31 7.10 0.85 1.8 1.8 3.8 24" x 38' DI
DI.24 887.55 880.00 P-24A 859.50 0.14 7.10 0.85 0.85 126 3,25 4' CI P-05 842A0 841.60 98.82 844.37 843.75 90 73 0. 0.55 SRI P•72 616.00 645.20 1.8 648.53 045.88 15 83 0.010 2.58 15' HDPE
P-24 859.50 859.E 116 859.95 659.54 15 32 0.016 4.81 15' RCP RF67 647.25 642.50 12.20 5A4 0.74 49.51 49.51 ss Zo 0,017 1x76 36' RCP DE71 952.80 e451o P•72 945.00 o,2D 7.10 0.75 1.3e 3.12 477 18" ADS r
CI.29 887.92 65010 P-25 656,80 0,18 T,1D 0,85 0.57 7.52 4.95 4'CI p•17 842.60 642.00 40.51 844.79 649.68 38 Zo 0 659.00 P-24 AIFF04 640.00 641.80 P•66 699,80 64.26 1Q01 PRE•CAITAI4 P•71 645.00 644.80 1.12 M5,72 645.E 15 22 0.006 3.84 15'HDPE
P-23 858.80 858,00 7.62 650.77 658.88 u i18 0,007 8.85 24'RCP 842.00 P•87 CI.7D 854,42 644A0 P 71 644.50 026 7.10 0.75 D.92 4.02 4.1 4' CI N ~
DI.22A 888.50 869.50 0.02 7.10 0.85 0.09 0.09 1.80 18' ADS P•84 83A,80 838.00 64.26 842.88 840A8 42 178 0 42 178 0.010 11.69 42' RCP P•70 641.60 644.00 4.02 845A3 845.40 15 32 0.018 3.28 15" RG~ Q r Z
P-22A 863,60 869.00 0.09 663.62 B63.D8 15 25 0.070 2A0 15' HDPE EWM•90 646.00 636.00 P-64 638.00 64.20 42 N 42 11.69 ENDWALL C181 654.42 610,5D P•TS 643.00 016 1.10 0.75 D,96 10,22 8.56 4' CI ~ Q
CI.22 889.09 Q83.~ P-22A 880.00 0,84 7,10 0,85 0.17 0,28 2.10 4' CI Z 641.00 P•70 C~ ~ w <C
P-22 aeD.oo 059.00 0.26 080.20 659.13 15 u 0,031 3,64 15" RCP HW90 045.00 639.00 7.40 4.69 0.65 23.02 23.02 7 HEADYwIII P4f9 x43.50 076.00 10.22 644.73 036.61 10 253 0.030 10.54 18" RCP 0 e. a r~//~~ U ~
CI-21 680.00 B5B.00 P•23 857,40 0.03 7.10 0.85 0.14 7.79 6,00 4'C) P•00 839.00 838.00 23.02 840.83 839.32'0 91 0 30 91 O.D10 a7T 30' RCP CI•e8 643.30 838.50 OA 7.10 0.75 1Ae 1 A6 3A 4' CI V J = Q ~ U
859.00 P-22 EW84-90 848.00 836.00 P-90 636.00 23.02 30 30 8.77 ENDYWLL Pd8 830.50 838.00 1A8 838.96 838.38 15 32 OA16 5.01 15'RCP ~ _ W o
P•21 857.40 65710 7.70 858.39 85816 24 39 0.005 4.81 24' RCP DF67 840.80 637.00 0.39 7.10 D.65 1.8 1.6 3.6 24' x 48' DRCH W Z ~
DI.20 888.8/ 881.00 028 7.10 0.7 tA0 5.58 4.55 4'q HVY•92 841.50 29.49 4.88 0.69 95.59 96.58 Z .OD N 10,21 P-07 837.00 838.00 1.8 83753 898A5 15 98 0.010 4.54 15"RCP W = ~ ~ m
P•20 861.00 659.00 3.56 681.78 859.42 15 50 0.040 8.91 15' RCP DP•92 837.40 637.40 96.58 839.87 838.72 9D 48 D C7roZ,- 9D 48 D.015 1129 DUAL 70' RCP DF86 842.94 836.00 P•89 634.00 0.4 7.10 0.75 1.5 14.54 8.49 24X38 DI ltJ r I- O
C 9 888.E 85710 P-21 858.50 0,18 7,10 0,85 0,57 11,62 5.80 4'CI EW-02A 841.50 838.70 838.70 95.50 W_ JN~?~ 1125 0.10.W P•88 ~ W ^
I.1 659.00 P-2D rnD:rn 838.00 P$!
OW~p) Pie 034.00 829.00 14.54 835A0 830.OD 18 100 0.031 11.83 18' RCP 113 ..W N..W.
P-19 858.50 855.00 11.82 857.74 858.51 24 184 O.D09 4.88 24"RCP 014K 033.80 831.00 0.51 7.10 0.85 2.39 239 3.95 24'x38'DI W Y W ~ ~
CI.18 885.00 857.00 07A 7.10 0.7 110 110 3.10 4'CI DOWN PIPE PIPE PIPE PIPE PPE YB.OCRY P•85 631.00 630.00 2.39 831.92 63D.53 15 102 0.010 4.83 15' HDPE ~ U' ~ u' SIZE LENGTH SLOPE DESCRIP110N ~ ~y. ~ N
P-18 657.00 858,50 120 857.43 656.00 15 22 0,023 5,27 15' HDPE STRT1CTUi6 STREAM TOP ELEY. INVERT N FROM INV Otti ARPJ1 1 C INLET TOTAL HGL HGL ~ LENGi}4 ! IN F'f FTIFI' FTISEC d4K ~g,~ X0,00 R85 829.50 019 7.10 0.75 1.44 3.78 4.85 4' CI z N cV ' N
42 889.50 0.09 7.10 0.95 0.81 0.81 2,84 24x38 NCDOi•CB PPE ACRES 010 CFS 0110 CFB IN OUi IN Pt C[i-170 875. 3.44 18'ADS ~ P414 829.50 829.00 3.78 830.29 829.81 15 32 D.018 6.3 15' RCP Q ~ Q d'
p-170 689.50 88810 0.81 669.61 868.54 15 65 0.015 215 16' RCP DI.57 882.80 858.00 0.33 7.10 0.85 1.54 1,54 Z r O r 15 101 0.830 8.37 15' RCP p,1S g~•OD p~ 828.00 02e 7.10 0.75 1 A5 19.33 7.28 4' G . ~ u3 ~ u3
e 88810 P•17D 888.00 0.10 7.10 O.AS 0,88 118 314 24x38 NCDOT•C8 p'~ 853.00 1.54 858.49 859.31 15 101 O CB-17C 75.42 116 888.44 883.93 15 134 0.036 1.71 15' HDPE DI.58 657.82 853.00 P-57 851.00 019 7.10 0.7 0.98 2AT 3.99 4 G 829.00 P~4 ~ J ~ J
P ITC 888.00 88310 15 35 0.029 7.07 15' RCP J ~ _ Ol P413 828.00 822.00 19.33 627.56 821.99 24 133 D.030 12.41 24 RCP Z ~ - ~
DI-i7B 688.50 88310 P-17C 883.00 OA9 7.iD 0.65 218 3.37 4.45 24'60 DI P-58 651.E 650.00 247 851.83 850.41 15 95 0 418 4' q ~ Z ~ DI62 828.00 824.00 02A 7.10 0.85 1.34 1.34 3.3 24'x 48 DITCH ~ -•I •
P•178 883.00 856.75 3.37 883.74 85A,79 15 191 0.022 3.09 15' HDPE ~ P-56 848.00 0.28 7.10 0.7 0.91 9.36 18 88 0.074 8.23 18' RCP W W O W P~2 824.00 623.00 1.34 824A8 823,39 15 105 0.010 4.08 15' HDPE 4• Z Z
DFt7A 681.70 858.75 P-1TB 858,55 0.79 6.88 O.eS 3.18 8,42 515 24'z48'DRCH P•65 818.00 845.00 ~ 3.36 848.70 845.42 18 80 0 V, 40J4 3,Z5 18' ADS q~1 830.10 829,00 Pd2 822.50 024 7.10 0,75 1.96 2.88 4.1 4' CI z I = _
P•t7A 858.55 857.70 8.42 85A,59 858.70 18 103 OA06 5.10 18'RCP DI.54 0.28 7.10 0.85 1,28 121 (n Un.WD. 15 108 0.008 3.88 15' HDPE p.~ 622.50 622.00 2.88 823.18 822.84 15 32 O.D18 9.04 15' RCP pW p W
- A 85515 016 7.10 0.7 1.30 7.53 4.95 24 x 36 DI P-04 848.00 645.10 121 848A5 845.49 15 108 0 DI.17 884.11 857.70 Pit g rJd'J 4 d CF80 030.10 822.00 P•63 820.50 02 7.10 0.75 1.39 2297 8.77 4' CI MM ~c~3 W o W
P-17 85515 854.75 7.69 858A8 050.55 24 32 0.011 2.51 24' RCP CF6b 653.35 645.10 P•54 614.40 021 7.10 0.7 1.01 224 854.00 0. 0.78 0.72 20.58 1.52 4' CI P•83 144.10 2,24 845.00 644.82 16 33 0 16 33 O.D09 4.86 15' RCP W ;D 1" ; 822.00 P~1
CI.18 884.27 855.00 P•19 15 CFd2 65324 845.00 P~35 643.00 011 7.10 0.7 0.98 6.51 656,50 P-18 526 4' d p~0 620.50 819.40 2297 822,19 621.34 30 117 0.009 5.63 30' HDPE
D469 632.80 824.00 0.3 7.10 0.85 1 A9 1.t9 3.40 24"rA8' DRCH
854.75 P•1T 844.10 P-53 18 38 0.819 7.62 11' RCP p~ Cpl 620.00 1.49 824.48 621.34 1S 45 O.D89 122 15' HDPE
P•16 854.00 65025 20.58 655.83 851.42 14 187 0.020 10.lC?1 24' RCP Pfi2 6S1 843.90 643.03 18 90 0 5.49 4' d ~ 829,00 619A0 PLO 819,00 24.05 8.90 PRE-CAST MH
DI-38A 682.80 858.25 0.48 7.10 0.85 213 213 ~ 3,88 24' 80 DI CES1 650.84 842,90 P-52 641.00 0.10 7.10 0.65 0.88 7.15 .65 0 .O6 18 103 0.008 325 1SRCP P-01 841.00 840.00 7.15 842.04 840.90 18 97 0 19 97 OA10 8.47 18'RCP ~
P-38A 85825 855.40 213 058 50 3.32 24'x46'ORCH o P•68 611.00 et 8.50 24.05 020.87 819.81 30 28 0.018 927 30' HDPE
DF36 684.59 855.40 Pa6A 65510 010 1.10 0.85 O.D3 3,11 4.92 24x38 DI DI.50 842.50 018 7.10 0.65 1.37 1.97 P-38 85510 854.80 3.11 855.91 65522 15 G1 0.010 5.11 15' RCP 1.97 84298 842.93 15 25 D 15 25 x121 521 tsRCP ~ ~ Ff~51A 611.50 Pdl 618.50 24.05 30 9.27 30' FES ~ o
CI-35 882.18 854.60 PJ6 854.40 0.19 1.10 0.65 0.65 3.73 4.83 4'CI DF49 651.50 618.80 0.1 7.10 0.7 0.5 05 2.49 18'ADS
P-35 854.40 854.00 3.19 855.18 854.02 15 98 0.011 9,88 15' RCP P-09 848.00 845.00 0,10 84826 84510 15 51 D 15 51 x020 3.96 15' HDPC ~ OS
z 2.64 4' p PPE PPE PIPE ~ ~ ~ Z -
CI.34 881.45 854.00 P-35 853.80 0.33 7.10 0.85 0.96 4.88 5.09 4'CI CE48 845.80 024 7.10 0.7 0.8 0:0 5' BTRIICTURE 81TRE1W TOPELEY. NVERTN FRO61 NV011T AREA ~ I C INLET TOTAL HGL HGL SPE LPNGTH SLOPE DESORPTION ~ g z 0 N 15 32 0.010 4A8 1 RCP P6~ ~g 010 CFS Q10 CF8 N OUT IN FT FT1FT FTISEC w p w ~
P-34 A53,80 852.75 4.88 854.88 653.01 15 1DA 0.006 4.00 1SRCP P~6 0,1 645.95 64525 15 32 0 DI.33 858.00 852.75 P-34 85250 0.15 7.10 0.55 0.59 5.19 405 24x3e p CNT e5tod e45AO ~ duo ~ 7.10 0.70 1.18 2M a~ 3.77 4 d ~ w o ¢ ~
P-33 852.50 851.13 5.10 833.42 652.01 16 274 O.B05 4.14 11'RCP P~6 HYY~81 823.50 819.00 8.9 7.10 0.5 23.12 23.62 8.85 HEADIN4LL U Q v ~
18 136 0.011 4.09 18'RCP p~ 61aoo soe.~ 23,A2 620.65 eD/.e2 SD 17e 0.063 1x97 So'rtcP U w 3 ~
DI.32 856A0 851.13 P-33 850.83 8.74 7.10 0.55 2.81 7.71 ~ 2~Cz41'DRCH P'47 642.50 M1.00 2,44 643.09 841A8 18 136 0. 7.10 4' d w ~ o RNO 818.00 81P 613.01 1 0.85 4Ali 2x4 1x7 4'RI ~
P-32 650.83 850.00 7.71 111 10124 24 126 0.005 1.11 'CROP CF46 641.31 ~ P•61 895.50 0.10 7.10 0.06 0.77 11.50 DI-31 658.00 850.00 P32 849.80 0.74 7,10 0.65 2,91 1023 5.48 24'x48'DTiCH P~dD P•80 813.00 011.61 28A 814.82 813.60 31 01 0.028 6.01 30' RCP ~ o
P-31 849.80 848.95 1021 150.16 85627 24 175 0.005 5,92 24' RCP ~1'~ ~ ~N p r" Y{10 817.50 811.50 RII 611.01 0 0 0 20.24 7A1 4 YI \ N a Q
DI.30 856.50 848.95 P31 848.51 OA5 1.10 0.61 1.77 11.80 4A2 2Cx41'DRCH P•I6 11,58 838.79 835.53 18 52_ 0, 18 52 0.019 8.81 18"RCP R79 611.00 610.01 28,21 112.11 61.74 >t 51 0.020 10.52 30'RCP o N ~
P-30 848.51 648.15 11,80 65020 850.20 N ~ 3.05 31'RCP q-05 650.00 63~lid ~ 0.31 7.10 0.70 2.71 14:12 624 4' G d.~ 817.00 810.00 P•79 608.50 0.4 7.1A 0.75 2.16 30.07 6.9 4' G
P•45 131.00 631.00 14.12 835.35 832.35 24 149 0. DI-29 856.50 648.15 P-30 847.95 0,11 7.10 0.89 0.51 11.91 2.15 2Cx41'O1iCH 24 149 0.020 824 24' HDPE _ ~ N ~ 0 R71 608.50 808.00 70.01 61018 809.37 36 27 0.019 9.52 38" RCP Z
P•1D 847.96 847.85 11.91 650.18 650.11 !C 43 0.006 2A2 34•RCP CF4S 142.60 022 7.10 0.70 0.71 0.77 ~ 4' G CF77C 61726 610.56 026 7.10 x75 1.4 1.40 911.14 810.99 32 4' CI 1
CI.15 858.94 85015 P•16 647.40 0.15 0.76 0.71 32.1b ~ 122 1'q P•49 642.A0 0.71 642A4 84225 1b b2 0 1b 32 OA19 4A3 16'RCP P~IiC 610.60 110 1.40 610.99 810.91 18 32 0.011 1.7 18'RCP
847.85 P-20 p'4?A 64120 641.60 0,10 7.10 0.85 0,47 0.47 ~ id•ADI CN7S H728 11020 Pa1C 010.OD 0.73 7.1D 0.75 1.71 3.14 810.61 810.87 4,08 4' G m Z
P-15 647.40 647.20 b2.13 IN.12140.79 38 >4 0.006 4.92 91'RCP P~?A 641.60 641A0 OA7 642.01841.65 16 36 0 16 36 0.011 1.10 15' HDPB ~ 3 W P~T70 110.00 80720 3.14 610AT 604.60 10 117 0.056 8.11 18' RCP ~ ..I
8 DO 1.48 0,85 8.96 8.38 524 24' 80 DI q~ Pr13 64120 0.10 7.10 0.85 0.39 1.81 DI-14A 656.50 52. 3'~ 4' d YI9>•71A 600.0D 807.00 P•17C 607.00 54.81 604.50 604.50 8.11 WB ~ m
P-14A 652.00 65125 8.38 652.1810:15 16 q 0.006 5.73 18' RCP 841.40 p•42A 10310 P•TIB
DI.14 660.05 65126 P•14A 650.00 025 0.76 1.40 7.69 8.14 24'x36'01 P•42 64120 639,60 1.61 641.70 839.98 15 8S O 15 8S 0.011 5A8 15' RCP
P-14 650.00 649.30 7.51 151.0'/ 16025 18 71 0.010 1M 11' RCP DN4 647.50 641.50 021 7.10 OA5 1.37 1.37 3.3'! 24' HDPE ~ W ~ Ill
CI-t 9 658.45 849.30 P•14 647.00 0.34 0.70 1 Al 40.17 7.11 4' q P~4 641.50 110.00 1.37 841.88 840.59 15 149 0 T 15 143 0.010 425 15' RCP DOVW PPE PIPE PIPE o~ ~ I"' ~ .
84720 P•15 CH1 846.10 831.80 P~2 891.00 OAD 7.10 0.71 b22 6A7 836.41836.00 0.79 4 d 1~11~ 8TREAN TOP ELEV. INVERT N FR001 INY OIJI' AREA I C INLET TOiTAI HOL HGL SQE LENaTFI SLOPE DESORPTION (J) z ~
P•13 847.00 64815 40.07 641.09 646.51 36 144 0.005 7.74 36'RCP P'µ PPE ACRES Q10 CF8 010 CFS IN OUT IN FT FTIFT FTISEC Q 0
DI.9 856.45 650.65 0.11 O.7B 1.07 1.07 3,01 24X36p P~1 637.00 131.00 8A7 838.00 632.35 15 119 0 15 117 0.053 4.94 15' HDPE ~ :
P-9 650.85 850.45 1.07 151261N.00 15 71 0.005 2.07 1CRCP OHO 634.00 831.E P~5 130.00 011 7.10 0.65 121 20,10 892.35 631.64 7,bp 24X~ DI ~C 609.00 605.15 0.78 7.iD 0.05 9,65 3.63 3.98 FES Q
CI-8 857.63 650.60 014 D.TO 0.68 0.86 2.90 4' q 831'00 P-41 P•92C 805.15 804.85 3.83 805.82 905.72 24 28 0.011 2.17 24' RCP ~ ~ Z
P•8 850.80 850A5 Q16 151.06 611.00 15 32 0,011 1.34 15' RCP P•40 830.00 621.50 20.90 691.84 828.71 M 133 D M 133 O.D19 1457 24+HDPE C~ 610.14 804.85 P•82C 804.85 0.49 7.10 0.70 2.45 8.05 4.81 4' G p ~ U
CI.7 657.83 850.45 P-9 850.25 0.14 0.78 O.bl 246 9,71 4' CI MHr19 6~l.00 P•10 20.78 1.65 PRE4;ASTOp4 P•828 804.65 604,30 9.05 905.52 80518 24 34 0.010 4.06 Z4' RCP ~ N
P~ 824.95 624.00 20.78 828.58 125.19 24 ~ 1 850.45 P-8 2K ~ 0.027 1x81 24' F03PE d•82 810.18 804.30 P-828 804.10 0.15 7.10 0.95 1 A2 7.03 4.84 4' CI
FE339A 824.00 P•SA 824.00 666 20.78 24 P-1 85025 64A.70 2.46 150.11650.88 18 106 0.005 2.02 18` RCP ?4 10.81 24' FES P~2 6D4.10 80325 1.D3 805.D4 804.01 24 84 0.010 8.38 24' RCP
MFI-0 65020 840.70 P•7 849,50 O.AO 0,78 5.02 723 4.11 PRE-CASTMH FES82A 809.00 80915 P•82 803.25 8.97 0.00 FES
P-0 840.50 848.70 723 650Ab 149.85 24 120 0.008 3.61 24' RCP RI.9'I 623.78 BtuP 81915 0 0 0 29.46 7.5f 5' RI
CI.4 65818 648.70 P-0 848.50 022 7.10 0.71 0.80 8.70 5.11 4' CI P~1 819.25 818.50 29A8 821.10 820,02 30 82 1 30 62 0.012 9A1 30' RCP
P-4 848.50 847.95 8.70 141.56 641.15 24 106 O,OD5 4,+13 24'RCP PES-91A 818.50 P-91 618.00 29.46 30 So 9.4t 37FE$ NOTES:
HW12 852.50 850.15 0.31 7.10 O.TO 1.55 1.55 3A0 GRATEDT~1 1. ELEVATIONS INDICATE TOP OF CURB BACK FOR
P-12 650.15 849.50 1.56 1602 650.01 15 12a 0.005 321 15' RCP
DI.11 852.50 841.50 R12 848.30 0.17 0.70 0.88 2.96 3.73 24'x24'DITCH CURB INLETS & CATCH BASINS. TOP ELEVATIONS
P-11 649.30 846.80 2.36 149.81 641,31 18 98 0.005 3.16 18' RCP INDICATE TOP OF GRATE FOR DROP INLETS AND TOP
DI.10 852.50 848,80 R11 848.80 0,14 7.10 0.70 O,BA 219 9.74 24'x24'DRCH OF WEIRISPILLWAY FOR YARD INLETS.
P•10 848.60 846.05 2.99 64120 649.17 24 100 0.005 1.85 24'HOPE
DESCRIPTION LEGEND MH-3A 855,10 848.05 P-10 847.90 111 1.41 PRE-CASTMH U
P-3A 847.90 847.85 2.91 849.10 649.1 24 43 .005 1.15 24' HDPE o •o
D D 6 es .95 e52.et e51.11 9 D 4' cl 18"ADS =18" ROUND HEAVY DUTY PVCMYLOPLAST CI-5 857.12 85115 0.35 7.1 .7 1. 1 .7 " _ " "
P-0 85125 eso.75 1.95 851.11 15122 15 50 oA1o 4.61 is RCP 24 SQ DI 24 x 24 FRAME & GRATE DROP INLET w L W O C
CI.3 85710 641.95 P-4 847.40 0.13 7.10 0.78 1.15 .1319 641.1 e41.00 s.4T 4' CI 24" X 38" DI = 24"x38"HEAVY TRAFFIC, PER-CAST CONCRETE DROP INLET U ~ 3. t O
X" x X"DITCH = NCDOT STANDARD DITCH INLET WITH CONCAVE GRATE, NCDOT 84022 847.85 P•3A 84022 ~ v ,y 0
650.75 P-5 4' CI = CITY OF MEBANE STANDARD CURB INLET, SEE DETAIL SHEETS J Z
P3 647.40 ea7,10 1311 640. e40A1 3e 57 O.o05 2.80 38'RCP RI =PRE-CAST CONCRETE RISER INLET, SEE DETAIL SHEETS ,}.a ai o
,c X"HDPE =HIGH DENSITY POLYETHYLENE PIPE, SMOOTH WALL INTERIOR CI2 654.73 617.10 P-3 648.90 021 7,10 0.76 1.08 13.59 2.70 4 I ~o (~f o
p-2 Aae.9D 64e,7D 13.59 e41.ot e4e.113e sz D.ooe 2A4 96'RCP X" RCP ~ REINFORCED CONCRETE PIPE, MINIMUM CLASS III
a.1 es4.T3 s46ao P•2 848.05 016 T.1o 0.76 1.00 4e.93 7.82 4'ci X' YI =PRE-CAST CONCRETE SQUARE YARD INLET WITH TRASH PACK.
84825 P•13 WB ~ WEIR BOX OUTLET, SEE DETAIL SHEET
P•1 848.05 845.x5 48.93 84e.1a 147.82 42 8T aDOb 6.40 42'RCP 24"x38" NCDOT CB=NCDOT STANDARD CATCH BASIN, NCDOT 840.03
FES-tA 645.85 P-1 845.85 48.93 4Z BAO 42'FES
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SEE SHEET C6.4 FOR DISSIPATOR AND SEDIMENT TRAP = ~ p M
INFORMATION. cn