20042064 Ver 1_Complete File_20050404

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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
One
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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
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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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HORIZONTAL: 1" = 100'
VERTICAL: 1" = 10'
J
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NOTES:
VERTICAL CURVES DO NOT MEET NCDOT VERTICAL
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SURVEYOR'S CERTIFICATION
I, Jeffery S. Smith, certify that this plot was drawn
under my supervision from an actual survey made
under my supervision (deed description recorded in
(See References));that the ratio of precision as
calculated is 1:10,000; that this plat was prepared in
accordance with G.S. 47-30 as amended; that the
survey is of another category, such as the
recombination of existing parcels, a court-ordered
survey, or other exception to the definition of
subdivision.
Witness my original signature, registration number
and seal this day of August, A.D., 2004.
Profession and Surve r L- 64
C A R 0
FESS;o -
. Q SEAL
L•4464 ?• _
'.may yo;
SUR`??. ????•
F0RiiI Si1s\\
'This certifies that this copy of this plat identifies as
waters all areas of the US, including wetlands,
regulated pursuant to Section 404 of the Clean
Water Act as determined by the undersigned on this
date. Unless there is a change in law or our
published regulations, this determination of Section
404 jurisdiction may be relied upon for a period not
to exceed five years from this date. This
determination was made utilizing the 1987 Corps of
Engineers W anuol.'
Name:
Title:
Date: C Q
0
129 Acrest
(a.n A.-. M"
w 14621
n• VF=90d lad s 72'05Y
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5.38 Acrest
((Lls As-t M"
James R. Falk
DS 1=1 Ptl 73
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p
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Roger L? Coburn Sybil B. Walker
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r
Co mk S. Coburn I RmnkL Walker I a 3 3
DAL 1787 K 761 i DS 1243 Pll 190 I V • I
Rebecca & Shaun McArthur
DS 2231 K Be
1.63 Acrest
(ats Aw-e M RM
7s!s7STt
1.43 Acrest

w 2ss?

Town of Mabon.
oar 313 PC 236
?I
I 31631 7.d
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• New Iron Pipe (NIP)
• Cdculcted Point
Rod Comer
Notes:
1) No title search was performed by this firm
I during the course of this survey.
2) The property shown hereon is subject to ail
I easements of record affecting same.
3) This firm makes no guarantee as to the
I existence or location of any burial sites,
underground improvements, or utilities across
I this property. Any underground utilities or
improvements shown hereon have been located
from visible evidence and available information.
4) Areas ore calculated by coordinates.
5) No geodetic monuments were found within
2000' of the subject property.
6) The purpose of this survey is show the
delineated wetland areas on the subject
property as marked by Soil do Environmental
Consultants, PA.
7) Total wetiond area on-site is 0.10 Acrest.
Area off-site is 0.01 Acrest.
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STAGECOACH ROAD a•
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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
PROJECT IMPERVIOUS SUMMARY
PHASE 1 SUBTOTAL 317,091 SF
PHASE 2 SUBTOTAL 179,404 SF
PROJECT TOTAL 496,495 SF
11.40 AC
TOTAL PROJECT AREA 39.75 AC
PROJECT IMPERVIOUS 28.671%
BASS, NIXON & KENNEDY, INC.
CONSULTING ENGINEERS
© O 6310 CHAPEL HILL ROAD, STE. 250, RALEIGH, NC 27607
TEL: [phone], FAX: [phone]
© O 10405-E LIGON MILL ROAD, WAKE FOREST, NC 27587
TEL: [phone], FAX: [phone]
r
DATE 21-ffjOB NO.
IOB VL(n
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CAPCINAL BUS;NE35 FCnMS 7 avc +^»?

BMP 1 DESIGN SUMMARY
VILLAGE AT LAKE MICHAEL
February 28, 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)=
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)
Fcrebay
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=
12.10 AC
5.02 AC 218512 SF
81
0.423 IN Simple Method
18584.6 CF
41.46 %
1.78 % (Interpolated From Table 1.1, NCDENR BMP Manual)
9,382 SF
FT
Min % Rand Min. Area Redd (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
645.50 FT
20888 CF
2 FT
1.5 IN
0.0123 SF
0.0836 CFS
0.0591 CFS
98.2 HRS
Description
30-foot min. weir
4-foot min. square
1.5-inch circular
6-inch circular
k"c Poared 4rr'k h'aw"ir, fiw to 41`i'A, ce
(Drawdown Orifice Invert to Intermediate Orifice Invert)
0 ?? c??? ?!/ ? fit To 1l ? Vo d uat e i n d Cc a+e 6 -ro f7a l 6 P P
r Voluml e tpA i Ve,4 e,16Vu,ti aK, To Ordor
fo doj-er w iie Vo /"#"L& be, wePN &IeI144-;&f
BMP 1 Area I Storage Volume Summary -f-ke j-offal' VD [aWe 0V +k& to-wLOr 6leV" 4, 4Ml
Village at Lake Michael t0 b P S LO +V-at feW P v'owt -fie fv4-0-1 11014M0
February 28, 2005
o-? -t- e Ujj Or e, le

Elevation
Area Forebay
Incr. Vol.
Total Vol.
Area Main Pool
Incr. Vol.
Total Vol. gu4a*
Total Area .4
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 /k 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
645.50 0.00 0.00 3174.23 11977.00 5820.95 28263.07 11977.00 31437.30
646.00 0.00 0.00 3174.23 12662.00 6158.96 34422.03 12662.00 37596.25
647.00 0.00 0.00 3174.23 14038.00 13344.09 47766.11 14038.00 50940.34
647.25 0.00 0.00 3174.23 14396.00 3554.16 51320.27 14396.00 54494.49
648.00 0.00 0.00 3174.23 15469.00 11196.96 62517.23 15469.00 65691.46
648.50 0.00 0.00 3174.23 16195.00 7915.31 70432.54 16195.00 73606.77
649.00 0.00 0.00 3174.23 16921.00 8278.34 78710.88 16921.00 81885.10
650.00 0.00 0.00 3174.23 18429.00 17669.64 96380.51 18429.00 99554.74
Volumes Provided
Treatment Volume=
Forebay Volume=
Main Pool Volume=
Temporary Pool Volume=
- I S"'d i-awddwN orgr ce EL,
I"?t ?er t-
- 6" =ccter?c?,?rztP of iAtp E-G.
Z)t Vert
- Yop 0P q X VA i 5 er E L,
- 30'sti'm 6*O Y acyvNw1ay EG,
IP+ Free bop Yd E Ieott- m
20888.31 CF Vo?, bN-WeP-0 Ste,dr??iL? ¢ L?rUw0YWIC ?
3174.23 CF
7374.76 CF //?? ?1
89558.79 CF TDf-d,j 5`t'OIrA.,/?r? V'o`atke)-9,0v +Op Ot bein??1 `?'rJ(???IGw, ow, o?l-?'? Gee
1/aI t?4eIv1Clude3 boA -rved?-cl+eat ¢ PPak Yd"C4 6" SfnrayeValatit03,
Type.... Composite Rating Curve
Name.... PR 1
Page 1.14
File.... W:\2004JOBS\04419000\ENG-CALCS\STORMWATER\PONDPACK\SDO 1 POSTC.PPW
Title... BMP 1 Riser
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
-------- -------- ----- --- Converge
Elev. Q TW E lev Error
ft cfs ft +/-ft
--------
643.50 -------
.00 -----
Free --- -----
Outfall
643.75 .02 Free Outfall
644.00 .04 Free Outfall
644.25 .05 Free Outfall
644.50 -.06 Free Outfall
644.75 .06 Free Outfall
645.00 .07 Free Outfall
645.25 .08 Free Outfall
645.50 .08 Free Outfall
645.75 .22 Free Outfall
646.00 --.56 Free Outfall
646.25 .76 Free Outfall
646.50 .92 Free Outfall
646.75 1.06 Free Outfall
647.00 1.17 Free Outfall
647.25 1.26 Free Outfall
647.50 8.03 Free Outfall
647.75 20.29 Free Outfall
648.00 -.36.12 Free Outfall
648.25 54.62 Free Outfall
648.50 80.66 Free Outfall
648.75 -- 91.47 Free Outfall
649.00 109.03 Free Outfall
649.25 130.96 Free Outfall
649.50 156.40 Free Outfall
649.75 184.86 Free Outfall
650.00 216.04 Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: WB,OR,OR,CV,WR) ?5-" V"
??a(!N
OR,CV (no Q: WB,OR,WR) O?"??`CP
OR,CV (no Q: WB,OR,WR)
OR,CV (no Q: WB,OR,WR)
OR,CV (no Q: WB , 0 R , WR ) (- A Vj
OR,CV (no Q: WB,OR,WR*)
OR,CV (no Q: WB,OR,WR)
OR,CV (no Q: WB,OR,WR)
OR,CV (no Q: WB,OR,WR) rx4Or,ied- 1, ?P
OR,OR,CV (no Q: WB,WR) Ori?iCC'
OR,OR,CV (no Q: WB,WR)?-,4V4
OR,OR,CV (no Q: WB,WR)
OR,OR,CV (no Q: WB,WR)
OR,OR,CV (no Q: WB,WR)
OR,OR,CV (no Q: WB,WR)
OR,OR,CV (no Q: WB,WR) xy'RrSe/%P+?
WB,OR,OR,CV (no Q: WR)
WB,OR,OR,CV (no Q: WR)
WB,OR,OR,CV (no Q: WR)f-A v9
WB,OR,OR,CV (no Q: WR)
WB, CV (no Q : OR, OR, WR ) -- 301miH, ?5NSprgek(C
WB,CV,WR (no Q: OR,OR)F,g
/

WB,CV,WR (no
WB,CV,WR (no 9
,
Q: OR,OR)
Q: OR,OR)

I '4ovtbPlosUfa/ ?ke!'N;
WB,CV,WR (no Q: OR,OR)
WB,CV,WR (no Q: OR,OR)
WB,CV,WR (no Q: OR,OR)
?Uo?es;
Udlae5 ark 60M Otte, ?ccou?t+?x -?or all
? Hw y
or, CAS ?1ow? ?jj at ?k? ?e,? e ?l
- ??j . Values SPIec?PcQ ?ar fie pur?os2
P s+? wt a+. ?(j dy'awh-fim ti wtes ad 2xg
GOv? PrPc? Coot 5P?'?a-f-i ?C?
SIN: 621802506A84
PondPack Ver. 7.5 (736c) Compute Time: 10:30:19 Date: 03/72/2005
6• -
GROU
48"
MIN
,
m z
w ?
" TYP.
T-
,
,
i
i
i
i
i
STD. CRATE
18" x 18" x 3/8"
GALVANIZED STEEL
PLATE WITH BUTYL
GASKET. WITH 4 - i"
STAINLESS STEEL SINGLE 6"o
ANCHOR DOLTS ORIFICE
TEMP
SKIMMER 2-----1\I
TEMP
SKIMMER 1
? ??SSSti; i 1 ?
TYP. MI
3" DIP DRAWOOWN
PIPE EXTENDED TO
MIDDLE OF POOL
(SUPPORT PIPE WITH
STABLE SOIL)
-/
DMP PI - RIB
x. r. s.
3" CATE VALVE
,
,
i
i
,
,
,
i
TEh1PORARY MODIFICATIONS
FOR EROSION CONTROL
1. FIRST FAIRCLOTH SKIMMER
ATTACHED TO DRAW DOW? PIPE.
GATE VALVE OPEN DURING
CONSTRUCTION. SECOND FAIRCLOTH
SKIMMER ATTACHED TO 9 INCH
ORIFICE. SKIMMER SIZE PER
SEDIMENT TRAP TABLE.
2. ALL FLOW TO BE THROUGH
SKIMMERS OR OVER SPILLWAY.
SEAL ALL OTHER ORIFICES DURING
CONSTRUCTION. IT IS RECOMMENDED
TO FIELD FABRICATE THE 1.25"
ORIFICE V41EN THE SKIMMERS ARE
REMOVED.
SPILLWAY EL 647.25
V EL 645.50
-1.5" ORIFICE
J6" RCP INV EL. 643.50
,
- EL 642.50
EXTEND BASE TO 1
FOOT BELOW LOWEST
BMP ELEVATION

T
BASS, NIXON & KENNEDY, INC.
CONSULTING ENGINEERS
® 0 6310 CHAPEL HILL ROAD, STE. 250, RALEIGH, NC 27607
TEL: [phone], FAX: [phone]
0 10405-E LIGON MILL ROAD, WAKE FOREST, NC 27587
TEL: [phone], FAX: [phone]
DATE JOB NO.
JOB `/ V L
1 Square =. S Ft.
---? irl'l - -- -ro o4 ?er_--_ --
-- _ - - - - -- -1-f ootF??et3,s,- =6--.00 Voi-?`seL 0-3,9 F
?'LQ/??RtiA 3 (3 h
Es 1,.0
----
_. cps
0'I h
Te v )ZiS?r ESt D vwH f-i x4e=0
Avg d?'scL4r/La RQfP_,s?
yS'hr5
7.
1
- s ?v
V7Iu 1?-
_ .Znf••er?s't?c??lLt¢ ?fr.71r -?
'-' Or;f- C& 1'rlVe'14
.---
_. -6241©..

1 L7 V- tr z>t ?e r`!- _ --
s"6alv._?tF¢I_ 13mP
ri??CePlate
Gqut,,,

- -- ----- -' 3 - ?a 5-- -
? y
I
CARCiNAL 3L'S;NESS i:CPMS 1-3W-Z'3-+992
BMP 2 DESIGN SUMMARY
VILLAGE AT LAKE MICHAEL
February 28, 2005
Design Requirements
- 85% TSS Removal generated by first inch of rainfall)
- Detain treatment volume p.re-developed rate for the 1-year, 24 hour design storm
- Control peak runoff to p 72 to 120 Hours)
- Release treatment volume over 2 to 5 days
Basin Information
Drainage Area (DA)= 6 15 AC
102589 SF
Impervious Area= 2 36 AC

Curve Number (CN)= 80
395 IN
0
Simple Method
First Inch Runoff Depth= .

Req'd Treatment Volume= CF
881
.4
Impervious % 38.29 %
°
(Interpolated From Table 1.1,
NCDENR BMP Manual)
Req'd SA/DA %= 1

Req'd Perm Pool SA=
4,447
447 SF
BMP Layout Parameters
Permanent Pool Elevation FT
n SF)
Area Req'd (i
Area Provided (in SF)
-
(Based on Total SA) Min. % Req'd Min.
889 SF 7S F
97
SF
Forebay 20.00 % 467 SF 540
Deep Water 10.50 % 1
090 SF 1562 SF
Shallow Water 24.50 % ,
1,090 SF 1418 SF
SF
Shallow Land 24.50 %
50 %
20 912 SF 4497 SF
Flexible Area . 4,447 SF
Totals 100.00 %
Spillway Parameters Elevation Description

Emergency Spillway 624.50 FT

75 FT
623 30-foot min. weir

5-foot min. square
Top of Riser
down Orifice (Pool) .
620.00 FT 1-inch circular
r
l
Draw
Intermediate Orifice 621.75 FT a
6-inch circu
a ??.p?,t dI`ctll/GiPW? Or???`G? ?O {c?fr?/`i????`?-?C?
Drawdown Time rn?dp4re? O/'i SCE'
Max. Treatment Volume= 8802 CF 1.75 FT (Drawdown Orifice Invert to Intermediate Orifice Invert)
Max. Storage Height=
Orifice Diameter= 1 IN
0 0055 SF
Orifice Area=
Max. Discharge Rate= 0.0347 CFS
Avg. Discharge Rate= 0.0246 CFS
Avg. Drawdown Time= 99.5 HRS
ofa! /olcpile t0 Cat
S to fu?,?yh?
ro v ,
r?' Voluwt? ?0 ? Veit e1e?a?; ov1, Zn 0y^ceer
BMP 2 Area 1 Storage Volume Summary r o lei -Eode-fer4t;A, ?OI"'e bl weevl e,16'Va't-oH5,
Village at Lake Michael +ke toi-dl Vo 1 uµt e? oT 1 o user- 61etva f i mS
February 28, 2005 need s to be sub fk-acfPd --er-oti +1 e ,tvf-c,1
Vob tme 0-V'ke CtP??P e1e?a-+iNl

Elevation
Area Forebay
Incr. Vol.
Total Vol.
Area Main Pool
Incr. Vol.
Total Vol. $a/`
Total Ara
Tota( 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
621.75 0.00 0.00 1511.07 5897.00 1445.66 12802.18 5897.00 14313.25
622.00 0.00 0.00 1511.07 6128.00 1503.03 14305.22 6128.00 15816.29
622.50 0.00 0.00 1511.07 6571.00 3174.11 17479.32 6571.00 18990.39
623.00 0.00 0.00 1511.07 7043.00 3402.82 20882.14 7043.00 22393.21
623.50 0.00 0.00 1511.07 7515.00 3638.86 24521.00 7515.00 26032.07
624,00 0.00 0.00 1511.07 8018.00 3882.57 28403.57 8018.00 29914.64
624.50 0.00 0.00 1511.07 8519.00 4133.62 32537.19 8519.00 34048.26
625.00 0.00 0.00 1511.07 9035.00 4387.87 36925.06 9035.00 38436.13
625.50 0.00 0.00 1511.07 9565.00 4649.37 41574.43 9565.00 43085.50
626.00 0.00 0.00 1511.07 10109.00 4917.87 46492.30 10109.00 48003.37
Volumes Provided
Treatment Volume=
Forebay Volume=
Main Pool Volume=
Temporary Pool Volume=
8802.05 CF Vol. bei Weeri Yvtt. 06Ce'- &W. awYl
1511.07 CF
4000.14 CF
42745.00 CF -ro4,a1 5t'oraQ 61 VQIUY11e? r-nij Vi below -fop 4P
V'o (t. W i 4dJe y boA peck
-I't draw?pWrt orifice E-L,
Jnverf,
-6ilIAfermeholfe,064te
1 AVef t
o6 23.75 Td o-45' 5'I A se ,5L,
Vol. a79?q CIP
- 36 ?w??K ???ery?yS?, u?YE?.
-J, oat FreeboAa E1e?a.r?on
be rwl -6-d d?^awdawo o 6P.-ce,
l'e?t?efi ovl Sfow? e VajtAm e3,

Type.... Composite Rating Curve
Name.... PR 4
Page 1.14
File.... W:\2004JOBS\04419000\ENG-CALCS\STORMWATER\PONDPACK\SDO 1 POSTC.PPW
Title... BMP ;Z Riser
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ------------- ------------
Elev. Q.. TW Elev Error
ft cfs f t +/-ft Contributing Structures
--------
620.00 -------
.00 -----
Free --- -----
Outfall --------------
(no Q: WB,OR ------------
,OR,CV,WR) ?
ttdraWkwd or;- -.Ce
620.25 .01 Free Outfall OR,CV (no Q: WB,OR,WR)
TAV&-Ct
620.50 .01 Free Outfall OR,CV (no Q: WB,OR,WR) .
620.75 .02 Free Outf all OR,CV (no Q: WB,OR,WR)
621.00 02 Free Outfall OR,CV (no Q: WB,OR,WR)
-R
621.25 t3 Free Outf all OR,CV (no Q: WB,OR,WR)
v9'ti •Ozs
621.50 .04 Free Outfall OR,CV (no Q: WB,OR,WR)
621.75 .04 Free Outfall OR,CV (no Q: WB,OR,WR) ?t
6 tt"tme1.,tie04r1
622.00 .17 Free Outfall OR,OR,CV (no Q: WB,WR)
622.25 _.51 Free Outf all OR,OR,CV (no Q: WB,WR)(--A V&-q-
622.50 .71 Free Outfall OR,OR,CV (no Q: WB,WR) 9
622.75 .86 Free Outfall OR,OR,CV (no Q: WB,WR)
623.00 .99 Free Outfall OR.OR,CV (no Q: WB,WR)
623.25 1.10 Free Outfall OR,OR,CV (no Q: WB,WR)
623.50 1.20 Free Outf all OR,OR,CV (no Q: WB,WR)
623.75 1.30 Free Outfall OR,OR.CV (no Q: WB,WR) f/
Ae
'EL
x5 Af
&
624.00 9.70 Free Outfall WB,OR,OR,CV (no Q: WR) r
l /
7
S
624.25 _ 25.01 Free Outf all WB,OR,OR,CV (no Q: WR)f-A?9
624.50 44.25 Free Outf all WB,OR,OR,CV (no Q: WR) 30'Mifgrn& oozy S1;llu?
624.75 - 64.84 Free Outfall rJB,CV,WR (no Q: OR,OR)f-Avg Ec,
625.00 84.71 Free Outf all WB,CV,WR (no Q: OR,OR)
IA
625.25 109.85 Free Outfall WB,CV,WR (no Q: OR,OR) wtbelowi-o?04berrm
625.50 139.24 Free Outfall WB,CV,WR (no Q: OR,OR)
625.75 172.29 Free Outfall WB,CV,WR (no Q: OR,OR)
626.00 208.62 Free Outfall WB,CV,WR (no Q: OR,OR)
Nw3
- Vaja 5 a re- Caj'go 5f,?-e accoawk kl -9or all
0ri- ce5 T-Iawl' a,+?-Gie??veh l?Gvs y? ?ler??f?r?r,
AVq, Vala0-5 c Alec+04 -for 4,40 AaqOy E o.
5 Mm+i r v ' w
e ? y ? ?c ?oGvkl ?r e5 a J ail' ?
GU Yl S le?U Cove wva fi V0
L1
S/N: 621802506A84
PondPack Ver. 7.5 (786c) Compute Time: 10:31:36 Date: 03/22/2005
60"
MIN
i
i
i
i
i
i
O '
TYP.
o ?
CRATE
18" x 18" x 3/8"
GALVANIZED STEEL
PLATE WITH BUTYL
GASKET. WITH 4 - 3"
STAINLESS STEEL
ANCHOR BOLTS
SINGLE 6"0
ORIFICE
TEMPORARY MODIFICATIONS
FOR EROSION CONTROL
1. FIRST FAIRCLOTH SKIMMER
ATTACHED TO DRAW DOWT4 PIPE.
CATE VALVE OPEN DURING
CONSTRUCTION. SKIMMER SIZE PER
SEDIMENT TRAP TABLE.
2. ALL FLOW TO BE THROUGH
SKIMMERS OR OVER SPILLWAY.
SEAL ALL OTHER ORIFICES DURING
CONSTRUCTION. IT IS RECOMMENDED
TO FIELD FABRICATE THE 1" ORIFICE
WHEN SKIMMERS ARE REMOVED.
SPILLWAY EL 623.75
i f
{ INV EL 621.75
i
?0 1" ORIFICE
JO" RCP INV EL. 620.00
i
EL 619.25
TEMP
SKIMMER
24" TYP. MIN
3" DIP DRAWDOWN
PIPE EXTENDED TO
8'J MIDDLE OF POOL
GROUT (SUPPORT PIPE WITH
STABLE SOIL)
BMP #2 - RIg91
N.I.S.
EXTEND BASE TO 1
3" GATE VALVE FOOT BELOW LOWEST
BMP ELEVATION

BASS, NIXON & KENNEDY, INC.
CONSULTING ENGINEERS
• ® ? 6310 CHAPEL HILL ROAD, STE. 250, RALEIGH, NC 27607
TEL: [phone], FAX: [phone]-Z968
® ? 10405-E LIGON MILL ROAD, WAKE FOREST, NC 27587
TEL: [phone], FAX: [phone]

AMP# 3 - 'Fop o4 ? erm . -
z( 0

- E rn erg&vlcy
Sp 11 Ww
r? n.o ?.?u/;?>?
I
0
13•''7 I7.''
) I
g"Gal v.- ?t?l
_ Ori??CePlate C
/cy
1?9
61?,7s
DATE JOB NO.
VYl
JOB V L_
1 Square =Ft.
p ftLk Ke?cic+ on
S _?or?L9e-
vo I v. a 0-
???r?Pa Fad ?o ? ?2J -
OrifiC& SflVe-Ct
6 " R.vuwd
CaIcUla, +e4
Trutt ae-vw-
V o I u,WL I?
Or'dWdOt!/N .. ?r'5??.
1.3?S" ?ouHC{
amp 0>^d w
otllre -InVe'rt
Volume 1730/ C!v
q r9. q,`sG?a?9Gr`xft?'? 90 hnS
. r?cvdow? -rt me = ,
?sM ? ^ 12 3S'a c F
Avg &jr' Plo rate- A0 crlf
E sf. drx?vc?own N',«?- ,17 A5
Volvme=lo?l? .SCF
A vj , D;3c?Aa?y i%t6
S' c?5
Cst dr?,wddw? ?-?vne
$" h 1,3
Vo l u m >? - I.S 253 Cf
o?sc p ryd .o* c?
deklo(owx j,?Me r--W -A
Coll seryd+=v-e ?53tTMZ-ff
Q?`awrr?pWy_ -?/`owt l`?r??bo?r?
zo ?vw?5t Orf?l'ce?1 ? ?rj
=- ?, ?? Ce ay5
CAPOINAL BUSINESS -CPMS 1-d3MZ1 -4992

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=
6.88 AC
3.07 AC
78
0.452 IN
11284.7 CF
44.65%
1.90 %
5,694 SF
133729.2 SF
Simple Method
(Interpolated From Table 1.1, NCDENR BMP Manual)
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=
FT
Min_ % Ran'rl
Min. Area Reo'd (in SF) Area Provided (in SF)
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)
r'olli ed W?" -A-Toni Volam e f od, cafes to+-ct I#& 1 j9.
s11eet volume-e0 ; Veri eleVa-r;on. r?rorde,^
dr. ii?tal ?ri1? suWt?a?ie5
BMP 3 Area! Storage Volume Summary 9 to h-rerewine volume betwee4 eleVa-tiog
-eke ->~-0-? Vo L UM e' o? -k4e, towe?` el ev v-ioii
Village at Lake Michael
February 4, 2005 needy to be sub+,^?etec? -?rv +-4e +atal
Vo lame a?--rke a#eretevar m,

Elevation
Area Forebay
Incr. Vol.
Total Vol.
Area Main Pool
Incr. Vol.
Total Vol. 5ae ace
Total Area -A-
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 $ >k 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=
Forebay Volume=
Main Pool Volume=
Temporary Pool Volume=
-?3,nO,,wdow oriT ce Et,
T n ver-t
_01-"tCrAe'di'afe or, "O ?L#
rn vert-
-1'o p o-P ti Iq' Pz se r E -L.
- 30 -,U,ii EWttrgM? sp?lrwayC-
-ToP o? erwl w/J. + jrreeboa
15L,
15253.31 CF l/Oi, befweeo Tot, Or4i-(,e 4- P-a-wdowN on ,-ce
2932.60 CF
7784.10 CF p q p f?
61049.07 CF `roto-( 5-'U?' & Mato) - 'O?h ,l t00??C'!aw-f-y oT bel";t1 6-o L Ykvdowil or,'--rce
V04twe 'WaI 05 hafk tree-fine,? J fee&, redat+,-O-q sforiaje Volccgie5,
Type.... Composite Rating Curve Page 1.14
Name.... PR 3
r
File.... W:\2004JOBS\04419000\ENG-CALCS\STORMWATER\PONDPACK\SDO 2 POST REV.PPW
Title... BMP 3 OUTFALL
***** COMPOSITE OUTFLOW SUMMARY `***
WS Elev, Total Q
----------------
Elev. Q
ft c f s
615.50
615.75
616.00
616.25
616.50
616.75
617.00
617.25
617.50
617.75
618.00
618.25
618.50
618.75
619.00
619.25
619.50
619.75
620.00
620.25
620.50
620.75
621.00
-------- Converge
TW Elev Error
----ft -_ +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures ? V(9ri'?i-c
------------------------
(no Q: WR,WB,OR,OR,CVj? Qt^tiW?OGUyI
OR,CV (no Q: WR,WB,OR)
OR,CV (no Q: WR,WB,OR)
OR,CV (no Q: WR,WB,OR)4
OR,CV (no Q: WR,WB,OR)
OR,CV (no Q: WR,WB,OR)
OR,CV (no Q: WR,WB,OR)
OR,CV (no Q: WR,WB,OR1 0 r!-Frce?
OR,OR,CV (no Q: WR,WB)
OR,OR,CV (no Q: WR,WB)<- Va GLZ
OR,OR,CV (no Q: WR,WB) J
OR,OR,CV (no Q: WR,WB)
OR,OR,CV (no Q: WR,WB)
OR,OR,CV (no Q: WR,WB) L.t,7'Xq AiSgweir
WB,OR,OR,CV (no Q Q: : WR) 7 /
WB,OR,OR,CV (no Q: WR),: -AV9,
WB,OR,OR,CV (no Q: WR)
WB,OR,OR,CV (no Q: WR) 2 / E1fleYgef'IG?/
WR,WB,CV (no Q: OR,OR) 3?1 Ty1' ,JJ //
,5?t?1Itwily
WR,WB,CV (no Q: OR,OR),c-.4V.
WR,WB,CV (no Q: OR,OR)
WR,WB,CV (no Q: OR,OR)
.00
.02
.03
.04
.O5
.05
.06
.06
.20
-- .55
.75
.90
1.03
1.15
7.91
-20.18
36.03
54.43
73.63
- 90.21
111.19
135.73
163.32
31ved 54-a
I
-?o?^ a fl.,,.9?'??FcPS ?fowl- ?q c?-+?E
WR,WB,CV (no Q: OR,OR) I7PQo&b&low -?-0 f
0 beorm
Nod e
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+1.
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
December 27, 2004
S&EC Project # 8814.W2
401 Wetlands Unit US Army Corps of Engineers
Attn: Ms. Cyndi Karoly Attn: Mr. Todd Tugwell
1650 Mail Service Center 6508 Falls of the Neuse Rd., Ste. 120
Raleigh, NC 27699-1650 Raleigh, NC 27615
LE D
RE: Nationwide Permit 39/401 Water Quality Certification PD V
Village at Lake Michael DEC 2 9 2004
Mebane, Orange County, North Carolina
Dear Ms. Karoly and Mr. Tugwell,
On behalf of VLM Development, LLC, we hereby request authorization from the US
Army Corps of Engineers to use Nationwide Permit 39 to cover impacts to jurisdictional .
wetlands (see attached overall map). We also request written concurrence from the North
Carolina Division of Water Quali that the project complies with t e 401 Water Qualit
Certifications associated with Nationwide Permit 39. The propose wet and impact is
ess than 0.1-acre; however, because this site is ocated within a water supply watershed
classified as WS-II;HWQ, NSW, we are requesting USACE and DWQ approval. A Pre-
construction Notification Application (PCN) is attached, which includes an agent
authorization form.
eLN,?- IrAYEr?Cur,UTY
itCTIr`16DSr';,D STC.11,%„ATER ERANCH

The site is located east and south of Lebanon Road (SR 1306), approximately one mile
a, north of Highway 70, in Mebane, Orange County, NC. The site is approximately 37-
acres in size, and consists primarily of abandoned agriculture fields and forested areas.
Please refer to the attached USGS map, which displays the location of the proposed
project.
S&EC completed the detailed wetland delineation during June 2004. A jurisdictional
I determination was made, and the delineation map approved by the USACE on September
9, 2004 (Action ID: 200421090).
The 1roposed project consists of impacts to jurisdictional wetland at will result from '
the construction of an access rad for a residentla?a ioI using develop nt. The applicant
requested a detailed wetland delineation and stream buffer evaluation on the property 2r?
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
I'hone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
111bP,4
December 19, 2004
S&EC Project #: 8814.W2
Page 2 of 2
prior to site plan development in order to avoid jurisdictional waters and riparian buffers
to the maximum extent practicable. Proposed wetland impacts will total 0.04-acres.
No stream impacts are proposed. The'wetland impacts are elaborated upon within the
attached PCN form and are shown on the attached inset impact maps. Rationale for the
impact justification and steps taken to minimize impacts to jurisdictional areas are
presented in the attached memo from Eric Swanson, P.E., of Bass, Nixon, and Kennedy.
The USACE's current policy requires applicants to avoid and minimize wetland and
stream channel impacts to the maximum extent practicable and may require
compensatory mitigation to offset unavoidable losses of waters of the US. when impacts
exceed the requirements for notification (0.10 acre). The proposed road is necessary to
meet the requirements oft e Internattona Ftre Code. Because the applicant has
minimized impacts to the maximum extent practicable, S&EC believes compensatory
mitigation should not be required by the USACE. If mitigation is required, payment to
the NC Environmental Enhancement Program is proposed.
Please call if you require any additional information or have any questions.
Sincerely,
9C
Jason Payne Kevin Martin
Wetland Scientist President
Attachments:
Pre-construction (PCN) notification form
USGS Site Vicinity Map
Orange County Soil Survey Map
Impact reference map and details
Stormwater Worksheets (DWQ)
Stormwater Calculations (DWQ) Lail (? S
Erosion Control Plan .
Memo RE: Village at Lake Michael - Lake Michael Drive Alignment Rationale
Agent Authorization form
4%00
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
try any panicuiar item is not appucat)le to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information F F (7:Z1
?WO
no Name: VLM Development, LLC i! M
ailing Address:_ Attn: Mr. Tyler Morris 9 ?And
21 I-C E. Six Forks Road Suite 108
Ralei h North Carolina 27609 CL! R At cR CuALITY
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Kevin Martin
Company Affiliation: Soil & Environmental Consultants PA
Mailing Address: 11010 Raven Ridge Road
Ralcit;h NC 27614
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:_ KMartingSandEC.com
Pagel of 8
1 1966,.
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
J 1. Name of project:_ Village at Lake Michael
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 9825-47-6204, 9825-57-2710 9825-46-8987
9825-58-6211 9825-58-4466 9825-58-1209
4. Location ?;
County: Orange ? Nearest Town: Mebane
Subdivision name (include phase/lot number): Village at Lake Michael J
Directions to site (include road numbers, landmarks, etc.): The site is located east and south
of Lebanon Road (SR 1306), approximately one mile north of Highway 70, in Mebane
Orange County NC.
5. Site coordinates, if available (UTM or Lat/Long): 36.10621165, -79.25313799
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
L 6. Property size (acres): +/- 37
f 7. Nearest body of water (stream/river/sound/ocean/lake): Lake Michael and UT Mill Creek
8. River Basin: Cane Fear
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/niaps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site consists of abandoned agriculture fields and
Page 2 of 8
dew
forested areas. Land use in the vicinity of this area is a combination of residential homes and
agriculture.
10. Describe the overall project in detail, including the type of equipment to be used: The
project consists of the construction of a residential neighborhood Heavy equipment
c associated with land clearing grading, and construction will be utilized
> 11 Explain the of the
purpose proposed work:_ The purpose of the proposed work is to meet the
need for housing in this area
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. ( Describe previously approved wetland, stream and
buf er impacts, along with associated mitigation (where applica e . If this is a NCDOT nroiect_
list and describe permits issued for prior segments o t e same project, along with
construction schedules.
Tugwell of the USACE conducted a site visit to review the potentially_iurisdictional areas on the
property. S&EC's Wetland Delineation was approved by the USACE on September 09, 2004
Action ID: 2004210901. r
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No additional required permits are expected at this time
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the a plicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channe s associate with the project^The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
./ and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. P iotographs may be
included at the applicant's discretion. If this proposed impact is strictly or wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 3 of 8
I A%W
1. Provide a written description of the proposed impacts: The proposed impacts consist
of 0.04-acres of wetland impact resulting from road construction
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***
1 Permanent/fill 0.04 No --100 Headwater Forest

..lam. ??11 uupau separately and tdentuy temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.i!ov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.1-acres
Total area of wetland impact proposed: 0.04-acres
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent?
indicate on ma linear feet Before Impact leasespecify)
N/A
* L' N/A 0 N/A N/A N/A
tst each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.eov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest coin, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: No stream impacts are
proposed
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
Type of Impact* Area of
Impact
Name ofWaterbody Type of Waterbody

l
k

indicate on ma (if
( applicable) a
e, pond, estuary, sound,
(
acres bay, ocean, etc.
N/A N/A N/A N/A N/A
* r : __L
GUl11 impact separately ana luennty temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Page 4 of 8
4
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
1be described here and illustrated on any maps included with this application.
?? Pond to be created in (check all that apply): El uplands El stream El wetlands
C Describe .the method of construction dam/embankment, excavation installation of
n draw-down valve or spillway, etc.??N/A
' < Proposed use or purpose of pond (e. .vestock watering, irrigation aesthetic trout pond,
local stormwater requirement, ete.)• /A
Size of watershed draining to pond:,,?N/A,
Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
A detailed delineation was conducted in order to develop a site plan that minimized impacts
Please see the attached memo from Eric Swanson of Bass Nixon & Kennedy that provides
detailed information regarding, impact justification and steps taken to minimize this impact
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one a "'
freshwater wetlands or greater than or equal to 150 linear feet of total imp
streams.
USACE - In accordance with the Final Notice of Issuance and Modificatic
Permits, published in the Federal Register on March 9, 2000, mitigation will 1
necessary to ensure that adverse effects to the aquatic environment are n
including size and type of proposed impact and function and relative value
aquatic resource will be considered in determining acceptability of appropriai
mitigation as proposed. Examples of mitigation that may be appropriate and pi
but are not limited to: reducing the size of the project; establishing and ma
and/or upland vegetated buffers to protect open waters such as streams; and r
aquatic resource functions and values by creating, restoring, enhancing, or 1
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must bE
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
Page 5 of 8
44%W
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetiands/strmgide.htm1.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Because impacts have been minimized to the maximum extent practicable we do not believe
mitigation should be required However, if mitigation is required we propose payment to the
NC-EEP.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wip/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): 0
Amount of buffer mitigation requested (square feet): 0
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
Page 6 of 8
9b?
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
X.
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify. )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 N/A 3 N/A
2 N/A 1.5 N/A
Total N/A N/A
- Lone t extends out .w tcet perpendicular trom near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
No buffer impacts are proposed
Stormwater (required by DWQ)
XI.
Describe impervious acreage (both existing and proposed) versus total acon the site,
Discuss storinwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
The site currently contains no impervious surface The project is approximately 39.75-acres with
11.40-acres of impervious surface proposed Therefore the total impervious surface for the site
is 28.67%. Two constructed wetlands and a wet pond are proposed on-site to treat storinwater.
DWQ Stormwater Management Plan worksheets are attached

Page 7 of 8 T 1
In-
t /
4k..-Q
IV
7- x5
4ft*
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
This site will be serviced by municipal sanitary sewage
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
None

t?d L81 0
Applican?,
(Agent's signature i
s Signature v Date
only if an authorization letter from the applicant is provided.)
Page 8 of 8

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8814.
2 '
Soil & Environmental Consultants
PA
The Village at Lake Michael • ,
Project Mgr.: VLM Development, LLC 11010 Raven Ridge Rd.- Raleigh, NC 27614
KM
NC
Orange County [phone] • [phone]
, Web Page: www.SandEC.com
Scale:
1" = 2,000'
11/30104 Mebane Quadrangle
Prepared by: Jason Payne
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8814 W2 No. Figure 2 -Soil Survey Map
The Village at Lake Michael 4 Soil & Environmental Consultants, PA
Project Mgr.: The Design Response 11010 Raven Ridge Rd.- Raleigh, t1C 27614
KM Orange County, NC [phone] • (919) 84G-9467
Web Page: www.SandEC.com
Scale:
1: 20,000
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Sheet 13
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210.,.,..?z
Environmental Consultants, PA
Rood - Moi;b, Nonb Catalina 27614 • phone: [phone] - Fax: [phone]
www.SmdBC corn
ACENT .AMHORIZATION FORM
&I Blar&s To Be Egged In By The Current Landowner
Nam4? y L j! ?V _nP M. ?,JT_
,Addrass: 21 ? -C e . Sl% ftgILS IZb^Q ? Su 17r=F 101?)! g!?Lg6H, iJG Z 40cl
Phone: ._7Nl _>Nt O Satz l s _,___?1 M - / M D? tJ Ea?t2 (91 cO B 4-4 - 3 5 7 5
Project Name/ Description: WLl-AG8 A-[ tA.KE E-t1 CAALvI-
Date: J y tJ E Z?, Z??- -
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
402
Wilsxvittgto», Nom, d-CL
?-gq
ate,:
FiQld Office:
?-
Re: Wetlands Related Consulting and Permitting
To Whom it May Concern:
L the current pxoportX owrKx, hereby designate and authorize Soil & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit application, to furnish upon request
supplemental information in support of applicati=, etc. from this day forward. The 2 3 r-D day of
This noUfication supersedes any previous correspondence concerning the agent for this project.
NOTIC>r: This authorization, forlUb2'lity and profecsioaal courtesy reawni, is valid only-for
government offitials to enter the property when accompanied by S&BC staff. You should call S&EC
to arrange a site meeting prior to visiting the site.
DK S
Prim Property Owner's Name
cc: Mr. John Dorney
NCDENR -- DW Q
2321 CYabtree Boulevard
Raleigh, NC 27604
ProOwner's Signature
cc: Mr. Kevin C. Martin
Soil & Environmental Consultants, PA
AwrLMSa Of11cc_ Crteensbo O(ficn: -- Nc ??5 --
236 UPAilllp C.ourk Suitt C 3817-S Uwnd4lc Pave 622 Cooo Movnuln Ilene
Concord, NC 28025 Crmuboro, NC 27455 Taylosnllr, NC U681
Phone: [phone] Phone: [phone] Phone [phone]
P=: [phone] r= [phone] Fu: (42A) 635-M2O
BASS, NIXON & KENNEDY, INC. CONSULTING ENGINEERS
10405-E LIGON MILL ROAD, WAKE FOREST NC. 27587
919/851-4422 FAX [phone] www.BNKinc.com
MEMORANDUM
DATE: November 30, 2004
TO: U.S. Army Corps of Engineers
FROM: Eric K. Swanson
REF: Village at Lake Michael - Lake Michael Drive Alignment Rationale
The proposed roadway alignment / wetland crossing at the Village at Lake Michael
project was based on a special use permit requirement from the City of Mebane Fire
Marshall. Based on Section D106 of the 2000 International Fire Code, multi-family
residential developments exceeding 100 units require two separate entrances. To
meet the safety requirement, the number of "dead-end" buildings was to be minimized.
In order to meet the requirement for two entrances, some form of crossing over the
draw that divides the project site was necessary. In addition to the proposed alignment,
two alternatives with equal or potentially less wetland impact were investigated.
Alternatives were reviewed based on constructability to NCDOT standards while
minimizing wetland impacts. Within the subdivision, NCDOT and City of Mebane
required a minimum K = 30 for vertical curves and a minimum 150 foot centerline radius
for horizontal curves. Additionally, vertical and horizontal curves require minimum
separations of 100 feet and 50 feet, respectively.
The first alternative investigated included the construction a road adjacent to the North
side of the existing big pond earth dam that would match the elevation of the earth dam
and meet the roadway pavement elevations on either side. Constructing the alternate
would require vertical curves with K values of less than 20, less than 100 feet
separation between curves, and road grades in excess of 10%, which would not be
acceptable to NCDOT or City of Mebane. The first alternate would also eliminate one
of the only feasible BMP locations and potentially not meet the NFPA code
requirement. Dam safety issues were not considered, but could also be a factor.
Please see -alignment Exhibits #1 and #2.??,?_ _ ?-S
The second alternative investigated included moving the proposed alignment of Lake
Michael Drive North, to reduce the amount of wetland impact. In order to provide any
Page 1 of 2

reduction from the approximate .04 acres impacted by the currently proposed
alignment, the roadway would need to be moved a significant distance to the North. In
order to construct the second alternate, horizontal curves would require centerline radii
of less than 150 feet and separations between reverse curves of less than 50 feet. Due
to poor sight distance this alternate would not be acceptable to NCDOT or City of
Mebane. Please see Re-alignment Exhibits #3 and #4. iJ)v. ?
The currently proposed roadway alignment meets the NFPA safety requirement by
providing the minimum number of "dead-end" buildings. The currently proposed
alignment also provides vertical curves at or above a K value of 30 and horizontal
curves with centerline radii greater than 150 feet, while only impacting approximately
.04 acres. The proposed alignment was the best option to minimize the wetland
impacts and meet the NCDOT requirements.
e
y°.9
?.•'?pF?CSS/0
2555 2n (,?
SEAL 5 ; i
I •e L`?/'AAt1 /?11h?Gf`?i ?. ` l
:tr ,?13•
Page 2 of 2
r
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by D {VQ)
STORMWATER MANAGEMENT PERMIT PPLICATION FORM
Cons-rac+ad we+la;l?
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ 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 INFORitiIATION
Project Name:
Contact Person: Eric W S way) S o kl Phone Number: (Q l f ) g5,1- q,/ 2 A
For projects with multiple basins, specify which basin this worksheet applies to: C_011.5-tract t ed
Wef-14Ifd It-/
elevations
Basin Bottom Elevation 6 3 loo ft.
Permanent Pool Elevation 6q3,5_0 ft.
Temporary Pool Elevation 07.2?`' ft.
areas
Permanent Pool Surface Area sq. ft.
Drainage Area 11,10 ac.
Impervious Area 0 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
to, r'ZI
Permanent Pool Volume
T cu. ft. (combined volume of main basin and foreba))
Temporary Pool Volume cu. ft. (volume detained above the permanent pool)
Forebay Volume 3117y, 21cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI 1. (surface area to drainage area ratio from DIFO table)
Diameter of Orifice in. (.2 to 5 day temporary pool draw-down required)
Design Rainfall 9,00 in.
Design TSS Removal 2 95* 5 % (minimum 85% required)
Form S`VU-102 Rcv 3.99 Pa;e I of 4

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
n n,e?*s Gnr.ron GnnniM ?noer
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ERIC K. SWANSON, P.E. ~
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..,,.ww _
i ~ yO i E'B' BUFFEA + +
GRAPHIC SCALE , b :o „~,t~ 200
0 10
CONSTRUCTED ,N, ,w I WETLANDS #1
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N AVENUE
SHEET INDEX
C0.0 EXISTING CONDITIONS/DEMOLITION PLAN
ABC AGGREGATE BASE COURSE ~ EXISTING CURB INLET
ALUM ALUMINUM ~ EXISTING GRATE INLET/YARD INLET
B-B BACK TO BACK Q EXISTING FLARED END SECTION 27603 C0.1 OVERALL SITE PLAN
BOA BLOW-OFF ASSYMBLY ~ EXISTING FIRE HYDRANT
~"Y~
C&G CURB AND GUTTER ~ EXISTING BLOW-OFF ASSEMBLY
XISTING GATE VALVE ~ CFS CUBIC FEET PER SECOND ~ E ~ ¦ ~6-3600 C1.0 SITE PLAN
CI CURB INLET D EXISTING REDUCER C1.1 SITE PLAN
CL CENTER LINE ~ EXISTING WATER METER
C2.0 UTILITY PLAN
CO CLEAN OUT EXISTING WELL
COM COMMUNICATION EXISTING MANHOLE I
CONC CONCRETE 0 EXISTING CLEAN OUT C2.1 UTILITY PLAN
DCV DOUBLE CHECK VALVE ~y EXISTING POWER POLE
C3.0 GRADING & STORM DRAINAGE PLAN
DDCV DOUBLE DETECTOR CHECK VALVE EXISTING GUY WIRE l
DI DROP INLET EXISTING TELEPHONE PEDESTAL
DIP DUCTILE IRON PIPE JY EXISTING AREA LIGHT P~ C3.1 GRADING & STORM DRAINAGE PLAN
EXISTING SIGN EASE EASEMENT ~ ~1 0
. _ p1~ ELEC ELECTRIC ~ NtW CURB INLET ~ C3.2 STORM DRAINAGE TABLES
/ 4
EX EXISTING ~ NEW GRATE INLET/YARD INLET
FES FLARED END SECTION ~ NEW FLARED END SECTION 4° ~ ~ C4.0 PLAN AND PROFILE
FH FIRE HYDRANT NEW FIRE HYDRANT
P!EW BLOW-OFF ASSEMBLY ~ FM FORCE MAIN _ C4.1 PLAN AND PROFILE

FT FEET N NEW GATE VALVE C4.2 PLAN AND PROFILE
FT/5EC FEET PER SEC ~ NEW REDUCER
NEW WATER METER GALV GALVANIZED
NEW TEE GV GATE VALVE C4.3 PLAN AND PROFILE
L LENGTH I~1 NEW PLUG C4.4 PLAN AND PROFILE
LF LINEAR FEET ~ NEW MANHOLE
LP LIGHT POLE © NEW CLEAN OUT R
S MH MANHOLE C4.5 PLAN AND PROFILE -SANITARY SEWER OUTFACE
PAVE PAVEMENT BENCHMARK C4.6 PLAN AND PROFILE -STORM OUTFACES
PP POWER POLE Y
PVC POLYVINYL CHLORIDE Ij BLOCK AND GRAVEL INLET PROTECTION 1
R RADIUS C4.7 PLAN AND PROFILE -STORM OUTFACES
R/W RIGHT-OF-WAY SILT FENCE INLET PROTECTION C4.8 LEBANON ROAD WIDENING
RED REDUCER \.,;uu„~
RPZ REDUCED PRESSURE ZONE _ _ EXCAVATED INLET PROTECTION ,I
SS SANITARY SEWER II~ k ~C5.0 EROSION CONTROL PLAN -PHASE 'A'
• ,I STA STATION i
TDD TEMPORARY DIVERSION DITCH ~ ~ C5.1 EROSION CONTROL PLAN -PHASE 'A'
TEL TELEPHONE ~ SEDIMENT BASIN
TSB TEMPORARY SEDIMENT BASIN ~ SCALE, 1" = 500' C5.2 EROSION CONTROL PLAN -PHASE 'B'
UG UNDERGROUND ~ RISER BASIN
i~~ C5.3 EROSION CONTROL PLAN -PHASE 'B'
W/L WATER LINE
' ROCK DAM WM WATER METER
WV WATER VALVE C5.4 EROSION CONTROL DETAIL
1 SILF FENCE OUTLET YI YARD INLET
C6.0 DETAILS
- -G - - EXISTING GAS LINE
- -COM- - EXISTING COMMUNICATIONS LINE
- - UT- - EXISTING UNDERGROUND TELEPHONE C6.1 DETAILS
- - UE- - EXISTING UNDERGROUND ELECTRIC C6.2 DETAILS
- - E - - EXISTING OVERHEAD ELECTRIC
- - 4V - - EXISTING WATER LINE ~ } ~ IY, INC. C6.3 DETAILS
- - F~4- - EXISTING SANITARY SEWER FORCE MAIN
- - SS- - EXISTING SANITARY SEWER ERS
EXISTING STORM DRAINAGE SAD C6.4 DETAILS
NEW STORM DRAINAGE
- - - STREAM ~ 7587 C6.5 DETAILS oR~~aca,<<e
1M- NEW WATER LINE ` ~pEESS,Cj'` Fyn':
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NEW SANITARY SEWER _ SEAL r~~~ C255~5
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~ ~ f I / / I I I X1,1 1 ~ ~ 1 Ill ~ \ ~ - ~ / / / / i II I 1 1 / / 1, e ~ l l / ( l / / / ~ / / , j4 1 1 III l/ - / / l / l l / ~ \ 1 ,1 E er a..° I 'r I EXISTING WELLS AND SEPTIC FIELDS TO ~ 1D
~ l 4 I l / / / / / \A1 1 JII , II 111 / / . / / 5 _ _ 1 1 1 ~ BE ABANDONED IN ACCORDANCE WITH
= N bZGa 1 / ~ `L` ~ = ~.1J l \ I I / / / / I I / / tt / 'l \ 1 ~ E ~ / \ \ \ 4 1 l I( Ill-,=--__ - VA II ~ / / / / / \1 1 ti 1 NC DEPARTMENT OF ENVIRONMENTAL GENERAL NOTES MANAGEMENT REQUIREMENTS
N Y03' E \ ~ V \ 1 1 I I 1 V A I ~ ~ - ~ ~ ~ _ ~ I I / / / / / / / / A 1 1. EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND ABOVE, ARE BASED ON A FIELD SURVEY
~18~ .,.42 /1~. ~ 1 1 1 l~ l \1 l II ~ / / i / /r~~ 11 ~ ~ / A 11 \ ~A \vv~vvt ~ \ ,;ill 1(/ ~ I I ~ . h~~ \ 4 \ \ \ ~ \ 1 \ ~ \ , \ \ \ I Ill 1 ~ / / / I Tam ; u~~~~ Y\ ~ 1 1 1 \ \ h~\ \ 1 n 01 i I/ ~ \ I I i D82 AND THE BEST AVAILABLE RECORD DRAWINGS THE CONTRACTORS SHALL LOCATE ALL EXISTING UTILITIES,
.::"<~ed ~ 1 \ 1 I i! y ~l/IIII / 1 II ~ o;°°°;~,~"° UNDERGROUND LINES, AND STRUCTURES AS NECESSARY TO AVOID DAMAGING OR DESTROYING EXISTING SERVICES. N
ar 656.8+' ~ ? I \ \ \ \ \ \ \ \ 1 \ ~ / I 'III 1 III 11 / l / ~ / ~ / / - ~ I 1 I I 1 ~l _ o 2. CONTRACTOR SHALL CALL NORTH CAROLINA ONE CALL 1-800-632 4949 AT LEAST 48 HOURS PRIOR TO ~ z -
~o,~. I I 1 1 \ \ 1\11 0/ ~ Ill/1 / ~ , ~ \ Ii Ear. ~ l I \ \ \ ~ \ \ \ 1 I ~ / / ~l III ll / / l l ~ / / / ~ ~ , \ ~ l I C 1 l I 1 1 ~ 1 1 \ 111 I i///// ~ IIIII l / 6~ - ~ \ t1 I / ~ 1 BEGINNING CONSTRUCTION OR EXCAVATION ON SITE TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO z 0 N
4}1 1 1 1\ \ \I 1 I II 1 ///i lull/Ill / / ~ 1l 11 ' bl 1 \ V ~ \ 1 1 ) I 141 111111 ! 111 1 ~ ~ vv I \1 1 CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN INDEPENDENT LOCAT I ~ a w ~ ` OR SERV CE. CONTRACTOR SHALL _ ~ ~ IMMEDIATELY REPORT ANY DISCREPANCIES TO THE ENGINEER. o U
P`,. 1 1 1 1\ 1 1 1', 11; 4 vl 11 I I I/I, l!/~llll 1///// ice-- \1 I1 \ t 1 1 \ \ ~ 1 1 I f III }ll ~/J~/111i~ %~ll!/1111 1 \\I\\ \ v N
6~ ~,`,e ~ / \ 1 \ \ \ 1 1 1 ~ I I I I 1 I ~ Pond / / 1 I ~ / / ~ / ~ \ \ i 1 ~ \ \ \ 1 I I~ I 1 1(C, ~///////I I ~ ~ \ \ ~ 3. ALL DEMOLITION, AND ANY SUBSEQUENT CONSTRUCTION, SHALL BE PERFORMED IN ACCORDANCE WITH THESE w p
~0 1 ~ \ \ 1 I I ~ ( Wbter oer. ezo~ l / / l J / / ~ i; 1 ~ \ \ \ \ ~o\ I s° 11111.11\11i / ~ \ PLANS AND SPECIFICATIONS SET FORTH BY T}iE CITY OF MEBANE CONSTRUCTION STANDARDS.
~1g~ ~ t A \ \ \ \ 1 II I1 ~1\\\VA11~i 1//111 / / 'v ~ \\VA o \ 4, THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ~ ~
1 1 1 1 1 I I( I `,1 1111 1, ~ I f 1111 l /7 / 1 ~A V\ g 1 1 1 ~ , ES TO ( 4 1 1 V A111 11 1 Iil I /IIII I 1,/// / i t V A\, fi ll 1 I II III V A I II a 11h1(ll 1. /Ill ~1\ \ \ ' ACCORDANCE WITH PERMITS AS ISSUED, AND ANY AND ALL APPLICABLE STATE COUNTY AND LOCAL CODES. a
~r.-, ~ c' 1 m 1 1 1 BE REDO D 1 I III I I, i I I 1,//// I h 1 -0 1 ~ ~ 1 1 I I I ~ I 1 rl Ijl II l 1 1 1 1 / I VA ~ f l 1 1 1 1 1rrryCa~ 11~ ~ v I v, l i l l l ~ l S I; I U~ / 11 ~ / l ~ ~ 1\\ \ o 0 \ 1E~
~ ~ ell I I 1 ~ I vim` I ,.11fIlII I IIII Ill 1 1 1 11 l / / / / / V VA 1 i~ 1 I 1 ~ v I I 1 / ~ I ll l~ I I 1 1 1 i I 1 v 1. A ~ v~ 1 1~ I II 11111 I/ l/ , C A I, A l 1. \1 5. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, AND/OR ANY OTHER
ii i V w I I 11\VA v 111 ~tEv~ ~ Ilil I Ill / / v \ 1' REQUIREMENTS WHICH MUST BE MET UNDER CONTRACT. O 1~ i z
! 1 1 1 i f I 1 v 1 1 1~ ~ I I I II I I I/ l l l -0 1, 11 i l l. / 1 1 1 1 1 I I 1 1\ V 1 1 1 IVA '~NG~I 1 II I I I/ l I i 1 / i m 1 ,1 ti 1 1 I 1 ~ l v v ~ ~ ~ 11/~~~ / I / 1 I l / I 1 I! I I ~ I ~ 11 1 \vv v 1 .1 \VA {1 II// 1 ll / 1 I 1 ~ ~ 1 1 ',1 1 TO BE DEMOLISHED AND { 1 l PROPERLY DISPOSED 6, ENGINEER AND/OR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND/OR METHODS ASSOCIATED
~ / 1 \ 1 1 11 1 1 1 1 7 1\ ~vA 1\ 111 ` ~I 1 II 11(( ~ w ~d1 / 1// / 1 „ 1 1 1 ~ a IIII 1 1~ l l I I I I 11 1 VA\VA, 1 II (1 l ~9 ~ ) v 1 1\ 11 1 } 11 ~ WITH THE PROJECT AS SET FORTH IN THESE PLANS. m (n
20, ~ I 1 \ v 1 1 } h1 ~ 1 I I I l 11 dl II I 1 ! / 1~ \ \ ~ 1 ~ 1 1 I 1 ~ } 6rvb lee, 1 1,11 I 1 \ \ \ \ \ ~ i ~ 1111 ( l I / / / / ~ e 1 II ~I 11 V A 1 1 1 1 , I 1 11 11 1 ~A \ II I,1 11 l t l/ r 1 ~A \ ~ z 1 m Z \ ~ 7. THE RELOCATION OF ANY UTILITY SERVICES REQUIRED TO COMPLETE ANY PORTION OF THESE CONSTRUCTION ~ ~
woodrond HNghb 1 ~ I I 1 ~ I 1 1 ',1 \ , ~ ~ fl ( ) ! , / / / I 1 SrrdYe er ~ 1 ~ \ 1 \ \ \ \ \ 1 I , / - ~1 1\ 1\ \ \ \ I i ~ J l l l l I I l l ~ \ \ r', ~ 1 P,a„w,,, 1 Ill/ I 1 \ \Q \ \ 1 1 I , - \ \1 ~ ~I I I, 1 1 I 1 / ! , / / / - / \ ~ \ 1 Q ~ PLANS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ¢
I 1 EXI TMt~ EN FERlCE\ T~ ~ \ ~1 / - _ ~ 1 V 1 VA 1 1 ~ I 11 1111 1 I I 1 / l / ~ / ~ V A 1 ~ ~ dP l~, 11 1 1 1 1 1 / 1~ J III I I I / ~ L\ \ -~F--~--~- TREE PROTEC110N FENCE ~ f-
SP SE \ 'I' / / / ~ I I I / I I 1 / / / Brad I I ~ Q ~ I /l II I III)~~ i1,~I1 Illls 1111 ~ / v 1 1 1 v, Il ~~~1 \ ~ A \ } ( 1 1 )Ij l If I ~I III ,II,}~~\ ! \1t ~l / ~ / / \ ~/vim ~ / 8. CONTRACTOR SHALL MAINTAIN AN "AS BUILT" SET OF DRAWINGS TO RECORD THE ACTUAL LOCATION OF ALL
' 1 \ 1 1 1 1 1 I \ \ ~ l I /1 (I II ~11~ I ~I II ~ V' r/ /IIII 1 / ~ 1 i BePI Ij ~ !I ~I~ \ 1 \ V 1 la ~ I 1 ~ / / J } I I { l I I ~ ~ ~ , / 1 ///1~~~ I I / / / 2 / V i v, ` ~ ~ ~ PIPING PRIOR TO CONCEALMENT. i ~ ~ .t Z
\ 1 1 1 1 ? I, 1 I ~l l / II 1 ~ ~.'1 I ; % -e- ~ /IIII)/ / //1 I I V 1 1 \ _ / 11;'l~ 1 \ 1 ~ II I f 1 ~~l I r~ ~ ///l/1 ~~~//Ill / / / / \ ~ ~ TREES TO BE REMOVED o W O ~ i ~ ~ ~ 9. IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS ~ Q
/ ~ ~ ~ A 1 1 l l i l I I III/ I l 111 ~ 'JIl / Ill/ ~~l / A A v ~ N~ 1 ~ ;I~l 1 r~tl 1 1 1111 l 1'Illl i ~ ll //i~1 ~ ll///i 111 ~ / v v ~ ~ OF SUCH DEPARTURES ANO REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO i o U
194 s 1 ' ~ ' { I 1 I 1 1 l t l I I I I 1 r, l / l l / ~ / 24.42 acre ± ~ertrauvn~ \ ~Wdw ~ ' ~i a ~ 1 11 l l , II I ~ 1 11 / 1 ll ~ v v_ 1 I I / 1 11 v ~1 V I I~ I I , I I//,- ~ 1 ,1 ~ P°"d wa• 1/ /ll /j I I I 1 A \ ~ ~ doom/ ~ ' ' DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE EXPRESS WRITTEN PERMISSION OF °i °o
I / I 1 I 1 l V 1 1111 ~ l I i I I r e. A 11 ~ w~t~ / / / / 111 / / (ova ~~_M R/~ \ v v / ~ ~ , it \ ~ 1 1 1 I I 1\\~ I _~01 1 \Eler.633'~ Il1ll l/////111 I V i/ ~ ~ ~ , THE OWNER. /r z II
I, I / I I I I I \ 1 ,11\ 1 ;I lair _ 111) / 1 111 I I I/ ~ , v l l I / 1 1 1 ( 1 1 I l l 1,111 , I I- 1 ~ J / \ ` ~ 10. THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS ~
g ~l ! l 1 1 I } I 6r l II//i ~ 1 1 11 / ~ .111',., /111 }I///ll I I \ ~ ~ aso~Izs. 'I ~ I / 1 1 1 \ ~ 1 1 / ~ 11 I) - vVA I 1 III / III I / / l / 660 ` / / ~ OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES, OR HIS WORK. ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT N
I / 1 1 1 1 1 1/ 1111% ~ 11 1 '111 I11lll 1111 1 1 1 1 ~ ~ _ ~ ll 5 I I III I l r r Ill / t N 11 Il I( I v--~ ~ / m 1 1 Ilti / I 1 1 \\1 I~/45~ ; 11\~ ' 1 1 1 1 1 1 1 1 1 / , ~ SITE ON A DAILY BASIS. z - ni ' 'i ~ X J
S 193 STING WELLS ANO S~P11C Fl To+ 1 I ;1 ~ \ ! I) 1 \ l 1 I I~ , b 111,1 \ I t II (I 111 ~ 1 f 1 I I / ~ ~ ~ o II EXI I \ 1 ~ \\11 1 )~l 1 1 \11` I ~h tr m 1 I I 1 I ~ / / ~ o p W ~ ~ ~ 11. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NUMBER 37001C0132E, DATED ~ cn
s : ~ I 1 BE ABANDONED IN ACC RDAN~E TH ~ I ` { l I l/ j 1 I - I I I \ ~ I I , / / 11 ~ 1 I \ 111 ~ ~I I; II 1\6,J~ Ilv I / 1 ~ / / / ~ ~ ~ I NC DEPARTMENT OF EN RONM~NIA~ 1 1 1, 1 1 1 111 ( , 1 \ 1 I I I I I I / ~ ~ i i DECEMBER 22, 1998.
~ I ~ 1 A l ~ I I I ~ I I )111 II\vV 11 \ 1 I ~ / a MANAGEMENT REQUREM NTS I 1 I 1 \ 11 \ \ \ \ I ' I I 1 ~ \ ( I 1 III I I ~ / / ~ 1 I 1 1 1A \ o A .I ~ ~ 1 ~ II 1111 \vv1111 111 { / I ~ , / / i
1 4 I 1 1 1\\\\ 1 \ L- I I I I i \ 1 1 1 I I 11 1 0l 1 1 ~ 1 ~ 1\\ 1 \ \ - I ( \ ~ 1111 \ `~a ~ ~ ~DIasC~ 1 t I / / / / / ~ 12. SURVEY PERFORMED BY BOSWELL SURVEYORS DATED 11-14-03 AND REVI 7- 1- ' / ~ r SED 2 04. ~ ~
~p 1 1 I \ IIII ~,1 \ \ " -Ill 1,, (1 2t \ 1 I / / / / B 1 Il I 1~ A\~{ 1 11.1\ \ v/ A vvvv~ v ~v 1 1 ~d1; 1\ I I 1 / _ 92 , M \ ) 1 ja at 1 / / ~ ~ DEM LITI N N T 0 0 OES
\ / ~ l,l ( o \ \ m I Iti11 ~ \ \ I\\ \1 ~ 11\ a~D~,~ 111 I I / / ~ s I \ 1 1 1 ~1 N I I I I I\ I l 1 1 ''~C ~ \ 1 1 11 /
o , \ \ , l l Ilfll \v ~ ~ I I\11 v 11\ vvvv\v v 1 ~ I I ~ I l E~ I I III ~ \ \ 11 \ _ \ 11 ~ ` \ \ ~ - 1 l / ~ 1. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION SI AN ~ ZE D / ~ MATERIAL COMPOSITION OF ANY EXISTING WATER OR SEWER SERVICE PROPOSED FOR CONNECTION OR USE ON
~ / A l I I III I VA 1111 //~v v v vvv 1~~vvvv v vv ~ (1 1 I D / \ \ 1 1 I I I ~ \ ~ \ ~ 111. \ \ \ \ \ / / ~ ~ ~ THIS PROJECT, ALL VERIFlCAl10NS AND DISCREPANCIES SHALL BE A I DDRESSED PRIOR TO COMMENCEMENT OF
/ S DE FENCE 111 ) ~ ~ \ \ 11 ~~v\\\\•J\\ \6 \ I N I 1~~ l I, I e s 7.8 / I 1 \ JJ \ e 1 I ~ ~ ~ ANY WORK.
B RCP ~ / I 129 / N BUI ING Td BE l~ ~ \ ~ \ \ EIA \ \ \ 1 I I / ~ - 67089 ~ ~ I Z 1 I 1 1 \ \
Naoae m Imd omec ene) II w / ~ .t 4 I D O D I \ /~l j V ~ A V VA\\ VA V ~ I I I ° N f \ A A V A~ Q A \ ~ I 1 I l o m ~ I I ~ I I I l \ 1llll%~ \ \ \ \ \ I i~ ~ 17 ~ IIII ( \ ~ \ \ ~ \ 1 L -i- I ~ ~ 2. THE CONTRACTOR SHALL ABANDON OR REMOVE ALL EXISTING SEPTIC FIELDS SEPTIC TANLS AND WATER _ ~ , I ~ 1 WELLS IN ACCORDANCE WITH NC DEPARTMENT OF ENVIRONMENTAL MANAGEMENT REQUIREMENTS.
. I / ~ I \ \ \ \ \ - \ ~ \ \ \ IJ I 1 I l ~ 1 ~
s I I I a I I I \ v v vV v,- vvv 1~ ~I I l 1 1 o ~ ~ \ I I .1 1 \ 1 / N 6, \ / - , \ 1 I ~ I f" 1 + EF c + ^ I 1 m I I I \ \ ~ 1~\ \ \ \ WO{h1f1 -s--~-1~} 1I ~ \ P I Emna 3. CONTRACTOR SHALL FIELD VERIFY THE DEPTH OF UNDERGROUND ELECTRICAL AND TELEPH N T Fp 0 E 0 ENSURE
N rarnr m / 1 1 li ~ ( I \ 1 L \ % \ \ e \ / 645 ~ \ EI lu'1 I I ADEQUATE CLEARANCES FOR CONSTRUCTION. IF ANY N TR Tl ~ ~ ~an• COS UC ON SHALL IMPACT ELECTRICAL LINES AND/OR
28 ~ f I ~ I l ~ ~ \ \ \ \ 1 s / \ ~ ' T~F~ ~I~zR~e• 2 ~ 1 l ~ STRUCTURES, CONTRACTOR SHALL CONTACT LOCAL UTILITY PROVIDER TO HAVE UTILITIES RELOCATED. U 1~ - o
yp I I ' r 2r 2 I0.`I •~z r ~ 1 \ \ ~ ~ \ \ \ 1 \ L ' - ~ / \ L \ \ ~ \ \ \ \ \ \ 4. CLEANOUTS LOCATED IN AREAS OF DEMOLITION OR SUBSEQUENT CONSTRUCTION SHALL BE PROTECTED FROM
~2 1 ~ J/4" ~ ~ \ ~ - V A ~ ~ A~ ~ ~ ~ 11/ / / ~ A V~ \AA ~ VA \ f / DAMAGE AND RAISED TO FLUSH WITH NEW GRADE, ~
~ EIP ~ ro4,~',at I iIKG ROVER ANN - \ ` \ \ ` ~\\1,, / /I \ \ < ~ 1 , P LE Td, BE D v \ V1 ~ I v \ ~ / / ~j c 5. PERMANENT TREE PROTECTION FENCE MUST BE INSTALLED PRIOR TO COMMENCEMENT OF ANY WORK, 11 '
5 ( 1 1 1 \ Q 1 \ \ x,111 (r~~/ ~ \ / ~ U
~ I /$ep4 the 1 1 1 1 v \ 1 v V v _ - vv ~ ~ 11 v 1~ 'III / \ \V A p~vr•. ~ I ~ \ \ - - _ ~ \ l \ \ III I I / 6J8 _ \ 6. N T ~ `o 0 ALL TREES TO BE REMOVED HAVE BEEN SHOWN ON THESE PLANS, CONTRACTOR SHALL REFER TO ~
~ ~HL~1ND , \ 1 \ EXI At~D ~EP C LDS\TO \ m.~se~:upi / \ ` \ \ \ 1 ~ I I / \ \ 1 °ul I 1 ~ v _ _ _ _ - v~)I \ V A 1 11 I 1 I \ V A ~ - waver c Howad _ (50 RAW; " ~ ~ \ ~ ~ E IN ACCORD CE ~ITF?` v A \ \ V ~ I I / ~ \ - ~a LANDSCAPE PLANS FOR ADDITIONAL TREE REMOVAL WHICH MAY BE NECESSARY IN THIS PROJECT. Z r C Fbw°rd C aid ~ aj ~
1 l 3 oK„ ar 1 AR11~NT F N TALC v ~ 1 \ 11 ''JII 11 V A Beetle Ruth Howard ~ ~ 1 ~ VH3ONTiE~J ~ _ _ v / 1 1 II 1 ~ \ \ ~ / 1 / / V A oa n4 rc ~s R4 MGHowdrd C 7. THE CONTRACTOR SHALL COORDINATE WITH ALL LOCAL UTILITY PROVIDERS PRIOR TO COMMENCEMENT OF (1~ o O
2 1 I MA~JA6'FlENT 1QEQ EM~NT~ \ \ \ a ~~~k 1\ \ \°ss \ ~'ti/% / / -~c"\ I 1 ~ v ~ 1 1\ V I ~--I WORK. .o a~
1 \ \ \ ~ Walter C. Howard
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~ TRACT 1:9825-47-6204
TRACT 2: 9825-57-2710
TRACT 3: 9825-46-8987
TRACT 4: 9825-58-1209 TRACT 5: 9825-58.6211
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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} a z c7 z
- ~ 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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«;v

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 G5.0 THROUGH C5.4
STANDARDS AND SPECIFICATIONS, LASTEST EDITION.
~ M 0 ~ 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. 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
~ p ~ ~ ~ CONTRACTOR SHALL NOTIFY ENGINEER IF ANY DISCREPANCIES VERIFICATION OR MODIFICATIONS BY THE ENGINEER, THE MODIFICATION SHALL BE OBSERVED PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA IMPLEMENTED,
~ ~ t ~ o~p 2 a. ~ u'~-o COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE
o OQn ~ oa~°r ~ ~ ~ a, c ~N WITHOUT PROPER NOTIFICATION. 3. A DETAILED PHASING PLAN HAS BEEN INCLUDED AND WAS THE BASIS OF
~'h m~~"?' ~O~J N L~-.cj n~~ ).m ~(0 N~pj ~ QQm~ EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE DIRECTED BY THE 3, UNLESS OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ENGINEER, THE CONTRACTOR SHALL CONFORM TO REQUIREMENTS OF THE
00 00~~ ~ Q ~ ~ OOp Q ph Q ur,~ ON PLANS INDICATE FINISH GRADE OR PAVEMENT SURFACE. DETAILED EROSION CONTROL PHASE PLAN.
~ ~ ~ eW~ ~~m 4, WHEN HAND PLANI1NG, MULCH (HAY OR STRAW) SHOULD BE 4. ANY PROPOSED CHANGES TO THE DETAILED PHASING PLAN SHALL BE
a ~n ~~a 000 0 ~ \ ~Z UNIFORMLY SPREAD AND TACKED OVER SEEDED AREA WITHIN 24 HOURS FORWARDED IN WRITING BY THE CONTRACTOR, THROUGH THE CIVIL ENGINEER, AND
, ~ ~ ~ \ / ~ 1 c ~ ~ ~ ~o ~ ~ i \ 1 / / I ((1111 V~..r OF SEEDING. APPROVED BY THE EROSION CONTROL INSPECTOR PRIOR TO IMPLEMENTATION. DIVERGING FROM THE SCHEDULE WITHOUT APPROVAL MAY COMPROMISE THE
a ` /v v\ ~ J I l l ll 1 j 10v~~ 5, DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A POSSIBLE
TEMPORARY COVER ON SLOPES THAT ARE 4:1 OR STEEPER, MULCH WILL VIOLATION.
~ ~ ~ m ~ 1 ~ iii \ ~ l l BE ANCHORED. 5. PROVIDE GRAVEL AND HARDWARE WIRE FILTER ON ALL CATCH BASINS, o
C~~ ~y ~j// iiiii~ 1. l } I ,I:. I 6. ALL EASEMENTS WITH PIPES AND/OR STRUCTURES SHALL BE ~
0 ~i j / iii ~ / I ~ ~ ~ ~ ;I ~:'I CLEARED AND GRUBBED AND SEEDED, N ~ Z a
~ ~ c 2 / ~'~_I ~ v r v / ~ .I . A ~ , 7. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. - ? c~v
FEMA MAP NUMBER 37001C0132E> DATED DECEMBER 22, 1998. J Q SEE SHEET C3.2 FOR STORM DRAINAGE TABLE o z_
8. ALL PIPE SHALL BE CLASS III REINFORCED CONCRETE PIPE UNLESS Q J
r J ~ 1 ~ ~ A A \ ~ 1 / ~ \ OTHERWISE NOTED. U 0 (n a
I I I ~~II ~ r , 60~~,. ~ ~ \ v SEE SHEET C6.4 FOR DISSIPATOR AND ~ a 9. PROVIDE GRAVEL AND HARDWARE WIRE FILTER INLET PROTECTION ON ~ ~ U W
z IIa I11111I~ 1 ~ / ~ ~ 1 I 1 ~ ~ / l ~ - ~ i ~ AAVA ALL CATCH BASINS. SEDIMENT TRAP INFORMATION. o = Wz ~
~ 11 I 11111111/ ~ / / - -l ~ ~~~-1 ~ ~ / - 1 \ ~ m ~ -''II ~ III I ~ ~ j ~ ~ / ~ A v o jl (I ~ li . ~ FES83 ~ 1 ~ A ( \ Z 10. CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF ~J,J = 0 cNo
1: ~i .V / \ SC \ \ ANY EXCAVATIONS GRADING OR ~ Z M EXISTING PUBLIC UTILITIES PRIOR TO Z C7
I C NT TO THE z - ~ ° ' INSTALLATION OF UNDERGROUND UTILIT ES ON OR ADJA E W - J ~ F- O PROJECT. t(
a / / ~ v / / _ ~ ~ ~ I ~ CLCOW^
o L ~ / 1 v 77: ~ 1 ; ~ / ~ J 11. ALL CATCH INLETS SHALL BE NCDOT 30-INCH WIDE STRUCTURE WITH p ~ p o~~~ BICYCLE FRIENDLY GRATES, GRATES FRAMES AND BOXES SHALL BE Z ~
I / I i - CERTIFIED NCDOT APPROVED. W N " Y X"
~ I I 1 ~ / ~ ~ ~ ~ Casa, ; ~ ~ ~ ,,III / I ~ v W~ 4 12. EASEMENTS FOR ALL PROPOSED WATER, SEWER AND STORM ~ Q W
1 } tll} / I ~ 1 I I h~ b 11 1111 I ~ I ~ ~ cro DRAINAGE UTILITIES WITHIN RIGHT-OF-WAY SHALL BE DEDICATED TO THE N fV _N z
~ lc Ill ~ ~ o / ~ / 1 1 ~ . CITY OF MEBANE ON THE FINAL PLAT. ALL OTHERS ARE TO BE p ~ ~ ~
1111 ~ / ~ wenA ,~,p , / / ~ - ~ x Ili / J 1 / ~ 1 - _ ~a PRIVATE. Q Q ~ z o - 0~~~
I ~ l 11 11 / / / ~ / / / _ 1 111 I I i / ~ - ~j - o X ~ 13. ALL PIPE SHALL BE CLASS III CONCRETE PIPE UNLESS OTHERWISE J ro ~ ~
~ io111I1 / / ~ / / / s 1 I I I I _ / / / C NOTED. J J ~ - ~ Z ~
~ ~ ~ III i / / / / K i- 9 , II / , / T~ - ~m 0 11 I / ~ ~ ~ _ - a ~ RA R ~Z~ 14. ALL EXISTING VEGETATION IN BUFFER AND/OR UNG DED A EAS ~ J
1 ~ Ih~ ~ / ~ I ~ ~ _ 1111 ~ / / SHALL REMAIN INTACT. NO CLEARING IN TREE SAVE AREAS. W W 0 u.l "(n azc~z
~ ~ 1 I I ~ ~ / / / ~ / / / aO~O 15. ALL LOTS WILL BE CONNECTED TO THE CITY OF MEBANE WATER AND rr~~Z W =
I ~ 1 11 / / ~ ~ ~ , ~ II t I1 ~ , / ~ / / / ~ SANITARY SEWER SYSTEMS. v~ U a a
,t 1 ,4 } , , , , ~ - ~II I 1 ~I ~ ~ ~ / / ~ _ OWOW 16. ALL WATER LINES SHALL BE TERMINATED IN ACCORDANCE WITH CITY r J J M c9WOW
II ~ III - ~ ~~a , ~ STANDARDS AT THE SECTION LINES IT THE DEVELOPMENT IS W ~ ~ ~
60 ll I i ~ I ~ - ~~r / i~~/ / / / ~ / i~~ _ CONSTRUCTED IN PHASES. ALL STORM DRAIN LINES AT THE END OT A SECTION LINE SHALL BE TERMINATED WITH A TAIL DITCH TO DAYLIGHT.
o ~ ~ I I ~ I III / / / / / ~L (9' / / ~ / / / N ~ / ~ - . ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR
RESOLUTION ~ ) ~ ~ 1 ~ 1 ~
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GRAPHIC SCALE
l4i- 50 D 25 50 100 200
G
( IN FEET) W LL 00
1 inch = 50 ft. W Q C4 U
N
N
N

'IPE PIPE PIPE DOWN PIPE PIPE PIPE
DOWN PIPE PIPE PIPE DOWN PIPE PIPE P'. STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SU SIZE LENGTH SLOPE VELOCITY DESCRIPTION STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION IN FT FTIFT FTISEC PIPE ACRES 010 CFS 010 CFS IN OUT IN FT FTIFT FTISEC
g 010 CFS 010 CFS IN OUT IN FT FTlFT FTISEC PIPE ACRES 010 CFS 010 CFS IN OUT IN FT Fl PIPE ACRE
3.68 4' CI CI.76 658.00 652.50 0.34 7.10 0.75 1.12 1.12 3.13 4' CI
10 0.65 1.49 1.54 3.43 18" ADS CI-89 650.00 646.00 0.7 7.10 0.75 3.49 3.49 DI.26A 666.50 662,15 0.33 3 32 0.011 2.28 18" RCP P•76 652,50 652.00 1.12 652.92 652.31 15 32 0.016 4.63 15" RCP
1.54 662.64 662.04 15 105 0.008 2.04 15°HDPE P-89 646.00 645.65 3.49 646.79 646.86 18 32 0.0 P-26A 662.15 661.30 4.97 4' CI CI-75 658.00 652,00 P-76 651.50 0.39 7.10 0.75 2.07 3.17 4.36 4' CI
CI-26 666.75 661.30 P-26A 661.10 0.34 1.10 0.65 1.54 3.45 4.49 4'CI CI.88 650.63 645.65 P-89 645.45 0.7 7.10 0.75 3,49 6.93 j 128 0,005 5.42 18"HDPE P-75 651.50 649.70 3,17 652.22 650.26 15 131 0.014 5.9 15" RCP
3.45 661.85 661.18 15 32 0.016 6.16 15" RCP P•88 645.45 644.75 6.93 646.55 64577 18 128 0,0 P•26 661.10 660.60 3 5.42 18" FES DI.74 655.80 651.00 0.42 7.10 0.65 1.94 1.94 3.69 DITCH INLET
CI.25 667.00 661.10 P•27 660.20 0.49 1.10 0.65 2.46 5.87 4.57 4'CI FES-88A 648.00 644,75 P•88 644.15 6,93 18 P-74 650.00 1.94 651.56 650.48 15 110 0.009 4,45 15"HDPE
660.60 P-26 8.58 HEADWALL DI.73 660.00 651.00 P-75 649.00 O.D9 7.10 0.75 0.41 5,43 4.92 24X36 DI
5.87 661.06 660.08 24 137 0.007 4.42 24" RCP HW-86 653,00 647.50 9.80 5.80 0.65 37.24 3724 P•25 660.20 659.20 161 0.030 7.61 30" RCP 650.00 P•74
65 0.65 0.65 2.68 18" ADS P-86 647.50 642.40 37.24 649.57 645,07 30 161 0.0 DI.24A 667.00 661.75 0.14 1.10 0 7.47 PRE-CASTMH P•73 649,00 646.50 5.43 649,90 647.17 18 158 0.016 7.11 18"RCP
P-24A 661.75 660.00 0.65 662.07 660.24 15 105 0.017 4,04 15"HDPE MH-85 649.00 642.60 P-86 642.40 36.82 ) 73 0.011 6.79 30" RCP DI.72 650.80 646,00 0.39 7.10 0.65 1.8 1.8 3.6 DITCH INLET
0,65 0.65 1.28 3.25 4' CI P•85 642.40 641.60 36.82 644.37 643.75 30 73 0.0 DI-24 66720 660.00 P•24A 659.50 0,14 7.10 8,55 5' RI P-72 646.00 645.20 1.8 646.53 645.89 15 83 0.010 2.58 15"HDPE
1.28 659.95 659.34 15 32 0.016 4.81 15" RCP RI.87 64725 642.50 1220 5.44 0.74 49,51 49.51 P-24 659.50 659.00 8 29 0.017 10.75 36" RCP DI.71 652.80 645.20 P-72 645.00 0.26 7.10 0.75 1.38 3.12 427 18" ADS
CI.23 668.00 659.20 P-25 658.80 0.16 7.10 0.65 0.57 7.52 4.95 4' CI P-67 642.50 642.00 49.51 644.79 643.86 36 29 0.0 10.01 PRE-CASTMH P-71 645.00 644.80 3.12 645.72 645.59 15 22 O.OD6 3.84 15"HDPE m ~
659.00 P•24 MH-84 648.00 641.60 P•85 639.80 84.28 CI.70 654.20 644.80 P-71 644.50 0.26 7.10 0.75 0.92 4.02 4.1 4' CI N ~
P-23 658.80 658.00 7.52 659.77 658.88 24 116 0.007 5.65 24" RCP 642.00 P-87 " R P P-70 644.50 644.00 4.02 645.43 645.40 15 32 0,016 3.28 15" RCP Z Q 2 178 0.010 11.69 42 C
DI.22A 668.50 663.00 0.02 7.10 0.65 0.09 0.09 1.60 18" ADS P•84 fi39.80 638.00 84.26 642.66 640.46 42 178 0.0 Z ~ 2 11.69 ENDWALL CI.69 654.41 646.50 P•73 643.50 0.26 7.10 0.75 0.96 10.22 6.58 4' CI N J Q
c 0.09 663.62 663.08 15 25 0.020 2.40 15"HDPE EW-84.90 648.00 638.00 P•84 638.00 84.28 42 P-22A 663.50 663.00 644.00 P•70 ~ ~ Z
CI.22 669.10 663.00 P-22A 660.00 0.04 7.10 0.65 0.17 0.26 2.10 4' CI Q J 6.78 HEADWALL P•69 643.50 636.00 10.22 644.73 636.81 18 253 0,030 10.54 18" RCP U ~
~ 0.26 66020 659.13 15 32 0.031 3.84 15" RCP HW90 645,00 639.00 7.49 4.69 O.fi5 23.02 23.02 Y P-22 660.00 659.00 m 0.4 7.10 0.75 1.48 1.48 3.4 4'CI v/ ~ D 91 0.019 8.77 30" RCP CI.68 643.05 638.50 ~ Q
o CI-21 669.00 658.00 P-23 657.40 0.03 7.10 0.65 0.14 7.79 5.00 4'CI P-90 639.00 638.00 23.02 640.63 639.32 30 91 .C z EW 84.90 648.00 638.00 P-90 638.00 23.02 30 638,50 638.E 1.48 638.98 638.36 15 32 0.016 5.01 15" RCP ~ CC U D 8.77 ENDWALL P•&8 W 2
659.00 P•22 DI.67 640.60 637.00 0.39 7.iD 0.65 1.8 1.8 3.6 DITCH INLET W ~ f" z Z ~
657.20 7.79 658.39 658.26 24 39 0.005 4.61 24" RCP m P-21 657.40 'o 10.21 P-67 637.00 636.00 1.8 637.53 636.45 15 98 0.010 4.54 15" HDPE W = t0 0 tN0
"c DI-20 668.15 661.00 0.28 ~ 10 0.7 1.40 3.56 4.55 4'CI HW-92 641,50 29.49 4.68 0.69 95.59 95.59 m Z (~~Zm 0 46 0,015 11.23 DUAL 30" RCp DI.66 643.90 636.00 P-69 634.00 0,4 7.10 0.75 1.5 14.54 8.49 24X36 DI z - ~
"c P•20 661.00 659.00 3.56 661.76 659.42 15 50 0.040 6.91 15"HDPE DP-92 637.40 637.40 95.59 639.67 638.72 30 46 O.C 8 W_~~„~ 1123 638.00 P•68 Q ~ W ~
CI.19 669.00 65720 P-21 656.50 0.16 Z1D 0.65 0.57 11.82 5.80 4'CI EW-92A 641.50 636.70 636.70 95.59 `td - ~ ~ ^(Y 636,00 P-67 0) ~
a 659.00 P•20 001~~ P-66 634.00 629.00 14.54 635.40 630.00 18 160 0.031 11.63 18" RCP z W
P-19 656.50 655.00 11.82 657.74 656.51 24 164 0.009 4.66 24" RCP DI.65 633.80 631.00 0.51 7.10 0.65 2.39 2.39 3.95 DITCH INLET W N Y ~ W~
a CI.18 665.00 657.00 024 7.10 0.7 120 1.20 3.19 4'CI DOWN PIPE PIPE P IPE PIPE PIPE VELOCITY DESCRIPTION P•65 631.00 630,00 2.39 631,62 630.53 15 102 0.010 4.83 15"HDPE 1- Q W iIZE LENGTH SLOPE
P-18 657.00 656.50 1.20 657.43 656.80 15 22 0.023 5.27 15"HDPE STRUCTURE STREAM TOPELEV, INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SL 3,21 24x36 NCDOT-CB PIPE ACRES 010 CFS 010 CFS IN OUT IN FT F' IN FT FT/FT FTISEC .OD P•65 629.50 0.26 7.10 0.75 1.44 3,78 4.65 4' CI N fV . tV CI.64 636.03 630
CB•17C 67520 664.80 0.18 7.10 0.95 122 122 18" ADS ~ ~ ~ ~ 3'44 P-64 629.50 629.00 3.76 63029 629.61 15 32 0.016 6.3 15" RCP Q d' Q d'
1.22 66524 663.92 t5 155 0.010 1.66 15" RCP DI.57 662.60 656.00 0.33 7.10 0.65 1.54 1.54 ~ P•17C 664.80 66320 P•57 656.00 653.00 1.54 656.49 653.31 15 101 0.( Z o 5 101 0.030 6.37 15"HDPE CI.63 636.10 629.00 P-66 626.06 026 7.10 0.75 1.45 19.33 7.26 4' CI ~ ~ ~ ~ X ~
DI.17B 668.50 664.70 0.49 7.10 0,65 2.28 3.37 4.45 24" SO DI DI.56 657.90 653.00 P57 651.00 0.29 7.10 0.7 0.98 2.47 ~J~ 3.99 4' CI 629.00 P•64 ~ J ~ J ~
g P-176 663.00 658.75 3.37 663.74 659.79 15 191 0.022 3.09 15"HDPE ~ P-56 651.00 650.00 2.47 651.63 650,41 15 35 0.( 5 35 0.029 7.03 15" RCP 6 6.0 622.00 19.33 627.58 622.99 24 133 0.030 12.41 24" RCP ~ ~ ~ ~ ~ P-63 2 0 = ~ ~
~ DI.17A 661.70 658.75 P•176 658.55 0.73 G66 0.65 3.18 6.42 5.25 DITCH INLET o CI.55 657.43 650.00 P•56 648.00 0.28 7.10 0.7 0.91 3.36 4.16 4' CI DI.62 628.80 624.00 029 7.10 0.65 1.34 1.34 3.3 DITCH INLET ~ J ..Z
P•17A 658.55 657,70 6.42 659.53 658.70 18 103 0.008 5.10 18"HDPE ~ P•55 648.00 645.00 3.36 648.70 645.42 18 88 0.( 0.034 8.23 18" RCP W W ~ W 8 ~ P•62 624.00 623.00 1,34 624,46 623.39 15 105 0.010 4.08 15"HDPE ~ f~~ a Z Z V~ QOJO
~ DI.17 66420 657.70 P•17A 657.50 0.26 7.10 0.7 1.30 7.53 4.95 24 x 36 DI DI.54 649.60 646.00 0.28 7.10 0.65 1.28 1.28 3.25 18"ADS CI.61 630.01 623.00 P•62 622.50 0.24 7.10 0.75 1.38 2.68 4.1 4' CI ~r nn Z 2 = _
P-17 657.50 657.00 7.53 658.48 658.50 24 32 0.016 2,98 24" RCP P-54 646.00 645,10 1.28 646.45 645.49 15 106 0,( v~ UaWa 5 106 0,008 3.86 15"HDPE P•61 622.50 622,00 2.68 623.16 622.84 15 32 0.016 3,04 15" RCP p W p W
~ CI.16 664.03 655.00 P-19 654.00 0.15 0.78 0.72 20.58 7.52 4' CI CI.53 653.33 645.10 P-54 644.40 0.21 7.10 0.7 1.01 2.24 P 656.00 P-18 3.67 4' CI CI.60 630.00 622,00 P•63 620.50 02 7.10 0.75 1.38 22.97 6,77 4' CI r J r} J MWOW
- P-53 644.40 644.10 2.24 645.00 644.62 15 33 0.( 15" RCP W i F s ~ 5 33 0.009 4,68 622.00 P-61
657.00 P-17 ~ CI.52 653.41 645.00 P•55 643.00 0.21 7.10 0.7 0.98 6.51 5.28 4'CI p.60 620.50 619.40 22.97 622.13 621.34 30 117 0.009 5.63 30"HDPE
P-16 654.00 650.25 20.58 655.63 651.42 24 187 0.020 10.83 24" RCP $ 644.10 P-53 DI-59 632,60 624,00 0.3 7.10 0.65 1.49 1.49 3,40 DITCH INLET
DI.36A 662.80 65625 0.48 7.10 0.65 2.23 2.23 3.86 24" SO DI 008 3.25 15"HDPE P-52 643,00 642.30 6.51 643.99 643.03 18 36 0.( 8 36 0.019 7.62 18" RCP P•59 624.00 620.00 1.49 624.48 621.34 15 45 0.089 1.22
P•36A 656.25 655.40 2.23 656.85 656,08 15 103 0. 5.49 4' CI MH•58 623.00 619.40 P•60 619.00 24.05 6.90 PRE-CASTMH
~ - 7.10 0.65 0.93 3.11 4,32 24X36 DI CI-51 650.00 642.30 P•52 641.00 0.10 7.10 0.65 0.68 7.15 DI 36 663.80 655.40 P•36A 655.20 0.20 P-51 641.00 640.00 7.15 642.04 640.90 18 97 0.f 8 97 0.010 6.47 18" RCP 620.00 P-59
~ P-36 655.20 654.60 3.11 655.91 65522 15 63 0.010 5.12 15' RCP 3.32 DITCH INLET P-58 619.00 618.50 24.05 620.67 619.81 30 28 0.018 9.27 30"HDPE
• 7.10 0.65 0.65 3.73 x63 q~Cl DI.50 648.20 642,50 0.29 7.10 0.65 1.37 1.37 5 CI 35 662.00 654.60 P-36 654.40 0.19 P-50 642.50 642.00 1.37 642.96 642.33 15 25 0.! 5 25 0.020 5.27 15" RCP FES•58A 623.00 618.50 P-58 618.50 24.05 30 927 30° FE5
P•35 654.40 654.00 3.73 655.18 654.92 15 36 0.011 3.86 15" RCP 2.49 18"ADS
1.10 0.65 0.98 4.88 5.09 4' CI DI.49 651.50 646.00 0.1 7.10 0.7 0.5 0.5 CI 34 661.38 654.00 P-35 653.80 0.33 P•49 646.00 645.00 0.50 646.28 645.20 15 51 0.1 5 51 0.020 3.96 15"HDPE to Z
P-34 653.80 652.75 4.86 654.681653.81 15 109 0.008 4.90 15"RCP 2.84 4'CI DOWN PIPE PIPE PIPE N Z ~ STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION Z Q N
7.10 0.55 0.59 5.19 4.65 24X36 DI CM8 652.00 645.60 024 7.10 0.7 0.8 0.8 DI.33 662.00 652.75 P-34 652.55 0.15 1 1 274 0.005 4.06 18' RCP p•~ 645.60 645.00 0.8 645.95 645.25 15 32 0.1 5 32 0.019 4.48 15'RCP plpE ACRES Q10CFS 010 CFS IN OUT IN FT FTIFT FTISEC w aw
P•33 652.55 65125 5.19 653.61 652.2 8 CI.47 652.00 645.00 P-49 642.50 0.40 7.10 0.70 1.16 2.x4 3.n 4' cl ~ ~ ~
DI.32 656.00 651.25 P-33 651.05 0.74 7.10 0.55 2.91 7.71 4.99 24X38 DI HW81 623.50 619.00 6.6 7.10 0.5 23.82 23.62 6.65 HEADWALL ~ U
650.40 7.71 652.04 651.63 24 126 0.006 3.80 24' RCP 645.00 P-48 P•32 651.05 5.48 DITCH INLET P-47 6x2,50 641.00 2.44 643.09 641.48 18 138 0.1 8 138 0.011 4.99 18" RCP P•81 619.00 608.00 23,62 620.65 608.82 30 176 0.083 16.97 30" RCP W w D
DI.31 656.00 650.40 P•32 650.20 0.74 1.10 0.55 2.91 10.23 • 1023 651.35650.48 24 175 0.005 5.32 24" RCP CI-46 649.18 640.00 P-51 635.50 0.10 7.10 0.65 0.77 11.50 7.10 4' CI RI-80 618.00 BMP 613.00 1 0.65 4.65 28.4 7.43 4' RI
P 31 850.20 649.35 ;.10 0.55 1.17 11.80 4.42 DITCH INLET 642'00 P ~ P-00 813.00 811.50 28.4 614.82 613,58 30 59 0.025 6.51 30" RCP O W
DI 30 657.00 649.35 P•31 649.15 0.45 YM79 617.50 811.50 P•80 811.00 0 0 0 28.24 7.41 4' YI c\0 Q
9.1 648.75 11.80 650.24 650.34 36 69 0.005 3.05 35' RCP 641.00 P•47 P•30 64 5 P-46 835.50 634.50 1 L50 636.79 635.53 18 52 O.i 8 52 0.019 8.87 18' RCP 2824 612.18 611.34 30 1 0.020 10.52 30" RCP ~ ~ P-79 811.00 810.00 5
DI.29 657.00 648.75 P•30 648.55 0.11 1.10 0.65 0.51 11.91 2.85 24X36 DI 11.91 650.27 650.27 36 43 0.006 2.42 36" HDPE CI.45 648.80 634.50 P-46 634.00 0.31 7.10 0.70 2.78 14.12 624 4' CI CI.78 617.00 610.00 P•79 608.50 0.4 7,10 0,75 2.15 30.07 6.9 4' CI 0
P-29 648.55 648.30 5.22 4' CI p-~` 634.00 631.00 14.12 635.35 631.94 24 155 O.i ?4 155 0.019 9.75 24"HDPE p_78 606.50 608.00 30.07 61028 809.37 36 27 0.019 9,52 38' RCP Z
CI.15 659.00 650.25 P-16 647.40 0.15 0.78 0.78 32.13 CI.43 649.00 642.60 022 7.10 0.70 0.77 0.77 2.81 4' CI CI-n 617.00 608.00 P•78 603.85 0.3 7.10 0.75 1.61 52.74 7.98 4' CI
648.30 P-29 3 34 0.006 4.92 36" RCP P-43 642,60 642.00 0.77 642.94 642.25 15 32 0 15 32 0.019 4.43 15" RCP 608.00 P$1 m
P-15 647.40 64720 32.13 649.84 649.81 6 5.24 24" SO DI DI.42A 646.20 0.10 7.10 0.65 0.47 0.47 2.45 18"ADS p.77 603.85 603.00 52.74 606.12 605.24 42 169 0.005 8.11 42" RCP m Z ~ W
DI.14A 658.50 652.00 1.48 0.65 6.38 6.36 18' HDPE P-42A 641.80 641.40 0.47 642.07 641.85 15 36 0: IS 36 0.011 1.16 15°HDPE WB•77A 608.00 602.00 P-n 602.00 52.74 42 8.11 WB ~
P-14A 652.00 651.25 6.38 652.98 652.15 18 93 0.008 5.73 S.6q 4' CI CI.42 648.46 642.00 P-43 641.20 0.10 7.10 0.65 0.39 1.61 3.48 4' CI ~ W
DI.14 659.85 651.25 P-14A 650.00 0.25 0.78 1.40 7.59 18" RCP P-42 64120 639.60 1.61 641.70 639.96 15 85 0. 0.019 5.48 15" RCP ` IS 85 DOWN PIPE PIPE PIPE
P-14 650.00 649.30 7.59 651.07 650.25 18 71 0.010 fi.44 7.62 4' CI DI.44 647.50 641.50 0.29 7.10 0.65 1.37 1.37 3.32 24"HDPE VELOCITY ~ W STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGl HGL SIZE LENGTH SLOPE DESCRIPTION O W
CI.13 658.72 649.30 P•14 647.00 0.34 0.70 1.06 40.07 P-44 641.50 640.00 1.37 641.96 640.39 15 143 0. 15 143 0.010 4.25 15" RCP plpE ACRES Q10 CFS Q10 CFS IN OUT IN FT FTIFT FTISEC I r1 Q O
647.20 P-15 0.07 649.09 648.31 36 144 0.005 7.74 36" RCP CI.41 646.01 639.60 P-42 638.50 0.40 7.10 0.78 322 6.07 5.79 I d I_ Q " Q1 N Z o
P-13 647.00 64625 a 640.00 P•44 HW-82 609.00 605.00 1.4 7.10 0.65 7.52 7.52 5.62 HEADWALL ~
DI.9 655.50 650.85 0,16 0.78 1.07 1,07 3.09 24X36 DI 15" RCP P-41 638.50 633.00 6.07 638.00 632.35 15 114 0. IS 114 O.D52 4.94 P•82 605.00 604.00 7.52 605.99 604.81 18 84 0.011905 6.92 18" RCP ,f p
P•9 650.85 650.45 1.07 651.26 651.00 15 76 0.005 2.07 m` DI.40 634.00 631.00 P-45 630.00 0.26 7.10 0.65 1.21 20.96 7.56 24X36 DI EW-82A 609.00 604.00 P-82 604.00 7.52 18 6.92 ENDWALL
CI.B 657.97 650.65 0.24 0.78 0.86 0.86 2.90 4' CI ~ 0.86 651.E 651.00 15 32 0.011 1.34 15" RCP 633.00 P-01 ~ ~
P 8 650.70 650.35 4' CI P-40 630.00 627.50 20.96 631.64 628.69 24 126 0. PE y Z 24 126 0.020 10.75 24' H D o m U
CI.7 657.91 650.45 P-9 650.25 0.14 0.78 0.57 2.46 3.78 MH-39 632.00 627.50 P•40 624.95 20.78 7.55 PRE-CASTMH HW83 609,50 fi06.50 0.3 7.10 0.70 1.50 1.5 3.41 15" FES ~ N
E 650.35 P•8 p-3g 624.95 624.00 20.78 626.58 625.19 24 35 0. 24 35 6.027 10.61 24"HDPE p.83 606.50 606.00 1.5 606.99 606.40 15 47 0.010638 4.39 15" RCP
° P-7 650.10 649.70 2.46 650.84 650.68 18 106 0.005 2.02 18" RCP E FES-39A 628.00 624.00 P-39 624.00 6.66 20.78 24 24 10.61 24"FES FES•83A fi08.50 606.00 P-83 606.00 1.5 15 4.39 15" FES
MH-6 658.70 650.25 P-7 649.50 0.90 0.78 5.02 7.23 4.88 PRE-CASTMH ~ P-6 649.50 648.70 7.23 650.45 649.85 24 129 0.006 3.88 24° RCP
6 RI.91 623.75 BMP 619.25 0 0 0 29.48 7,57 5' RI
~ CI-5 658.83 649.85 0.26 0.78 0.90 0.90 2.94 4' CI 15° RCP p'91 61925 618.50 29.48 621.10 620.02 30 62 0, $ P•5 649.85 649.50 0.90 650.22 649.81 15 33 0.011 3.79 30 62 0.012 9.41
e FES-91A 623.00 618.50 P•91 618.00 29.48 30 30 9.41 30" FES
~ CI.4 659.00 648.70 P•6 648.50 0.22 7.10 0.78 0.80 8.70 5.19 4'CI `0 648.50 P•5
~S P-4 648.50 647.95 8.70 649.55 649.15 24 108 0.005 4.43 24"RCP DESCRIPTION LEGEND
3.40 GRATED FES HW12 652.50 650.15 0.31 7.10 0.70 1.55 1.55 -
P-1 650.15 649.50 1.55 650.65 650.01 15 ns o.ao5 3.2s 1s° RcP 18"ADS 18" ROUND HEAVY DUTY PVC/NYLOPLAST m 2
~ ss2sD 649.50 P-12 649.30 0.17 0.10 0.86 2.36 3.73 DITCH INLET 24" SQ DI = 24" x 24" FRAME & GRATE DROP INLET DI.11 W~{
0 6a6.fio 2.3s 649.88 649.38 18 98 0.005 3.76 18" RCP 24" x 36" DI = 24" x 36"HEAVY TRAFFIC, PER-CAST CONCRETE DROP INLET ~ P•11 649.30 `U
m .8 P•11 648.60 0.14 1.10 0,70 0.69 2,9g 3.74 DITCH INLET DITCH INLET = NCDOT STANDARD DITCH LINET WITH CONCAVE GRATE m DI.10 652.50 648 0 U
~ - 2.99 64920 649.17 24 106 0.005 1.65 24"HDPE 4' CI =CITY OF MEBANE STANDARD CURB INLET, SEE DETAIL SHEETS _ P 10 648.60 648.05 v c
~ P•10 647.90 2.91 1,x1 PRE-CASTMH RI =PRE-CAST CONCRETE RISER INLET, SEE DETAIL SHEETS ® MH•3A 655.10 648.05 .Q
~ 647.65 2.91 649.10 649.15 24 48 .005 1.15 24"HDPE X" HDPE =HIGH DENSITY POLYETHYLENE PIPE, SMOOTH WALL INTERIOR P-3A 647.90 L ~ p
~ 4 .ss P•a 647.50 0.22 7.10 0.76 1.65 12.79 3.36 4'cl X RCP =REINFORCED CONCRETE PIPE, MINIMUM CLASS III cl•3 657.20 6 7 U ~ ~ 0
X' YI =PRE-CAST CONCRETE SQUARE YARD INLET WITH TRASH PACK. 648.00 P•3A i U
sal.aa 6x1.10 12.79 648.99 649.00 36 57 0.005 2.71 36" RcP WB =WEIR BOX OUTLET, SEE DETAIL HEET. P-3 0 ~ .J Z v+
_ CI.2 654.79 647.20 P-3 647.00 0.21 7.10 0.78 1.06 13.59 2.70 4'CI C ~ +v ~
647.00 646.80 13.59 648.91 648.91 36 32 0,006 2.44 36" RCP P•2 c o 0
8 CI.1 654.82 646.80 P-2 646.05 0.28 770 0.78 1.00 46.93 7.62 4' GI w
646.25 P•13
0 ~Q P•1 646.05 645.65 46.93 648.19 647.62 42 67 0.006 8.40 42" RCP
t FES-1A 652.00 645.65 P-1 645.65 46.93 42 8.40 42" FES
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i I ` ~ I u~i~~> p LL PVI STA = 13+46.64 i ~ i ~ ~
10zz~ PVI ELEV 662.56 i i Q
EXISTING GRAD ~ ~ u,~_ E zzz M i ~ ~ (llfn~--- ~ I ( I ~ ~ LOW POINT ELEV = 650.49 A.D. _ -8.65 0
670 M m O OffV z = _ - v,
P~OPOSED GRAD ~ •v, ~ ~ i ~ .NN co n ~ i ~ 1 PVI STA = 10+ 7.90 I ~ i a
~ j ~ ~ '~"o~ ~ i ; ~ ~i ~ P ELEV = 64 ~ ~ 259.6 , UC p. .00 0 ~ ~ rn 0 W
! ~ i o ~ rn ~ Z
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i ! _ • _O N ' u~ N t0 ~ r ~ oo ~ r~n~ 176.50 VC ° ° + ~ N i ~ ~
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CP E: p j j 115 RCP ~ ~ 24"RCP I OIA:18"RCP V
! I i IA:B"p ~ i ~ i ! I ~ I / - v ! 0.42' LE : c
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19+00 20+00 21+0( 18+00 21+00 22+00 23+00 24+00 to
N 15+00 16+00 17+00

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w / ~ ~ 22 ' / . ~ / c~ / ~ ~ - / C ~1 ~ z- ~
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HIGH POINT ELEV = 667.91 ' Z 0
LOW POINT ELEV = 666.84 HIGH POINT STA = 4+97.50 0
LOW POINT STA = 3+50 PVI STA - 5+50 a ~u ~a
PVI STA = 3+50 PVI ELEV = 668.59 U N
PVI ELEV = 666.59 A.D. _ -5.50 W D
A.D. = 2.00 K = 30.00
sao o - I ~ , I SCALE: HORIZONTAL:1"=50' F
n ~ 1 .0 ' VC r o . I I 65 VERTICAL:1"=5' p
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N. g a 4 LEN: 12, 6'
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SLO E. 3 I I J 9, 15"RCP 15 RCP N Olq;g„~ L N:35,76'
~ I i 1 SL PE. 1.12% I I Cq p J SL PE. 1,12% LEN; 3536' ERG v _o _ N \ ~
~ °o ~ ~i ~ ~ i N ~ 15"RCP 15"RCP SLOPE: .83% zz °iy. DIA:15" CP
o ° I co I ~ o G 650 N~ I I ~ r r
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DATUM ELE
x 630.00 y ~00
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HIGH POINT ELEV = 659.69 m Z ~3
HIGH POINT STA = 3+16.88 a W
PVI STA = 3+50 ~ J a
PVI ELEV = 660.23
A.D. _ -3.58
K = 41.88 o ~ ~ ~ ML
I I 0
150.0000 vc rn
670 ~ I ~ s z °
I ~ r ~ I (D N N ~ M OW POINT E EV = 649.4 a
M ~ N ~ ~ ~ I N OW POINT S A = 8+11.3 0
~z ~ PVI STA 8+00.36 ~ m a
ffi NNE I Odd N In IONd~ N ~ ~ 'i t 0p Oi 6i r0 ~ 00 pj t0 (p O ~ 0) tp , , pp uj 7 PVI ELEV = 648.61 ° 0 N
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635.00 I ,i V ®emoam~~ap L!` dB
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PVI STA = 5+43.23 0
PVI ELEV = 619.77
fi40 i A.D. _ .00 SCALE: w
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~ 'i VERTICAL:1"=5' D 140.00'' VC
0 z
HIGH POINT E EV = 618.26 LOW POINT E EV = 617.21 cMV o
HIGH POINT S A= 2+94.89 M ~ } LOW POINT TA = 3+95 ~ ~ m
PVI STA 2+49.89 pVi $TA = 4+00 + ~ ~ m Z
PVI ELEV = 619.16 ' 3 PVI ELEV = 616.91 w i N Q W
A.D. _ -7.50 ~ U CC J A.Q. 3.50 > K = 0.00 _ w ~
630
I ~ VC I I i 150.0 70.0 VC a ~
PVI TA = 1+1~ PVI TA = 1+14.87 w EXIS NG GRADE ~~e I M a,
PVI LEV = 61' PVI LEV = 611.06 i M 90 ~ ~ 0
I ~ .D. = 4,00 ~ ~ ~ ~ = 20.00 .D. = 4,00 ~ cv ~ PR POSED GRADE ~ I dS M M i I ~ = 20.00 o M ~ ~ r ~ ; _
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N DATUM ELEV DIA; 36"RCP m ATUM ELEV 625.00
~ 645.00 ~ ' I ~ 'i I
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SEEDBED PREPARATI EPARATION L o,~~ 6 a~
SEEDIf~G SCHEDULE
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOI 0 o.3m SPREAD TOPSOIL 3 INCHES DEEP OVER AVAILABLE. `J ~ ~ a ~ ~
T FOR LOPE TABILI ATION ADVERSE SOIL CONDITIONS, IF AVAILABLE. MINIMUM REQUIREMEN S S -ti DES DEPTH. ~ r
N WEER OR SOIL CONSERVATION SERVICE FOR 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. STABILIZED WITH GRASS 3:1 AND FLATTER CONSULT CONSERVATION E G 3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER ~S, AND OTHER OBSTRUCTIONS LEAVING , ~ U NIF RM. ~ _ ~ ~ ~ AND U 0 ~ ~
STABILIZED WITH SHRUBS OR VINES 3:1 TO 2:1 ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF SURFACE REASONABLY SMOOTH AND UNIFORM. STABILIZED WITH RIPRAP 2;1 TO 1.5:1 DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SU TILIZER, AND SUPERPHOSPHATE I-- ~ ~
STABILIZED WITH RETAINING W~QEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE. UNIFORMLY AND MIX WITH SOIL (SEE BELOW*}, SEE BELOW' , - ~
- R ED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT 5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, f DATE TYPE PLANTING RATE TEMPORARY ESE T UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHE: .-PULVERIZED, FIRM, REASONABLY / ~ ~ , ~ ~ ~ ~ 4 TO 6 INCHES DEEP. / / - ~ ~
VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12 IN HEIGH 6. SEED ON A FRESHLY PREPARED SEEDBED AND I SEEDBED AND COVER SEED LIGHTLY / , ~ _ / \ \
AUG. 15 -NOV. 1 TALL FESCUE 300 LBS./ACRE BEFORE MOWING, OTHER'MSE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPACK AFTER NOV. 1 -MAR. 1 TALL FESCUE 300 LBS,/ACRE 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCH( ULTIPACK AFTER SEEDING. ~ / ~ _ \ ~ \ )ING AND ANCHOR MULCH, ~ ~ ~ ~ - P \ `
& ABRUZZI RYE 25 LBS./ACRE B. INSPECT ALL SEEDED AREAS AND MAKE NECESS D MAKE NECESSARY REPAIRS OR / ~ ~ ~ i i i i
MAR, 1 -APR, 15 TALL FESCUE 300 LBS./ACRE RESEEDINGS WITHIN THE PLANTING SEASON, IF I ~V SEASON IF POSSIBLE. IF STAND ~ ~ ) ; ~ ~ ~ ' i ~ ~ G / _ ~ i I / REESTABLISH FOLLOWING ORIGINAL r~ / ~ , s ~ ~ ~ ~ ~ ~
APR. 15 -JUN. 30 HULLED COMMON BERMUDAGRASS 25 LBS./ACRE SEE SHEET C 5.1 F 0 R E R 0 S I 0 N C 0 N TR 0 L SHOULD BE OVER 60% DAMAGED, REESTABLISH JUL. 1 -AUG. 15 TALL FESCUE AND 125 LBS./ACRE LIME, FERTILIZER AND SEEDING RATES. RATES. i / / ~ / mac. ~ - - ~ ~ / /
***BROWNTOP MILLET 35 LBS. /ACRE AND C 0 ~l S TR U C TI 0 ~ SEQUENCE N 0 TE S 9. CONSULT CONSERVATION INSPECTOR ON MAINTEI TOR ON MAINTENANCE TREATMENT AND i ~ ~ I i ~ ~ ~ ' ~ i~ r' / i ~ ~ ~ / ~ I j IT COVER IS ESTABLISHED. ~ ~ / , ~ ~ ~ rt! ,
*~*OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE FERTILIZATION AFTER PERMANENT COVER IS ESl
SLOPES (3:1 TO 2:1} * APPLY: AGRICULTURAL LIMESTONE - 3 TONS/AC _ 3 TONS/ACRE ~ ~ ~ ~ ~ / a
_ 50 LBS. ACRE FERTILIZER - 10 - 10 - 10 ANALYSIS AT800 - 1 MAR. 1 JUN, 1 SERICEA LESPEDEZA (SCARIFIED) / SUPERPHOSPHATE - 500 LBS./ACRE OF 20% ANAL PSIS AT800 - 1,000 LBS./ACRE / ~ , i ~ ~ Y P RPHOSPHATE ~ ~ ~ i / ~ ~ tE OF 20% ANAL SIS SUE - ~ ~ ~ DIVERSION N C0
AND ALES} SMALL GRAIN STRAW/ACRE _ - z Q W
- APR. 15 ADD TALL FESCUE 120 LBS./ACRE MULCH - 2 TONS (APPROX. 80 BALES} SMALL GR, MAR, 1 _ MAR. 1 -JUN. 30 OR ADD WEEPING LOVEGRASS 10 LBS./ACRE - _ _ _ _ _ _ _ ANCHOR -TACK WITH LIQUID ASPHALT AT 400 GA T 4 0 A LONS ACRE OR / Y / DITCH TYP. - ? c~v 1ALT A O G L / ~ ~
MAR. 1 -JUN. 30 OR ADD HULLED COMMON BERMUDAGRASS 25 LBS.fACRE - - ofMI~LSIFIED,ASP~HAl;T AT, 300 GALLONS/ACRE. i" ~ / i % i 'l J Q ONS/ACRE. - / ~ r / / ~ ~ 0 Z
JUN. 1 -SEP. 1 ***TALL FESCUE AND 120 LBS./ACRE ~ ~ ~ \ ~ ~ ***BROWN MILLET 35 LBS./ACRE , 1 'fir ~ v ~ ~ ~ - ~ ~i~ ~ I ~ o
30 LBS. ACRE , ~A\( ~ ~ ~ ~ \ \ V~ ~ _ ~ ~ OR SORGHUM- SUDAN HYBRIDS / , ~ ~ l ~ ~ ~ ~ a ~ / ~ ~ / h ~ I d
_ RIFIED 70 LBS. ACRE ~ I ~ ~ VI ; ~ ~ ~ ~ ~ ~ ~ o SEP. 1 MAR. 1 SERICEA LESPEDEZA (HULLED-UNSCA ) / ~ + , ~ >.11,1 ~ ~ ~ ` z AND TALL FESCUE 120 LBS./ACRE ` ~ ~ i - , ~ ~ \ ~ , ~ ~ ~ "'`y ~ / a ~1aS ~ ~ W / ~ 1 I o z
NOV. 1 -MAR. 1 ADD ABRUZZI RYE 25 LBS./ACRE I~)
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CONSTRI CONSTRUCTION SEQUENCE EROSION CONTROL NOTES
1, OBTAI 1, OBTAIN ALL PERMITS NECESSnRY TO START AND COMPLETE THE PROJECT. OBTAIN LAND
DISTURB DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1, A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE
DISTURB 2. PRIOf DISTURBING ACTIVITY. EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR 2. PRIOR TO CONSTRUCTION ACi~~TIES, REVIEW ALL PLANS, NOTES, AND DETAILS. CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SEQUENCE. DIVERGING FROM
°i ~ ENGINEE ENGINEER FOR CLARIFICATIONS, it NEEDED. THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE. EROSION CONTROL PLAN, RESULTING IN A
~ ~ 3. FLAG o _v ~ q~ ~ 4. INSTA 3. FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES. POSSIBLE VIOLATION. 4. INSTALL RAIN GAUGE AND RI~RAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSION CONTROL INSPECTOR MAY
~D`" ~ 0 a Q v 5. PRIOf 5. PRIOR TO CONSTRUCTION AC~i`~TIES, SCHEDULE ON-SITE MEETING WITH EROSION CONTROL REQUEST MODIFICATIONS TO THE PLAN. PRIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD
~ ! ~ Z v ~ a INSPECT o ~ ~ ~ o t-° ~ UNDERS' b INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR. VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION. UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUCTION SEQUENCE, AND NPDES STORMWATER 3, NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NGG010000. IN
~ a . ~ ~ N ar _ ~ PERMIT PERMIT REPORTING REQUIREMENTS. ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWATER DISCHARGE OUTFACES
i, o N m v 4 6. PRIOf ~ o .c 0 ~ ~Y m o ~ m ^ INDICATE 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (BOOS} SHALL BE INSPECTED BY THE CONTRACTOR, INSPECTIONS SHALL BE PERFORMED BY THE INDICATED ON THE PLANS. PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT
0 0 0 ~ 0 4 cn v PROTEC' PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWATER A MINIMUM. ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE CORRECTED IMMEDIATELY. PERSISTENT
~ ~ ~ v ~ v c m OUTFACE OUTFACE SEDIMENT TRAPS. MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION. 4. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. THE
J J j 0`~ Q~ ~;jQ 0 0 0 ~ ~ \ ~ ~ ~ Z EC PHA; EC PHASE A R I REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR. REPORT
1. PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADING OF THE SITE, CONST UCTON OF COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO THE OWNER
Q o> ' .g ~ ~ ~i ~ iii / - ~ ;r'" ~ ~ , GRADING CULVERTS, THE STORM COLLEC110N SYSTEM, UTILITIES, AND RETAINING WALLS. PRIOR TO ANY AND ENGINEER. GRADING OPERA110NS, CONSTRUCT AND STABILIZE ALL THE SITE BMPS (TO FUNC110N AS TEMPORARY 5. AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TO CONSTRUCTION
SEDIMENT TRAPS), INDICATED PORTIONS OF THE STORMWATER COLLECTION SYSTEM (AT A MINIMUM), ACTIVITIES. THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUREMENTS RECORDED
~ ~ ~ o ~ ii~~ A ~ , ~ t / ~ ~ ~ ~ ` ~ - ~ ~ SEDIMEN 000 ~ c !i \ ~ AND THI l ~ ~ t ~ RESPEC' AND THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT. ~
~ c ~ ~ ~ iii I RESPECTIVELY. 6. COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES. ~ 2. UPON INSTALLATION ~ THE I~HASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7. DENUDED SURFACE OF THE SITE SHALL BE LIMITED TO A MAXIMUM OF 20 ACRES AT ANY 11ME. ~ ~
~ ~ ~ i// ~i~ ~ ~ ~ j ~ ' SCHEDULE AN INSPECITON WITH THE COUNTY EROSION CONTROL INSPECTOR, UPON APPROVAL BY CONTRACTOR SHALL U1ILIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA. N ~ Z Q
~ ` ` ~ j` / ~ 1 ( I \ ? ~ THE COl r ~ %f ~ \ i i ;~;A~ v \ 3. HARb THE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. 8. ANY AREAS LEFT TOLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN ACCORDANCE WITH ~ Z crv 3. HARVEST ANY TIMBER. COUNTY STANDARDS. J Q
~'~~j ~ , ~ l : y.,'°~~ v ~ 1v~ 4, TEMP 4, TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY ~ Q Z
DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. CHECKS AMYBE RIP RAP, TRIANGULARS, SILT DIKES, GEORIDGES, OR AS APPROVED BY THE ENGINEER. Q J 5. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. DIVERSION U 0
u ~ 1 / / ~ \ ~ A ~ VA ~ 5. ANY ~ i i ~ I III!I~ i - e ~ ~ ~ ~ ~ ~ ~ A \ ~ ACCORD r, , I - ~ i 1 i ~ V A ACCORDANCE WITH COUNTY STANDARDS, DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. ~ ~
II~~~i ! i A ~ ~ 1 I ~ ~ ~ .A 6. PERF \ A I PERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND it. ALL TYPE-B SEDIMENT TRAPS SHALL INCLUDE BAFFLES AND SKIMMERS. BAFFLES AND SKIMMERS SHALL ~ Q 6. PERFORM GR D NG 0 ~ ~ U REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STALE BE SIZED ACCORDING TO THE INFORMATION INCLUDED ON THE TABLES,
' ~ / DISSIPA ~OR - r, ~ ~ ~ A \ REPORT ` , i I ~1~i~~IP~ / ~ ~ ~i ~ , I ~ i ~ STANDAI ~ , , ; ~ , I ~ ~ , ~ ~ PAO ~t~0 / ~ ~ ~ FAIR~LOT~I EC PHA; 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT uJ 0 ~ STANDARDS. z Z ~
o II; ~ ~ / ~ ~ IMM~R nED As M EC PHAS B TRAPS. PAINT MARKS SHALL BE PLACED ON THE POSTS AT ELEVATIONS REPRESENTING HALF THE W 0 ~ 1. AS MASS GRADING AND RETAINING WALL CONSTRUCTION PROGRESS, COMPLETED AREAS OF STORAGE VOLUME OF THE DEVICE, WITH A MINIMUM ONE FOOT BELOW THE WEIR CREST. _ ~ Z m
\ , / ' i , ~ i ~ } l i ~ ~ ~ / DRA1N DOWN THE SITI z~r THE SITE SHALL BE PERMANENTLY STABILIZED, 13. SEDIMENT TRAP MAINTENANCE SHALL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE z _ ~ . ,
/ ~ ~ i ~ ~ ~ ~ ~ ~ PIQE ~ 2. EC P $ j ~.~=R .i ~ , ~ / ~ ~ 1 r / ~ ~ DISSIPATOR ~ ~ i ? ~ ~ ! ~ DIRECTL 2. EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS 1HEY LEVEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS. TRAPS SHALL BE (,1J ~ J ~ ~ p DIRECTLY INTERFERE WITH CONSTRUC110N OF BUILDING PADS AND ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDITION. row ~
~ ~ ~ PAD I ~ ~ ~ ~8 { , ? / ~ INTERIOf Y ~ INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS AND INLET 14. INLET PROTEC110N SHALL BE INSTALLED AROUND STRUCTURES AND OPEN PIPES AT THE END OF EACH o~ ~ p
o ~ l ~ t A / ~ ~ r ~ ~ ~ PROTEC110N HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY. o W 0 ~ Z ~
~ y„ / / ~ I I ~ REMAIN / l I~ .Q ~ ~ - I A t \ ~ ~ ~ - 3. S U REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. 15. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR DAILY. EACH DEVICE IS TO N W „ 3. AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS BE RESTORED TO THE DESIGN CONDI110N ONCE SEDIMENT ACCUMULA110N HAS REACHED HALF OF THE W w x Y x
1~ , I / ~ - I i I f ESTABL ~ ~ v r" ~ ~ ~hl~, DSSI ~ a ~ ~ - v THE UPI Q ESTABLISHED, THE STORM COLLECTION SYSTEM SHALL BE THOROUGHLY CLEANED, STARTING AT CAPACITY OF THE DEVICE, I-- ¢ tL
~ ' I ! ~ ~ l l ~ , / PAO ~ ~ ' + ~ ~ ~ ~ WET POND 3 ~ m THE UPPERMOST REACHES. 16. CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF ~ nj~ N 'ITE ARE COMPLETED THE CONTRACTOR SHALL REQUEST Z to 4. AS UPPER REACHES OF THE ~ EACH DAY. p ~
~ / / / y ~~r I l ! _ _ ~ ~ / ~ ; _ DRAINAGE AREA=2.1 AC ~ N INSPECT ~ ~ ; ~ I " /CHE ~ / ~ ~ , / / = 1 ~ SKETCHI INSPEC110N AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY, 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. Q ~ Q ~
~ I ~ : ~ ~ ~ 1 _ _ 60TTOM EL 6 5 50 ~ ~ I'i~ D ~ ~ ~ ~ ~ ~ ~ / ~ ~ REMOVA SKETCHES OF THE MODIFICAlION~ SHALL BE FORWARDED TO THE ENGINEER PRIOR TO 1 P RM MANAGEMENT DEVICES BMPS I T PORARY SEDIMENT Z ' 0 ' 8. ROPOSED STO WATER ( )SHALL BE MODIF ED TO EM _ 0 r ~ r REMOVAL, TRAPS. INLET PROTEC110N SHALL BE INSTALLED AROUND THE RISER INLETS AND SPILLWAYS. SKIMMERS X ~ ~
r , ~ ~ ~ / r ~ - - CREST EL 618.75 iii, i~ ^ ~ 1 0 ~ 5. UPON 5. UPON COMPLETION OF ALL CUNSTRUC110N ACTIVITIES, ESTABLISHMENT OF PERMANENT SHALL BE INSTALLED TO DRAW DOWN PIPE OF THE RISER STRUCTURE. DEVICES SHALL BE CONVERTED TO J ~ J
I i 1= / ' ~ MER ~ r' - TOP EL=621.00 ~ suRFAC. h r ~~~I / / ~ ~ ~ ~ _ c SURFACE STABILIZATION, CLEANING OF 1NE STORM COLLEC110N SYSTEM, THE CONTRACTOR FINAL PROPOSED CONDITION UPON STABILIZATION OF CONTRIBUI1NG GROUND SURFACES AND CLEANING OF ~ J ~ - ~ Z ~
I:r II'~!I; ~ - ~ ~ ~ ~ ~ ~ ~ SHALL f DISSIPATOR \ I~~ ; ~ ~ ~ ~ ~ ~ ~~AY fi , ~ TOP DIM. 130 L x 70 W o ~ p ~ ,w I ~ ~ ~ ~ ~ ~ ~ ~ - o s. uPOr SHALL REQUEST A FINAL INSPECTION 8Y THE COUNTY ER0510N CONTROL INSPECTOR. THE STORM COLLEC110N SYSTEM. I ~ Z ~ 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT 1RAPS AND 19. PRIOR TO MODIFICATION OF THE EROSION CONTROL MEA URES OR THE CONSTRUCTION SEQUENCE NOTED ~ J •
PAD ~ ~ , , ~ , G ~ ~ , ~ !QLASS~ I' ~ ~ _ SEE S'FIEET C3.2 FOR DETAILS ~ ~ ~,t~ , ~ ~ I ~ _ ~ ~ ~ ~ / ~ I BMPS S r - ~ ~ i - ~ , ~ ~ ~ RIP / - - THE FINAL DESIGN CONDITIONS AND STABILIZED. ONCE S w w 0 u.l BMPS SHALL BE CONVERTED TO ON THE PLANS, THE CONTRACTOR SHALL OBTAIN KITTEN APPROVAL FROM THE ENGINEER. a Z C'3 Z
~ i ~ ~ ~ / ~ , STABILI~ ~r1,~ ~ / AREAS I STABILIZED THE REMAINING PERIMETER EROSION CONTROL MEASURES MAY BE REMOVED AND VJ Q 0 J 0 AREAS RESTORED. ~~nn z 12 w 2
11. III ~I , 1 / / ' r ~ i ~ / . i v~ U a a
~;II I ~ / ~ ~ ~ ~ ~ ~ ~ PRIOR EROSION CONTROL MEASURES OR THE CONSIRUC110N p W p W PRIOR TO MODIFICATION OF THE NCE NOTED ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM M W o W SEQUE ~y'~
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SEEDBED PREPARA )REPARATI0~1 oQarn
SEEDING SCHEDULE v~~N ~oL
1. CHISEL COMPACTED AREAS AND SPREAD TOP ND SPREAD TOPSOIL 3 INCHES DEEP OVER ~ r ~ a ~ ro -o F AVAILABLE. ~ ~ a o ~
UIR M NTS FOR LOPE STABILIZATI N ADVERSE SOIL CONDITIONS, IF AVAILABLE. MINIMUM REQ E E INCHES DEPTH. ~ z
N N INEER OR 501E CONSERVATION SERVICE FOR 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. STABILIZED WITH GRASS 3:1 AND FLATTER CONSULT CONSERVATIO E G 3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHE STABILIZED WITH SHRUBS OR VINES 3:1 TO 2:1 ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF SURFACE REASONABLY SMOOTH AND UNIFOR DOTS, AND OTHER 08STRUCTIONS LEAVING ~ \ )TH AND UNIFORM. ~ ~ ~
STABILIZED WITH RIPRAP 2:1 TO 1.5:1 DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4. APPLY AGRICULTURAL LIME, FERTILIZER, AND FERTILIZER AND SUPERPHOSPHATE - ~ ^ \ \ ~
STABILIZED WITH RETAINING W~QEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE. UNIFORMLY AND MIX WITH SOIL (SEE BELOW" )IL (SEE BELOW*). ~ - ' ~ \ \ VELL-PULVERIZED, FIRM, REASONABLY r \
P RARY -RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT 5. CONTINUE TILLAGE UN11L A WELL-PULVERIZEI DATE TYPE PLANTING RATE TEM 0 UNIFORM SEEDBED IS PREPARED 4 TO 6 INC RED 4 TO 6 INCHES DEEP. ~ - ~ \ \ \
VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12 IN HEIGHT 6. SEED ON A FRESHLY PREPARED SEEDBED AD tED SEEDBED AND COVER SEED LIGHTLY " / ~ \ # G _ ~ v
AUG. 15 -NOV. 1 TALL FESCUE 300 LBS./ACRE BEFORE MOWING, OTHER`MSE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPACK AF NOV. 1 -MAR. 1 TALL FESCUE 300 LBS./ACRE 7. MULCH IMMEDIATELY AFTER SEEDING AND AN Z CULTIPACK AFTER SEEDING. ~ ~ ~ _ \ ~ ~ A SEEDING AND ANCHOR MULCH. / ~ ~ ~ P ~ ~ ~ I ~
& ABRUZZI RYE 25 LBS./ACRE 8. INSPECT ALL SEEDED AREAS AND MAKE NEC AND MAKE NECESSARY REPAIRS OR ~ ~ ~ ~ ~ 1 ~ i
MAR, 1 -APR. 15 TALL FESCUE 300 LBS./ACRE RESEEDINGS NITHIN THE PLANTING SEASON, APR. 15 -JUN. 30 HULLED COMMON BERMUDAGRASS 25 LBS./ACRE SEE SHEET C5.3 FOR EROSION CONTROL SHOULD BE OVER 80`o DAMAGED, REESTABLI NTING SEASON, IF POSSIBLE. IF STAND / ~ ~ ~ , ~ - ~r ~ ! I I ( ; ~ AGED, REESTABLISH FOLLOWING ORIGINAL / s jam; i
JUL. 1 -AUG. 15 TALL FESCUE AND 125 LBS./ACRE LIME, FERTILIZER AND SEEDING RATES. JG RATES. i / / , ~ ~ - ~ ~ i / /
***BROWNTOP MILLET 35 LBS./ACRE AND C 0 N S TR U C TI 0 N SEQUENCE N 0 TE S 9. CONSULT CONSERVATION INSPECTOR ON MAID ***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE FERTILIZATION AFTER PERMANENT COVER IS SECTOR ON MAINTENANCE TREATMENT AND i / ~ i ~ ~ ~ ~ ~ / l T R IS ESTABLISHED. ~ ~ ~ ~ ~ ~ ~ ~ " ~ ' / NEN COVE / , ~ ~ , ~ _ _
SLOPES (3:1 TO 2:1) * APPLY: AGRICULTURAL LIMESTONE - 3 TONS ONE 3 TONS/ACRE ~ ~ / ~ / ~
- N. 1 SERICEA LESPEDEZA SCARIFIED 50 LBS./ACRE FERTILIZER - 10 - 10 - 10 ANALYSIS AT800 MAR. 1 JU ( ) IALYSIS AT800 - 1,000 LBS./ACRE ~ ~ ~ % ~ j ~ ~ ~ ACRE OF 20~ ANALYSIS SUPERPHOSPHATE ~ - J i ;p I' / / r r
AND SUPERPHOSPHATE - 500 LBS./ACRE OF 20~ A - ~ ~ ~ ~ / DIVERSION N BALES) SMALL GRAIN STRAW/ACRE ~ - z Q ~i
MAR. 1 -APR, 15 ADD TALL FESCUE 120 LBS./ACRE _ MULCH - 2 TONS (APPROX. 80 BALES) SMALL MAR. 1 -JUN. 30 OR ADD WEEPING LOVEGRASS 10 LBS./ACRE - _i _ _ ~ ANCHOR -TACK WITH LIQUID ASPHALT AT 400 r = - SPHALT AT 400 GALLONS ACRE OR - " ~ / ~ / DITCH (/TYP.11 - Z / _ i i l 1 N
MAR. 1 -JUN. 30 OR ADD HULLED COMMON BERMUDAGRASS 25 LBS./ACRE - ~ ; - ~ ,E~IWLSIFIED .~4SP~HA~T AT~30Q C~AI.LONS/ACRE. \ i ~ ~ ~ 4 LONS ACRE. _ / ~ ~ ~ i / ~ J Q _ / ~ / i
JUN. 1 -SEP. 1 ***TALL FESCUE ANO 120 LBS./ACRE ~ ~ ~ ~ ~ ~ ~ ~ / ~ I ~ ~--i I i Q o
Y ***BROWN MILLET 35 LBS•/ACRE + ,i ~ ***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE , ~ ~ ~ ~
x SEP• 1 -MAR. 1 SERICEA LESPEDEZA (HULLED-UNSCARIFIED)70 LBS./ACRE ~ JI ~ ~ ! i ~,,1` ~ ~ ~ ~ ~ ~ ~ v ~ , z AND TALI FESCUE 120 LBS•/ACRE ~ ~ I` _ ~ , ~ \ ~ ~
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CONSI CONSTRUCTION SEQUENCE EROSION CONTROL NOTES
1. OB' 1. OBTAIN ALL PERMITS NECESSARY TO START AND COMPLETE THE PROJECT, OBTAIN LAND
~ DISTUI \ ~ DISTUI DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1. A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE DISTURBING ACTIVITY, EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR
~ ~ 2. PRI 2. PRIOR TO CONSTRUC110N ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS. CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SEQUENCE. DIVERGING FROM
~ ~ ~ ~ ENGIN o 3. FLc ENGINEER FOR CLARIFICATIONS, IF NEEDED. THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A 3. FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES, POSSIBLE VIOLATION.
p ~ ~S ~ 4. IN. 4. INSTALL RAIN GAUGE AND RURAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSION CONTROL INSPECTOR MAY
S a~, o v 5. PR' 5. PRIOR TO CONSTRUCTION ACTIVITIES, SCHEDULE ON-SITE MEETING WITH ERDSION CONTROL REQUEST MODIFICATIONS TO THE PLAN. PRIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD
~ + ~ ~ ~ ~ p r ~ ~ sip INSPE~ e, o ~~0 ~ oN INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR. VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION. UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUCTION SEQUENCE, AND NPDES STORMWATER 3. NPDES SITE INSPECTIONS AND REPORING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. IN
~ ~ o ~ ~ ° o r- ~ UNDEf o ot~c~~ .~~N ~ ~I_~ PERMI PERMIT REPORTING REQUIREMENTS, ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWATER DISCHARGE OUTFACES
.c ~a ~v~r° vrnai ~ a ~,a 6. PR 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (SDOS) SHALL BE INSPECTED BY THE CONTRACTOR. INSPECTIONS SHALL BE PERFORMED 8Y THE INDICATED ON THE PLANS. PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT
0 0~ p Q, ~ ~ o o Q m,~ INDICE ~ o ~ o ~ y~ O y v y a v, ,v PROTE PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWATER A MINIMUM, ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE CORRECTED IMMEDIATELY. PERSISTENT
~ v ° W ~ c ro OUTF~ ~ a; ~ Qa ~~Q OUTFACE SEDIMENT TRAPS, MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION. 4. NPDES SITE INSPECTIONS ANO REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. THE
0 0 ~ o ~ ~ ~ , ~ Z C PE HASE A R I F REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR. REPORT
1. PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADING OF THE SITE, CONST UCTON 0 COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO THE OWNER
~ rn'o ~ o .go \ \ f ~ ~ ~ GRADI CULVERTS, THE STORM COLLECTION SYSTEM, UTILITIES, AND RETAINING WALLS. PRIOR TO ANY AND ENGINEER. GRADING OPERATIONS, CONSTRUCT AND STABILIZE ALL THE SITE BMPS (TO FUNCTION AS TEMPORARY 5. AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TO CONSTRUCTION
~ ~ ~ rn o ~ i ~i ~ ~ ~D~ ~ SEDIM SEDIMENT TRAPS), INDICATED NORTIONS OF THE STORMWATER COLLECTION SYSTEM (AT A MINIMUM), ACTIVITIES. THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUREMENTS RECORDED
~~~0 ~ ~ viii \ ~i~~~j/ ~ , ~1 AND' q, o ~ ~ _ ~ RESPE AND THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT. ~ o RESPECTIVELY. 6. COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES. ~
c ~ /iii , ~ I{ 1 %l 2. UPON INSTALLATION OF THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7. DENUDED SURFACE OF THE SITE SHALL BE LIMITED TO A MAXIMUM OF 20 ACRES AT ANY TIME. N ~
~ ~ ~ , o o ~ ~ / / ~ ~ l f ~ ~ SOHEE : ~ - ~ s ~ ( ~f ? THE SCHEDULE AN INSPECTION WITH THE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CQNTRACTOR SHALL UTILIZE TEMPORARY STABILIZATION AS NEEDED TO OMIT DENUDED AREA. ~ ~
~ Q ~ ~ 1 ' i '1 . A : THE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. 8. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN ACCORDANCE WITH Z ~ 3. HARVEST ANY TIMBER. COUNTY STANDARDS. ~ J N
~ = Q ~ , v , i-7~ f ~ ~ ~ 4. TEI 4. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY Q Q
~ ,o ice;. ~ i~ / `Y i ~ , ~ ~ ~ ~ ~ ~ DIVER ~ DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES, CHECKS MAYBE RIP-RAP, TRIANGULARS, SILT DIKES, GOERIDGES, OR AS APPROVED BY THE ENGINEER. ~ Z I 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. DIVERSION ~ Q 5. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED N U O
~ ~ ~ iii , ~ ~ ~ ' ~ / ~ ~ ~ ~ . ACCORDANCE WITH COUNTY STANDARDS. DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES,
o j ~ Il.i, ~ ~ 1 ~ V ~ ,A ~ 6. PE z ~ ~ ~ ~ ~ ~ ~ ~ i L . - I ~ ~ ~ REPOT ! OISSIPATbR -j- ~ - ~ _ I ~ A . A P F M GRADING OPERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11. ALL TYPE-B SEDIMENT TRAPS SHALL INCLUDE BAFFLES AND SKIMMERS. BAFFLES AND SKIMMERS SHALL ~ Q 6. ER OR ~ ~ U REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STATE BE SIZED ACCORDING TO THE INFORMATION ON THE TABLES. W
~ ~~I ll,rlli~ Pao 6 ~i ~ l ~ ~ ~ ~ F STANE STANDARDS. 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT W O ~ TR A ON THE PO z Z ~
m ~ ~ 1,1,,, 1 lR l ~ / ~ ~ CLbTT~I EC PE o ~ ~ ~ ~I'~`~~~ ~ ~1 ; IMM~R TIED 1. AS ~ ~ \ s,, } ~ A ~ ~ EC PHASE B P AR APS. PAINT MARKS SHALL BE PL CEO STS AT ELEVATIONS REPRESENTING HALF THE W _ ~ 0 1. AS MASS GRADING AND REGAINING WALL CONSTRUCTION PROGRESS, COM LETED EAS OF STORAGE VOLUME OF THE DEVICE, WITH A MINIMUM ONE FOOT BELOW THE WEIR CREST. I ~ Z ~
. ~ ! c / + ~ ~ I ? ~ I ~ / / D~ATY DOWN THE . a ~ z~ THE SITE SHALL BE PERMANENTLY STABILIZED. 13. SEDIMENT TRAP MAINTENANCE SHALL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE Z _ ~
/ ~ - ~ ~ ~ i j' ~ PIS ~ 2. EC i ~ PATOR ~ ~ / ~ 2. EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS THEY LEVEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS. TRAPS SHALL 8E W _ ~ r ~ o DIRECTLY INTERFERE WITH CONSTRUCTION OF BUILDING PADS AND ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDITION. ~ W u~i
~ ~ , ~ ~ ~ G ~ , ~ / r INTER a t ; / , ~ INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS ANO INLET 14. INLET PROTECTION SHALL BE INSTALLED AROUND ,,iRUCTURES AND OPEN PIPES AT THE END OF EACH rn ~ rn
~ ~J PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY, o p~ ~ p~ z In v REMAIN FUNCTIONAL UNTIL THk PROJECT IS COMPLETED. 15. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR DAILY. EACH DEVICE IS TO N , , W x, .
' .Q f~r ~ ~ / , ~ ~ ~ REMAI ~ r~, / ~ ~ / ~ ~ ~ - ~ 3, AS 3, AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS BE RESTORED TO THE DESIGN CONDITION ONCE SEDIMENT ACCUMULATION HAS REACHED HALF OF THE W W x Y ~L Q
i ~ ~ ~ / ~ t m ~ ~ ~ ~ ESTAE i ~ ! ~ I, , ~ ~ OISSIPATOR ~ / . v TH l ESTABLISHED, THE STORM COl LECTION SYSTEM SHALL BE THOROUGHLY CLEANED, STARTING AT CAPACITY OF THE DEVICE. W Q ~ THE UPPERMOST REACHES. 16, CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF ~ N ~ n1
~ ~ / I / E ~ ~ + I ~ ~ ~ ~ ' PAD ~S ~ o ~ WET POND~3 1 ' ~ / / ~r~ a ! ~ a M 4, AS E SITE ARE COMPLETED THE CONTRACTOR SHALL REQUEST Z ~ 4, AS UPPER REACHES OF TH EACH DAY, ~ ~
~ 1~ ~ ~ ~ ~ / ~ t i - -DRAINAGE AREA~2.1 AC INSPE ~fl` / ~ ~ ~ INSPECTION AND APPROVAL Ti) REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. ~ ~ Q ~
, I I ` / ~ , ~ _ -BOTTOM EL 615.50 ~ ~ I~ ~ a SKETCHES OF THE MODIFICATIONS SHALL BE FORWARDED TO THE ENGINEER PRIOR TO 1 PR T R A R MANAGEMENT DEVICES BMP IFI D TO TEMPORARY SEDIMENT z Q ' 0 ' 8. OPOSED S 0 MW TE ( S) SHALL BE MOD E ~ 0 r ~ REMOVAL, TRAPS. INLET PROTECTION SHALL BE INSTALLED AROUND THE RISER INLETS AND SPILLWAYS. SKIMMERS X I ~ ~
t C i ~ ~ ~ ! - ~ CREST EL-818.75 ~ I,~i~ ~ ~ ti 1 0,~ 5. UP 5. UPON COMPLETION OF ALL CONSTRUCTION ACTIVITIES, ESTABLISHMENT OF PERMANENT SHALL BE INSTALLED TO DRAW DOWN PIPE OF THE STRUCTURE. DEVICES SHALL BE CONVERTED TO FINAL J ~ J ~
1 I i ~ / ~ MERF ~ ~ " ' - ~ -TOP EL=621.00 ~ suRF~ SURFACE STABILIZATION, CLEANING OF THE STORM COLLECTION SYSTEM, THE CONTRACTOR J ~ ~ PROPOSED CONDITION UPON STABILIZATION OF CONTRIBUTING GROUND SURFACES AND CLEANING OF THE z J _ ~ SHALL REQUEST A FINAL INSPECTION BY THE COUNTY EROSION CONTROL INSPECTOR. STORM COLLECTION SYSTEM. I ~ ~
OISSIPATOR ~ ~ is / r r r' I AY i ~ :TOP DIM.~130 L x 70 W ~ m SHALL A v I~ i ~ ~i / ~ - o p 6. UP PAD ~ ~ ; ~ , ~ CLAS ~ _SEE SHEET C3.2 FOR DETAILS ~ 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT TRAPS AND F F THE EROSION CONTROL ONSTRUCTION SE UENCE NOTED ~ J ,•Z
~ ~ ,~A /1~` 5f ~ ~ / / ~ BMPS 1' TH FINAL DESIGN CONDITIONS AND STABILIZED, ONCE 19. PRIOR TO MOD( (CATION 0 MEASURES OR THE C Q W W 0 W BMPS SHALL BE CONVERTED 0 E ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. rrnn~ a Z t'3 Z STABILIZED THE REMAINING PERIMETER EROSION CONTROL MEASURES MAY BE REMOVED AND VJ ~ 0 J 0
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Ua a IE EROSION CONTROL MEASURES OR THE CONSTRUCTION p W p W
p ~ ' II I ~ ' ~ _ ~ ~ , / , ~ ~ ~ _ SEQUI PRIOR TO MODIFICATION OF Tr H PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM c~ W o W SEQUENCE NOTED ON T E M
s ~ _ , ; I ~ f - - ~ ~7 i / ' / EaMIT$ OE DISTURBANCE THE E W ~ ~ ~ H THE ENGINEER. SEE SHEET C5.2 FOR SEEDBED
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v ~ I ~ ~ ( ~ ~ ~ ~ ~EMEfi~ICY SWLLY~AT / ~ ~ A ~ ` - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , A ~ / Vii.
b / 1 i A \ ~i ~ ~ ~ ~ ~CL~? 1 ~21PRAP 71PRON ~ ~ , ~ Il ~ ~ ~ _ _ ~ 1 ~ ~ ~ i ~ z - ~T ~.~~UFIE0. _ ~1~
\I ~ ~ s ~ ~ ~1, ~ , ~ ~ ~ ` ~ ~ \ ~ ~ ~ ~ ~ ~ ~ . ~ . ~ ~ ~ r, YNTH P A@E31C~ ~ ~ ~ i i~ ~ ~ ~ ~ / ICI ~ f~l /1 CUT OFF WALLS q - ~ - A s \ \ ~ ~ ~ ~ A ~ '~I l ~ ~ ~
~ ~ ~ ~ ! (j ~ , - ~ ~ ~ ~ ~ ~ y ~ ~ ~ ~ ) f r SEE DETAILS ~ - - ~ ` r / i v
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , ~ I WET ~ ~ ~ _ _ ~ ~ ~ ~ ~ A / ~ 7
~ ~ ~ ~ ~ ~ ~ ~$AD ~ , BOTTOM E~ , ~ ~ , i , 0 ~
v ~ ` ~ ~ ~ ~ ~ , ~ ~ !fir 1;1 ~ CREST EL=62~. ~ , -
. ~ ` ` ~ = ~ ~ TOP EL-626.00 ~ ` ~ ~ -
~ ~',k~ „ ~ ~ ~ ~ i~ i Ia TOP DIM.-95L x 65W - V\, ~ ~ ~ ~ ~ ~ ~ ~ ( ~ i OISSIPATOR - _ _ ~ ~ ~ ~ \ , \ _ / ~IJ AILS - - - - _ ~ ~ ~ ~ ~ ~ _ _ ~ ~ ~ ~
ri ~ ~ ~ , ~ ~ ~ ~ ~ ~ ~ i ~ 1 PAD SEE SHEET C3.2 FOR DETAILS a ~ ~ ~ ~
tC ~ ~ ~ ~ - f 1 ~
~ ~ - ~ ,~1 ~ ~ ` ~ ~ ~ - ~l l ~.,~1 _ - , ~ ~ ~ I I ~ ~
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~ ~ 1 ~ ~ ~ ~ 11`, ~ 1,~~~ ~ ~ ~ ; !11111 v ~ • v ~ ~ ~ e~ ~ ~ / i ~ ~ ~ - - - ~ -f- ~ t SEAL
~ I C~ X111, ~ - ;111 , , ~ ~ ~ 0255 i
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GRAPHI SCAL
50 0 25 50 100 200
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I-
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1 inch = 50 ft. UJ L6 Q a Z U
N
8N N

SECTION A-A
N.T.S. a
I' ) I ~ A ~ '4..~ ) ) \ SKIMMER #3 ul~) ~ y ` v ` ~ ~ _ _ _ - PROPOSED PROPOSED - ~ ~ FINISHED GRADE FINISHED GRADE
DRAINAGE AREA=0.6 AC ;i ~ ~ v ~ - - - - - - - i ~ i - - _ % / /
~
= 44.0 - 11 ~ ~ MBANKMENT SEDIMENT DIK NOTES 60TTOM EL 6 0 y E .f E I ~ i ~ ~ v_ ~ _ ~
CREST EL=647.00 SEE-SHEET C~.4 I R ;DETAILED ~ ~ ~ _ _ _ FTHE ~ ti ~ ~ = ~ _ 1, THE FILL ELEVATION WITHIN THE SEDIMENT DIKE AREA WILL COME WITHIN 3 FEET OF THE TOP 0 _ _ y „ ( i 12' SEE SLOPE , ~ ~ij CONSTRUCTION
11 N. TOP OF BERM SHALL BE A MINIMUM 12 - ~ ~ _ ~ _ BERM, AT ANY TIME DURING THE EMBANKMENT CONSTRUC 0 TOP EL- EM6AN~M~NT F~ MENT ~ - NOTES AND DETAIL ~ ~ ~ i ~ M.
FEET WIDE. EMERGENCY SPILLWAYS SHALL BE FUNCTIONAL AT ALL TIMES. ~ r - _ _ _ ~ _ / TOP DIM.-40 L SONS UC ON S~ CE ~ ~ \ / ~j' WID ~ SILT E~SAN SILT ~ t Ekt$pNG ~A FENCE G ~ADE FENCE
HING BEYOND FINAL GRADE, PROPER COMPACTION, AND CUTTING ~ ~ ~ ~ ~ 2. BERM SHALL BE ADVANCED BY BENC SEE SHEET C3.2 FO_R- - ^ , . , ~ , - ~ 1 ~ DISSIPA-T9R- SSIPA-T9R- ~ / ~ / ~ DE _ _ 1 , ( , ~
BACK TO FINAL GRADE. EMBANKMENT CONSTRUCTION SHALL BE CONTINUOUSLY MONITORED BY THE SOILS _ _ - DETAILS i ~ _ ~ , ~ , - PA 3 ENGINEER. _ ~ ~ ~ _ # , . - ~ 3~.- # -
~ ~ - _ / ~ , - P ~
TION SHALL BE INSTALLED AS INDICATED ON THE PLANS. SLOPE DRAIN - - - - - _ _ ~ / 3, SLOPE DRAINS WITH INLET PROTEC _ ; ~-2 . SLOPE- ~ J A I N SHALL BE ADJUSTED AS NECESSARY TO MATCH DAILY PROGRESS. - _ ~ _ - , ~ 0 / / ~ , STEPS 1 AND 2 ~ 3 ANO 4
SFO ~ ~ $I ~ / ~ - _ - _ --DRAIN- _ . ~ _ - - , - 5 / ~ 1 ~ -INSTALL PERIMETER PROTECTION -ADVANCE BERM MIN. 3' BEYOND FILL PLACEMENT / ~ r
4, PRIOR TO FILL PLACEMENT FILL WITHIN THE SEDIMENT DIKE AREA, A STABLE SUBGRADE SHALL BE ~ ~ $f , _ _ - ~ ~ ~ ~ ) Y _ ' ~ Q ACHIEVED. ALL SOILS SOFTENED BY SATURATION SHALL BE SCARIFIED AND RE-COMPACTED, OR , ~-r, / _ _ - -a--` ~ / ~ OO / / -STRIP ONLY AREA NECESSARY TO START BERM -ACHIEVE STABLE SUBGRADE FOR FILL PLACEMENT PROPOSED ~ i PROPOSED
~ _ UNDERCUT, TO THE SATISFACTION OF THE SOILS ENGINEER. ~ GREENWAY GREENWAY O / / \ / / % / -SEE NOTES AND SEQUENCE -SEE NOTES ANO SEQUENCE. G) r
I / \ / N ~
5. BY THE END OF EACH DAY, ALL EMBANKMENTS SHALL BE STABILIZED TO THE LIMITS OF PROGRESS. _ _ / _ _ _ ~ ~ Qfl ~ ~ EMERGENCY SPILLWAYS SHALL RE-ESTABLISHED AS INDICATED ON THE PLANS.. ~ ~ ~ / ~ ~ _
/ / / - - i NT STORAGE THE DEWATERING DEVICES, ~ - ~ _ ~ _ _ / ~ / J Q
6. THE CONTRACTOR SHALL MAINTAIN A MINIMUM 3 FEET OF SED ME iM NT DIKE AREA, UNTIL INFORMED OTHERWISE BY THE LOCAL ~ ~ ~ / ~ - - ~ - ~ AND EMERGENCY SPILLWAYS WITHIN THE SED E ` ~ ~ - - / ~ / FIN~SHED GRADE FNIOSPHEO GRADE 12' ~ Q Z - / / i / MIN. Q J
Y EROSION CONTROL OFFICER OR ENGINEER, ~ ~ ; , , , ~ SLOPE DRAIN O / WIDTH MAX 3:1 U ~ i ~ = Q
T I EMBANKMENT SEDIMENT DIKE SE UEN .E / ' / i N U / ` ~ SLOPE STABIUZED BY ~ ~
z DE A LED / 0 C ~ / _ ~ ~ \ - ~ ~ / / ' 3:1 MAX. ' \ ~ SLOPE STABIUZED BY END OF EACH DAY Q ~
~ t, INSTALL PERIMETER EROSION CONTROL DEVICES INDICATED ON THE PLANS, INCLUDING SILT FENCE AND ~ v ~ / ~ r / t~ ~ ~ ~,,'~-c "o SILT FENCE OUTLETS. ALL MEASURES TO BE CONSTRUCTED AND MAINTAINED TO LOCAL STANDARDS, AT ~ ~ ~ ~ / - ~ ; ) s; r"'~ 1 / 12 END OF EACH DAY Z LLI Z ~ ~ ~ SKIMMER TIED TO SKIMMER TIED TO 3' MIN, SEE SLOPE W = ~ p ~
y,~. m LOCATIONS NOTED ON THE PLANS. ~ ~ N \ \ \ ~ 1 x, V C0~ _ SLOPE DRAIN M SLOPE DRAIN SLOPE DRAIN-- CONSTRUCTION NOTES ~j Z O \ ~ z
~ ~ \ Q ~ AN PR FROLL ONLY THE AREAS NEEDED FOR BERM CONSTRUCTION. ALL OTHER AREAS SHALL ~ ~ - ~ ~ , ( a t~ _ E WID SILT AND DETAIL ~ W r ~kIS11NG , ~Ek1S0 W r F- O ~ GRA FENCE NG G ~ - J \ / , OE RAOE SILT 0~0 U~.i tf
2, STRIP D 00 ~ BE LEFT INTACT UNTIL THE BERM AND DEWATERING DEVICES HAVE BEEN COMPLETED. - - ~ i ~ ~ ~ , FENCE p~ ~ O
v. 1 l / _ _ o~ a rn
~ RM SHALL BE ADVANCED TO A HEIGHT THAT WILL ALLOW FILL PLACEMENT WITHOUT LOSS OF THE - - ' - ~ ~ ~ ~ , (,v ~ ~ ~ ~ ~ ~ \ ~ 3, THE BE ~ ~ ~ M S DESCRIBED IN THE NOTES. BERM CONSTRUCTION \ \ ~ \ 3-FOOT MINIMUM SEDIMENT STORAGE, BY ETHOD - - _ ~ Z ~ ~ ~ , STEPS 5 ANQ 6 STEP 7 -OPTION 1 X x
NGINEER, _ \ \ ~ ~ $F ~ ~ \ V ~ I ~ SHALL BE CONTINUOUSLY OBSERVED BY THE SOILS E LL (p ` ~ ~ ~ ~ m \ W Lu Y Q Q { ~ ~ ~ - - - \ ~ 1, -SKIMMER, SLOPE DRAIN, AND SLOPE STABILIZATION -LEAVE FILL BELOW FlNAL GRADE UNTIL INFORMED <U Q lL
4, PRIOR TO FILL PLACEMENT INSIDE THE SEDIMENT DIKE AREA, STABLE SUBGRADE SHALL BE ACHIEVED BY - \ ~ ~ ~ ~ ` ` ~ ~ ~ i ~ i - ~ ~ INSTALLED BY END ~ EACH DAY. OTHERWISE. ~ _ D__ _ z ~N _N
m _ - _ _ ' THE METHODS NOTED. OPERATIONS SHALL BE CONTINUOUSLY MONITORED BY THE SOILS ENGINEER. - _ \ ~ ~ _ 1 ~ ~ ~ - \ ~ ~ _ _ L`J ~ ` I i - ~ ~ ~ ~ Y \ ~~'t -REPEAT PROCESS UNTIL BERM REACHES FlNISHED GRADE GR~NWAOY SEE NOTES AND SEQUENCE GREENWAOY ~ ~ ~ ~ { ~ ~ Q ~
{ I zQ,p, { ~ ~ -SEE NOTES AND SEQUENCE. ~ ~ ~ ~
5. BY THE END OF EACH DAY, ALL SURFACE STABILIZATION, DEWATERING DEVICES /SLOPE DRAINS, AND ! _ _ - - - ~ \ ' ~ ~ ~ \ ~ ' ~ ~ Ia„ \ , ( ~ r EMERGENCY SPILLWAYS SHALL BE ADJUSTED TO MATCH THE LIMITS OF PROGRESS. ~ ~ ~ ~ ~ ~ ~ , \ \ ~ ~ ' ~ ~ ~ 12' ~ ~ v ~ oDJro \ MIN. ~ J J
PROPOSED ~ J Qj _ W ( / \ ~ FINISHED GRADE ~ TH ~ - r Z ~
REPEAT THE ABOVE PROCESS UN11L FINAL GRADES ARE ACHIEVED. ~ , - 0 ~ ~ , '1 \ \ \ ~ ~ A 6• i - 0 y v~ V I I { ` / \ = W 0) } ~ SLOPE DRAIN ~ J , , Z , ,
SKIM R 4 _ ` _ _ ~ ~ ~ I IKE FUNCTION UNTIL INFORMED OTHERWISE BY THE LOCAL ~ , ' - \ ~ _ ~ 7. THE CONTRACT SHALL MAINTAIN THE SEDIMENT D _ _ _ ~ ~ CT ~ ~ / ~ ~ ~ ~ ~~i MAX 3,1 WWQW CONST~RI~C - SLOPE CONSTRUCTION DETAIL a z c~ z
EROSION CONTROL OFFICER OR THE ENGINEER, THE CONTRACTOR MAY ELECT TO LEAVE THE FILL INSIDE D AIN G =1,8 C ~ ~ - R- 2, ~ THE DIKE BELOW FINAL GRADE OR PROPERLY CONSTRUCT AND STABIIJZE THE BERM ABOVE THE FINAL 1VI GE Y\ ~hlAl~ ~ ~ ~ ' ~ / SLOPE STABIUZED BY VJ Q O J O
- ~ UM 3 FEET OF SEDIMENT STORAGE. _ ~ - 50.0 ~ ~ ~ AR =2.6 A~ GRADE OF THE EMBANKMENT, TO ASSURE AMINIM - ~ ~ / I \ - , T~H,6 ADS-_ - ~ f MER~GEN SPI WAY ~ ~ 3' MIN, END OF EACH DAY = _ _ PROPOSED (/~Z W ~ G~~ SKIMMER TIED TO VJ U a a
m ~ L=fi5~:00~ ~ ~°MI L.- 060`CF p 8, UPON COMPLETION, THE CONTRACTOR SHALL PROVIDE A LETTER FROM THE SOILS ENGINEER, STATING ' ~ ~ ~ ' ~ - ~ i" ' SAT MATCH G C / / \ FlNISHED GRADE SLOPE DRAIN- SEE SLOPE O W O W ~ ~ , i ~ , 3:1 MAX CONSTRUCTION NOTES r J W
- - ~ ~ ~ A M NffOREO AND THE EMBANKMENT SOILS WERE PROPERLY / P ~EL-654.00 ~ ~ _ MINT RfA ~4RL`A-~ ~ ~ THAT THE EMBANKMENT CONSTRUC110N W S 0 ~ _ ~ ~ ~ ~ ~ ~ / ~ ~ ~ / \ AND DETAIL m ~ ~ ~ i / F W •
COMPACTED. ~ ' ~ - - - 90 ~ 5 ~ - - - ~ ENTAIL _rS '~~C6. ~ ~ - SK"111+1 DIED TO / 12 rt7DE ~ _ x~sT'NG SAO I~ER z' y SILT _ E / ~ ~ i / i I- MIN-~--?I , FENCE ~ ~ ~ ~ FENCE
~ SEE SHEET C3.2 OR \ _ ~ . - SLOAE DRAIN , / 2 2 - i i ~ ~ If-
BMP/SEDIMENT MODIFICATION NOTES ~ ~ DETAI ~ \
g 1. SEDIMENT TRAPS TO BE FUNCTIONAL PRIOR TO ANY STORM SYSTEM CONSTRUCTION _F _ ~ ~ ~ ~ ~ \ ~ ` ~ , ~ _ ~ ~ ` ~ ~ - ~ ~ i S.IE2 1 -OPTION 2
s OR GRADING. - m -CONSTRUCT AND MAINTAIN BERM ABOVE FlNISHED
r ~ 2. AT A MINIMUM BMP'S SHALL BE EXCAVATED TO PROVIDE STORAGE VOLUMES AND GRADE UNTIL INFORMED OTHERWISE. PROPOSED
~ SURFACES FROM TABLES ON SHEET C3.2, PROPOSED SEE NOTES AND SEQUENCE GREENWAY GREENWAY
3. PERMANENT RISER STRUCTURES, SPILLWAYS, AND OUTLETS TO BE CONSTRUCTED. -BENCH AND COMPACT LIFTS A MINIMUM 2~ BEYOND
RAW DOWN VALVE TO BE OPEN AN T EDIMENT DIKE D B KMEN S T N RAW OWN PIPE, E M SKIMMERS TO BE INS ALLED 0 D D BIKE PROPOSED GRADE LMITS. -OPERATIONS CONTINUOUSLY MONITORED BY SOILS N
THROUGHOUT CONSTRUCTION. ENGINEER, z Z 0
CON TRUCTION DETAIL S 4. ONCE ENURE SITE HAS BEEN STABILIZED AND STORM SYSTEM CLEARED OF ALL - ON ~ PROPOSED
ACCUMULATIONS, THE FINAL GRADES OF THE BMP SHALL BE ESTABLISHED, PLANTINGS INSTALLED, AND SLOPES STABILIZED. AFTER SLOPES HAVE BEEN STABLIZIED AND \ FlNISHED GRADE d 3:1 MAX ~ ~
INSPECTED, DRAW DOWN VALVES SHALL BE CLOSED AND SKIMMERS REMOVED. \ ~
GRAPHIC SCALE 12' M~IDE W
40 0 2D 40 BO 160 2' MIN ~ 2' "SILT 0 ,-~I I~--~-?I FENCE
~ 2 ~ ~ 2' ~
Q
( IN FEET } O
i inch = 40 it.
PROPOSED ~
~ W > ~ ~ ~ ~ ~ ~ . ~ wJ,. ~ y~ ~ '"jam., , ~ GREENWAY Z ~ ~1 ~ ~ ~ -CUT AND FILL BACK TO PROPOSED GRADE LIMITS.
/ / ~ \ \ ~ \ \ , S~Q ~ 60 ~ ~ 2 ~ \ \ \ \ \ ~ ~ \ CzROUk STABILIZED , y - - - - ~F SF ~ SF~----r.. -INSTALL PERMANENT SLOPE STABWZATION TO } - Q]
~ ~ - , - - _ ~ ~ ~ v v v v v v . ~ ~ ~ ~ STONE CH EL ~E ~ ~~'y ~ ~ / ~ '~~A\ ~ A ~ ~ ~ I ~ { ~ 1 ~ ~ LIMITS OF EACH DAYS PROGRESS. i~~ ~ ~ \ A O] Z _
;~h/ v U ~ \ ~..vvv' ,A ~ \ 1. ~ Q ~ - - - ~ ' v ~ v v , v ~ ~ v ~ DETAiir SHEET 1 1 ~ / ~ ~ \ ~ I, ~ ~ ~ ~ ` ~ \ SEE NOTES AND SEQUENCE ~ ~ N \ ~ ~ ~ ~ Q
t -
~ ~ / - \ A ~ ~ \ \ . A \ V A \ v ~
i v I v~ - ~ - k , TE~IPOR Y ~ ~ , L , , ~ ~ ~ A L~ ~ `BED L~ EQ X v ~ ~ ~ - v` ~ - ~ ~ I~ ~ WQ
~ ~ ~ ~ NTH F~A~RI~ \ Sl ~ \ ~ I ~ , - , ~~A v~ ~ ~ ~ ~ \FAI Ti'I I w ~ I v v ~ v CP ~ 1 ~ , ~ ~ kZG~.Q ~ ~
~ ~ ~ ' ' ~ , \ ~ r ~ ,SE`E TAIL ~Sk~, ~T - ~ a . 'vJ ~ A ~ \ ` L _ i ' " ~ SKIt~M R TIED ~ Q a' i - I Z vv `y v ~ ~ ~ ~ / ~ o ° I o
~ ~ I ~ ~ ~ u ~ \ \ ~ I ~ ~ ~ ~ TO DRAW DOWN \ \
/ \ ~ ~ \ ~ ~ ~ A ~ ~ ~ ~ ~ - - - PIPE ~ - ~ v ~ ~ vv I~ Z o - ~ ~ ~ v vv I ~ ~ ) ~ ~ ~ z
' ~ ~ ~ ~ I
~ / l ~ \ ~ J - \ \ i 1, ~ ~ ~ v ~I I~ a
~ ~ l ' ~EMER ENCY SP WILY ~ ~ W ~ ~ ~ ~ v:," A / N Z ~ v ~ I~ ~ l ~ ~ m Q
/ ~ ~ ~ ~ ~4SS f~RIPRAP APRON - , - ~ ~ ~ 'III III I ~t v ~ ~ ~ ~ i ~ -
~ CUT OFF WALLS ~ ~ ~ ~ ~ 1.L ~ i ~ ~ WET POND#3
~ ~ ~ ~ ~ ~ V ~ ~ ~ ~ ~ ~i 1~ 1 ~ ~ V V ~ A ~ I i ) ~ ~ / ~ l ~I ~ ~ ~ \ \ ) 1 1 ; ! SEE DETAILS ~ ~ ~ ~ ~ ~ ~ - ~ _ _ i - o ~ _ - -DRAINAGE AREA 2.1 AC
t ~ f ~ ~ ~ / ~ , n f r ~ ' _ i ~ ~ d l l ~ ~ `Ol,SSI Oft - , ~ I ~ ~ ~ f ~ - _ -1- _ BOTTOM EL=615.50
r ~ ' / Q ~ l l ~ ~ I .I o ~ DIVERSION ~ ~ `P~AIS #5 II,I i, r ~ ~ / / / - I,I i ~ m .I._ _ ' - ~ ~ - - 4 _ CREST EL-618.75
o r- y \ V ~ ~ ~ e a ~ ) ~ ~ ~ ~ DITCH TYP. ~ ~ ~ _ _ ~ ~ I ' ~ ~ ~ ,I ~ ~ i ~ - ~ SOP EL=621.00
I~ERG~NC / , I r~ ~ o o, i I _ -
~ ~ . ~ ~ ~ / DR Aft ?~.0 A6_ ` ~ ~ a - , ~1~,! 11 I ~ I I ~ '1 1 ~ ~ ~ / , ~ , I ~ ~ ~ SPILL~IfAY / ~ ~ - - ~ TOP DIM.=130 L x 70 W
~ i r 6 I ~ B0~`T~IGI EN-fi~O'OR ~ _ ~ 1, I ~ 1 I ~ ~S ~ I ~ ~ ~ ~ o~ ~ . 1, lr, ~ ~ ~ GCASS k ~ ~ ~ " ~ SEE SHEET C3.2 FOR DET~~ ~ ~ r ~ T
~ ~ / ~ ~ I ~RES7 ~~-~23~5~ ~ ~ ~ - , I, l ; ~ I ~;f ~ ~ ! / ~ t ~ ~ ~ ~ ~ / Ill , ~ RIPS ~ fi , - / / / ~ / I / / _
~ ~ ~ ~ TOP EL=$22~:0~ ~ ~ ~ I ~ l I„` ~ ~ h. I ~ ~ I l~,I ~ ~ ~ i I ( ~ ~ ~ ~I ~ - ~ 1 X11 Il i i I _ DISSIPATOR r" ~ ~ ~ 1 ~ ~ _ - ~ 1 ~ ~ ~
~ ~ ~1 ~TOP-~ 0,11ut.~-~95~L~~r ~5~1 ~ ~ 1 , , / ~ 1 43 0 11 ~ , PAD ~4 / ~ / / ~ I ( , ~ _ _ - I ~ / r ~
5'H~~T~G~.2~F I ~ i ~ l I ~ V ~ ~ \ - - I ~ t 'i ~i~ / / / /
111 / ~ i// ~ ~ I U C~.1-t~f , / / ~ ~ ~ ~ ~ LIMITS E DISTURBANCE
- ~ ~ ~ v v 5 y ~ v ~ ~ - - ~ IJ r~ 1
/ ~ , 1 / ~ 1 ~N I i / ~ , " ~0 , ~ ,.ORAINAt~ AREA-2.~ -AC o / r / / / ~ ~ ~ _ nn11 / ~ / / / / % W U c
i 1 ~ / \ 1 ~ ~ ~ - ~ ,I I
~ 1 / f v ~ ~ ~ ~ ~ t 1 I ~ ~ ~ ~ i ) L; ~ ~ 1 ~ ~ ~ ~ ~ ~1 l~
DIS~IPATO N TR TE ~ ~ ~ ~ ~ ~ ~ ' - r v COS UC D 1 _ _ _ _ / ~ / ~ / / ; --;-L DISSIPICTOR J z rn
D WETLAND 1 ~ - # 1 ~ ~ _ v ~ ~ / / / / / ~ ai v
v` ~ ~ ~ , ~ DRAINAGE AREA=8.6 AC ~ y ~ ~ ` ~ ~ rt
r ~ ~ - _ I ~ . BOTTOM EL-642.50 t y ~ Q- v~~~; ~ i ~ / / / / / / V ~ ~ ~ / a i / W~ / / ~ ~
a . ~ ~ I ' . CREST EL-647.25 ~ ~ - - - , - ~ y - ~~0
_ ~ s - , - - ~ ~ TOP EL=650.00 c 1 i, , - - / / L- ~ ~ ~ ~ ~ ~ ~ ,,v ~ ~ ~ / p / / ~ ~
~ / / - -
TOP DIM. 145 L x 95 W ~ ~ - ~ - ~ ~ ~ A~~~r f ~ _ I
_ ~ ~ SEE SHEET C3.2 FOR _ _ _ _ _ - - t , - y ~ a~., ~ ~ - o Q~ - ~ ~ ~ \ ~ , ~
E ,o ~ ~ - _ ~ ~ DETAILS ~ -
s
TED WETLAND #1 N TR CTED WETLAND #2 NSTRUC COS U CO CONSTRUCTED WETLAND #3 ,~..ert 6`~.Vpaa~,~.o B9t~y9 a ~~~~gg s
A EDIMENT TRAP o® ~ a~~~m®~3~l~ ®B
AS SEDIMENT TRAP AS SEDIMENT TRAP
L LiD
GRAPHIC SCALE GRAPHIC SCALE Ye GRAPHIC SCALE m ppii
C s 5~PM14 0 C w e Q2,J~ ~ ao a za ao eo Leo
40 0 20 40 80 160 40 0 20 40 80 160 C
c
C
z ( IN FEET) (IN FEET ) ( IN FEET) W d LL W N i inch = 40 ft. U a
1 inch = 40 ft. 1 inch = 40 ft.
N U)
N

= NOTE: NOTES ;1' ~W-0FF AEOUIRED ON 2',3",AND 4' MAINS 2' ~bWW-0FF REQUIRED ON 8'•12' MAINS
w ~ ~ in MANHOLES ARE TO BE AL13$LOW-0FFS SHALL BE BEHIND CURB & SIDEWAL}C
0 ¢ ~ U ¢ m AS MFG. BY DIlM y~ p ~ O m m CONCRETE COMPANY
U w ~i p m U U a INC., GREENSBORO, N.C. 4~ Qwp ¢ ~U OR EQUAL.
xw~ x w Nz ~ •z ~a R ~ x ~ ~ ¢ N m ~U~
RELATION OF WATER MAINS TO SEWS S rn ~ 3 ~ ¢ 3 S - U ~ z z p ~ a~ N~ r DEWEY , : _
a Lateral Se ration of Sewer and Water Mains. Water ~ w i w ~ w ~ ~ m ~ U m m ~ ~ M.H. RING AND COVER BY DEWEY ~ win w N c7 ~ ~ U BROS. INC. CAT. N0. MH•RCR•2001 Mains shall be laid at least 10 feet laterally from a st g ~ ~ ¢ w ¢ ~ ~ OR EQUAL. RCR•2 1 x~ ~ • ~ Hl/l HZ/t ~
ar proposed sewer, unless local conditions or barriers U ~ ¢ m m ~ ¢ ~ N y8
preverrt a 10 foot lateral separation in which case: ~ 2"THREADED ~ z m ~ ~
1. The water main is laid in a se trench, ~ , , ; A~~ p~ least %VA%~ _ with the elevation of the bottom of the water main at ~ -CLASS A MORTAR PVC SCH 40 ~ a O z ~ x "A' MORTAR CAST IRON PIPE ~ U = N ~ M ~ 3
18 inches above the to of the sewer, ar ~ P METER BOX ~ w °z ~ N w ~ m
2. The water main is Isid in the same trench as the a' PRECAST MANHOLE ~ ° 2~1a' ANCHOR BOLTS sewer with ire water main located atone side of a bench of WCHOR BOLTS ~ < N ~ o z :ADS) w ~ ~ .i m w ~
n i urbed earth and with the elevation of the bottom of 3,pOp p,g,l, (REDHEADS) u d st 0 0 ~/,~i ~ N s<~
the water main at least 18 inches above the to of the CONCRETE 1' PVC o G.I. M.H. STEPS i. STEPS w ~.C. 8' DUCTILE IRON PIPE b iv ° ~ k' e O
sewer. / W § @ 12 O.C. ~w TYPE'N' CRISPIN r x i i i ~~g ~ N CRISPIN
b Crassin a Water Main over a Sewer. Whenever it is ~ ~ ~ 9 N ~ w > 4 PRESSURE AIR VALVE necessary for a water main to crass over a sewer, the water o ~ a z 0 0 = m o~ N ~ 'SURE AIR VALVE w b z ~ ~ ~ 2~ b a -w~ Z Q
c7 ~ a ~ ~ 2' BRASS_ 2" BRASS g main shall be laid at such an elevation that the bottom of z u, ~ z ~ m - NIPPLE GATE VALVE -o ~ ~ i i i ~ Z r ~ w J N
" the water main is at least 18 inches above the top of the ~ o o ~ ¢ o ~ z ~LL sewer, unless local conditions ar barriers prevent an 18inch p ~ ~ m a ~ w c O Q w b b w =5~ n Z_
rn v cg $ a WATER MAIN WATER MAIN ~ verticalseparation - • in which case both the water main a " ~ ~ ~ W ~ BRICK BRICK 'm o x i i i ~ o Q ~ o ~°z J a 0
~ and sewer shall be constructed of ferrous materials and with ~ w v / \ r/~ U ~ a . ~ a Df V J ~
o joints that are equivalent to water main standards fora w , 8kt6' / z distance of 10 feet on each side of the poim of crowing. ~ /\~i• BRICK PIER f, _~b b a ~ Q ~ maw ~ ~ U W
a ~ o ~ o = a~a W Z I"
m r in a Water Main Under a Sewer. Whenever it is ~ , / a-1' DIA. WEEP o {c) C ose g F ~ _ / / ~ HOLES IN BOTTOM r w r main to cross under a sewer both the o 5 ~ ~ neca~sary fo a ate z ~ ~ > ti ~~i`-~ a~ ~a ~ Z / ~1 P ~ m= J ~~ZO
F water main and the sewer shall be constructed of ferrous v, a Z , ~ ~ r
i 3 x ~ g materials and with joints egwvalent to water ma n standard $ a ~ z x ~ for a distance of 10 feet on each side of the point of ~ N ¢ $ ~ ~ y m '^~m J~N~ ~ I~
s crossin , A section of water main i e shall be centered at ~ o x - ~ ~ w ~ ' o g p p ~ ~ > BED MANHOLE ON <Ow QODWI.O 7 COPPER PIPE m y < Y LC ^ r U 2 BRONZE GATEVALVE
the int of crossin . > a 4 ~ ~ ~ ~ ~ g a a N ~ p > ~ ow. > 12` OF N0.4 STONE z 9 ~ ~ - r o FLARED COPPER FITTING HANDWHEEL (200 P,5,1, \ q ~ w ~ Z O 0) W
I z a i_ _ ~ ~ Histo Note: Statutory Authority G.S.13D-157 to c~ ~ I- ~ z ry WATER WORKING PRESSURE) / ~ ~ ~ ~ N W " W
m 161 f; Eff. January 1,1977 ~ UY a ~ ~ ~~Q~
O AIN sD° BRASS ELBOW ~ ~ ~ ~ ~ £ ~ ~ cv ~ cv M 0 Wb Z ~ ~ ~w~ ^N~N
m 0 sum ~~Q~
y V7 i\\ BRASS NIPPLE Z E N Z Q' o' - 0~~~
r t. ~ XL ~ 2' CORPORATION COCK COPPER TO MALE IRON PIPE ~ r J ~ J
L ~ ~ ~~V/V/\< ~S 3 THREAD COUPLING ~ - W ZJ -rCr ~ G ~
A ~'V~/iAA/VAr. w-~ r~ w-s w-~ w-~ ~ J .,Z "
WATER MAIN wwow MAIN "~a.zt~z
RELATION OF WATER MAINS I STALLATION Y O F ~ E'~~A'N E O F E~ A N E FIRE HYDRANT N C I T CITY F M E D A~ E 2 BLOW-0FF ASSEMBLY - U) Q o ~ o aT~ ~ CITX ~F MEDAN C E THRUST BLOCK BENDS MANHOLE z = = w =
TO SEWERS AIR RELIEF MANHOLE _ CITY OE ~E~ANE m T RD STANDARD S~ANDA Ua a STANDARD STANDARD
N.T.S. 3/13/02 ~n MHW N.T.S. ate: 3/13/02 a~+m: MHW N.T.S. 3/13/02 MHW E - X02 MHW N.T.S. ate: 3/13/02 o~B~: MHW N.T.S. 3/13/02 0~~: MHW O W p W rJ~•J M c9WOW
5 W ~F~H
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c M1H - - 'NIW.4l uwi ~ F MlH - - 'NIW.4Z N Y LLW Y ~ ~ \ U ILh Z¢ W ~ x g o o € OUTFACE Z
P ~ Q 2w 0- rt tw OS zac ~ Wa o00 ~ a~ O S ~ O~ m X 0 0' g Z m M.H, RING AND COVER BY DEWEY Z~
m ~ m > -(/Jp m ~j> ~jr~ ~ mk' ~ NUJ p W O rA ~ rJ~^: W~ Z IIIV ~ N ¢ Z _ ~0 0~ ~ ~ m ROAD SHOULDER OR BROS. INC. CAT. N0. MH•ACR•~01 0 N F- >
c~ 4 ~ aY0 ~ a? N ~yy QQ~ a ~w ~ZS~ HZ l HZII U W E' U U ~ x z 0 0 0 J W~ PAVED STREETS OR EQUAL a W ~ r 0 0~ w 2 z f- C1A83'A' MORTAR ~ O:
\ ~ Z z w N ~ wa U w W mU 0 3w O ~ < U ~ Up ¢ ~ E[ p O 4 p ~ ~ ~ ~ BgSE _ _ 2314' ANdiOR BOLTS U
E ~i, ~d w , w ~ o. w w w w Y W > V> ; o > v ~ < > ~ ~ Ulm ~ U W F UQ~t/1 ~ O~ Z W ~ iv ~a ¢UVJ 0 °w o 0 0 ~ '1=III=III-1 ~EDH~ w r ~ ~ 0 0 ~ ~ 9 .0 } , hJ 2o4e 2~' GRADE RINGS MA>aMUM 0
i;'ON m~ q ~ N ~ mpQ 2 0 m W r ¢N w mpQ Z ~ ZI ~ 310N ~ ~ ~ O w ¢¢S ~ O DUI ~ Z D 0 0 0 ~ z - ON ALL MANHOLES ~ 0 0 ~ ~ z - IIiTi-iil-tir
0 ~ ~ C~' ~ ~ ~ ~ °.P ~~tu ~ ~ ~ ~ ~ haw ~ - ~ W ~ r C, zX W~¢ ~ 0 zo ?~Q o' 000 > 0 ~ , ~ U 0~ NOTE: ~ F
I tiN ~ o p o U_ ~ w U ~ ~ ~ w ~m fof` w ~ ~m ~pl< MANHOLES ARE TO BE , H 00 0~ ~ AS MFG. BY D8M - i 0
~ ~i w 310N~ ~ f j F~ z ~ N r m0 y~ $ ~ 0 0 ~ CONCRETE COMPANY ~ - - - - - w
~ < O U tiZ m < w , i ~ < w ~;'o ~ f0 N O 2 O = U7 ~ US J m 0 0 0 NC., OREEN980R0, N.C. I - w ) 0 0~ OR EQUAL , g 0
nn .I. M.H. STEPS Z ' 1 0 Z 00~
z~ ~ W ~ 5 o o ¢ ~ m W n m < z m Z Z \ m ~ ~ 000 170.C. , ~ ' " 0_ Z 3,000 P.S.I.
mW z ~ n m i n N F N H w V~ m J N p O Z~ ¢ Q~ ~ Y Q ~ V 0 0_ Q CONCRETE m _ ,
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t ~ ~ ~ ~¢w 7 LL ~ ZO ~dw ~ u.~ j0 am ~ m~ ~ m ~ w w j0 ~ w a z ~ c z ~ m e O Z 0 N p m~ OI}-Q ZOOJQ NOTE: ~ Q ~ Z H U Z ~ d ~ ~ GROUT ALL JOINTSFROM INSIDE ~ + ~
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o ~l a I w ~ O t. Q2 w CZ7 Fri. Q ter' ~ ~ ~ rD ~ V -1 ~ Q S OC J C.: ~ ~ ~ W p O Q ~ ~ U 0_ > COMPACTED i GROUi LASS ~ J ~ t+! O ~ Q ~ WASHED STONE C O O¢ J ZZ_ WW>J OWE ~Mw, ~:Ar I W
Q I~I Z lL O J> J Q J U~ F- O MORTAR R L
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3/ CITY OE ~EEANE I _ CIT I 0. I~E~ANE Y F E~ A N E THRUST BLOCK TEES SIT 0 ~ CONNECTION CONNECTION ~TION
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DEPTH 2 COATS OF KOPPERS 2 COATS OF KOPPERS
1 1 . 1 . / . 1 . 2-112" x 1!4"STEEL ~ SUPER SERVICE BLACK 2.1/2° x 1(4' STEEL SUPER SERVICE BLACK (HOT DIP GALV, STRAPS) AFTER ASSEMBLY, (HOT DIP GALV, STRAPS) AFTER ASSEMBLY,
/ / 1 / + . / 1
TYPICAL SECTION TYPICAL SECTION II 4° • 1/8' BEND ~ ~ /`i 1 :`/`I::`.
STREETS OUTFACE coMPACTED ~ BACKFILL • ' ' O.D. '
M.H. RING AND COVER BY DEWEY 4' P.V.C. SCH. 40 ' BROS. INC. CAT, N0. MH•RCR•2001 J ' ' ' ` ` r
ROADSHOUIDEROR •1•~• 1'/' ROCK PAVEDSTREETS ~ OR EQUAL ~ ~ 1 / • 1 EXCAVATION
l CLASS A MORTAR _ " ~~/l-- 2,9J4' ANCHOR BOLTS ~ S~ ion MAX. 1x'•18' MAX. _
BASE _ = I, (REDHEADS) ~ ~ PLAN '~-III I~~ II 1J20.D. '~11, rI ,'.I.it.. f, ~X ~i 1• ~ ,.5y i .'~nti.~;il
20~ 2-0' GRADE RINGS ON a w.,}~;.i"";~~., 3I4 BOLT 18"IN •1',,,,t k,r. ~:':R;,..,,,~ , 3l4 BOLT18'IN s• ~ LENGTH W18' LEG ,r ..t , ~ ?;5 LENGTH W/B' LEG
z II-_ - • STREET MANHOLES 2, 4"PIPEADAFTER CLASS "C" BEDDING g ~ mmnl ~
I WATERTIGHT ~ t2.24FEET ? 'i,h,. :4S ~ ;a' ~ .Y. •i;~ ~ i... c 1, i ; ;t:• ';}'err
, ~ RESESSED PLUG 8" x 4' WYE DEPTH N0.4 RS :.,;.:~,",':y''4;~' N0.4BARS O
: I'1 : 1,11 .1•i . PLUMBER TO MAKE CONNECTION ` • ` ` • N0.3TIES ,y:,.. ;r N0,3TIES ~b~.` ~ : •~~~t . 1 (p ~:a:.' ; e'O.C. 12"O.C. ~ ».>i:h; ,k,'':' B'O.C. ~ 12 O.C. ..IG t. ,;G::'i..';::`+;Ii•z•. .:I:,:, i~ `t.,:::i. , .t:;r..'rr'' tV Ot~D
I j TO STACK WITH WYE (NO TEES) ~ ~ ~ :r. 'k'.,
D.I. .I. M.H. STEPS ~ • ~ • ~ ~ • E ,C. COMPACTED - O.D. 5"• TE t2' 0 BACKFILL tl20,D, 7iY ,Y ~ ~'1 Jl ;yR i '.r ' J'r '~S' ~ N '~'"'=°:r~.'s"•:~,'I `-N0.3 ES a, Y :5•;~••t;:,'I.~;1,: -N0.3TES .I
M 21 2" , ;jai 12' 0. MINIMUM 21/2' , ' ~ ~ ~ ~ 'S rM~:;;~ % 1T O.C 0 MINIMU 1 ! t~~:; 4,.,.''. t"' i; i'~; Z
/\~~\//~i/ /~/~\/~/i,/~ CRUSHED COVER ON ALL i'''"',;`. COVER ON ALL t t. ''"~`1'' i' ~ - w .ry::.>:..:?„ REINFORCEMENT '"~f w REINFORCEMENT ~ s , f, ; , ~ • • ~ i :<:y: „ ; , , 0
m / / \i / STONE ~ STAINLESS STEEL / c STRAPS AT 2'O.C. ~ - - - - -'J• ~l K .'1 ~ i ..1'; •i: I:.•h•• n' ±,1 .i'F: ~.h 5
x WITH iJ2'A.B, _ ~ INCLUDE BEDDING '4' W
~ STRAPS 114'X2' 4' CLEAN OUT WIWATERTIGHT RESESSED PLUG IN PIPE COST 4' N , , , (aTGRAO~ I CLASS "B" BEDDING ,;~A~1: A•~.J~t~q';iGI,,Jy. •il « YF ~.i E~ :U:, Jn,Y, N0.4 BARS - ,••~u: ~ i,j j~.:i; l••T: > N0.4 BARS sa,' r• •k;,.'ti..;,; i:.;,,, > W Z E-
~ i CLASS A 1 N o MORTAR _
SLOP w D.I. ~ E1/4'P
~ 1 ER FT, ''Z. ^ 1 t~f' ~•~'":;f'i .j.: .s~.:•J' 15 ;.r.; .;~f.' :y.: W r E'- O .,11`1•.4 ;Y" j~'.~.,.. ;A f. . i.: Y.c •Y' ~ J ~/Y w
v COMPACTED / ~ ~ 12' 8" STONE IF PRECAST 24' PLUS ~ WASHED STONE ~ ~MANHOLE BASE DEPTH Y ~ "a+;. N0.4 BARS , ;r.]~ N0.4 BARS "'iSr. N0.4 BARS t, ;,pC. • ~ N0.4 BARS d) m
o ao IS USED 8'O.C. `+.~,.~.':,r.' 11"O.C, ?j; 8'O.C. •~;yr;~:'i' S 11'O.C. ~11 0'i ~J, I:Y' r;.'i ~1 i:. SY.. r'te',{~;, z ~ y.LL ~
~ - ' - =1= l- 1=11=_= 1= =f l =1= 1= 1= = III t _ CLASS "C' p •11111111 I_ _ _ _ _ _ _ _ _ _ _ = 1=III=III=III II-III ~ 4 LONG SWEEP ELBOW ~ • • • • • • CONCRETE Y • ..11.1: I' -III-III-III-III-III III-III-III-III-III-III-III II
m , _ , „ COMPACTED a3' O.D. 6'.'' "=III_111,;,111; III „ II„III-III; ,III=III-,III,~,III,;,III, ;III-III ~,IN-Ilhlli- ' ' ' r ~.Ji ~~Jb' - LL LL
~ ¢#58ARS FILE BacKFal a PRO ~S:i~'('. 1 1.~ .i..; r. ~t~s 'eY, i!.;C.'.~ei5f'i 5'4' ,f, 'r 1'.; ;y:;; r. >r~ :~:'x,~t' r,~ Z (~N „N
~ 1/20.D, o, `4. CRUSHED 1 O.D. :~~~1 1. .I'~. ~ ~I• } 1. ~h .r i Tip. T J ,.+•r~`S.i q'~, 1<•~iJYa~~J1..~.i•:•, ~'.1+.'¦•'i, r .};'!~:'::.~.r..5.i :.h.;.. l.c.~~4•'•'. .r ~~',j;~'~. Q
UNDISTURBED ~ STONE ~ Z o - ~t0~t0
m EARTH NOTE; SEWER MAIN m MANHOLES ARE TO BE NOTE : BACKFLOW VALVES ARE REQUIRED ON ALL a r X
AS MFG. BY D&M SERVICES BETWEEN THE CLEAN-OUT AT INCLUDE BEDDING ~ CONCRETE COMPANY THE PAOPERTY LINE AND THE BUILDING. ro IN PIPE COST CLASS "A" BEDDING JW-O ZJ -rCr ~ GG~ ~
INC., GREENSBORO, N.C. a OR EQUAL ~4
~ WWOW azt~z
STD. PRECAST ~ W R SERVICE CONNECTION CITY O F MEDANE SANITARY SEWER BEDDING IT, OF MEDANE SE E C U) a0~0 CONCRETE PIER C ~ T°~ O E E DA ~ E CONCRETE PIER TY 'OF ~E~A~E DING C I = ER BED Z = w =
CITY OF MEDANE - ~ DROP MANHOLE U n. a STANDARD WSW STA~~9~DARD O O
STANDARD STANDARD m STANDARD : N.T.. are: 3 13 02 MHW N.T.S. are. 3 13 02 ~ MHW N.T.S. m,R: 3/13/02 mar MHW S / / / / '02 ~ MHW N,T.S. 3/13/02 MHW N.T.S. a~ 3/13/02 gym. MHW T J ~ J M (+')WOW
E 5 W ~H~N
0
c
B NOTES:
0
r 1.) UTILITY LOCATIONS
E ' WATER UNE UND@i THE SIDEWALK c
4' CONC. SIDEWALK, TYP. VALVES ON ALL SIDES OF TEES • SEWER UNE MIDd.E OFSTREET
5° THICK, 8000 PSI AND CROSSES ON MAIN'S, • NATURALGASBEfWEENSIDEWALKANDCURBANDGUfTER Z
• ELECTPoC UNDERGROUND IN to UTILITY EASEMEM a • TELEPHONE IN 1d UTILITY EASEMEM Z ~
_ _ _ RAy - - 1d UtMYEABEM@R'TYP' RIW - • CABLEYISIONINRIGMOFWAYBEHINDSIDEWALK 0 ~
aw
° 2.) WATER AND SEWER IMPROVEMENTS - U N
n • ALL WATER ONES ARE TO BE A MW, OF S' IN SIZE IXCEPf FORCUE-DESACS 7~" W 7.8' ~
~ z H/C WHEELCHAIR RAMP, TYP. CIF1B INLET, TYP. WHERE 5 IS ALIOW~ WHEN LESS THAN 500 FT. AND 4' IS ALLOWED WHEN LESS ~ ~ a ~ THAN 400 FT.
m = ] ~ SEWER • • WATER MAIN ISTO SE ~1CTILE IRON PIPE CIA8650 i4 8' 7-0' W
m $ ~ ~ • SEWQiMAINSARETOBEAMIN.OFS'IN3¢E ~ ~ ~ Q 32°0 ' o
a 4 ~ ~ • SEWER MAINS ARE TO BE VITfSFlED CUY PIPE. 5a RIGHT-0F-WAY ( . roR e 8 518" t? R11D. ~
• FOR RESIDENTIAL USES, PVC SWISS CAN BE USED AS APPROVED BY THE PUS WORKS DIRECTOR 1aa' z4r z~' 1a~' - ~ ~ I
( _ ~ ww I as ts~a ta~•v s~a a~•a I z~ _.a 3.) STORM DRAINAGE ~9 0 Qs, Z
I I 30' RAD., TYP. e 1.25 bt SUAFACE I RAD ~ • ALL STORM DRAINS ARE TO BE A MIN. OF 151NCH IN SIZE ' , ~
I 2.~ 7' 12 SURFACE I n~ FIRE HYDRANTS AT ALL • MATERW.SARE TO BE REINFORCED CONCRETE PIPE EXCEP' WHEN LARGER THAN 0]
Z I 721NCH. ALTERNATIVE PIS MATERIAL MAY BE USED As APPROVED BYTHE PUBLIC WORKS DIRECTOR I rz,~, z.eox 10' STANDARD TRANSITIONS TO INTERSECTIONS AND NO :croR CURING ~ ~ . ~ • J J i . Z COMPOUND it , m )ANY 1 ' J.
ANDARD URB & GUTTER AT MORE THAN 350' APART. • CURB INLETS TO BE LOCATED WHERE ND MORE THAN 1.0 ACRE OF DRAINAf~ CONTRIBUTES TO ANY ~ C INLET EXCEPT IN SAGS WHERE S WIDE BASINS CAN BE USED WHICH W518E AU.OWED ALL CATCH BASINS. 2 ~ TO DRNN 1.5ACRE 8UB8ASIN3. P J J a i. e~ VI Q ,.e i 'o.e. i.o. .r :a e.• G • n j.¦ p .',~,p 'e ~J.p'< a J J., 1 ...J ,..1 I LL
SABCSTONE ~ ~ N ~ 1 •J T ,S n J ~ J
.i 3 m ¢ ~ 4.) CONCRETE SIDEWALKS I\ •3000 PSI. CONCRETE U)
7S' ROLLED CURB 5 THICK CONCRETE SIDEWALK ~ J
S,oooPSIC~ICRETE 3AODPSICONCRETE 4'CONC.SIDEWALK,TYP. w S,oOOP.s,I, EXPANSION JOIM EVERY90' EXPANSION JOIM EVERY 5a 5' THICK, 3000 PSI CONTRACTIONJOWTEVERYta CONtiiACTIONJGIMEVERYS ~ 4'WIDEANDSTHKSC I I- r7 Q
I a 50CATED BOTH SIDES OF RESIDENTIAL STREETS IXCEPT ON CUL-DE-SACS WITH LESS THAN 12 LOTS ~ p rn W
I I~TE : ALL SRUMINOUS PLANT MO(AND METFfOD OF PLACEMEMSH4LL
COMPLY WITH SECTION 510 OF N.C. DOT STANDARD SPECIFlCATIONS. 5.) OTHER 28`33'03" NOTE :EXPANSION JOINT EVERY 90 FT.
m ANY CHANGES TO THE GENERAL REQUIREMENTS SHALL BE PRFAPPROVED BY THE CONTRACTION JOINT EVERY 10 FT.
PUBLIC WORKS DIRECTOR 3,000 PSI CONCRETE CURB ~ ~ LLI
3 CfIY OF MESANE STMIDARD 3PECIFICATIONB AND DETAILS ARE TO BE USED EXPANSION JOIM EVERY 90' Z J
c • NOBURNINGAU.OWEDINSIDETHECTTYOFMEBANE CONTRACTION JOINT EVERY to p m U 0 N
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0
~ ST-1 -ZO ~-a ST-4
c IN REQUIREMENTS ~ ~ C ~ TY ~ ~ E ~A ~ E 30" STANDARD CURB
GENERAL SUBDIVISION REQUIREMENTS GENERAL SUBDIVISION REQUIREMEN TY OF MEDANE CI I CITY OE MEDANE Y ~ E DA N E RESIDENTIAL STREET SECTION R R DWAYS AND UTILITIES 8 ~ I T 0 FO OA FOR ROADWAYS AND UTILITIES T, O F E R I E 30 ROLLED CURB AND UTILITIES
„~~g~ ® ~ e ANDARD ~T STANDARD STA~'DAD STA~~DARD /02 MHW N.T.S. 3/13/02 ~I+M MHW N.T.S. ate. 3/13/02 ~ MHW
S TA I ~l Ll A I~ D N,T.S. a,E: 3 13 02 MHV ~ N.T.S. are: 3/13/02 Dr~w,+•r. MHW N.T.S. wre: 3/13/02 m,~,m MHW / /
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xPAN. A / 3",TYP. ~ E J JaNT sTO. C ~ G ' B L a' R., TYP. 2",TYP. i ~ SECTION A-A RING --70 LBS. 70 LBS. ;::..L~. {
' o~~o ~ ~ COVER 118 LBS. _ ~ ~ 2.J ExPANSIaR 118 LBS. r~~, JOINT GUTiEpUNE 8° 4~ .
2, 2 ,TYP i ~~O WITH PLAN WITHOUT N ~ 7- A iD PLAN A cAassEO A \ .
I TOP TOP 1 so• cuRe a: cuTTER ' e FRONT ELEVATION
PLAN 5'-10' 402 THROAT CLR, 5' 3",TYp, 6 o
T-4" 403 0.5 IN. TOL) . 19 1/2" ~ 1/2" ~ ~
~ ~ 2'-11' 402 STD. RING -I h 6' ' ASPH. i/2" 1/2" ~ 1 /2" STREET S'-0' WHERE RMI IS AVAILABLE N ~ ~ Z Q ~
c ~ 3'-8° 403 & COVER 3" R 6?", TYP. 7/8 Q.. 1.. 1" - 6 7/8" ~ 114 PER. FT, SLOPE 7 ~ Z r o e'' g' b~ 4 y '~-~-'fi.~':'.~>.'rr`,r;(~~ 12.1'- J
~ I1 N " rtm J~ . ~.>w~~.~:; T A~'~. ro m SLOPE ~ O Q 16 30' WRB k WT1ER E%PANSION . x.!;~..;~~A,'tti•..:.,:,,:t...2t,~y.';.... r... 8' JOINT 71yµ 't.}.~s,?attiiw~it~.y~:}';~ht,gtk.. A~~~ } n Z
® • ~ 9/16 u a'-s aoz 1 ° - ..p?nt~a, ,RAT S" ~ Q
c 6-O 403 m i 2'-3" 4' VCP 0 B ~ I - x ~ SUMPS ~ SECTION 8-B " " - ~ ~ e = Q
z 8' s" F. 1 1 /8 1 1 /8" 1 1 /2 d _ PLAN " 18" ao M 1 1 /2" x GRASSED i N, d~ c+~ g ~ U d SECTION • AA ~ - W oC
m ~ , 2 7/8 2 7/8° N ~ 3 4" WZ 3/4„ Z ~
0 1'-11 3/4" ~ / ~ MORTAR OR 1' ~ EXPANSION W = (o o (4
N 250o P51 coNC, coNC, STD. 402 INLET TOP REQUIRES 4, c #4 BARS IN STREET FACE. SECTION A-A SECTION B-B JOINT z ~ Z ('0 PION B-B ~ z _ EO - r
a SECTION A-A SECTION B-B STD. 403 INLET TOP REQUIRES 4, PLAN ; GENERAL NOTES: W ~ J ~ ~ O
#5 BARS IN STREET FACE. NOTES: ALL OTHER REINFORCING STEEL ENGINEER MAY SPECIFY LOCATION. Y ~ ~ W t RAMP TO ALIGN WITH EXISTING OR PROPOSm ~ ~ ~
IS #4 BARS. ALL MORTAR JOINTS ° STANDARD INLET RING dt C011ER CR03S•WALKS. p ~ ~ ~ z LA ,,,,,LL GRADE CHANGES FROM SIDEWALKTO RAMP
ARE TO BE i/2 J 1/8 TO BE A MAXIMUM OF i2a. DISTANCE TO BE 1 I 1 N " Y "
~ BRICK MASONRY CAN „ ^ c ~ c BE STANDARD CLAY C. O. M, STD. #4~ 3 BRICK, JUMBO BRICK, 7 GOVERNED BY GRADE. LLI LIJ INCASES WHERE THE 5'-0' LENGTH OF AAMP F' LL LL toy CAN BE ACHIEVED, KEEP BACK OF WALK ON
~ OR CONC. BRICK 14:1 MAx ~ < ~ ~ UNIFORM GRADE. N N _ N z
FOR DEPTHS OVER . ~ o~~~ Q~Q~
4'-0` USE STEPS L aN 1'-3" CENTERS. STANDARD BRlgc MASONRY OUAB 1NFT STANDARD PRECAST CONCRETE CURB INLET TOP z o - o~~~
C.O.M STD. 402 # ~ .NI. ~ SECTION X ~ tO J 00 BP POLLEDC11R8 ~ ~ ~ ~ ~
C~G.M, STD. 403 ~ # 2 # z~J.-~,-
0 =~z~ n n-ra st-si ~ ~
~ CURB INLET ~ CURB INLET TOP INLET RING & COVE WWoW VG & COVER HANDICAP WHEELCHAIR RAMP a z c~ z
CITY OI ~ED,~I°JE CITY OF ~EEANE CITY OF I°~E~A.NE _ ~ DETAILS 402 & 403 DETAIL (412) DETAIL 411 ~ ) ~ ) CITY OF ~~6A~IE Q - CITY Q~ E ~ ono A N E HANDICAP WHEELCHAIR RAMP .IL (411) _ _ _ rrnnz
m STANDARD STANDARD STANDARD , N.T.S. 3/13/02 MHW N.T.S. ate 3/13/02 wry: MHW N.T.S. are. 3/13/02 T ~ r v1 UaWa ~:AN®ARD STANDARD (/13/02 MHW N.T.S. 3/13/02 J~~: MHW N.T.S. ate. 3/13/02 MHW o W p W
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(SEE NOTE 5 FOR OR~ITATION W GRATE)
4" 8" 35" MIN. 8" 4"
GENERAL GUIDELINES FOR SEWER INTERCEPTORS PLACED IN WETLANDS m TLANDS
~ uPGN CAMPLEnoN ANDACCEPTANCEOFTHEIMPROVEMEHTSWTIJNEOIN THE PHASING i, Written concurrence from NCDENR is re wired if the utili},~ line is installed arallel to ~ PROGRAM, THE ENTIRE AREA DISTURBED BY PRQIECT CONSiAUCTION 9HALL BE PROVIDED q ' l P MORTAR d parallel to BED
wrTHAPEPlAAiJENTVEGETATNECOVEfl. THEDISIURBEDAREASSFLALLSERNELYTILLED and closer than 10 feet (3 meters) to a stream or if the utility line crosses a streai BY HARROWING. WHEflE SOL CoNDRTONS ARE UNFAVORABLE FOR L Channel at less than 75 degrees or more than 105 degrees (i,e., not perpendicular osses a stream - - N e
ESTABLISHMENT of COVER, AVAO.ABLE TOP901L swlu. BE SPREAD, DDLAMIric stream crossin of the scream bank: erpendicular W coReEl. ~Dac c' ,
LMESTONE SHALLBEAPPLIEDATTHERAIEOF4,000LBS.P@iACREANDA 1o-1410 g) COMLffRCIALFERTILG:ERMD:SWLLLBEAPPUFDATAMiEOF1000LBS.,re+ACnETO 2. Construction corridors parallel to screams shall be placed at the furthest distance distance 1" P 10 ~ m z ER COURSE 0 ~
THE DISTURBED AREA IT sHALLBE uWFORMLY APPLIED TO gsnnem AREAS from the stream to the maximum extent practicable; ACCORDING To THEFOLI.OWING3CHEDULEBYBRQADGI81N10WRHACYCIAIEB®ER OR 3. That established sediment and erosion control ractices are utilized to revent FOR 8 COURSE U Z ~
CLOSE DRILL SEEDSWY.LBEIJGHTLYOOVEREDAND901L9HALL~FIR1~. STRAW P P MULCH SHALL BEAPPUEDTOiHESEEDEDAREAATTHERATEOFi.1l2BAlESPER 7000 violations of the appropriate turbidity water quality standard (50 NTUs in streams revent U ~ 1 streams
so. Fr.ANDTACIO:D. and rivers not designated as trout waters by NCDEHNR; 25 NTUs in all salt water aw salt water ~ ~
classes, and all lakes and reservoirs; and 10 NTUs in trout waters). All sediment DATES RATE #IACRE - and SUreS lace w V t e II sediment ~
erosion control mea p din etlands shall be Tema ed and h natural ~+~'1-~Y1 uTILITYUNE grade restored after the Division of Land Resources has released the project; the noturol w ~o'ect• ~ ~
2aoo (DIAMETER VARIES) 4. Annual species suitable for wet locations shall be planted within jurisdictional FERnLI2ER(1a1a10) T>so wetlands for soil and erosion control. Perennials such as fescue are rohibited; ~ I Z > > Tonal ~ 0 0
RYE (GRAIN) 120 P rohibited; ~ ~ Lu W In U J M F-
MULCH-STRAW$TACK 4000 ~-CLASS B CONCRETE 5. No fertilizer shall be applied within 10 feet (3 meters) of streams; OR COMPACTED CLAY 6. The construction corridor (including access roads and stockpiling of materials} is erials is ~ Q ) D
MAY'-AUGUST,a limited to 40 feet (12.2 meters) in width and must be minimized to the maximum uMESTONE 2000 g maximum
FERnLIZERpaialo) TW _ extent practicable. GERMAN MILLET 40 7. Measures shall be taken to revent live or fresh concrete from comin into contact 0
MULCH-STRAW$TACK 4000 - P g with waters of the state until the concrete has hardened; into contact z PIPE 4•
AUGUSTIS•JANUARYI 8' TAENCHVJIDTHNOT 6" 8. Permanent, maintained access corridors shall be restricted to minimum width LIMESTONE zooo racticable and shall not exceed 10 feet 3 meters in width exce t at manhole ~vidth
FEITTILIZER (1a1a10) loon TO EXCEED 40' P ( } P manhole m
RYE (GRAIN) izo locations. A 10 feet (3 meters) by 10 feet (3 meters) perpendicular vehicle MULCH-STRAW$TACK 4aoo turnaround must be spaced at least 500 feet (152.4 meters) apart. chicle z caNaIETE DD 3 •r
SCHEDULEf-0RPflOVIDINGPEIMdANENT SECTION 9. An anti-seep collar shall be placed at the downstream (utility line gradient) wetland aooo Q Bnt) wetland P,~, a A z DC . m -
VEGETATNECOVER boundary and every 150 feet (45.7 meters) up the gradient until the utility exits the ility exits the ~ ~ ~
wetland for buried utility lines. Anti-seep collars may be constructed with class B DATES RATE~iIACRE concrete or compacted clay. Perpendicular wetland crossings less than 150 feet tith class B 1, EITHER SOUO BRICK soup aoac N 150 feet OR PRECAST CONCRETE MAY BE USED,
NOVEMBEFII-JANUARY 31 (45.7 meters) long do not require anti-seep collars. rr a J S E 1~ T~ 0 N 2. FOR 24° R.C.P. AND LARGER USE PIPE aA, PLAN W
TALL FESCUE 100 PLUS 12" FOR MINIMUM INSIDE gMENSION. ~ F Q
~ ~ The compacted clay shall have a specific discharge of 1x10-5 cm/sec or less. A FEBRUARr1-APRIL3o ~ section and Ian view dia ram is attached for cam acted cla and concrete anti- D Or IeS5. A 3. GRATED INLETS SHALL NOT BE USFA IWTHIN TRAVEL ALAS. I r Crete anti- REVISIONS rn W
TAUFESCUE so CLASS B CONCRETE OR P 9 P Y BLUEGRASS BO COMPACTED CLAY seep COIIarS. 4, STANDARD STEPS t~OUIRED • 18" O.C. WHERE DEPTH E%CEWS 3'. Q
ANTI-sEEPCOLLAR- 10. Placement of rip rap is restricted to stream bottom and banks directly impacted by MAV1•JULY31 MAX. SPACING150'O.C. the placement of the utility line. The stream berm must be restored to the original m acted b DATE DESCRIPTION p y 11/88 NOTE AODnION N.H,O 5. WHERE STEPS ARE I~OUIRED, USE aF PRECAST CONCRETE SLAB
g TAU FESCUE m ~ 20 contour after construction. I the original SHALL BE USED AS TOP AND GRATE POSITIONED OVER STEPS.
~ N 11. There shall be no permanent changes in preconstruction 8. YARD INLETS DEEPER THAN 1O' SHALL REQUIRE DOUBLE WALLS. ~ O
~ A~S~~ OBER31 1~ elevation contours in waters or wetlands. The designer /contractor will have a ST.N. ~z ~ I have a D o m Q
~ SUDAN HYBRID so specific plan for restoring wetland contours. Any excess material well be removed E 6" 6" ye removed a p U
a to a high ground disposal area; € 12. The above guide lines generally follow the COE Nationwide Permit 12 or Regional 8,02 ~ Regional
Permit 049 (Utility line bockfill and bedding). However, designer /developer / Bloper /
~ -10 ~ contractor is res onsible for filin necessary permits and following any other c p g - guidelines applicable under such permits. other
PERMANENT & TEMPORARY CITY Q~ E~A.I~E
~ SEEDING SPECIFICATIONS
STANDARD PLAN ~ N.T.S. ~.rz: 3/13/02 MHW 12" 12" R=i-1/2" (n'P•) _
TYPE R7-8 OR R7-8A BRP98 NIPPLE SW5f8' (fYPICPL) 3A / ~
~GN APPROVED FOR USE USE \ BRn~PLUo
ANTI-SEEP COLLAR DETAIL UNDER G,S. 20-37.6 NOIESI i. TAPS MADE ON PYC SHALL BE
m N.T.S. 60" a ~ ItQIEI MADE BY USItKi A TAPPNNT SADDIE. l~L TAPS MADE OR OUCTIIE D10N
a FOR THIS Ai ? cAn eE ERHER aRECT DR WnH FOR THIS APPLICATION THE _ \ ...1 A TAPPIIG SADDLE AS APPLICABIf '
°c SIGN MAY 6 d A POST, 7HI SIGN MAY BE MOUNTED ON ~ BRASS NIPPLE AND AUAWED DY PD~E `v A POST, THE BUILDING FACE, np YANUFACNREiL
A Ca.UMN, FIXED MOUH A CGLUMN, OR ANY OTHER Z. J/1' t 1 MAY eE TAPPED DeECnr FIXED MOUNTING SURFACE. ON D~ BUT I-I/4" THRLI 2" U
SHAH DE TAPPED USIMD A SADDLE 0 3/g° SEE DETAIL 4.8. ~
m H - S 20-37.6 ~ ~ _ BRASS NIPPLE
m RAMP SIDE SLOPES NOT ~ 5' CONCRETE SIDEWALK TO EXCEED 1:12 PER nn'' v
DEPRESSED CURB AOA REQUIREMENTS. , . W U ~ R 7-8D ~
2 -0 MIN. c _ _ _ _ _ _ _ ~ PRECAST CONCRETE CURB STOP 3. L \ eD~ p INSraLLr~ ~ U COLORS (LL SA IGN81^ IN A VPLVE BOX
WHEEL STOP c Q R 7-8A LETTERING AND BORDER -GREEN ~ ooRPORAnoN J Z pi
_ ---m--- 1/2"0 X18' _ ~ , \ - HEIGHT TO BOTTOM ~ SIGN NkiEN BACKGROUND -WHITE ~
~ ~ COLD ROLLED NRN DOWN SIDEWALK PEDESTRIAN PATH FROM CAR TO WALK I _ ~ _ _ _ STEEL BAR P in . _ _ _ DOES NOT PASS BY OR UNDER THE SIGN ARROW (OPTIONAL) -GREEN C ~ FlGURE -WHITE ON BLUE FlELD (fYPICAla61iE•P Py'j 0 Q
_ _ 4" THICK CONC SIDEWALK s ~ , - - - PAVEMENT ALL SIGNS APPROVED FOR USE ~V UNDER GENERAL STATUTE 20-37.6 ~
° a BER„' ~ ~ R7-BD PENALTY SIGNS ARE REQUIRED TO ~ = 1 SRA&SNIPPLE IJNE7YPEK
r~ III=III=III ~ ~ _=III=III= ACCOMPANY ALL R7-8 OR R7-8A PARKING '~'i~~ BOFTCOPPER I, 1Y" SIGNS ERECTED AFTER DECEMBER 31, 1990. / ~ ~ ~ waTERNUJ ~
o,° a III=III=III '~e.~' ~ ° ~ ° ~ ~ ° =III=III=III= TYPE R7-8 OR R7-BA W
$ U1=III= =III= 11=III=11l=III=III=III=III.III=III=III ~ SICN APPROVED FOR USE =111c1 _IiI=III III=11 .III=III=III=III=III=III=III= UNDER G.S. 20-37.6 BRAGS TEE o VAN ACCESSIBLE BNxP,rP
~ 84' ~ 8'-6" 4'-0" 8'-6" 0 ° SIGN (IF REQ'D) yr~ALLEAB~
E 24' CURB & GUTTER MINIMUM BASE COURSE SIGN R7-8 METERED; sizE4 0 OR R7-8A
$ COMPACTED SUBGRADE Ys _ ~ ii-zo i r
m NOTE: RAMP AREA SHALL RECEIVE A ~e SIGN R7-BD s•io i ilr , m 4 r
~ DETECTABLE WARNING SURFACE AND COLOR TO CONTRAST WITH
HEIGHH OF TYPE R7-8 OR R' ~ ADJOINING SURFACES PER ADA PARKING SIGNS AS PRESCRIB ~ REQUIREMENTS. OF TYPE R7-8 OR R7-8A RESERVED ~ ` 2 .SIGNS AS PRESCRIBED BY N.C.
neoeon~eur nr Toeuconon ~~eur nr Toeuconorennu uewlel u ~ ` „ .oc~ytine...
a ON UNIFORM TRAFFIC CONTR( 'ORN TRAFFlC CONTROL DEVICES,n~ FINISHED I i cA
SECTION 2A-23, PART II. c 2A-23, PART II. ~o ®R RQ °s GRADE 4< °°eesaee°•~e~/ si
c \ FOR METER 13OX INSTALLATION 0~~°SS~Q°°°9 d SEEaTANOAFmwATERBER+nDE ; QQ^ y
c VAN ACCESSIBLE SIGN INSTALLATION DETAIL. a
HEIGHT TO BOTTOM OF SIGN WHEN PEDESTRIAN PATH FROM CAR TO WALK 30" Jill - SEAS I l + - 8' S0. 3000 PSI • 0255 M CONC. FOOTING a ^
z PASSES BY OR UNDER THE SIGN w e °e'Y • u' tV
m STANDARD GANG METER / G~~E~e ? -z' W co ••eoea°°•0 0a~ = U Q N
N DEPRESSED ACCESSIBLE RAMP WHEEL STOP ADA PARKING SIGN PLACEME ADA PARKING SIGN ASSEMBLY DETAIL F! !1 0 it y5 V! -ACEIVIENT If
N ~3'

YAL E YAtL • FCR REPWR OF SLIT L _ EwEADEEtcv ,sEa COIISIAUC1Ep a~ER ~ wA>< DIMENSIONS ELEV ~ ° "R10RD ~ ~ \
01C1~ VARIABLE AS DIRECTED BY 111E OIGSEER FENCE FALUAES, USE 1 vARIAe¢ As OeECtEO eY NE No. 57 WASHED STONE. FCR ANCHOR WHEN SILT vAeAEAE As DEeCeD BY 111E E110t1l:FR EMERGENCY SPILLWAY ~
FENCE 1s PROn:cni~ i~ ~ i i i I CATCH BASIN. " TOP OF OAM WIDTH ~ sEawo+r ~ ~
I T I - I REE PRO EcTON REA ANTI-SEEP COLLAR ~ ~ L L ~L L wEl, Iz-i/2 GA RIP RAP DISSIPATOR PAD ~ ~ ~
1; YN.1a-t/~ ca tAK t~-t/E cA L L ii _ NtEp1EOlA1E MN. 10 CA wtFIeEAAtE YN. 10 GA L L ~ L L L L Are ANTI-FLOATATION DEVICE ~ PfD
~ 1~ sNES UNE YIAES tRE WD6 s TOP OF RISER - L L L L
~ F , m D L ' m L OUTLET PIPE INVERT IN ~ _ L L L A L L L OUTLET PIPE INVERT OUT ~ ~
a1ADE WADE i, SEDIMENT STORAGE AREA
I i _ - :-II II~ I ~I!~~I!,~I~„~I„I~„I~„u u~,!~,.-~ il-~i„~-, iu-1 n' IIJI-u I I u-n a„III - i I ~ ~ ~ ~ r - t>u~ PPE
STFEI POST = = wR"e FABRIC ~ SA1N aows+C w RssEANr° -~;,L HL71 - rEaaEE sTAEwcn4 - -
SE•T FFNIE 6EOIEXtIIE FABRIC ~ I I II - PDtr evwioEDE rrenc nrwDwd - - - ENTII Dw
I I ~ I - _ FRONT VIEW -
FRONT VIEW , ~ auaa~ - FRONT VIEW ~ - sTEa PosT ~ rA1+EN wAE FA81C arP sea-v,t~a PLAN VIEW
40" WARtI1G SIGN ~ ~T GTFADE w,EA Ira ouRlc sn>Aw r wEl. EttEESOA~ 1pP aE Dw
ORANGE, UY RESISTANT, MOLEII 1wE FABIOG T NNN - 7O15E,E SIREMD111, TREE PROTECTION AREA ~ E~NC1' Sor<t1NY RH, iS' -II 1 -
DLT FENCE CE0IEXILE FABRC ~ i ~ POLY BARAIGIDE FABAN; (TTPICU) E' YN• WYfli TREE PROiECiION AREA 9 n DO NOT ENTER ( ~ ~ SEDIIIENE 310RIGE - 11 e~y FORE9lOPE Y t/E : 1 ¦ ~
H CVEA SHAT 'a 16' A ~ -USE SILT FENCE ONLY MB:N ORANAGE AREA b ~ DOES NOT EXCEED 1 4 ACRE ANO NEVER IN 1 ~ BIAPE ' FCR REPAIR CF SILT EXIOID wIE Y YN. Nm TRENCH DO NOi ENTER _ l o°'_ ~ tD c! Bc r ~~T YIM4N BMd(SLOPE ~ ~ 1 f~
r ~ ~ AND ANQIOR SNNT AS AREAS C9 CONCENTRATED FLOW B i= ~ FENCE FNLURES, USE DNECIED BY ENaNEOt' ~ CRAOE Na sT wASNED sTOFE. WARNING SIGN DETAIL °,tll_ _ _ <~00 = i ' _ - N ~ -il~,n ii, il,~!~~ °~~i~~iii~i i u_i - ~ aw ~ Q
~ -ET10 aF SLIT FENCE NEEDS TO ~ TURNED uPHIU.. FF~.NCE IS~PROnCnNCLT SIDE VIEW NOTES: WARNING SIGN DETAIL NOTES: c s+aa m BE YAOE OF ouYN4 BgTHERPROOP w1TEfBY. wNlex m BE YBW W)TES: Hicn_n u~ ,1PITI,_; ~ i ~ wAIEND 91fAlS to R WADE OF DDAIWE wGRESAAP11D0F WTEANL PMITED AEA QEARDIir 1YEEC - _ ~ i-_ I ~ Z N IIXAIED IwEwr uP AOEA PPE _ ~ - ,J
CATCH BASIN. LETIENS m BE J' tApf FIRRINAA CLEApr LtowLE AttD SfNCED AS OETANED. ~ 1ET10lS m BE J' HICH YN l ~ SICPK SFIUt BE PLACED AT s0' Y/ri1W ADppW{,g, SKNS SNW. BE PLACED AT - - i~ ~ 6' YN, C~ PEACE A SKAI AT EACH FND OF tR/AR TREE Pw01tGYpN AAD s0' ON CORER 71FREIFTER PLACE A SNW AT EACH EAO EIIER3 iD R J' NCH YYAYIM, CtGIRIY IEp61E AND 9RICm AS DEED q-II IL-il I ui-il W_II - - Q AGNS S7NLL !E NICED Ai DD' ENtEMN MAIWLA T- r-P'~"`.. IIP~-,~jl= O~M1rM Pb t~ Z MACE A SitEl Ai fACN END DF l)i61R 1REE PADIECIpiI AND d0' CN MIII-PIAaTAtgN DEMCE 111-_~i1-11 I I ~ ~ ~ ~
w ~ ~ ~ 01ER ~ fig` FDR 11EE fRO1ECPpN AREAS LESS iFYII POD' N PER/ET9P, PRCVETE NO LESS RiW CIE SE;Ft PER PROIEWION AAEiI FOR THE PRDRSMATN ARFAt Y ANO ANOIOR SIORT AS AT61pl JIfE'6 SECURELY m fEMM~E P'0615 AIA7 fANIC• ATNpI $f0~5 SEpAI[LY m ~1E ERE PRDR3;IpN AIPFAS lES3 7lNN 10G N PEAIIIERR. PAp10E ND LESS INW DEE 9ti"iN PER PRDTECIpN Al1El 1L I = J ITEApI arws suunr ro ~ mss AND rAeE~ 00WR ~.~~~;~~t=_ - U 0
m -USE SILT FENCE ONLY WHEN DRAINAGE AREA wYNTAN TREE PROlEC1ATN f REVISIONS ORECIEO 8Y ENGRtIDI ' YYV/AN TREE PRCTECAAI FENCE TFNOIICFR7Ur OUMigN OF PRCUEC/. wmw nre Aahcna+ ~x nrrnDaiaR ouana+ or nroA:~r. REwsIONS .iii,-,~~~,~t ~ ~ IDDmawl. aas wr eE RaAiaD Er arc or ~ raEEOlgxs oERwEnexr s~sED DN ACIINf. EtEED ca~totrpna. oaTE DESgTIPTK>N ~ ~
x DATE DESCRIPTION DOES NOT E%CEEO 1/4 ACRE AND NEVER IN Aoort+aWr. sRea wY ~ pN, a AAIIION wsRDROrIS DaawrAOR EiISED aN Adult FtETD catalgNS. SIDE VIEW A0q"0NM' sRats wY °E" AREAS OF CONCENTRATED FLOW PLACE A SIAI AT EACR END OF LNEIR TREE TNERFAfIER. PLACE A SICK AT EACH EAB z-'-°° s~ "eR wRE IIWNa+ SIDE VIEW o aro m' ox MACE A spt Ar EAa+ EA17 OF lMM iRE PAOtECraN AND sD' a+ c~+ nmPAEteR. CROSS SECTION ~ ~ U W
-ENO aF aLT FENCE NEEDS m ER: TIRiNEO UPHILL m NOTE: FOR TREE PROTEC110N ONLY W 0 ~
`o Z z ~ W=~o~
1 STANDARD TEMPORARY SIFT TREE PROTECTION FENCE 1 A STANDARD T m STANDARD TEMPORARY SILT FENCE ~DARD TREE PR~TEC rI~~l DETAIL 1B STANDARD RISER-BARRED SEDIMENT BASIN 2 Z ~~Z~ z r
D W~~o w-J~tn~ Qrowln
eAFTtE p1'Pa CONCRETE eLOCx aRa nBN 0 5 FT ACXaAa~ ~ Na 67 YYSMW SRN[ FILTER ~ ~
MIN r` EARTH BON , I ~ i•5 FT 57 MIN. ~ ~/J O ~ ~ ~
I \ 1 N BUT SUFFICIENT TO KEEP 1. PVT SILT FENCE OR TREE PROTECnON FENCE UP w ~ TD ENSU tRllcnoN ENTRANCE Is usED. W w Y
~ 1800 CU FT/ACRE o ~ 5 FT ~ M 1 ~ NOTES: ~ M1, 2 f NAX I ' ~ ~ / SEDIMENT ON SITE RE CONS
~ 1. USE FOR DRAINAGE AREAS 12• MIN ° a ~ tRDAIENr 2. IF CONSTRUCTION ON THE SITES ARE SUCH 1HAT ~ - ~ sroAiDE THE Mlm IS NOT REMOVED 8Y THE VEHICLE TRAVEL- N _ N
NOT E%CEEDING 5 (FlVE) ACRES. ~ ~ ` Q ~ ~ - _ LNG OVER THE STONE, THEN 1HE nRES OF THE ~ ~ 0 ~ - ~ t, Ar AA DP PItDA:Cr, WCN BASAL Ow 2" 3° STONE TO BE USED 25' OR NTOTH OF VEHIOLES MUST BE WASHED BEFORE ENTERING THE ~ ~ Q d' ff RusED As NSOQD PUNYINC OPEIt E1DSnNG (SVRGE STONE OR RAILROAD PROPOSED STREET,
x 2. EARTH BERM SHALL BE STABILIZED w/ SEEDING Fl m LTER FlCATI S A DING TO TRIANGLE SPEq ON oouASE w aACaI snH waEEATL PUBUC ROAD. z Q ' O ' - ROADWAY BAUJIST) NHICHEVER IS ~ ~ r r E. AEfER CIH !E BDILT AS A STANDIRD GREATER. lr ~ ~ ~
® cc~R CROSS SECTION FABwc 3. USE CLEAN COMPACTOR FlLI. MATERIAL FOR EARTH BERM. /1 i aTq{ / ~ ~ yip 3. IF A PRO~CT CONnNUES Tb PULL NUD AND DEBRIS O J O HOLES IN AFA3AlIC YY1LL AND EE ON TO THE PUBUC ROAD 1HE GOVERNING AUTHORITY ~ -I '""J
c OVERFILL 6' 1pc t1E A1tACIlED IN FBDOIE gLtFRt / \ ~ - unu~ o As sud+ wNER PAOUaDr N maE. N1LL q.EAN THE AREA AND INVdCE THE FlNANCIAILY J O - O ZJ ~ a P DRAMASE ARA Is DtEA 8 Ages RESPONSIBLE PERSON AS INDICATED ON THE FlNANgAL = D) m
DE~IgV FOR ~TTLEMENT I m P'OSIS WRH IENCRiS ~ GtILYAE ° ~ SETTLED 21 • b ~ ~ ~ I 1 I' 1 ~ ~ I NOR001RAL YE?AL POST lFOAR,IiT PR ~ ~ CLOIII GKwvrIRDiHA ~ tRN RIIS SiRUCt1AlE tIEEOSS >n BE RESPONSIBILITY FORK. `~Z / n ,AEAIED AS A ws~ AND ~ ~ . .
TOP ~ITc ~ IRREA SEgRFiX m YFAiICU MIN ~ ~ 1' FREEBOARD __I~~ I I I ~ I E'~~ I P~15 ~ Au RtA1EA EE,1RlAR011 NEIDS m w w O w aE suPPL~D. tiRASN RAO4 NFVAtIaK, ~ d Z (r3 Z Alq ANn-ELDAUetE) ~ Q O J 0
~ . III-I I1-11 Fi I EI I r ° ~ ° I ~F1,~-I 1= ~I I r PRDIEi&IRE BYF „_CI~I~ ~~I ~ ~~11-,,~~_ p0 ° _I;,_ - BAFFLE INSTALLATION -STEP 1 ,wl PLAN Z = = w =
- 15 Fr-I!~! 1D FT MN ~F- aN PuM s~T PERSPECTIVE VIEt 1 ,L~ nib m _ o ay= 00 00 ~I~ ~~OPE MAX ~ 2SPECTIVE VIEW U a a OwOw
P 5 FT ~ ~ ~ 90 op g~o ~ i. ~ PENCE POR AT lE~ 1d ~NIO SINTER / rJ~J
MAX FlLL - _ o o~p > o~ o ~ 'I-'~.i_ Oo (~i•,Q° O 8 eooD Pasts ARE Nor AORPANE FABRIC FLlO® 'IE' x'63 , 6'~~ r' a usE SrAPLR t' APART m AfTM51 R1iRBC ~ ~ K aER Naaartu SEp1ENr sroINOE TONE rwlLSSaED wwowAE txam 1/2' x t/2' BND _ ~ ~ O Iw- - W A i FW00 sTOnw,>< EONE ~ 35~ MIN. 15~ ~ NEW CONSTRUCnON
~ FlITER o~~ ~ 1:1 S1DE SLOPE m 11DC wRE' mwE Ppyr POST (mru BImN cAVAptr) FLOOD ~ £ FABRIC ~I~ m~..~0 YAX NATURAL BestF SPED ns Pa fweaEO Puw. E1DS11NG ROADWAY
- I' F GROUI'q S THE TRAP USED m PIgRELT DIE c ~ FT ~En axAU. sE TK i1D"' PERSPECTIVE VIEW "aE~u P0~ _ - MIN DIE LENOtX OF TAR SIYLL BE 7 u it tA'
c`~ ACCASRNC m RatAAt AFPLY. F FENCE kID FABIBC - m YULiR'LE TRIPS AIE UND 111 BUItlEO N 1RENCN TNPS SWLL BE CYBBARD At (EAST TCP OF BKFtE NIDUID BE E' t^' RAn M1OB / i2° MIN. L6' ~ t. PPE 5° MIN. ~ ~y~~i i~Y~~i~~i~
12 NCI uPSn[wl LAP 71wL HIpIEA THAN TILE BDtroY DF PVNlE SIaN
° MAIN AN aaBAV ooBNSrIFAE1 tAIP. THE TARP Bo NFAYI' ourc \ . , DE: bPALYAY owN PFE m tRAP I Abt911?~MiAW~14 fD~il suN BOLTON aF BvRE BSiS' TRENCH S INSPECT tEYPORIBIY S[ONENT mAPB AFTER EACH PERNq CF DAfM.WT RANFAtL REYOYE SEDNENT AND RESTORE m t5 OIIp1A. REBERwICL
OBPlISIpIS telOl DE SEpYENT HAS ACtAeAAAlEO m dE~ DE OE901 CFPTH aF 1FE TARP. PLACE 1tIE SEpIplT 11UT 6 REYOWD N iPENCl1 AND TAETIGI BAC1eEtED ANO - F Fs1ED wRl SOE. AND COIIPACIED ~ A OESIONATED OISPOBU AREA ANO REPLACE DE OOIITAIb1AlE0 PART Of 1NE ORA1El ACNG DOyp~O \ SILT FENCE BAtFLEs _ _ FA011NI ~ FABRIC UNDER 'ilOfE slLr FENCE BPEI[S Otv.) No. E7 au~D STOiIE AIISFA LAD AGAfBIr MrOeBE t7;0B1 p : t wAtL SLOPE)
` REVISIONS gECT n1E St141C1uAE FOR OAYAGE FNgI EROSIAI OR PPAe PEA10dCULT CNEIX 1HE OEPDi OF T!E 9PELYAY m ENSIRE R EF A YMILII REWSIONS RENSIONS ~ N0' ~osl (sEE slD. wa 4,os) REVISIONS aEal our PaBR tds oEPnI sEO~tlr Bropla OAh nON CROSS SECTION.
DATE DESCRIPTION OF to rt BOAe TIE LON POINT OF THE EIASANIDRNT, r/AA1ElY F11 ANY SETNODIT a tN[ EYBwseRSlT m 9A71iLY ABGiE DESGN DATE DE$CRIPTION SECTION A T OPENING DALE DESCRIP110N QADE. ANY AP RK ONPIACED FAOII 1FE BRLNAY YUBT R BBR9IATLY.
SIAtAl3 DE EYBANNYENT ANO Nl dBNRBED APEAS ABOK Dt ~Blsrtg4 Ato o0NSRfAII PRAT 1r<t1Yr BBIR~AIELY :dle1 BAFFLE INSTALLATION - STEP 2 oAgDBICR011 NTN SIG. SECTION VIEW to z
~ z~
GRAVES & RIP RAP BASIN OUTLET 3A GRAVES & RIP RAP FILTER BASIN 3B CATCH AT H BASIN RISER /FILTER CONSTRUCTION ENTRANCE 7 ~ C C 5 w >
o. w ~ ¢m
SnIF~ CHANNEL O U U 5' MAX. N
1/2 DIAMETER OF PIPE YN OR 12• WHICHEVER IS IPE ti" OED AGGREGATE EARTH FILL COVERED BY BANK HEIGHT I ~ W 0 IS LARGE ANtr10.AR ROgt BGII M~I dd- ~I~~
~ ~ OOyp,~hp GREATER J _ ~ ~,o ~ li I ~ I ~ I ~ III 1 SURFACE FLOW d
FlLTER FABRIC - ~ ~ %r'~~/.~ I` II III p Q ~ s° ~~1 i~ ~I DIVERSION ~ W
m I~ _ ° =III i o o°jm ° m ° o°o ° ~ n,~ Q - ° _ ICI I I- °o °0, ~ ~r ~ Q
°°e°e e e e o'°o0e°o'°e0.0o00 o e o STEEP CUT ~t FlLL SLOPE _ - - o oeo e°eee°e eee eeoeeee°eeeee o°eeoeoeo° - ~ - eeoveveoeeovoeooooeooeeeeosoe°eoeeoeoooo -III-III- .p ~ ~I
°o°°o°°e°°o°e°~°e°~°e°°e°°o°°e°e°0°e°°0°o°0°0° °0°e° - - oe eeoeeoeoooeoeoeeeoeoooo oeooeoooeeeee -I ~ ~ ~ ° °a ° o o° . o ° I I ~ I I' ~I °'o ° 0
EIDSRNG oe°eo0ee°ee°evee °°e~°e~°e~°e~°o~°e°°o o~,t0ee°oe°eee°°e 2.1 S~ppE (MpX) - ROAOWAY eeeeeeoee~ aEIW STS ~IAO. aPA ~eee°eeee 12' I- 1= I-I - ' I 1~+ o l
e°°e°°o°°o°e°o°o°o°o°o°o°o°e°e°e°e°e°°o'e°'o° -FABRIC MAY 8E RODEO UNDER THE STOLE CAPAgtt aF PIPE CULVERTS _ eeeoeaeoeoeoooeeoo eoeeeesoo oeoeoooeo°e IWICH WOULD ADD TOTAL LIFE TO THE - ~~VEE A' ~ TOGETHER ~ BANK FULL FLOW ~-iii-i i i- + / / II _ - _ +tow t1 ~ I ~ ~
e° oeeeeeee~eeeeeeoeeeeeeseoeeo°oeeeeeeeo wM 1EYPORAgYSEEpp ooeoeaooee ooeooee eoeoeoo eooeeeooeoeeo CONSTRUCTION ENTRANCE °°a°°e°oo°o°e°ooo°o°o o°°eee°e eoe°e°ooooeo°o CROSS SECTION ~+~L ELEVATION III I~~I m EARTH FILL COVERED BY IVII
eeoooeooo oeeee oee o 0 LARGE ANGULAR ROgt ~ STONE APPROACH SECnON m Z
COM COARSE AGGREGATE S:T MAX. SLOPE ON ROAD ~ ~ / Q , FlTONE OVER 0
PLAN ~j ~ UER CLO OGC~JO O
O o 0 0°o p ~ ~ * °O c°O g o0 0 ~ 0 p o p ° °0 ~ 0. °DO o ~ ° 1. CLA55 B Sly - NINR~WM DEPTH OF 24" ' n o°o ~9O p 0 ° °0 00 00 Q p~ °o o G 0 0Q o °p VJ
UPSLOPE TOE POSITIVE GRADE 1.0X MAX. 0 0 0° 0 0 0 00 00 ° o 0 0 O p 0 0 0 0 2. UNDERCUT FOR STONE PLACEMENT O J 0 0 o a 0.. o c o P op °0 0 0 0 0 0 p o o SURFACE FLOW _
NEW CONSTRUCTION 0 OoOoQo~ 00 0 X00 °°OUOoQ oOO o0000~00 a DIVERSION I F if v° ° °G o C,0 0 0 °Qo° poo 0° o`O o o.. ° d O p °o °p o r7 Q \l
EXISTING ROADWAY - - ~ SIDE SLOPES O o oc o 0 O p ° Oo Oo~O 0'0° 0 0° O o 0 I ~ 0° ~ 0 0 n G o 0 .OO o 0 4° a° 0 00 00 0 o Oo°Ooa ~ ORIGINAL STREAMBANK ~ W
~ sraE (NO. s~ 2 : 1 (Max.) - 00 0 0000 ° c 0p 0 oQ000 Oo o°oo oo a Oo0.0o 0 0 0°0 00 00 o p o ~ o 0 0 0
e°e eeeo oeoeo°eeoooeoee eoeeeeeeoeoeeoe /j: e°0eee°eeeoeese°oeseee s 6"MIN• ar ° 00000 00000040° 000.0 OoOo OoOOo ~0~~ O O ~~00 °oo
~A C VA vv _ ,y~ ~ : , vA VA vv vA vv m ti4IE, ~ /~vvY//~i~~ i~~~/~~ ~ //~//~/i'~/L.
~ THIS ENTRANCE APPLIES ONLY To ENTRANCES ~ OF INDIVIDUAL SINGLE FAMILY RESIDENTIAL UNITS. STEEP CUT OR FlLL SLOPE STONE '°g 5q~ ~ ~ UJ
t RENSIONS EEVISIONS RENSIONS 25' 25' .h J SIREAM CHANNEL.. MINIMUM MINIMUM OATS R FILTER CLOnI O m U
DALE DESCRIPTION CROSS SECTION OAIE DESCRIP110N OA1E DESCRP110N E TOP OF BANK TOP OF BANK ~ ~
s PLAN VIEW PLAN
E 0
RESIDENTIAL CONSTRUCTION ENTRANCE 8 DIVERSION DITCH 9 TEMPOR~ TEMPORARY STREAM CROSSING 11A TEMPORARY STREAM CROSSIf~G OPTION 11B
s
o DEwatERING CONCRETE ~Oqc NoTes
~ 1, TEIFQtARY SILT DITCH TO ~ USED AND ALDNG STREAMS TD INTERCEPT F ormxiN nro a Tor trtavMtgrr a sromaart~ DITCH TO ~ USED VHERE TDE OF FILL SUES EXCEEDS 3 FEET [N VERTICAL HEIGHT snanraux - - - - - ae'-+' NS TD INTERCEPT FLDV AND/DR DIVERT TO A CONTROLLED DIITLET. Es~wmAO
_ o'
- ~ a ~ ~ ~ ~ ' ' ~ o $ - STANDARD METAL POSTS 2'-0• IN CRWNO 2. S[LT SHALL ~ REMOVED WHEN SILT EMOVED WHEN SILT DITCH IS ~-HALF FULL ' oosxa~
g ~ ~ ~ ~ ~ ~ 3, DITCH SHALL HE RECONSTRUCTED VHE ¦ ¦ m / ~ ~ GALNNIZED RECONSTRUCTED WHEN DAMAGED BY EQUIPMENT OR COVERED BY FILL. ~tPoP"P~P Ttl'~T`~d°
n - 4a< ~ 0 HARDWARD WIRE NwY ~ ~ s m W 1 1 _ ' °o w + +aa
3 'Zi o 0 EXTENDS TO - ~ 0 TOP OF BOX ° ° 0 - s Tao 2' MIN, Yrgooroa ' oN°w°NS s'°r" ne u"""
P - g0 q r-0 I WASTE MATERIAL-COIPACT, ( 1
0~ ' I- Ft c T T TI as CONS RUC ION SPECIFICA ONS ~ ~ _ C~ tC VAR. SEED b MULCH AFT ~ a wane onrdwrm m S CONSTRUCTDRI ~ DITCH ~ ~ t7
i. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE tg _ ° -I F ON ITS tROE iN THE BOTTOM ROW 10 ALLOW POOL L ~ _ _ - ~ Qo s~ raa nc our raN sr~auuna~ C I ~ I PoeT tnr.> 0
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED ~ I I- " AT LEAST 2 INCHES BELOW 1HE CREST OF THE STORM ~ v ~ - - - - _ - 1= ~ w oo a o~Arr ~ - smN awr t7
~ DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST g -T~T -TT _ ~q VAR, _ - ~ (J C -11 I.I I I-III 111.1 I D' - z' z,~ =1(I-III-I I hI I I-III-III-1 I I ~ . ' o
THE SAGE OF THE STORM DRAIN FOR LATERAL SUPPORT 21 SLOPE gTAVEL FILTER ~ ~ iTl ~ Iili ~ I I ~ I I ~ I ITi ~ ITi ~ ~ I I AND TO AV010 WASHWTS WHEN OVERFLOW OCCURS. _ 00 0 I_ _ I I_I I ~ ' o > , ~ Nr ~ ~ ~
~ IF NEEDED, qVE LATERAL SUPPORT TO SUEiSEOVENT q, 0 ROWS BY PLAgNG 2 X 4 WOOD STU05 THRWGH 0 ---==III_II ~ o --i = _ _ =1 ~ H~NIAET~ ° r ° p, ww~a sYaH: J Z
c BLOCK OPENINGS, PARE SCREEN _ ° q ° 0 I~I I I-11 hI I i- Is" ~
2. CAREFULLY FlT HARDWARE CLO1H OR COMPARABLE TEMPORARY SEDIMENT OU WIRE MESH WITH t/2-INCH OPENINGS OVER ALL POOL DEWATERING C~~ ~o p, d mart~Erl .E.~ ai v eN,awHrc ~ o 0
P BLOCK OPENINGS TO HOLD GRAVEL IN PLACE. p b' 7 ~Qy n _ ~ CROSS SECTIONAL VIEW a~
c 3. USE CLEAN GRAVEL., 3/4- TO 1/2-INCH NV ° I S DIAMETER, PLACED 2 INCHES BELOW 1HE TOP i' MM• ° 18• "'~"'6 W ~
a OF THE BLOCS ON A 2:1 SLOPE OR FLATTER AND 'MAX. ~0 ~ SN001H IT TO AN EVEN gTADE, DOT /57 WASHED 2 °o° • • ,u~ wnnuY mrn~m sraa oAUrs snw~ eE rNtTEeTm AT Tw on a' ranr OAY N ACapd]1HCF MTN 11CSf OkTNri
r STONE IS RECOMMENDED. j og~ - _ _ " 1 _ f 57 WASHED STONE PLACER TO A HgGHT OF t2•-i8' MIN. ABOVE
"`=11 Jlh_IlLllrlllillllllllfll~~~ I_i~ Ilrlll-III-111=11~; ToP ~ Box RENSIONs ~ REwsaNS I rl I ~I I ICI I I- I I-1I ~ ~ REaaoNs CHECK DAM PIPE INLET PROTECTION
a DATE OESCRIPRON SEDIMENT I I_j ~r . DATE DESCRIPTION DATE DESCRIPTION PLYWOOD AND STONE
a ..III ;
3
q BOCK AND GRAVES DROP INLET PROTECTION 13 STANDARD CATCH BASIN YARD INSET PROTECTION 14 TEMF TEMPORARY SIFT DITCH 15
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DISSIPATORS TYPE-B SEDIMENT TRAPS TYPE-B SEDIMENT TRAPS
- ENERGY DIS? .RGY DISSIPATOR - #6 CONSTRUCTED WETLAND # 1 SKIMMER # 2
c $ PIPE DIAM. /SLOPE = 42" RCP / .60% vm PIPE DIAM. / ~ E DIAM. /SLOPE = 30" RCP / 1.80 DRAINAGE AREA (ac) = g,6 DRAINAGE AREA ac =
rd as Q10 / V10 = 46.93 CFS / 8.40 FPS ( ) 2.6
H z zr~~ Q10 , Q10 / V10 = 24.05 CFS / 9,27 FPS Q10 (cfs) _(.60)(.67)(8.6) = 3,5 Q10 (cfs) _ .60 .67 2,6 =
° ~ BLOPE As INDICATED aN PLANB ~ o ~ N YD O T ZONE = 3 m ~ ~ -I PLACE GROOVE OA ° ° y x ~ + N YD O T °z~x s' ~ _ NYDOT ZONE - 2 SURFACE REQUIRED (sf) = 5,186 SURFACE REQUIRED sf = 1 568 - ,
~ ,a ~ BELL ENO CP PIPE ~ Lslazu,= DISSIPATOR DIM. - 28 L, 10.5 W, 24 D ~ O D ~ TO FACE OF WALL ~ r ~ ~ ~ ~ -
~ - Q r W RIP-RAP CLASS - CLASS I DISSIPATOF ~NpO s N= $Lu DISSIPATOR DIM. = 15' L, 7.5' W, 18" D STORAGE REQUIRED (cf} = 2,969 STORAGE REQUIRED cf = 9 060 ( ) ,
ro ~n ~ r z~°,' - ENERGY DISSIPATOR - #2 RIP-RAP ( RIP-RAP CLASS = CLASS B AVG. DIMENSIONS AT CREST = 145'L, 95'W, 4'D AVG, DIMENSIONS AT CREST = 400'L, 30'W, 3'D
~zx~ ~ ~ ~ oo°x ' + ' - z z PIPE DIAM. SLOPE = 18" RCP .50% ENERGY DIS`; =RGY DISSIPATOR - #7 SURFACE PROVIDED (sf) = 13,000 SURFACE PROVIDED sf = 12 000
3 $ PIPE Y4-BAR$ d ,
° I' 'I I' 'I - a Q10 / V10 6.93 CFS / 5.42 FPS PIPE DIAM. / . z E DIAM, /SLOPE =WEIR BOX-SPILLWAY STORAGE PROVIDED (cf) = 43,000 STORAGE PROVIDED cf = 36 000 ,
NYDOT ZONE = 2 Q10 , Q10 / V10 = 52.74 CFS / 8.11 FPS # OF BAFFLES = 4 OF BAFFLES - # SEE PLANS
_ Le / We RATIO = Le W RATI = ~ ~
PLAN 12" - B DISSIPATOR DIM. - 9 L, 4.5 W, 18 D NYDOT P007IrNi NYDOT ZONE - 2 5.57 / e 0 13.33 m
~ (IF CDNST. JOINT I$ 11~Dj DOWEL W RIP-RAP CLASS = CLASS B DISSIPATOF ' = 16 RISER N ro DISSIPATOR DIM. = 21 L, 10.5 W, 24 D WEIR LENGTH ( ) - WEIR LENGTH - 6 z Q ~
O BAR-"X" N c ~ = m G W G END ELEVATION ~ O ~ ~ ENERGY DISSIPATOR - 3 P- AP c n SKIMMER #1 SIZE/ORIFICES = 3" / 3" SKIMMER 1 SIZE ORIFICES = 3" 3" - ? N
z z L6! ~ RI R (71~~Z I°iN~~C RIP-RAP CLASS - CLASS I # / / ~ a - 0 z
~ 'D ~ N W ° PIPE DIAM. SLOPE =DUAL 30" RCP / 1.50% ENERGY DISC d rn ~ ~ / N =RGY DISSIPATOR - #8 SKIMMER #2 SIZE/ORIFICES = 3 / 3 SKIMMER #2 SIZE/ORIFICES = 3" 3" ~ ~ ~ / a
~ O ~ ~ DOWELS IN ENDWALI WITH AEINFONCED CGNCRETE PIPE hZi ~ J O - ~ x rn x I plpE BINDLE PIPE DOUBLE PIPE O c, Q10 / V10 - 95.59 CFS / 11.23 FPS PIPE DIAM. / U ~ E DIAM. SLOPE _ -12" ORIFICE ~ ~ / WEIR BOX CONSTRUCTED WETLANDS # 2 = Q
x cC i i ~dOv Z ~ W rn ~ I I ~ I I ( I I I L~• DIR. 15" 1B" 24" 3O° SS" 42" 4B" 16" 18" 24" ~n 38n u ~ ~ ' SKIMMER # 3 ~ ~ U
o r z ~ I BRAS nxn "X" "X" "X., nXrr nXu Y~ „X" ,.X" „x" ,~x" nxir nX" "x„ Y, nKn T. p W NYDOT ZONE = 3 Q10 , ~ :m 1 1 I I ~ W Q10 V10 = 3.74 CFS 3.74 FPS = = W / / DRAINAGE AREA ac DRAINAGE AREA ac p = ( ) 5.0 ( ) 0.6 WZ
m I 4 5 2 2 3 9 4 4 6 „ B DTY. 2 2 s 3 a c1 J ~ r , o ,9 ~ D _~._,f.___ _ ___I_-_~_ ~ an. - - - z z i 1 z z z 2 z 3 z °C Q M DISSIPATOR DIM. = 25 L, 15 W, 24 D NYDOT Z NYDOT ZONE = 1 Q10 (cfs) _(.60)(.67)(5.0) = 2,0 Q10 (cfs) _(.60)(.67)(0.6) = 0.2 LLI i cCOO 0 Nw
y ~ ~ ~ ~ 3 4 4 5 ~ ~ ~ ~ 1 0 DTY. 2 ~ 3 S 4 4 B 2 2 B z ~~Z~
~ rn ~ ° L Do~L , 1 B 18 2s TT a2 O W ' RIP-RAP CLASS = CLASS I DISSIPATOF TOTAL LBS. 9 S 14 14 18 55 BS 2 2 1 ~ z EQ = 6' L 3' W 18" D SURFACE RE UIRED sf = SURF = z - ao DISSIPATOR DIM, ~ Q ( } 3,015 ACE REQUIRED (sf) 362 w r o W - ~
~ ~ °x rWJ~' - 'n OPTIONAL CONSTRUCTION JOINT N m ENERGY D I S SI P A TO R #4 RIP-RAP a~w~n RIP-RAP CLASS = CLASS B STORAGE REQUIRED cf = 17 424 STORAGE REQUIRED cf = 2 091 ~ ~ ^cc ^ { ) ( ) rn rn
IO ~ ~ ~ DII~N$IONB AND CONCRETE OUAHTITIES r1 ~ ° C ~ M E PIPE N W o ~ PIPE DIAM. SLOPE = 24" RCP 2.70% ENERGY DIS`. _RGY DISSIPATOR 9 z =95L65W40 -
E o r z usI118 concAET ~ / / ~ ELEVATION COITION DI4ENSION9 SINGLE PIP DOtlBLE PIPE J W O ~ DIMENSIONS AT CREST AVG. DIMENSIONS AT CREST - 40 L, 63 W, 3 D N „w „ „ Ww Y
N m N 9 y ° ~ 10 V10 = 20.78 CFS 10.61 FPS PIPE DIAM. ~ ~ ~ H~ N B G T s L ro H ~ To- O Q / / / ~ O E DIAM. SLOPE = 18 RCP 1.19% A f = - _ / / SURF CE PROVIDED s 6175 SURFACE PROVIDED sf - a ( ) ( ) 2, 520
Tii ~ „ r n r n n n r n i u Tr•Bn 1 W~ a ~ ES ~ ~ ~ t5 9.3 1 •B 2 •B 21{ 91~ 5.8 0,7 2.2 .0 = ] N Q10 V10 = 7,52CFS / 6.92 FPS STORAGE PROVIDED cf = O STORA PR VI f = z ~ N _ / { ) 22,95 GE 0 DED c 5 265 .,N N
~ y 1 " 3'-T" 1'•10" 3'•2" 211:" 10° 6'•4" 1.0 2`•T" s'-11" 1.3 O a NYDOT ZONE = 2 Q10 , ~ r e ~r ~ „ V rn 24" 4'-2" 2'•1" 4'-O" 8" 10" B`•O" 1.6 3'-5 11 •5 2.0 o o~a~
, „ " " " rr r, n , DISSIPATOR DIM. = 12' L, 6' W, 18" D NYDOT m 30 5.0 2 E 47 41; iti~ 82 2.3 4.3 IS5 9.1 NYDOT ZONE = 2 # OF BAFFLES = OF BAFFLES = z a '0 5 # 2 -SEE PLANS 0 T
r 38" $'•B" 2'•B" 5'•B" 43r;" 111" 11`•O" 9.4 S'.O" 18'•O" 4.8 _ „ X- DISSIPATOR DIM. = 9' L, 4,5' W, 18 D Le / We RATIO = 4,52 Le / We RATIO - 2.48 -F" ~ ° ~ ro
„ „ „ 1 „ „ „ RIP-RAP CLASS - CLASS B DISSIPATOF c 42 $ 2 9 B 4 51,1 11~ 12 8 4.3 5.10 16 8 B.0 JAS-~ Z~ -TLT
~ 4B" s'.B" $'-5" T'•2" 111"14'.4" B.o e'-e" 21'.D" B.o ENERGY DISSIPATOR - #5 RIP-RAP SHEET 1 OF 3 RBEE BHEET 3 BHEET 1 OF 3 - C RIP-RAP CLASS = CLASS B WEIR LENGTH = 20 (RISER) WEIR LENGTH - 4 2 ~J..z..
838.01 PIPE DIAM. SLOPE - 30 RCP / 1.20% ENERGY DIS. 1 / 838.Q =RGY DISSIPATOR - #10 SKIMMER SIZE ORIFICES = 3" 3" SKIMMER SIZE ORIFICES = 2" 1" wwOw / / / / azc~z
z Q10 / V10 = 29.48 CFS / 9.41 FPS PIPE DIAM. / ~ a0~0 E DIAM. /SLOPE = 15" RCP / 1.06 z = = w =
c°m Hcn CONSTRUCTED WETLANDS # 3 (n ~ a SKIMMER # 4 W ~ w
9 M~ rQ NYDOT ZONE = 2 Q10 Q10 / V10 = 1,50 CFS / 4.39 FPS DRAINAGE AREA ac = ( ) 2.1 ~J~J DRAINAGE AREA (ac) = 1,8 ~ w o w
~'z „ o ENERAL NOTES: ~ =v ~Nox G ~~ca . DISSIPATOR DIM. = 15 L, 7.5 W, 18 D NYDOT m NYDOT ZONE = 1 Q10 (cfs) _(,60)(.67)(2.1) = O,g _
~~aNz o m o"-4 ~ r, 1 rr . o x Mz~x~, CHAMFER ALL CORNEAS 1 OR HAVE A RADIUS OF oy Q10 (cfs) - (.60}(,67)(1.8) = 0,7
8 0° W~ a= RIP-RAP CLASS = CLASS I DISSIPATOF DISSIPATOR DIM. = 5 L, 3.75 W, 18 D SURFACE REQUIRED (sf) = 1,236 SURFACE REQUIRED (sf) = 1,061
x m ,r rr n ro~o - ~ " ~ PLACE 2 #6 Y BARB IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42 a F H -R RIP-RAP CLASS = CLASS B STORAGE REQUIRED cf) = 7,144 (
~ xy°° AN rx zW * TABLE NOTES WIDTH AT PIPE EXIT RIP AP g zM~~"n AND OVER WITH A MINIMUM OF 3 COVER AND A LENGTH OF 6 LESS TH °r~,o J STORAGE REQUIRED (cf) = 6,133
° n°~z ENDWALL LENGTH, o°y~ * END OF APRON WIDTH =LENGTH + PIPE r . ~~D z * TABLE NOTES XIT DIMENSIONS AT CREST = 130' L, 70' W, 3' D , ABLE NOTES WIDTH AT PIPE E DIMENSIONS AT CREST = 90 L, 35 W, 3 D
a~ WITH FORMS. rM DIAMETER * ~ N~ CONSTRUCT BOTTOM SLAB Wo END OF APR( ND OF APRON WIDTH = LENGTH + PIPE SURFACE PROVIDED (sf) = 9,191
= z ~ Q DIAMETER SURFACE PROVIDED (sf) = 3,150 iIAMETER STORAGE PROVIDED cf = 23 772
DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS , STORAGE PROVIDED (cf) = 6,561
ACCEPTABLE, BUT IS USED IN COMPUTING ENDWALL QUANTITIES. # OF BAFFLES = 5 cn # OF BAFFLES = 5 z
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM Le We RATIO = 7 z o / 5.2 u-,
OF THE PIPE, PLACE BAA "X" DOWELS IN THE BASE AS SHOWN ON PLANS. A SPACE BARS APPROXIMATELY ON 12" CENTERS UNLESS OTHERWISE DIRECTED W Le / We RATIO = 0.61 ~ -
Jy a O BY THE ENGINEER, = 16 RISER a w WEIR LENGTH ( ) „ WEIR LENGTH = 6 ~ ~
z~m ¢OE.~ ~!DAz ~N~~ SKIMMER SIZE/ORIFICES = 3 / 3 » » N
~ ~ WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM O W ~ SKIMMER SIZE/ORIFICES = 2 / 2 w °
0 rn ~ OF THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH. ° ~ OiN ~ J° SKIMMER # 1
G Cm 2 0 „ ~:1 0> qp ~ USE CLASS B CONCRETE. O v SKIMMER # 5 DRAINAGE AREA (ac) = 4,2 = ~
Arrn~ ~ o'mzD a~W~ DRAINAGE AREA (ac) 1.3 a
~ O J d a Q10 (cfs) _(.60)(.67)(4.2) = 1.7 ° Q10 (cfs) _(,60)(.67)(1.3) = 0.5
~Q~d SURFACE REQUIRED (sf) = 2,545 _ o
rn'or z W: m o aZ m SURFACE REQUIRED (sf) - gpg
~ NWJ~ t'~ ~ ~ f = z STORAGE REQUIRED (c) 14,706 STORAGE REQUIRED (cf) = 4,670
QCO~ xW~a V IM N I N R ST = 50'L, 105'W, 4'D ~ ~ ~ m AG.D ESOSATCE DIM =65 L, 36 W,3 D
or"~z ul O= t ° ~~Dr ymN ~W ENSIGNS AT CREST m z
~ ~ y ~ ~ o = MORTAR OR GROUT STABILIZED SURFACE PROVIDED (sf) = 5,250 v', ~ BILIZED SURFACE PROVIDED (sf) = 2,340 c
RA PR VI D cf = o STO GE 0 DE ( ) 14,712 LIMITS STORAGE PROVIDED (cf) = 4,779
Ho STONE CHANNEL LINING, LIMITS r o rn ~ AS INDICATED ON PLANS ~ # OF BAFFLES = 2 _ N
# OF BAFFLES - 4 J
3• • ~ . ~ Le / We RATIO = 4,52 _ w Le / We RATIO - 0,72 M ~ Q
o ~ WEIR LENGTH = 12 ~
EET 3 OF 3 SHEET 3 OF 3 ~ r~ WEIR LENGTH = 6 °1 W
838.01 838. fl 1 • ~ cy' ~ z SKIMMER SIZE ORIFICES = 3" 2.63" „ ~ / / - SKIMMER SIZE/ORIFICES - 2 / 0.938
6 N-
~ ~ PROPOSED * I = .67 FOR Q10 CALCS PER ORANGE CO. EC SKIMMER # 6 .D N A m o w
3 . CHANNEL MAUL DRAINAGE AREA ac = ~ z ~ ( ) 0, 9 ~
* C = .60 ASSUMED FOR Q10 AND Q25; WORST o m ~ Q10 cfs = .60 .67 .9 = ~ N
- z INVERT ARE SOIL ( ) { ) 0.4 PACKED B
° ~ N E ELEVATIO a 'N * DIMENSIONS PROVIDED ARE TO WEIR CREST; SURFACE REQUIRED (sf) = 531
ADDITIONAL DAM CONSTRUCTION SHALL PROVIDE A STORAGE RE UIRED cf = Q ( ) 3,067
MIN. 1 FOOT ABOVE CREST.
GEOTEXTILE * Y PA MI DIMENSIONS AT CREST = 50' L, 36' W, 3' D BAFFLES SHALL BE EVENL S CED WITH N. 9
a ~ FABRIC FEET OF CLEARANCE BETWEEN EACH. SURFACE PROVIDED (sf) = 1,800
* 4-INCH STORAGE DEPTH INDICATOR PIPE SHALL STORAGE PROVIDED cf) = 3,564
r---•. ---i ill-_1_y. i ~i___l_J ( BE INSTALLED WITH MAINTENANCE MARK 1 FOOT
~I ll ' I 7 i . i i i BELOW THE WEIR CREST # OF BAFFLES = 3
~y Z * SKIMMER SIZE -SIZE OF APPARATUS Le / We RATIO = 0.61
8 N - o ~ ORIFICE SIZE -SIZE OF FIELD CUT ORIFICE ~
a t SEE FAIRCLOTH SKIMMER MANUAL AND DETAILS WEIR LENGTH = 4
m m OR CALL 919-732-1244, ~ - 0.813" ~ SKIMMER SIZE/ORIFICE - 2 /
m - z V v
m c
r t- 0 L T
SEE aN38¢6fp~S W SEE BRIDGE CONSTRUCTION, DETAIL nn`` ®ti KtS ~r
~i~` 'V "yitilii.e ~V ~o i ~
~ .s Q ~
s WIDTH AS INDICATED ~ ~ Z ~ ~ ~s - ~ ~Al - v
P ON LAMS 0255 _ < 0 `
;cr F c ~ ° ~ ,
m 0 CONCRETE WALL CONSTRUCTION o OVERBANK AS °;'~~/ny`~•.~~?~~~~''/~ a~ n~,`l ' ~ adg b' fOe.DN V q4 W
a 10 MIN. INDICATED ON ~ E~ ~
~ 1. WALL TO MATCH APPROXIMATE SHAPE OF r PLANS 3:1 MAX. t~ 0
PROPOSED CHANNEL. D ~ ~ -
2.12"MINIMUM WALL THICKNESS. EARTH FORM MORTAR OR GROUT ~ ~
E ° TRENCH INSTALLATION IS RECOMMENDED. ~ ~ STABILIZED STONE
E ~ WATER OR SLURRY MAYBE UTILIZED TO CHANNEL LINING 5: 6' pE
1 S~0 S~ 0 1 ~ z ~ P _ o E 5~ N
MAINTAIN TRENCH WAILS. 2 ~
3. CONCRETE SHALL BE MINIMUM 3000ps
nin ~ni-roni~t~n _ _ _ GF~TFXTII F
4. REINFORCEMENT STEEL SHALL CONSIST OF #4 H "FABRIC
RE-BAR, TIED @ 12 O.C. BOTH DIRECTIONS. MATTING TYPE - P300
3 REINFORCEMENT MAT SHALL BE INSTALLED AT STAPLE PATTERN - E
~ THE APPROXIMATE CENTER. EXTENTS - AS SHOWN ON PLANS ~
CHANNEL CROSS SECTION AT w q LL Uj (6 0
~ TYPICAL CONCRETE CUT OFF WALL PEDESTRIAN BRIDGE GEOTEXTILE STABILIZED CHANNEL ~ °

CONCRETE BLOCK CATCH BASIN
No. 57 WASHED STONE FlLTER
NOTE: TOP VIEW CHANNEL INSTALLATIC?hl TOP VIEW 1 /
STRUCTURAL STONE SHALL BE POST ~ ~
"B" STONE FOR EROSION (CLASS ~ SILT FENCE SILT FENCE ~ A ~
CONTROL PURPOSES. r SEDIMENT STORAGE
~y "l" i~4IE..
MENT CONTROL STONE SHALL SEDI .e; 1. AT END ~ PROJECT, CATCH BASIN CAN BE RAISED AS NEEDED PLUGGING OPEN
NORTH BE N0. 57 STONE. 4' 4' COURSE OF BLOCK WITH MORTAR. ;
AMERICAN `~t ~ , t,5 ~m~ ~ GREEN I I r ~ . ~••.,'•..;•r~'~,^.`'~'~•'~• ~~r r/'r' 2. RISER CAN BE BUILT AS A STANDARD I I ~ y,• ' CATCH BASIN/JUNCTION BOX (WITH WEEP
HOLES)IN RECEIVING WALL AND BE UTILIZED AS SUCH WHEN PROJECT IS STABLE,
SILT FENCE CULVERT o~ ~
PIPE 4~ GALVANIZED HARDWARE 3 THENRTHIS STRUGNRE NEEDS TO BES NEEDS TO BE CLOTH W/ ,/Z" GRID
Y•; . • a~ 8~ i15 SEDIMENT I I WIRE BACK \ TREATED AS A RISER STRUCTURE AND ALL RELATED INFORMATION NEEDS TO ~ O O
CONTROL _ ,~,~a 1~ 6" MIN. .s'*«~' a' ~ Fop STONE BE SUPPLIED. (TRASH RACK, ELEVATIONS, ~ AND ANTI-FLOATABLE) N ~
/i ~ ~ dy z Q~ 4• SURROUND OPENING WITH YARD INLET
t @ r l - r 1' PERSPECTIVE VIEW PROTECTION, ~ ? N J Q
r PROPOSED ~ ~ z I HAR FlNAL GRADE ~ J Dp GALVAN ZED OWARE ~ Q
~ 1s DD ' `1~' « DEEP CLOTH 1/2" X 1/2" GRID 11= U ~
~ • ~ T RA I I c ~ , STRUC U L Y ~ ~ ; STONE 1 - 6" I I i=~ ~ I- V~ 1' - 6" SEDIMENT STORAGE ZONE PROPOSED = Q
1. ~ ~f 4 ~ z--5" MAX ~ - ~ MAX OLD (TOTAL BASIN CAPACITY) FLOOD STORAGE ZONE 0 STRUCTURE TOP _I ~ ~ U FENCE ~ ~ _ f~ au: W a ~
`Y' - ~ti f 3:1 SLOPE . ~ z y ~ , . . . .~,~y ~ ~ y_ 7-1 _ z z ~ SEDIMENT ~ i,•,_ _ T W= O N
~ ~ C+'~ FRONT VIEW " RONT VIEW STORAGE ,.D' MIN W ~ -T z ~ Zr
xf~~ Y... o , - fLDw z - Do f I ,.o' ~ r'' W ~ c, ~ ~
` f m ~ c f (1DCm-15crn FUTURE STORM ~ 1 F; Q O W 11) DRAIN PIPE _ _ _ Y ~ ^
(15 cmj \ ~ , 1.5' C)~0~ ,I~ - ~W~
~ , ~ , . _ SILT FENCE OUTLET DETAIL z ~ a - - - ~ Nrs - z tp ' I I~ ~ FLOW CULVERT
~ p E ~ T ~ = - PIPE W N Y . SILT FENCE BAFFLES TYP. ~ W ( )
1, PF7EPARE SOIL, 6fPORE MISTALIING B>rANKETS; 1P10LUDINC ANY NECFSS~4RY APPLICATION OF LIMET FERTlL1ZER, AND SEED. NOTE:'. 1-Wdu. (SEE S1D. No, 4.03) ~~I T(EI l~ ~IIEII~II~I ~ _3 _ 1. T z N N N
c YPHEN USING 'CELL-O-SEEfl D4 NOT SEED PREPARED AREA. CEll-O-SEED AtUSf BE INSTALLED WffH PAPER 5f0E DOWN. NORING THE BLANKET IN A 6" (TSemj DEEP X 6" (15cm) WIDE TRENCH' 2, 1~E~IN AT TFTe TOP OF 111E CHANNEL BY ANC CONCRETE FOOTING PAD ~ dN'~ ~
.WITH APPROX1MATfLY 1.2" (3Darr~} OF BLANKET EXTENDEL3 BEYOND THE. UP-SLOPE PORTION GF THE TRENC NCH.NCEIACKFLL ~ BLANKET WLfH.A ROW OF STAPLES/STAKES APPftO;BIMATELY 12 (30crn} APART IN THE 94TTOM GF THE TRf Q~Q~ A AINST HARDWARE CLOTH 1: 1 MAX. SLOPE) z ~ No. 57 WASHED STONE FlLTER LAID G (
w AN[? COMPACT THE 1RENGH AFTER STAPLING. APPLY 5EE0 TQ COMPACTED 50IL AND' FOL17 REMAINING- 12" (3Ocrti} PORTION OF. BLANKET BASK OVER SEfO ANO COMPACTED SOIL SECURE BLANKET DYER COMPACTED 501E WITH A ROW OF SFAPLf6fSTAKES Y~ ZONE / \ ~ CLEAN OUT POINT (,/2 DEPTH SEDIMENT STORAGE ) ~ L W J f0
m SPACED APPROXINIATECY 12" {30cmj APART ACROSS THE WIDTH OI' THE ~ANKfT. 1 J J JO-O
3. ROLL CENTER- BLANKEF IM1I DIREGTIOFI OF WATER FLOW IN BOTTOM DF CHANNEL. BLANKETS WILL UNROLL WffH APPRDPR~IAT~E SIDE c AGAINST THE. SOIL ,SURFACE ALL BLANKETS MUST BE SEOURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/ST SECTION VIEW z J ~ T =~'z~
iN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN IUIDE. WHEN -USING OPTIONAL OOT SY5'IEM01, STbPL£S/STAKES J•~ WWOW
SHOULD of PLACED THROUGH EACH OF THE COLORED ODTS CORRfSPCNTXNG TO THE APPROPRIATE STAPLE PATTERN. 0 BLANKETS END OVER: END SHINGLE STYLE} WITH d 4 fi' (tOcm-15cm} OVERL4P: USE A DOUBLE RDW `CF' ~ 4. PLACE CGRSEGLJIIVE azc~z QOE;O
STAPLES STAGGERED 4" (TOcmS APART AND. 4" 1Oemj ON CENiiR TO SECURE BL,ANkE75. z ==w= (n U a a
~ F Ef5 AT T(7P OF SIDE SLOPES MUST ~ ANCHORED WIiH A ROW OE STAPLES/STAKES APPROXIMATELY' r 5. FULL LENGTH EDGE 0 91ANK ~ 11' (30dmj APART IN A'b" (15cm}DEEP Sf 6" {15cmy: WIDE TR~~• BACKfILL AND COMPACT THE TRENCH AFTER STAPLING. „ OWOW rJ~•J
"-5" San-12.5cm DEPENDING ON BL+WKfi TYPE ANO STAPLED. 60 m 6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2 f } f BLANyCET BEJNG INSTALL 0 ON ?OPj EVEN M MWOW
TO ENSURE PROPER SEAkI AIJGNMENi, PLACE THE EDGE OF THE aVERLAPPIN6 BLANKET ( E WITH THE f.OL.ORED SEAbI STITCH" DN THE Bt~WKET BEING CM1IEALAPPm. I I W ~ f- ~ I-
S NEL APPLICATION5, A STAPLE CHECK SLG!T IS REOOUMENDED AT 30 TO 40 FOOT (9m-12m} iNTERYAkS. USE I I 8" TYP. ",,u ,~.Y 7. IN HIGH FLOW CHAN S
A DOUBLE ROW OF STAPLES STAGGERED 4" (1Ocm) APART AMO'4" (10cm} ON CENTER OVER ENTIRE M4DTH OF THE CHANNEL. I I $ I I
S B. THE TERMINAL END'. OF THE BLANKEiS NUS[ 9E ANGHOREq WfTH A ROW OF STAPLES/SCAKES APPROXIMATELY 12" (;3Oem) APART' I----I ~ IN A ff" T5c DEEP X 6' (15c~ri} WIDE TRENCH, BACKFTLL AND COMPACT THE. TRENCH AFTER STAPLING. ~ _ ( RJ I I
A MOTE; I
B 8 ~ HORIYONTAL STAPLE SPACING ~HOU,LO BE ALTERE9 60" c C' CRITICAL POINTS IF NECESSARY TO ALLOW STAPLES TO $ECURE.TFIE I
S IN S ALONO THE CHANNELSURFACE I r, A. OVERLAPS AND SEAM CRITICAL POT I I ; 8 PROJECTED WATER LINE -F-,---T-t
C. CHANNEL BOTTOM/51DE IN L(?OSE SAIL CONDITIONS, THE USE OF STAPLE. i i A SLC~'E VERTICES OR STAKE LENGTHS GREATER THAN 6' {15 em} MAY
K T PROPERLY ANCHOR THE BLANKETS: ~ c B BE NECESSARI' 0 12 X 12 HOLE N
c WITH ORIFICk Z
14649' HIGHWAY 41 :NORTH, EVANSYILLE. INDWU 47725 9'~~ OUTLET " usA r"=eoD-~~z-~Daa raNaDA 1-eoD-~s-2oao PLATE Z ~ 0 ~
wrw.nograen,eom ORIFIC STD. GRATE aw
U
„ 12" FL. 607.25 N W
I I 24 WEIR OUTLET 1 I I I 4 -SIDES ' I O
I I I I I I 48" , 4„
I I i I EL 604.25 W
li i 12" x 12" HOLE i it I I I I Q
I I I I
I I I I I I 0 Z
~ i 18 „ x 18 " x 1 I I STAINLESS STEEL PLATE I 1
I I 1 „ I I WITH 4 - ~ STAINLESS
STEEL ANCHOR BOLTS ~ --I i 42" RCP m m Z
I I 18" 1 ORII I H WITH ° I I I CE FLUS EL. 603.00 ~ ~ to Q
STRUCTURE INVERT.
6"
9"~ ORIFICE »>T ~ J
w
GROUT t- Q I ~ F
o W Q
WEIR BOX N.T.S.
rn 0 ili Z J
i ~ Q o p U
3 ~ v7
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48" TF~IPORARY MODIFICATIONS
~ „ TEMPORARY MODIFICATIONS 60" 48 T~PORARY MODIFICATIONS )DIFICATI NS MIN FOR ROSION CONTROL
o FOR EROSION CONTROL MIN FOR EROSION CONTROL MIN I CONTROL
~ 1. FIRST FAIRCLOTH SKIMMER I I 1, FIRST FAIRCLOTH SKIMMER 'H SKIMMER i i 8" TYP. r ATTACHED TO DRAW DOWN PIPE.
~ I I i i ~ w,ac 1. FIRST FAIRCLOTH SKIMMER „ ATTACHED TO DRAW DOWN PIPE. I I 8 TYP. ",ter ATTACHED TO DRAW DOWN PIPE ~ I I 8 TYP. ~Y GATE VALVE OPEN DURING ~ i ~W DOWN PIPE. , I GATE VALVE OPEN DURING
I i GATE VALVE OPEN DURING ~ I I CONSTRUCTION. SECOND FAIRCLOTH ~ I_-__I ~ CONSTRUCTION. SKIMMER SIZE I DURING i--- i CONSTRUCTION, SKIMMER SIZE PER SKIMMER SIZE PER ~ (U
~ I____I ~ SKIMMER ATTACHED TO 9 INCH I I I I SEDIMENT TRAP TABLE. ABLE. I - Z
I I ~ SEDIMENT TRAP TABLE. 8 , _ Z ORIFICE. SKIMMER SIZE PER I I- o z ~ I ~ ~ FLOW TO BE THROUGH ~
I 1 ~ - SEDIMENT TRAP TABLE. I I co ~ I , ~ ~ I 2. ALL FLOW TO BE THROUGH 3E THROUGH I 2, ALL I SKIMMERS OR OVER SPILLWAY,
m I I SKIMMERS OR OVER SPILLWAY. m ' 2. ALL FLOW TO BE THROUGH t_ _t t- SEAL ALL OTHER ORIFICES DURII :R SPILLWAY. SEAL ALL OTHER ORIFICES DURING - o ORIFICES DURING c
~ SKIMMERS OR OVER SPILLWAY. - ,~~~u~ CONSTRUCTION. IT IS RECOMME LADED CONSTRUCTION. IT IS RECOMMENDED T IS RECOMME o
® SEAL ALL OTHER ORIFICES DURING r RECOMMENDED TO FIELD FABRICATE THE 1 OR THE 1" ORIFICE TO FIELD FABRICATE THE 1 ORIFICE o ~ TE WHEN THE SKIMMERS ARE REMOVED. ~ U ~
CONSTRUCTION. IT IS „ WHEN SKIMMERS ARE REMOVED. 4RE REMOVED. STD. GRATE 'o
~ STD. GRATE TO FIELD FABRICATE THE 1.25 STD. GRATE - ORIFICE WHEN THE SKIMMERS ARE _ ~ ~ 18 x 18 x ~ + ( o
~ „ „ REMOVED. 18" x 18" x 18 x 18 x ~ STAINLESS STEEL PLATE o STAINLESS STEEL PLATE J z v+
STAINLESS STEEL PLATE WITH BUTYL GASKET, o „ SPILLWAY EL 618.75 ~ v
r WITH BUTYL GASKET, WITH BUTYL GASKET, 7 5 N SS SPILLWAY EL 623.75 „ SPILLWAY EL 64 .2 i I WITH 4 - ~ STAI LE I I 623.75 I I WITH 4-~ STAINLESS I I ~ o p
I I WITH 4-~ STAINLESS i I I I STEEL ANCHOR BOLTS SINGLE 6 0 I I I STEEL ANCHOR BOLTS SINGLE 6 0 I I I ~ ORIFICE , I
i I N HOR BOLTS SINGLE 6"~ i I I 2 I i STEEL A C I I i i ORIFICE I I ORIFICE I I I i I I ~ I I I I
~ I i TEMP I I ~ I I I I I I I ' I
a I I ~ I i i I ~ it SKIMMER 2 ~ I I I I TEMP I I INV EL 617.25
~ I I ~ L I ' i I 1 I I I I , I TEMP INV EL 621.25 I 5 i i SKIMMER I I ar~ebaa~ia,sarr
I I TEMP ENV EL 644.50. I I SKIMMER I I ~ I I SKIMMER 1 I I I t o o f
3 I I o_ o I I - I I I - _ I r e i I ' 11 0 I 1" ORIFICE I I ~ ~ 1 ORIFICE a, ~~S~J .•cry
E I I ~ I Q I I- ~ L_J J ~ 1.25 ORIFIC I I t o o f „ I - 1 I i 30" RCP INV EL. 615.50 : Qfl ~y°~~ )0 I 12 I - : Q S
~ i - ~ I o Q ' \INV EL. 643.50 I 12 130 RCP INV EL. 620.00 S I 12 ~ 136~RCP I i IN I I I MIN 24 TYP' - EL 613.00 = ~ SEAL
I I 24" TYP. MIN I 24 TYP. M - EL 619.25 m - EL 642.50 025555 20' ~ °
" 6" ~ 20 6" ~p 3 DIP DRAWDOWN ~,~s '•NGlNE.~~'
F ~ 1 "'--20 ~ ~ nlp nRewnnwrv r„ ~YTFAIfI AASF T(1 s._C ®nm.•ob .~.Q.e
3" DIP DRAWDOWN V EXTEND BASE TO 1 N TO 1 T NINt tXItNULU lu , BOTTOM BMP v ~a K ~ya
EXTEND BASE TO 1 PIPE EXTENDED 0 PIPE EXTENDED TO " MIDDLE OF POOL 3" GATE VALVE FOOT BELOW LOWEST LOWEST 8 SUPPORT PIPE WITH BMP ELEVATION LOWEST S MIDDLE OF POOL 3 GATE VALVE
ON (SUPPORT PIPE WITH ELEVATION GROUT STABLE SOIL
GROUT 8 T MIDDLE (SUPPORT OF PIPE WITH BMP ELEVAT POOL 3 GATE VALVE FOOT BELOW ELEVATION GROUT STABLE SOIL STABLE SOIL
BMP #3 - RI#80 I-
MP 1 - RI 87 BMP#2 - RI#91 B MP N.T.S. N.T.s. W LL W m 0 = V N
N.T.S a - x 2
N
N

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o ~ z ~ ~ ~ = Q ~ ~ ~ U
Corl ,Ydllus Balckmann, IV / D.B. 9t9 PC. 16i / W \ ~ o = ~o W z
m 0 i z oc ~ ~ ~o a fO N W = o
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~ _ _ ~ ,r.I 1~ zJ -r~~ ~ =m rn
0 N !P R dA p PROPOSED ~ J Z
~ ~ Z I WETPOND3 i W W O W azc~z
/ PROPOSED ~ r / / WETi~tIND 2 N ER U) Q0~0 ~ ~ 'g' BUFF ~ ~ Regn6 Holch d< r~ I =
~ 141 ~ ~ ~ ~ 31' Parr o, / ~ ~ f~ ~ 1 ~ Timafhy E, Ddlos & ~ ~ &B . E Z W 31 1YP $V66n POfk6 v~ U p, a ' 0.6 2174 DC. 963 B-B ~ O W o w
TerE9o T, Dd105 / P P.d d0 PC. 93 ~ ~ r I w ,-J~J
s / ~ ~ a w L w ~ MM Ich^LWOW W : ~ " T
~ / y I V
~ ~ ~ , ~ \ Drop?ty Of Janes A, Hotch dt 1 Nannie 8eli Tares
~ ~ ( - D.B. 51 DQ tM
~ a ~ ~ ~ L ~ 1 SHEET NOTES
a ~ L ~ ~ ~ 1
181 ~ ~ ~ ! _ _ _ ~ I ~ i ~ ~ I w t. ALL DIMENSIONS ARE IN RADII, TO OUTSIDE FACE OF BUILDING, TO CENTERLINE, CENTER TO CENTER ON STRIPES, ANDIOR TO BACKOF CURB,
a ~ ~ ~ ~ ' ~ I UNLESS OTHERWISE NOTED. Town or Nebone o.e. su vc 19e
~ J / ~ i r t ~ ~ 2. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRE[) PERMITS. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PERMITS AS
~ ~ C I i ISSUED, AND ANY ANO ALL APPLICABLE STATE, COUNTY AND LOCAL CODES, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF O I z
a / ~ ~ I / + i \ O '6 / I ~ - MEBANE CONSTRUCTION STANDARDS. v, Z ~
~ \ ~ ~ 1 ~ i Z o~ S ~ 3. EXISTING IMPROVEMENTS DAMAGED OR DESTROYED DURING CONSTRUCTION SHALL BE REPLACED OR RESTORED TO THEIR ORIGINAL w d w
~ i I- / ' 1_ CONDITION, AND TO THE SATISFACTION OF THE OWNER OF THE IMPROVEMENTS. ~ ~ ~
~ 1 ~ ~ , ~ ~ ~ EXISTING POND ~ ~ / A ~ i i 8 ~ I o U ~ U N
19 ~ y ~ \ \ ~ i ~ I 4. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFlCATIONS, ANDJOR ANY OTHER REQUIREMENTS WHICH MUST BE MET ~ w ~ UNDER CONTRACT, w ~
/ / ~ ~ ~ S ~ 8 ~ J
~ \ 1 ~ f 4 a 5, CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR DETAILS OF BUILDINGS AND BUILDING DIMENSIONS. ~ w
tl \ \ 1 ~ ~ GREEtaW al ~ Q
s ~ i 1 1 i gyp` r1+~,. ~ ~ ~ ~ ! - ~ 8. ENGINEER AND10R OWNER DISCLNM ANY ROLE IN THE CONSTRUCTION MEANS ANDIOR METHODS ASSOCIATED WITH THE PROJECT AS SET a o t ~ FORTH IN THESE PLANS. r
r ~ I ~
G I ~ .t 0 ~ 7, CONTRACTOR SHALL MAINTAIN AN AS BUILT SET OF DRAWINGS TO RECORD THE ACTUAL LOCATION OF ALL PIPING PRIOR TO CONCEALMENT. Z
201 1 z ) 1 I 1 ~ 1 4 S , DRAWINGS SHALL BE GIVEN TO THE ENGINEER AT REGULAR INTERVALS THROUGHOUT THE PROJECT FOR RECORD KEEPING,
1 i ! - y ~ r WooMmd Hdghls r I 5O~ ' 1 Ic ~ ;1 8. IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED N ARY Y m ~ ~ ~ ECESS B THE CONTRACTOR, DETAILS OF SUCH DEPARTURES Z
TdNV~ , .ate / ` $ v e sb Pc ui ' o ~ ~ 5' CONCRETE L 0 SIDEWALK ~ i ~ AND REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO DEPARTURES FROM THE CONT T In z S S ~ RAC DOCUMENTS SHALL BE ~ ~
' ~ ~ ~ ~ S CONCRETE r ' ; ~ / SIDEWALK MADE WITHOUT THE EXPRESS WRITTEN PERMISSION OF THE OWNER.
I ~ , l u N o 1 a 9. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND MATERIAL COMPOSITION OF ANY
I ~ o ~ , ~ ~ a a EXISTING WATER OR SEWER SERVICE PROPOSED FOR CONNECTION OR USE ON THIS PROJECT. THE RELOCATION OF ANY UTILITY SERVICES W
~I i / 17 ! t _ ~ 's ~ ~ REQUIRED TO COMPLETE ANY PORTION OF THESE CONSTRUCTION PLANS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ~
l g 4 r -J ~ g $ ~ $ N ~ ~ ~ r ~ W J ~ to
i L ~ I ~ EXISTING ~ $ { 10. THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH CAUSED BY ~ a l to J ~ q ~ 1 HIM, HIS EMPLOYEES, OR HIS WORK ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT SITE ON A DAILY BASIS, a~ J b
W - g POND ~ S / i w. = i r i - _ : ~ ~ ~
I s s l ~ g R ~ 11. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NUMBER 37001 CO 132E, DATED DECEMBER 22,1998, ~ II
~ ~ ~ / J , W
~ ~ ~ _ ~ ~ ~ / 93 L I ~ I - , ~o ~ SITE NOTES w
~ 4 I Y+ ~ 3 / m q i I s CONCRETE ( ~ ~ ~ ~ ~ ~ Z 0 J
~ I ~ SIDEWALK ~ g = 'p O Y a = ~ ~ ~ > a o ~ Y 1 1. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH CITY OF MEBANE CONSTRUCTION STANDARDS. J ~ N
E 4 ~ ~ ~ ~ ~ o ~ ~ ~ '6
E ; I w~ L ~ ~ 2, FIRE LANE SHALL BE CONSTRUCTED ACCORDING TO SPECIFICATION BY LANDSCAPE ARCHITECT TO FACILITATE HEAVY EQUIPMENT, ~ ~ SEE LANDSCAPE SHEETS FOR ADDITIONAL INFORMATION.
~ ~ ~ 92 ~ ~ ~ ~ ( ~ ~ ~ ~ \ ~t N o ,P q I 6 \ / ~ ~ ~ I - ~ /
~ ~ 3, TRAFFIC CONTROLS FOR ANY UTILITY WORK WITHIN THE PUBLIC RIGHT OF WAY SHALL BE PERFORMED IN COMPLIANCE WITH
1 ~ \ \ It / $ ~ 1 \ g ~ 1~ ~ ~A ~ STANDARDS OF THE NORTH CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). W
~ ~ t o >s / ~ ~ G ~ ~ 1 4, CONTRACTOR SHALL COORDINATE CONSTRUCTION OF UNDERGROUND UTILITIES (WATER, SEWER, STORM, ELECTRICAL, OR OTHER)
31 - ~ ~ 1 FOR THIS PROJECT WITH THE CITY OF MEBANE AND UTILITY PROVIDERS,
~ ~ ~ i ~ ~ ~ ~~s ~ ~ ( ~ ~ o ~ ~ \ ~ B
i 31' I g ~ ~ \ ~ ~ L 5, UNLESS OTHERWISE NOTED, CONCRETE PADS AND WALKWAYS SHALL BE 3000 PSI, MINIMUM OF 4"THICKNESS WITH 6"x6" w1.4x w1.4 r WELDED WIRE FABPoC THROUGHOUT.
~ ~sT ~ xP r / ~ ~ n-n11
o - \ ~ 'BUFFER W BUFFER ~
0 281 ~ I \ & ~ 4d' TYPE B SIGNAGE, STRIPING, AND MARKING NOTES
m ~ ~ , ~ ~y11 - i s
~ / i - , ~ i 1. ALL SIGNAGE SHALL BE INSTALLED AT RIGHT OF WAY PER DOT STANDARDS, V
LAKE MICHAEL WAY ~ ~ ~ ~ c 2, ALL STRIPING (EXCEPT INDIVIDUALPARKING STALLSTRIPING) AND DIRECTIONALARROWS INSIDE THE RIGHT OF WAYSHALL BE •p
~ 2 i 'I~~ - i THERMOPLASTIC MATERIALS AND SHALL CONFORM TO STATE DOT STANDARDS AND SPECIFICATIONS. PARbNG STALL STRIPING SHALL p
is ~ ~ BE WHITE REFLECTIVE PAINT. ~ U ~
M h s a
t ~ s s a J ~ water C. Howard 3. CROSSWALKS AND ACCESS AISLE STRIPING SHALL BE CONSTRUCTED OF THERMOPLASTIC MATERIALS AND INSTALLED IN L U and dk ACCORDANCE WITH STATE DOT SPECFCATIONS. CONTRACTOR SHALL INSTALL CROSSWALKS IN SUCH A MANNER THAT CROSSWALKS ~ ~ 8eeste Pulh Howord
L ~ Y M ~ J • D.B. nd DC. 3~9 AREA ALIGNED BETWEEN ADA(WALKWAY ACCESS POINTS OR PERPENDICULAR TO THE ROADWAY DRI Z ~ 1 VE LANE.
~„I_ J _ I_ L L PROPOSED ~ o
Q -1 L J _ I. L. J WETLAND 1 water c, Howard ' - aM wVe J_ i _ r Ruth Yqk Howord wafer c, Howord 4. ADA SYMBOLS SHOWN IN TREES PLANS ARE FOR LOCATION PURPOSED. SIGNS TO BE INSTALLED TO MEET MINIMUM STANDARDS OF ~ ~ O Ruth Yak luowore DETAIL SHOWN ON SHEET 06.2. GROUND SYMBOLS NOT REQUIRED. ~
o ~ , B' BUFFER ue.:w ae. ~e 0.8. 1W AC. 316 ^ cc L
' 40~ TY E ~ ~ Trod 2 -r Oroperty or w w.C. Howard & C.M, Yc Trott 2 Droperty or w.C. Howard & C.M, Yak 111 111111 i01pT~ J
y'G ~ ~ ~ D,B. t9 ?C, 9 D,B. t9 AC. 9 1 ! /~iVS ~~N CqR _
~ ~ 0~
I ~ oy s e
E _ SEq~ _ - _ 02~
~ 111 Roger L~ Coburn Spa ~wplKtl ReDec O.A. ~t PO % rlhur
t Commle S Coburn Ranie L. water Richard L. Denrris c~ F
0.8. t7b7 VC 0.B ~ed5 PG +W oM HElen M, DEnn15 ~"t h??ry 0
0.8, todg P0, E7 N ' SWA~~' j1j ~1 11
l~xa ~ ~M,r,~,.
LD v v"r Vvw+vlrw
m u c GRAPHIC SCALE
c C 100 0 50 100 200 400
4 W r LL
I' ( IN FEET) W G 0 N
1'1 N - - - 1 inch = 100 ft. = V N
N

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~~~U 2~
2005
r~ wF D~,yR • W SAN grFR
. osrgq,~Q~ACi~. ATFRB
~H
;E M I C HAE L
PER: SHEET INDEX
~ C0.0 EXISTING CONDITIONS/DEMOLITION PLAN
?N AVENUE C0.1 OVERALL SITE PLAN C1.0 SITE PLAN
s C1.1 SITE PLAN
ABC AGGREGATE BASE COURSE ~ EXISTING CURB INLET C2.0 UTILITY PLAN
ALUM ALUMINUM ~ EXISTING GRATE INU:T/YARD INLET
B-B BACK TO BACK Q EXISTING FLARED END SECTION
27603 C2.1 UTILITY PLAN
80A BLOW-OFF ASSYMBLY EXISTING FIRE HYDRANT
~ EXI511NG BLOW-OFf ASSEMBLY C&G CURB AND GUTTER ~
EXISTING GATE VALVE ~ CFS CUBIC FEET PER SECOND ~ ~
¦ ~ CI CURB INLET D EXISTING REDUCER 56-3600 C3.0 GRADING & STORM DRAINAGE PLAN C3.1 GRADING & STORM DRAINAGE PLAN
CL CENTER UNE EXISTING WATER METER
CO CLEAN OUT EXISTING WELL. G3.~ STORM DRAINAGE TABLES
COM COMMUNICAITON , EXISTING MANHOLE
CONC CONCRETE EXISTING CLEAN OUT C4.0 PLAN AND PROFILE
DCV DOUBLE CHECK VALVE ,EXISTING POWER POLE
DDCV DOUBLE DETECTOR CHECK VALVE ~ EfOS11NG GUY WIRE C4.1 PLAN AND PROFILE
DI DROP INLET EXISTING TELEPHONE PEDESTAL
4 DIP DUCTILE IRON PIPE EXISTING AREA LIGHT C4.:? ALAN AND PROFILE
EASE EASEMENT ~ EXISTING SIGN
ELECTRIC NEW CURB IMET ELEC V C4.3 PLAN AND PROFILF~
EX EXISTING ~ ANEW GRATE 1i,ET/YARD N.ET
SEC110N NEW FLARED END SECTION FES FLARED END k C4.4 PLAN AND PROFILE
FH FiRE HYDRANT NEW FlRE HYDRANT
FM FORCE MAIN ~ NEW BLOW-OFF ASSEMBLY C4.5 PLAN AND PROFILE -SANITARY SEWER OUTFACE
FT FEET N NEW GATE VALVE
FT SEC FEET PER SEC ~ ~ REOLK~R C~4.E; PLAN AND PROFILE -STORM OUTFACES
GALV GALVANIZED b
I~ NEW lEE ' C4.7 PLAN AND PROFILE -STORM OUTFACES
GV GALE VALVE
n NEW PLUG L LENGTH
NEW MANHOLE LF LINEAR FEET ~ C4.8 LEBANON ROAD WIDENING
LP LIGHT POLE ~ NEW CLEAN OUT
C5.~ EROSION CONTROL PLAN -PHASE 'A'
MH MANHOLE T NEW SIGN
A PAVEMENT c RON PIPE P VE
OLE BENCHMARK PP POWER P p C5.1 EROSION CONTROL PLAN - PHASE'A'
PVC POLYVINYL CHLORIDE
¦ R RADIUS ~ BLOCK ANO GRAVEL INLET PROTEC110N C5.2 EROSION CONTROL PLAN - PHASE'B'
R/W RIGHT-OF-WAY
RED REDUCER SILT FENCE INLET PROTEC110N C5.3 EROSION CONTROL PLAN - PHASE'B'
RPZ REDUCED PRE55URE ZONE
SS SANITARY SEWER EXCAVATED INLET PROTECTION
STA STAl10N C5.4 EROSION CONTROL DETAIL
1'DD TEMPORARY DIVERSION OI1~F1 i C6.0 DETAILS
TEL 11=lEPHONE ~ ~ ~ •
~ SEDBENT BASIN SCALE: 1" =500' 1~B TEMPORARY SEDIMENT BASIN C6.1 DETAILS
UG UNDERGROUND
0 RISER BASIN
W/L WA1T:R UNE C6.2 DETAILS
WM WATER METER
WV WATER VALVE ROCI( DAM C6.3 DETAILS
YI YARD INLET
~ SNF FENCE ouTLEt
C6.4 DETAILS
- -G - - EXISTING GAS LINE
- -COM- - E>OSTING COMMUNICATIONS LINE C6.5 DETAILS
- - UT- - EfOSTTNG UNDERGROUND TELEPHONE
- - UE- - E)aST1NG UNDERGROUND ELECTRIC C6.6 DETAILS
- - E - - E)aS1TNfi OVERHEAD ELECTRIC > > ~ DY, INC. C6.7 DETAILS
- - W - - EXISTING WATER LINE
- - FM- - EXISTING SANITARY SEWER FORCE MAIN HERS
- - SS- - EXISTING SANITARY SEWER LOAD ~~`atH
- EXISTING STORM DRAINAGE ?7587 ~p WINGS
NEW STORM DRAINAGE ~
- STREAM NOSE E~h CEO O1~TRUCTIOM'
2o-0~
W NEW WATER UNE aPiCF'tic/NE Ol~;~ 5
--ASS-~ NEW SANITARY SEWER
-~Flrl-~ NEW SANITARY SEWER FORCE MAIN
/ //~5~~~
~Q..~ NEW GAS MAIN v
-s-~-~--e- SILT FENCE
->F-!(-~t x FENCE
DIVERSION DITCH
w 12004J06S/043630001COVER DVVG
i

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~N ~v
~r~sFn~,~• ~s~r wq. Op
ro ~F S sp R pG
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H
;E M I C HAE L
DPER: SHEET INDEX
C C0.0 EXISTING CONDITIONS/DEMOLITION-PLAN
~N AVENUE X0.1 OVERALL SITE PLAN
C1.0 SITE PLAN
8 C1.1 SITE PLAN
ABC AGGREGATE BASE COURSE EXISTING CURB INLET
C2.0 UTILITY PLAN
ALUM ALUMINUM EXISTING GRATE INLET/YARD INLET
8-B BACK TO BACK EXISTING FLARED END SECTION Q
- F YMBLY EXISTING FIRE HYDRANT BOA BLOW 0 F ASS ~ 27603 C2.1 UTILITY PLAN
9 C&G CURB AND GUTTER EXISTING BLOW-OFF ASSEMBLY
1
CFS CUBIC FEET PER SECOND EXISTING GATE VALVE ~ ~ ~1 56-3600 C3.0 GRADING & STORM DRAINAGE PLAN
CI CURB INLET EXISTING REDUCER ~ D C3.1 GRADING & STORM DRAINAGE PLAN
CL CENTER UNE EXISTING WATER METER
CO CLEAN OUT EXISTING WELL
C3.2 STORM DRAINAGE TABLES
COM COMMUNICATION EXI5T1NG MANHOLE
CONC CONCRETE ~ EXISTING CLEAN OUT C4.0 PLAN AND PROFILE
DCV DOUBLE CHECK VALVE EXISTING POWER POLE
DDCV DOUBLE DETECTOR CHECK VALVE EXISTING GUY WIRE
C C4.'~ PLAN AND PROFILE
DI DROP INLET a EXISTING TELEPHONE PEDESTAL
DIP DUCTILE IRON PIPE EXISTING AREA LIGHT --nn P~ C4.2 PLAN AND PROFILE
EASE EASEMENT EXISTING SIGN ~Q ~ 0~
ELEC ELECTRIC ® NEW CURB INLET
C4.3 PLAN AND PROFILE
EX EXISTING . NEW GRATE INLET/YARD INLET
FES FLARED END SECTION „ NEW FLARED END SECTION C4.4 PLAN AND PROFILE
FH FlRE HYDRANT NEW FIRE HYDRANT
FM FORCE MAIN ~ NEW BLOW-OFF ASSEMBLY
FT FEET N NEW GATE VALVE C4.5 PLAN AND PROFILE -SANITARY SEWER OUTFACE

FT/SEC FEET PER 5EC NEW REDUCER C4.G PLAN AND PROFILE -STORM OUTFACES
GALV GALVANIZED ~ NEW WATER METER
GV GATE VALVE I~1 NEW TEE i~
l LENGTH (1 NEW PLUG C4.7 PLAN AND PROFILE -STORM OUTFACES
LF LINEAR FEET ® NEW MANHOLE ~ C4.8 LEBANON ROAD WIDENING
LP LIGHT POLE 0 NEW CLEAN OUT
MH MANHOLE T NEW SIGN C5.0 EROSION CONTROL PLAN - PHASE'A'
PAVE PAVEMENT o IRON PIPE
PP POWER POLE BENCHMARK Y C5.1 EROSION CONTROL PLAN - PHASE'A'
PVC POLYVINYL CHLORIDE
R RADIUS ~ 1 BLOCK AND GRAVEL INLET PROTEC110N C5.2 EROSION CONTROL PLAN - PHASE'B'
1 1 R/W RIGHT-OF-WAY ~ w'
RED REDUCER SILT FENCE INLET PROTECTION
C5.3 EROSION CONTROL PLAN - PHASE'B'
RPZ REDUCED PRESSURE ZONE
1 S5 SANITARY SEWER EXCAVATED INLET PROTECTION
i 5TA STATION C5.4 EROSION CONTROL DETAIL
TDD TEMPORARY DIVERSION DITCH
i > C6.0 DETAILS
TEL TELEPHONE ~ ~ q
~ ~ 1~8 TEMPORARY SEDIMENT BASIN ~ SEDIMENT BASIN SCALE:1 - 500' C6.1 DETAILS
UG UNDERGROUND
~ RISER BASIN W/L WATER LINE
C6.2 DETAILS
WM WATER METER
WV WATER VALVE ROCK DAM C6.3 DETAILS
YI YARD INLET
~ SILF FENCE OUTLET
C6.4 DETAILS
- - G - - EXISTING GAS LINE
- -COM- - EXISTING COMMUNICAl10NS LINE C6.5 DETAILS
- UT- - EXISTING UNDERGROUND TELEPHQNE
- - UE- - EXISI1NG UNDERGROUND ELECTRIC C6.6 DETAILS
- - E - - EXISTING OVERHEAD ELECTRIC s > > DY, INC.
- - W - - EXISI1NG WATER UNE
_ - - FM- - EXISTING SANITARY SEWER FORCE MAIN =ERS C6.7 DETAILS
- - SS- - EXISTING SANITARY SEWER
:OAD o~H ~,~C -y-,~,,~
- EXIST1NG STORM DRAINAGE ~75V7 ~ ~POfES ~~`°yy~~'~.
NEW STORM DRAINAGE ~ Q _ ~ EAL ~1/~~ r
5TREAM
---W-- NEW WATER LINE ~P' ~Q'~ off,, ~ S J
-~--$S-- NEW SANITARY SEWER
C?~ unu ~A~u~r¦ev nruire rnenr uuu
rA iicn anrn inR i aC71Cf% r VICVC mpmvi
Q NEW GAS MAIN ~~nvv
-3-s--s--s- SILT FENCE ND R E
-~f-3t-m-x FENCE
DIVERSION DITCH

vC00 UU
v °~'N ooDrn r.. ~ a p
0 wm 34 ~ JQ =
U
SEE SHEET C3.1 FOR 3 C3.1 FOR SHEET NOTES r \1„~\
SEE SHEET C3.2 FOR A ~ A~'64440 , \ \ C3.2 FOR STORM DRAIN GE TABLE , / / BWA@ 44 WE~'LA~IDS
~ -'C7ti ~ \ 1. \ / P \ \
SEE SHEET C6.4 FOR C6.4 FOR DISSIPATOR AND / ~ 0 P~B C I ~ ~ I
, ~ STbR~I E M T I ~ ~ 1/ II ~
SEDIMENT TRAP INFO SAP INFORMAT{ON,
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GENERAL GRADING NOTES GENERAL EROSION CONTROL NOTES
W t. ALL CONSTRUCTION SHALL BE IN ACCORDANCE 1MTH CITY OF MEBANE 1. SEE EROSION CONTROL PLANS ON SHEETS C5.0 THROUGH C5.4
~ N m ~ STANDARDS AND SPECIFICATIONS, LASTEST EDITION.
~ ~ M V b~ yrp 2. LAND DISNRBING ACTIVITY PERMITS ARE PERFORMANCE BASED. _ 2. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE MODIFICATIONS REQUESTED BY 1HE EROSION CONTROL INSPECTOR SHALL BE
Ui~ FIELD VERIFlED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. FORWARDED TO THE ENGINEER IN WRIITNG, INCLUDING SKETCHES. UPON
~ CONTRACTOR SHALL NOTIFY ENGINEER IF ANY DISCREPANCIES VERIFlCAIION OR MODIFICATIONS BY THE ENGINEER, THE MODIFICATION SHALL BE r~ OBSERVED PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA IMPLEMENTED.
~ C ~ _ ~ U Q o I 1 ~ o ~~oi~ opn oo~~ COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK GONE
o y• p~~OV r NN N .~I`~ WITHOUT PROPER NOIIFlCATION. 3. A DETAILED PHASING PLAN HAS BEEN INCLUDED AND WAS 1HE BASIS OF - EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE DIRECTED BY THE
r\hh .c ~~qo m .a,a o~oo a"i 4,= a n $Qm~ 3. UNLESS OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ENGINEER, THE CONTRACTOR SHALL CONFORM TO REQUIREMENTS OF THE
c~cp~ ~ ~ h~ OgUb Qf/)N~ (p ~ 0 p ~ ~ ~ • ON PLANS INDICATE FINISH GRADE OR PAVEMENT SURFACE. DETAILED ERO~ON CONTROL PHASE PLAN. W
~ Q ~ h C Q1 ~ a 4. WHEN HAND PLANTING, MULCH (HAY OR STRAW) SHOULD 8E 4. ANY PROPOSED GRANGES TO THE DETAILED PHASING PLAN SHALL BE
ooa o ~ Qo Eba o UNIFORMLY SPREAD AND TACKED OVER SEEDED AREA WITHIN 24 HOURS FORWARDED IN WRITING BY THE CONTRACTOR, THROUGH THE CIVIL ENGINEER, AND
~ ?o N~ \ a 1 6"PVC ~ hb ~ / \ SI 111 \._..J OF SEEDING, APPROVED BY THE EROSION CONTROL INSPECTOR PRIOR TO IMPLEMENTATION. 8 PVC .v P1pE DIVERGING FROM THE SCHEDULE WITHOUT APPROVAL MAY COMPROMISE THE
3 \ \ 1 ~ ~ I~\,11 \ I PIPE a • ~ ~ ~ \ \ 11111 ~ \ . . 5. DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A POSSIBLE
I •0~ ~ \ ~~~~1 1111 I o TEMPORARY COVER ON SLOPES THAT ARE 4:i OR STEEPER, MULCH WILL VIOLATION.
~'0 ~ I ® \ ~ iii ~ . STONE BE ANCHORED. t• S BEDDING 5. PROVIDE GRAVEL AND HARDWARE WIRE FILTER ON ALL CATCH BASINS.
c b y.~i' yi~!y - 6. ALL EASEMENTS W11H PIPES AND/OR STRUCTURES SHALL BE ~ ~
P .~yr ~ ~ 'a• l CLEARED AND GRUBBED AND SEEDED. ~ z n Z
7. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. J N
y / o ~1:. \ DOWN SPOU e ~ / ~ ~ ~ ` \ \ \ \ \ COLLECTOR OU1 'OWN SPOUT FEMA MAP NUMBER 37D01C0132E, DATED DECEMBER 22, 1998. 0 SEE SHEET C3.2 FOR STORM DRAINAGE TABLE „
ECTOR OUTFACE ~d ~ ALL PIPE SHALL BE CLASS III REINFORCED CONCRETE PIPE UNLESS U 0
I ~ 1 / / ~ \ ` \ D AIL VIII o \ \ ~ \ I / ` \ NOT TO SCALE D AIL OTHERWISE NOTED. _ ~ NOT TO SCALE SEE SHEET C6.4 FOR DISSIPATOR AND ~ ~
III III III I / o \ 9. PROVIDE GRAVEL AND HARDWARE WIRE FILTER INLET PROlEC110N ON ~ ~ w o
Ip / C~ 0 PRVATE ~T ~S :.J ) \ - III I I / / ~ : ` • ; ~ T0~ \ \ ALL CATCH BASINS. SEDIMENT TRAP INFORMATION, ~ W ZOD~N
~ ~ / 15R P~ ~ t \ \ I I I ~ ~ ~ ..J / 1 I I i ~r FES83 • ~ 1 . 1 ~ ~ ~ \ Z 10. CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF W = rn 0 ~
EXISTING PUBLIC UTILI11E5 PRIOR TO ANY EXCAVATIONS, GRADING, OR ~ ~ Z r INSTALLATION OF UNDERGROUND UT1LI11ES ON OR ADJACENT TO 1HE W r H O
W_ PROJECT. ~ W
/ 1 ,.,...i I 1 rn~rn
11. ALL CATCH INLETS SHALL BE NCDOT 30-INCH WIDE STRUCTURE WITH p ~ 0 rn BICYCLE FRIENDLY GRATES. GRATES, FRAMES, AND BOXES SHALL BE ~ "LL "
.Q I / .177 ~P~ . J 1 ~ cr7 • - ~ CERTIFIED NCDOT APPROVED. N ~ ~ Y WWI ~
•Ci III I I / ~ . . I ~ ~ l I I / i I~~.a~. 12. EASEMENTS FOR ALL PROPOSED WATER, SEWER, AND STORM
III I / i < / IIII 1 / o ~ N RIGHT-OF-WAY SHALL BE DEDICATED TO THE ~ N ,tv DRAINAGE UT1LI11ES 1MTH1 Z N N N
Id III o I Q ~ P / o ` ~N I ~ I I I~ / ~ HB77A a, b ~r~c~e.ea CITY OF MEBANE ON THE FlNAL PLAT. ALL OTHERS ARE TO BE p ~
PRIVATE. 4 ~ Z rOT _ Our~ut
I III I / p l z ~ l - ~ o I / r ~ / / ~ / 0~ ~ i II It / i ~ / 1 X ~ 13. ALL PIPE SHALL BE CLASS III CONCRETE PIPE UNLESS OTHERWISE _ ~ J ~ ~
IIII ~ ~ / / ~ - - r . NOTED. J ~ - ~ zJ ~ =~Z;~
14. ALL EXISTING VEGETAl10N IN BUFFER AND/OR UNGRADED AREAS ~ J
~ 11 r / ( _ - ? 11 ~ ~ / O k~J r SHALL REMAIN INTACT. NO CLEARING IN TREE SAVE AREAS. W W 0 li! ~Z'UZ
it s i ~ ~ / / U) ao~o 15. ALL LOTS THEE BE CONNECTED TO THE CITY OF MEBANE WATER AND nn Z = = W =
II t I I i~ / y y- SANITARY SEWER SYSTEMS. u~ U p- pWpW
II t d~ / / b-... ~ - ~i ll ~ / / / 11 111 e, ~ ~ 16. ALL WATER LINES SHAIL BE TERMINATED IN ACCORDANCE 1MTH CITY J M e~WaW
' Il I ~ / f ~ ~ ~ ~ o~~uew~' STANDARDS AT 1HE SECTION LINES IT 1HE DEVELOPMENT IS W ~ H ~ I-
• I I ~ ~ i ~ / co T013 _ - CONSTRUCTED IN PHASES. ALL STORM DRAIN LINES AT THE END OT A SEC110N LINE SHALL BE TERMINATED WITH A TAIL DITCH TO DAYLIGHT. ,
I / / ~ y / ~ / y ETAIJ..~tHIS SHEET - - - ANY CONFLICTS SHALL BE REPORTED TO 1HE ENGINEER FOR
_ RE50LU~lON 1 1 ~ 1 1
I I ~ / / ~ / ~ 1 e3aao ~ y
I t I 1 / y / y h ~ i J , SEA AtlT~ALL ~ ' - STOJtM- RtlNTSFFI / i \ \ \ ~ ~ SEA Atl1~ALl DBWIQ ~ r . / \ 1 1 \ 1 \ 1 \ ~ N
It\ .111 I 1 ( i ~ ~ ~ i ~ r ~ i - ~pouT v ~ I I ~ ~ i ~ ~ _ _ - , ~ ,cep .'SPOUI~C0CL1CT0 ~ ~ UNI1S1tt8-T4$ / 1 1 \ ~ \ \ o ~ - - - DIVERTS IA ~BMfs~3~. / \ \ 1 1 \ 1 1 \ \ \ ~
I \ t 1\ I ~ ~ ~ ~ / / 'rv~ tw~rue.oo - - - _ DETAIL, Td1S• G, ~ I I 1 a I~e ~ - DET'All, Td1S EET ~ r Q \ \ \ \ _ m ~ ~ ~ ~ ~ -BY-DQWN SP.01~ ~ \ 1 \ I 1 1 1 1 \ \ \ - o 1 \ \ \ \ \ \ i
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GRAPHIC SCALE
N ~r - 50 0 25 50 100 200
a \1
CIO 0) % rn H
( IN FEET W r W
1 inch = 50 ft. W Q M
CO

a
D 4Nd PIPE P5'E PIPE DOWN PIPE PIPE PIPE PIPE P9'E QOWV PIPE PPE PIPE
STRUCTURE STREAM TOP ELEV. INVERT N FROM INV OU7 AREA I C INLET TOTAL HGL HGL 811E LENGTH SLOPE VELOCRY DESORPTION STRUCit1RE STREAM TOP ELEV. INVERT 5V FROM BIH OUi AREA I C INLET TOTAL HGL HGL SIZP LENG1 IGL SIZP LENGTH SLOPE VELOCITY p~ STRUCTURE STREAM TOP ELEV. INVERT W FROM INV OUT AREA I C INLET TOTAL HGL HGL SQE LENGTH SLOPE DESORPTION >UT IN FT FT1FT FT/SEC PIPE ACRES 010 CF3 Q10 CFS IN OUi IN FT FTIFT FTfSEC
P1pE ACRE9 O10 CFS 010 CFS IN OUT IN FT FTIFT FTISEC ppE ACRES O10 CF8 Q1D CFS OV OUT IN FT
3.68 4' q CI.18 858.15 853.00 0.34 7.10 035 1.12 1.12 9.13 4' CI
Da28A 685.50 662.15 0.33 7.iD 0.85 1.49 1.54 5.45 24'x24'DfTCH CI-09 850.00 848.00 0.7 7.10 0.75 3A9 3A9 8.88 18 52 OA11 228 18' RCP P-TE 853.D0 652.50 1.12 852,92 852.31 15 32 4D16 4.83 15" RCP
P•28A 862.15 681.90 1.54 882.84 B12•D4 ib tOS D•008 2.04 15'HDPE P•80 848.00 848.68 9.49 848.79 848.88 18 32 4.97 4' d q•75 858.05 852.50 P•TB 851.60 0.99 7.10 0.75 2.07 3.11 4.38. 4' CI
Ca2A 886.79 881.30 P•28A 661.10 034 7.10 0.85 1.54 3.45 4A9 4' CI CM88 850.89 845.65 P•81 845.45 0.7 7.10 0.75 9A9 8.93 15.77 18 126 0.005 5.42 16' HDPE P 75 851.50 649.70 3,1T 852.22 85028 15 131 D.014 5.9 15' RCP
P•28 681.10 880,80 3.45 881.85 661.18 15 32 0.01b 6.18 15'RCP P•81 845A5 844.75 8.95 648.55 845.77 18 128 18 5.42 18' FES DE74 855.80 851.00 0.42 7.10 0,85 1.94 1.94 3.89 24' x 48' DITCH
Ca25 888.7A 680.80 P•28 880.20 4.49 7.10 0,85 2.48 5.87 4.51 4' G FES•86A 844.75 P•88 844.75 6.93 18 P 74 851.00 850.00 1.94 851.58 850.48 15 110 0.009 4.45 15' RCP
8.58 HEADWpLI DE75 859.13 849.70 P 75 849.00 0,09 7.10 0.75 0.41 5.43 4.92 24X38 DI
P•2S 88D20 859.20 8.87 661.06 BBD.DB 24 137 O,DO1 4A2 24' RCP HVIF18 653.00 84T.5D 9.80 5.80 0.85 37.24 37.24 15.07 30 181 0.030 7.61 90'RCP 850A0 P•T4
Da24A 888.00 881.75 0.14 7.10 0.85 0.85 0.85 2.68 24' x 24' DRCN P-08 847.50 842.40 37.21 849.57 845.07 30 161 7A7 PRl:•CAiT6W P•77 849.00 140.60 6,43 049.90147,1711 161 D,011 T.it 18'RCP
P•24A 16t.6b 660.00 466 562.07 560,24 16 105 O,D11 4.D4 16' RCP IrNi-50 649.W 54Z5D P-00 54ZA0 56.51 3.75 90 73 0.011 6.79 90' RCP 1>E72 850.80 646A0 Oa9 7,10 0.85 1.8 1.8 3.8 24" x 38' DI
Da24 687.58 .880.00 P•24A 859.50 4.14 7.10 0.85 0.85 128 525 4' G P•85 812A0 841.80 38.82 844.37 843.75 90 73 8.55 SRI P-?2 M8.00 M520 1 b 848.53 845.89 15 83 0.010 2.58 15' HDPE
P-24 859.50 859.00 1.26 659.95 859.94 15 32 0.018 4.81 15' RCP Ra17 647.25 842.50 12.20 5.44 0.74 49.51 49.51 43.88 S6 ZO 0.017 1475 56' RCP DI.71 852.80 845,20 P•T2 845A0 026 7,10 0.15 1.58 3,12 4.21 18• ADS
Ca23 687.92 859,20 P•25 658.80 0.18 7.10 0.85 0.57 7.81 4.05 4' CI P•87 842.80 842.00 49.51 844.19 843.88 56 ZO h 1401 PRE•CA8TIA1 P•11 845.00 844.80 3.12 645.72 045,59 15 22 0.006 3.84 15"HDPE
859.00 P•24 MH•14 848.00 841.80 P•6S 831.60 84.28 CI.70 854.42 844.60 P•71 64450 026 7,1D D.TS D.92 4.02 4.1 4' CI N q!'p
P-23 858.80 858.00 7.82 850.71 688,88 24 116 0,007 8.88 24' RCP 642.00 P•67 40.48 42 178 0.010 11.69 42' RCP P-10 844.60 644.00 4.02 845A3 645A0 15 32 0,016 9.28 15' RCP e~ 10+ Z
Da22A 888.50 885.50 0.02 7.10 6.85 0.09 O.09 1.80 11' ADB P•14 839.80 838.00 84.28 842.88 840.48 42 178 Z N 42 11.69 ENDWALL 01.49 854.42 648.50 Pd5 643.80 D26 7,10 0.75 D,98 10.22 8.58 4' CI O Q
P-22A 863,80 B89.OD 0.09 66312 663.08 16 28 D,020 2A0 15' HDPE EW14.90 648,00 838.00 P-64 838.00 8428 42 844.00 P•70 Z w
caz2 se9.o9 ee3.oo P,22A eeo•~ o•a t.to o.e5 0.17 ate 2.to 4'G 0.78 HEADWALL P.69 846.50 OkAO 10.22 e44.73 038.61 10 253 0.090 10.54 18' RCP U 0
P•22 880.00 850.00 0.20 680.20 850.13 15 u 0.091 5.64 11' RCP HNF80 645.00 639.E 7.49 4.88 0.05 23.02 23.02 85 0 0.09 7.10 D.BS 0.14 7.79 8.00 4' CI P•00 839.00 836.00 23,02 840.83 839,32 30 91 ~ 19,32 50 91 0,019 8.77 30' RCP CI~08 643.30 638.50 OA 7.10 0.75 1 AB 1.48 9,4 4' CI V ~ _
Ca21 88A.09 A56.00 P•23 7.4 859.00 P-22 EW-04-00 848.00 838.00 P-90 838.00 23.02 50 ~ U 30 0.77 ENDNWL P~84 638.50 658.00 .1.48 898.98 858.36 15 32 OA18 5.01 15' RCP
W o DF87 640,00 631.00 0.39 7.10 0.85 1.8 1.8 3.8 24 x 48 DRCH W Z O ~ N
P•21 857.40 6572D 7.79 651.E 65826 24 99 0.005 4.81 24' RCP Z 10.21 P./1 637.00 838.00 1.8 83753 838A5 15 98 0.010 4.54 15' RCP W 2 m ~ ~
Da20 886.84 681.00 028 7.10 0.7 1.40 3.56 4.55 4'CI HW91 841.50 29.49 4.88 0.69 95.59 95.59 C~OOZr IS.72 30 46 0.015 11.23 OWL 80' RCP D416 142.94 636.D0 P~89 834.OD 0.4 7.18 0.75 1.5 14.54 8.49 24X38 Df W f - O
P.20 861.D0 659.00 5.58 681.78 659.42 15 50 0.040 8.91 15' RCP DP-92 837.4D 837.40 95.59 639.87 838.72 30 41 b96.ao P~8 W . J u? r 11.23 m W ~
Ca19 688.83 85720 P•21 858.80 0,16 7.10 D.85 0.57 11.82 5.80 4' G EW/2A 841.50 638.70 838.70 95.59 4„ 7 ~ ~ocrn 836.00 P~
659.00 P•20 Op)~p) P.A4 634.00 82990 14.54 835A0 830.00 11 180 0.031 11.83 18'RCP Z to
P•19 858,50 655.00 11.82 857.74 658.51 b 164 O.D09 4.86 24'RCP N W DF~ 03390 831.00 0,51 7.10 0.85 2.59 tS9 3.95 24'~GiB' DI W W ~ Y
Ca18 885.00 857.00 024 7.10 0.7 120 120 3.19 4'G DOWN PIPE PIPE PIPE PIPE PI'E I- tL Q IL Iq, SI2E ~OpE VELOCITY DEpN P~5 631.OD 83400 2.39 631.82 830.53 15 102 0.010 4.83 15' HDPE ~ • ~ -
85 DO 858.50 120 651.43 658.80 15 22 0.023 527 15' HDPE BTRUC7URE STREAM TOP ELEY. INVERT OV FF40N INV OUt AREA I C INLET TOTAL. HGL HIGI. SIZE LENGI P-1 B 7. PPE ACRES O1 D CFS Q10 CFS IN OUT IN FT M!T IN FT FTIFT F178EC q~14 8:{6,26 690,00 P~5 829.50 0,21 7.10 0.75 tA4 3.78 4.85 4'CI z fA ~ N ~N
C&17D 815.42 889.50 0.09 7.10 0.95 0.81 0.81 2.64 24~i8 NCDOT•CB 3.44 18" ADS P64 628.50 x_00 3.78 83029 629.81 15 32 D.O18 6.3 15' RCP 0 d~' Q d~'
•1 669.50 88820 0.81 669.81868.5415 85 0.015 228 1SRCP D1.57 882.80 858.00 0.33 7.10 D.85 1.54 1.54 P 7D 5 0 4030 8.57 15' RCP r o r 3.31 1 1 1 p,p ~p,00 p.BB 62490 021 7.10 475 1 A5 19.SS T28 4' CI ~ 0 >n Ct ~
88820 P•17D 868.00 0.10 7.10 0.95 0,88 128 3,24 ~ NCDOT•CB P'~ 853.00 1.54 858A9 855.31 15 101 CB•17C 875A2 5.99 4 q /2A.00 P~84 _ L_ J o~D ~ m
68320 128 688.44 683.95 15 194 0.0~ 1.71 15' HOPE D158 851.82 853.00 P 57 B51.OD 0.28 7.10 0.7 0.98 2.47 P•1TC 888.00 0,41 15 35 0.029 7.OS 1S' RCP f O - O PAS AZ/./0 122.00 19.33 827.56 622.91 24 133 0.030 12.41 24' RCP Z J - r ~ r
888 50 88320 P•17C 883.00 0.49 7.10 0.85 2.26 3.57 4.45 24.8Q d P•6e 851.00 05D.00 2.47 651.63 650.41 15 35 Da17B 4.16 4'q 2~Z~ O4A2 1319r 82U0 421 7.10 1.85 1.34 1.34 33 24'x 48 DITCH ~ -•I . .
858.75 3.37 189.74 659.79 15 161 0.022 3.00 15' HOPE CF56 p~i8 028 7.10 0.7 0.91 9.38 P•17B 883.00 5.42 18 88 QOS4 8.25 18' RCP W W O U1 P42 624.01 67aa0 1.34 824,48 623,39 1S 105 O.D10 4.08 15' HDPE 0. Z Z
88 0 858,75 P-178 858,55 0.79 8.86 0.85 3.18 8.42 525 24'x48'DRCH ~ ~ 3.36 848.70 845A2 18 88 Da17A 1.7 d• V, 'Q~JQ ~ 1 ~ CI~M 13411 123.01 P•82 822.90 0~4 7,10 475 1.91 2:81 4.1 4' CI rn I = _
P-17A 858.55 657.70 8A2 159.59 658.70 1/ 103 0.001 5.10 11' RCP DF54 846.00 028 7.10 0.85 128 128 W 5A91b 106 4006 5.86 15'HDPE v~ ULL O. P~1 Oa.01 822.00 2:11 825.18 822.84 1S 32 0.018 3.04 15'RCP O O W
857.70 R17A 85525 0.28 7.10 0.7 1,30 7.53 415 24x364 ~ 845.1D 128 848A5 845A9 1b 106 Da17 684.11 S.BJ 4' G r ~ et CF80 410.10 422.00 P413 820.50 42 7.10 471 tal 22.11 8,77 4 CI ~M W O W
P•17 85525 854.75 7.53 656A6 856.66 74 32 D.011 2.51 24'RCP CF83 645.10 P•84 1/4A0 021 7.10 0.7 1.01 2.24 4.62 15 33 D.009 4.BB 15' RCP m ~0 F• ~ F- 122.01 P4f1
5.00 P•19 854.00 0.15 0.78 0.7? 20.58 1.52 4' G ~ 844A0 144.10 2,24 845.00 844.62 15 33 Ca18 88427 85 cla2 15324 645.00 P-55 e43.oD o2t 7.10 0.7 0.96 e.51 528 4' q p.Ip 420.51 619.40 2297 622.13 121.34 30 117 0.009 5.89 30' HDPE
856,50 P•18 844.10 P•53 D14i0 132.10 624.00 Oa 7.11 415 1A1 1 A8 3.40 24'x48' DITCH
854.75 P•17 " P•b2 843.00 842.50 881 843.99 813.03 18 56 S.OS 11 S6 0.111 7.12 11' RCP Pb1 691 Q20.00 { 1.49 624.16 621.34 15 45 0.069 122 15' HDPE
P-18 654.D0 85D25 2D.58 116.13 851.42 24 181 0.020 10.83 24 RCP 5A9 4' q II,b61 12.1A0 61/AO P410 819.00 24.05 8.90 PRE-CAST MH
682.80 85825 0.41 7.10 0,85 223 2.23 3.18 24' SQ d Cl31 '~•B4 842.30 P-52 141.00 0.10 7.10 0.15 0.68 7.15 Da38A 223 158.85 850.01 15 100 0.008 3.25 18' RCP P•61 841.00 840.00 7.15 842.04 640.90 18 97 0.90 18 97 OA10 8.47 18' RCP 420A0• P6o
P 36A 858.25 855.40 0 3.32 24' x46' DITCH p,~ 11401 11410 24.D5 620.67 819.81 50 28 0.018 92T 30' HDPE N
9 855 p•96A 85520 0.20 7.1D 0.86 0.93 3,11 4.32 24X38 DI Da50 842.50 029 7.10 0.65 1.37 1.37 Da38 884.5 .40 3.11 655.81 85622 15 63 0.010 5.12 15' RCP 842.50 842.D0 1.37 642.98 842.93 15 25 2.93 15 25 O.D20 S21 15• RCP F1~61A 11451 P411 818.50 ~ 24.05 30 9.2T 30' FES °i 0
P~8 855.20 854.80 Oa49 851.50 846.80 0.1 7.10 0.7 OS OS toe 14' ADd ~ 1
Ca35 882.18 654.80 P~1 654.40 0.19 7.10 0.65 0.65 3.73 4113 4 CI 9.79 855.18 851.92 1b 36 0.011 3.86 15' RCP P•49 848.OD 848.D0 r 0.50 14021 84520 18 51 52015 51 a.o2o 3.91 1rNOPe ~ ~
P•95 654A0 854.00 2.84. 4' q PIPE PPE POaE w N 8TRI1C1U8E IIIREAY lOPl3t11 IWlRiN FROY IWOUi ARE4 1 C INLET TOTAL HGL HGt. SQE LENGTH SLOPE VELOCRY DESCRIrTION ~ ~ ~ Z -
3.80 0.33 7.10 0.85 0.98 4.61 5.09 4' G CI.18 845.80 024 7.10 0.7 0.8 0~8 Ca34 881.45 854.00 P-35 85 4.88 154.88 66311 15 1 DA 0.001 4.90 15' RCP P~8 6/5.6D 145.00 0.8 845.95 64825 11 S2 52S 1S 92 0.019 4A4 15' RCP PPE ~Eg Q10 CFS Q10 CF8 D4 OUT IN FT FTlFT FTISEC Z ~ w 0 ~ w ~ ~ 0~.
P•34 853.80 652.78 3.71 4q ~ w O ~ 0:
0.15 7.10 0.55 0.50 5.19 465 24X31 d c447 eszos P~9 641~o D•~ 7.10 0.10 1.18 2A4 Da33 858.00 852.75 P•34 852.50 0 8 11 274 O.D05 4.64 16' RCP ~ HViF81 823.50 819.00 8.8 T.10 03 25.62 23.62 6.65 HEADWAIl. ~ Q ~ N
P•33 852.50 851.13 5.1 53A2 65211 ~i!18 18 198 0.011 4.99 18' RCP P•81 819.00 808.E 23.62 620.65 808.12 50 178 0.041 1497 30' RCP ° w 3 ~
O 0.55 2.91 7.71 411 24'x40'dTCH P•47 842.50 8411D 2A4 843.09 841A8 18 198 Da32 858.00 851.13 P.9S 650.63 0.74 7.1 T.10 4' d w ~ ° R1~80 818A0 BLIP 813.00 1 0.65 4.05 21.4 7A3 4' R1 m
7.11 651.82 85121 ib 171 0.005 8.10 24•RCP C44b 8.31 ~ 6.50 0.10 7.10 O.bS 0.i! 11.50 P•92 850.83 650.00 84200 P•50 P 60 11390 611.E 28,{ 114.62 815.51 SO 59 0.025 6.51 30' RCP ~ 0 0
Da31 858.00. 85D.00 Ps2 849.60 0.74 7.10 0.55 2.91 10.23 5A1 al'x48'dTCH • 10.28 850.86 850.27 24 175 D.005 5.72 24'RCP 841.00 P•47 \ N O YE71 817.50 111.90 P10 411,00 1 0 0 28.24 7A1 4'YI m N N Q
P 91 649.80 848.95 .10 0.~ 1.77 11.80 4A2 24'x48'dTCH P"~ 11.50 898.79 835.53 18 52 15.53 18 52 D.019 697 te'Rgx p.79 811.00 610.00 28.24 61111 x11,34 30 51 0.020 1452 30•RCP o N ~o ~
Da30 856.50 &16.95 P31 641.51 OA8 7 0145 150.00 834.50 P•48 834.00 0.31 7.10 0.7D 2.78 14.12 6.24 4' q 1~7i ~?,00 110.00 R79 60850 0,{ 7.11 0.75 2.19 SOOT 49 4' q
P•30 848.51 848.15 11.80 6!0.20 850 3f 89 0.015 8.06 86'RCP 05 11.91 !.b 7Cx40'DI1CH P'4`5 14.12 835.35 832.35 24 149 12.35 24 149 0.020 6.24 24'HDPE ~ N 0 1~7i 806.50 !0400 SO.W 41021 101.37 36 2T 0.019 9.52 38• RCP Z
DI.29 858.50 848.15 P-30 847.95 0.11 T.1D D.65 .1 11.91 150.18 650.10 81 18 0.008 2A2 80'fECP ~ ~ 0•~ 7.10 0.70 0.77 077 181 4' q G71C IiZ21 81455 426 , 7,11 41S 1.4 1.40 611.14 810.A9 32 4' q
P•29 847.95 847.85 0.71 D.71 52.18 822 ~ q P•43 642.60 642.00 0.71 61211 142.25 16 32 12,25 11 32 OA19 4A9 15' RCP p~~ 610.55 8101 110 810.99 810.91 16 92 0.011 1.7 18' RCP m
Ca15 658.94 65025 P•18 847.40 0.18 DµU X20 641.10 0.10 7.10 0.85 0.47 0.47 8/7.85 P-29 ~ 1rADd CE7'IS M23 81020 P-7TC 81400 4ffi 7.11 0.75 1.77 3.14 810.91 810.87 4.06 4' CI m Z
82.17 141.8'1 849.79 38 34 0108 4.92 31'RCP P•~ 841.80 841A0 OA7 842.07 84115 1b 36 P•15 647.40 847.20 119511 36 0911 1.11 15'FDPE w 3 W P-77o 410.00 80320 3.14 810.87 804.50 1A 117 0.058 8.11 18'RCP ~ J
0.65 1.31 1.31 824 24.8Cd CH2 P~3 84120 0.10 7.10 0.85 0.38 1.11 3At 4 p WlF77A 101.10 40S.OD R77C 80390 54.81 804.50 6D1.50 8,11 VYB ~
Da14A 658.50 852.00 1.41 1.81 /82.A8 65Z.1b 11 93 0.001 5.15 18'RCP 841A0 P•42A P 14A 851.00 8512b IOS20 P-773 Q
0. tAI 7.11 5,84 Z4' x 31' d ~ 841.20 839.80 1.81 64170 /3/A6 15 65 Da14 660.05 88125 P•14A 650.00 D26 TI I/A615 ds o91/ sA/ 1SRCP
7.59 /51.07.8502511 Ti 0.010 8A4 18'RCP DH4 841.50 D29 7.10 015 1.5'1 1.37 P•14 850.00 849.30 ~w W Sae ar HDPE I ~ ~
0.70 1.00 40.07 1.82 4' G P•14 641.50 840.00 137 841.96 840.39 15 147 Ca13 B5B.85 849.30 P•14 647.00 0.34 10.39 15 14S 1910 42S 1S' RCP r Q ~ v PPE PPE PIPE ~ ~ Q
CH1 645.10 639.10 P42 637.00 OAO 7.10 0.76 322 6.07 136.41838.00 84720 p•15 ~ 18A0 8.79 4 q STRUCTURE STREAM TOPELEIT. IWERTIY FROM INVAR AREA I C INLET TOTAL HQL HOL SQE LENGTH SLOPE DESORPTION ~ _Z m
P•13 847.00 61825 40.07 149.09 611.31 3a 144 0.005 7.74 38' RCP PPE ACRES O10 CFS Q10 CFS 1+1 OUT IN FT FTIFT FTISEC Q 9
0 0 0.71 1.07 1.07 3.09 24X364 Phi 6A1 636.00 852.35 15 113 Dag 858.45 69D.85 •1 12.3515 11S 4053 4.94 1s1~PE
1.07 15128 &91.10 tb T6 0.008 2.07 16'RCP DHO 131.D0 P•45 630.00 021 7.10 0.65 121 20.ID 182.35 831.84 P•9 850.65 650.45 1194 7,61 241p1 d FE882C 601,00 805.15 471 7.10 095 3.63 9.83 3.96 FES ~o ~ P•42C 005.15 804.65 3.89 80592 005.72 24 28 0.011 2.77 24 RCP ~ Z
631.00 P•41 CI-8 857.83 850.80 024 0.76 0.86 0.~ 2.90 4 G
88 15 OB 851.00 1S 92 0.011 1.34 15• RCP P•~ 630.00 627.50 20.80 63114 828.71 24 193 P•B 850.80 650.45 0. 1. !b.T1 24 193 D.019 1457 24' HDPE CF828 11414 00195 P-82C 804.E 441 7.11 0.10 2.45 8.05 4.81 4' G p O U
4 0.71 0.57 248 3.76 4' G MH,19 ~ CI.7 857.63 850.45 p•9 850.25 0.1 7.55 PRECAST W P~ 8.05 805.52 80521 24 34 0.010 4.08 24' RCP ~ N
P•39 124.95 824.00 20.78 128.51 825.19 24 ~ 850.45 P-8 !5.19 24 35 0.027 1011 24'HDPE CF12 114N 101.30 P-82B 804.10 41S 7.10 OA5 1.02 7.03 4.84 4'q
FES+11A 624.00 P-39 824.00 6.06 70.78 24 P-T 85025 819.70 2A6 650.84 8516611 108 0.005 2.02 18' RCP 24 1461 24'FE6 P~2 101.10 80325 7.03 805.D4 804.01 24 M 0.010 8.38 24'RCP
MHd 65920 849.70 P•7 849.50 0,90 0.71 5.02 7,23 4.88 PRC CART W FE81ZA 101.10 10325 P•82 80325 8.97 0.00 FES
7.23 150A5 64916 71 129 0.006 3.86 24'RCP RF91 123.78 81925 0 0 0 28.48 P•6 849.50 846.70 791 5'RI
5.18 4' G ~ 61925 811.50 29.48 821.10 120.02 30 82 CI.4 858.28 648.70 P-0 846.50 022 7.10 0.71 0.80 8.70 10.02 30 82 0.012 9A1 30' RCP
FE84dA 611.60 P-91 81e.ao 29.48 30 P-4 648.50 847.95 8.70 149.85 649.15 71 108 0.005 4A3 24 RCP So 9.4~ SD' P~ NOTES:
HVY-12 852.50 850.15 0.31 7.10 0.70 1,55 1.55 5.40 6RATEDPFB 1. ELEVATIONS INDICATE TOP OF CURB BACK FOR
P•12 850.15 849.80 1.55 650.85 8501) 15 128 0.016 329 15' RCP CURB INLETS & CATCH BASINS. TOP ELEVATIONS
Datt 852.50 649.50 P-11 849.30 0.11 0.70 0.86 2.98 3.73 24'x24'DRCH INDICATE TOP OF GRATE FOR DROP INLETS AND TOP
P•11 849.30 846.80 Z98 149.18 649,51 18 98 0.005 3.76 18' RCP OF WEIRISPILLWAY FOR YARD INLETS.
a10 852,50 848,80 R11 846.8D 0.14 7.10 0.70 0•~ 2.99 9,74 24'x24'DRCH D
P•10 848.80 &18.05 2.99 64920 849.17 21 108 0.005 1.65 24' HDPE 1.41 PRE-CASTMH DESCRIPTION LEGEND U D
MH•3A 855.10 646.05 P•10 647.90 2.D1 847.90 847.85 2.91 649.10 849.1 T4 46 .015 1.15 24' HDPE
P'~' 18"ADS =18" ROUND HEAVY DUTY PVCINYLOPLAST o
CI-5 651.11 65125 0.38 7.10 0.71 1.95 1.95 682.81 851.11 9,70 4 G 24" SQ DI ¦ 24" x 24" FRAME & GRATE DROP INI.Er P5 65125 850.75 1.A5 651118512215 80 0110 4.81 iSRCP V O
24" X 38" DI = 24" X 38" HEAVY TRAFFlC PER-CAST GONCRETE DROP INLET ~ U
CI.3 85720 847.95 P~4 847.4D 0.13 7.1D 0.78 1.15 1329 611.1 849.00 3.47 4 G ' X" x X"DITCH = NCDOT STANDARD DRCH INLET WITH CONCAVE GRATE, NCDOT 840?2 ea7.e5 PaA 4' GI = CITY OF MEBANE STANDARD CURB INLET, SEE DETAIL SHEETS mT 84022 (~j o ~
850.75 P•5 RI =PRE-CAST CONGRETE RISER INLET, SEE DETAIL SHEETS J Z
P3 847.40 647.10 1320 141.00 849.01 71 67 0.006 2.10 31' RCP 4; a
X" HDPE ¦ HIGH DENSITY POLYETHYLENE PIPE, SMOOTH WALL INTERIOR CI.2 654.73 847.10 P•3 848.90 021 1.10 0.78 1.08 13.59 2.70 4 G " 0 c~
1006 2A4 36'RCp X RCP ¦ REINFORCED CONCRETE PIPE, MINIMUM CLASS III P•2 648.90 848.70 13.59 14111 648.91 71 32 N ~
4'G X' YI =PRE-CAST CONCRETE SQUARE YARD INLET WITH TRASH PACK. cl•1 es473 Bae7o P•2 848.05 o2e 7.10 o•TB 1.00 48.93 T WB ¦ WEI BOX OUTLET SEE DETAIL SHEET
R , 64826 P-18 24"X38" NCDOT C6=NCDOT STANDARD CATCH BASIN, NCDOT 840.03
P•1 B4B.05 646.85 41.93 Olld/ 147.82 4Z R 0•DD6 eA0 4?RCP
645.85 48.93 42 1A0 42' FES FES•1A 845.85 P-0
u l3S P ~
UCTION FR E~ NOT R
8 q~ w O ui
~ ~ ~
~ ~ ~
r4. k ~.....?~O.A~
p SEE SHEET C6.4 FOR DISSIPATOR AND SEDIMENT TRAP = CM
INFORMATION. co

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

~i

;E M I C HAE L
~1
PER: SHEET INDEX
• ~ C0.0 EXISTING CONDITIONS/DEMOLITION PLAN J
?N AVENUE C0.1 OVERALL SITE PLAN
C1.0 SITE PLAN
S C1.1 SITE PLAN
nf~~ nr;r;Rf~•nT~ ftA`:~ r~liR^f ~ ~ FXISTIN~ ~IIRR INIFT C2.0 UTILITY PLAN
ALUM ALUMINUM EXISTING GRATE INLET/YARD INLET
B-B BACK TO BACK a EXISTING FLARED END SECTION 27603 C2.1 UTILITY PLAN
BOA BLOW-OFF ASSYMBLY ~ EXISTING FIRE HYDRANT tiyo
C&G CURB AND GUTTER ~ EXISTING BLOW-OFF ASSEMBLY
¦ • ~ EXISTING GATE VALVE
CFS CUBIC FEET PER SECOND ~ ~ ¦ 56-3600 US~~~';" r~~~~~~"!'' C3.0 GRADING & STORM DRAINAGE PLAN MAR 2 9 105 C3.1 GRADING & STORM DRAINAGE PLAN
- CI CURB INLET D EXISTING REDUCER
CL CENTER LINE ~ EXISTING WATER METER DENFt- WA1 ra GUkiIiV q n 4+ETNNDSAND STOftIdWp7ER eR6NCb CJ.L STORM DRAINAGE TABLES
CO CLEAN OUT O EXISTING WELL
COM COMMUNICATION O EXISTING MANHOLE
CONC CONCRETE ~ EXISTING CLEAN OUT C4.0 PLAN AND PROFILE
DCV DOUBLE CHECK VALVE EXISTING POWER POLE
DDCV DOUBLE DETECTOR CHECK VALVE ~ EXISTING GUY WIRE C4.1 PLAN AND PROFILE
DI DROP INLET ~ EXISTING TELEPHONE PEDESTAL
~r EXISTING AREA LIGHT Q DIP DUCTILE IRON PIPE • r a„~oP, C4.2 PLAN AND PROFILE
A EASEMENT EXISTING SIGN E SE 0 P~
LEC ELECTRIC ~ NEW CURB INLET . GQ E V" C4.3 PLAN AND PROFILE
EX EXISTING ~ NEW GRATE INLET/YARD INLET
FES FLARED END SECTION ~ NEW FLARED END SECTION. C4.4 PLAN AND PROFILE
Y RANT NEW FIRE HYDRANT FH FIRE H 0
FM FORCE MAIN ~ NEW BLOW-OFF ASSEMBLY / C~ ~ PLAN AND PROFILE -SANITARY SEWER OUTFACE
FT FEET N NEW GATE VALVE
FT SEC FEET PER SEC ~ NEW REDUCER C4.6 - PLAN AND PROFILE -STORM OUTFACES
GALV GALVANIZED ~ NEW WATER METER
GV GATE VALVE I I NEW TEE C4.7 PLAN AND PRQFILE -STORM OUTFACES
L LENGTH rI NEW PLUG
C4.8 LEBANON ROAD WIDENING
LF LINEAR FEET ~ NEW MANHOLE
LP LIGHT POLE O NEW CLEAN OUT
MH MANHOLE ~ tY~ 311Af C5.0 EROSION CONTROL PLAN -PHASE 'A'
PAVEMENT M d BENCHMARK PAVE
C5.1 EROSION CONTROL PLAN -PHASE 'A'
PP POWER POLE Y
RI 'i BLOCK AND GRAVEL INLET PROTECTION PVC POLYVINYL CHLO DE ~
R RADIUS C5.2 EROSION CONTROL PLAN - PHASE'B'
R/W RIGHT-OF-WAY SILT FENCE INLET PROTECTION
RED REDUCER C5.3 EROSION CONTROL PLAN -PHASE 'B'
~';~sl!1tlu/
RPZ REDUCED PRESSURE ZONE _ _ EXCAVATED INLET PROTECTION
SS SANITARY SEWER I C5.4 EROSION CONTROL DETAIL
STA STATION
TDD TEMPORARY DIVERSION DITCH ? ~ rv' C6.0 DETAILS
TELEPHONE ~ SEDIMENT BASIN TEL ~ „ _ , SCALE,1 - 500
TSB TEMPORARY SEDIMENT BASIN C6.1 DETAILS
0 ~ RISER BASIN UG UNDERGROUND i~~
W/L WATER LINE C6.2 DETAILS
'i ROCK DAM
WM WATER METER
WV WATER VALVE C6.3 DETAILS
SILF FENCE OUTLET YI YARD INLET
- -O - - EXISTING CAS LINE C6.4 DETAILS
- -COM- - EXISTING COMMUNICATIONS LINE
- - UT- - EXISTING UNDERGROUND TELEPHONE C6.5 DETAILS
- - UE- - EXISTING UNDERGROUND ELECTRIC
- - E - - EXISTING OVERHEAD ELECTRIC C6.6 DETAILS
~Y, INC.
- - VV - - EXISTING WATER LINE t t t
- - FM- - EXISTING SANITARY SEWER FORCE MAIN =ERS C6.7 DETAILS
- - SS- - EXISTING SANITARY SEWER
EXISTING STORM DRAINAGE OAD .~EU~~NaRy o~w ~R~cT~orr
NEW STORM DRAINAGE 1 7587 Not~~.~sEOfoacor~s
STREAM
w- NEW WATER LINE
NEW SANITARY SEWER
NEW SANITARY SEWER FORCE MAIN a,mur~ti ~~4. i
~ - NEW GAS MAIN
SALT FENCE a Spa -1-04% f V J
X X FENCE 4
0
DIVERSION DITCH 's FpGIN~ CO Rj P
W12004JOBS1043630001COVER.DWG

. ~ o~ 91
BLOCK CATCH BASIN
CHANNEL INSTAI.LATIQN NOTE: TOP VIEW V~ EW No. S7 WASHE6 STONE FLTER
STRUCTURAL STONE SHALL BE
n n (CLASS B) STONE FOR EROSION P05T 1
SILT FENCE SII SILT FENCE 1 ~ . . ,
pa~1 CONTROL PURPOSES. t.:~'~'s~ . SEDIMENT
SEDIMENT CONTROL STONE SHALL NORTH r S • • n ~ STORAGE ' ZONE Nll1F:
AMERICAN c~5.~1 BE NO. 57 STONE. 4, ts:~•:•° 1. AT END OF PROJECT, CATCH BA9N CAN I' .,.r; BE RAISED AS NEEDED PLUGGING OPEN
GREEN ' rt ,.~:,~::n~•Hr COURSE OF BLOCK 1MTH MORTAR. .
l t *r (isi ~3 I I ~ ~ ~ s` ` """"r 2. RISER CAN BE BUILT AS A STANDARD 'A , „ice ® CATCH BASINfJUNCTION BOX (WITH WEEP
4 _ , HOLES) IN RREECEIVING WALL AND BE / U1IUZED AS SUCH W41EN PROJECT IS STABLE.
• • • ~ * • " • • • • •r • ~ . • • 51LT FENCE A V V w- SILT FENCE CULVERT ~ 3. IF DRAINAGE AREA IS OVER 5 ACRES
« ~ ~ SEDIMENT I EEOS TO BE PIPE ~ ~TM W~ ~ THEN THIS STRUCTURE. NEEDS TO BE WIRE BACK \ TREATED AS A RISER STRUCTURE ANO QrQ
f CONTROL ~ • r ~ ; / ~ » 1 - 8 MIN. All RELATED INFORMATION NEEDS TO ' f0
~ ~ti r ~ ~O STONE _ _ „ ~ r w . BE SUPPLIED. (TRASH RACK, ELEVATIONS, N ~ AND ANTI-FLOATABLE)
. 4. SURRWND OPENING WITH YARD INLET Z Z PERSPECTIVE VIEW PROTECnoN. = N
1.;
•r:• e. ? ~1 r y.-,.. y ~.r4-y"rrr*. r -M.' 16 VD r \ r a . , . ` DEEP o ~Z PROPOSED 1~p GALVANIZED HARDWARE FINAL GRADE ~ ~'q
=7tr,. j UCTURAL i I r f;., • + • r STONE 1~ _ B" ~I CL01H i/2' x 1/2' GRID ~ ¦ I CC
r r 1 ..r 1 hti ?w. • . . r MAX ' B OLp SEDIMENT STORAGE ZONE PROPOSED UJ = ~ FENCE (TOTAL BASIN CAPACITY) ~ p STRUCNRE TOP ~ V
Y , , . 3:1 SLOPE . ,,.f, t , . . _ . ~ pw W o ~ _
FRONT VIEW IMENT W Z ~~y VIEW STORAGE ~ ~ '°0
• 1.0' NIN = G) Q tD _ W'rtm T , ~ ~G)Zr
c: , . _ (10am-iTNgn ~ I~ 1.0' FLUW r W r I•~ O
. FUTURE STORM ~ ~ ~ ~ DRANd PPE , . ~ W
t.:, ~ SILT FENCE OUTLET DETAIL Y 1.5'
1. PREPARE SOIL BEFORE IN5TALUNG BLANKETS, fNCLUDINB ANY NECESSARY APPUCATIOM OF LfME, FEft11Ll~ER, AND SEED. NTS fIOW CULVERT Z lp ..LL PIPE N Y
WHEN USING CELL-O-SEED DO NOi SEET) PREPARED AREA, CE1L-0-SEEO MUST BE INSTALLED WITH PAPER SIDE'DOWN; SILT FENCE BAFFLES (1YP.) W W
2. BEGiN AT THE TOP OF THE CHANNEL BY ANCHORING 1HE BLANKET IN A @' (15cm~ DEEP % 6" 15amj WIDE 1>ZENCH " WfT}I APPRDXIMATELY 12" 30em OF BLANKEt EXTENDED BEYOND-THE UP-SLOPE'.PORIKXJ Cf " E TRENCH: ANCHOR ?]Ht"1E (SEE STD. Na x.03) ~ LL Q LL
wrrrl ( t IN THE BOTTOM DF TREN BACKFNJ. BLANKET A ROW OF SfAP STAKES xIMA Y 2' 30cm MT Tt'tE / APPRO TEL t ~ ~ 501L AND LO NI G 3' PORTION. AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED -COMP ~ WTTH A ROW ~,STAP ]IU~N Z ~ N "N CONCRETE FOOTING PAD 0 ~ ~ ~
OF BIANKEi BACK OVER SEED AND COMPACTED SOIL:, SECURE BLANKET OVER ACTED 5014 IESI/STiiKES SPhCED APPROXIMATELY 12 (30cm) APART ACROSS TfiE WIDTH OF THE BIANKEi Q~¢~i Na 57 WASHED STONE FlLTER LAID AGAINST HARDWARE•CLOTH (1 ; 1 MAx. SLOPE) z o r
J, ROLL CENTER BUNKEi 1N DIRECTION OF WATER FLOW IN BOttOM # CHANNEL. BtlINKETS WILL UNRGx.t. WiiN APPROPRIATE SIDE CLEAN OU1 POINT 1 2 DEPTH o ~ ~ ~ SEDIMENT STORAGE LONE) X tY
AGNNSi THE SOIL SURFACE. ALL BLMIKETS MUST HE SECURELY FASTENID iO SOLI SURF~E EiY PLACING'STAP STAKES iN APPROPRIAT LO TION 5 E P GUI WHEN USING OPTIONAL DOT IES' E CA SAS NOWN M TH STAPLE ATTERN DE. aYa1EM", /SiAKE$ J~~~ -I~-~
SHOULA BE PLACED THROUGH EACH OF THE COLORED OOiS CORRESPONDING TO 1Ht; APPROPRIATE STAPI~ PATTERN. S CTION VIEW zJ
4. PLACE CONSECII(NE BLANKETS END OVER END SHINGLE' 51YLf) WTTH A ~"-8" (tOcm=l5dn) 04ERL1iPi U5E A DOUBLE ROW DF STAPLES STAGGERED 4' (10un~ APART AND 4" 1Dcm~ ON CENTER 1D SECURE BIANXEI5. =~'z~ WuiOui
s, FULL LENGRi EDGE OF BINVKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WTFH A;ROW DF.STAPLES/STAKES APPROXIMATELY " 'Yf} azr;~z
it (JOcm) APART IN A e (15cm) DEEP x e' (15cm~ NTDE TRENCH: BACKFIU. AND eDYPAQ' THE TRENCH AFTER STAPLNG, 24 WEIR OUTLET U) ao~o z ==w=
6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2`-6` (5cm-12.9an) (I~fiENDING ON BCAtiKEt'TYFE) ANCi :STAPIID.. , SAME SIDE AS 60" To ENSURE PROPER SEAM At1GNMENT. PLACE THE EDGE OF-THE OVERLAPPING BLANKET (BLANKET BEING INSTAIJ€D ON TOP) EVEN PLATTED ORIFICE " U o. a pWpW
WITH THE COLORED SEAM STITCH QN THE BLANKET BEING QVERLAPPED. 42 RCP I I ~MWoW ~~yy''~~ ~D 1- I-
7. IN RICH FLOW CHANNEL APPLICATIONS,. A ~TAPLE CHECK $LOT l5 RECDMMENDED AT 30 is 4D FOOT litA-1?m} 1NTl:RVALS, U3E " I I A OOUBtE ROW OF ST AGG OH CENTER .OVER ENTEiE` F I I ~ TM~ ~ APLES sr ERED 4 (tOcm) APART AND 4 (1Dcmj o THE CHANNB.. 8 TYP W • •
8. THE TERMINAL ENO OF THE BUWKETS MUST BE ANCHORED WITH A ROW OF STAPLES AKES APPROXiMATF1Y 1R {Jpcm):AT±AAY I I
IN A s" cisom) DEEP X 6 11scm) WIDt: TRENCH, BACKi7ll AND COMPACT THE STAP11NGi + A NOTE: I I
B C CRITICAL POINTS ~ HORIZONTAL STAPLE SPADING SHOULD BE ALTERJrD " I
If NECESSARY''In ALLOW S1APLfS'TO 5©CURE THE 60 I A OVERiAPS AND' OR111CA1 POINTS ALW~G' THE tRfIWNa 9URFAIXr 12" x 12" HOL I
B. PROJECTED WATER IJNE E I I c. GHANNa BO1T&)M/SIDE ~ IN LODSE SDK. DDNDrTIdNS, THE u5E of STAPLE WITH ORIFCE ~}-r--T-t-
A SLOPE 4ERTICES OA STAKE LENGTHS GREATER THAN d` <y/1~5~ om~j) ~MA1" PLATE ON INSIDE I I ' B NECESSARY TG P ANCHOR 1HE BLANKETS. 0
~ DE _ _ OF STRUCTURE o I
1+1649 HIGHWAY 41 NORiH, EYANSVILLE. 1NDYINA 47775 „ ~
usA ~-6DD-772-2040 'CANADA 1-ROD-4+a~ztua 9 ~ OUTLET ORIFICE z c0 Z
STD. BATE Z~ ~W 4N
o ~ U ~ _
12" EL 607.25 W O a ~
N I I " I I ~ ~ 24 WEIR OUTLET ___~I Q U N
w 3 W ~ o ~
Lev i i u~ " u 4» 48 -'11 I " iE-----~~ Q. 604.25 0 0
I i B x B" HOLE I I I I I I ~ o
N \ f' N (O
I " " " I I I I 15 x 15 x 3/8 I I I I GALVANIZED STEEL I I
PLATE WITH 4 - 3/4" I ~ N ~
STAINLESS STEEL I I 2
" ANCHOR BOLTS 1"~ I I '-I 142~RA~ 18 ORIFICE FLUSH WITH I I m
STRUCTURE IN 603.00 VERT. m Z
6"~ ~ ~
O
T 9"~ ORIFICE M 11 T ~J
J
{~I{ 0{f T ~ W
F' Q I O
o W
WEIR BOX KTS
o ~z
0o v
" TEMPORARY MODIFICATIONS •
48 60 I MIN FOR EROSION CONTROL MIN TEMPORARY MOD FICATI4NS a•e" QI~ TEMPORARY MODIFICATIONS
FOR EROSION CONTROL ~ MIN FOR EROSION CONTROL
~ i 1. FIRST FAIRCLOTH SKIMMER I I i i ~ ATTACHED TO DRAW DOWN PIPE. I I 1. FIRST FAIRCLOTH SKIMMER ER i i " 1. FIRST FAIRCLOTH SKIMMER
. ~ ~ 8 TYP. ,~,,r I I 8 TYP. GATE VALVE OPEN DURING I I ws~r ATTACHED TO DRAW DOWN PIPE. PIPE. ~ , 8 rn'' ATTACHED TO DRAW DOWN PIPE.
I I CONSTRUCTION. SECOND FAIRCLOTH I I GATE VALVE OPEN DURING I I GAZE VALVE OPEN DURING
~ + SKIMMER ATTACHED TO 6 INCH CONSTRUCTION. SKIMMER SIZE PER ~ I _ c ORIFICE. SKIMMER SIZE PER i I _ ~ SEDIMENT TRAP TABLE. SIZE PER ~ CONSTRUCTION. SKIMMER 51ZE PER _ = SEDIMENT TRAP TABLE. Q)
~ I Z SEDIMENT TRAP TABLE. ~ I ° z i I d~ ~ I I co ~ I I aD ~ I I
I I - 2. ALL FLOW TO BE THROUGH I I JGH I - 2. ALL FLOW TO BE THROUGH ~
t°---^t 2. ALL FLOW TO BE THROUGH SKIMMERS OR OVER SPILLWAY. NAY. I SKIMMERS OR OVER SPILLWAY. 1" V
SKIMMERS OR OVER SPILLWAY. SEAL ALL OTHER ORIFICES DURING SEAL ALL OTHER ORIFICES DURING ~,I~,E,I CONSTRUCTION. IT IS RECOMMENDED DURING SEAL ALL OTHER ORIFlCES DURING o :OMMENDED CONSTRUCTION. IT IS RECOMMENDED c
CONSTRUC110N. IT IS RECOMMENDED TO FIELD FABRICATE THE ORIFCE ORIFlCE TO FIELD FABRICATE THE o
STD. GRATE TO FIELD FABRICATE THE STD. GRATE WHEN SKIMMERS ARE REMOVED. ~VED. ORIFlCE WHEN THE SKIMMERS ARE o STD. GRATE ~ U c
ORIFICE WHEN THE SKIMMERS ARE REMOVED. o ~ s
16" x 18" x 3/8" REMOVED. 18" x 18" x 3/8" 18 x18 x3/8 L v
GALVANIZED STEEL GALVANIZED STEEL PLATE WITH BUTYL PLATE WITN BUTYL o GALVANIZED STEEL ~ PLATE WITH BUTYL J Z c'
I I GASKET, WITH 4 - I SPILLWAY EL 647.25 I I GASKET, W1TH 4 - SPILLWAY EL fi23.75 GASKET, WITH 4 - SPILLWAY EL 618.75 o
I I STAINLESS STEEL , I I I STAINLESS STEEL I I ~ I ~ ~ I I STAINLESS STEEL i I o 0 I I I
ANCHOR BOLTS I , I I I I I I I I I ANCHOR BOLTS I I I I I ~ I I I I I I ANCHOR BOLTS i I ~ I I I I ~ ~
I I I I I I I I I
j I I I I I I I I I I
I I TEMP i I i i I I I I TEMP I I ~ I SKIMMER 1 I i I I SKIMMER I I TEMP ~ ~
_ ~ o r_ ~ o l ~ _ i o I I I SKIMMER I I I l o _ , I +~~,~tinuu~a~~~~ ,
~ ~ I I O I " I I ` I i O, I " ~ _ I I 2 3/8 ORIFICE I I I 1 5/B ORIFICE I I ~ I a 2 ORIFlCE ~ ~
~ 2 -1 1 t o o i 36" RCP INV EL. 643.50 j - ~'1 1 t o o ~ " INV EL. 620.00 12 30 RCP I ~ ~ yl I I o I INV EL. 615.50 " 1 130 RCP ~S
4" TYP. MIN I " I I 4" TYP. MIN ' I I I 4 TYP, MIN R
EL 642.50 EL 619.25 - EL 613.00 ~ ~ " C
„ 6 20 3 DIP DRAWDOWN 3" DIP DRAWDOWN SE " TL , NO s --i zo
" PIPE EXTENDED TO EXTEND BASE TO 1 - PIPE EXTENDED TO EXTEND BASE TO 1 3" DIP DRAWDOWN FH " " PIPE EXTENDED TO EXTEND BASE TO ~g
T " B MIDDLE OF POOL V FOOT BELOW LOWEST 8 MID " 3 GATE ALVE DLE OF POOL 3 GATE VALVE FOOT BELOW LOWEST 8 MIDD OF P 0 BOTTOM BMP SWA ~^„~~^^r 3 GATE VALVE CIGVAT7/1A1 !+~mu LE 0 L r~ ~i /1Cl i ~ A~ ,l ,
(41IPP~RT PIPE WITH 8MP ELEVATION /c~ i~nnor ninr u"r~ i Quo c~~~nn~,i
GROUT' ourrurN1 rir[ ni in Uinl LLL.lI I I l/I. STABLE SOIL STABLE SOIL GROUT" ~ZurrunI r-Ir YYI111 ' /VVVAV'YV
STABLE SOIL V V V
BMP #1 - RI$] BMP #Z - RI O
N.T.S. #2 - RI91 N.xs. KT.s. H
W Lo V. W a

I ~ i
~ ~
!00 Yp lM
ar pr fIBY CO1Jt E bYr ~ Q0A Sr Neb ] ~ ~ -
` ~
r7' Meld Pipe Mv. m 610.11' O Mv. WI 60957' 7A' RCP ~ 71' RCP SO \
Mv. m 600.86' Inv. CWI 6007x' Mv. m 600.86' a Inv. al 60071' CWwN - N" qli
Pafs0le 11' RCP Deed WMpp Area Mx M C'aWlld 0.11 Ablff 5 'A" - Mx M f01,1i: Inx al b0071' /60 "B' - Mx M 100.dl; Inv. al Q00le'
Inv. drf 106.39' ~;~,1 'C"- Mx M f0a?O: Inx al a0aa5' / ~ ~ / Ild
EXISTING WELLS AND SEP11C FIELDS TO BE ABANDONED IN ACCORDANCE WITH f , ~ ij i . 11 11 f i 610 i ~ e
NC DEPARTMENT OF ENVIRONMENTAL / /
MANAGEMENT REQUIREMENTS i / ~ ~ 7/ ~ ti ~iyG \ N
51 t / +7 Rrn ~ pv ' / / \ Mv. rn 606.7r' 0 3 ~ b~ /r i ~ \ z Q \ 1 area UwMr Z N
mv. al 6030• / ~ \\\s° ~r'~~~~\~ \I 1 lii AYMt `fir' i ~ \\so ~ ~ ~ ~ ~ EXISTING STORM PIPE p
i. Mmnok nu. o CMfea pb1 m0 0 WIW h)ke. CIP / ~ 1t ~ \ J I \ me Nrrou,n m Inr loo of IM WW h OOe~N' /i le1 IY ~ - ~ f ~ ~ ~ \ ~ ~•o TO BE REMOVED
7. APDro.4nals Aoad"VY 6WndGr'yy i1 ua'e6 I/an ' ~ ~ ~ \ ` ) ~ (rood mw, mce Role Map J700rC013? f. 60 / / \ ' \ ~ 1 , l\ - ' 11 ~ r Pw f Nb CINM U \ \ Mv. ai aa.es'
yam/ J~ / 3 r00 yea' n„ap rine elWOl4„ uses ban br1.~' \~j/// - j y n~wr~ ~ ro 609.06 of a oofwr lMMOn PoaA ~ / mss. - ~ ~ \ \ \ \ \ ~ 1 \ ~ U
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~ I I 1 v~M// /////lll ISP~/ v _ - s e>tw'u• e w n• STAGECOACH ROAD - ~ ~ / ~ l ~ i a I I III 1 I I / / / ,DEM SH r~D D 9 4 s
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r / / / / / III I IIIJI ~ 1 / ~ I / Ill ~ / / I I / ~ / , 1 1 l l 1~ 11 t l J/ / / ~ / l I / / / o / / / . 1 I ~ - / / / / / 1 \ 1 ~ Nande &f Tome \ \ I 1 EXISTING WELLS AND SEP11C FIELDS TO 'a 1D
~ 1 1 / 1 (I / / l/ ~ / J / / 11 1 \1 1 \ II1 11/ 111 , ~ / / , / - ~ ~ / - ~ 1 ABANDONED IN ACCORDANCE WITH >h i " 1 1 ~ BE
~ We 6' • I /~I 1 I I l / l f / / / ~~~/l t\ `L 1`~ 1~~ ( II / / / l i //,e°ry ~ ~ / l \ \ 1 NC DEPARTMENT OF ENNRONMENTAL GENERAL NOTES ~ _ ' 1 , ANAGEMENT REQUIREMENTS °1
r W r. ~ \ ~,kQ \ 1 111 1 1 `1 l ~~_\~1 11 l i /i llll lr~. / \ 1 I M 1. EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND ABOVE, ARE BASED ON A FIELD SURVEY ~ / / ~ ~ \ 1 1 A L EXISTING UTILITIES
~ 1 .2.: b A I 1~ l l\ ICI 11 ~ / X18 o \ 1 1 \ VA \ l ~vy~v v~ ~ 1t \V / t)1 I( l ~ / / _ II 1 AND THE BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTORS SHALL LOCATE L , ~ ~ 1 Town et Mebale UNDERGROUND LINES AND STRUCTURES AS NECESSARY TO AVOID DAMAGING OR DESTROYING EXISTING SERVICES. ~
- ~x~• y\ 1 111\ \ \i\\\\\\_\\\\ \1 I II 'jl ll II/~ , I n' RCP \ I 1 \ \ \ ~ \ \ \ \ \ I I I I , I 11 ~ ~ , , i / / , l l l \ / ~ - \ 1 11 1 as ne fa tae ~ z Z 1 I w ~
Mv. M Covwed l 1 \ \ \ \ \ 1 l I 1 I I ~ .I I ~rl / /1 J / ~ ~ / I Mx Ouf 666.61' ~ \ \ \ \ \ \ \ \ 1 \ ~ / I I I 1 i 111 11 / / / / / / ~ l 1 / / \ I I 1 I INA ONE CAL - - -4 49 AT LEAST 48 HOURS PRIOR TO ~ Z - I I ~ 2. CONTRACTOR SHALL CALL NORTH CAROL L 1 800 632 9 ~ p N
_ ~a 1 1 1 1 A Vv\ v AV v v 1A11 1! 111///11/ / l V A GavN Q/W i 1 \ \ \ 1 / / 0/"//"P/ fl ll~r 111 ~ / / /y0 \ - fnc,.\ / i 1 1 \ 111 I i///; l1/11 / \ \ ~ l I 1 1 BEGINNING CONSTRUCTION OR EXCAVATION ON SITE TO NAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO Z ~ 11 w~ 6`'° ,1 \ \ ~ 1 1 CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN INDEPENDENT LOCATOR SERVICE. CONTRACTOR SHALL ~ w ~ ¢
.3 ~ 1 1 \ 1 I l f / ~ l Jl I 11 / / 1 1 1 1v 1A v~ 1 1 1 1 I l/l/ 1 r///,~~i//~ vv \ 1 1 1 IMMEDIATELY REPORT ANY DISCREPANCIES TO THE ENGINEER. ~ Z U
hen \ \ \ \ 1 ~ ~ I I 111;11 1111111 / I l l l 1 / / / ~ - _ ~ 9.h9 / y 1 \ 1 1 f ~ , 9 / l l l I/ / - ~ II\ \ U a N \ \ ~ U w W
t \ \ \ ~ I I 11i11 ~ 11 / ll 11 I v v r,K / 1 1 1 1 a1 I I I III \ I G~ r+a.>< r l 1 \ \ \ \ 1 1 I ~ I I 1 1 I t Pond "A" l~l l ~ 1 I I / / / / / / \ ~ \ \ \ 3. ALL DEMOLITION, AND ANY SUBSEQUENT CONSTRUCTION, SHALL BE PERFORMED IN ACCORDANCE WITH THESE w ~ ~ ~ \ \ \ \ ` Y TH CITY OF EBANE CONSTRUCTION STANDARDS.
\ \ ~ ~ I I ~ I ( I 1 l water Elev: sze• i/ / ~ / / / / / / / / / 1 \ \ v0 l V A V A \ V A ~V1 1111 v 1111111\ / / / ~ 1 1 \ \ \ 11 \ 1 ~ \i lllll~/ / 1 \ / ~ \ \ ~ \ \ \ PLANS AND SPECIFICATIONS SET FORTH B E M ~ \ \ ~ ° o
~ ~ / I / \ \ \ V A \ \ 1 1 I J I 1 • \~\V 1 VA\ VA \ 1~~ ~l 11 ll l I / / / / 1 / \ 19 . 1 1 1~ I 1 V At~l l l I 1 I l v I \ \ 1 4. THE CONTRACTOR IS RESI•'ONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ~ ~ \ \ \ \
- 1 1 ~ 11 11 I V 11 Iil 1 1, ~1l/ 11 1111 1 / l v\ 9 1 1 1 1 CREST I I I 1 v\ I~ II 11 I I I1 , t! Il 1 / l 11/ /v \ \ ACCORDANCE WITH PERMITS AS ISSUED, AND ANY AND ALL APPLICABLE STATE, COUNTY AND LOCAL CODES. ~ N a / A A \ ~ 11A V ~ O N
1 I 1 I °I I I°I I v I III ~ III (11 l l// 1 1 v v 1~u ~ c' / I 1 1 1 BE RE~o D I \ 1 II III 1111. ~Il I I I I / / / 1 / / / 65 _ _ I P ~ 1 1 Il I f I I I / l s\ v v! 1 V A\ LEGEND 655. \ 1\ \ \ 5. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, AND/OR ANY OTHER ~ a
~ Q° / l 1 1 IrYrlcal. I~ I v 1 I l i l l l l 1 ilt / Iil 1 I/ / ~ v „ h I I I m 1 I 1 1 1 1 1 1 1 I I I 1~ 1 1 II I I/ l v ~ VA I 0 \ ~ ~ \ \ 1~ REQUIREMENTS WHICI~ MUST BE MET UNDER CONTRACT. Z
1~ 1 I 1 1 a I I ~ 1 v 1 vv\ I, I 11 1111 I/ I/ , / l v ~ 1 1 1 1, 1 1 1 \ v 11 1 1 1~ IIII I I 1 I 1 I I 1 1\\ I ~~E\~ i I I I I I / / I i \ \ \ 11
\l ~ l I I ~ \ Ii I 1 \ 1 1 1~ 111 11111~1I //1 / 1 ~ I,l 11 1 1 1 1 I 1 1\ V 1 1 111V '~NC~V 1~ i~ II I/~~~ I /III 1 IN l \ l ~ ,v v ~ I I / 1 1 I b) I I 1 TO BE DEMOLISHED AND \ 1 1 11 6. ENGINEER AND/OR OWNCR DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND/OR METHODS ASSOCIATED } 1 1 I ~ PROPERLY DISPOSED m
I 1 1 1 I I I 1 1 ~ 11 I \ 1 1 .11 Ir/ l l 1, I I l 1/ 1 A \ 1 I I I 1 1 1 1 I l\ vv VA1 111 ~ II II 1111( ! I 1 I v\ I ~ I WITH THE PROJECT AS SET FORTH IN THESE PLANS. I 111 1 z \ ~ o \ Z
1 ~ ~ 1 1 1 1 I I I 1 1 1 I vv 1 1 vA v vvv III Ill 1 l I/ J 20 „ ~l \ ~ I 11 \ I I I III / / 1 / 1 1 \ \ 1 I I I l 6 u6 keer I 1 1111 1\ \ \ II ll 1 / / / / / / / 1 1 \ ~I ~ \ Y TI TTY SERVICES REQUIRED MP ANY PORTION OF THESE CONSTRUCTION 3 1 1 \ 7, THE RELOCATION OF AN U L TO CO LETE Q
1 1 V 1 I I I I I I ~ III ~A 1\ III ll 11 1// / H to ~1 I f 1 \ I I I \ 1 1 1 1 1I 11 ~ III l ll 11 I l l ~ \ \ I Woodland ~ ~ 1 I I 1 \ \ 1 ~ / _ 1\ \ 1A 1 VI ~ I III !I III 1 / / / / \ ~ 1 PLANS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ~ / \ I ~
~^:a, ~l li V A i I V 1 \ \ \ \ 1 1 I/ \ \I ~ III 1 I I /11 / v P.&Da PG ~ I 1 T B~ \e / / / - ~ \ V 11A 1 1 ~I 11 (111 I1 / / ~ / / \ \ 1 1~ \ I o ` ~ TREE PROTECTION FENCE I T' S T OF T R ORD THE ACTUAL LOCATION OF ALL O
fu 1 EXI TINA 0 EN FEf~CE\ ~ \ ~ / / I t ) I 1 I / EIP I I I J / / _ - ~ I~ 11 ~Il I I I I 1 1 / / ~ ~ / / kruD fees I I \ bEM LIS E ~ SE \ / / r 11 I I I 1111 S I I / \ ub ~aa= \ 1 ~ ~ 8, CONTRACTOR SHALL MAINTAIN AN AS BU L E DRAWINGS 0 EC I ~ ~ ~ PIPING PRIOR TO CONCEALMENT. ~ Z
I h ) /I l/ r- I III 11 ~ 1(\ I~ l 1 J l/, I ( / I 1 I! ~1 \ 1 ( I I I) ~ III _ ~ IIII IIII ~ >/1111 / - - - \ 1 1 1 1 ~ c w
' ~ v t l 1 1 1 1 1A\ I / /1/11 I I v I I I~ v~,~d 1/ A X11 I/ erP' U I ~ \ 1 1 101 11/// ) I I I ,-~~J I I I I ~,%s_~~,~~/ /11111 /~l ! 1 2 \ 1 1 l \ 1 ~ 1 I 1 4 / / / / 1 ~ 1 r i/i ~ ~ l / li/ / 11 I I / / / / \ 1 1 \ - ~ ~ ~ TREES TO BE REMOVED g. IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS ~ Q U
1 1~ 1 1 1 1 1 ) I I I 11 /Il/// 1 1 • 1 /11111 ~~/~~I V A, I \ 1 1 I I 1(/ I 1 /111` Jl! l 111 I I~~I / l l/ \ \ ~ \ ~ ~ ' ` ~ ~ OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO I ~ \ \ ~ ~ ~ ~ ITTEN PERMISSION OF 01 g
/ } 1 I 1 III ) I l 111 I I ~ ! 1 1 1 /l ! Il/ 11 1 2 .42 cre ± atnin \ 94 1 1 1 ~ 1 r~ Id 1 1 I I I I l i I I/ 1 ,'r / l /11 I I I I ~ ~ 1 ~ p I ~ I 1 1 1 ~ ( 1 111 1 I I I I I 1 11 ~ Pond "B" ///I /III 1 \ lain \ \ ~ ~ ~ DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE EXPRESS WR ~ \ ~ _ ,n dy16r~ / \ ~ ~ THE OWNER. Z M
- 1 I / 1 I 1 ~ ~ 1 1 I l I I I I 1 ~ 1 1 ~ / / / / 11 / / (0/81 Agte6t~n R/W) \ \ I I 11 1 1 1 \ 1 1111 i l l IIII rr ~ 1 11 111 111 11 11 r \ ~ \ \ \ ~ / - e
1 ~ I / 1 1 l I I I\\ 1 I - 01 1 acv. s~3• lI l l/ I I / / i - ~ I II / I i V 1 I I1V I 1/i _ 1111 / l ////lll l v I I I I 11 1 1 11 1 1 I I v\ I l ~ ~b~~l / \ \ ` i ~ i MISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS i\ \ ~ ~ i~, 10. THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PRE N
II I~ I / 1 1 1 ( 1 1 I X1111 1 1 / 1 / P l u l l 1 / \ r7' RCP . ! l 1 1 1 1 1 C a 1 1 X 1 1 11 / r Il l i i ll //l I? 11 I l 1 1 / / s6~ Mv. M 67.57 . Il I / 1 1 1 1~ ! I / I I I I/ \1 1/ I 11 1 1 1 1 \ ~ ~ OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES, OR HIS WORK. ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT p _ sss ~ ~ ~ ITH AL STANDARDS. ~ Z X ~ ~ ~ i ~ SITE IN ACCORDANCE W LOC m Q
1^v. Gb1 67116 1 I I / 1 111 /i / 11 (l 1 1 I 1 I 1 N I 1 I I I 1 1 I I 1 I I 1 t l l , I I 1 1 1/ 11 S r 1 ~.-IIII 1 1 111 III/ 1 - i i~ p W U
/ II 1 II vAI 1 V Imo/ ~ I 11\v I ,i II III I 931 Iti / I I I 1111VAt( ll r,6.5/ I III \ VIII III I l 1 1 1 ~ ~i ~ SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NUMBER 37001C0132E, DATED ~ N ~ ~ ~ 11. PART OF THIS
~ S ~ I TING WELLS AND SEPTIC MELD T I III V 1~ ~ I 11 1 I Ih~ t a m I I I r o I EXS % I \ 11 ))1 11,/ I 1 11v °~'l~"~~~ I i I ~ s I I BE ABANDONED IN ACC DANE TH 1 I` / ) V I I I e~ I I/ / / ~ ~ DECEMBER 22, 1998. FLOOD PLAIN LIMITS HAVE BEEN INDICATED BASED ON AVAILABLE INFORMATION. EXACT
II 1 1 11111 ( ltV III 1\\~ ) I vVA\\l I I I I I ~ ~ ~ ~ 1 NC DEPARTMENT OF EN RONM~NTJ1~ 1 \ \ 1 1 1 111 ~ \ \ 1 I III ~ I ))IIII \ I \ 1 i ~ ~ ~ / / LIMITS ARE SUBJECT TO VERIFICATION. ~ i / / /
~ - ~ MANAGEMENT REQUIR NTS I I 1 111 \ \ ` V I I I 1) \ I I 111 111 1 1 1 I I / / 1 1 1 1 1 1 1 1 ~ II I I 1 II 1111 \\\11 I/ I I ~ I I \ 1~\ II III I \ 11 I , ~ ~ ~ ~ ~ / 12, SURVEY PERFORMED BY BOSWELL SURVEYORS, DATED 11-14-03 AND REVISED 7-21-04. ~ / / ~ /
W I 1 1 \ \ 1 \ I \ ~ I\\ \ ~~P d 6 to143CL ( I II I al 1 1 1 1\ I I 11 1 1 1 e t c \ 1 I 1 / 1 ~ ' ~ ~ ~ DEMOLITION NOTES
~ / 1 i I f 1 I II tII (l\ \ \ 11 1 11 I• 1\ I \ 1 I 1 1~ 1 1 I, 1 H~Ir i~ ~DfIROCtI • I I 92 II . I ~ a V I 1111 ~V A t\ vv A) I \ • ~ 111 I 1 I ~ ~ ~
1 I V I I 1 o I I I I\\\v 1 1 1 1\ ( 11 v V A 1 v v 1 I t 1 \ r1 l l I I l l v 1 1 1 1 ~ A 1\ \vv\ ~ v L v vv \ t - ~ ~ I I I ~ 1. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND I ~ / WATER OR SEW R SERVICE PROPOSED FOR CONNECTION OR USE ON ~ ( 1 ~ l MATERIAL COMPOSITION OF ANY EXISTING E
~ I ~ I l fi I I IIII ~ 1 /ti 1~\\\\ \ \ l / A l 1 1 1 1 1 1 V\ 1 1 1/// v v v \1\ 111 ~ vvvv vv v v v \ \ ~ I ~ / THIS PROJECT, ALL VERIFICATIONS AND DISCREPANCIES SHALL BE ADDRESSED PRIOR TO COMMENCEMENT OF 11 I ( I
1 q v \ I\ ! I I I IIII 1 A v\1 ~ V vvv yFvv` vvvv v v 1 / I ~ _ ~ rala ~ / I \ 1 11)/// ~ ~ ~ „ A v v Avv z ~ vv v ~ vv ~ A V A V A I ~ I J/ ANY WORK. 6v 1~ ~ I
1 0 - 1 I ~g R DE FENCE \ 6\ Q 11 V bQ - 29 I~ I ~ / I 1) ~ / ~ v v 1vvv v f, v ss vv 60 1 I ~ / I 1 ' / / I ~U dl N BUI ING9~Td BE ///ice ~ \ \ ~ \ \\1\\ \ \ , \ 6G\ 11 II l
r7~ acP tl cfF- l I I 1.~ ± s l 1 ~y ~ I I I//l ~ ~ \ \ \ ~ \ ~ ~ \ ~ \ \ \ I I ,n. - 6~aa9 1 Ww / ~ (0.t e I PE~rY A D D ~OS~D I \ j ` \ (IlnaWe m rMd oMer md) \ V @ VA\ VA V V A \ \ / V A A ~ \ \ ~ I I 2. THE CONTRACTOR SHALL ABANDON OR REMOVE ALL EXISTING SEPTIC FIELDS, SEPTIC TANKS, AND WATER _ \ ~ I ~ 1 I ~ T PARTMENT OF ENVIRONMENTAL MANAGEMENT REQUIREMENTS. \ ( I / WELLS IN ACCORDANCE WI H NC DE Q~
t~ r I I / ~ l I I l( \ I /I / \ \ L v 1 , IJ L-1 fi ~ -r 1 1 1
~ ~ : ~ l \ I I I I III \ \ \ \ ~ ~ ~ - ~ 11..Lr. ~ I ,1 I ~ I J I I ~ I I 3. CONTRACTOR SHALL FIELD VERIFY THE DEPTH OF UNDERGROUND ELECTRICAL AND TELEPHONE TO ENSURE
I N I I I \ v A V / v s~i'te~7`V"\~ V A \ \ \ - . _ W~tian ~ ; A~ C FrE~ 7~s ~ "S I \ I I ~ / A a i 6A5 ~ \ r ~ CI 1~1 ( g' p•W V5 1 ~ E° I I ' 65 ~~~,d F NSTRUCTION. IF ANY CONSTRUCTION SHALL IMPACT ELECTRICAL LINES AND OR I I i ~ Cann ADEQUATE CLEARANCES OR CO / 'r °'N I ~ TRACTOR SHALL CONTACT LOCAL UTILITY PROVIDER TO HAVE UTILITIES RELOCATED. U
/ ~ I \ / \ r \ _ \ T ~~IT e78 28 s I I ~ i \ \ l \ ~ / ti \ \ \ \ ~ ~ a 7a 7' w\~ I I ~ STRUCTURES, CON a c ~ \1 I~
l ~ I ~I I I v 1 v~ \1111 1 r //t vvv ~ A\ I I ~ Cen a EI \ ~ A A ~ ~ \ V A \ V 1 1 / ~ 7 A \ ~ \ V ~ \ V ~ l SrfrP~ los~ R a 1 \ \\111 ~ L\\\~\~ \ \ \ ~ \ I I I A AS OF DEMOLITION OR SUBSEQUENT CONSTRUCTION SHALL BE PROTECTED FROM = \ \ \ ~ \ ~ 4. CLEANOUTS LOCATED N RE p
~ DAMAGE AND RAISED TO FLUSH WITH NEW GRADE. o U c
s E STIKG ROVIER 'tS A~I R - ~ \ \ \\\II ~ I I \ \ ~ 5. PERMANENT TREE PROTECTION FENCE MUST BE INSTALLED PRIOR TO COMMENCEMENT OF ANY WORK. ~ ~
I 9i fa AP6'JO• W ZaAaJ I I \ \ ~ \ \ \ \ I \ \ / / - s6 I 1 I 1 \ \u PALE\TO~BE D \ \\\~\\\1) I(~~/ ~ / ~ U
S ( ~ 1 \ \ ~ \ \ \1 111 1 I \ ~ 51N Che I I t 1 1 1 \ 1 1 \ \ \ ~ - 1 660 ~ ~ 1 \ \11~. ( I 6 - \ \ ~ 6. NOT ALL TREES TO BE REMOVED HAVE BEEN SHOWN ON THESE PLANS. CONTRACTOR SHALL REFER TO Z ~ J
~ vt: I ~ ~ ~ \ \ \ ".cces1 - _ ~ 1 l \ \ 11 III III 55 - \ \ \ Nl ~ E>a NG WE Ar~O ~EP C FIELDS 0 \ _ _(a1srM6ratmtuwi / 1 11 \\1~ I1 1 I \ \ \ _ LANDSCAPE PLANS FOR ADDITIONAL TREE REMOVAL WHICH MAY BE NECESSARY IN THIS PROJECT. ~ water c. Nowaa y 0
~ R/wl ! s I 1 - \ \lll \ \ 111 II 1 I / r - \ \ t50 r 1 1 E AND~NED~N ~IC'(ARD CE~lI \ 1\,,~I( 1 I \ ~ 8aale Ruth Howard T R HA COORDINATE WITH ALL LOCAL UTILITY PROVIDERS PRIOR TO COMMENCEMENT OF ~ ~ o.B u1 rc. sls 7. THE CONTRAC 0 S LL ~
3 ~ oPi DEAARTIaENT vlsoN TAt~ \ ` _ _ / 1 I II1 11 \ 1 / 1 / / ~ \ \ 1 1 1 \ 1 1 all Pe'4` I MAIJAGEJftENT REO '~~QQ`E?~FNT3~ \ \ ~ 1 \ \ sa \ ~ ~ ~ l l 1 L-.1 - - 1 I / 1 1 1 \ \ \ \ Jomes R. Faulk \ J 1\ \ \ \ WORK, ~
1 1 \ ` \ ~ ~Q B. 1337 PG 7J ~ I 1 ~ ~.i a \ \ \ \ \ \ / \ , ~ / / ~ \ 10.1 WOItIf HOWOfd I swam I
r I I N 1 \ \ \ \ ~ ~ ~ _ / / / / 650 \ ~ Wad ~ „ e I ~ \ \ \ \ \ \ ` \ '-665 "'c ! I I l QI ~ v 08 Y27D PG sw 8. PRIOR TO DEMOLITION WORK, THE CONTRACTOR SHALL INSTALL ALL ASSOCIATED EROSION CONTROL MEASURES AND OBTAIN APPROVAL TO COMMENCE WORK FROM THE EROSION CONTROL OFFICER, SEE EROSION
r CONTROL PLANS.
~ ~ P, ~ ~ / ~ II ~ ..x~\~ ~ \ ~ \ I- 5065' \aP ~ I ~ W.C. Hand k C.M. Yak I ~ \ \ \ ~ • 1 \ \ ,K' 1 \ I I I I I ~ P.B. ti w C.M. Yak .e S
~ \ 24' \ \ \ \I. ~ ~ \ 2p0 e~v6 6'. W 9s\n' rota \ ~ 1 \ \ \ ~ ~ ~ I I ~ $ 1 \ \ s N 1 W
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E I $ ~ I ~ c,,,a oM TREE PROTECTION F 0 ~ E Q S A L
I I FENCE TYPICAL ro ~ ~ Rebecca k Shaun NoArthur 1? 8EA R 0 o
I Roar Lee Cabum S)bl 8. Walur D.0. 20.51 rD. D00 r1' CMP N M F
M.. n 67Ab' ~ I CernmM S Cabum Ralnle L Walks Richard 4 Dmnle h. AA f 71 r0' I I ~ 0.L IBIS IQ 110 0.L A17 w 711 Helen N Dennll ~
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" ~ ~ R, fin' + r
x r~ a i m Rim Invert In Invert Oul 674.39' 662.19' 662.09' r 1 GRAPHIC SCALE 0
673.31' 667.71' 664.43' 100 0 50 100 400
W o LL
c T W p 0 a (IN FEE ) = U
z z 1 inch = 100 ft. fA
fVQV

~ ~ SITE DATA
1 I LOT AREA:
wn ro. w TRACT 1: 1.29 AC . w ~ ~ TRACT 2: 24.42 AC
- TRACT 3: 5.38 AC
+ TRACT 4; 5.60 AC TRACT 5: 1.43 AC
~ _ - - TRACT 6: 1.63 AC
- - - - TOTAL: 39.75 AC
i
PIN NUMBER:
TRACT 1:9825-47-8204
a ~ ~ i ~ TRACT 2:9825-57-2710 ~ ~ i TRACT 3: 9825.46-8987 ~ ~
~ ~ TRACT 4: 9825-58-1209 n
~ TRACT 5: 9825.58-8211 a n z a ~
U TRACT 8: 9825-58-4468 ~ Z N
x• ~ Q
~ i ~ ~ m 71 EXISTING ZONING: R20 ~ 0 Z \ C pR d ~ OPOSED ZONIG: RS U 0
CURRENT USE: UNDEVELOPED ~ ~ U
Corl JCIiu7 Balckmann, IV ' / / D.B. 9~9 PC. 7BI \ W / \ ~ PROPSED USE: TOWNHOMES 0
~ i ~ / W / n °~o ~ z Z ac
/ i ~ ~ ~ BUILDING SETBACKS: Z Z
/ r d ,w.+ Sw NW 3 ~ 4 i~ FRONT ITHOUT SIDEWA :18.5' 7 ~ r ~ , ~~3r r W -
i r Y ~r~+ FRONT (WITH SIDEWALK). 20 ~ W ~t7W~ \ Y
i / \ ~Q 'rOr
\ N / / • N \ ~ ~ PROPOSED NUMBER OF UNITS: 182 Z ~ a~w a ~w N
~ ~ F ti'y,: W w XX XX ~ w ~ ~ Ii OWNER DEVELOPER: a a
FAR / ~ ~F/ ~ _ i a e ~
- - ~ ~ ~ y +a BG ~ ~~J ~ rs ~ 410 NORTH BOYLAN AVENUE N Q ~
~ - NE ~ i F SUITE 138 7 g ~ RALEIGH, NC 27603 v ~ Q ~
,5~ 50' i l / 50' ~JO~ l J (919) ~ J..J..
,a.,o, ~ ~ , ~ r 0.3 ArPF tl1 0 1 Jo~_a~ ZJ -r r
~ 3 I z ~ IW~~ 2 PROPOSED ENGINEER: ~ J , . Z . ,
I ~ ~ PROPOSED L ~ ~ avBTL~ND3 BASS, NIXON & KENNEDY, INC. w w 0 w aZ(7Z
14 ~ ~ ~ ~ WETLAND 2 I ; N , • t Prowf) of / ~ r ~ ~ - 31 DEFER 10405E UGON MIU. ROAD ~ Q 0 - 0 31' ~ ~ YPE 6 9 ~ Neyiri6 Hahn a< = I J I
t:nOfby £ Odor k r _ ~ krew t Dodw ~ B•B 1 $IgOn vax, WAKE FOREST NC 27587 Z C 20 I 6.0. Ny9 P6.963 ~ U a w a B•B ~ i [phone] O N
P.& da PG 9J 1~ J f+ C r I W ~ rJ J w Y _ CONTACT: W. HARRY MITCHEU., P.E. w w
L . I m ~r~ ~ 1
A ~ r 8' PEDESTRIAN BRIDGE J ~
/ / / i PraDely or .bm~4 A. HOtch k I NOnnA BNI Tara
~ i~ / \ 8 ~ vs. si va im
o ~ o I L ~ I H .1 S EET NOTES
- 1 ~ ~Y I I b I ~
~ ~ 4 ~ ~ I I w _I 1. ALL DIMENSIONS ARE IN RADII, TO OUTSIDE FACE OF BUILDING, TO CENTERLINE, CENTER TO CENTER ON STRIPES, AND(OR TO BACK OF CURB, °
/ /i / ~ ~ f i ~ N sD T6wn a w~f6 UNLESS OTHERWISE NOTED. ~ 0.A, 913 P0. tl! \
/ ^ ~ / i r L ~ ~ 2. THE CONTRACT I OR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PERMITS AS
~ ~ ~ ~ ~ I ~ ~ ~ I ISSUED, AND ANY AND ALL APPLICABLE STATE, COUNTY AND LOCAL CODES. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF ~ N
/ \ o ~ ~ r ~ \ ~ ~ MEBANE CONSTRUCTION STANDARDS, r?i Z ~ ~ F~ Z O
+ r I- z o 0 N L ~ 3. EXISTING IMPROVEMENTS DAMAGED OR DESTROYED DURING CONSTRUCTION SHALL BE REP w F
1 \ ~ ~ i EXISTING PONA / _ ~ N LACED OR RESTORED TO THEIR ORIGINAL ~ ~ a ( CONDITION, AND TO THE SATISFACTION OF THE OWNER OF THE IMPROVEMENTS. w ~ ~
~ ~ / ~ B, p \ \ I 8 ~ z U
`9 ~ n Y \ \ ~ r I 8 ~ I 4. THE CONTRACTOR SH ~ m y ~ ALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, ANDlOR ANY OTHER REQUIREMENTS WHICH MUST BE MET ~ w w ~ UNDER CONTRACT, w ~ D
J / / ~ ) \ ti ~ ~ ~ s \ r g 3 I
q s ~ \ ~ ' RoPOSED L ~ \ ~ r GRBBNWAY 5. CONTRACTOR SHALL REFER TO ARCHITECTURAL PANS FOR DETAILS OF BUILDINGS AND BUILDING DIMENSIONS. ° o
~ : ~ / ~ 1 I TRAII. of ~ ~ N 6, ENGINEER ANDIOR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS ANDIOR METHODS ASSOCIATED WITH THE PROJECT AS SET ~ N 0
/ ~ ~ ~ r ~ ~ i FORTH iN THESE PLANS. ° N
~ ~ ~ ~ s ~ r ~ ~ ~ ~ , L 8 ~ L 7 ~ N ~
~ ~ a t 1, r, ~ ~ ~ , ~ a N `20 l ~ ~ ~ - g N ~ .CONTRACTOR SHALL MAINTAIN AN AS BUILT" SET OF DRAWINGS TO RECORD THE ACTUAL LOCATION OF ALL PIPING PRIOR TO CONCEALMENT. Z
Woodland Heiyhb / ~ ~ `y Y ~ ~ ~ DRAWINGS SHALL BE GIVEN TO THE ENGINEER AT REGULAR INTERVALS THROUG HOUT THE PROJECT FOR RECORD KEEPING. Y - Ic
kHan Fn I P.B. `A PC. Ui ~ .P. / r 1 L ~I e, IFDEP ~ } ARTURES FROM THE DRAWINGS OR SPEC(, (CATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES m e 1
I I v S ~ 5 CONCRETE L ~ 1 ~ 8 ~ ~ r 5' CONCRETE L >i ~ I AND REASONS THEREOF SWILL BE SUBMITTED TO THE OWNER FOR REVIEW. NO DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL B Z Z J E ~3
1 r ~ ~ ~ ~ SIDEWALK MADE WITHOUT THE IXPRESS WRITTEN PERMISSION OF THE OWNER. v?
1 ~ ~ J Ne ~ a 9. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND MATERIAL COMPOSITION OF ANY
~ y ~ I = I I s3 EXISTING WATER OR SEWER SERVICE PRO POSED FOR CONNECTION OR USE ON THIS PROJECT, THE RELOCATION OF ANY UTILITY SERVICES W
94 I s ~ ~ ~ "s ~ REQUIRED TO COMPLETE ANY PORTION OF THESE CONSTRUCTION PLANS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. F-
t i r -I - ~ r ~ ~ a N t I J J ~w - a I ~ s I 10. THE CONTRACTOR MUST ~ ~ N / J , AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH CAUSED BY ~ Q
J 5 ~ EXISTING ~ • W ` POND ~ ~ ~ ~ i ~ I HIM, HIS EMPLOYEES, OR HIS WORK. ALl DEBRIS SHALL BE REMOVED FROM THE PROJECT SITE ON A DAILY BASIS. I ~ / ~
w' 1 ~ r - _ ~ J A
I s g l ~ = q ~ i I ? ~ < 11. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NUMBER 3700 Q ~ 1 C0132E, DATED DECEMBER 22,1998, ~ q
$ / ~ ~ : I r W
193 L I ~ ( - \i / s i ~ I ~ / SITE NOTES ~ o ~
~ 5 CONCRETE ~ G , ~ ~ N w w E ~ Z O ~ °D - ) ~ 00 Q
~ SIDEWALK L s ~ i~ r'~ ~ a ` ~ _ = e Y I 1. ALL CONSTRUCTION TO ~ U J BE IN ACCORDANCE WITH CITY OF MEBANE CONSTRUCTION STANDARDS, ~ y
a 1~ ~ I / 2. FlRE LANE SHALL BE CONSTRUCTED ACCORDING TO SPECIFICATION BY LANDSCAPE ARCHITECT TO FACILITATE HEAVY EQUIPMENT.
~ ~ ~ ~ c, \ 92 ~ ~n L t ~ ~ ~ ~ SEE LANDSCAPE SHEETS FOR ADDITIONAL INFORMATION,
~ ~ N. ? ; I ~ 6 \ ~ ~ ~
r~ ~ v, I R / ~ I i \ ~ 31 / ~ ~ -I B \ ~ A ~ \ 3. TRAFFIC CONTROLS FOR ANY UTILITY WORK WITHIN THE PUBLIC RIGHT OF WAY SHALL BE PERF ~p , ORMED IN COMPLIANCE WITH
~ ~ r ~ / / ~ ~ ~ ~ / ~A ~ \ STANDARDS OF THE NORTH CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). W ~ ~ 1
29 1 0~ d ^ / ~ z ~ I 4. CONTRACTOR SHALL COORDINATE CONSTRUCTION OF
~ , ~ / ~ s ~ 31' ) UNDERGROUND UTILITIES (WATER, SEWER, STORM, ELECTRICAL, OR OTHER) # FOR THIS PROJECT WITH THE CITY OF MEBANE AND UTILITY PROVIDERS. s I
m - ` I ~ e ~ A C ~ ~ ~ / i
~ ` 31' I ~ r ~ ~ ~ E \ L ~ 5. UNLESS OTHERWISE NOTED CONCRETE P \ L ADS AND WALKWAYS SHALL BE 3000 PSI, MINIMUM OF 4 THICKNESS WITH 6k6" w1.4xw1.4 ~ - WEIDED WIRE FABRIC THROUGHOUT.
f
9 ~ ~ ~ ~ \ ~ ` / 1~ ~ ~ ~ UFFER BUFFER ~ " W
~ 28 I ~ / ~ 'TYPE ,B B ~ / I ~ . - SIGNA E ~ G ,STRIPING, AND MARKING NOTES
I ~ ~
LAKE MICHAEL WAY ~ i 1, ALL SIGNAGE SHALL BE INSTALLED AT RIGHT OF WAY PER DOT STANDARDS, U o
~ i i c 2, ALL STRIPING (IXCEPT INDIVIDUAL PARIONG STALL STRIPING) AND DIRECTIONAL ARROWS INSIDE THE RIGHT OF WAY SHALL BE _
i ~ ~ i THERMOPLASTIC MATERIALS AND SHALL CONFORM TO STATE DOT STANDARDS AND SPECIFICATIONS. PARbNG STALL STRIPING SHALL ~
I BE WHITE REFLECTIVE PAINT. ~ U c
s ~ h t+ ~ ~ i t 0 wale C. Ngvad 3. CROSSWALKS AND ACCESS AISLE STRIPING SHALL BE CONSTRUCTED OF THERMOPLASTIC MATERIALS AND INSTALLED IN ~ U
its ~ x~ ~ ~ ~ Y w .w ACC Bal4 Ruth HOwad ORDANCE WITH STATE DOT SPECIFICATIONS. CONTRACTOR SHALL INSTALL CROSSWALKS IN SUCH A MANNER THAT CROSSWALKS c ~
°A' P` AREA ALIGNED BETWEEN ADAlWAL.KWAY ACCESS POINTS OR PERPEN J Z DICULAR TO THE ROADWAY(DRIVE LANE. ~ c
~ ~ L ~ - J ~ ~ V PROPOSED 1 0 c ~ winter c, HOrad 4. ADA SYMBOLS SHOWN IN THSES PLANS ARE FOR LOCATION PURPOSED. SIGNS TO BE INSTALLED TO MEET MINIMUM STANDARDS OF 1V 0 ~
L J ,I, L J ~TI,~,ID I waster C, Horord ~ ` aw .w t ~ ~ Rush Yoh Howard aim IHcwurd DETAIL SHOWN ON SHEET C62 , GROUND SYMBOLS NOT REQUIRED. ~
~ _,r~l~ ~ D.B. YSO PC. lib - ~ ~ ' tY E '8' BUFFER I 4~ ~ Tracl 2 oe. saoPC. N6 Al TrOCI 2 W ~
~ Prcgrly or ~ ~ W.C. Howord & C.M. ` Prcgrly or e~ W.C. HowOrd & C.M, Yak (`r/,~'
I r ~ P,B. ~9 PC. 8 P.B. ~9 PC. 8
~ ~ 1~'~ql ~~!~II/~~I/~ H ,
0 ~O
E 4E S G ~ 1 Q
~ RbgBr IN Coburn Rebecca d< Shoun McArthur ~ S~bl a WdNer 0.8. 2971 PC. )!B 0 y 0. A 1 s
Cammk S. Coburn Romie L WOPer Richard L. Dennis DA r7l7 PC. ]68 O.B~ ~9r7 a. iW 1 C ~u a U R l ~ S o R N 0 . C
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SEE SHEET C3.2 FOR ~ I -TWi(L~ 844.10 ~ ~ / ~ A A \ ,3.2 FOR STORM DRAINAGE TABLE , _ ~ aW~~ ~ ~
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SEE SHEET C6.4 FOR ;6.4 FOR DISSIPATOR AND A6644.90 , sT~~sr~~T I I ~ I i ~ I ;
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GENERAL GRADING NOTES GENERAL EROSION ONTROL NOTES
C
W 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. 2. LAND DISTURBING ACTT lITY PERMITS ARE PERFORMANCE BASED.
v 2. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE MODIfICAl10NS REQUESTED BY THE EROSION CONTROL INSPECTOR SHALL BE
o FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION, FORWARDED TO THE ENGINEER IN WRITING, INCLUDING SKETCHES. UPON CONTRACTOR SHALL NOT1fY ENGINEER IF ANY DISCREPANCIES VERIFICATION OR MODIFICATIONS BY THE ENGINEER, THE MODIFICATION SHALL BE
I I v ~ o'~o TQ°' ~ L OBSERVED PRIOR TO PROCEEDING WITH CONSTRUC110N, NO EXTRA IMPLEMENTED.
a, J p n `o U o COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE WITHOUT PROPER NOTIFICATION. 3. A DETAILED PHASING PLAN HAS BEEN INCLUDED AND WAS THE BASIS OF
I I 0 0 Opp, ~pF- o v• 0~~~ ~~jN N LZ-(~ ti EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE DIRECTED BY THE
c ~°~u~ vim ~ 4 •ma 3. UNLESS OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ENGINEER, THE CONTRACTOR SHALL CONFORM TO REQUIREMENTS OF THE ON PLANS INDICATE FINISH GRADE OR PAVEMENT SURFACE. DETAILED EROSION CONTROL PHASE PLAN.
oo'o a,~ ~ a oQ 000 ~y vv a v,,v ~ D o v,~ oW~ v cui
J J~ J ~ ~ ~ ~ p Q 4. WHEN HAND PLANTING, MULCH (HAY OR STRAW) SHOULD BE 4, ANY PROPOSED CHANGES TO THE DETAILED PHASING PLAN SHALL BE UNIFORMLY SPREAD AND TACKED OVER SEEDED AREA WITHIN 24 HOURS FORWARDED IN WRi11NG BY THE CONTRACTOR, THROUGH THE CIVIL ENGINEER, AND
00~ o //l~\ ~Z ~ ~ w O N ~ \ / ~ ~ c OF SEEDING, APPROVED BY THE EROSION CONTROL INSPECTOR PRIOR TO IMPLEMENTATION,
o ~o v A Ill( (~~A\V1~~~-~'1 DIVERGING FROM THE SCHEDULE WITHOUT APPROVAL MAY COMPROMISE THE 5. DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A PERFORMANCE OF THE EROSION CONTROL PLAN, RESULI1NG IN A POSSIBLE
o~ ~ %v v \V IIl1~l ~I 1 \~s Q~.~.o I o Qo v V Ill I o TEMPORARY COVER ON SLOPES THAT ARE 4:1 OR STEEPER, MULCH WILL VIOLATION.
~~vm o a v i 1111 I BE ANCHORED. 5. PROVIDE GRAVEL AND HARDWARE WIRE FILTER ON ALL CATCH BASINS.
` ~~O I ~ ""1 C j/~y \ ~ i~ / `yam ~ ~ C ~ O iii ii 6. ALL EASEMENTS WITH PIPES AND/OR STRUCTURES SHALL BE n
CLEARED AND GRUBBED AND SEEDED. a Z a
~ ~ C / ~ ~ 1 a ~ / / J I 11 1 > \I 7 PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. ~ Z c^v
~ v ~ ~ ~ av ~ ~ / ~I- ~ ~ FEMA MAP NUMBER 37001C0132E, DATED DECEMBER 22, 1998. 7 Q SEE SHEET C3.2 FOR STORM DRAINAGE TABLE o z
~ ~ 8. ALL PIPE SHALL BE CLASS III REINFORCED CONCRETE PIPE UNLESS 0
~ / / \ \ \ I J 1 I / ~ ~ \ \ \ \ \ OTHERWISE NOTED. ''nn U VJ I
~ I ~ I I uUl ~ I ~ 60~~ I 1 / / A ~ \ % I ~ ~ \ 1 ~ I 1 ` \ SEE SHEET C6.4 FOR DISSIPATOR AND R FILTER INLET PROTECTION ON ~ I U 9. PROVIDE GRAVEL AND HARDWARE WI E W
z III IIIIIIII/ ~ / i ~ ` ,I 1 0 ' , I / ~ ~ 0 PR VATE PTO ES ~ ~ ~ E \ \ \ \ ALL CATCH BASINS. SEDIMENT TRAP INFORMATION. o I Wz
III 111111 I I / / / ( l L {E stogy 1 \ Z 10. CONTRACTOR SHALL VERIFY LOCATIONS, ELEVA110NS, AND SIZES OF W 2 0
IIIII .,.L ~ / ,5 R I ~ ~ , 1 'S , , ~I I I IIII ~ FES63 I I i ~ ~ \ ~ I ~ / \ so A ~ R Z U' Z EXISTING PUBLIC UTILII1ES PRIOR TO ANY EXCAVATIONS, GRADING, 0
i ~ - w ~ - 1 INSTALLATION OF UNDERGROUND U1ILITIES ON OR ADJACENT TO THE W ~ W r F- C5
~ - / l / / I 3 / 1 I / 1 PROJECT. ~ W ~ 3. ^I ^
T H INLETS SHALL BE NCDOT 30-INCH WIDE STRUCTURE WITH 0 ~ 11. ALL CAC ~ p p p
/ I:Q ~ / I 1 / I BICYCLE FRIENDLY GRATES. GRATES, FRAMES, AND BOXES SHALL BE ~ ~W CERTIFIED NCDOT APPROVED. W a • • Y • •
I III / ~ cn8 I ~ I W~ I-LLQLL
'C I I IIII I ro ~ 1 III ~ / I ~ - h, v 12. EASEMENTS FOR ALL PROPOSED WATER, SEWER, AND STORM j . DRAINAGE U11LITIES WITHIN RIGHT-OF-WAY SHALL BE DEDICATED TO THE z W
II IIII ~ II i I III ~ 11 ~ i a - ~ Q N CITY OF MEBANE ON THE FlNAL PLAT. ALL OTHERS ARE TO BE p ~ Q a
1a I I I ~ ~ ~ - - l W877A ~ ' P / ° swi?CB2e,ao I I i I J / / ~ a / _ _ ew~tc x.90 ~ ~ PRIVATE. Z Q ' 0 ' -Onln
1 I I i ~ ~ ~ - _ X ~ 13. ALL PIPE SHALL BE CLASS III CONCRETE PIPE UNLESS OTHERWISE p J p ~J~
1 II it VI i / / \ NOTED. t f 4!, ' ;1-~ J - r ~ m,
I I / / ~ ~ ~ ~ ~ _ c IIII ~ / ~ / ~m 14. ALL EXISTING VEGETATION IN BUFFER AND/OR UNGRADED AREAS ~ J • •
~1 I I / / / ~ ~ T- o• ~ 1 / ~ ~ a 1 I I1JJ ~ / , ~ ~ f - ~ 111 ( ~ ~ / / I _ SHALL REMAIN INTACT, NO CLEARING IN TREE SAVE AREAS, ~ W W 0 W ~,ti ; azc~z
1 / ~ ~~I- - a0~0 15. ALL LOTS WILL BE CONNECTED TO THE CITY OF MEBANE WATER AND z I I I
i / ~ UaWa SANITARY SEWER SYSTEMS. ~~GS~~~
III l 11 ~ - ~ / ~ / / / ~ II 1 ~ ~ / ~ i ~ / = / ~ ~ ~ OWOW 16. ALL WATER LINES SHALL BE TERMINATED IN ACCORDANCE WITH CITY M i+~ W ~ W
II I ICI ~ x / / ~ ~ - - - E I I I ~ ~ i / ~ ; ~ AT THE SECTION LINES IT THE DEVELOPMENT IS W t0 ~ i ~ STANDARDS •
o.o it I U ~ e - ~ ~ ~ / / ~ ~ ~ - CONSTRUCTED IN PHASES, ALL STORM DRAIN LINES AT THE END OT A
o~o i ~ Ill / ~ - ~ ~ ~ / / a ~ I I / / ~ / NAT / _ ~ \ ~ / SECTION LINE SHALL BE TERMINATED W1TH A TAIL DITCH TO DAYLIGHT. ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR
I I Ill ~ / / n / i-- _ i i - RESOLUTION ~ ) t ~ 1 t 1 ~
III ~ ~ / 1 ~ ~ Q ~ / /ice / ~i~ ~,i
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~ 11111 ~ 1~ v v ~ v` v v vv v v ~ ~ l v v \ 1 I \ \ ~ 1 11 ~~vvv v v~ v v vv v v vv ~~vvv~ v ~ ~ - I 1 v \ \ \ \ \ \ \ ~ i / ~ nv~c ee~eo \ 10~ ~ ~ 3e.3o ~ LL t0 \ \ ~ ~ ~ 0
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\ V \ V 1 ~ / / i - /
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PIPE PIPE PIPE DOWN PIPE PIPE PIPE VELOCITY
DOWN PIPE PIPE PIPE DOWN AREA I C INLET TOTAL HGL HGL SZE LENGT STRUCTURE STREAM TOP ELEV. INVERT IN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION STRUCTURE STREAM TOP ELEV. INVERT IN FROM INVOUT GL SIZE LENGTH SLOPE VELOCITY pEr1CRIPTION STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE DESCRIPTION iUT IN fT FTIFT FTISEC PIPE ACRES 010 CFS 010 CFS IN OUT IN FT FTIFT FTISEC
ACRES OtOCFS 010CFS IN OUT IN FT F71FT FTISEC PIPE ACRES C110CFS Q10CFS IN OUT IN FT PIPE
3.88 4' CI CI.76 658.00 652.50 0.34 7.10 0.75 1.12 1.12 3.13 4' CI
866.50 662.15 0.33 7.10 0.65 1.49 1.54 3.43 18' ADS CI.89 850,00 646.00 0.7 7.10 0.75 3.49 3.49 DI.26A 0.011 2.28 18' RCP P-76 652.50 652.00 1.12 652.92 652.31 15 32 0.016 4.63 15" RCP 6.86 18 32
15 661.30 1.54 662.64 862.04 15 105 0,008 2.04 15' HDPE P•89 846.00 645.85 3.49 846.79 646.86 18 32 P-26A 662 4.97 4' CI CI.75 858.00 652.00 P-76 651.50 0.39 7.10 0.75 2.07 3.17 4.36 4' CI
66.75 661.30 P-26A 661.10 0.34 7.10 0.65 1,54 3.45 4.49 4' CI CI.88 650.83 845.65 P-89 845.45 0.7 7.10 0.75 3.49 6.93 CI.26 6 5.77 18 126 0.005 5.42 18' HDPE P-75 651.50 649.70 3.17 65222 650.26 15 131 0.014 5.9 15" RCP
1G 860.60 3.45 661.85 681,18 15 32 0.018 8.18 15" RCP P•88 845.45 644.75 8.93 646.55 645.77 18 126 P•28 661 18 5.42 18" fES DI.74 655.80 851.00 0.42 7.10 0.65 1.94 1.94 3.89 24" x 48"DITCH
867,00 881.10 P•27 860,20 0,49 7.10 0.85 2.46 5.87 4.57 4' CI FES•88A 848.00 644.75 P•88 644.75 8.93 18 CI.25 P•74 850.00 1.84 651.56 650.48 15 110 0,009 4.45 15" RCP
660.60 P-26 8.58 HEADWALL DI.73 880.00 651.00 P•75 849.00 0,09 7.10 0.75 0.41 5.43 4,92 24X36 DI
660.20 659.20 5.87 661.06 660,08 24 137 0.007 4.42 24' RCP HW86 853,00 647.50 9.80 5.80 0.65 37.24 37.24 P•25 861.75 0.14 7.10 0.65 0.65 0,65 2.68 18' ADS P-86 847.50 642.40 37.24 649.57 645.07 30 161 5.07 30 161 0.030 7.61 30" RCP 850.00 P-74
DI24A 667.00 7.47 PRE•CASTMH P-73 649.00 616.50 5.43 649.90 647.17 18 158 0.016 7.11 18"RCP
P-24A 661.75 660.00 0.65 662.07 660.24 15 105 0.017 4,04 15' RCP MH-85 849.00 642.60 P•86 642.40 36.82 P•24A 659.50 0.14 7.10 0.65 0.65 1.28 3.25 4' CI P•85 642.40 641.60 36.82 644.37 643.75 30 73 3.75 30 73 0.011 6.79 30' RCP DI.72 650,80 648.00 0.39 7.10 0.65 1,8 1.8 3.6 24" x 38" DI
DI.24 667.20 660.00 . 4 659.50 659.00 1.28 659.95 659.34 15 32 0.016 4.81 15" RCP RI.87 847.25 642.50 12.20 5.44 0.74 49.51 49.51 P2 6.55 5' RI P•72 646.00 845.20 1.8 646.53 645.89 15 83 0.010 2.58 15" HDPE
• P•25 658.80 0.18 7.10 0.65 0,57 7,52 4.95 4' CI P•87 642.50 642.00 49.51 644.79 643.86 36 29 CI 23 668.00 659.20 3.86 36 29 0.017 10.75 38' RCP DI.71 652.80 645.20 P•72 645.00 0.26 7.10 0.75 1.38 3.12 4.27 18" ADS
MH-84 848,00 641,60 P-85 639.80 84.28 659.00 P-24 •CAST MH P•71 645.00 644.80 3.12 645.72 645.59 15 22 0.006 3.84 15"HDPE ~ t` 10.01 PRE CI.70 65420 644.80 P-71 844.50 0.26 7.10 0.75 0.92 4.02 4.1 4' CI N n
P•23 658.60 658.00 7.52 659.77 658.88 24 116 0,007 5.65 24" RCP 842.00 P•67 4.02 645.43 645.40 15 32 0.016 328 15" RCP Z Q u~
663.00 0.02 7.10 0.65 0.09 0.09 1.60 18"ADS P•84 639.80 638,00 8428 642,66 640.46 42 178 DI.22A 668.50 0.46 42 178 0.410 11.69 42" RCP P 70 644.50 844.00 r" Z N
~y 0.09 663.62 663.08 15 25 0.020 2.40 15"HDPE EW$4.90 648.00 638,00 P•84 638.00 84.28 42 f P-22A 663.50 663.00 q2 11,89 ENDWALL CI$9 854.41 646.50 P-73 843.50 0.26 7.10 0,75 0,96 10.22 6.58 4'CI ~ Q 844.00 P•70 " O Z
y CI-22 669.10 663.00 P-22A 660.00 0.04 7.10 0.65 0.17 026 2.10 4' CI E 10.22 644.73 636.81 18 253 0.030 10.54 16" RCP 6.76 HEADWALL P•69 643.50 636.00 r'nn U O
660.00 659.00 026 66020 659.13 15 32 0.031 3.84 15' RCP HW90 645.00 639.00 7.49 4.69 0.65 23.02 23.02 P-22 4 4'CI VJ q 643.05 638.50 0.4 7.10 0.75 1.48 1.48 3• = 4
ro P• 3 657.40 0.03 7.10 0.65 0.14 7.79 5.00 4' CI P-90 639,00 638.00 23.02 640.63 639.32 30 CI.21 669.00 658.00 2 19.32 30 91 0.019 8.77 30' RCP CI.68 ~ U ENDWALL P-68 638.50 838.00 1.48 638.98 638,36 15 32 0.016 5.01 15" RCP W ~
Z P-22 EW-84.90 848.00 638.00 P•90 638.00 23.02 ~ 659.00 30 8.77 W O ~ DI.67 640.60 637.00 0.39 7.10 0.65 1.8 t.8 3.6 24" x 48" DITCH Z Z ~
657.40 657.20 7.79 658.39 658.26 24 39 0.005 4.61 24' RCP P•21 637.00 636.00 1.8 637.53 636.45 15 98 0.010 4.54 15" RCP W = O 1021 P$7 Z O
68.15 661.00 0.28 7.10 0.7 1.40 3.56 4.55 4'CI HW-92 841.50 29.49 4.68 0.69 95.59 DI.20 6 Z~ DI.66 643.90 836.00 P-69 634.00 0.4 7.10 0.75 1.5 14.54 8.49 24X36 DI Z - -
• .00 3.56 661.76 659.42 15 50 0.040 8.91 15` RCP DP-92 637.40 637.40 95.59 639.67 638.72 30 46 P 20 661.00 659 18.72 30 46 0,015 11.23 DUAL 30" RCP ~ F- d W- N r 11.23 636.00 P-68 ~ W to
657.20 P-21 656.50 0.18 7.10 0.65 0.57 t 1.82 5.80 4' CI EW-92A 641,50 636.70 636.70 95,59 CI.19 669.00 Y 636.00 P-67 ~ ~
~ 659.00 P•20 0~0~ 14.54 635.40 630.00 18 160 0.031 11.63 18" RCP Z ~ P-66 634.00 629.00
P-19 656.50 655.00 11.82 657.74 656.51 24 164 0.009 4.66 24' RCP 31.00 0.51 7.10 0.65 2.39 2.39 3.95 24" x36" DI W N • • Y • • DI$5 633.80 8 W
CI.18 665.00 657.00 0.24 7.10 0.7 120 120 3.19 4'CI DOWN PIPE PIPE PIPE PIPE PIPE ~ W Q LI.
7. 656.50 1.20 657.43 656.80 15 22 0.023 5.27 15'HDPE STRUCTURE STREAM TOP ELEV. INVERT IN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGI P-18 65 00 IGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION P$5 631.00 630,00 I 2.39 631.62 630.53 15 102 0.010 4.83 15"HDPE ~ TIFT FTISEC 4.65 4' CI Z fA NN NN 1UT IN FT F CI.64 636.03 630.00 P-65 629.50 0.26 7.10 0.75 1.44 3.78 . N~• ~ N
24x36NCDOT-CB PIPE ACRES 010CFS Q10CFS IN OUT IN C&170 675.42 0.09 7.10 0.95 0.61 0.61 2•~ DI.57 682,60 656.00 0.33 7.10 0.65 1.54 1.54 3.44 18"ADS 3.76 63029 629.61 15 32 0.016 6.3 15" RCP ~ d• Q P•64 629.50 829.E
P•17D 669.50 66820 0.61 669.81 668.54 15 85 0.015 2.25 15' RCP P-57 656.00 653.00 1,54 656.49 653.31 15 101 a'0 13.31 15 101 0.030 6.37 15" RCP CI.63 636.10 629.00 P$6 626.00 0.26 7.10 0.75 1.45 19.33 7.26 4' CI O N ~ N X
C&17C 675.42 668.20 P•17D 668.00 0.10 7.10 0.95 0.68 1.26 3.24 24x36 NCDOT-CB ~J~ 3.99 4' CI 629.00 P-64 J 0) J O)
15' HDPE DI-~ 657.90 653.00 P•57 651.00 0.29 7.10 0.7 0.96 2.47 P-17C 668.00 663.20 1.26 668.44 663.93 15 134 0.038 1.71 P•56 651.00 650.00 2.47 651.63 650.41 15 35 " CP 4"RCP ZJ 10.41 15 35 0.029 7.03 15 R p$3 626.00 622.00 19.33 627.58 622.99 24 133 0.030 12.41 2
DI.176 668.50 663.20 P•17C 663.00 0.49 7.10 0.65 2284i 3.37 q.45 24' SO DI CI.55 657,43 650.00 P-56 648.00 0.28 7.10 0.7 0.91 3.36 =~Z~ 4.16 4' CI 3.3 24"x 48" DITCH ~ DI$2 628.80 624.00 0.29 7.10 0.65 1.34 1.34 W W O W
P•11B 663.00 658.75 3.37 663.74 659.79 15 191 0.022 3.09 15' HDPE P-55 648.00 645.00 3.36 648.70 645.42 18 88 15.42 18 88 0.034 823 18' RCP 1.34 624.46 623.39 15 105 0.010 4.08 15" HDPE ~ a Z (7 Z P-62 824,00 623.00 ~ Q O J O
DI.17A 661.70 658.75 P•17B 658.55 0.73 6.66 0.65 3.18 6.42 525 24' x 48" DITCH DI-54 BIp.80 646.00 028 7.10 0.65 1.26 1.28 3.25 18' ADS CI-61 630.01 623.00 P•62 822.50 0.24 7.10 0.75 1.38 2.68 4.1 4' CI rrnn Z 2 = W =
p-17A 658.55 657.70 6.42 659.53 658.70 18 103 0.008 5.10 18' RCP P•54 646.00 645.10 1.28 646.45 645.49 15 106 v~ U a a 15.49 15 106 0.008 3.86 15"HDPE P.61 622.50 622.00 2.68 623.16 622,84 15 32 0.016 3.04 15" RCP p W p W
DI.17 664.20 657.70 P-17A 657.50 028 7.10 0.7 1.30 7.53 4.95 24 x 36 DI 3.87 4' CI 0.2 7.10 0.75 1.38 22.97 6.77 4' CI M W O W CI.60 830.00 622.00 P-63 820.50 M
,gg 24' RCP CI.53 853,33 645.10 P-54 644.40 021 7.10 0.7 1.01 2.24 P-17 657.50 657.00 7.53 658.48 658,50 24 32 0.016 2 P-53 844.40 644.10 224 645.00 644.62 15 33 4.68 15' RCP ~j,~ ~ ~ ~ F 14.62 15 33 0.009 622.00 P•61
CI.16 664.03 655.00 P•19 654.00 0.15 0.78 0.72 20.58 7.52 4' CI CI.52 85341 845.00 P-55 643.00 0.21 7.10 OJ 0.98 6.51 5.28 4' CI p$p 62050 618.40 22.97 622.13 621,34 30 117 0.009 5.63 30"HDPE
9 656.00 P•18 844.10 P•53 DI.59 832.80 624.00 0.3 7.10 0.65 1,49 1.49 3.40 24"x46' DITCH
657.00 P•17 P-52 643.00 642.30 6.51 643.99 643.03 18 13.03 18 36 0.019 7.62 18' RCP P•59 624.00 620.00 1.49 624.48 62134 15 45 0.089 1.22 15"HDPE
P-16 654.00 65025 20.58 655.63 651.42 24 187 0.020 10.83 24' RCP 5.49 4' CI MH•58 623.00 619.40 P•60 619.00 24.05 6.90 PRECAST MH
~ 24' SO DI CI.51 850.00 642.30 P•52 641.00 0.10 7.10 0.65 0.68 7,15 8 DI.36A 662.80 65625 0.48 7.10 0,65 2.23 223 3•~ P-51 841.00 640.00 7.15 842.04 640.90 16 97 10.90 16 97 0.010 6.47 18' RCP 620.00 PS9 N
P-36A 656.25 655.40 2.23 656.85 656.08 15 103 0.008 3.25 15' RCP DI.50 64820 642.50 029 7.10 0.65 1.37 1 ~i7 3.32 24" x 48' DITCH p.JB 619.00 618.50 24.05 620.67 619.81 30 26 0.018 9.27 30"HDPE ~ o~
DI.36 663.80 655.40 P•36A 655.20 020 7.10 0.65 0.93 3,11 4,32 24X36 DI P-50 842.50 642.00 1.37 642.96 642.33 15 25 12.33 15 25 0.020 5.27 15" RCP FES-58A 623.00 618.50 P-58 818.50 24.05 30 9.27 30" FES
655.20 654.60 3.11 655.91 65522 15 83 0.010 5.12 15" RCP P-36 DI.49 851.50 646.00 0.1 7.10 0.7 0.5 2.49 1 B" ADS
654.40 0.18 7.10 0.65 0.65 3.73 4.63 4' CI CI.35 662.00 654.80 P•36 P-49 646.00 645.00 0.50 646.28 645.20 15 3.98 15"HDPE ~ N 15.20 15 51 0.020 Z Z
P-35 654.40 654.00 3.73 655.18 654.92 15 36 0.011 3.86 15' RCP CI.48 852,00 645.60 0.24 7.10 0.7 0.6 0.8 2.84 4'CI DOWN PIPE PIPE PIPE to ~ Z ~
CI-34 661.38 654.00 P-35 653.80 0.33 7.10 0.65 0.98 4.68 5.09 4'CI P-48 645.80 645.00 0.8 645.95 645.25 15 32 STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION Z ~ Q fA 15.25 15 32 0.019 4,48 15' RCP P1pE ACRES 010 CFS 410 CFS IN OUT IN fT FTIFT FTISEC W O
P-34 653.80 652.75 4.68 654.68 653.81 15 109 0.008 4,80 15' RCP 3.77 4'CI ~ W ~ ~
24X36 DI CI-47 852.00 645.00 P•49 642.50 0.40 7.10 0.70 1.16 2.44 DI.33 658.00 652.75 P•34 652.55 0.15 7.10 0.55 0.59 5.19 a•~ 645.00 P-48 B 3.50 619.00 6.6 7.10 0.5 23.62 23.62 6.65 HEADWALL U Q N HW-81 2
P-33 652.55 65125 5.19 653.61 652.27 18 274 0.005 4.08 18' RCP P-47 642.50 641.00 2.44 643.09 641.48 18 138 .98 18' RCP U m LU 11.48 18 138 0.011 4 p$1 618.00 808.00 23.62 620.65 608.62 30 176 0,063 16.97 30" RCP w ~ 0
DI.32 656.00 651.25 P-33 651.05 0.74 7.10 0.55 2.91 T.71 4.99 24' x 48' DITCH 7.10 4' CI RI.gO 818.00 BMP 813.00 1 0,65 4.65 28.4 7.43 4' RI
2M RCP CI-46 619.18 640.00 P•51 635.50 0.10 7.10 0.65 0.77 11.50 P•32 651.05 650.40 T.71 852.04 851.6c. 24 126 0.005 3.80 842.00 P•50 8.4 614.82 613.58 30 59 0.025 6.51 30' RCP ~ O P-BO 813.00 811.50 2 \ ~
DI.31 658.00 650.40 P•32 65020 0.74 7.10 0.55 2.91 10.23 5.48 24'x48' DITCH 84100 P•47 YI.79 817.50 811.50 P$0 811.00 0 0 0 28.24 7.11 4' YI ~o N QQ
P•31 65020 649.35 10.23 651.35 650.48 24 175 0.006 5.32 24' RCP P•46 63550 634.50 11.50 638.79 635.53 18 52 15.53 18 52 0.019 8.87 18" RCP p.79 611,00 610.00 28.21 612.18 611.34 30 51 0.020 10.52 30' RCP O N
649.15 0.45 7.1 D 0.55 1.77 11.60 4.12 21' x 48' DITCH DI-30 656.50 649.35 P-31 CI-45 848,80 634.50 P-46 634.00 0.31 7.10 0.70 2.78 ;14.12 824 4' CI CI.78 617.00 610.00 P-79 608.50 D.4 7.10 0.75 2.15 30.07 8.9 4' CI ~ N Q
P-30 649.15 648.75 11.60 650.24 650.34 36 89 0.005 3.05 38' RCP P-45 834.00 631.00 14.12 635.35 631.94 24 155 11.94 24 155 0.019 9.75 24"HDPE p.7g 608.50 608.00 30.07 610.28 609.37 36 27 0.019 9.52 36' RCP 2
DI-29 656.50 648.75 P-30 648.55 0.11 7.10 0.65 0.51 11.91 2.85 24' x 48' DITCH CI.43 B/p.00 642.80 0.22 7.10 0.70 0.77 0.77 2.81 4' CI DI.77 817.00 608.00 P-18 803.85 0.3 7.10 0.75 1.61 52.74 7,98 24'x36" DI }
P•29 646.55 648.30 11.91 65027 6502 36 43 0.006 2.42 38" RCP P-43 642.80 642.00 ~ 0.77 642.94 642.25 i5 32 12.25 i5 32 0.019 4.43 15' RCP gpg.DD P$1 m
CI.15 659.00 650.25 P•i6 647.40 0.15 0.78 0.78 32.13 5.22 4'CI DI.42A 848.20 0.10 7.10 0.85 0.47 0.47 2.45 18" ADS p.77 603.85 803,00 52.74 606.12 60524 42 169 0.005 8.11 42' RCP W
648.30 P-29 P-42A 641.80 641.40 0.47 642.07 641.85 15 11.85 15 36 0.011 1.18 15' HDPE W&77q 608.00 602.00 P-77 802,00 52.74 42 8.11 WB ~ JM
p-ig 647.40 647.20 32.13 649.84 649.81 36 34 0.006 4.92 36' RCP 4' CI ~ W 3.48
24'SQDI CI.42 848.46 642.00 P-43 64120 0.10 7.10 0.65 0.39 1,61 DI.14A 658.50 652.00 1.48 0.65 6.36 6.38 5.24 P-42 641.20 639.60 ~ 1.61 641.70 639.96 15 85 19.96 15 85 0.019 5.48 15" RCP
p-tqA 652.00 651.25 6.38 652.96 652.15 18 93 0.008 5.73 18" RCP DI.44 847.50 641.50 029 7.10 0.65 1.37 1,37 PIPE PIPE PIPE 3.32 24' HDPE DOWN STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION LU ~ W
DI.14 660.20 65125 P-14A 650.00 025 0.78 1.40 7.59 5,64 24' x 36" DI P-44 841.50 640.00 1.37 641.96 640.39 15 143 15' RCP ACRES 010 CFS 010 CFS IN OUT IN FT FTIFT FTISEC I 10.39 15 143 0.010 425 PIPE M1 Q 0
P•14 650.00 649.30 7.59 651.07 65025 18 71 0.010 6.44 18" RCP CI.41 646.01 639.60 P•42 638.50 0.40 7.10 0.78 3.22 6.07 5.79 I ~ F- Q "
CI.13 658.72 649.30 P-14 647.00 0.34 0.70 1.06 40.07 7.62 4'CI 640.00 P-44 HW-82 80900 605.00 1.4 7.10 0.65 7.52 7.52 5.62 HEADWALL ~ VJ Z
647.20 P•15 _ P-41 638.50 633.00 6.07 638.00 632.35 1 114 f2.35 15 114 0.052 4.94 15' HDPE p$2 B05,DD 604.00 7.52 605.99 604.81 18 84 0.011905 6.92 18' RCP ~ 8
-13 647.00 64625 40.07 649.09 648.31 36 144 0.005 7.74 38' RCP P 7 24X36 DI P-82 604.00 7.52 18 6.92 ENDWALL .56 EW82A 609.00 604.00
>0 24X36 DI DI.40 634.00 631.00 P-45 630.00 0.26 7.10 0.65 1.21 DI.9 655.50 650.85 0.16 0.78 1.07 1.07 3•~ 633.00 P•41 o~ 0 Z
p-g 650.65 650.45 1.07 651.26 651.00 15 76 0.005 2.07 15" RCP P•40 630.00 627.50 20.96 631.64 628.69 24 126 ?8.69 24 126 0.020 10.75 24"HDPE ~ 0] Q
CI-8 657.97 650.65 024 0.78 0.86 0.86 2.90 4' CI MH-39 632.00 627.50 P•40 624.95 20.78 7.55 PRECAST MH HW-83 609.50 606.50 0.3 7.10 0.70 1.50 1.5 3.41 15" FES O 0 ~
p-g 650.70 650.35 0,86 651.06 651.00 15 32 0,011 1.34 15' RCP P-39 624.95 624.00 20.78 626.58 625.19 24 35 25.19 24 35 0.027 10.61 24"HDPE p.83 606,50 606,00 1.5 606.99 606.40 15 47 0.010638 4.39 15" RCP
8~ CI.7 657.91 650.45 P•9 650.25 0.14 0.78 0.57 2.46 3.78 4' CI FES-39A 828.00 624.00 P-39 624.00 6.66 20.78 24 24 10.61 24' FES FES-83A 608.50 606.00 P-83 606.00 1.5 15 4.39 15' FES
650.35 P-8
p-7 650.10 649.70 2.46 650.84 650.68 18 106 0.005 2,02 18" RCP ~ RI.91 623.75 BMP 61925 0 0 0 29.48 7.57 5' RI
MH-6 658.70 65025 P-7 649.50 0.90 0.78 5.02 723 4.88 PRE•CASTMH P•91 619.25 618.50 29.46 621.10 620.02 30 62 20.02 30 62 0.012 9.41 30' RCP
P-6 649.50 648.70 723 650.45 649.85 24 129 0.006 3.88 24" RCP FES•91A 623.00 618.50 P•91 618.00 29.48 30 b,~ 2.94 4' CI 30 9.41 30' FES
CI-5 658.83 649.85 0.26 0.78 0.90 0.90 NOTES: ~ ,
- 649.50 0.90 650.22 649.81 15 33 0.011 3.79 15'RCP DESCRIPTION LEGEND P 5 649.85 T ~ ~ 1~ • _ ,1.
CI-0 659.00 648.70 P-6 648.50 0.22 7.10 0.76 0.80 8.70 5.19 4'CI ~ 18"ADS =18" ROUND HEAVY DUTY PVCINYLOPLAST n' Y'. !Y v 1. ELEVATIONS INDICATE TOP OF CURB BACK FOR ~i
648.50 P-5 T & ATCH BASINS. TOP ELEVATIONS CURB INLE S C ~
24" RCP 24" SQ DI = 24" x 24"FRAME & GRATE DROP INLET p q 648 r~ 847,95 8.70 649.55 649.15 24 108 0.005 4.43 - P F RATE FOR DROP INLETS AND TOP INDICATE TO 0 G 1~rr~,;,.
3.4D GRATED FES 24" x 36" DI - 24" x 36"HEAVY TRAFFIC, PER-CAST CONCRETE DROP INLET HW12 652.50 650.15 0.31 7.10 0.70 1.55 1.55 S 3. 9 15' RCP X" x X"DITCH = NCDOT STANDARD DITCH INLET WITH CONCAVE GRATE, NCDOT 840.22 )OT 840.22 OF WEIRISPILLWAY FOR YARD INLETS.
p.12 650.15 649.50 1.55 650.65 650.01 15 126 O.D05 2 - U
3.73 24'x24" DITCH 4' CI -CITY OF MEBANE STANDARD CURB INLET, SEE DETAIL SHEETS m„ DI.11 652.50 649.50 P-12 649.30 0.17 0.70 0.86 2.36 o
D.ooS 3a6 16' RCP RI =PRE-CAST C4NGRETE RISER INLET, SEE DETAIL SHEETS P•11 849,30 848.80 2,36 649,88 849,38 18 88 c ~o
.7q 24'x24'DITCH X" HDPE =HIGH DENSITY POLYETHYLENE PIPE, SMOOTH WALL INTERIOR DI-10 652.50 648.80 P-11 648.60 0,14 7.10 0.70 0.69 2.99 3 n1 L ~
0.005 1.s5 2a' HDPE X" RCP =REINFORCED CONCRETE PIPE, MINIMUM CLASS III P-10 648.60 648.05 2.99 64920 649.17 24 106 1i/ G U ~
1.a1 PRE•CASTMH X' YI =PRE-CAST CONCRETE SQUARE YARD INLET WITH TRASH PACK. MH•3A 655.10 648.05 P-10 647.90 2.91 ~i L O U
649.10 649.15 24 48 DD5 1.15 24' HDPE WB =WEIR BOX OUTLET, SEE DETAIL SHEET P-3A 647,90 647.65 2.91 0 y
3,36 4'cl 24"x36" NCDOT CB=NCDOT STANDARD CATCH BASIN, NCDOT 840,03 ~ CI.3 657.20 647.95 P•4 647.50 022 7.10 0.78 1.65 12.79 J Z
648.00 P•3A ~ v c
647.40 647.10 12.19 648.99 649.00 36 57 0.005 2,71 38" RCP P-3 ITS o 0 .n a~
CI.2 654.79 647.20 P•3 647.00 021 7.10 0.78 1.06 13.59 2.70 4'CI
p-2 647.00 646.60 13.59 648.91 648.91 36 32 0.006 2.44 38' RCP
CI.1 654.82 646.80 P-2 646.05 028 7.10 0.78 1.00 46.93 7.62 4'CI
~ 646.25 P•13 S - G a
p-1 646.05 645.65 46.93 648.19 647.62 42 67 0.006 8.40 42" RCP 0 ~ D C
FES•1A 652.00 645.65 P-1 645.65 46.93 42 8.40 42" FES 1
1 . o 1. . E Q Foss
Q.0 ~4 S - P. Q
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SEE SHEET C6.4 FOR DISSIPATOR AND SEDIMENT TRAP = ~ p
INFORMATION. cn

SEEDBED PREPARE PREPARATION ~o}N °oa°' v
SEEDING SCHEDULE 1. CHISEL COMPACTED AREAS AND SPREAD TOI H OVER _ ` m n 3 m AND SPREAD TOPSOIL 3 INC ES DEEP
~ ~ ADVERSE SOIL CONDITIONS, IF AVAILABLE. MINIMUM REQUIREMENTS FOR SLOPE STABILIZATI N 2. RIP THE ENURE AREA TO 6 INCHES DEPTH. IF AVAILABLE. ~ ~ ~ ° ° a INCHES DEPTH. - - ` ~ I . - ~
STABILIZED WITH GRASS 3:1 AND FLATTER CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR 3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTF V SOOTS, AND OTHER OBSTRUCTIONS LEAVING
STABILIZED WITH SHRUBS OR VINES 3:1 TO 2:1 ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF SURFACE REASONABLY SMOOTH AND UNIFOI 0TH AND UNIFORM. , ~ ~ 3 FERTILIZER, AND SUPERPHOSPHATE - I-' ~
STABILIZED WITH RIPRAP 2:1 TO 1,5:1 DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4. APPLY AGRICULTURAL LIME, FERTILIZER, ANC STABILIZED WITH RETAINING WSQEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE. UNIFORMLY AND MIX WITH SOIL (SEE BELOW >OIL SEE BELOW"' , J~ ^ ~
* _ IRED PERMANENT 5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZE WELL-PULVERIZED, FIRM, REASONABLY ~ L.._ ~ , ~ , ~ ~ 4RED 4 TO 6 INCHES DEEP. / / , , ~ / ~~,v v
DATE TYPE PLANTING RATE TEMPORARY RESEED ACCORDING TO OPTIMUM SEASON FOR DES UNIFORM SEEDBED IS PREPARED 4 TO 6 IN VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT 6. SEED ON A FRESHLY PREPARED SEEDBED A ,RED SEEDBED AND COVER SEED LIGHTLY / f~ \
AUG. 15 -NOV. 1 TALL FESCUE 300 LBS./ACRE BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPACK AI iR CULTIPACK AFTER SEEDING. / ! ~ -~J - _ \ ~ \ SEEDING AND ANCHOR MULCH. ~ ~ - ~ ~ ~ I ~ I ~
NOV. 1 -MAR. i TALL FESCUE 300 LBS./ACRE 7. MULCH IMMEDIATELY AFTER SEEDING AND AI & ABRUZZI RYE 25 LBS,/ACRE 8, INSPECT ALL SEEDED AREAS AND MAKE NEf ESSARY REPAIRS OR / ~ ~ i i AND MAKE NEC / / ~ i I ~ i l
MAR, 1 -APR, 15 TALL FESCUE 300 LESS,/ACRE RESEEDINGS WITHIN THE PLANTING SEASON, 4Ni1NG SEASON, IF POSSIBLE, IF STAND / l ~ v ~ ~ I ~ ~ ~ / AGED, REESTABLISH FOLLOWING ORIGINAL ~ / ~ s ~ .l,.~L I / , ~
APR. 15 -JUN. 30 HULLED COMMON BERMUDAGRASS 25 LBS,/ACRE SHEET C5.1 FOR EROSION CONTROL SHOULD BE OVER 60~ DAMAGED, REESTABL SEE LNG RATES. JUL. i -AUG. 15 TALL FESCUE ANO 125 LBS./ACRE LIME, FERTILIZER AND SEED ING RATES. ~ i / / ~ - ~ / / /
***BROWNTOP MILLET 35 LBS./ACRE TR U C TI 0 N SEQUENCE N 0 TE S 9. CONSULT CONSERVATION INSPECTOR ON MAI AND CONS MAINTENANCE TREATMENT AND i / / l / / ~ ~ ~ ' 1 ! I j l l ~PECTOR ON ~ / / ~ ~ ~ I f J 4NENT COVER IS ESTABLISHED. ~ , / i ~ i , ~ 1 1 _
***OR SORGHUM- SUDAN HYBRIDS 30 LBS,/ACRE FERTILIZATION AFTER PERMANENT COVER IS ~ / ~ ~ 1 ~ /
SLOPES (3:1 TO 2:1) * APPLY; AGRICULTURAL LIMESTONE - 3 TONS N ACRE ' / ' ~ / / ~ ~ J 1 r TONE - 3 TO S/ ~ / ~ ~ l / NALYSIS ATS00 - 1,000 LBS./ACRE , / / / J
FERTILIZER - 10 - 10 - 10 ANALYSIS AT800 MAR. 1 -JUN. 1 SERICEA LESPEDEZA (SCARIFIED) 50 LBS./ACRE SUPERPHOSPHATE - 500 LESS,/ACRE OF 20~ PRATE ~ ~ / / / / ~ /ACRE OF 20~ ANALYSIS SUPERPHOS I /
AND MULCH - 2 TONS (APPROX. 80 BALES) SMALL ~ ~ DIVERSION N BALES SMALL GRAIN STRAW ACRE - ~ Q / _ ~
MAR. 1 -APR, 15 ADD TALL FESCUE 120 LBS./ACRE 10 LBS, ACRE _ _ _ _ _ ~ z ANCHOR -TACK WITH LIQUID ASPHALT AT 40f MAR. 1 -JUN. 30 OR ADD WEEPING LOVEGRAS5 / _ ; ~ BEM LSIFIED J+SP~HA~T T 300 GALLONS/ACRE, / DITCH TYP. - Z N ASPHALT AT 400 GALLONS/ACRE OR / ~ iALLONS/ACRE, ~ J ? / ~ ~
- UN. 30 OR ADD HULLED COMMON BERMUDAGRASS 25 LBS./ACRE ; , MAR. 1 J ~ v ~ v v v v~ 1 lr / /l / a4 J i` J _ ~ ~ ~ 'C ~ ~ / I j I ~ ~ 1
JUN. 1 -SEP. 1 ***TALL FESCUE AND 120 LBS./ACRE I~ - 35 LBS. ACRE I ~`4*'"' ~ v v v - BROWN MILLET / ~ ~ ( ~ < < ~ ~ ~ ~ ~ ~ ~ v v ~ ~ ~ i ~ U
HYBRIDS 30 LBS, ACRE ~ ~ \ II OR SORGHUM- SUDAN / I ' \I ~ ~ , ` ~ ' \
- NSCARIFIED 70 LBS. ACRE ~ ~ I ~ ~ ~ ~ SEP. 1 -MAR. 1 SERICEA LESPEDEZA (HULLED U ) / ~ J~ ; , I x,111 _ \ ~ \ ~ " AND TALL FESCUE 120 LBS./ACRE ` ~ ~ I; I ~iilll ~ ~ ~ ` ~ , ~ ~ / / ' ~ ~ 0
NOV. 1 -MAR. 1 ADD ABRUZZI RYE 25 LBS./ACRE t I ii I ~ i v ~~;v ~ ~ ~ ~ ~ ~ ~ r W z ~ ~ ~ \ \ ~ i Z Q _ -
SKIMMER ~HI , v ~ . I ~ ~ I \ ` s ~ i DRAINAGE AREA=0.6 AC Illll v ~ ~ ~ - 1 ~A 0 I V ~ z ~ / / \ Z 0 Z
;v I ~ ~l' ~ v-` - ~ ' - - - @OTTOM EL=644.00 ~ %111 ~ ~ ~ ~ v _ - I ~ ~ \ ~ ~ V~ _ ' ~ EL ~ ~ 4~Y5 f z - , - fi I I ~ W- rl-d
~ - ~ _ , - ~ ~ ~ SILT CREST EL=647.00 , _SEE SHEET ,CS.~ FOR IDETA LED
~ ~ ~ - _ KM ~T ~IENT - - ~ FENCE TYP.) TOP EL 648.00 , EM@AN EN / 1-, ~ ~ ~ ~ z_- / ~ / v 1 a ~
TOP DIM.=40 L x 63 W - , . _CONSTRUCTION ~U~ICE i - I ~ Q N 1 / W \ ` CONSTRUCTED L w
- ~ SEE S EE 4R- ~ , - ' - DIS TAR- / ~ N \ ~ ~ W SIPA ~ P 1 WETLAND / I ~ ~ ~ ~ .c
- i _ ` ~ ~ ~ ~ ~ ? _ DETAILS-- - - , , , I ~ ~ ~ _ ~ _ _ _ _ PAS ~ - _ ~ DRAINAGE AREA=S.fi AC ~ ~ .3
<~; ~ ~ \ ~ ~RiVE~RSKNV DIKE" - - - - - ~ ~ ~ - - ~ \ ~ - 111~- _ _ _ ~ pE- Z / / - _ \ ~ BOTTOM EL 642.50 ~
\11 ~ T ~ ~ ~ ~ _ ~ i ,SIN- - ~ ~ - ~ ~ / ~ I CREST EL 647.25 ~ ~
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C( 1. CONSTRUCTION SEQUENCE EROSION CONTROL NOTES 1. OBTAIN ALL PERMITS NECESSARY TO START AND COMPLETE THE PROJECT, OBTAIN LAND
. DI DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1, A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE
DI' DISTURBING ACTIVITY, EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR 2. PRIOR TO CONSTRUCTION ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS, CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SEQUENCE, DIVERGING FROM
v ~ 2. N ~ Er ENGINEER FOR CLARIFICATIONS, IF NEEDED. THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A
o Ui~ 3. 3. FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES. P05SIBLE VIOLATION. 4. INSTALL RAIN GAUGE AND RURAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2, LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSION CONTROL INSPECTOR MAY
I I ~ ~ ZQa ~ Lo 5. 5. PRIOR TO CONSTRUCTION ACTIVITIES, SCHEDULE ON-SITE MEETING WITH EROSION CONTROL REQUEST MODIFICATIONS TO THE PLAN, PRIOR TO fMPLEMENTATION, THE CONTRACTOR SHALL FORWARD
v o c o ~ o^ IN INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR. VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION. UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUCTION SEQUENCE, AND NPDES STORMWATER 3, NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. IN
! ~ Boa \ o~ Ur ~ . ~ N 1 '•Z _ PE PERMIT REPORTING REQUIREMENTS. ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWATER DISCHARGE OUTFACES
~ .c ~ ~ vim ~ aQm~ 6. 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (SDOS) SHALL BE INSPECTED BY THE CONTRACTOR. INSPECTIONS SHALL BE PERFORMED BY THE INDICATED ON THE PLANS. PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT
000 ~?o ~ o o ~ INI o a cn,v PF PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWATER A MINIMUM. ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE CORRECTED IMMEDIATELY. PERSISTENT
`0 a, v ~ Ol OUTFACE SEDIMENT TRAPS. MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION.
000 ~ ~ ~z ~S 4. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. THE EC PHASE A REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR. REPORT
1. PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADING OF THE SITE, CONSTRUCTION OF COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO THE OWNER CULVERTS, THE STORM COLLECTION SYSTEM, UTILITIES, AND RETAINING WALLS. PRIOR TO ANY AND ENGINEER,
GRADING OPERATIONS, CONSTRUCT AND STABILIZE ALL THE SITE BMPS (TO FUNCTION AS TEMPORARY 5. AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TO CONSTRUCTION
V ~ ~ ~ iii// \ \ \ / ~ ~ ~ ~ SE Op p iii ~ ~ \ SEDIMENT TRAPS), INDICATED PORTIONS OF THE STORMWATER COLLECTION SYSTEM (AT A MINIMUM), ACTIVITIES. THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUREMENTS RECORDED
AND THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT, ~ ~ RESPECTIVELY, 6. COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES.
2. UPON INSTALLATION OF THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7. DENUDED SURFACE OF THE SITE SHALL BE LIMITED TO A MAXIMUM OF 20 ACRES AT ANY TIME. n
~ ~ i / i ~ I I' I I SC SCHEDULE AN INSPECTION WITH THE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CONTRACTOR SHALL UT1lIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA, N THE OUNTY I T R ADING OPERATIONS MAY COMMENCE. 8. ANY AR F Z C NSPEC 0 , GR EAS LE T IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN ACCORDANCE WITH ~ ~ r•
~ ~ ~ / ~ J 1 1 I ;I I \ ) \I TH 3. HARVEST ANY TIMBER. COUNTY STANDARDS. ~ N
4. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY p DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. CHECKS AMYBE RIP-RAP, TRIANGULARS, SILT DIKES, GEORIDGES, OR AS APPROVED BY THE ENGINEER.
/ / / / v ..l y v v v V A ,1 I \ 5. ~ ~ I / y \ ~ \ 5. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY, DIVERSION
! ; . ti; I \ \ \ ~ I ~ ~ v 1 / I 1 , A ~ v v s. ACCORDANCE WITH COUNTY STANDARDS, DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES, rrnn U VJ 6. PERFORM GRADING OPERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11. ALL TYPE-B SEDIMENT TRAPS SHALL INCLUDE BAFFLES AND SKIMMERS, BAFFLES AND SKIMMERS SHALL
~ ! I I II I I ~ ~ \ / ~ z III ! ,I / J \ ~ _ ~ ~I ) ~ ~ \ \ RE 111'x. I / ~ r~ ~SSIPA~OR - _ ~:I ~ ~ ~ A \ REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS COUNTY STANDARDS AND STATE BE SIZED ACCORDING TO THE INFORMATION INCLUD ~ ~ U ED ON THE TABLES. W
~ , ' ~ I I I I,I I I / G PAD ~ / J~~ / ~ 1 ST m - ~ ~ I~I ~ / ( ~ ) ~ ~ ~ / FAIR b1~ ~ STANDARDS. 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT W 0 PH TRAPS. PAINT MARKS SHALL BE PLACED ON THE POSTS AT ELEVATI N REPR TIN Z z ~
/ ~ 1 ~ / \ / / ~ \ ~ MM TIED 1. 1. AS MASS GRADING AND RETAINING WALL CONSTRUCTION PROGRESS, COMPLETED AREAS OF 0 S ESEN G HALF THE W O STORAGE VOLUME OF THE DEVICE, WITH A MINIMUM ONE-FOOT BELOW THE WEIR CREST. I Z
/ ~ I~ ~ ~ / / / ~ ~ ~ ~ 1 ~ ~ _ PIQE ~ THE SITE SHALL BE PERMANENTLY STABILIZED. 13. SEDIMENT TRAP MAINTENANCE SHALL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE ~ 2, EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS THEY LEVEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS, TRAPS SHALL BE W ~ W d
DIRECTLY INTERFERE WITH CONSTRUCTION OF BUILDING PADS AND ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDITION. ~ W
/ PAD N8 I / I ~ / i IN' / t I l INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS AND INLET 14. INLET PROTECTION SHALL BE INSTA A 3. ^ PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL LLED ROUND STRUCTURES AND OPEN PIPES AT THE END OF EACH a ~ ao
~ ~ J .e I ~ / I l ~ RE WORK DAY. ' ~ 0 ~ REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. 15. EROSION CONTROL MEASURES SHALL B IN P ~
~ I~ i 1 3. AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS E S ECTED BY THE CONTRACTOR DAILY. EACH DEVICE IS TO N X„ , BE RESTORED TO THE DESIGN CONDITION ONCE SEDIMENT ACCUMULATION HAS REACHED HALF OF THE W W X
I , III ~ ro ~ I ES I ~ I 1111 OISSIPATOR/ I ~ . a ~ _ - ~ v TH ESTABLISHED, THE STORM COLLECTION SYSTEM SHALL BE THOROUGHLY CLEANED, STARTING AT Q Q THE UPPERMOST REA H CAPACITY OF THE DEVICE. W W C ES 16. CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF y-~S
I: III M / PAD /e ~ ~ ~ ~ ~ • ONSTRUCTED WETLAND 3 ~ ~ 1 i t 1„ I o , ~ ~ ~ o M 4. I I I s / / ~ ~ / / lt'.6 ~ = 4 N 4. AS UPPER REACHES OF THE SITE ARE COMPLETED, THE CONTRACTOR SHALL REQUEST EACH DAY. ~ W -N .NON
I { ~ _ _ / / o _ ;-DRAINAGE AREA 2.1 AC v IN, , I I /CHE ~ ~ ~ / - ~ ~ 1 I ' / ~ ~ ~ / ; ~ a' 1 - BOTTOM EL=fi15.50 ~ a sk INSPECTION AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED, ~ Q T H AT10NS SHALL BE FORWARDED TO THE EN N R PRI SKE C ES OF THE MODIFIC GI EE OR TO 18. PROPOSED STORMWATER MANAGEMENT DEVICES BMPS SHALL BE MODIFIED TO TEMPORARY SEDIMENT Z Q ' 0 '
Illli D ,r / ~ / ~ RE I I / ~ ~ .~RE$T EL=618.75 REMOVAL. ~ ) ~ O'' TRAPS. INLET PROTECTION SHALL BE INSTALLED AROUND THE RISER INLETS AND SPILLWAYS. SKIMMERS X ~
~ ~ I o I' / / ~ ~ / / 1 _ o~ 5. I i'~ - i I I, / , E ER - ~ TOP EL=621.00 ~ su 5. UPON COMPLETION OF ALL CONSTRUCTION ACTIVITIES, ESTABLISHMENT OF PERMANENT _ ~ J SHALL BE INSTALLED TO DRAW DOWN PIPE OF THE RISER STRUCTURE. DEVICES SHALL BE CONVERTED TO ~ J ^J ^ SURFACE STABILIZATION, CLEANING OF THE STORM COLLECTION SYSTEM, THE CONTRACTOR FINAL PROPOSED CONDITION UPON STABILIZATION OF CONTRIBUTING GROUND SURFACES AND CLEANING OF J J W - ~
~ `u I I I I ~ - , 7 ' AY / ~ `TOP DIM.=130~L x 70'W ~ ro sH DISSIPATOR 1 ~ I h~ : I/ , i - / i ~ T , , - o . SHALL REQUEST A FINAL INSPECTION BY THE COUNTY EROSION CONTROL INSPECTOR. Z ~ THE STORM COLLECTION SYSTEM. 2 W ~
;,v / m i D 6, PAD 1s I ' 11~ ~ - ~ QLASS/ I' / / / I _ _ SEE SHEET C3.2 FOR DETAILS ~ 6, UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT TRAPS ANO 19. PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION SEQUENCE NOTED ~ J `~Z BMPS SHALL BE CONVERTED TO THE FINAL DESIGN CONDITIONS AND STABILIZED. ONCE ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. W W 0 W
- - ~ i RI RADA ~ ~ ~ 1 ~ , ~ ~ ~ - / ~ / ~ • I ~ ~ ST STABILIZED THE REMAINING PERIMETER EROSION CONTROL MEASURES MAY BE REMOVED AND a Z (9 Z 20. DIVERSION DITCHES SHALL INCLUDE CHECK DAMS AS NECESSARY TO PREVENT EROSIVE VELOCITIES, V! Q 0 J 0
I 1 ; / , , ~ / / ~ - AF VIII, 1 ' ~ ~ / / I ~ ~I' ' / / ~ ~ / / /j / / l ~ - AREAS RESTORED. rr~~ Z = _ _
,III'' i, _ / l~ - ~ ~ ~i / / PA ~ it I ~ ~ / / / ~ ~ _ _ _ v~ UaWa PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION p ~ W
IIII ~ - ~ ~ i ~ SE r `0 I ~ ~ ` - ~ ~ ~ ' ~ ' ~ , /i / ' / ~ / ~ UMIT$ 4E DISTURBANCE rJ J SEQUENCE NOTED ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM W
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SEEDBED PREPAR PREPARATION L o; M ° a~ v N ti ° o`
SEEDING SCHEDULE 1. CHISEL COMPACTED AREAS AND SPREAD T AND SPREAD TOPSOIL 3 INCHES DEEP OVER o ~ ro a 3 m
T I I N ADVERSE SOIL CONDITIONS, IF AVAILABLE. ,y~l r`iMUti~ RF~tIIRF~AFNTS FOR SL 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTF IF AVAILABLE. ~ ~ ° ° a
STABILIZED WITH GRASS 3:1 AND FLATTER CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR 3, REMOVE ALL LOOSE ROCK, ROOTS, AND 0' 6 INCHES DEPTH. ~ r ROOTS, AND OTHER OBSTRUCTIONS LEANNG , \ V
STABILIZED WITH SHRUBS OR VINES 3:1 TD 2:1 ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF SURFACE REASONABLY SMOOTH AND UNIF TOOTH AND UNIFORM. , 3'
STABILIZED WITH RIPRAP 2;1 TO 1,5:1 DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4, APPLY AGRICULIURAL LIME, FERTILIZER, At STABILIZED WITH RETAINING W$QEEPER THAN 1.5:1 LOCAL CONDIIIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE, UNIFORMLY AND MIX WITH SOIL (SEE BELC FERTILIZER, AND SUPERPHOSPHATE \ SOIL SEE BELOW* . y ' ~ ! ~
++*TEMPORARY -RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT 5. CONTINUE TILLAGE UNTIL AWELL-PULVERI; 1 WELL-PULVERIZED, FIRM, REASONABLY ~ , , ~ ` , \ \
DATE TYPE PLANTING RATE UNIFORM SEEDBED IS PREPARED 4 TO 6 I VEGETATION, DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12 IN HEIGHT 6. SEED ON A FRESHLY PREPARED SEEDBED PARED 4 TO 6 INCHES DEEP. ' / ~ V A \ 'ARED SEEDBED AND COVER SEED LIGHTLY ~ ~ ~ _ \ \ \
AUG. 15 - NOV, 1 TALL FESCUE 300 LBS./ACRE BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPACK OR CULTIPACK AFTER SEEDING. / i l \ ti \
NOV, 1 -MAR. 1 TALL FESCUE 300 LBS./ACRE 7. MULCH IMMEDIATELY AFTER SEEDING AND & ABRUZZI RYE 25 LBS./ACRE B. INSPECT ALL SEEDED AREAS AND MAKE N t SEEDING AND ANCHOR MULCH. / - ~ ~ ~ I I ~ I ~ ; ~S AND MAKE NECESSARY REPAIRS OR i - ~ ~ ~ , ~ i ~
MAR, 1 -APR. 15 TALL FESCUE 300 LBS./ACRE ~ RESEEDINGS WI11iIN THE PLANTING SEASOI 'CANTING SEASON, IF POSSIBLE. IF STAND / • , ~ - ~ ~ ~ ~ I ~ i ~
APR, 15 -JUN. 30 HULLED COMMON BERMUDAGRASS 25 LBS./ACRE SEE SHEET C 5.3 FOR E R 0 S I 0 N C 0 N TR 0 L SHOULD BE OVER 60Y6 DAMAGED, REESTAI ,MAGED, REESTABLISH FOLLOWING ORIGIN • / s ~ ~ J ; ~ ~ -~--LL. ~ .DING RATES, i / / / ~ ~ ~ ~ ~ J ~ J / ~
JUL. 1 -AUG. 15 TALL FESCUE AND 125 LBS,/ACRE UME, FERTILIZER AND SEEDING RATES, ***BROWNTOP MILLET 35 LBS,/ACRE AND CONSTRUCTION SEQUENCE NOTES 9. CONSULT CONSERVATION INSPECTOR ON M VSPECTOR ON MAINTENANCE TREATMENT ANO i / / / r ~ ~1 J / 1 J /
***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE FERTILIZATION AFTER PERMANENT COVER uIANENT COVER IS ESTABLISHED, / / / ~ i ~ ~ ~~r J J
SLOPES (3.1 TO 2:1) + APPLY: AGRICULTURAL LIMESTONE - 3 TOP :STONE 3 TONS/ACRE ~ / ~ ~ ~ ~ ~ ~ / ~ r
ANALYSIS AT800 - 1,000 CBS./ACRE / / \ ~ l 1 J
- 1 S RICEA LESPEDEZA SCARIFIED 50 LBS,/ACRE FERTILIZER - 10 - 10 - 10 ANALYSIS AT801 MAR. 1 JUN. E ( ) AND SUPERPHOSPHATE - 500 LBS./ACRE OF 20% AN Y IS SUPERPHOSPHATE , ~ ~ i / / ~ >,/ACRE OF 20% AL S I / a
MAR. 1 -APR. 15 ADD TALL FESCUE 120 LBS./ACRE MULCH - 2 TONS (APPROX. 80 BALES) SMAI GRAIN STRAW ACRE ' DIVERSION 80 BALES) SMALL / z Q A PHA T AT 400 GALLONS ACRE 0 / / / DITCH TYP. ~ Z N S L / ~ /
MAR. 1 -JUN. 30 OR ADD WEEPING LOVEGRASS 10 LBS./ACRE ~ _ ` _ _ - , `ANCHOR -TACK NRTH UOUID ASPHALT AT 4 _ RMUDAGRASS 25 LBS. ACRE _ MAR. 1 JUN. 30 OR ADD HULLED COMMON BE / - \ ~€~i LSIFIED~SP~HA~T eT; 30Q CLAL,~ONS/ACRE, \ ~ \ ~ ~ i ~ / / / ; i / ~ ~l CLAL~ONS/ACRE. ~ ~ _ . - , / / ~ ~ ~
JUN. 1 -SEP. 1 *+*TALL FESCUE AND 120 LBS./ACRE ~ ~ ~ ,v ~ ~ i~ ~ j
***BROWN MILLET 35 LBS./ACRE I ~ '~nr ~ ~ \ ~v v, ~ _ ~ ***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE ~I ~ I~ J \ ~ \ .e I ~ ~ vv ~ v ~ ~ ~ / 1~ ~ ~
o SEP. 1 -MAR. 1 SERICEA LESPEDEZA (HULLED-IMSCARIFIEO)70 LBS./ACREJ/ ~ (J I J ~ ~ ~ \ i \ ~ ~ / ~ I t ~ , ~ r, _ ~ J ? , - ,m_ W
~ AND TALL FESCUE 120 LBS./ACRE ~ X111 ~ _ , v v ~ ~ _ 25 LBS. ACRE ~ y JAI I i, I r ~ ~ ._A ~ NOV. 1 MAR. 1 ADD ABRUZZI RYE / _ I III ~ \ .v ~ . ~ - l ~ ~
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CONSTRUCTION SEQUENCE EROSION CONTROL NOTES 1. OBTAIN ALL PERMITS NECESSARY TO START AND COMPLETE THE PROJECT. OBTAIN LANG
DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1. A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE
DISTURBING ACTIVITY. EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR 2. PRIOR TO CONSTRUCTION ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS. CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SEQUENCE. DIVERGING FROM
a ~ ~ ~ ~ ~ ~ ~ ENGINEER FOR CLARIFICATIONS, IF NEEDED. THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A
m~ r~~ 3. FLAG DISTURBANCE LIMITS Of PROJECT, INCLUDING APPLICABLE PHASE LINES. POSSIBLE VIOLATION.
o ~ o ~ o` c; ~ 4. INSTALL RAIN GAUGE AND RURAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSION CONTROL INSPECTOR MAY 5. PRIOR TO CONSTRUCTION ACTIVITIES, SCHEDULE ON-SITE MEETING WITH EROSION CONTROL REQUEST MODIFICATIONS TO THE PLAN. PRIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD
v a "10 ~ ~ o 0 INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR. VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION.
~ ~~ti"~ Gov ~ ooti~ ~ I ~ a UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUC110N SEQUENCE, ANO NPDES STORMWATER 3. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. IN PERMIT REPORTING REQUIREMENTS. ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWAIER DISCHARGE OUIRALLS
. 0 O~ibm 'p~~N ` N i2_~ h m \ v N a 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (BOOS) SHALL BE INSPECTED BY THE CONTRACTOR. INSPECTIONS SHALL BE PERFORMED BY THE
INDICATED ON THE PLANS. PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWATER A MINIMUM. ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE CORRECTED IMMEDIATELY. PERSISTENT
D o ~a~~ vCQ7 c ~ gj X00. OUTFALL SEDIMENT TRAPS. MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION. 4. NPDES SITE INSPEC110NS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. THE
ooa o ~ Q0 ,i~ ~z EC PHASE A REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR. REPORT
1. PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADING OF THE SIZE, CONSTRUCTION Of COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE ANO DISTRIBUTED TO THE OWNER
CULVERTS, THE STORM COLLECTION SYSTEM, UTILITIES, AND RETAINING WALLS. PRIOR TO ANY AND ENGINEER. GRADING OPERATIONS, CONSTRUCT ANO STABILIZE ALL THE SITE BMPS (TO FUNC110N A5 TEMPORARY 5. AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TO CONSTRUCTION
~ a 0 0°, I o Q~ r I ~ SEDIMENT TRAPS), INDICATED PORTIONS OF THE STORMWATER COLLEC110N SYSTEM (AT A MINIMUM), ACTIVITIES. THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUREMENTS RECORDED
AND THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT. r. RESPECTIVELY. 6. COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES.
W 0 N iii ii + I 2. UPON INSTALLATION ~ THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7. DENUDED SURFACE OF THE SITE SHALL BE LIMITED TO A MAXIMUM OF 20 ACRES AT ANY TIME. N
SCHEDULE AN INSPECTION WITH 1HE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CONTRACTOR SHALL UTILIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA. z THE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. 8. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN ACCORDANCE WITH ~ ~
3. HARVEST ANY UMBER. COUNTY STANDARDS. ~ N
. J ~ , 4. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY ~ Q Z DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. CHECKS MAYBE RIP-RAP, TRIANGULARS, SILT DIKES, GOERIDGES, OR AS APPROVED BY THE ENGINEER.
10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. DIVERSION 5. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN r^ U
li ~ i/, ~ ~ \ . \ VAA A C RDANCE WITH COUNTY STANDARDS. DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. VJ CO I 6. PERFORM GRADING OPERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11. ALL TYPE-B SEDIMENT TRAPS SHALL INCLUDE BAFFLES AND SKIMMERS. BAFFLES AND SKIMMERS SHALL ~ ~ U
~ 1, ~ v ~ r I ~ ~ \ ~v vv l I .l I I ~ ~ ~ ~f \ ` PR PARAlION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STATE BE SIZED ACCORDING TO THE INFORMATION ON THE TABLES. W REPORT E 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT 0
' , 111! l ~ d/'- ~ aSSIPATOR ~ -j- : ~ .I. ~ ; ~ / / - 1 A ~ I I A i I,l I / ~ i ~ PAD ' ~ ~ / / / / F bT~I STANOAR S. ~ Z Z PH TRAPS. PAINT MARKS SHALL BE PLACED ON THE POSTS AT ELEVATIONS REPRESENTING HALF THE
I ~ ~ 1 / - TAINING WALL CONSTRUCTION PROGRESS COMPLETED AREAS OF W R T. W = 1. AS MASS GRADING AND RE STORAGE VOLUME OF THE DEVICE, WITH A MINIMUM ONE-FOOT BELOW THE EIR C ES Z 0 Z
e i ~ I / ~ l I ATV DOWN ~ ~ -~-------a--- ICI \ ~ 1 THE SITE SHALL BE PERMANENTLY STABILIZED. 13. SEDIMENT TRAP MAINTENANCE SHALL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE z _ r' 2. EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS 1HEY LEVEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS. TRAPS SHALL BE W _ ~ d
, PATOR ~ ~ ~ / DIRECTLY INTERFERE WITH CONSTRUCTION OF BUILDING PADS AND ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDITION. ~ W ~ Y ^
~ ~ I ) I INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS AND INLET 14. INLET PROTEC110N SHALL BE INSTALLED AROUND STRUCTURES AND OPEN PIPES AT THE END OF EACH rn O PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY.
f` ~ l Z~~?~~ REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. 15. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR DAILY. EACH DEVICE IS TO N • • WX
,Q . ~ / ~ / . I ~ r ~ - / ~ I: 3. AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS BE RESTORED TO 1HE DESIGN CONDI110N ONCE SEDIMENT ACCUMULATION HAS REACHED HALF Of THE W W QYYQ T R H Y AHED STARTING AT F- Q ESTABLISHED, THE STORM COLLECTION SYSTEM SHALL BE HO OUG L CLE CAPACITY OF THE DEVICE. _ LL W
'<,IIIII~ / ~ I ~ r I I ~ ~ { I)I DISSIPATOR~ I ~ ; : ~ ' ~ ~ c ao THE UPPERMOST REACHES. 16. CGNTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF ~ "3 "
' I I III ' ~ PAO #s / i ~ , • , V4ET POND~E3 o M Z N 4. AS UPPER REACHES OF THE SITE ARE COMPLETED, THE CONTRACTOR SHALL REQUEST EACH DAY. _c~ "c~
I 'Ills ~ I ~ ~ ° ' ~ ~ - A AREA=2.1 AC ~ " ~ 1u-, I I 1 _ a ~ . ~ ~ _ -DRAIN GE v . I 1 i - / i ~ - _ ~ ~ 11 I I CHE ~ ~ / r ~ o 1 ~ - ~ _ BOTTOM EL 615.50 ~ a INSPECTION AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. 0 Q SKETCHES OF THE MODIFICATIONS SHALL BE FORWARDED TO 1HE ENGINEER PRIOR TO IFI TO TEMPORARY SEDIMENT Z Q ' 0 18. PROPOSED STORMWATER MANAGEMENT DEVICES (BMPS) SHALL BE MOD ED 0 ~ Q ~
~ 1 , 11 I I, o / i ~ r ~ ~ = 1 .75 REMOVAL. TRAPS. INLET PROTEC110N SHALL BE INSTALLED AROUND 1HE RISER INLETS ANO SPILLWAYS. SKIMMERS X~ ~ L ~JO
. 11 I ~ ~ ~ ~ ~ _ _ CREST EL 6 8 $ I, I .I , ~ / 1 _ o IIII; i 'PlG - -TOP EL=621.00 5. UPON COMPLETION OF ALL CONSTRUCTION ACTIVITIES, ESTABLISHMENT OF PERMANENT SHALL BE INSTALLED TO DRAW DOWN PIPE OF THE STRUCTURE. DEVICES SHALL BE CONVERTED TO FNAL J ^J ^ SURFACE STABILIZATION, CLEANING OF THE STORM COLLEC110N SYSTEM, THE CONTRACTOR PROPOSED CONDITION UPON STABILIZATION OF CONTRIBUTING GROUND SURFACES AND CLEANING OF THE ~ ~ - ~
I l i I; , - , 7 i ; AY / ~ ?OP DIM.=130 L x 70 W 3 m Z ~ SHALL REQUEST A FINAL INSPEC110N BY THE COUNTY EROSION CONTROL INSPECTOR. STORM COLLECTION SYSTEM. = W Z ~
9 oISSIPATOR ~ , - . I ~ / ~ T , - o 0 1 1J 1j ~ ~ ti ~,es'' ~ ALAS ' ,SEE SHEET C3.2 FOR DETAILS 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT 1RAPS AND N TRUCTION SE ENCE NOTED ~ J I N CONDI110NS AND STABILIZED. ONCE 19. PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE COS QU W W 0 LLJ BMPS SHALL BE CONVERTED TO THE FINAL DES G ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. a Z Z
- ~ r ~ RI APB , STABILIZED 1HE REMAINING PERIMETER EROSION CONTROL MEASURES MAY BE REMOVED AND 20. DIVERSION DITCHES SHALL INCLUDE CHECK DAMS AS NECESSARY TO PREVENT EROSIVE VELOCITIES. VJ Q 0 J 0
l I R %i 11 1 i i i ~ ~ i~ AREAS RESTORED. z = I W = Ua a
i ~ ~I. y , I / II / l~ ~ i / ~ / ~ i ICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION O W O W PRIOR TO MODIF
P ~ ~ III 1 , m ~ - ~ ~ ~ ~i / ~ ~ ~ ~ UMIT$ OE .DIS~RBANCE NCE NOTED ON THE PLANS THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM M W O W SEQUE , M R W m F- ~ F- THE ENGINEE . SEE SHEET C5.2 FOR SEEDBED
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U)

SECTION A-A
N.T.S.
III I ~ V t 1 _ ~ ~ PROPOSED PROPOSED " ~ FINISHED q~ADE FINISHED GRADE
SKIMMER 3 dl I ~ ~ ` ` ~ _ _ _ _ _ - # I ~ " / /
DRAINAGE AREA-0.6 AC ,VIII ~ ~ ` V /
BOTTOM EL=644.00 , - ' I I I , ~ ~ , ` ~ ~ - - l- - FI~~BANKh'ENT~ SEDIMENT DIKE NOTES - SEE-SHEET C5.4 I R ,DETAILED ~ , ~ ~ _ _ _ _ ,y
CREST EL-647.00 I Q 1. THE FILL ELEVATION WITHIN THE SEDIMENT DIKE AREA WILL COME WITHIN 3 FEET OF THE TOP OF THE - I - ' ~ _ - - - _ ; t 2~ SEE SLOPE ~ - caNSTRUCnoN - ~ / NOTES ANO DETAIL
M NT CONSTRUCTION, TOP OF BERM SHALL BE A MINIMUM 12 TOP EL= ~ ~ EMBAN.KM~NT E~ MENT ~ ~ ' r THE EMBANK E BERM, AT ANY TIME DURING ~ ~ i M .
I WAYS SHALL BE FUNCTIONAL AT ALL TIMES, > "l / ` - - ~ FEET WIDE EMERGENCY SP LL - ~ - ~',0 UC ON S~ ,NCE ~ ' TOP DIM.-40 L ~ " ~ / / r E SILT EXISTING WD SILT ~ / / , .,,XISnNC FENCE ` ~ GRAOE FENCE
TTING ~ ' ' ~ 1 ~ ~ 1 2. BERM SHALL BE ADVANCED BY BENCHING BEYOND FINAL GRADE, PROPER COMPACTION, AND CU SEE SHEET C3.2 FQR- ' ; ` ~ , . ' , - ~ ~ i ~ DISSIP~TOR- NT ONSTRUCTION SHALL 8E CONTINUOUSLY MONITORED BY THE SOILS - _ ~ ~ .r I ~ ~ ~ _
BACK TO FINAL GRADE. EMBANKME C DETAILS = _ Y i r'.~~ ~ ~ ~ ~ _ _ ~ ' PA #3 _ _ ENGINEER. - ~ , r ~ ~ - - _ _ _ 3 ~ ~ -
TH PLANS. SLOPE DRAIN - - - - - ~ r ~ a ~ ~ ~ ~ ~ - _ ~ / ,G, ~ ~ STEPS 1 AND 2 STEPS 3 AND 4
3. SLOPE DRAINS WITH INLET PROTECTION SHALL BE INSTALLED AS INDICATED ON E - - - t r-, ~ AI Y PROGRESS. _ - - ~ 1 ~ ` ELEVATIONS SHALL BE ADJUSTED AS NECESSARY TO MATCH D L _ - - _ O ~ ,p ~ / / / ~ . //ice AA''AAII / - ~ / ~ ~ ~ ~ ~ ~ ~ -INSTALL PERIMETER PROTECnON -ADVANCE BERM MIN, 3' BEYOND FILL PLACEMENT
MENT FILL WITHIN THE SEDIMENT DIKE AREA, A STABLE SUBGRADE SHALL BE ~ ~ r ~ _ _ - - ~ ~ _ ` ~ I _ ~ ~ / Q / -ACHIEVE STABLE SUBGRADE FOR FILL PLACEMENT PROPOSED
4, PRIOR TO FILL PLACE R -COMPACTED OR ~ - ~ ~ HALL BE SCARIFIED AND E - ` ~ ~ ~ r ACHIEVED. ALL SOILS SOFTENED BY SATURATIONS ~ e~ ~ - ~S_ 7-__~ / ~ O -STRIP ONLY AREA NECESSARY TO START BERM PROPOSED 1~ ~ / / ~ / GREENWAY GREENWAY Q
UNDERCUT, TO THE SATISFACTION OF THE SOILS ENGINEER. ~ ~ -.1`" - / ' _ ~ / \ / ~ / -SEE NOTES AND SEQUENCE -SEE NOTES AND SEQUENCE, ~r ~
STABILIZED TO THE LIMITS OF PROGRESS. - ~ , 5. BY THE END OF EACH DAY, ALL EMBANKMENTS SHALL BE / - / ~ Z a / ~ ~ / / Z N
I HED AS INDICATED ON THE PLANS.. ~ ~ ~ ~ ~ - - - - - EMERGENCY SPILLWAYS SHALL RE-ESTABLS ~ / r / / ~ ` PROPOSED PROPOSED , ~ Q
6. THE CONTRACTOR SHALL MAINTAIN A MINIMUM 3 FEET OF SEDIMENT STORAGE, THE DEWATERING DEVICES, " ~ ~ - ~ i ~ ~ _ - _ _ - / FINISHED GRADE FINISHED GRADE ~ Z w Z - ~ MIN.
Y WITHIN THE SEDIMENT DIKE AREA, UNTIL INFORMED OTHERWISE BY THE LOCAL ~ ~ ~ ~ - ~ - AND EMERGENCY SPILLWA S - EROSION CONTROL OFFICER OR ENGINEER. ~ ~ TH SLOPE DRAIN , ~ ~ MAD MAX 3:1 V
/ v' /
~ IK N ~ ~ ~ ~ ~ I ~ ~ ~ DETAILED EMBANKMENT j SEDIMENT D E SEOUE GE ~ z - , - I / \ SLOPE STABIUZEO BY ~ V / / ~ 3:1 MAX. W \ ~ SLOPE STABILIZED BY END OF EACH DAY
N THE PLANS INCLUDING SILT FENCE AND / 'I ~ ~ 1. INSTALL PERIMETER EROSION CONTROL DEVICES INDICATED 0 a I / 12' W \ \ ~ / END OF EACH DAY Z ~ I SKIMMER TIED TO SKIMMER TIED TO 3' MIN, SEE SLOPE W = 0
~ SILT FENCE OUTLETS. ALL MEASURES TO BE CONSTRUCTED AND MAINTAINED TO LOCAL STANDARDS, AT ~ ~ ~ ~ / ~ ; I - \ ~ SLOPE DRAIN M SLOPE DRAIN SLOPE DRAIN CONS1RUCnON NOTES ~ ~ Z
N NOTED ON THE PLANS. ~ - ~ ~ ~ ` ~ LOCATIO S ~ ~ I I \ ~ ~ \ _ F WD SILT AND DETAIL Z ~ r
8 TI N. ALL OTHER AREAS SHALL ~ - _ ~ I I _ - _ 2. STRIP AND PROOFROLL ONLY THE AREAS NEEDED FOR BERM CONSTRUC 0 _ ~ I ~ _ - \ r, klSn`G~~ FENCE _ Ekl$pNGGR W ~ r I- C~ \ / ~ E AOE SILT ~ W \ ~ ~
BE LEFT INTACT UNTIL THE BERM AND DEWATERING DEVICES HAVE BEEN COMPLETED, ` _ _ _ ~ ~ I ~ ~ ~J I I ` ~ / ` _ FENCE CB 2 W
FI L PLACEMENT WITHOUT LOSS OF THE - - - ~ ! ~ ~ ~ ~ ~ • ` 1 - 3, THE BERM SHALL BE ADVANCED TO A HEIGHT THAT WILL ALLOW L I ~ ~ -
_ H DS DESCRIBED IN THE NOTES. BERM CONSTRUCTION - A ~ ~ ~ ~ / ~ ~ ~ ~ ~ ~ 3 FOOT MINIMUM SEDIMENT STORAGE, BY MET 0 _ - - ~ ~ ~ ~ ~ ~ ~ u~ I T1N USLY OBSERVED BY THE SOILS ENGINEER. ~ ~ ~ ~ ~ ~ I I r ~ ~ ~ ~ ~ " STEPS 5 AND 6 ' ~ I N " STEP 7 -OPTION 1 Lil W Q
SHALL BE CON UO I I ~ - - - ~ ~ " -SKIMMER, SLOPE DRAIN, AND SLOPE STA~UZAnON -LEAVE FILL BELOW FlNAL GRADE UNTIL INFORMED N- LL I ~ ~ INSTALLED BY END OF EACH DAY. OTHERWISE. ~ N"~ N"
A BE ACHIEVED BY ` ` ~ ~ _ ~ ~ I q, PRIOR TO FILL PLACEMENT INSIDE THE SEDIMENT DIKE AREA, STABLE SUBGRADE SH LL ~ ~ ~ ~ ~ ` i I - ~ _ \ PROPOSED PROPOSED ~ N "N I - ~ -REPEAT PROCESS UNTIL BERM REACHES FNISHED GRADE GREENWAY SEE NOTES AND SEQUENCE GREENWAY De} ~
THE METHODS NOTED. OPERAl10NS SHALL BE CONTINUOUSLY MONITORED BY THE SOILS ENGINEER. - _ _ - - - - ~ ~ ~ ~ ~ ~ I ~ _ ~ _ ~ ~ I I a d' I - \ ~ -SEE NOTES AN SE UENCE. Z Q ~ 0 ~
5. BY THE END OF EACH DAY, ALL SURFACE STABILIZATION, DEWATERING DEVICES /SLOPE DRAINS, AND / ~ ~ I I
ADJUSTED TO MATCH THE LIMITS OF PROGRESS. ~ ~ ~ ~ ~ ~ ~ I ~ EMERGENCY SPILLWAYS SHALL BE ,Q9' / - i ~J~ ` \ PROPOSED ` I MIN. I - i J ^J'~ I ~ \ ~ ~ JO)_W
6. REPEAT THE ABOVE PROCESS UNTIL FINAL GRADES ARE ACHIEVED / _ Q _ I ~ u ~ ~ ~ r / \ FINISHED CRADE Z ~ . r ~ r
_ 4 ~ SKIM R _ ~ ~ I NTIL INFORMED OTHERWISE BY THE LOCAL iT \ ~ i 7. THE CONTRACT SHALL MAINTAIN THE SEDIMENT DIKE FUNCTION U _ - ~ , - \(jQ ~iT I ~ ~ / / SLOPE DRAIN ~ ~ Z ~ J ~J ' ~ / ~i MAX 3:1 WWOW
R THE CONTRACTOR MAY ELECT TO LEAVE THE FILL INSIDE AIN .8 C _ - R- EROSION CONTROL OFFICER OR THE ENGINEE , D ~ , CONSTj~I~C ` ~ SLOPE CONSTRUCTION DETAIL a z c~ z / / SLOPE STABIUZEO BY V/ Q Q J Q
I THE BERM ABOVE THE FINAL ~M G r ~ ~A~ - ' THE DIKE BELOW FINAL GRADE OR PROPERLY CONSTRUCT AND STAB LIZE ~ ~ 50.0 - ~ ~ ~ AR =2.6 A~ (MENT STORAGE. _ ~ - - / ~MEaGEN SPI WAY , ~ 3' MIN. END OF EACH DAY I = _ PROPOSED SKIMMER TIED TO ~ U a W a
GRADE OF THE EMBANKMENT, TO ASSURE A MINIMUM 3 FEET OF SED - 6 ~ ~ _ / L=653:00 ~ ~ , ~ ~ , .Mfi - _ L.- 060~CF / /AT MATCH G E" ~ \ FINISHED GRADE SEE SLOPE O W O W ~ / / i / ~ / 3:1 MAX SLOPE DRAIN r J J
8. UPON COMPLETION, THE CONTRACTOR SHALL PROVIDE A LETTER FROM THE SOILS ENGINEER, STATING ~ ~ ~ ~ \ ~ - - L - ~ P RLY / =654.00 ` ~ _ ~ ~ MIN.. RfA -ARL`A-~ ~ ~ ~ / CONSTRUCnON NOTES ~ W ~ W
,6 THAT THE EMBANKMENT CONSTRUCTION WAS MONITORED AND THE EMBANKMENT SOILS WERE PRO E ~ _ ~ ~ ~ _ - , - i - ",~i 't COMPACTED. ~ '1( 5 ~ ~ - - - sJ E~TAIL,.~ ~~C6. , ~ . 90L _ ~ N/~ ~ / ~ \ _ EXi AND DETAIL m ~D h- ~ i- i Sf~11Y1 ~ED TO / ~ ~ 12' N(IDE STING GRq ~ ~ SILT ~ OE
~ i / ~I ~N~---I I-? FENCE ~ ~ SILT SLOAE DRAIN , / / 2 2' ~ _ _ FENGE
_ S_EE -SHC~ET C3.2 OR ~ ~ _ ~ \ ~ _ ~ - ~ BMP IM NT M IFI ATI N N - - ~ - /QED E OD C 0 OTES
TAI S - ' ~ - ~ ~ - DE L ~ N TIONAL PRIOR TO ANY STORM SYSTEM CONSTRUCTION _ ~ ~ ~ ` ~ ~ ~ , - ~ i~\~'~/ / / STEP7-OPTION2 i % /
8 1, SEDIMENT TRAPS TO BE FU C , - _ ' o OR GRADING. -CONSTRUCT AND MAINTAIN BERM ABOVE FlNISHEO
GRADE UNTIL INFORMED OTHERWISE. ~
~ 2. AT A MINIMUM BMP'S SHALL BE EXCAVATED TO PROVIDE STORAGE VOLUMES AND ~ SURFACES FROM TABLES ON SHEET C3.2. PROPOSED SEE NOTES AND SEQUENCE PROPOSED O GREENWAY GREENWAY ~
-BENCH AND COMPACT UFTS A MINIMUM 2' BEYOND
3. PERMANENT RISER STRUCTURES, SPILLWAYS, AND OUTLETS TO BE CONSTRUCTED, BANKMENT SEDIMENT DIKE EM SKIMMERS TO BE INSTALLED ON DRAW DOWN PIPE. DRAW DOWN VALVE TO BE OPEN ~I ~L PROPOSED GRADE LIMITS. r / -OPERATIONS CONTINUOUSLY MONITORED BY 501L5 ~ ~
THROUGHOUT CONSTRUCTION. TAIL ENgNEER, w O
CONSTRUCTION DE 4. ONCE ENTIRE SITE HAS BEEN STABILIZED AND STORM SYSTEM CLEARED OF ALL ~ ~ N ~ PROPOSED ~
ACCUMULATIONS, THE FINAL GRADES OF THE BMP SHALL BE ESTABLISHED, PLANTINGS \ FNISHED GRADE U ~ ~j 3:1 MAX X11„,':; - ~
INSTALLED, AND SLOPES STABILIZED. AFTER SLOPES HAVE BEEN STABLIZIED AND INSPECTED, DRAW DOWN VALVES SHALL BE CLOSED AND SKIMMERS REMOVED. \ a ~ ~ p' Q N
GRAPHIC SCALE 12' OE 0] W
2' MIS 2' SILT w O 160 N Ir--_ FENCE ~
o zo ~
(IN FEET )
1 inch = 40 ft. Q~ N
PROPOSED ~ ~
~ ~ GREENWAY Z ~ ~ 7 \ ~ -CUT AND FILL BACK TO PROPOSED GRADE LIMITS.
~ \ - 0 \ F S . : L -INSTALL PERMANENT SLOPE STABIUZAnON TO
~ ~ _ I . ~ ~ ~ \ \ ~ ` \ \ \ ~C~ROSJT STABIUZEO , - ~ O- y---{-- - \ ~ I l ~ 6 , - - - ~ \ \ \ \ ~ ST6NE CH~M1~L,~E I ~ _ ~ 1 ~ ~ \ ~ ~ UMITS OF EACH DAlS PROGRESS. m
~ ~ ~ V ~ ~ , \ ~ ~ \ \ \ ` \ \ \ ~ \ DETAIIr SHEET ~ ` i ~ ~ ~ ~ \ \ \ SEE NOTES AND SEQUENCE N 3 N i ~ \ \ Q
a ~ ~ ~ ~ ~ ~ _ ~ ~ J - _
/ - ~ ~ ~ \ 1 ~ \ \ ~ A \ \ V ~ ~ ~ \ A-- A'~~~ ~ `
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v ~ i ~i ~ ~ ~ , Z ~ ~ : ` \ ~ _ ~ t / I TO DRAIN DOWN o ~ I p
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~ ~ 1 1 / / ' ~EMERC~ENCY SPI~LWi~Y~ ! V / ~ ~ _ ._~~o~ ' I I i I ~ I , I 1 / ~ ~ ~ ~ I 1, ~ , ~ 1 ~ / ~S f ~RIPRAP APRON / \ ~ ~ ~ ~ , ~ , ~ ~ ~ - ll, l 1, ~ i~ I ~ ~ _ - o m ICI I I i o v
~ art` ~ ~ ~ / ~ _ ~ ~ I I ~ ~ ~ 1 1 - _ ~ ~ ~ " ~ ~ ~ \ 35 ~ ~ ~ I 1111.1
i ~ ~ 0 ~ 1 i I 1 ~ ~ ~ ~ A Ills 11 ; I CUT OFF WALLS ~ I
/ ~ ~ ~ ~ I I ,L ~ t ~ ~ ~ v II L a r J a~ WET POND 3 ~ ~ SEE DETAILS ~ / ~ l 1 \
11 ~ ~ ~ 111; ~ s ; ~ ~ / / ~ ~ `DISSI 0~~ - / / 111 µ I ~ 1 ~ ~ ~ _ 1- -DRAINAGE AREA=2.1 AC i ~ L'~- -
/ ~ ~ ~ ,1 1 I / D / / ~ ~ ~ ~PA~' ~ I ; ~ ~ ~ / ~ 1 _ _ 90TTOM EL-615.50 i 1 _ -
DIVERSION ~ - ~ - _ , ;ILL ~ _ / . ~ ~ ~ ~ ~ r I I , ~ ~ ~ ~ ~ ~ ~ _ ILL I ; , ~ _.I ~ _ REST EL=618.75 i ~
DITCH TYP. ~ ~ ~ ° ~ ~t ~ i ~ ~ Ill ~ ~ ~ I 1 I 'I ~ / ~ - ~ ERG y ~ ~ ~ ~ ~ ~oP EL-621.00
~ ~ ~ ~ , - ~ ~ 0 ~ T~0.WETLAN ~ ° I f ti i I ~ l / ~ / ~ , _ 11, ~ ~ / ~ ~ ~ ~ F ~ 1 I / ~ AR A~~5.0 A6. ~ ll, I ~ ~ ~ ~ I > > I, 'S AY ~ i TOP DIM. 130 L x 70 W ~
~ I 1 ~ , 1 i 1 ~ / i a I'I ~ I1 I I / / ~ i I I ~ECASS k / ~ r T "SEE SHEET C3.2 FOR DET~
~ I r ~ 6 1 I 60~`TOI~t ~ 4'~Y0.'001 ~ , _ ~ I I I I ~?S , I ~ ` ~ ~ ~ . 1~ 1 1 ~ ~ ~RES~ ~ ~23~5~ IL 1 RIPS / ~ - I r , , / / I rLLJ r
~ ~ ~ 1 1 1 1 l / ~ I ~ s ~ ~ ~ / 1111 I I ~1 / l I ~ , L~1 TOP ~L~~2F.0~ ~ ~ ~ ~ ~ / Il ; I C ~ DISSIPATOR ,APR - ~ ~ / ~ ~ / ~ - J' -
/ 1 / 'h ~ ll W ~TOf~~ ~95~L,x &5~I ~ , . ~ _ ~ I1. I F e ~ / / 1 ~ 43 ~ ~ ~ I ~ ~ ~ n 1~~ 1 / i ~ / I - - v , ~ a~ II PAD ~ ~ , , I ~ , ,
I 1 ~ SH ~T`C~.2~F 1 ~ ~ ~ ~ , /
v v v v SF ~ ~ I ~ - ~ I Il , , U ~ ~ / ~ ~ ~ ~ / ~ / ~ UMITS~E DISTURBANCE c ~ ~ ~ / / ~I ~ - C
c I, , / I, ~ o
I ~ ~ ~ ~ ~ ~ 'V ~ l I I ~ ~ ~ V ~ ~ ~ ~ ~ ~ i 11 I ~ i ~!1 ~ / / / ~ ( ,I ,-DRAINAGE AREA=_2..1-ACr c
I ~ I ~ ' ~ ~ ~ ~ ~ ~ I I I ~ V ~ ' `I ~ / U
~ I ~ 1 ~ / ~ ~ - ~ ~ I ~ ~
~ ~ ~ ~ ~ X54 ~ ~ ~ ~ ~ ~ ~ ~1 DIS~IPATO ~ ~ ~ CONSTRUCTED ~ , ~ ~ , ' ~ ~ / / _ J
PA 1' ~ .I ~ WETLAND 1 ~ , ~ ~ ~ ~ y ' - ~ ~ ~ _ _ ~ ~i /
D# - t # ~ _ ~ ~I ~ ,DRAINAGE AREA 8.6 AC ~ ~ ~ , ~ ~ - , ~ _ _ _ ^ -f
_ - - BOTTOM EL 642.50 ~ , Q _
1 ? ~ , CREST EL-647.25 ~ ~ - _ - - , ~ - ` i, _ \ \ / ~ co , ~
- - ' - - ~ I P =650.00 ~ ~ ~ ~ - , - - - J , TO EL , ~ v v ~ /4 / / ,v ~ ~ ~ , ~ \ ~ _ _ _ / ~ ~ O/ / / ~ J____~ _ / -
^ ; - , - _ I TOP DIM.-145 L x 95 W a ~ ~ -p0 $ I ~ s ~~11~ (
~ ; ~ ~ ~ SEE SHEET C3.2 FOR ` _ _ _ _
r ;DETAILS ~ ~ _ _
T N D #2 T WE LA N TR #1 CAN TR S UCTED WETLAND #3 ~~I "~M
ET TD R N
P A I A ~r 0 's NT A ~ ~ aF
x r r. T1TTT/`. n/Y ~ T n Tl A 1'ITTT!'~ C/'~ A T T~ r_R npurr cr nr ~ _..c,~ ~ ~1~~
UNArrill; JI.AL~ l~I6Arnll. kDI.HLJCJ VlYL]1 I11V &.j ALL u 1?1'~~ v1
40 0 20 40 80 160 40 0 20 40 10 160 E u R P w o zo ao so Aso
E S E R ~ t
m 0 N •
( IN FEET) ~aiua LLl I
z IN FEET) (IN FEET } 1 inch = 40 ft. 1 inch = 40 ft. W O a 1 inch - 40 ft. L6 Ov)
= U N

v
P - DIMENT TRAPS NT TRAPS TY E B SE TYPE B SEDIME
DISSIPATORS
- ENERGY D ENERGY DISSIPATOR - 6 CONSTRUCTED WETLAND # 1 SKIMMER # 2
c ~ PIPE DIAM. /SLOPE = 42" RCP / .60%
omo H~ PIPE DIAM. SLOPE = 30" RCP 1.80% DRAINAGE AREA (ac} = 8,6 DRAINAGE AREA (ac) = 2.6 PIPE DIAM. / /
as Q10 / V10 = 46.93 CFS / 8.40 FPS M c i~ Q1 V10 = 24.05 CFS 9.27 FPS Q10 (cfs) _(.60)(.67)(8.6) = 3,5 Q10 (cfs) _(.60)(.67)(2.6) = 1.0 Q10 / /
~~o„ ~o ~ T N = 3 r- ~ ~ ~ rJa 9lOPE AS INOICATEO ON PLANE Lt J t0. ri ~ NYD 0 Z Q E SURFACE REQUIRED (sf) = 5,186 SURFACE REQUIRED (sf) = 1,568
m z x PLacE GROOVE oR B' ~f o 0 o x NYD ~ ~ BELL END OF PIPE ~ Wx - DISSIPATOR DIM. = 28 L, 10.5 W, 24 D NYDOT ZONE = 2
x ~ m TD FacE DF RALL ~ o~ DISSIPA - < ~ RIP-RAP CLASS = CLASS I - W 18" D STORAGE REQUIRED (cf) = 2,969 STORAGE REQUIRED (cf) = 9,060 DISSIPATOR DIM. - 15 L, 7.5 ,
Z~ ~ \ 8 N~ OW ~~r I - u.H ENERGY DSSPATOR - 2 RIP-RA = 4 ' 'W 4'D = 400'L 30'W 3'D - AVG. DIMENSIONS AT CREST 1 5 L, 95 AVG. DIMENSIONS AT CREST ,
I I I I ~ ~ N ~p~ RIP-RAP CLASS -CLASS B
I I I I 2 O \ ' ~ ,M - n > - - - @_ > PIPE DIAM. SLOPE - 18 RCP .50% ENERGY D ~ a - I I ~ I a~ CONC. / / - SURFACE PROVIDED (sf) = 13,000 SURFACE PROVIDED (sf) = 12,000 ENERGY DISSIPATOR 7
W H ~ ~ ~ ^ 3 PIPE M4•BARB O. C I I I _ ~ i_ _ ~ W V1 = .9 CFS 5.42 FPS PIPE DIAM. p = _ STORAGE PROVIDED (cf) = 43,000 STORAGE PROVIDED (cf) = 36,000 PIPE DIAM. /SLOE WEIR BOX SPILLWAY
~ I I I I o Q10 / 0 6 3 /
Q1 NYDOT ZONE = 2 10 V10 = 52.74 CFS 8.11 FPS # OF BAFFLES = 4 # OF BAFFLES =SEE PLANS Q / / r•
PLAN 12" _ 18" D NY 9 DISSIPATOR DIM. 9 L, 4.5 W, D Le / We RATIO = 5,57 Le / We RATIO = 13.33 ~ NYDOT ZONE = 2 N
FOOiINO ' NGTH = 16 (RISER) WEIR LENGTH = 6 a ~
~ {IF CONST. JOINT ]S USED) DOWEL W RfP-RAP CLASS = CLASS B DISSIPA DISSIPATOR DIM. = 21 L, 10,5 W, 24 D WEIR LE a u n n ~ Z N
a ~ END ELEVATION BAR-°X" J W j Z= m Q a ~ ~ z H ENERGY DISSIPATOR - #3 RIP-RA NOn~ LLhi~ „ SKIMMER #1 SIZE/ORIFICES = 3 / 3 SKIMMER #1 SIZE/ORIFICES = 3 / 3 I Q RIP-RAP CLASS =CLASS I 0 Z
~ ~ r N W rn PIPE DIAM. SLOPE =DUAL 30 RCP 1.50% ENERGY D SKIMMER 2 SIZE ORIFICES = 3" 3" SKIMMER 2 SIZE ORIFICES = 3" / 3" Q ~ ISSIPATOR - 8 # / / # / ENERGY D # o
rn / / "I F'' DONEIS IN ENONAIL WITH REINFORCED CONCRETE PIPE ~ ' u rn U VJ
~ rn s ~ or ~ V1 = FS 11.23 FPS PIPE DIAM. ~ C PIPE 9INQLE PIPE DOUBLE PIPE gj Q10 / 0 95.59 C / x C I I ~ O V PIPE DIAM. SLOPE = R BOX-12 ORIFICE N TRUCTED WETLANDS # 2 SKIMMER # 3 ~ / WEI COS v W
Z ~ W rn ~ ( I I I I I I I I I LOC. DIR. 18" 18" 24" 30" 98" 42" 48n 18" 18" 24" 90" 42" 48n ~ ~ , r z " " n n " " „ " n , " " " " " ^ n n " „ nx„ , n y, a N YDOT ZONE = 3 Q1 10 V10 = 3.74 CFS 3.74 FPS DRAINAGE AREA ac = DRAINAGE AREA (ac) = 0,6 0 ~ Q / / 5.o W
~ oQ rn ( I I I I I I eARS x z x z z z r z r x z x z z v x J W W m O~Z Z z _ ,0 = Q10 cfs = .60 .67 0.6) = p,2 W = 0
o ~ p _ B QTT. 2 2 9 3 e a 5 2 2 9 9 4 a 5 0 M a = 25' L 15' W 24" D NYD ~ ~ ~ ~ I I- ~ Qom, 2 2 , , 2 2 2 2 2 3 2 ~ ~ DISSIPATOR DIM. , - Q10 cfs .60 .67 5 ( ) ( NYDOT ZONE - 1 ( ) ( ) 2.0 z Z 0 r z-~
m ~ a,~ ~ ~ '0 ~ r C ppNfL D OTY. 2 2 9 9 4 4 5 2 E 8 3 4 4 8 G = ISSIPA g m~ ~ ~ O = RIP-RAP CLASS CLASS I D - 3 W 18 D SURFACE REQUIRED sf = 3 015 SURFACE REQUIRED (sf) - 362 W- w ~ d DISSIPATOR DIM. - 6 L, ( ) N ~
m TOTAL LBS. 8 8 14 14 18 55 98 12 12 19 to 29 T7 92 ~ W , O H = J ~ - ~w~n - f = ~ ^oc ^ - STORAGE REQUIRED cf - 17 424 STORAGE REQUIRED (c) 2,091 a, rn
~ '~I ~ OPTIONAL CONSTRUCTION JOINT N W ENERGY D I S S I P A TO R #4 RIP-R A ~ a m~ m C O ~ DIIEN8ION8 ARD CONCRETE QUANTITIES = W ~ „ RIP-RAP CLASS - CLASS B ( ) ~ .T o~~rn Z °
o ~ y O PIPE DIAM, SLOPE = 24 RCP 2.70% ENERGY D o r Z U9IN0 CONCRETE PIPE ~ / / ENERGY DISSIPATOR - ~9 DIMENSIONS AT CREST = 95 L, 65 W, 4 D AVG. DIMENSIONS AT CREST = 40 L, 63 W, 3 D N ••w Ww Y
O ELEVATION N 0 COWION DIYRI8ION9 9INQLE PI DOUBLE PIPE -1 W = IAM . rn N ~ T s L H ro, O oC C : Q10 / V10 20.78 CFS / 10.61 FPS PIPE D „ PIPE DIAM, SLOPE = 18 RCP / 1.19% SURFACE PROVIDED (sf} = 6,175 SURFACE PROVIDED (sf) = 2,520 ~ u. Q LL /
0 N B 0 YD~ L Z O W C~ N ~ N 3 N _ - Z U1
~ ~ ~ 15" 9'•3" 1'•B" 2'•S" 214" 9Yp" 8'•8" 0.7 Y'•2" T-8" 1.0 = Q1 ~ N r 1e" 9'•T" +'•lo" 9'•2" 21g" 1O" e'•4° 1.0 2'•T" e'•11" ,.9 O NYDOT ZONE = 2 Q10 V10 = 7.52CFS / 6.92 FPS STORAGE PROVIDED (cf) - 22,950 STORAGE PROVIDED (cf) - 5,265 .N o N / v v
rn 24" 4'-2" 4'•1" 4'•0" 8" 10" 8'•0" 1.8 3'-8" 11'-5" 2.0 °a `1' Q `1• = FF ES = - Z 0 NYDOT ZONE = 2 # OF BAFFLES 5 # OF BA L 2 SEE PLANS _ p T ~
^ n l x r n DISSIPATOR DIM. = 12' L, 6' W, 18" D NYD ~ 30" 8.0' 2.8 4.7 41~ 111+ B •2 Y.9 4.9 19 •b 9.1 > ~ ' W RATI = Le We RATIO = ~ ^
38" 9'•8" 2'•8" 5'•8" 4~" 11Y¢" 11'•0" 3.4 8'•0" 18'•0" 4.8 DISSIPA „ , „ , „ " „ , " , „ RIP-RAP CLASS =CLASS B 42 8.2 9'•1 8.4 SL4 111 12 •8 4.8 8.10 18.8 8.0 = g L, 4.5 W, 18 D Le / e 0 4.52 / 2.48 rn _ rn DISSIPATOR DIM. ~ r r Z~- ~
ae" e'-e" 3'-5" T'•2" 9~" „~"la'•4" 9.0 9'-e" 2,'.D" e.D ENERGY DSSIPATOR - #5 RIP-RA - B WEIR LENGTH = 20 (RISER) WEIR LENGTH = 4 I o, z RIP-RAP CLASS -CLASS
$ EET 1 OF 9 •SEE 8HEE7 9 SHEET 1 OF 9 „ „ w ni 0 ui ENERGY DISSIPATOR - 10 SKIMMER SIZE/ORIFICES = 3 / 3 SKIMMER SIZE/ORIFICES = 2 / 1 azc7z
~ PIPE DIAM. SLOPE = 30 RCP 1.20% ENERGY C $38.Q1 / / 838.01 U) Q0~0 _ z II I
Q10 / V1Q = 29,48 CFS / 9.41 FPS PIPE DIAM. PIPE DIAM. SLOPE - 15 RCP / 1.06% TR CTED WETLANDS # 3 v a w a / CONS U SKIMMER # 4 o w o w
m cy Q10 / V10 = 1.50 CFS / 4.39 FPS DRAINAGE AREA (ac) = 2,1 _ M w ~ w
M~ NYDOT ZONE = 2 Q1 Q E N. Z Q DRAINAGE AREA (ac) - 1.8 m ~ m •
~ w GENERAL NOTES: ~ - " ~~o~$ Mx DISSIPATOR DIM. - 15 L, 7,5 W, 18 D NYD . r^O'n -yi n n W ~NZ NYDOT ZONE = 1 Q10 (cfs) _(.60)(.67)(2.1) = p,g = _ Q10 (cfs) (.60)(.67)(1.8) - 0,7
~ mz ~ CHAMFER ALL CORNERS 1 OR HAVE A RADIUS OF 1 o~ x - 3.75' W 18" D R A RE UIRED sf = DISSIPATOR DIM. - 5 L, SU F CE Q ( ) 1,236 _
. 8 ~ ~ q RIP-RAP CLASS = CLASS I DISSIPA ~ p WQ Wx _ ~ ~m n N n 1-CT Op SURFACE REQUIRED (sf) - 1,061
x PLACE 2 #8 Y BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42 RIP-RA ~ xyoo " ~ ~zw * TABLE NOTES WIDTH AT PIPE EXIT RIP-RAP CLASS = CLASS B STORAGE REQUIRED (cf) = 7,144 _ STORAGE REQUIRED (cf) - 6,133
g zM'or~n AND OVER WITH A MINIMUM OF 3 COVER AND A LENGTH OF 6 LESS THAN m~~,o n ~Z ENDWALL LENGTH. °CON ~ END OF APRON WIDTH =LENGTH + PIPE DIMENSIONS AT CREST = 130' L, 70' W, 3' D
, ~D g TABLE NO $ A~ DIAMETER * TABLE NOTES WIDTH AT PIPE EXIT DIMENSIONS AT CREST = 90 L, 35 W, 3 D P VI D sf = ~ SURFACE RO DE 9,191 °
~ ~H CONSTRUCT BOTTOM SLAB WITH FORMS. ao END OF A * END OF APRON WIDTH =LENGTH + PIPE SURFACE PROVIDED (sf) = 3,150
~ o DIAMETER DIAMETER f = STORAGE PROVIDED (c) 23,772 _ STORAGE PROVIDED (cf) - 6,561
z DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS ACCEPTABLE, BUT IS USED IN COMPUTING ENDWALL QUANTITIES. # OF BA LES = 5 _ ~ N
# OF BAFFLES - 5 W z - ~ z0
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM OF THE PIPE, PLACE BAR "X" DOWELS IN THE BASE AS SHOWN ON PLANS. Le / We RATIO - 5,27 _ ~ p rn Le/WeRAT10-0.61 a
t7 SPACE BARS APPROXIMATELY ON 12" CENTERS UNLESS OTHERWISE DIRECTED W ~ a~ WEIR LENGTH = 16 (RISER) _ ~
9'O ER, JN = m BY THE ENGINE x i7 ~ WEIR LENGTH = 6 z ~
N=~Z OZ~ SKIMMER SIZE/ORIFICES = 3 / 3 = m ~ SKIMMER SIZE/ORIFICES 2 / 2 w w °
= O W ° WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM a ~ W o D rn M ARA ELY LEAVE THE POUR ROUGH. o H ~
OF THE PIPE ANO POUR THE BASE SEP T z J , ~oOlgx u n ~~Ocoi SKIMMER # 1 SKIMMER # 5 0
~ C USE CLASS B CONCRETE. O v ~,wrny ~ , DRAINAGE AREA (ac) = 4,2 _ ~ DRAINAGE AREA (ac) - 1.3 a Q
oD r Z ~ W .RI ~ Jd W 10 cfs = .60 .67 4.2 = _ N °
O O J N N Q10 (cfs) (.60)(.67)( .3) 0.5
xd~a.~• ~~I'a o3 SURFACE REQUIRED (sf) = 2,545 sf = d SURFACE REQUIRED ( ) gpg z
m~P zdOWao STORAGE REQUIRED cf = 14,706 ( ) T R UIRED cf - 4 670 S ORAGE EQ ( ) ,
~ c FZJ~ !7 rn W m }
oC0?•+ xW~s orWz NF.Ox AVG. DIMENSIONS AT CREST = 50 L, 105 W, 4 D T = 65' L, 36' W, 3' D m DIMENSIONS AT CRES z
< ° JWOH y m~ ~ z MORTAR OR GROUT STABILIZED SURFACE PROVIDED sf = 5,250 - ~ ( ) SU PROVIDED sf - 2 340 RFACE ( ) ,
7C~Zp ZvGo TABILIZED ~ STORAGE PROVIDED (cf) = 14,712 VI D cf = °
~ ~ z z ~ STONE CHANNEL LINING, LIMITS N O~ JG LIMITS STORAGE PRO DE ( ) 4,779
~ v AS INDICATED ON PLANS m OF BAFFLES = - N aNS # 2 # OF BAFFLES - 4 ~ J_
3. . ~ Le We RATIO = - ~ w / 4.52 Le We RATIO - n ~ Q / 0.72 Q
1 ~
WEIR LENGTH = 12 WEIR LENGTH - 6 m W Q
- EET 9 ~ 9 SHEET 9 OF 9 `J ~ SKIMMER SIZE/ORIFICES = 3 / 2.63 SKIMMER SIZE ORIFICES = 2" 0.938" / /
- 838.01 ~ z 838.01 6 ti N ~
~ I = .67 FOR Q10 CALCS PER ORANGE CO. EC SKIMMER # 6 ,
PROPO ?SED Z MANUAL RAINA E AREA ac = ~ D G ( ) 0.9 m a
- CHANNEL lEL * C = .60 ASSUMED FOR 010 AND Q25; WORST o ~
~ z INVERT E Q10 (cfs) _(.60)(.67)(.9) = 0,4 ~ N PACKED BARE SOIL
`o ELEVATI N TION * DIMENSIONS PROVIDED ARE TO WEIR CREST; SURFACE REQUIRED (sf) = 531
ADDITIONAL DAM CONSTRUCTION SHALL PROVIDE A STORAGE REQUIRED cf = 3 067
,s MIN. 1 FOOT ABOVE CREST.
DIMENSIONS AT CREST = 50' L, 36' W, 3' D * BAFFLES SHALL BE EVENLY SPACED WITH MIN. 9
GEOTEXTILE FEET OF CLEARANCE BETWEEN EACH. SURFACE PROVIDED (sf) = 1,800
~ FABRIC * 4-INCH STORAGE DEPTH INDICATOR PIPE SHALL STORAGE PROVIDED (cf) = 3,564
BE INSTALLED WITH MAINTENANCE MARK 1 FOOT
i ll•_1 i N-__i _J i I I ~ I BELOW THE WEIR CREST # OF BAFFLES = 3
i LL__J___J , __L_J ~ * SKIMMER SIZE -SIZE OF APPARATUS = Le / We RATIO 0.61
. N - - I F FI CUT ORIFICE ~ ORIFICE SIZE S ZE 0 ELD
8 ~ a N DETAILS WEIR LENGTH = 4 SEE FAIRCLOTH SKIMMER MANUAL A D
B c ALL 919-732-1244. _ ~ OR C SKIMMER SIZE/ORIFICES 2 / 0.813
. m U
~ z p r ~i~:-, ~s~ o f,~a c L_.r , r . ~ o
~ ~ L T
SE RI GE CONSTRUCTION DETAIL ~MAk ~ ~ ~ SEE B D ~ ~~,I ~ ~ , u NA " ~ r o
~ - ~ - MI 11 RE , P
1UVdDSA;vo s, ~ , ED ° uw~AVrdTHf;~R~h'i:r,~ I I1~7 Z
WIDTH AS INDICATED I.~ • tir RE Q J 0~ N < <
~ - z a ~
ON PLANS o0 M • ~ ,r
- OVERBANK AS s~ ~ N ~
'3 CONCRETE WALL CONSTRUCTION EL. 631.00 ~ 10 MIN. INDICATED ON ~
~ 1. WALL TO MATCH APPROXIMATE SHAPE OF PLANS 3:1 MAX,
PROPOSED CHANNEL. ° ~
s ~ MORTAR OR GROUT o
2.12 MINIMUM WALL THICKNESS. EARTH FORM 0 ° ~ STABILIZED STONE
E TRENCH INSTALLATION IS RECOMMEND
$ T R OR SLURRY MAYBE UTILIZED TO WA E CHANNEL LINING PE 5~ 7 6 l-O z SL 1 5 OPE 5. N -
MAINTAIN TRENCH WALLS. '2' OTEXTILE ~ GE
3. CONCRETE SHALL BE MINIMUM 3000psi FABRIC
AIR-ENTRAIN .
°r-~>
~ 4. REINFORCEMENT STEEL SHALL CONSIST OF #4
EL. 623.00- -EL. 623.00 MATTING TYPE - P300
RE-BAR, TIED @ 12 O.C. BOTH DIRECTIONS. EL. REINFORCEMENT MAT SHALL BE INSTALLED AT T BOTTOM STAPLE PATTERN - E
EL. 626.00 EXTENTS - AS SHOWN ON PLANS F
THE APPROXIMATE CENTER.
CHANNEL CROSS SECTION AT = ~ p n
~ TYPICAL CONCRETE CUT OFF WALL PEDESTRIAN BRIDGE GEOTEXTILE STABILIZED CHANNEL cn

CONCRETE BLOCK CATCH BASIN
CHANNEL 1NSTALLATIQN NOTE: No. 57 WASHED STONE FlLTER
TOP VIEW VIEW 1
STRUCTURAL STONE SHALL BE POST
"B" STONE FOR EROSI N (CLASS ~ ~ SILT FENCE S 1 SILT FENCE ~ ~ 1 " ~
~,~~,y CONTROL PURPOSES. ~ ~ ~ SEDIMENT
SEDIMENT CONTROL STONE SHALL STORAGE tign'~.i .•`'r ZONE
NORTH ,s'~ AMERICAN ~ ~ BE N0. 57 STONE. 4' 1, AT END OF PROJECT, CATCH BASIN CAN ,,;tf ~ '~Mw,'"~ ~ BE RAISED AS NEEDED PLUGGING N
GREEN COURSE OF BLOCK IWTH MORTAR,
! ) " ' ` 2. RISER CAN BE BUILT AS A STANDARD I ;.,f,, ` '~Y":~ . CATCH BASIN/JUNCnON BO% (WITH KEEP
' « • : • r ~ . SILT FENCE HOLES IN RECEIVING WALL AND BE
.Y • M' • 1• ' f' • ' V / UTIUZEO AS SUCH WHEN PROJECT IS STABLE, SILT FENCE CULVERT b~ /
1 ~ i NEEDS TO BE PIPE C' G~MOTMN~~D ~ ARD~wADRE 3, THEN uHi3ST~UCTURE NEEDS TO~BEES WIRE BACK \ TREATED AS A RISER STRUCNRE AND ~ n
t16 SEDIMENT '•'r ~ tir.•: . t r . ~ ~ CONTROL _ " / ALL RELATED INFORMAnON NEEDS 10 p
f " 1' 6 MIN. , ~ . r i r) , ~pw STONE ~ ~ ? BE SUPPIJED. ((TRASH RACK, ELEVAnONS, ~D AND ANTI-FLOA7ABLE) N
4, SURROUND OPENING WITH YARD INLET PERSPECTIVE VIEW ~
1 18" AX. • F r PROTECnoN, N
p ~ DEEP PROPOSED ~ O f.i' D~ GALVANIZED HARDWARE FlNAL GRADE q
' ~ ~ ~ ~ ~ ~ ' TRUCTURAL I I a CLOTH 1/2' % t/2" GRID V I -
1 ~ ~ 2"-5` STONE 1' - 6" f ~ Sam-13.5orn MAX - 6" OLD SEDIMENT STORAGE ZONE ~ - FL000 STORAGE ZONE PROPOSED z AX FENCE (TOTAL BASIN CAPAgTY) 0 STRUCTURE TOP F"
n ' _ e',' 3;1 SLOPE ~ ~ a W
~ ~ r . FRONT VIEW SEDIMENT - ~ W ~ T VIEW STORAGE - ~ Z ~ - 1.0' MIN W = 0
c. , ti T Z Z
r ' 'r (tOc7n-ixrA ` I FLOW ~ r .D Z -
[15 omy l ti, . , , , . FUTURE STORM 'r W ~ W I" ^d DRAIN PIPE J ' ' ~ W
~ ' ' ' ' SILT FENCE OUTLET DETAIL 0 Y 1.5' W~CD
R i G K I UDIN Y NECESSARY APPLICATION.. OF LIME, FEA77LIZEfl1 AND SEED. NOTE; NTS 1. PREPARE 501E BEFO E NSTALLIN BIAN ETS, NOL 6 AN. _ o•Ol~~ FLOW RT ~ M7 v ~ _ _ _ CULVE
1M!}EN U51NG CELL-O-SEED C0 NOT SEED PREPARED AREA.. GELD-O-SfifiD MWST BE INSTALLED WTIM PAPER SIDE DOWN.. PIPE 11 1 N " SILT FENCE BAFFLES (TYP.) LLI W (SEE STD. No. 4.03) ~ W W
2, BEGIN AT THE TGP OF THE CHANNEL BY ANOHORINO THE 9LANkET IN A (15cm} DEEP K (15cm) VHDIA TRENCH WffH APPROXIMATELY 12" ((3~0pm Qf BLANKET EXTENDED 8E1'~N4 THE UP-SLOPE PORT'IDN DF THE TRENCH. ANCHOR THE 5 •3
.BLANKET A 'ROW OE STAPL 5TAKES APPROX16tATELY 12' 30crn APART IN THE 60TTOM OF THE TRENCH. BACKFILL TH TR / TAPLING. APPLY TO COMPACTED SOIL ANR FOLD REMAINING 12" 30cm PORTION 'AND COMPACT E ENCH AFTFA S SEED ( } z ~ CONCRETE FOOTING PAD • ~ -
-0F BLANKET BACK OVER SEED ANO COMPACTED SOIL SECURE BLANKET DYER COMPACTED SOIL WRH A ROW Of STAPLE6/STAKES :SPACED APPROXIMATELY 12" (30em) APART ACROSS THE WIDTH OF THE BLANKET. ~ Q No. 57 WASHED STONE FlLTER WD AGAINST HARDWARE CLOTH (1 : 1 MA%. SLOPE} z Q ~ Q ~
..DLL CENTER BUNKET IN Dlti C11ON OF WATER FLOW IN BOTTOM OF CHANNEL. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE. J AGAINST THE. SOIL SURFACE. FALL BU+NKETS MU5F BE SECURELY FASTENED TO SAIL 5URFACE BY PLACING STAPLES//S~T'AKES Q r ~ r CLEAN OUT POINT (i/2 DEPTH SEDIMENT S10RAGE ZONE) X ~
I ' T PEP R UI E. WHEN U NG OPTIONAL OOT SYSTEMx STALES STAKE5 IN APPROPRIATE LOOATIONS AR SHOWN N HE STA L . ATTE N 0 D SI , / J
SHOULD BE PLACED T1aR000H EACH Of THE COLORED DOTS CDRRESPONDINO TO THE APPROPRIATE STAPLE PATTERN. SECTION VIEW J ~ - ZJ -r~r =~Z~
4. PIA.CE CONSECLIINE BLANKETS END OVER END SHINGLE STYLE) WITH A 4 -8" (1Ocm-15¢m) OVERLAP. USE A DOUBLE RDW OF ( ) } .STAPLES STAGGERED 4 10ern APART AND 4" 10am ON CENTER TO SECURE BLANKETS. J WWOW
B.: FULL LENGTH EDGE OF'BUWKETS AT TOP OF SLUE SLOPES MUST BE ANCHORER WITH A ROW OE STAPLES/STAKES APPROXIMATELY' „ azc7z a0~0
t2` {3gCm) APART IN A (15cm) DEEP X 6 (t5cm} WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. 24 WEIR OUTLET 6. ADJACENT BLANKETS' UST BE OVERLAPPED i4PRFi0xI1MTELY 2'-5" San-12.5¢m) DEPENDING ON 9UNKET T1?f)) AND STAPLED. SAME SIDE AS 60" M EDGE OF THE OVERLAPPING BLANKET BLANKET BEING INSTALLED ON TOP EVEN PLATTED ORIFICE z =2 I UaWa
TO ENSURE PROPER SEAM-ALIGNMENT, ptACE THE ~ } ow'~w
WITH THE COLORED SFAM STITCR°1ON THE. BLANKET BEING OVERLAPpm. 42'1 RCP I I (r(+') J J
7. 1N HIGH FLOW CHANNEL APPIJCATI0N5, A STAPLE CHECK SLOT 15 RECOMMENDED Ai 30 TO 40 FOOT (9m-t2m) INTERVALS.. USE I I awac $ A DOUBLE ROW OF STAPLES STAGGERED 4' (tOCm) APART AN0 4' (tOcm) ON CENTER OViER ENTIRE WIDTH OF THE CHANNEL. 8 TYP, i i ,Y W
9. THE TERMINAL END DF THE BLANKETS MVST BE ANCHORED WTTH A ROW OF STAPLES/STAKES APPROXIMATELY 11" (30cm) APART' I I IN /i 6" (i5Cm) DEEP X 6" (t5om) WIDE TRENCH. 'BACKFILt. ANO COMPACT THE TRENCH AFTER STAPLING. ~ I_ _ _ _I
A NOTE I I
~ 6 C GRIT POI 5 + HORRONTAL STAPLE SPACING SHOULD BE ALTERED „ I 9 ~ ~ IF NECESSARY TD ALLOW STAPLE5 TO SECURE THE 60 I
A, dVERLAPS AND SEAMS CRITIGVL POINTS ALONG TILE CHANNEL SUAfACE, 12" X 12" HOLE I
B. PROJECTED WATER LINE I I C, CHANNEL. BOTTOM/5DE x" IN LOOSE 'SOIL CONOITKXdSI THE U5E DF 51'APLE WITH ORIFICE -}'-r--r-~}- O
A SLOPE VERTICES OR STAKE LENGTHS GREATER THAN 15 om MAY ~ ~ PLATE (ON INSIDE B E N SSA 10 PROPERLY ANCHOR THE BLANKETS.
c a EcE ~ OF STRUCTURE r
t' ~ • 1'4649` HIGHWAY 41 NORTH, EVANSVILLE~ INDIANA 47725 „ ' _ 9 0 OUTLET ~ USA t-800 :772-2040 CANADA 1-800-4~48~2040
www.nagreen,¢om ORIFICE STD, GRATE N w p
~ ON
12 EL. 607.25 ~ a~
,e x w ~ ~
~ 24" WEIR OUTLET ~ _ x 1 I I~ ll < N m
~h I I n II 2411 a I I 4$ --I I W
-i i iL_____.1i EL. 604.25 O W
I I 8" x 8" HOLE I I I I I I ~ F
I I I i I I 15" x 15" x 3/6" N QO N
GALVANIZED STEEL
PLATE WITH 4 - 3/4" I 0
STAINLESS STEEL I I Z
I ANCHOR BOLTS 1"~ I° I --I ~ 42" RCP I 18„ ORIFICE FLUSH WITH I
El. 603.00 STRUCTURE INVERT. m
6"--~ .o L.: ,,„fin.. I~p k~ ~ LI ~7 E i
~
„ „T 9"~ ORIFICE 8 o MAR ~ _ z. ~~il~
N DElv€~ ~aatr~ ~ J
GROUT W~~~2.kfVGS/UJl7""JJi?~(vtiatl.~~ ,H ~ W
i o I-
WEIR BOX c W
IIT.S 0
~ 0 z ~
m 0 ~
b
s
48"
48'1 TEMPORARY MODIFICATIONS 6011 ~ FOR EROSION CONTROL TEMPORARY MODIFICATIONS MIN MIN FOR EROSION CONTROL 4~.5 TEMPORARY MODIFICATIONS
?L MIN FOR EROSION CONTROL
I I 1. FIRST FAIRCLOTH SKIMMER I I ~ ATTACHED TO DRAW DOWN PIPE. ~ ~ ~ ~ x~ 1, FIRST FAIRCLOTH SKIMMER ER i i 1. FIRST FAIRCLOTH SKIMMER
8" TYP. ,w:~Y 8 TYP. ~nx"err ATTACHED TO DRAW DOWN PIPE. I , ~ GATE VALVE OPEN DURING I I PIPE. I I 8 TYP, ~ :Y Ri1°` ATTACHED TO DRAW DOWN PIPE. I I
I I CONSTRUCTION. SECOND FAIRCLOTH I I GATE VALVE OPEN DURING ~ I----I SKIMMER ATTACHED TO 6 INCH + I----I CONSTRUCTION. SKIMMER SIZE PER I I GATE VALVE OPEN DURING SIZE PER + i----I CONSTRUCTION. SKIMMER SIZE PER
~ i I ORIFICE. SKIMMER SIZE PER i I _ SEDIMENT TRAP TABLE. I SEDIMENT TRAP TABLE. - ~ z
s ' ' 00 z SEDIMENT TRAP TABLE. I I ° ? p I I I I ~ ~
~ I I 2, ALL FLOW TO BE THROUGH 1GH I 2 ALL FLOW TO BE THROUGH ~ ~ VAY, t_ SKIMMERS OR OVER SPILLWAY.
I _ _ 2. ALL FLOW TO BE THROUGH t- SKIMMERS OR OVER SPILLWAY. t t SKIMMERS OR OVER SPILLWAY. SEAL ALL OTHER ORIFICES DURING DURING SEAL ALL OTHER ORIFICES DURING V
nn SEAL ALL OTHER ORIFICES DURING „~„d CONSTRUCTION, IT IS RECOMMENDED OMMENDED CONSTRUCTION. IT IS RECOMMENDED c
CONSTRUCTION. IT IS RECOMMENDED TO FIELD FABRICATE THE 1" ORIFICE I" ORIFICE TO FIELD FABRICATE THE 1 3 8" - / o
STD. GRATE TO FIELD FABRICATE THE 1.5" STD. GRATE WHEN SKIMMERS ARE REMOVED. ORIFICE WHEN THE SKIMMERS ARE )VED. STD, GRATE ORIFICE WHEN THE SKIMMERS ARE o
1811 x 1 B" x 3/8" REMOVED. 18" x 18" x 3/811 REMOVED, N V c 18" x 18" x 3/8" ~ r ~
s GALVANIZED STEEL GALVANIZED STEEL GALVANIZED STEEL ~ V
PLATE WITH BUTYL PLATE WITH BUTYL PLATE WITH BUTYL z J ~
GASKET, WITH 4 - 33" SPILLWAY EL 647.25 GASKET, WITH 4 - SPILLWAY EL 623.75 I I d „ I I I I ~ " I I ~ I GASKET, WITH 4 - I SPILLWAY EL 618.75 ~ ~ o
I I STAINLESS STEEL SINGLE 6 ~ , I i I STAINLESS STEEL SINGLE 6 ,a , I ANCHOR BOLTS ORIFICE i , , ANCHOR BOLTS ORIFICE ' I I I I STAINLESS STEEL SINGLE 6 0 i I c p I I , I ~ v
I I I I I , I I I TEMP - I I I I I I ANCHOR BOLTS ORIFICE I I u INGS ~ Y OR~W I I MINRR PREII
I I SKIMMER 2 i i i I I I 11 I I I I W ~ I I ~ CTION° NSTRU Rca I I EQ PO
I I ~ I I I I I I I LEAS OT RE ~ N I ~ I
~ i TEMP ~ ~ ' INV EL 645.50 ; ; TEMP I ' INV EL 621,75 I I SKIMMER 1 I I I SKIMMER I I TEMP ~ I INV EL 617,25 I I SKIMMER I I
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12 I I ° i 36" RCP INV EL. 643.50 i 12 > ' ° ~ 30" RCP INV EL. 620A0
~ ' I 24" TYP. MIN I I I 24" TYP. MIN ~ I I 12 13 R P INV EL. 615,50 ~ ~ I I ~i 10 ~ ~ 24 TYP, MIN ~ Ffc83/Q ;
- EL 642./5~0 - EL 619.25 - EL 613.00 ~ ~0 =
II 201 v1 " „ 201 6 6 „ a s 6 --I 20 SEAL t -
3" DIP DRAWDOWN 3" DIP DRAWDOWN PIPE EXTENDED TO EXTEND BASE TO 1 PIPE EXTENDED TO EXTEND BASE TO 1 3" DIP DRAWDOWN 025555 PIPE EXTENDED TO EXTEND A T c
" „„T „ 8 MIDDLE OF POOL 3 GATE VALVE FOOT BELOW LOWEST 8 MIDDLE OF POOL 3 GATE VALVE FOOT BELOW LOWEST „ „ B SE 0 ~ F ~ , 8 MIDDLE OF POOL 3 GATE VALVE BOTTOM BMP ~ NGINti~~ 0
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STABLE SOIL STABLE SOIL STABLE SOIL ?u?K
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EKE M I C HAE L
VELOPER: SHEET INDEX
LLC C0.0 EXISTING CONDITIONS/DEMOLITION PLAN
YLA N AVENUE C0.1 OVERALL SITE PLAN
C1.0 SITE PLAN
E 138 C1.1 SITE PLAN
ABC AGGREGATE BASE COURSE ~ EXISTING CURB INLET
C2.0 UTILITY PLAN
ALUM ALUMINUM ~ EXISTING GRATE INLET/YARD INLET
B-B BACK TO BACK a EXISTING FLARED END SECTION NC 27603 C2.1 UTILITY PLAN
BOA BLOW-OFF ASSYMBLY ~ EXISTING FIRE HYDRANT
tiy9 C&G CURB AND GUTTER ~ EXISTING BLOW-OFF ASSEMBLY
EXISTING GATE VALVE ~
CFS CUBIC FEET PER SECOND ~ ¦ 9) 256-3600 C3.0 GRADING & STORM DRAINAGE PLAN
- CI CURB INLET EXISTING REDUCER D C3.1 GRADING & STORM DRAINAGE PLAN
• CL CENTER LINE ~ EXISTING WATER METER
CO CLEAN OUT © EXISTING WELL
C3.2 STORM DRAINAGE TABLES
COM COMMUNICATION O EXISTING MANHOLE
CONC CONCRETE 0 EXISTING CLEAN OUT C4.0 PLAN AND PROFILE
DCV DOUBLE CHECK VALVE ~ EX!STINC POWER POLE
DDCV DOUBLE DETECTOR CHECK VALVE a ` ~ EXISTING GUY WIRE C4.1 PLAN AND PROFILE
DI DROP INLEr ? EXISTING TELEPHONE PEDESTAL
DIP DUCTILE IRON PIPE EXISTING AREA LIGHT .e ~0 ~ C4.2 PLAN AND PROFILE
EASE EASEMENT ~ EXISTING SIGN ~1
ELEC ELECTRIC ~ NEW CURB INLET ~P , C4.3 PLAN AND PROFILE
EXISTING ~ NEW GRATE INLET/YARD INLET ~ EX
FES FLARED END SECTION , NEW FLARED END SECTION. C4.4 PLAN AND PROFILE
FIRE HYDRANT NEW FIRE HYDRANT FH
FM FORCE MAIN ~ NEW BLOW-OFF ASSEMBLY C4.5 PLAN AND PROFILE -SANITARY SEWER OUTFACE
FT FEET N NEW GATE VALVE
FT/SEC FEET PER SEC ~ NEW REDUCER C4.6 PLAN AND PROFILE -STORM OUTFACES
A V GALVANIZED ~ F NEW WATER 1~ETEF ~ GL
NEW TEE GV GATE VALVE I Cd.7 PLAN AND PROFILE -STORM OUTFACES
L LENGTH rI NEW PLUG `
LF LINEAR FEET ~ NEW MANHOLE / , C4.8 LEBANON ROAD WIDENING
LIGHT POLE O0 NEW CLEAN OUT E LP S
MH MANHOLE ~ ~ ~ C5.0 EROSION CONTROL PLAN -PHASE 'A'
PAVE PAVEMENT BENCHMti~~;<
pp POWER POLE
1 3~OCK AND GRAVEL INLET PROTECTION C5.1 EROSION CONTROL PLAN -PHASE 'A'
PVC POLYVINYL CHLORIDE 1 1
R RADIUS ~ ~ C5.2 EROSION CONTROL PLAN -PHASE 'B'
RIGHT-OF-WAY `•ILT FENCE INLET PROTECTION R/W
RED REDUCER
C5.3 EROSION CONTROL PLAN -PHASE 'B'
P REDUCED PRESSURE ZONE _ _ F~XCaVATED INLET PROTECTION RZ ,I I~ ~
SS SANITARY SEWER .I L~ ~r-mn I ~ C5.4 EROSION CONTROL DETAIL
STA STATION l-
TDD TEMPORARY DIVERSION DITCH ~ ~ o
1 ~ ' MAP C~i.O DETAILS
TEL TELEPHONE ~ SEDIMENT BASIN 500 C6.1 DETAILS
T MP RARY SEDIMENT BASIN SCALE: ' = 500' TSB E O ~ ~
N R R ND 1' RISER BASIN UG U DE G OU
W/L WATER LINE C6.2 DETAILS
ROCK DAM
WM WATER METER
WV WATER VALVE C6.3 DETAILS
~ ~ SILF FENCE OUTLET YI YARD INLET
- -G - - EXISTING GAS LINE CG.4 DETAILS MqR ~'Qb~
- -COM- - EXISTING COMMUNICATIONS LINE
- - UT- - EXISTING UNDERGROUND TELEPHONE C6.5 DETAILS °°g 0
- - UE- - EXISTING UNDERGROUND ELECTRIC
- - E - EXISTING OVERHEAD ELECTRIC
CENNEDY, INC. C6.6 DETAILS
- - 4V - - EXISTING WATER LINE ~ ~
- - F i- - EXISTING SANITARY SEWER FORCE MAIN ENGINEERS C6.7 DETAILS
- - SS- - EXISTING SANITARY SEWER
E~ ;TINC STORM DRAINAGE MILL ROAD `~~~1M,~PRy D~WINGS
~~EW STORM DRAINAGE ~ ~ 4 ~ ~ NC 27587 O,~R~~g~DfORCONSIRUCT~~~
STREAM N
W- NEW WATER LINE -4422
NE44 SANITARY SEWER
,,,`„m~oun~h~',
NEW SANITARY SEWER FORCE MAIN i
- ~ - NEW CAS MAIN
s s sue-- SILT FENCE Q~ gy'p` ~y
x x x - FENCE Q~b
p:
DIVERSION DITCH FNGIN~ y
I
W:12004JOBSf043630001COVER.DWG

GENERAL GRADING NOTES
GENERAL EROSION CONTROL NOTES
W 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH qTY OF MEBANE i. SEE EROSION CONTROL PLANS ON SHEETS C5.0 THROUGH C5.4
M STANDARDS AND SPECIFICATIONS, LASTEST EDITION. 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED.
9~ a~ V b (j Uj t~0 2. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE MODIFICATIONS REQUESTED BY THE EROSION CONTROL INSPECTOR SHALL BE
p 'Cp Ulm 4~ FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. FORWARDED TO THE ENGINEER IN WRITING, INCLUDING SKETCHES. UPON pQ CONTRACTOR SHALL NOTIFY ENGINEER IF ANY DISCREPANCIES VERIFlCATION OR MODIFICATIONS BY THE ENGINEER, THE MODIFICATION SHALL BE
~ .C O~~ baa ~ ~ 12¦ I I 0 w I ~ U LO r~+ OBSERVED PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA IMPLEMENTED.
v J C Q C~ O N V p ti'7 O b i o b COMPENSATION SHALL BE PAID TO C(~ITRACTOR FOR ANY WORK DONE
p ~1~0,~ N ~ .~t9 WITHOUT PROPER NOTIFICATION. 3. A DETAILED PHASING PLAN HAS BEEN INCLUDED AND WAS THE BASIS OF EROSION GONTROI PLAN APPROVAL. UNLESS OTHERWISE DIRECTED BY THE
nhh .c .~a a~po a~~m ~ m .ma Q ' ' 3. UNLESS OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ENGINEER, THE CONTRACTOR SHALL CONFORM TO REQUIREMENTS OF THE
000 ~ y~ $g o~ a b,v g bbd ~ o v h4~`j~ vtm ON PLANS INDICATE FINISH GRADE OR PAVEMENT SURFACE. DETAILED EROSION CONTROL PHASE PLAN. ~
w t, .ti, ~ .Q .l l ~ Q. ~ 4. WHEN HAND PLANTING, MULCH (HAY OR STRAW) SHOULD BE 4. ANY PROPOSED CHANGES TO THE DETAILED PHASING PLAN SHALL BE
OJ~~ v' ~ Q 0 b b UNIFORMLY SPREAD AND TACKED OVER SEEDED AREA WITHIN 24 HOURS FORWARDED IN WRITING BY THE CONTRACTOR, THROUGH THE CIVIL ENGINEER, AND
r a~ a~ \ ? 0 ti ~ \ / I\ 1 t4 ~ 6 PVC e c o y`o i \ \ I~I II\\ 1 \-~.1 PIPE ~ OF SEEDING, APPROVED BY THE EROSION CONTROL INSPECTOR PRIOR TO IMPLEMENTATION. e FVC DIVERGING FROM THE SCHEDULE WITHOUT APPROVAL MAY COMPROMISE THE PIPE
` 3 \ 111 o v, \ \ 1 l JI 1 1 I 10\`~ 5. DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A POSSIBLE
~^~0 0 ~9 \ 111 I 0 ~ c TEMPORARY COVER ON SLOPES THAT ARE 4:1 OR STEEPER, MULCH WILL VIOLATION. STONE BE ANCHORED. r?
6 BEDDING 5. PROVIDE GRAVEL AND HARDWARE WIRE FILTER ON ALL CATCH BASINS. ~
~ ~ 6. ALL EASEMENT'S WITH PIPES AND/OR STRUCTURES SHALL BE ~ n CLEARED AND GRUBBED AND SEEDED. ao
Q n Z z
\ ; ~ ~ eat ,yy / , / i o \ \ DOWN SPOUT 7. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. - ~ ~ SPOUT FEMA MAP NUMBER 37001C0132E, DATED DECEMBER 22, 1998. 4
. ~ 1 c,, ~m,c, , / ; ~ \ \ \ \ COLLECTOR OUTFACE SEE SHEET C3.2 FOR STORM DRAINAGE TABLE R OUT~ALL °d' ~
B. ALL PIPE SHALL 8E CLASS III REINFORCED CONCRETE PIPE UNLESS V 0 AI OTHERWISE NOTED. rr~~ _ ~
IlPpil oo ~ / \ I I ~ ~ 6 I I / \ NOT TO SCALE VJ Q ~ scALE SEE SHEET C6.4 FOR DISSIPATOR AND ~ U
I III~II ~ I ,,1. , ~ \ III / ~ N \ \ 9. PROVIDE GRAVEL AND HARDWARE WIRE FILTER INLET PROTECTION ON ~ ~ W o
111 / ~ / 0 P VATE ~T : r ~ • ; , ~ \ \ ~ III 1 / / ..I. yA~E s \ \ \ ALL CATCH BASINS. SEDIMENT TRAP INFORMATION. ~ W z~ocN Z
1 J- I I . I ~ ' 1. ~ ~ \ 1 I I ~ ~ s ~se3 l~ \ 10. CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF W I ~ 0 ~
_G__._ _ ~ ~ I 1 EXISTING PUBL~ UTILITIES PRIQR TO ANY EXCAVATIONS, GRADING, OR z ~ ~ Z INSTALLATKIN OF UNDERGROUND UTILITIES ON OR ADJACENT TO THE W T- H o
W_~ PROJECT. ~ w ~
i I v I .,...i 1 ~ Y
r~ , 17a J 1 it. ALL CATCH INLETS SHALL BE NCDOT 30-INCH WIDE STRUCNRE WITH p W 0 ~ BICYCLE FRIENDLY GRATES. GRATES, FRAMES, AND BOXES SHALL BE Z ~ " "
/ l:Q I / I ~ I l CERTIFIED NCDOT APPROVED. N ~ ~ Y WWI ~
I ( - ~ . c17~ \ ~ Iti I I / ~ ~ I ~ ~ ,III / I m ~~Q~ 12. EASEMENTS FOR ALL PROPOSED WATER, SEWER, AND STORM ~ N ~ tv
I I r~ I , I ~ f - I~. 111111 I i ~ DRAINAGE UTNT~S WITHIN RIGHT-OF-WAY SHALL BE DEDICATED TO THE z to ~ • a
~1 III i ~ W877A qTY OF MEBAI~ ON THE FINAL PLAT. ALL OTHERS ARE TO BE p d' ~ PRIVATE Q ~
Z ,-o,- ._.0w~~ X a oo ~
1 111 I / % ~ : / / I - o 13. ALL PIPE SHALL BE CLASS III CONCRETE PIPE UNLESS OTHERWISE - ~ NOTED. ~ ~ -
~ 0 11111 / / / / ~ \ - zJ - ~ ~mZm
11 D I II1~~ ~ / / ~ / ~a 14. ALL EXISTING VEGETATION IN BUFFER AND/OR UNGRADED AREAS ~ J
111 ( ~ ~ / / o I - - 1 / / ,~.J r - SHALL REMAIN INTACT. NO q~ARINC IN TREE SAVE AREAS, W W 0 u1 ZC_JZ U) oJo
11 „i ~ / ~ / / / ~ I - ~i - I I /r(/ , ~ a / ~ 15. ALL LOTS WILL BE CONNECTED TO THE CITY OF MEBANE WATER AND Z = = W =
TARP SEWER SYSTEMS. U) U a a SAKI p W p W ,.J~}J
/ IIl 1 11 / / ~ i ~ II 111 e / 16. ALL WATER LINES SHALL BE TERMINATED IN ACCORDANCE WITH CITY M M W o W
~I 1 ip ~ ~ / - II 1 1 / ~ ~ / / / o~l~uewn' - STANDARDS AT 1HE SECTION LINES IT THE DEVELOPMENT IS W I' ; ~ CONSTRUCTED IN PHASES. ALL STORIr> DRAIN LINES AT THE END OT A
I I I / / N 'C / TA 1 / d ~ ~ c ~ / / / ,~,~IFIIS SHEET _ - - SECTION LINE SHALL BE TERMINATED WITN A TAIL DITCH TO DAYIJGHT.
ANY CONFl1CTS SHALL BE REPORTED TO THE ENGINEER FOR _ RESOLInION ~ ~ i ~ ~ ~ 1 ~
I Ill ~ ~ / / ~ / / ~ ~ / / i ~ ~ i ~ i ~ i
- / \ ~
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E%IS11NG WELLS AND SEPTIC FIELDS TO / /I / 111, C' - Mx M 80858' Mx Ouf 18515' / / / "A' ` / / 'I NJ•
BE ABANDONED IN ACCORDANCE WITH ' ~ ~ ~ / , 1\
NC DEPARTMENT OF ENVIRONMENTAL , j / ' °10 ~ MANAGEMENT REQUIREMENTS ~ 50h , ` y
~ ' ' /s ~ /
!T' RCP ~h7~ , ' y~~ \ / rmv. M 60671 tl 3.09 yxh, / / \ti~ \ + . ~ \ \ ~ N l(j ~ Z y ~ \ Ir1.a ww, ~ I~
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/ ~ ,l~>d II I I ~ / r// ~ A ~ _ / S / / ~N ~~11 ll III Imo/ 11 ~ ~ \ 11 I STING WELLS AND SEPTIC FIELDS TO "~""p 10
s ~ I / l ( 1 I / / / / /I \\I ! \ 1 IJ I/ II f - ~ / / / / ! 6py / ^ - 1 $ 6:.00 /j l/ I I I 1 ~ ~ / I ~ ~ ~ f.- I I r ~ / / / / l l l l / - 11 ~ ~ ~ i ~ \ 1 ~ BE ABANDONED IN ACCORDANCE WITH ~ \ 1 1 NC DEPARTMENT of ENVIRONMENTAL GENERAL NOTES ~
/ I \ 41 1 1 / / ! / (111 = OVA II , / / r 11 / / ' 1 KENT REQUIREMENTS °f 1 1 I MANAGE I N TI ITIE AND STRUCTURES SHOWN BOTH UNDERGROUND AND ABOVE ARE BASED ON A FIELD SURVEY ~
~ MN7'J• i \ ~`Z \ 1 111 l 1 ~1 Il -___~~~,1 III / ~ . / ~ ~ xi.7 ~ \ 1 1 ~ ~ ~ A\ \ I II it ~ ' / / ~ 1 I I \ 1 1, EX STI G U L S , I I AND THE BEST AVAILABLE RECORD DRAWINGS, THE CONTRACTORS SHALL LOCATE ALL EXISTING UTILITIES,
X18 . A } 1 \ \ VA V 1 VAVA~v ~ ~v11 VA}I / 1 I( { ~ / / _ I M3333'J9"C °n \ °I \ \ \ V A\ VA A i / ~I 11 I / / / \ I 1 I I I I ro~„ a w~ I TIN RVICES. ~ - ~ I 1 N,~ UNDERGROUND LINES, AND STRUCTURES AS NECESSARY TO AVOID DAMAGING OR DESTROYING EX S G SE Z N
,1' RCP 2J~ \ \ I 1 1 1 \ \i \ \ \ \ _ \ \ 11 I I I i %Il 1! I I / ~ / / / I Mv. M ~o.nld 1 1 \ \ \ \ \ , ~ \ \ \ 1 I ~ ~ ll I/ l l ' ' / ~ / / / / \ I I 1 II I W z \ I IIII - - PIRTO z~
Inv. ~l x66.6Y \ \ \ v v v \ v V\ > > J I i i I 1 Ij !I Il / I l i ~ / / / / ~ / - I ~ I 1 1\\\ \ 1\ 1\°/ yl ll,, ! 1'111! / / ~ ' /li \ \ ~l I I 2. CONTRACTOR SHALL CALL NORTH CAROLINA ONE CALL 1 800 632-4949 AT LEAST 48 HOURS R 0 F ~ ~ y \ \ ~ l I ~ I BEGINNING CONSTRUCTION OR EXCAVATION ON SITE TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO w ~
~o-~ /w ~ 1 1 V v v v v v v 11 / ~ / //a/ / ill I~ ll I 1 Il ~ / / i ; / / / I Ir l 1~ 1 1 1 \ ~ \ \ ~ \ ~ 11 11 11111 Ill! / / / i ~ 11 \ l l\ \ 11 1 \ CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN INDEPENDENT LOCATOR SERVICE. CONTRACTOR SHALL W - ~
~s 1 1 1 Iv 11 ~ v~ ~ ~ III l; 1l ~l ! ~ , v'~ li m ~ 1 1 1 1 I I I IIII I Illllll/l l 111/1!! I i i/ I l ~ 1 1 IMMEDIATELY REPORT ANY DISCREPANCIES TO THE ENGINEER. ~ Z ~ _v ~ y I11~\
= l V A 1 1 1 I I I v l~~/ / ~ /l l1 / ! I / v v ~ I 9 1 1 \ \ \ 1 I l loll ~ ~~i1~ Ill /111 I / / / / / / 1 \ ~ \ NT CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THESE w ~ \ \ \ \ \ 3. ALL DEMOLITION, AND ANY SUBSEQUE
s ,rK / y 1 1 1 1 1 1 1 ~ I I I I I tt l li / 1 I / \ Nov,r l 1 \ \ \ \ } 1 ~ I I 1 + I\ 1 ~(S Pane A ~ / / / 1 I / / / / / / / \ 1 ~ PLANS AND SPECIFICATIONS SET FORTH BY THE CITY OF MEBANE CONSTRUCTION STANDARDS.
\0 I ~ 1 1 \ \ \ 1 1 I i I I l 1 111 1 ~ wacBr 19w. 629' I / / l / / / / / / / ? \ ~ ~ \ V AV A~ ~o
I \ \ \ \ I \ ~ / ll/ / ~ ; I \ 19 ~ - / 1 1 A \ \ V A \ \ I I ! 1 ~ 11\A 1 VA VA \ 11~ ~ /l / I / / / / ' / V ~ ~ , / 1 ~ V 111 II 1 V Atl illll 1111! / / l i< / v \ - \ 4. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ~ ~ \ \ \ WITH PERMITS AS ISSUED AND ANY AND ALL APPLICABLE STATE COUNTY AND LOCAL CODES. ~ N Q
4 1 I~ 1 I I I I 1 1\ \ a l 11 1111111 l1 /I III 1 / r l v V 1 1 ~ I h 1 1 1 ~TRESrq I q I v\ III 11 I 1 ,III I l l I I /v ~ ill 1 ~ I I I \ III ~ I (11 / \ v V / ilV 1 \ ~ ACCORDANCE ~ ~ p \ \ 1 \ ~ N
r,u 1 I 1 1 1 1 1 BE RE~10 D I\ 1 I III I III 1 1 1 1 I l/ dJ r 1 1 I ~ 1 1 11 I , ~l I I 1 1 l 1! J\ d I 1 ~ 1 ITYPIcA~ I~ I\ .1 I l l l l l l 1 S I/ IIN l l/// ~ \ es I p ~ 1 \1 5, THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, AND/OR ANY OTHER ~ N
1 1 11 ~ I v~ I 1. 1 III ll I A 11 ~ 'l) I I I Ill l l l v ~ / ? / I I 1 III ~1 v 1 l~ vv\1 ~I III IIII l I/// l \ \ ~ \ ~ REQUIREMENTS WHICH MUST BE MET UNDER CONTRACT. ~
a I 1 1; 1 I I 1\\ v '~1 1 1~~ 1~ IIII I I {1 I l / A \ `I, / / I' I I 1 1 1 I I I I \ 1. 1\ ~E\ ~ i 1 II 1 1 111 l I! l l I m) ~ 1 1 I I \ 1 ,1 I~\ ~ 1 I I 1/ / / 1 \ ~ 11 1 z I\ \ 1 i t T MOl1SHE0 AND \ 1 1 11 0 BE DE 6, ENGINEER AND/OR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND/QR METHODS ASSOCIATED
1 ~ I / I I V 1 1 I 1 1 1 ~ Il v ~ I. it II 1///% l 1 l ~ I I I I I I I I I 1 1 1 1 1\ I I I//!!/ / / 1 I I I 1 I PROPERLY DISPOSED } 1 II ` WITH THE PROJECT AS SET FORTH IN THESE PLANS, m ~
l 1 1 1 1 I I 1 1 1 11\ v 11 11 ~ ~I I I Ill! / ll / 1 \ I 1 v11 IV I l ~ 1 1 o I ~ 1 I I 1 \ \ I Ill ! 1°°/ ~ \ 201 ti ! I! I I I ~1 11 III II \ IIII 11 / 111 / ~ 1 11 1 z \ ~ \ Z
1 \ 1 I I 1 1 3 ~x 1!<, I I I I I 11\ \ I 111 1///! 1 t 1 ~ III I I I I I ~ Il I 1~w I \ IIII Ill 11 l l / ~ 1 1 ~ s \ 7. THE RELOCATION OF ANY UTILITY SERVICES REQUIRED TO COMPLETE ANY PORTION OF THESE CONSTRUC110N
Abod•M H•ight• 1 I ! } \ I 1 I 1 \ 1 1 I 1 1 11 Il \ ,l 11) III 111 ! / ! , / / / \ \ I I ~ ~ 1 I \ V 1 \ V A ) - AI \ I 1 \ I i II ! III I / / / ~ ` _ / I " 1 l AN HA E THE RESPONSIBILITY OF THE CONTRACTOR. \ I PL SS LLB 1 1~ ~
ra m w lr ! ! \ I 1 \ V A \ 1 1 ~ / ~ J VA \1I } ~ II I I I I Ill ! I ! ! ! ! / / / ~ V 1 l- 1 E~ TN~a FE~1cE\T~ BL\ ~ \ r\~ / / . , \ \ 111, ~ ~ III IIII / , ~ \ 1 E~ I~ \ f I i) I I _ _ ~ 11 11 ~lI I I I I I ! ! I I / / ~r.x nrea \ \ 1 ~ ~ ---~-~-rv~- TREE PROTECTION FENCE „ ~ ~ 8. CONTRACTOR SHALL MAINTAIN AN AS BUILT SET OF DRAWINGS TO RECORD THE ACTUAL LOCATION OF ALL O
E ~s \ ~ / / ll I I IJ ; I ll S 1 I ~ / \ I 1 I I ~ ~ I J/; I l~ l ~ ll \ I\ 1 1 1// I 1 \ l 1 1 ~ ~ ~ PIPING PRIOR TO CONCEALMENT, Z
Il I ~I \ 1 1 V A I I I I III - I l l! IIII ~ ~ 111 l/ VA\ / 1 1 1 , 1 1 1 , ~ ~ w
II I V 1\ \V}pl I I I I////I. I I _ ~1111I~-;/%s=~v~l///l l1/ /~l III 2 V 1 1 v ! I~ 1 1 1 1 Il I I I i vv/ , ~ ///lll r~%~ \ .A \ y I \ I 1 \ I I I Ill I 1 ! , 111 ` ~ _ _ '7111 / III 1 ,~I / , / \ ~ ~ TREES TO BE REMOVED g, IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS ~ Q .A \ V / v I ~ U
~ } ! I 1 ~ , 1 I I I 1 t 1 I ! ! I I ~ ! / 1 ~ /l !Ill ! 1 I l 2 .42 cre ± au`un \ ~ \ 94 NR I I } 1 I I l l l III I I 11 r, / / l l f / ~ ~ ~ \ \ ~ ~ ~ ~ ~ , ~ OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO ~ ~ \ ~ \ ~ ~ ' DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE EXPRESS WRITTEN PERMISSION OF ~1~ $ \ ~ a. V
_ \ ~ / o ( I 1 1 1 1 1111 I I I I I I r~ I l 1 ~ Pond 'e ll /lll //i IIII ! + \ ~I I / 1 I 1 \ 1 1 \ 111 I I I I ! ~ 1 ` wat.? / / / / ! ! 1 / / (0/et Agces_M R/Wj \ \ \ \ \ ~ ~ THE OWNER. \ ~ Z N
!I I I / I I 1 1 1 \ 11111 l l I l i r a, 11 111 l/ J//1l//~ 1 1 1 - f ~1 I I, I / 1 I 1 I 1 } ~ I ~\\\1 I I ,5 1 1 qev. 633 / ! / / I ! I I / / / / / \ \ ~ \ ~i - I
,I I I 1 I w 1 I ! ! 1 1 I I a - \\1 ~ ! ~ lib / / / / , \ ,1 I I 1 1 1 I I l I ~I 111 I I / q~ ,7-.~ I ~w / I r , 1111 i I I II////! I I ! ! / / ~ A~ \ ~ ~ ' ~i 10. THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS ~ ? r OR RUBBISH CAUSED BY HIM HIS EMPLOYEES, OR HIS WORK. ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT p N
- ...x7777 ;1 l / 1 1 1 I 11 1 I /I /j X 1 1 111 \1\} 1 1 Il / l I l l! / / ~ a, 6,17x- I , I 1 ~ ! ! ! 1 1 ! / 11 ! I i III 1 I I / 1 1 I I 1 ! 1111 11 /t/~~/1 1111 11 l11111I11 11 ll I / ~ \ ~ ~ i ~ SITE IN ACCORDANCE WITH LOCAL STANDARDS. z ~ X \ ~ ~ ~ ~m a
/ 11 I 1 1 l l I I I f r ll,,~ 11 1 I I I ll I I I I ! 1
93} Iti / I I 1 t \ 14 1 \\t ll /,6e3/ II III 11111; 11 111 I I I I / ~ ` EXISTING WELLS AND S~PT1C FIELD T I I I t \ ! \ ~ li I I I I 1 I t o tr / I ~ ~ ~ 11. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NUMBER 37001C0132E, DATED ~ rn r' ~ l l ~ i DECEMBER 22, 1998. FLOOD PLAIN LIMITS HAVE BEEN INDICATED BASED ON AVAILABLE INFORMATION. EXACT
E x BE ABANDONED IN ACC RDAN~E TH 1 1 I ~ 1 ( / ) I III I 6, ~ l t,\ I / I / ~ ~ II NC DEPARTMENT OF EN RONM NTAI. I I V I 1 11 1~ L < < 1 \ I 111 ' 11111 \VA L I I I I I / ~ ~ ~ _ { I 1 ~ 1 \11 11 \ 1 11111 X11 11 I\v\ I 1 ~ , ~ ~ ~ / / i LIMITS ARE SUBJECT TO VERIFICATION.
MANAGEMENT REQUIREMENTS 11 1 1 111 I VA V 1 A\ , 11 1 1\ I I I\ V I I I 111 1 1 1 I I 1 / / ~ 1 1 1 1 1 1 1} \ o A J 111 vV1~-11111 v11 l/ ! / ~ / /
I` w 1 l l 1 vA\\ VAV 1\ , I I I I ~ ~ I v v 1 1 1 I , l I 1 \ \ 1A 1 v A I v v 1111 ~ ~C~ ~a a3~~ I I 1 ~ i a, I 1 I 1 1 } 111 1\\~ I I\\~ 1 B.dp Bt 1 \ I I I ~ / ~ / ~ 12. SURVEY PERFORMED BY BOSWELL SURVEYORS, DATED 11-14-03 AND REVISED 7-21-04. i /
/ II I 1 I II 1\ \ - ll\ \ I 1 1 11. 1 \ ~ 1 / , } I C I I P \ ~ I 1 1 s 1 ~~Ir r ~~fIBCt~ , ) , 192 I. ( o A 11111 ~\V A ~ i l\\\ \ 1 VA VA~v 1\\ •o~al,~" 1V1 I I I r 1 ~ ' ~ ~ / DEMOLITION NOTES I ~ f~~ i ~
/ \ \A Av v I} \1 t~~k \ 1 l I I oA u l l l I\ A l A I '~4 \ vv A l 1 1 I I ' / 1. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND
o ~ y \ 1 \ ~ I IIII \v v I I 1 1)/ ~ \1V 1\vvVA\\ vvv 1 vv 1_ I I ~v I I I 1 v_ ~ vvv A l ~ I i I l l E~ I I l i ~ 1 /L ~ vv ~ vvv v I ~ ~ , ! 1 1 I I I I I V \ 1 1 1/~/ ~v _ v, ~ \1v v111}~ ~v vvv v vv vvv v I ~ ~ I / I I J ~ MATERIAL COMPOSITION OF ANY EXISTING WATER OR SEWER SERVICE PROPOSED FOR CONNECTION OR USE ON
~ 1 I v \ \ . I \ I I III 1 A \\1 1 ///i - \ \~\Vv vvvvvv \ \ 1 1 ~ rwid Il I I I N \ \ 1 )l/lam \ \ ~ \ \ \ \ ( I ~ ~ RI R TO COMMENCEMENT OF 1 I I I I THIS PROJECT. ALL VERIFICATIONS AND DISCREPANCIES SHALL BE ADDRESSED P 0 \ 1 ~ I l J ANY WORK.
~ } I f~X S IV DDE FE CE / \ \ \ \ 29 1 ~ I / 111 1 I G / v v \ \vvvv v~ 676 vv ~ ~ d6a I I \ I ~ ~ L I V 1 1 I
1 / I s ''6 / I U dl IN BUI ING Td BE ~ \ \ \ \ c~ \ \ I I 1r~cP rJ J I ].29 ±l ~ I ~ ~ l I I / ~ v ~ v ~ v V 1\V ~ ~ \ VV~ Vv \ I Me - 67a6R ~ •w.a, a m 1 I EM~4 A D D POS D 1 A ~ ~ V~ \vA v\ vA V 1 1 I I I I I I 2. THE CONTRACTOR SHALL ABANDON OR REMOVE ALL EXISTING SEPTIC FIELDS, SEPTIC TANKS, AND WATER _ l l I ~
(Und3+e to nd of n md) / ~ 1 v~ P ~ ~ ~ / n\ \ \ - ~ 6 \ I ~ v v ~ ~ I / I I ~ IIII 1 \ v v 1 v ~ - v ~ ~ ~ ~,v vvv vvvv v v 1 I~ l \ LI I l WELLS IN ACCORDANCE WITH NC DEPARTMENT OF ENVIRONMENTAL MANAGEMENT REQUIREMENTS. 1 I~ I fi 1
~ 1 Il 1 1 I I" ~ I I ,I 1 1S. ~ Ew 3. CONTRACTOR SHALL FIELD VERIFY THE DEPTH OF UNDERGROUND ELECTRICAL AND TELEPHONE TO ENSURE
~ ~ 1 \ I I (IIII v v \ v V - vv ~I ,l I 1 E I I I xl l vv v v v Illy M v v / ~_,~v m v~v; ~1~ II I I l B o ~ N I ~ I I \ \ \ / \ y.~9 \ \ \ \ ~ \ \ _ ' Wettan \ \ 1 ` } I l ~r"Ep \ I I I ad 1 . I I ~~lla T N. IF ANY NSTR T N H IMPA T ELECTRICAL LINES AND OR ~ ~.n~ ADEQUATE CLEARANCES FOR CONSTRUC 10 CO UC 10 S ALL C /
C ~Q ~ I \ I I \ \ / \ ~ - ~ \ ~ T, 111 4 I 'l J7~J> d m ~ s I I L \ / \ \ \ \ xs \ / / ~ 6a5 -t \ ~ T b E 111 76 1' w \ 1 w \"4'' pfd I ~ l STRUCTURES, CONTRACTOR SHALL CONTACT LOCAL UTILITY PROVIDER TO HAVE UTILITIES RELOCATED. U \ 11 ~ v
m 2 I ~v v/ vv 1 1 I bl II \1 \ , _ t\\ \ / I \1111 1 c v \ I ~ lU { rlnfe 11< \ ~ ~ A ~ ~ v \ V 1 e t v ~ t v v \ ~ \ ~ A ~ V I \ ` \ 11 c
l CrP ~ ~ lax ! /1 5 w ~ \ \ \ \ I 1 \ 1 ~ / l \ \ L \ \ I \ \ 1 ~ \ \ \ \ \ \ \ I ~ ~ 1 ~ 1 \ \ \ \ \ e \ / l~ 2 650\\ \ \ \ 1 ~ ~ I 4. CLEANOUTS LOCATED IN AREAS OF DEMOLITION OR SUBSEQUENT CONSTRUCTION SHALL BE PROTECTED FROM o ~ DAMAGE AND RAISED TO FLUSH WITH NEW GRADE, o
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~ ,o, E STING BONIER P LEES A~NR - ~ \ \ ` \ \ \ / I .9i fIP p~l0•W 2CN'W I I V v ~ V v v v~ v 11 ~ ~ I I v v ~ . / T8 l I I 1 \U P \TaBE D \ \ \1 ( ~ / 5. PERMANENT TREE PROTECTION FENCE MUST BE INSTALLED PRIOR TO COMMENCEMENT OF ANY WORK. ,Y t p
~ I 1 1 I \ \ _ `-660 \ \ } }1 1 1 I - \ \ \ L U
I ~ ~ rMe I \ 1 \ \ 1 \ \ - - . B~aes~ - _ ~ I 1 \ 1~. I I I I 633 \ ; ~xtvl: ~ I ~ ~ 1 v v v ~ vvv I l A \ 11 it 1 I / - \ \v - fi. NOT ALL TREES TO BE REMOVED HAVE BEEN SHOWN ON THESE PLANS, CONTRACTOR SHALL REFER TO Z ~ J LANDSCAPE PLANS FOR ADDITIONAL TREE REMOVAL WHICH MAY BE NECESSARY IN THIS PROJECT. _ ~
e t[~r~rP m~ 1 \ EXI~ NGAWE~ AID ~EP C FIELDS 0 v ry,is,~t~x/w~ ~ 1 11 11~ I l ! \ V A ~ - . i ~ oRiW~ 1 s; I, \ \ ~ \\~II }1 111 II III l \ ~5 ~ r \ 1 E A ANDbNED~N ~CCbRD NCEyMI v ~ \ 11 11,,1( I VA V A~ A, wait ~ ~ word ~ v
1 axm ai DE~ARTIa€NT F ~NVIRON TAt~ \ ` - _ / 1 1 IIII 11 1 1 / ! l / / \ 1 t I w 1 ~ 1 P11 h/ \ B/al/ P`t~Howard 7. THE CONTRACTOR SHALL COORDINATE WITH ALL LOCAL UTILITY PROVIDERS PRIOR TO COMMENCEMENT OF p O
p9' I MANAGEMENT 1QE0 E NTS` \ \ \ me5 a aNik 1 \ \ °s \ ~ l / 1 ~-J ~e-\ _ 1 I 11;;~~~ 1 1 ~ ~ \ ~ Ja \ 1 1\ \ \ 1 3 ~W' ~ \ \ \ \ ~_B. 1313 PG. 3 I WORK. ~
I 1 . a \ \ ~ \ \ ~ \ ! } \ \ ~ I / ~ ,a, Walta C. Horard N 8. PRIOR TO DEMOLITION WORK, THE CONTRACTOR SHALL INSTALL ALL ASSOCIATED EROSION CONTROL
I t 1 \ \ \ \ \ \ \ \ ' 665 ~ I / I / \ ~ •N MAx 1 \ ~ \ \ \ ~ h 'c. I a~71 / ~g59 ` - o Aug ~z va sw d MEASURES AND OBTAIN APPROVAL TO COMMENCE WORK FROM THE EROSION CONTROL OFFICER. SEE EROSION
3 Slaage \ ~ ~'C V lSd; I ~ ~ I )~,,eMq, ~ \ \ 4@ \cw yq C~ I ~ / Trott ~ . Y t _ \1 CONTROL PLANS. _
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~ ~ SITE DATA
) , LOT AREA:
nr u' r TRACT 1: 129 AC
TRACT 2: 24.42 AC _ _ - - TRACT 3: 5.38 AC
TRACT 4: 5,60 AC
~ TRACT 5: 1.43 AC
- - - TRACT 6: 1.63 AC
- - - - TOTAL: 39,75 AC i
PIN NUMBER:
i TRACT 1:9825-47-8L04
~ T RACT 2: 9825-57-2710
TRACT 3: 9825-48.898 r`
"e" "ao°'°'' °pnf"' TRACT 4: 9825-58.1209 sar h
i a TRACT 5: 9825.58-6'111 N Z
~ i TRACT 8: 9825-58-4488 ~ ~ r•
~ ~ ~ ~ ~ / ~ Q / EXISTING ZONING: R20 ~ ~ Z
a ~ ~ PROPOSED ZONIG: R8 U 0
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3 ~ Carl JWIw BOlckmonn, IY / m 0.& 94q PG t!1 ~ CURRENT USE: U NDEVELOPED ~ ~ U / \ ~ W
~ ~ p PROPSED USE: TOWNHOMES 0 '3 ~o ~ W z
/ ~ s ' ~ s z oc n ~ W° lb Reef IIn W O ( ~ ,,y ~ ,ar BUILDING SETBACKS: _
~ ~ Z z ~ FRONT (WITHOUT SIDEWA ; 18.5' Z ~ -r
/ ~ a ~ d ~ W - ~ FRONT (WITH SIDEWALK(: 20 ~ W
~ ~ ~ r ~ ~ ~ \ ~ \ Y _ ~o, ~
\ N / / ~ ~ ~ PROPOSED NUMBER OF UNITS; ~ 0 Sl 182 ~ W W Z~
~ N ~ W ~ 11Wx X
P / / N ~ OWNER/DEVELOPER; ~,j,~ ¢ 4 J ~ LM, LLC > .
y B z .N ~ / 410 NORTH BOYLAN AVENUE ~ ~ p N
y ,~y P ~ ~ ~F p Q ~ is / ~ SUITE 138 ~ ~r
/ 0 5~ ~ ZQ'0' ~ / ~ RALEIGH, NC 27603 _ 0 ~ ~
{/twew r, Ou,1ro / / ~ r I 0 ac u~x er ~ f ! X ~ I / ? `~~ao 0 ~ (919) - J J ~ ~ci_o~
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5 / I, E 2 ~ ~ ~ PROPOSED ~ S z ~ ~ ENGINEER: ] J Z 3 BASS, NIXON & KENNEDY, INC, W W O w
~ 1 / ~ 4 Now,r m / / ~ WETLAND 2 I s~ I > FER ~ aZC7Z
~ r.,eay e, r~:m R 31 ~ ~ ..~~a~ y ~ 1 ~ ~ &B ~ '8' BuF + ~ R .e HalcA 10405E LIGON MILL ROAD U) 4 0 - 0 31 ~ 0' 1ypE P,~,'` WAKE FOREST NC 27587 rr^^ ~ _ = J =
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a / 8' PBDESTRIAN i Wk - CONTACT: W. HARRY MITCHELL, P,E. c~ w o w I m t01- I-
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18~ ~ ~ ~oY ~ ~ SHEET NOTES y
- ~ ~ ~ ~ I ~ ~ I 1. AU_ DIMENSIONS ARE IN RADII, TO OUTSIDE FACE OF BUILDING, TO CENTERLINE, CENTER TO CENTER ON STRIPES, ANDIOR TO BACK OF CURB ~ o
~ ~ ~ ~ f r N ~ UNLESS OTHERWISE NOTED, ~ Town oy NNwne ~ i ~ a.B. ar7 P0. YA ~
~ ~ g i , , ~ o~ ~ ~ 2. THE CO \ ~ NTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PERMITS AS
~ ~ ~ ~ i ~ ~ ~ ~ ' i I ISSUED, AND ANY AND ALL APPLICABLE STATE, COUNTY AND LOCAL CODES, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CI ~ N
o M . M \ ~ n ~ ~ r MEBANE CONSTRUCTION STANDARDS, TY OF Z Z
~ ~ ~ I cn ~ 0 ~ s ~ N S ~ 3, EXISTING IMPROVEMENTS DAMAGED OR DESTROYED D Z ~
/ ~ ~ ~ ~ / / \ O ~ EXISTING POND ~ _ N URING CONSTRUCTION SHALL BE REPLACED OR RESTORED TO THEIR ORIGINAL w ~ F ° a~
'n ~ CONDITION, AND TO THE SATISFACTION OF THE OWNER OF THE IMPROVEMENTS. ~ W - ~ ~ a _ ~ Z U
\19 ~ b ti \ ~ ~ ~ - ~ ) 4, THE CONTRACTOR SHALL ~ a W ~ OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, ANDJOR ANY OTHER REQUIREMENTS WHICH MUST BE MET v w S UNDER CONTRACT. l~l
y ~ ~ r ~ ~ t" a W ~ U
~ / \ ~ ' `~-PROPOSED L s J I 5. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR DETAILS OF BUILDINGS AND BUILDING DIMENSIONS. a o
~ ~ / \ ~ GAEENWAY _ ~ . l 1 TRAII, of ~ ~
q~ ~ ~ ~ V' \ N Q • e, ENGINEER AND10R OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS ANDIOR METHODS ASSOCIATED WITH THE PROJECT AS SET ~ ( ! { FORTH IN THESE PLANS. o ~
~ ~ ti ~ ` ~ ~ ( ~ ~o ~ -1 -p ~ N
1 ~ ~ , L , 201 ~ ~ z 1, ~ , s ~ m N 7. CONTRACTOR SHALL MAINTAIN AN "AS BUILT" SET OF DRAWINGS TO RECORD THE ACTUAL LO 0
r ~ ~ i l s 1 , - Woodlnnd HeiyhU / ~ J ~ ~/y \ I Y ~ ~ W. CATION OF ALL PIPING PRIOR TO CONCEALMENT. Z ~ ~ DRAWINGS SHALL BE GIVEN TO THE ENGINEER AT REGULAR INTERVA LS THROUGHOUT THE PROJECT FOR RECORD KEEPING. Y W
P8 'A PC.ItlI ~ W ~ ~ ~I ~
1 ~v f srcoNCRarE , ~ ~ / sIDEWALI{ L ~ ~ 1 m 8, IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTUR m ES Z - ~ , A I AND REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL B Z
~ ~ ~ sIDaWnlx MADE WITHOUT THE EXPRESS WRITTEN PERMISSION OF THE OWNER, E ~
1 r so' ! ~ ~ J ~ Nei ~ ~
~ J, s ~ s ° a 9. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND MATERIAL COMPOSITION OF ANY ~ EX
~ ~ l $ I (STING WATER OR SEWER SERVICE PROPOSED FOR CONNECTION OR USE ON THIS PROJECT, THE RELOCATION OF ANY UTILITY SERVICES W "s ~ 1 REQUIRED TO COMPLETE ANY PORTION OF THESE CONSTRUCTION PLANS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. F'
941 a 1 ~ g ~ ~ ~ ~ s - / J ~
" i ~ ~ J g ~ EXLSTIIdG i 1 's I I ~ N 10, THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH CAUSED BY n a
w ; w= r ~ POND ~ ~ 8 _ I I 8 ) g ~ I HIM, HIS EMPLOYEES, OR HIS WORK, ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT SITE ON A DAILY BASIS, I ~ J
s ~ I J a 1 ~ 11, PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NUMBER 37001 Q
4 / r ~ / ~ C0132E, DATED DECEMBER 22,1988. ~ ~
' g 93 ~ L ~ ~ I ~ ~ _ ~ ~ ~ ~ - ~ / o. ~ I ~ ~ W
~ ~ G ~ ~ ~ s coNCRSTE ~ ~ ~ SITE NOTES ~ o > w e ~ Z Q
~ SIDEWALK ~ s ~ a ~ ( ~ ~ s ~ J ( y~r ~ > 1 ~ m a
a 1, s ~r ~ ~ 1, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH CITY OF MEBANE CONSTRUCTION STANDARDS, ° O U $ ' ~ N
o ~ ~ a 1 ~ t 1 1 G / 2. FIRE LANE SHALL BE CONSTRUCTED ACCORDING TO SPECIFICATION BY LANDSCAPE ARCHITECT TO FACILITATE HEAVY EQUIPMENT.
s 92 ~ 1_ r 1 ~ ~ ~ ~ SEE LANDSCAPE SHEETS FOR ADDITIONAL INFORMATION.
{ 1 ~ \ ~ 31 $ / ~ ~ \ 3. TRAFFC CONTROLS FOR ANY UTILITY WORK WITHIN THE PUBLIC RIGH ~ T OF WAY SHALL BE PERFORMED IN COMPLIANCE WITH
~D B ~ r ~ > i ~ +p~ $ \ STANDARDS OF THE NORTH CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD).
~ I o J ~ ~ 1
~ W ~ ~ / ~ \ ~ I 4. CONTRACTOR SHALL COORDINATE C ~ 31' ) ONSTRUCTION OF UNDERGROUND UTILITIES (WATER, SEWER, STORM, ELECTRICAL, OR OTHE ~ FOR THIS PROJECT WITH THE CITY OF MEBANE AND UTILITY PROVIDERS, ~
I r c~ ~ / Dl's ~ ~ ~ S / 9 ~ ~ t \ g B I
o ~ ~ ~ / i ~ S ~ 5. UNLESS OTH \ 1-- ~ ERWISE NOTED, CONCRETE PADS AND WALKWAYS SHALL BE 3000 PSI, MINIMUM OF 4"THICKNESS WITH 6"x8" w1.4x w1.4
g o~ N C 1 \ is N ~ ~ o ~ ~ tJy~ ~ s \ g w ~ - WELDED WIRE FABRIC THROUGHOUT. .
/ \ r~ ~ g \ ~ , RO ~ ~ ~ l28 ~ ~ \ 1 / ,8, BUFFER ' FfER ^1
S ~ i - - , ~ ~ & 4Q~ TYPE 'g 6U ~ W ~ ~ 0
4 ~ \i ~ / + SIGNAGE, STRIPING, AND MARKING NOTES
~ ~ ~ I.A!{H MICfiAE1, WAY / i ~ 1, ALL SIGNAGE SHALL BE INSTALLED AT RIGHT OF WAY PER DOT STANDARDS. MAR 2 9 ?O C 5 V
~ : v
~ / 2. ALL STPoPING (EXCEPT INDIVIDUAL PARbNG STALL STRIPING) AND DIRECTIONAL ARROWS INSIDE THE RIGHT OF WAY S R•WATER Quf~i r~ THERMOPLASTIC MATERIALS AND SHALL CONFO HALL B~ TORMWATER BRANCH C
RM TO STATE DOT STANDARDS AND SPECIFICATIONS. PARI4NG STALL ST~~~ o ~ BE WHITE REFLECTIVE PAINT. ~ U c
s +h~ ~ ~
0 t U Writer C. Howord 3. CROSSWALKS AND ACCESS AISLE STRIPING SHALL BE CONSTRUCTED OF THERMOPLASTIC MATERIALS AND INSTALLED IN ~
L L y ~ i g a.eNe ~u Howard ACCORDANCE WITH STAT `U E DOT SPECIFICATIONS, CONTRACTOR SHALL INSTALL CROSSWALKS IN SUCH A MANNER THAT CROSSWALKS ~ ~ °'1' AREA ALIGNED BETWEEN ADAJWALKWAY ACCESS POINTS OR PERPENDICULAR TOTHE Z
. 24'L J I L y PROPOSED ROADWAYJDRIVE LANE. _ c 0
11`J LJ-I_..LJ ' WETLAND 1 Wolter C Hoxa ad xue ~ c ~ wmiBr c Howard 4. ADA SYMBOLS SHOWN IN THEES PLANS ARE FOR LOCATION PURPOSED, SIGNS TO BE INSTALLED TO M ~
,.r...- + + Rulh York Nowl i ~ ` ` E 'g' 6UFFER + D.e :w vc. w a h ~ •'r, EET MINIMUM STANDARDS OF ~ o ork Howard DETAIL SHOWN ON SHEET C62 . GROUND SYMBOLS NOT REQUIRED. ~ o.e sw vc. >s
I 40~ TY vacl 2 ~ Proarly o, Tracl2 aoorly or
I ~ w,C. Howard & C.t + + P.A. 19 9C. 8 W.C. HOwOrd & C.N. York P.°. r9 DC. 8
+ + + 1111111 ,1,~1N lyrlr, =
~ O~H ~ ~i
~ ,~~i aF
~ Roger Ue CWUrO S II 8. Wdiker Rebece9 b Sn9un McArthur G ~ 1 Q
ma a~4 b.e. net Pc. Cammle S. Cobwn Ronnie L. Wniker Richard L. Dennis 0 y 0. A 1 ~ 1 C r ~ ~ 1 R l
0.8. IMv PC. 76D 0.8, 1915 PC. 19D xn0 Helen M, Dennis S o 0 . C ~a R 0 F
D.B. Ip49 PG, !7 0 E - S l R
~ ~ 0 'y ~ s°
I . r>*SYItA~ .~1 i
jIt111fN~~
GRAPHIC SCALE
100 0 50 100 200 100
r Li.
( IN FEET) W n
I~ i ~ -T~ 1 inch = 100 ft N

~ b \ V L `o}~° oaao,
v N ti ° o`
'o wm a3m 3 ~o oa
~ 2
U ~ ~ ~
rr~.\\
SEE SHEET C3.1 FOR ~ ~.1 FOR SHEET NOTES , ~,v -fir r ~ v v
I ~ ~vv
SEE SHEET C3.2 FOR . I AGE TABLE ~ ~e~.+o ~ ~ / V ~C ~ ~.2 FOR STORM DRAIN ~ B,~ « _ 1 \
~ / _r ~ \ ~
/ o, P~auq I I I ~ ~ ~ / ~I ~ ~
SEE SHEET C6.4 FOR [ ~.4 FOR DISSIPATOR AND ,twACe44.eo , sT~M~s T 1 I I I i w~c e M I I - I I~/,
SEDIMENT TRAP INFORP ~P INFORMATION. Lr , r ~ -a-L._L _I~ , /
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a ` s d ~ - ~ \1 / ~ v \ ec ~ ~ ~F~ ~ 7~ _ 4 ~ ~ . / ~ - 8 \ 11 111 ~ \ _ ~ - ~g ~f 1 ~ ~ /
\ \ ~ _ 111 ~ \ \ ~ _ ~ ~ ~ - - eo.eo e6zs ~ ~ 79/ ~ _ \ 1` e 1 l~ ~ l- \ ~ ~ ~ \ I 87_ _ / 5z04 ~ - ~
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~1 \1111 r\ ~0 PR ~ \ ~ \ / \ 11 J sec •eY STORM ES X14 \ \ \ I 1 ~ / / ~ 1 ~ W o I ~ • ~ 111 / ~ ~ 1 i ~ ~ z -
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11 v - 65~_ ~ _ d~.eo ~ - ~ ~ v v _ \111v ` ~ _ ~ ~ \ r ' / r / !57.75 f BC 661.401 ~ / 0 ~ ~ ill r _ ~ ~ X69 ~ L a ~ w
\ 111 \ - - 29 1 a- ~ ~ ~ 58 / 1 Bs9.lip, TWAG 666.80 0 C " ~ ~ ~ N 70 I I I SWAG e62.00 L v ~ N Q
~ ~ ~ 111 \ 1 ~ 151 i - ,b \ ~ \ ~r ~l ~ \111 - / / ~ ~ 53 ~ ~ - ~g c, v m ~ 0 ~ ~ ~ a.so \ ~ ~ T p O N
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LL - - - 1 1 inch = 50 ft LU lV
- 1 Q M S
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r- _

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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DOWN PIP PIPE PIPE DOWN plpE STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C iN~ET TOTAL HGL HGL SIZ LENGTH SLOPE VELOCITY DESCRIPTION STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE I PIPE PIPE PIPE DOWN PIPE PIPE PIPE L HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION
PIPE ACRES OtOCFS 010CFS IN OUT IN FT FT/FT FTISEC PIPE ACRES 010CFS 010CFS IN OUT IN I OUT IN FT FTIFT FTISEC PIPE ACRES 010 CFS OtOCFS IN OUT IN FT FTIFT FTISEC
DI.26A 666.50 662.15 0.33 7.10 0.65 1.49 1.54 3.43 18"ADS CI.89 650.00 646.00 0.7 7.10 0.75 3.49 3.49 3.68 4' CI CI.76 658.00 852.50 0.34 7.10 0.75 1.12 1.12 3.13 4' CI
P-26A 662.15 661.30 1.54 862.64 662.04 15 105 0,008 2,04 15"HDPE P-89 846.00 645.65 3.49 646.79 646.86 18 79 646.66 18 32 0.011 2.28 18" RCP P-76 652.50 652.00 1.12 652.92 652.31 15 32 0.018 4.63 15" RCP
CI.26 666.75 661.30 P•26A 661.10 0.34 7.10 0.65 1.54 3.45 4.49 4'CI CI.88 650.83 845.65 P-89 645.45 0.7 7.10 0.75 3.49 6.93 4,97 4' CI CI.75 658.00 652.00 P•76 851.50 0.39 7.10 0.75 2.07 3.17 4.36 4' CI
P-26 661.10 660.60 3.45 661.85 661.18 15 32 0.016 8.16 15' RCP P-88 645.45 644.75 8.93 646.55 645.77 18 1 55 645.77 18 128 0.005 5.42 18"HDPE P•75 651.50 649.70 3.17 652.22 650.26 15 131 0.014 5.9 15' RCP
CI.25 667.00 661.10 P-27 66020 0.49 7.10 0.65 2.46 5.87 4.57 4' CI FES•88A 848.00 644.75 P•88 644.75 6.93 18 18 5,42 18' FES DI.74 655.80 651.00 0.42 7.10 0.65 1.94 1.94 3.89 24" x 48"DITCH
660,60 P-26 P•74 650.D0 1.94 651.56 650.48 15 110 0.009 4.45 15" RCP
P-25 660.20 659.20 5.87 661,06 660.08 24 137 0.007 4.42 24" RCP HW-86 653.00 647.50 9.80 5.80 0.65 37,24 37.24 8,58 HEADWALL DI.73 860,00 651.00 P-75 649.00 0.09 7.10 0.75 0.41 5.43 4.92 24X36 DI
DI.24A 887.00 661.75 0.14 7.10 0.65 0.85 0.85 2,88 18' AD5 P•86 847.50 642,40 37.24 649.57 645.07 30 1 57 645.07 30 161 0.030 7.61 30" RCP 650.00 P•14
P-24A 661.75 660.00 0.65 662.07 660.24 15 105 0.017 4.04 15" RCP MH•85 649.00 842.80 P•8fi 642.40 36.82 7.47 PRE-CASTMH P•73 649.00 646.50 5.43 849.90 647.17 18 158 0.016 7.11 18"RCP
DI-24 667.20 660,00 P•24A 659.50 0.14 7.10 0,65 0.85 1.28 325 4' CI P-85 842.40 641.80 36.82 644.37 643.75 30 7 37 643.75 30 73 0.011 8.79 30' RCP DI.72 650,80 846.00 0.39 7.10 0,65 1.8 1.8 3.6 24" x 38" DI
P•24 659,50 659.00 128 858.95 659.34 15 32 0.018 4.81 15" RCP RI.87 847.25 642.50 12.20 5.44 0.74 49.51 49.51 8.55 5' RI P•72 646.00 64520 1.8 646.53 645.89 15 83 0.010 2.56 15"HDPE
CI.23 688.00 659.20 P-25 858.80 0.16 7.10 0.65 0.57 7.52 4.95 4' CI P-87 842.50 642.00 49.51 844.79 643.86 36 2 79 643.86 36 29 0,017 10.75 38" RCP DF71 852.80 64520 P•72 845.00 026 7.10 0.75 1.38 3.12 4.27 18"ADS
659.00 P•24 MH-84 848.00 841.60 P-85 639.80 84.28 10.01 PRE•CASTMH P-71 645.00 644.80 3.12 645.72 645.59 15 22 0.006 3.84 15"HDPE ' ~
P-23 658.80 858.00 7,52 859.77 658,88 24 116 0.007 5.65 24' RCP 842.00 P•87 CI.70 85420 644.80 P-71 644.50 026 7.10 0.75 0.92 4.02 4.1 4' CI 1• N
DI.22A 668,50 883.00 0,02 7,10 0,65 0.09 0.09 1.80 18' ADS P•84 639,80 638.00 8428 642.66 640.46 42 1 56 640.46 42 178 0.010 11.89 42" RCP P•70 644.50 844.00 4.02 645.43 645.40 15 32 0.018 3.26 15" RCP z d 42 11.89 ENDWALL CI.89 654.41 846.50 P-73 843.50 0.26 7.10 0,75 0.96 10.22 6.58 4' CI I
P•22A 663.50 683.00 0.08 883,62 863.08 15 25 0.020 2.40 15"HDPE EW-84.90 848,00 838.00 P-B4 638.00 8428 42 ~ Z N 644.D0 P-70 ~
CI.22 669.10 663.00 P-22A 660.00 0.04 7.10 0.65 0.17 0.28 2.10 4' CI Q Z 8.78 HEADWALL P-69 843.50 636.00 1022 64473 636.81 18 253 0,030 10.54 18' RCP
P•22 660.00 659.00 0.28 660.20 859.13 15 32 0.031 3.84 15' RCP HW-90 645.00 839.00 7.49 4.69 0.85 23.02 23.02 b U i3 639.32 3D 91 0.019 8.T7 30' RCP CI.68 843.05 638.50 0.4 7.10 0.75 1.48 1.48 3.4 4' CI V/
CI.21 669.00 658.00 P-23 857.40 0.03 7.10 0.65 0.14 7.79 5.00 4'CI P•90 839.00 838.00 23.02 640.63 639.32 3D 9 I 30 8.77 ENDWALL P-68 638.50 838.00 1.48 638.98 638.36 15 32 0.018 5.01 15" RCP ~ ~ V
859.00 P-22 EW-8490 648.00 838.00 P•90 638.00 23.02 30 P•21 657.40 657.20 7.79 858.39 658.26 24 39 0.005 4.81 24" RCP W DI-67 640.80 637.00 0.39 7.10 0.65 1.8 1.6 3.6 24' x 48"DITCH W O F
8 DI-20 668.15 681.00 0.28 7.10 0.1 1.40 3.56 4.55 4' CI HW-92 641.50 29.49 4.68 0.69 95.59 95.59 Z 2 ~ 1021 P 67 637.00 638.00 1.8 637.53 636.45 15 98 0.010 4.54 15" RCP W = Q
P-20 661.00 659.00 3.56 661.76 659.42 15 50 0.040 8.81 15" RCP DP-92 837.40 637.40 95.59 639.67 638.72 30 4 i7 638.72 30 46 O.D15 1123 DUAL 30" RCP DI-66 643.90 636.00 P-69 634.00 0.4 7.10 0,75 1.5 ~ C7 Z
CI-19 669.00 657.20 P-21 656.50 O.i6 7.10 0.65 0.57 11.82 5.80 4'CI EW-92A 641.50 636.70 636.70 95.59 14.54 8.49 24X36 DI Z _ " „ r 11.23 638.00 P•68 W ~ r d
659.00 P-20 ~W~ 636.00 P-67 ~
P•19 656.50 655.00 11.82 657.74 656.51 24 164 0.009 4,66 24' RCP r1iIC) P~6 634.00 628.00 14.54 635.40 630.00 18 160 0.031 11,63 18' RCP p ~ ~ W
CI.18 665.00 657.00 0.24 7.10 0.7 1.20 120 3.19 4'CI DOWN Z ~ DI.85 833.80 831.OD 0.51 7.10 0.65 2.39 2.39 3.95 24' x38" DI W N ~ • Y
PIPE P•18 657.00 656.50 1.20 857.43 656.80 15 22 0.023 5.27 15'HDPE STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE L PIPE PIPE PIPE W HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION P•65 631.00 630.00 2.39 631.62 630.53 15 102 0.010 4.83 15"HDPE ~ lL Q W
CB-17D 675.42 0.09 7.10 0.95 0.61 0.61 2.64 24x36 NCDOT~CB PIPE ACRES 0110 CFS O10 CFS IN OUT IN OUT IN FT FTIFT FTISEC CI.64 638.03 630.00 P-65 629.50 0.26 7.10 0.75 1.44 3.7 ~ (V 3 fV
P•17D 669,50 668.20 0.61 689.81 668.54 15 85 0.015 2.25 15' RCP DI-57 662,80 656.00 0.33 7.10 0.65 1.54 1.54 8 4.65 4' CI Z 3.44 18"ADS N 0 N P•64 629.50 629.00 3.78 630.29 629.61 15 32 0.016 6.3 15" RCP ~ ~ Q ~
CB-17C 675.42 666.20 P•17D 668.00 0.10 7.10 0.95 0.68 1.26 3.24 24x36 NCDOT•CB P•57 656.00 653.00 1.54 656.49 653.31 15 1f 19 653.31 15 101 0.030 6.37 15" RCP z Q , O , CI.63 636.10 629.00 P-86 626.00 026 7.10 0.75 1.45 19.33 7.26 4' CI ~ O ~ ~ ~
DI.56 657.90 853.00 P-57 651.00 0.29 7.10 0.7 0.98 2.47 P-17C 668.00 663.20 1.26 668.44 663.93 15 134 0.036 1.71 15"HDPE 3.99 4' CI X 629.00 P-64 ~ ~ J ~ J J
DI.178 668.50 663.20 P•11C 663.00 0.49 7.10 0.65 2.28 3.37 4.45 24" SQ DI P-~ 651.00 650.00 2.47 651.63 650.41 15 3! i3 65D.41 15 35 0.029 7.03 15' RCP ~ J p . 01 P-63 626.00 622.00 19.33 627.56 622.99 24 133 0.030 12.41 24" RCP Z . r ~ r
P-178 663.00 658.75 3.37 663.74 659,79 15 191 0.022 3.09 15"HDPE CI.55 657.43 850.00 P•56 648.00 0.28 7.10 0.7 0.91 3.38 4.16 4' CI I ~ ~ DI~2 828.80 624.00 0.29 7.10 0.65 1.34 1.34 3.3 24"x 48" DITCH ~ J • . z . .
P•55 648.00 645.00 3.38 648.70 645.42 18 8! DI.17A 661.70 658.75 P•17B 658.55 0.73 6.66 0.65 3.18 6.42 5.2s 24" z 48' DITCH '0 645.42 18 88 0.034 8.23 18' RCP W W O W P~2 624.00 823.00 1.34 624.46 623.39 15 105 0.010 4.08 15"HDPE ~ a Z Z
P-17A 658.55 657.70 6.42 859.53 658.70 18 103 0.008 5.10 18' RCP DI.54 849,80 646.00 0.28 7.10 0.65 1.28 ~ 128 3.25 18' ADS I ~ a O J Q C -81 630.01 623.00 P-62 822.50 024 7.10 0.75 1.38 2.68 4.1 4' CI Z I I I
DI.17 66420 657.70 P-17A 657.50 0.26 7.10 0.7 130 7.53 4.95 24x36 DI P-~ 648.00 845.10 1.28 646.45 645.49 15 1( 5 645.49 15 106 0.008 3.86 15"HDPE P$1 62250 ~ U a W a 622.00 2.68 623.16 622.84 15 32 0.016 3.04 15" RCP p W p W
4 P•17 657.50 657.00 7.53 858.48 658.50 24 32 0.016 2.98 24' RCP CIS 653.33 645.10 P-54 644.40 0.21 7.10 0.7 1.01 2.24 3.87 4' CI CI.80 630.00 622.00 P-63 620.50 02 7.10 0.75 1.38 22.97 6.77 4' CI -I d -1
6 P-53 644.40 644,10 2.24 645.00 644.62 1s 3i CI-16 664.03 655.00 P•19 654.00 0.15 0.78 0.72 20.58 7.52 4'CI ~0 644.62 15 33 0.009 4.88 15' RCP MM ~ ~ ~ ~ 622.00 P•61 W ~
g CI.52 853.41 845.00 P•55 643.00 0.21 7.10 0.7 0.98 6.51 8 656.00 P-18 528 4' CI ~ P~0 620.50 619.40 22.97 622.13 621.34 30 117 0.009 5.63 30"HDPE
` 657.00 P-17 844.10 P•53 i DI.59 832.80 624.00 0.3 7.10 0.65 1.49 1.49 3.40 24"x48' DITCH
20.58 855.63 651.42 24 187 0.020 10.83 24" RCP P•52 643.00 64230 6.51 643.99 643.03 18 3f 8 P-16 654.00 650 2s 9 643.03 18 36 0.019 7.82 18" RCP P-59 624.00 620.00 1.49 624.48 621.34 15 45 0.089 1.22 15"HOP
S DI.36A 662.80 656.25 0.48 7.10 0.65 2.23 2.23 3.88 24" SO DI CI.51 650.00 84230 P-52 641.00 0.10 7.10 0.65 0.68 7.15 5.49 4' CI E MH-58 623.00 619.40 P-60 619.00 24.05 6.90 PRE-CASTMH
P-36A 656.25 655.40 2.23 656.85 656.08 15 103 0.008 325 15" RCP P•51 641.00 640.00 7.15 642.04 640.90 18 97 4 640.90 18 97 0.010 8.47 18" RCP 620.00 P•59
DI.36 663.80 655.40 P•36A 655.20 020 7.10 0.65 0.93 3.11 4.32 24X36 DI DI.50 648.20 642.50 0.29 7.10 0.65 1.37 1.37 3.32 24' x 48' DITCH P-58 619.00 618.50 24.05 620.67 619.81 30 28 0.018 927 30' HDPE ~
P-50 642.50 642.00 1.37 642.96 642.33 15 2° P•36 655.20 854.60 3.11 655.91 65522 15 83 0.010 5.12 15' RCP 6 642.33 15 25 0.020 5.27 15' RCP FES•58A 623.00 618.50 P-56 618.50 24.05 30 9.27 30" FES ~
CI.35 662.00 654.60 P•38 654.40 0.19 7.10 0.65 0.65 3.73 4.63 4' CI DI.49 651.50 646.00 0.1 7.10 0.7 0.5 0.5 2.49 18'ADS
P•35 654.40 654.00 3.73 655.18 854:32 15 36 0.011 3.86 15" RCP P~9 648.00 645.00 0.50 646.28 645.20 15 51 8 645.20 15 51 0.020 3.96 15' HDPE H N
CI-34 661.38 654.00 P-35 653.80 0.33 7.10 0.65 0.98 4.68 5.08 4'CI CI-08 652.00 645.60 0.24 7.10 0.7 0.8 0.8 2.84 1'CI DOWN PIPE PIPE PIPE w ~
P-34 653.80 652.75 4.68 851.86 653.81 15 109 0.008 4.80 15" RCP P~8 645.60 645.00 0.8 645.95 645.25 15 32 5 645.25 15 32 O.D19 4.48 15'RCP STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION ~ ~ ~ rn PIPE ACRES 010 CFS 010 CFS IN OUT IN FT FTIFT FTISEC W O ~
DI.33 658.00 652.75 P-34 652.55 0.15 7.10 0.55 0.58 5.19 4.65 24X38 DI CI~7 652.00 645.00 P-49 642.50 0.40 7.10 0.70 1.18 2,44 3.77 1'CI ~ U a W
P•33 652.55 651.25 4 5.19 853.81 65227 18 ~ 274 0.005 4.06 16' RCP 645.00 P-48 w ~ ~ HW-81 623.50 819.00 6.6 7.10 0.5 23.62 23.62 6.85 HEADWALL U Q ~
0.74 7.10 0.55 2.91 7.71 4.99 24'x48' DITCH P-47 842.50 841.00 2.44 643.09 641.48 1 B 13 DI.32 656.00 651.25 P-33 651.05 9 641.48 18 138 0.011 4.99 18" RCP p.81 818.00 808.00 23.62 620.65 608.82 30 176 0.063 16.97 3D' RCP ~ w W
P•32 651.05 650.40 7.71 652.04 851.63 24 126 0.005 3.80 24' RCP CI.48 849.18 840.00 P-51 835.50 0.10 7.10 0.85 0.77 ~ 11.50 7.10 4' CI RI-00 618.00 W ~ p BMP 613.00 1 0.65 4.65 28.4 7,43 4' RI
DI.31 656.00 650.40 P-32 650.20 0.14 7.10 0.55 2.91 10.23 5.46 24'x48' DITCH 842'00 P-50 P-80 613.00 611.50 28.4 614.82 613.58 30 59 0.025 6.51 30" RCP ~ NO
P-31 650.20 64935 1023 651.35 650.48 24 17S 0.005 5.32 24' RCP 641.00 P•47 YI.79 617.50 611.50 P-80 611.00 0 0 0 28.24 ~ 7.41 4' YI rp N Od
DI.30 656.50 649.35 P-31 649.15 0.45 7.10 0.55 1.71 11.80 4.42 21' x 48' DITCH P-46 835.50 834.50 11.50 638.79 635.53 18 52 B 635.53 18 52 0.019 8.87 18' RCP P-79 611.00 610.00 28.24 612.18 611.34 30 51 0.020 10.52 30' RCP O N
P CI-45 848.80 634.50 P-46 634.00 0.31 7.10 0.70 2.78 14.12 P•30 649.15 648.75 11.60 650.24 650.34 36 69 0.005 3.05 38' RC 8.24 CI CI.78 817.00 810.00 P-79 808.50 C.4 7.10 0.75 2.15 30.07 6.9 4' CI
DI-29 656.50 648.75 P-30 648.55 0.11 7.10 0.65 0.51 11.91 2.85 24' x 18' ORCH P•45 834.00 631.00 14.12 63535 631.94 24 15 r N O i 631.94 24 155 0.019 9.75 21' HDPE P-78 808.50 608.00 30.07 61028 609.37 36 27 0,019 9.52 36" RCP Z
P•29 648.55 64830 11A1 86027 65027 38 43 0.008 2.42 38' RCP CI-43 648.00 642.80 0.22 7.10 0.70 0.77 0.77 2.81 4' CI DI.77 817.00 608.00 P•78 603.85 0.3 7.10 0.75 1.61 52.74 7.98 24"x36" DI
CI.15 659.00 650.25 P-16 647.40 0.15 0.78 0.78 32.19 522 4'CI P'~ 642,60 642.00 0.77 642.94 642.25 15 32 1642.25 15 32 0.019 4.43 15' RCP 6p800 P-81 >
DI.42A 848.20 0.10 7.10 0.65 0.47 0.47 648.30 P•29 2.15 18' ADS P•77 803.85 0] 52.74 606.12 605.24 42 169 0.005 8.11 42" RCP
P-15 647.40 647.20 32.19 849.84 649.81 36 34 0.006 4.92 38' RCP P-42A 641,60 641.40 0.47 642.07 641.85 15 3fi ~ 641.85 15 36 0.011 1.18 18' HDPE WB•77A 808.00 801.00 P-77 802.00 52.74 W 42 6.11 we aq J
DI.14A 658.50 652.00 1.46 0.65 8.38 6.38 524 24' SG d CI-42 848.48 642.00 P•43 641.20 0.10 7.10 0.65 0.~ 1.61 3.48 1' CI ~ m
P-14A 852.00 651.25 6.38 852.98 852.1: 18 93 O,OOB 5.73 18' RCP P-42 841.20 639.60 1.81 641.70 639.96 15 65 1 639.96 15 65 0.019 5.48 18' RCP
DI-14 660.20 651.25 P•14A 850.00 0.25 0.78 1.10 7.SA S.B/ 24" x 36' d DN4 647.50 841.50 0.29 7.10 0.85 1.37 1.37 3.32 IN HDPE DOWN PIPE PIPE PIPE 5 f t G STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION O W
P-14 650.00 64930 7.59 651.07 65025 18 71 0.010 8.M 18' RCP P-~ 641.50 640.00 137 &11.96 64039 15 14; i 640.39 15 143 0.010 4.25 15'RCP PIPE RCRES 010 CFS 010 CFS IN OUT IN FT FT/FT FTISEC I W
CI.13 658.72 649.30 P•14 647.00 0.34 0.70 1.06 40.07 7.82 4'CI CI.41 648.01 639.80 P-42 638.50 0.40 7.10 0.78 3.22 6.07 5.79 M Q 0
840.00 P-44 64720 P-15 i o ~Q HW-82 609.00 605.00 1.4 7.10 0.65 7.52 7.52 5.62 HEADWALL ~ N
P-13 647,00 646.25 40.07 849.09 848.31 38 144 0.006 7.74 38' RCP P-41 838.50 633.00 6.07 638.00 632,35 15 111 1632,35 15 114 0.052 4.94 15' HDPE p-gp 805,00 804,00 7.52 605.99 604.81 18 84 0.011905 6.92 18' RCP
DI.9 655.50 650.85 0.16 0.78 1.07 1.07 3.09 24X38 d DI.40 834.00 831.00 P-45 630.00 0.26 7.10 0.85 1.21 20.96 7.58 21X38 DI EW-62A 609.00 604.00 P-82 604.00 Q N 7.52 18 6.92 ENDWALL ~ ~
- 1.07 &~i126 851.00 15 76 15' RCP 833.00 P-41 P 9 650.85 650.45 0005 2.07
CI•B 657.97 650.65 0.24 0.78 0.86 0.86 2.90 4'CI P~0 830.00 627.50 20.98 631.64 628.6.9 24 12E ~o ~ . 1628.6.9 24 126 0.020 10.75 24' HDPE r Z
P•8 650.70 650.35 0.86 851.08 851.00 15 32 0.011 1.34 15' RCP MH•~ 832.00 827.50 P-40 624.95 20.78 7,55 PRE-CASTMH Hylf,83 808,50 606.50 0.3 7.10 0.70 1.50 1.5 3.41 15' FES 07 U
5 CI-7 657.91 650.45 P-9 650.25 0.14 0.78 0.57 2.48 3.78 4'CI P•~ 624.95 624.00 20.78 6x6.58 625.19 24 35 i 625.19 24 35 0.027 10.81 24' HDPE ~ N P•83 808.50 806.00 1.5 606.99 606.40 15 47 0.010638 4.39 15" RCP
FES•39A 826.00 624.00 P•39 624.00 6.66 20.78 24 65035 P-8 24 10.81 21' FES FES-83A 608.50 606.00 P-83 606.00 1.5 15 4.39 15' FES
,G P-7 650.10 649.70 2.46 850.61 850.68 18 106 0.005 2.02 18' RCP
MH•6 658.70 650.25 P-7 649.50 0.90 0.78 5.02 7.23 _ 4.88 PRE•CASTMH RI.91 623.75 BMP 619.25 0 0 0 29.48 7.57 S' RI
P-6 649.50 648.70 7.23 650.45 649.85 24 129 0.008 3.88 24' RCP P-91 618.25 618.50 29.48 621.10 620.02 30 62 ~ 620.02 30 62 0.012 9.41 90" RCP
b FES•91A 623,00 818.50 P-91 618.00 29.48 30 CI.S 658.83 649.85 0.26 0.78 0.90 0.90 2.94 1'CI 30 9.41 30' FES
P-s 649.85 649.50 O.so 650.22 649.81 15 33 0.011 3.79 15'RCP DESCRIPTION LEGEND NOTES:
y CL4 659,00 648.70 P-6 648.50 0.22 7.10 078 0.80 BJO 5.19 4'CI
0 648.50 P-s 18"ADS =18" ROUND HEAVY DUTY PVC/NYLOPLAST 1. ELEVATIONS INDICATE TOP OF CURB BACK FOR
P-4 648.50 647.95 8.70 649.55 649,15 24 108 0.005 4.43 24" RCP 24" SQ DI = 24" x 24" FRAME & GRATE DROP INLET CURB INLETS & CATCH BASINS. TOP ELEVATIONS
~ HW12 652.50 650.15 0.31 7.10 0.70 1.55 1.55 3.40 GRATED FE5 24" x 36" DI = 24" x 36"HEAVY TRAFFIC, PER-CAST CONCRETE DROP INLET s INDICATE TOP OF GRATE FOR DROP INLETS AND T P ~ 0
P•12 650.15 649.50 1.55 650.6.5 650.01 15 126 0.005 329 1s RCP X" x X"DITCH = NCDOT STANDARD DITCH INLET WITH CONCAVE GRATE, NCDOT 840.22 CDOT 840.22 OF WEIRISPILLWAY FOR YARD INLET . O ~ S
DI.11 652.50 64s.5o P-12 649.30 0.17 0.70 0.66 236 3.73 21'x24"DITCH 4' CI =CITY OF MEBANE STANDARD CURB INLET, SEE DET~;IL SHEETS
~ P-11 649.30 648.60 238 649.88 645.38 18 98 0.005 3.76 18" RCP RI =PRE-CAST CONCRETE RISER INLET, SEE DETAIL SHEETS U
DI.1o s52.5o sas.eo P-„ s46.so o.1a 7.10 0.10 o.6s 2.99 3.74 24'x24'DITCH X"HDPE =HIGH DENSITY POLYETHYLENE PIPE, SMOOTH WALL INTERIOR b' ~ s~`' C
P-1a sae.sa 648.05 z.ss 649.zo sas.17 2a tofi o.oa5 1.~ 24"HDPE X" RCP =REINFORCED CONCRETE PIPE, MINIMUM CLASS III Q" 0 `4~ ~
~ ~ - MH-3A 655.10 648.05 P•10 647.90 2.91 1.41 PRE-CASTMH X YI -PRE-CAST CONCRETE SQUARE YARD INLET WITH TRASH PACK. v ~ ~ U ~
P-3A 647.90 647.65 2.91 649.10 649.1 24 48 .005 1.15 24' HDPE WB =WEIR BOX OUTLET, SEE DETAIL SHEET s 4 ~ p
ca3 s57.2o sa7s5 P-0 sa1.5o o.z2 7.10 o.le iss 12.1s 3.3s a'cl 24"x36" NCDOT CB=NCDOT STANDARD CATCH BASIN, NCDOT 840.03 ~ ~ ~v o o ~
648.00 P-3A J Z
P-3 647.40 647.10 12.79 648.99 649.00 36 57 0.005 2.71 36' RCP ~ ~ o
CI-2 654,79 647.20 P-3 647.00 0.21 7.10 0.78 1.06 13.59 2.70 4'CI o 0
P-2 647.00 646.80 13.59 648.91 648.91 36 32 0.008 2.14 36' RCP tS
CI.1 654.82 646.80 P-2 646.05 0.28 7.10 0.78 1.00 46.93 7.62 4'CI
1: 646.25 P•13
P•1 646.05 645.65 46.93 648.19 817.82 42 67 0.008 8.40 42" RCP S
FES•1A 652.00 645.65 P•1 645.65 46.93 41 8.40 42' FES G 1 0 1
G
1 1 . o ~ R
P ES OF S/p 5
P. Q 1. R SEAL
~ ~ Q 01~ a
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;'Pi ~GIUCE_ a
s
SWANSO
t-
B SEE SHEET C6.4 FOR DISSIPATOR AND SEDIMENT TRAP = ~ p
INFORMATION. cn

SEEDBED PREP PREPARATION L=~M oW ~ o~N ~ o a~
SEEDING SCHEDULE 1. CHISEL COMPACTED AREAS AND SPREA[ :AS AND SPREAD TOPSOIL 3 INCH EP OVER - ~ = a o m ES DE J o ~ m 3 .
I I T T ADVERSE SOIL CONDITIONS, IF AVAILABI )NS, IF AVAILABLE, - ~ ~ o o a '0 6 INCHES DEPTH. ` (r =
NSU T CONSERVAl10N ENGINEER OR SOIL CONSERVATION SERVICE FOR 2. RIP THE ENTIRE AREA TO 6 INCHES DEI STABILIZED 1MTH GRASS 3:1 AND FLATTER CO L 3. REMOVE ALL LOOSE ROCK, ROOTS, AND DK ROOTS AND OTHER OBSTRUCTIONS LEAVING ~ ~ _ J \ C)
STABILIZED WITH SHRUBS OR VINES 3;1 TO 2:1 ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF SURFACE REASONABLY SMOOTH AND U STABILIZED WITH RIPRAP 2:1 TO 1,5:1 DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4. APPLY AGRICULTURAL LIME, FERTILIZER, SMOOTH AND UNIFORM. ~ „ \ ~ IME, FERTILIZER, AND SUPERPHOSPHATE - - I-- \ \ 3
STABILIZED WITH RETAINING WSQEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE. UNIFORMLY AND MIX WITH SOIL (SEE BI TH SOIL (SEE BELOW*). ~ \
PLANTING RATE ***TEMPORARY -RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT 5. CONTINUE TILLAGE UNTIL AWELL-PULVI L AWELL-PULVERIZED, FIRM, REASONABLY / ~ ~ I" ~ ' \ , \ \ 'REPARED 4 TO 6 INCHES DEEP. / ~ ~ ' ~ \ \ ~ \
DATE TYPE UNIFORM SEEDBED IS PREPARED 4 TO VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT 6. SEED ON A FRESHLY PREPARED SEEDBE tEPAREO SEEDBED AND COVER SEED LIGHTLY / ~ ~ / \ ~ \
AUG. 15 -NOV. 1 TALL FESCUE 300 LBS./ACRE BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPAC VT OR CULTIPACK AFTER SEEDING. / ! i ~ - \ ~ \ TER SEEDING AND ANCHOR MULCH. ~ ~ ~ , p ~ `
NOV. 1 -MAR. 1 TALL FESCUE 300 LBS./ACRE 7. MULCH IMMEDIATELY AFTER SEEDING AN & ABRUZZI RYE 25 LBS./ACRE B. INSPECT ALL SEEDED AREAS ANO MAKE SEAS ANO MAKE NECESSARY REPAIRS OR / - ~ " ~ 1 I I ~ I ~ i
MAR, 1 -APR, 15 TALL FESCUE 300 LBS,/ACRE RESEEDINGS WITHIN THE PLANTING SEA' PLANTING SEASON, IF POSSIBLE. IF STAND ~ ' i ~ ~ I ~ J DAMAGED, REESTABLISH FOLLOWING ORIGINAL / / i _ ~ ~ ~ /
APR. 15 -JUN. 30 HULLED COMMON BERMUDAGRASS 25 LBS./ACRE SEE SHEET C 5,1 F 0 R E R 0 S I 0 N C O N TR 0 L SHOULD BE OVER 60% DAMAGED, REES JUL. 1 -AUG. 15 TALL FESCUE AND 125 LBS./ACRE LIME, FERTILIZER AND SEEDING RATES, iEEDING RATES, / / s ~>y ~'•L•,1,,, I+' / ~
***BROWNTOP MILLET 35 LBS./ACRE AND C 0 N S TR U C TI 0 N SEQUENCE N 0 TE S 9. CONSULT CONSERVATION INSPECTOR ON ***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE FERTILIZATION AFTER PERMANENT COVE I T A T NTA ~ I l/ / I INSPECTOR ON MAN EN NCE REATME ND , / / I f~ / ; / / ERMANENT COVER IS ESTABLISHED. ~ ~ / / i ~r
i i / / ~ i ~ 'mil / rt ! - ~ / / / ~ ~ l ~
SLOPES (3.1 TO 2:1) * APPLY; AGRICULTURAL LIMESTONE - 3 IMESTONE - 3 TONS/ACRE / ~ / / ~ l f l - - - 10 ANALYSIS ATS00 - 1,000 LBS. ACRE / ~ I / ~ ~
_ IFIED 50 LBS. ACRE FERTILIZER - 10 - 10 - 10 ANALYSIS AT'~ MAR. 1 JUN. 1 SERICEA LESPEDEZA (SCAR ) / SUPERPHOSPHATE - 500 LBS./ACRE OF 2 / , / l ! ~ .BS./ACRE OF 20q ANALYSIS SUPERPHOSPHATE ~ ~ ~ / ! / / r`
AND - A D TALL FESCUE 120 LBS./ACRE MULCH - 2 TONS (APPROX. BO BALES) Sf, BO BALES SMALL GRAIN STRAW ACRE ~ ~ I / DIVERSION N / / ^ z a
MAR. 1 APR. 15 D MAR. 1 -JUN. 30 OR ADD WEEPING LOVEGRASS 10 LBS./ACRE ~ - _ _ _ _ ANCHOR -TACK WITH LIQUID ASPHALT AT JID ASPHALT AT 400 GALLONS/ACRE OR / ~ / DITCH (TYP.) - Z N DO GALLONS/ACRE. / / / i / / ~ I/ ~ Q
R 1 JUN. 30 OR ADD HULLED CO / ~EM~ILSIFIED.ASP~HA~T eT,300 GALLONS/AC _ MMON BERMUDAGRASS 25 LBS. ACRE ` _ ` MA . JUN. 1 -SEP. 1 ***TALL FESCUE AND 120 LBS./ACRE I~ ~ ~ ~ ~ ~ ~ ~
***BROWN MILLET 35 LBS./ACRE ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ _ . _ v _ , ~ ~S
~ *"*OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE ~l~ ; \ ~ ~ ~ \ \ ~ ~ ~ , ~ _ HULLED-UNSCARIFIED 70 LBS. ACRE ~ I, 1 ~1 ~ ~ ~ ~ ~ ~
x SEP. 1 MAR. 1 SERICEA LESPEDEZA ( ) I i AND TALL FESCUE 120 LBS./ACRE ~ ` ~ , ~ I ~ ~ - ~ 1 ~ I W . ~ AA ~ ~ - / ( o
NOV. 1 -MAR. 1 ADD ABRUZZI RYE 25 LBS./ACRE y ! ~I III t ~ ~ ~ ~ ~A - 1 ~ Z
~ ; SKIMMER #3 111 ~ ~ ~ ~ , ~ v = II ~ ~ ~ ~ ~ ~ DRAINAGE AREA 0.6 AC ,VIII , ~ , \ / P ~ ~ ~ W= \ , i ~ n ~ a
• ~ _ 84TT0 EL 644.00 ~ .III I ~ \ 1 ~ ( Z z . - ~ H ELI ~ ~ ~ a~5~ ~ \ o _ , fi , ~ z -
$ ~ ~ ~ ~ ~ - ~ ~ , ~ T CREST EL=641.00 ,SEE SHEET C5. FbR ;DETAILED ~L ~ ~ / / / I I ~ ~ W w~~d
, - - - ~ ~ ~ ~N(~ np, TOP EL=648.00 FMHANKMENT ~tEWT ~ .
i ~ ~ TOP DIM.=40'L x 63'W ,CONSTRUCTION ENCE l l u~~ ~ ~
_po - _ , ~ ~ , ~ ~ ~ , SEE SHEET C3.2 FOR.- - ~ , - , - y-~ ~ ~ w 'a ~ p I ~ , / ~ ` CONSTRUCTED N . • W . 0 SSJPATB ~ N p t ~ ; W w Y / ~ I ~ # \ WETLAND ~
m - - - ~ , \ ~ RORARY _ DE A LS- ~ _ - r . ~ t _ PAS ~ _ / ~ ,I w ~waLL - - - ~ ~ ~ _ ~ \ DRAINAGE AREA=8.6 AC ~ ~ .
t; \ ~ A ~ 1111- _ ~ ~ _ _ ~ ~11~SK)NI DIKE - - - - , ~ ~ _ - ~ ~ - _ / „N J / BO OM EL 6 2.50 ~ . o a
1~ ~ ~ ~ ~ ~ - - - - - ~ 2-~ SLOPE - ,1 - - - 1~1 T ~ ~ ~ r \ ~ ~ / i / 1 ~ ~ vii O ~ _ ~ - ' ~ / ~ ~ ~ CREST EL=647.25 ~ ~ a ~
111 ~ ~ ~ , \ ~ _ m \,61~ \ 111 ~ ` / ~ , - ~ ~ , ~ ~ ~ _ _ - 1 i TOP EL=650.00 c ~ 0 ~ ~ n
~ / ~ ~ / ITOP DIM.=145L x 95W od J°D~°~° rr
~Op .DD-~ / / / / ~ ;SEE SHEET C3.2 FOR ~ ~ J ~ -
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- i ~ trJ~ - / i ~ uo ~aZ(7Z
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~I,111, ~ ~ ~ ~ !53.00 ~ ~ ~ G tFA ARL`A 15 / , co / c ~ z ~
- - - - ~ 11' ~ ~ _ _ _ - ~ ~ - 654.00 _ ~ ~ ~ ~ ~ ~iUN,. RFA AREA 11,1 1 \ ~ \ ~ ~ ~ _ ~ ` SIC~IMER'TrED TO / , ' ~ ~ l , l 1 / ~ / o ~ ~ Q ~ A1L, ~C6. ~ ~ / ~ / / v ~ w w
~ 11 ~ - ~ ~ ~ - ~ ~ 0~-x ~ _ - _ ~ ETA1L, ~ 11 _ _ \1 ,1 ~ , ~ ~ - ti5' ' ~ 33FI~T"C3.2 ~ ~ ' - ~ \ ~ _ , . ~ ~l. DRAIN / ~ , / ! 1 ~ . a o a W ~ o
11 ~ ~ - , - - , , DETAILS ~ ~ ~ ~ ~ ~ ~ / / / 0 / /
~ ~ X11 ~,1v 1 ~ , ` i ~ ~ v Nro - 11,1 \ ~ ~ --~F~ ~ ~ ~ ~ ~ ~ ~ I ~ ~ O W
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CONSTRUCTION SEQUENCE EROSION CONTROL NOTES
1. OBTAIN ALL PERMITS NECESSARY TO START ANO COMPLETE THE PROJECT. OBTAIN LAND DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1. A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BA I F
DISTURBING ACTIVITY. S S 0 THE EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR
a, ~ v ~ 2. PRIOR TO CONSTRUCTION ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS. CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SE UENCE. I ENGINEER FOR CLARIFICATIONS, IF NEEDED. Q D VERGING FROM
o -C ~ v`4i U ~ THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A 3. FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES. POSSIBLE VIOLATION.
.v`°tnr c ,r p ~j v, ~ ~ v a4a r v 4. INSTALL RAIN GAUGE AND RURAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSI N 5. PRIOR TO CONSTRUCTION ACTIVITIES, SCHEDULE ON-SITE MEETING WITH EROSION CONTROL REQUEST MODIFICATIONS TO THE PLAN. P 0 CONTROL INSPECTOR MAY
v ~ I La INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR, VERIFY RE VESTED RIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD Q MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION.
~ V ° o c o ~ r-° N o a. ,c oN ~Z _ . UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUCTION SEQUENCE, AND NPDES STORMWATER 3, NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN AC OR AN PERMIT REPORTING REQUIREMENTS. ACCORDANCE WITH NC GENERAL STATUES AND N C D CE WITH NCG010000. IN
I~ ~ ~ .C 'o ~ p~ J ~ N y N Q 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES CDENR REQUIREMENTS, STORMWATER DISCHARGE OUTT'ALLS
O p o o 4 m,v~' INDICATED ON THE PLANS. PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES (SDOS) SHALL BE INSPECTED BY THE CONTRACTOR. INSPECTIONS SHALL BE PERFORMED BY THE TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWATER A MINIMUM. ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE ORR T
v ~ ~a~ v~ Q`a Era OUTFALL SEDIMENT TRAPS. C EC ED IMMEDIATELY. PERSISTENT MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION.
000 ~v Qo ~ o b ~ ~~i~\ l `~Z EC PHASE A 4. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCGO10000. THE
C c' ti0 ~ ~ \ / ~ ~ c ~ A r .111! (1\\111 ~~~~1 i. PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADING OF THE SITE, CONSTRUCTION OF REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR. REPORT
CULVERTS, THE STORM COLLECTION SYSTEM, UTILITIES, AND RETAINING WALLS, PRIOR TO ANY COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO THE OWNER AND ENGINEER. GRADING OPERATIONS, CONSTRUCT AND STABILIZE ALL THE SITE BMPS (TO FUNCTION AS TEMPORARY 5. AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR
0 0 1 ~ iii i ` TO CONSTRUCTION SEDIMENT TRAPS), INDICATED PORTIONS OF THE STORMWATER COLLECTION SYSTEM (AT A MINIMUM), ACTIVITIES. THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUR
x!00 viii \ ~ / ~ ` \ ~ EMENTS RECORDED AND THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT.
LY. 6. COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES. 2. UPON INSTALLATION OF THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7. DENUDED SURFACE OF THE SITE SHALL 8E LIMITED TO A MAXIMUM F / ~
~ v !ice ~ ~ r 1 I I ~ II ~ I I 0 20 ACRES AT ANY TIME. U SCHEDULE AN INFECTION WITH THE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CONTRACTOR SHALL UTILIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA. N
_'if ~ c ~ ~ A THE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. 8. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE MP TE ORARILY STABILIZED IN ACCORDANCE WITH ~ ~ r. 3. HARVEST ANY TIMBER. COUNTY STANDARDS. cv
~ ~ ~ ~ . J ~ 1 =v; v h ~ A 4. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY g DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. CHECKS AMYBE RIP-RAP TRIANGULARS I `
u ~ I I / ly \ \ \ VA , ` S LT DIKES, GEORIDGES, OR AS APPROVED BY THE ENGINEER. 5. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. DIVERSION r
~ ~ llll~l , ~ A 1 / I 1 \ ~ V ~ ~ •,A VA ACCORDANCE WITH COUNTY STANDARDS. DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. ,,nn U V/
z , , III LU I ~ 1 ~ v v ~ .l ~ ~ 1 v III~~ I ~ ~ y, oIS~PA~'oR - t ~ , - ~ , . 1 ~ I \ \ 6. PERFORM GRADING OPERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11. ALL TYPE-B SEDIMENT TRAPS SHA I LL NCLUDE BAFFLES AND SKIMMERS. BAFFLES AND SKIMMERS SHALL ~~rr++ REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STATE 8E SIZED ACCORDING TO THE INFORMATION INCLUDED ON THE TABLES. LL ~ U
~ , ' _ ~ I I I ~ IJ~~ I / ~ PAO 0 i ~ ~ r ~ ~ ~ 1 v \ T W S APHARDS. 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT 0 ~ W ~
a _ , II! II ~ hill ~ ~ I ~ ~:1~.:~:~ / ~ ~ . ~ i - ~ ICI \ L ,1 1 ~ I ~ oQAwr OOWN TRAPS. PAINT MARKS SHALL BE PLACED ON THE POSTS AT ELEVATIONS REPRESENTING HALF TH ~ Z ~ 1. AS MASS GRADING AND RETAINING WALL CONSTRUCTION PROGRESS, COMPLETED AREAS OF STORAGE VOLUME OF THE DEVICE WITH A MINIMUM E W ~ 0
8 ~ ~ ~-=---*--1--- / ~ DISSIPATOR I 1 \ , ~ ~ ~ I L : ~ _ - } PIpE 1 ~ THE SITE SHALL BE PERMANENTLY STABILIZED. t3 ONE-FOOT BELOW THE WEIR CREST. 2 Z SEDIMENT TRAP MAINTENANCE SHA Z LL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE 7 0 2. EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS THEY LE Z -
t r ~ ~ ~ DIRECTLY INTERFERE IMTH CONSTRUCTION OF BUILDING PADS AND ROADWAYS. REMOVAL OF VEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS. TRAPS SHALL BE uJ ~ H d
.4 ~ . 7------- I ~ v / ~ ; ~I ~ ) ~ r INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS AND INLET RESTORED TO DESIGNED CONDITION. ~ W ~ 14. INLET PROTECTION SHALL BE INSTALLED AROUND STRUCTURES AND OPEN PIP Y ^
1 1 1~ ~ ~ / ~ _Q ~ f / , ~ I I ~ i I PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY. ES AT THE END OF EACH rn ~ o REMAIN FUNCTIONAL UN11L THE PROJECT IS COMPLETED. 0 0 ~
\ - 1 III' i / ~ ~ ~ I 1 15. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR DAILY. ~ "U' 3. AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS BE RESTORED TO THE DESIGN CONDITI EACH DEVICE IS TO N „ ,
I ~ , ~ 111; OISSIPATOR~ I ~ / ~ / PAO ~8 ~ v I I I C I ~ / ~ ~ 0.+ ~ a, ESTABLISHED, THE STORM COLLECTION SYSTEM SHALL BE THOROUGHLY CLEANED, STARTING AT ON ONCE SEDIMENT ACCUMULATION HAS REACHED HALF OF THE W W X CAPACITY OF THE DEVICE. Q Q THE UPPERMOST REACHES. 16. CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR L AVI ~ W LL
~ I ,III,,., / I o / ' , ~ CONSTRUCTED WETLAN0~3 0 4. AS UPPER REACHES OF THE SITE ARE COMPLETED, THE CONTRACTOR SHALL REQUEST E NG THE SITE AT THE END OF ~ EACH DAY. z ~
~ ~ I I ACHE _ ~ / / ~ -I ~ -0RAINAGE AREA 2.1 AC v . t III'. ~ / / ~a1 ~ ~ - _ ~ I I I ~ pAy ~ / ! _ ,BOTTOM EL 615.50 ~ a INSPECTION AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. p 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. d SKETCHES OF THE MODIFICATIONS SHALL BE FORWARDED TO THE ENGINEER PRIOR TO 18. PROPOSED STORMWATER MANAGEMENT 4 ~ Q ~
r I I I ~ / ~ ~ ~ ~ ~ ~ ~ = 7 I I,I / ~ ~ ~ ~ ~ _ 1 - _ CREST EL 618.5 0 REMOVAL. DEVICES (BMPS) SHALL 8E MODIFIED TO TEMPORARY SEDIMENT Z 0
1, I I , _ f I i ~ E ER ~ - - _ I Y , I - / TOP EL 621.00 5. UPON COMPLETION OF ALL CONSTRUCTION ACTIVITIES, ESTABLISHMENT OF PERMAN NT TRAPS. INLET PROTECTION SHALL BE INSTALLED AROUND THE RISER INLETS AND SPILLWAYS. SKIMMERS ~ 0 ~ ~ ~ E X Q SHALL BE INSTALLED TO DRAW DOWN PIPE OF THE RISER STRUCTURE. DEVICES SHALL BE CONVERTED TO ~ ~ J ~ J ~ SURFACE STABILIZATION, CLEANING OF THE STORM COLLECTION SYSTEM, THE CONTRACTOR FINAL PROPOSED CONDITION UPON STABILIZATION F rn - rn
~ 1 IIII, , 7 ~ / ~ , ~ 7 _ ~ c $ as~ParoR ~ ,1 I I`~~ , li ~ - , ~ ~ ~ AY ~ ~ ~ _ TOP OIM.=130 L x 70 W ~ m ~.o I I~~ ~ ~ ; ~ ° i ~ r-. p SHALL REQUEST A FINAL INSPECTION BY THE COUNTY EROSION CONTROL INSPECTOR. THE 0 CONTRIBUTING GROUND SURFACES AND CLEANING OF Z J J r ~ r
PAD ~ I ( ~ oti - - QIASS I' ; ' - o ~ ,1 ~ ~ ~ ~ ~ ~ ~ ~ / I SEE SHEET C3.2 FOR DETAILS ~ 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT TRAPS AND STORM COLLECTION SYSTEM. _ ~ o~ 19. PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION SEQUENCE NOTED ~ • • Z • •
BMPS SHALL BE CONVERTED TO THE FINAL DESIGN CONDITIONS AND STABILIZED. ONCE ON THE PLANS, THE CONTRACTOR SHALL W W 0 W STABILIZED THE REMAINING PERIMETER EROSION CONTROL MEASURES MAY BE REMOVED AND OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. Fyn d Z ('3 Z
20. DIVERSION DITCHES SHALL INCLU ~~//~~V, AREAS RESTORED. DE CHECK DAMS AS NECESSARY TO PREVENT EROSIVE VELOCITIES. VJ Q 0 - 0 ==J=
' ~ ~ i ~ ~~nnZ v~ Up.Wa PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION p W ~ W
111 ~ ~ i ! ~ ~ ro o ~ ~ ~ ~ - - ~ ~ ' ~ ~ ~ ~ ~i / / i UMIT$ 4E DISAlR9ANCE SEQUENCE NOTED ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM r J g J
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SEEDBED PRE BED PREPARATION ~ ~ _ o W
SEEDING SCHEDULE 1. CHISEL COMPACTED AREAS AND SI v o~N ~ oarn )AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ~ w m a 3 m
REOUIREMENTS FOR SLOPE STABILIZATION ADVERSE SOIL CONDITIONS, IF AVM NDI110NS, IF AVAILABLE.
STABILIZED WITH GRASS 3:1 AND FLATTER CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR 2. RIP THE ENTIRE AREA TO 6 INCHE REA TO 6 INCHES DEPTH. ~ ~ ° I a E ROCK, ROOTS, ANO OTHER OBSTRUCTIONS LEAVING ~
STABILIZED WITH SHRUBS OR VINES 3;1 TO 2:1 ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF 3. REMOVE ALL LOOSE ROCK, ROOTS, STABILIZED WITH RIPRAP 2:1 TO 1.5:1 DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER SURFACE REASONABLY SMOOTH A ABLY SMOOTH AND UNIFORM. ' ~ \ ~ U
STABILIZED WITH RETAINING WSQEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE. 4, APPLY AGRICULTURAL LIME, FERTIt UNIFORMLY AND MIX WITH SOIL (5 2AL LIME, FERTILIZER, AND SUPERPHOSPHATE ~ 3 - I- \ 11X WITH SOIL (SEE BELOW'). , \
UNTIL AWELL-PULVERIZED, FIRM, REASONABLY ~ -YIf, , \ \
DATE TYPE PLANTING RATE ***TEMPORARY -RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT 5. CONTINUE TILLAGE UNTIL AWELL- VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT UNIFORM SEEDBED IS PREPARED ~ IS PREPARED 4 TO 6 INCHES DEEP. ~ \ \ LY PREPARED SEEDBED AND COVER SEED LIGHTLY ' / ^ ~ ~
AUG. 15 -NOV. 1 TALL FESCUE 300 LBS./ACRE BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT. 6. SEED ON A FRESHLY PREPARED S 11PMENT OR CULTIPACK AFTER SEEDING. i ~
NOV, 1 -MAR. 1 TALL FESCUE 300 LBS./ACRE WITH SEEDING EQUIPMENT OR CUL & ABRUZZI RYE 25 LBS./ACRE 7. MULCH IMMEDIATELY AFTER SEEDIP .Y AFTER SEEDING AND ANCHOR MULCH. ~ _ r l ED AREAS ANO MAKE NECESSARY REPAIRS OR / / _ , 1 I I ~ I ~ ;
MAR, 1 -APR. 15 TALL FESCUE 300 LBS./ACRE 8, INSPECT ALL SEEDED AREAS ANO N THE PLANTING SEASON, IF POSSIBLE. IF STAND , ~ i ? i ~ ~ ~ ~ ~ i
APR. 15 -JUN. 30 HULLED COMMON BERMUDAGRASS 25 LBS./ACRE RESEEDINGS WITHIN THE PLANTING SEE SHEET C5.3 FOR EROSION CONTROL SHOULD BE OVER 60~ DAMAGED, JUL. 1 -AUG. 15 TALL FESCUE AND 125 LBS,/ACRE 60~ DAMAGED, REESTABLISH FOLLOWING ORIGINAL ~i , I i ~ I 4ND SEEDING RA / s ~ ' '~t ~ ~ / ~ / ~ TES. / / ~ / . 'L.L.-~.
***BROWNTOP MILLET 35 LBS./ACRE LIME, FERTILIZER AND SEEDING RA AND CONSTRUCTION SEQUENCE NOTES 9. CONSULT CONSERVATION INSPECTO CATION INSPECTOR ON MAINTENANCE TREATMENT AND / / / / / r ' i J ~ l / ~
***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE FERTILIZATION AF1ER PERMANENT ER PERMANENT COVER IS ESTABLISHE . / / ~ ' ~ ~ ~ I ' l l l
SLOPES (3:1 TO 2:1) * APPLY: AGRICULTURAL LIMESTONE tAL LIMESTONE - 3 TONS/ACRE ~ / / ~ ' ~ ~ J l J l _
MAR. 1 -JUN, 1 SERICEA LESPEDEZA (SCARIFIED) 50 LBS./ACRE FERTILIZER - 10 - 10 - 10 ANALYST 0 - 10 ANALYSIS AT800 - 1 000 LBS. ACRE / ~ \ J / ~ / ~ _ J J
AND SUPERPHOSPHATE - 500 LBS./ACRE 500 LBS./ACRE OF 20~ ANALYSIS SUPERPHOSPHATE _ ~ / ,,r J l ~PROX. 80 BALES) SMALL GRAIN STRAW/ACRE ~ / / N ~
MAR. 1 -APR, 15 ADD TALL FESCUE 120 LBS./ACRE MULCH - 2 TONS (APPROX. 80 BALE MAR. 1 -JUN. 30 OR ADD WEEPING LOVEGRASS 10 LBS,/ACRE ~ _ _ _ ` _ - _ ANCHOR -TACK WI111 LIQUID ASPHAI _ / DIVERSION i LIQUID ASPHALT AT 400 GALLONS ACRE 0 Z
MAR. 1 -JUN. 30 OR ADD HULLED COMMON BERMUDAGRASS 25 LBS./ACRE ; ~E~ L5IFIED~ASP~HA~1` T\30Q C~AL~.ON - P. 1 ***TALL FESCUE AND 120 LBS. ACRE ~ ~ / / / DITCH TYP. ~Z ~0 A ONS ACRE. ~ / / / i / ~ ~ N
JUN. 1 SE / I ~ ~ ~ ~ ~ ~ ***BROWN MILLET 35 LBS./ACRE I nova„ ~ ~ , ~ ~ ~ ~ \ ~ ~ - ~ - / / / / l ~ ~ /
w ***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE ~I ~ ~ I < < ~ ~ \ ~ ~ ~
x SEP. 1 -MAR. 1 SERICEA LESPEDEZA (HULLED-UNSCARIFIED)70 LBS./ACRE ~ ~ ~ ~ i AND TALL FESCUE 120 LBS./ACRE y I ~ I ~ ~ _ ` ~ ~ \
NOV. 1 -MAR. 1 ADD ABRUZZI RYE 25 LBS./ACRE ~ IIII r ~ ~ , ' ~ , ~ ~ \ / ~
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CONSTRUCTION SEQUENCE EROSION CONTROL NOTES
1, OBTAIN ALL PERMITS NECESSARY TO START AND COMPLETE THE PROJECT. OBTAIN LAND
w DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1. A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE DISTURBING ACTIVITY. EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR
2. PRIOR TO CONSTRUCTION ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS. CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SEQUENCE, DIVERGING FROM
o ~ M ENGINEER FOR CLARIFICATIONS, IF NEEDED. THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A 3, FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES. POSSIBLE VIOLATION.
~ ~a U ~ 4, INSTALL RAIN GAUGE AND RURAL TYPE MAILBOX, SI2E0 TO HOLD EROSION CONTROL PLANS. 2, LANG DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED, THE EROSION CONTROL INSPECTOR MAY
I I v o^~p ZQQ s i a, 0 0 5, PRIOR TO CONSTRUCTION ACTIVITIES, SCHEDULE ON-SITE MEETING WITH EROSION CONTROL REQUEST MODIFICATIONS TO THE PLAN. PRIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR. VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION.
° ~i~N"~ o c~01 ~ °"'r-°~ UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUC110N SEQUENCE, AND NPDES STORMWATER 3. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE IMTH NCG010000, IN
PERMIT REPORTING REQUIREMENTS, ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWATER DISCHARGE OUTFACES 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (SDOS} SHALL BE INSPECTED BY THE CONTRACTOR, INSPECTIONS SHALL BE PERFORMED BY THE
~ ~ ~ ~ m Q~~ 000 ~ 4~ ~ ~ ~ o v> ~~0 0 0 ~m a tn,N INDICATED ON THE PLANS, PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT
~ ~ v~ ~w~ v Cm PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWATER A MINIMUM. ANY MEASURES NOT FUNC110NING PROPERLY SHALL BE CORRECTED IMMEDIATELY, PERSISTENT OUTFACE SEDIMENT TRAPS. MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICA110N.
00 ~ o ~ Qo / ~~o: ° m a \ ~ z 4. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCGO10000. THE
~ ~ v, ~ ~/i ~ i,11 l ~ I~ ~,\\V1~~ V~~ ~1 EC PHASE A REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL P 1, PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADING OF THE SITE, CONSTRUCTION OF SU ERVISOR. REPORT
CULVERTS, THE STORM COLLEC110N SYSTEM, UTILITIES, AND RETAINING WALLS. PRIOR TO ANY COPIES ANO RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO 1TiE OWNER
000' ~ ~ ~ii~ \ - l/ i i i~~ f' GRADING OPERATIONS, CONSTRUCT AND STABILIZE ALL THE SITE BMPS TO FUNCTION AS TEMPORARY AND ENGINEER. ( 5. AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TO CONSTRUCTION SEDIMENT TRAPS), INDICATED PORITONS OF THE STORMWATER COLLEC110N SYSTEM (AT A MINIMUM), ACTIVITIES, THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUREMENTS RECORDED
p ~ O ( ~ ~ iii \ > % ~ / ~ ` ` ~ \y'~ ? ~ ~ ~ ~ N /iii ~ ~ ~ ~ % ;.,I - ANO THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT,
~ -'i iii i~ ; / I. r` LY. 6. COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES. 2. UPON INSTALLATION OF THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7, DENUDED SURFACE OF THE SITE SHALL BE LI
MITED TO A MAXIMUM OF 20 ACRES AT ANY 11ME, r` SCHEDULE AN INSPECTION WITH THE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CONTRACTOR SHALL UTILIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA. N
THE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. 8. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHAL ~ Q L BE TEMPORARILY STABILIZED IN ACCORDANCE WITH 3. HARVEST ANY TIMBER. COUNTY STANDARDS, - Z cv
~ ~ / ,/7 C f 1 I \ \ 4. TEMPORARY STOCKPILES SHAII BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY, 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY = Q
/ .f ~ ~ ~ : A V v v~ \ ~ I ~ / ~ ~ ~ \ V \ VA A 0 z DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. CHECKS MAYBE RIP-RAP, TRIANGULARS, SILT DIKES, GOERIDGES, OR AS APPROVED BY THE ENGINEER. 5. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT TH EN F
~ i i I I~~ill i I t~; ~ / ~ ~ v . \ V A c ~ 1 E,~i i I V A E D 0 EACH DAY, DIVERSION ACCORDANCE WITH COUNTY STANDARDS, DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. ''nn U
n !111111 ~ ~ - /i A l / I \ V ~ ~A VA VJ 6. PERFORM GRADING OPERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11. ALL TYPE-8 SEDIMENT TRAPS SHALL INCLUD E BAFFLES AND SKIMMERS. BAFFLES AND SKIMMERS SHALL
j i 111111 l ~ y'" l OISSIPAT,gR ~--f ~ r- ~ ~ ~ _ ~ ~ ~ \ V A ~ , III I,I I I / ~ PAD #10 ' ~ . . ~ / / ~ 1 \ m ~ I ~ III~;I~III ~ ~ ) ~ • ~ ~ / ~ / F bT~ REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STATE BE SIZED ACCORDING TO THE INFORMATION ON THE TABLES. LL ~ U W STANDARDS. 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT 0
T W Z RAPS, PAINT MARKS SHALL BE PLACED ON THE POSTS AT ELEVATIONS REPRESENTING HALF THE ~ ~ 1. AS MASS GRADING AND RETAINING WALL CONSTRUCTION PROGRESS, COMPLETED AREAS OF STORAGE VOLUME OF THE DEVICE, WITH A MINIMUM ONE-FOOT BELOW THE WEIR CREST. W 2 0
m ~ ' , ' i ~ A i:~ ~ \ ~ TIED / ~ ~ 1~ 1 ~ I ~ . ~ I ~ ~ AMY DOWN THE SITE SHALL BE PERMANENTLY STABILIZED. 13, SEDIMENT TRAP MAINTENANCE SHALL BE P ~ Z
i i'.,c, ~ __,W._ / 1 2, EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS THEY ERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE Z ~ r LEVEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS. TRAPS SHALL BE W F' d
DIRECTLY INTERFERE WITH CONSTRUCTION OF BUILDING PADS AND ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDITION, N r INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS AND INLET ~ W ~ 14. INLET PROTEC110N SHALL BE INSTALLED AROUND STRUCTURES AND OPEN PIPE AT Y ^
- ~ i~ ~ ! S THE END OF EACH V PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY. p ~
~ ~ I / ~ '..I>~ REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. 15. EROSION CONTROL MEASURES SHALL BE INSP ~ ~ ~ LL W 3. AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS ECTED BY THE CONTRACTOR DAILY. EACH DEVICE IS TO cv X•, W X„ BE RESTORED TO THE DESIGN CONDITION ONCE SEDIMENT ACCUMULAl10N HAS REACHED HALF OF THE W W Y
I I III I / 0 ~ I I ~1 I ~ ! 111; as~PATOR~ I ~ ~ , ~ , ESTABLISHED, THE STORM COLLECTION SYSTEM SHALL BE THOROUGHLY CLEANED, STARTING AT CAPACITY OF THE DEVICE. Q Q F- Q
l I III ` ~ ~ PAD / e`. ~ v I i I II u, ~ 1 / o ~ ~ % ~ '9 / ~ WET POND~f3 ~ ro THE UPPERMOST REACHES. 16. CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF - LL W 4. AS UPPER REACHES OF THE SITE ARE COMPLETED, THE CONTRACTOR SHALL REQUEST p
1u ~ } I t _ ~ a ~ ~ ~ ~ r , 1 I I ~q~E - / / ~ G~ / o _ ~-0RAINAGE AREA=2.1 AC ~ . EACH DAY. Z N INSPECTION AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. ~
1 III ' ~ i ~ ~ / ~ ° ~ - _ 80TT0M EL=615.50 ~ 11111 D ,r.. % ~ t - ~ a ~ 1`. III ~ ~ ~ ~ L~ _ . _ = w SKETCHES OF THE MODIFCATIONS SHALL BE FORWARDED TO THE ENGINEER PRIOR TO 18. PROPOSED STORMWATER MANAGEMENT DEVICES (BMPS SHALL BE MODIFIED TO TEMPORARY SEDIMENT Z Q ' 0 ' REMOVAL ) ~ r r
I I I; I ~ ~ ~ ~ ~ ~ ~ - r~REST EL 618.75 ~ 1` I 1 - 1 , ~ / - _ -TOP EL=621.00 ° " TRAPS, INLET PROTECTION SHALL BE INSTALLED AROUND THE RISER INLETS AND SPILLWAYS. SKIMMERS X~ ~ ~ 5. UPON COMPLETION OF ALL CONSTRUC110N ACTIVITIES, ESTABLISHMENT Of PERMANENT SHALL BE INSTALLED TO DRAW D W ~ J
~ DISSIPATOR ~ ,1 + 1 / , ~i , AY / 70P DIM.=130 L x 70 W 3 SURFACE STABILIZATION, CLEANING OF THE STORM COLLECTION SYSTEM THE ON A 0 N PIPE OF THE STRUCTURE. DEVICES SHALL BE CONVERTED TO FNAL ~ J ^ ^ C TR CTOR PROPOSED CONDITION UPON STABILIZATION OF CONTRIBUTING GROUND SURFACES AND CLEANING OF THE ~ J ~ SHALL REQUEST A FINAL INSPECTION BY THE COUNTY EROSION CONTROL INSPECTOR. Z J _ r ~ r
$ PAD f~,~ I/ i ~ ~ ~ ~ ~ - a m N~ I I ~ ti, - - ~ QLAS / SEE SHEET C3.2 FOR DETAILS ~ ~ L +1 1 ~ / I - 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT TRAPS AND STORM COLLECTION SYSTEM. _ ~ ~ 19. PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION SEQUENCE NOTED ~ J • • Z
- - 1 ~ ~ ~ ~ R APB/ BMPS SHALL BE CONVERTED TO THE FINAL DESIGN CONDITIONS AND STABILIZED. ONCE ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPR VA F W W 0 W
,I i I 1 ~ ~ , / ~ STABILIZED 11-IE REMAINING PERIMETER EROSION CONTROL MEASURES MAY BE REMOVED AND 0 L ROM THE ENGINEER. a Z 0 Z AREAS RESTORED. 20. DIVERSION DITCHES SHALL INCLUDE CHECK DAMS AS NECESSARY TO PREVENT EROSIVE VELOCITIES, V! Q 0 - 0 ==J=
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I ~ ~ ~ ~ - ~ ~ ~ ~ II ~ ° ' ~ / / ~ / ~ PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION O ~LUULNCL NOTED ON THE PLANS, tHE CONTRACTOR SHALL OEiTAIN WRITTEN APPROVAL f-ROM Q r
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~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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~ f/ / I I , Ill ~ , •L `DISSI O~t~ - / 'I ~ ~ ~ •.C ; i ~ ~ i _ ' ~ `9RAINAGE AREA=2.1 AC ~l~' ~
DIVERSION ~ ~ P~A~ ~ - _ , ILI ~ ~ ,1L _ ~ - _ BOTTOM EL-615.50
I ~ \ _ - / - - ~ EST EL-61$.75
~ IT H TYP ` ~ ~ ~ ~ o ~ II,1 B ~ ~ / DC ~ ~ ~ I I.~ r / / ~ ~ I l ~ , mi l ;I I ~ ERG d - ' ~ SOP E = 1 ~ ~ ~ ~ L 62 .00
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~ I ? ~ ~ 1 / B{~~`TOI~I ~E~--620.00. ~ ~ III ~I - 1 1 1 I ~S I / ~ ~RES~ ~23~5~ t / ~ I II, I I ~ ~ ; ~ ~ T _SEE SHEET C3.2 FOR DET~ RIPER ~ ~ ~ / - i - -
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~ PAD 1' ~ .I ~ WETLAND 1 ~ ~ ~ ~ ~ ~ 1 ~ ~ - - ~ ~ ~ ~ - ~ , i ~ 1 ~ ~ ~ ~ DISSIPICTOR , , - ~ ~
# 1 ~ # ~ _
~ ~ ~ I ~ DRAINAGE AREA-8.6 AC ~ ~ ~ ~ ~ \ r")., ~ / ~ / ~ i i ~ 0
I ~ 60TTOM EL-642.50 ~ ~ - Q - F~ ~ g ~ ~ / ~ L~ ~ ~ / / 1 ~ a~
. ~ ~ ~ 1 CREST EL-647.25 - / ~ / / t,~ ' ' ' ! ~ \ \ ~ / ~ / \ It \ , 6 ~ J L~ 1,~
_ - - _ - - - ; _ - I TOP EL-650.00 c ~ ~ _ - ~ ~ \ \ ~ ~ ~ ~
- ~ - - _ ~ I _ ~ ~ ~ 1~~1 - - I TOP DIM.-145 L x 95 W ~ 11 ~ ~ - ~po ~ - , ~ _ ~ ~ ~ ~R~.~~ao5
SEE SHEET C3.2 FOR ` _ _ _ _ _ ~ / / ~ ~ I ~ -
- l ~ ~ ~ y\ 1 1- _ 0~ - 1~ ~ ~ r - - " DETAILS ~ ~ ~ ~ ~ ~ ~ ! V
/ _ _ ~ ~ ~
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
E T ~ 0
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z ( IN FEET ) ( IN FEET ) 1 inch = 40 ft. 1 inch = 40 ft. ( IN FEET) W ~ U.
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CO

~l
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
~+~~''m~iEi~~~~~
G S ll P
' N" I T A o~
0 ~E i . W NOT . ~ ;
~Gl c
L NE ~ ~n'~.~`~
SEE SHEET C6.4 FOR DISSIPATOR AND SEDIMENT TRAP = ~ p M
INFORMATION. cn

Y
TYPE-B SEDIMENT TRAPS TYPE-B SEDIMENT TRAPS
DISSIPATORS
- ENERGY ENERGY DISSIPATOR - #6 CONSTRUCTED WETLAND # 1 SKIMMER # 2
° ~ PIPE DIAM. /SLOPE = 42" RCP / .60%
v'^ PIPE DIAM PIPE DIAM. /SLOPE = 30" RCP / 1,80% DRAINAGE AREA (ac) = 8,6 DRAINAGE AREA (ac) = 2.6
aQ Q10 / V10 46.93 CFS / 8.40 FPS _ fll ~ Z~ r, Q10 V10 = 24.05 CFS / 9.27 FPS Q10 (cfs) _(.60)(.67)(8.6) = 3,5 Q10 (cfs} _(.60)(,67)(2.6) = 1,p /
p'"~.7...D{tn SLOPE As INOICATEC ON PLANS ~ Jo" ~ NYDOT ZONE = 3 _ SURFACE REQUIRED (sf) = 5,186 SURFACE REQUIRED (sf) = 1,568
mZ S"~ P E GROOVE OR gr 6~' OOyx~ , N~ o ~ ~ BELL END OF PIPE ~ w~ • DISSIPATOR DIM. = 28 L, 10.5 W, 24 D NYDOT ZONE - 2
_ ~ ~ ITI TO FACE OF WALL ~ /F V o ~ - a r~ RIP-RAP CLASS = CLASS I DISSIP PAT RDIM. = 15' L, 7.5' W, 18" D STORAGE REQUIRED (cf) = 2,969 STORAGE REQUIRED (cf) = 9,060 DISSI 0
ZN r~ \ S N~ Ow ~M ~ - ENERGY DISSIPATOR - ~2 RIP-R - AVG. DIMENSIONS AT CREST = 145'L, 95'W, 4'D AVG. DIMENSIONS AT CREST = 400'L, 30'W, 3'D RIP-RAP CLASS -CLASS 6
O~ i r i i ~ ~ N. °N
>d9 - " cDNC. ~ PIPE DIAM. SLOPE - 18 RCP .50% ENERGY ~ r••r ~ 9 PIPE Y4-BARS d a ENERGY DISSIPATOR - 7 SURFACE PROVIDED (sf) = 13,000 SURFACE PROVIDED (sf) = 12,000
~ I -y 010 / V10 6.93 CFS / 5.42 FPS PIPE DIAM PIPE DIAM. SLOPE _ _ Y STORAGE PROVIDED (cf) = 43,000 STORAGE PROVIDED (cf) = 36,000 / WEIR BOX SPILLWA
1J
NYDOT ZONE = 2 ~ Q10 V10 = 52.74 CFS / 8.11 FPS # OF BAFFLES = 4 ~ OF BAFFLES =SEE PLANS /
PLAN " s ~ 1Y" - 4.5' W 18" D DISSIPATOR DIM. - 9 L, NY _ Le / We RATIO = 5,57 Le / We RATIO = 13.33 ~ NYDOT ZONE - 2
FOOiINO
~ (IF CONST. JOINT IS usEOJ DOWEL W RIP-RAP CLASS = CLASS B DISSIP - W IR NGTH = 16 (RISER) TH = 6 a ~ DISSIPATOR DIM, - 21 L, 10.5 W, 24 D E LE WEIR LENG _ Q
~ i~ o o s END ELEVATION ggp.'rxn J y - o z z m ~ x Z E- ENERGY DISSIPATOR - ~3 RIP-R I RIFT E~ = 3" 3" IFI ~ = 3" 3" ~ a _ _ I SKIMMER #1 S ZE/0 C / SKIMMER #1 SIZE/OR CE / Q RIP RAP CLASS -CLASS p z
:v~'Z °H~ ~ ~ W N SL P= 3 "RCP 1.50% ENERGY rn " a~ PIPE DIAM. / 0 E DUAL 0 / ENERGY DISSIPATOR - 8 SKIMMER #2 SIZE/ORIFICES = 3" / 3" SKIMMER #2 SIZE/ORIFICES = 3" / 3"
DOWELS IN ENOWALL WITH REINFORCED CONCRETE PIPE ' e N rn U a V!
a C PIPE sINOLE PIPE ooueLE PIPE O ~ Q10 / V10 95.59 CFS / 11.23 FPS PIPE DIAM W ~ I I " n rt N ll II p n n n " " 11 II o = Q PIPE DIAM, /SLOPE WEIR BOX-12 ORIFICE CONSTRUCTED WETLANDS # 2 SKIMMER # 3 ~ U
T L~. DIR. 15 18 ¢a 30 90 ae 40 16 13 Z4 30 36 42 4e 4. ~~rn~ I I I I I I I I I I , _ W Q10 V10 = 3.74 CFS / 3.74 FPS DRAINAGE AREA ac = DRAINAGE AREA (ac) - p,6 / ( ) 5.0
00 = ~ BARS nxn „x„ nKn nxn N%„ nZu y, NXN Y, nxn N%N ..%n N%N NXN nx" Y* °X" r a NYDOT ZONE = 3 ~ ~ :m ~ ~ ~ ~ ~ ~ JWw m WZ Z
c a+ [y _ _ _ _ _ _ _ _ _ S OTY. 2 2 9 4 4 5 2 2 3 9 4 4 B a J a - ~ ~ i > + - ~ I- ~ M " DISSIPATOR DIM. - 25' L, 15' W, 24" D NY m ~ N > ,o w oTY. z e , , z z z p ~ 3 ~ ~ ~ ~ - Q10 cfs = .60 .67 5.0 = Q10 (cfs) _(.60)(.67)(0.6) = 0.2 Ill = 0 NYDOT ZONE - 1 ( ) ( ) 2.0 Z ~ z
"c '>1 ~ r C7 pO~L 0 OTY. 2 2 9 S 4 a 5 2 II 9 3 4 4 3 a "x / _ Z _ DISSIPATOR DIM. = 6 L, 3 W, 18 D SURFACE REQUIRED (sf) = 3,015 SURFACE REQUIRED (sf) - 362 w.-~d W - ~
B m r ~ T e e 14 ~4 1e ee ee 1t 1z a 1e ea T7 e2 ~ W ' RIP-RAP CLASS = CLASS I DISSIP p TO AL Lea. ~Z~~ = f = ~
~ ~ W R Y DISSIPATOR - 4 OPTIDNAI CONSTRUCTION JOINT y m E N E G # RIP - R ~ ~ ~ ~ OIIENSIONS AND CONCRETE O1IANTITIE3 - T RAGE RE UIRED cf STORAGE REQUIRED c 2 091 - - ASS B S 0 Q } 17,424 ( ) o, a, RIP RAP CLASS CL ( rpr
~ o ~ " = W o ~ _ ENERGY . r z USING CANQIETE PIPE N f. PIPE DIAM, /SLOPE 24 RCP / 2.70% - e 1 f 1 1 f Z ENERGY DISSIPATOR #g = 95 L 65 W, 4 ~ = 40 L 63 W, 3 D DIMENSIONS AT C EST AVG. DIMENSIONS AT CREST a w
~ ° ELEVATION ~ O N m ~ COHYDN OIYFNSIONS BINDLE PI DOUBLE PIPE J W I1J w PIPE DIAM, /SLOPE = 18 RCP / 1.19% SURFACE PROVIDED (sf) = 6,175 SURFACE PROVIDED (sf) = 2,520 ~ LL w
` x ~ m o N e s T s L yon N L ~a c`s a p = Q10 / V10 = 20.78 CFS / 10.61 FPS PIPE DIAM "A „ I, n r n n n r n r u r, n W ~ -3
~ ~ 15 S •3 1 8 2.8 21+i 9YQ 5.8 0.7 2.2 7 8 1.0 Z r ~ N r ,s" 3'•r' 1'•10" a's° zr~" ,D° 8'-a" 1.o z'-T" s'•„" ,.s O NYDOT ZONE = 2 ~ = CFS 6.92 FPS Z cn Q10 / V10 7.52 / STORAGE PROVIDED (cf) 22,950 STORAGE PROVIDED (cf) 5,265 o
~ rn Qa" 4'-~^ 2'•1" a'•o" s° tun e'•o^ 1.5 3'-s" 11'•5" 2.D V o~Q~ - OF BAFFLES = OF BAFFLES = Z Q ~ 0 NYDOT ZONE - 2 # 5 # 2 -SEE PLANS _ p r/,.~
DISSIPATOR DIM. _ ' " " a'•o" x'•e" a'•7" a " 111" e'•z" z.3 a'•3" 13'•5" s.1 12 L, 6 W, 18 D NY 0 30 ~ X ~~LL 1 f 11
~ 38" b'•B" 2'•B" 5'•d" 4~(" 11L¢" 11'•0" 3.1 B'•0" iB'-0" 4.6 „ , „ „ , „ ^ " „ RIP-RAP CLASS = CLASS B DISSIP ~ a2 8 2 s 1 8 a sly t11h 1z a a.s 5.1D 18 S s.o DISSIPATOR DIM. = 9 L, 4.5 W, 18 D Le We RATIO = 4 Le We RATIO = 2,48 ~ G0 / .52 / a, _
ae^ e'•B" 3'-5" ~'-z^ 5~^ 111~p"1a'.a° s.o e'-s" z1'.o" e.o ENERGY DISSIPATOR - #5 RIP-R ZJ ='~~T RIP-RAP CLASS = CLASS B WEIR LENGTH = 20 (RISER) WEIR LENGTH = 4 =
$ EEr 1 of 3 "SEE SHEET 9 BNEEi 1 OF S o J .Z
~ 1 PIPE DIAM. SLOPE = 30 RCP 1.20% ENERGY 838.01 838 0 / / ENERGY DISSIPATOR - 10 - = 1, 1f1 wiuoui SKIMMER SIZE ORIFICES - 3 / 3 SKIMMER SIZE ORIFICES 2 / azc~z / / QO-0
n10 V10 = 29.48 CFS 9.41 FPS PIPE DIAM, ~ z / / PIP IAM. SLOPE = 15" RCP 1.06% _ = J z ED / / w CONSTRUCTED WETLANDS # 3 (n ~ a a
v^°' oN _ _ . SKIMMER # 4 w w Q10 V10 = 1.50 CFS / 4.39 FPS DRAINAGE AREA ac = Q ~
as N"r'':~)OT ZONE = 2 / ( ) 2.1 DRAINAGE AREA (ac) = 1,8 _ m .
~ c"n o GENERAL NOTES: _ ~ " ~"°~o Mxc~ . DISSIP/~,TOR DIM. - 15 L, 7.5 W, 18 D NY NYDOT ZONE = 1 Q10 (cfs) -(.60)(.67)(2,1) = p,g Q10 (cfs) _(.60)(.67)(1,8) = 0,7
~ m°z~~~ LL CORNERS 1" OR HAVE A RADIUS OF 1". ooasZ " ~ CHAMFER A o _ r~ - I IP DISSIPATOR DIM. = 5' L, 3,75 W, 18 D SURFACE REQUIRED (sf) = 1,236
• ~ o wd • RIP RA CLASS - CLASS I D SS - ~~1 Dm rr n a F-V 0= ~ ~ °~o PLACE 2 1~6 Y BARS IN THE TOP OF ALl ENDWALL FOR PIPE CULVERTS 42 Q ~ H SURFACE REQUIRED (sf) = 1,061
= o~ NGTH OF B L SS THAN Zw * TABLE NC'~`_S WIDTH AT PIPE EXIT RIP-R g zM'~r AND OVER WITH A MINIMUM OF 3 COVER AND A LE E yF o RIP-RAP CLASS = CLASS B STORAGE REQUIRED {cf) = 7,144 STORAGE REQUIRED (cf) = 6,133
° ~o~z ENDWALL LENGTH. °C~c"n * = PIP ~ o N END OF APRON WIDTH LENGTH + E * TABLE N * DIMENSIONS AT CREST = 130' L, 70' W, 3' D
DD Z~> DIAMETER TABLE NOTES WIDTH AT PIPE EXIT DIMENSIONS AT CREST = 90 L, 35 W, 3 D * = SURFACE PROVIDED sf = 9,191 ~
~ ~M CONSTRUCT BOTTOM SLAB WITH FORMS. o.o * END OF END OF APRON WIDTH LENGTH + PIPE ( ) _ SURFACE PROVIDED (sf) - 3,150
~ Ni o DIAMETEf DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS DIAMETER STORAGE PROVIDED (cf) = 23,772 STORAGE PROVIDED (cf) = 6,561
ACCEPTABLE, BUT IS USED IN COMPUTING ENDWALL QUANTITIES. # OF BAFFLES = 5 ~ ~
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM # OF BAFFLES = 5 W z
OF THE PIPE, PLACE BAR "X" DOWELS IN THE BASE AS SHOWN ON PLANS. Le We RATIO = ~ z ~ / 5.27 _ p N Le/We RATIO-0.61 ~ -
+n SPACE BARS APPROXIMATELY ON 12" CENTERS UNLESS OTHERWISE DIRECTED W o WEIR LENGTH = 16 (RISER) ~ _
O BY THE ENGINEER. ~ +H z m ¢ i7 „ WEIR LENGTH = 6 w ~ ¢
u~OC! LL z~ T A E E T T E A CONSTRUCTION JOINT AT THE BOTTOM ~ SKIMMER SIZE ORIFICES = 3 / 3 Q N / _ SKIMMER SIZE/ORIFICEO - 2 / 2 m w W °
rn r WHEN THE CONTRAC 0 L C S 0 US y W N O y OF THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH. °z ~ ,
~oornx "oCJo ° C USE CLASS B CONCRETE. O p ~ SKIMMER # 1 SKIMMER # 5
00rn v.o , DRAINAGE AREA ac = 4 ~ ( ) .2 - ~ ~ DRAINAGE AREA (ac) - 1,3 N a
m~z-' :rn ~ JW to Q10 cfs = .60 .67 4,2 = a ° ( ) ( ) 1.7
o aJda Q10 (cfs) _(,60)(.67)(1.3) = 0.5
~~r'p a m'9r Ws SURFACE REQUIRED (sf) = 2,545 _ ~ p SURFACE REQUIRED (sf) - gpg
f11 p ~ ~ yW.1~ T RAGE RE UIRED cf = z S 0 Q ( ) 14,706 STORAGE REQUIRED (cf) = 4,670
m00 mo
oCW" Wax .r ~ x AV IMENSIONS AT CREST = 50'L, 105'W, 4'D ~ ~ ~ m G. D DIMENSIONS AT CREST = 65 L, 36 W, 3 D
t ~ h yWW ~W ~ ~ ~ ~ oc o ~ MORTAR OR GROUT STABILIZEI SURFACE PROVIDED (sf) = 5,250 STABILIZED SURFACE PROVIDED (sf) = 2,340
wvz~ o = ` STONE CHANNEL LINING, LIMIT, NG LIMITS STORAGE PROVIDED (cf) = 14,712 _ °
H~ o STORAGE PROVIDED (cf) - 4,779
rn ~ AS INDICATED ON PLANS .ANS # OF BAFFLES = 2 fA # OF BAFFLES = 4 t J
3• • ~ - O W Le / We RATIO - 4.52 - Le We RATIO - ~ Q
~ / 0.72 -a°
WEIR LENGTH = 12 WEIR LENGTH = 6
' EET 9 OF 3 81EET 8 OF 8 ~ ~ , SKIMMER SIZE ORIFICES = 3" 2.63" ~ / / - SKIMMER SIZE/ORIFICES - 2 / 0.938
838.01 838.01 ~ z 6 N ~
* I = .67 FOR Q10 CALCS PER ORANGE CO. EC SKIMMER # 6
_ PROPOSED OSED ~ o MANUAL _ ~ z DRAINAGE AREA (ac) - p.g
. CHANNEL NEL * = AS M F R 1 AND 5~ W R T m a C .60 SU ED O Q O Q2 , O S p ~
~ Z INVERT a T PACKED BARE SOIL Q10 (cfs) _(.60)(.67)(.9) = p,4 ~ N
ELEVATION ~TION * DIMENSIONS PROVIDED ARE TO WEIR CREST; SURFACE REQUIRED (sf) = 531
ADDITIONAL DAM CONSTRUCTION SHALL PROVIDE A T f =
s S ORAGE REQUIRED (c) 3,067 MIN, 1 FOOT ABOVE CREST.
s GEOTEXTILE * APPLES SHALL BE EV NLY SPAC WITH MIN. 9 DIMENSIONS AT CREST = 50' L, 36' W, 3' D B E ED
0 FEET OF CLEARANCE B~,T!^!EEN EACH. „ SURFACE PROVIDED (sf) = 1,800
B FABRIC * 4-INCH STORAGE DEPTH INDICATOR PIPE SHALL STORAGE PROVIDED cf = 3 564
iii i•,~ i i ( ) , BE INSTALLED WITH MAINTENANCE MARK 1 FOOT
i ll__~_? \ ~ N__. L_J i iii ~ ~LL._J__~J~~ __L_J~ BELOW THE WEIR CREST # OF BAFFLES = 3
* SKIMMER SIZE -SIZE OF APPARATUS Le We RATIO =
m g N - / 0.61 ORIFICE SIZE -SIZE OF FIELD CUT ORIFICE Q~
s ~ SEE FAIRCLOTH SKIMMER MANUAL AND DETAILS WEIR LENGTH = 4
g m m OR CALL 919-732-1244. SKI M R I FI E~ - 2" 0.813" ~ M E S ZE/ORI C - /
. ~ Z U
- - a c .Q
~ S `v SEE BRIDGE CONSTRUCTION, DETAIL s a~
~ - INA n 0 IM ~ r El PR ,
i U
WIDTH AS INDICATED .L - ED AS I.E z RE O1 Q ~ J N
ON PLANS sou, = ,N o
o ~ o0
s~ OVERBANK AS
CONCRETE WALL CONSTRUCTION EL. 631.00 ~ ~ 10 MIN, INDICATED ON ~
1. WALL TO MATCH APPROXIMATE SHAPE OF o PLANS 3:1 MAX,
PROPOSED CHANNEL.
~ 2.12"MINIMUM WALL THICKNESS. EARTH FORM MORTAR OR GROUT N
~ TRENCH INSTALLATION IS RECOMMENDED. STABILIZED STONE
CHANNEL LINING 5: 6' pE
WATER OR SLURRY MAYBE UTILIZED TO ~ S SAO z LOP 5.1 o E N .
MAINTAIN TRENCH WALLS. 2 GEOTEXTILE ~
3. CONCRETE SHALL BE MINIMUM 3000psi FABRIC
AIR-ENTRAINED.
w nrinirnnnrur-niT ~•rrn r•i,ni i nnnic~ic-T nr try ° in rte..
RCIIV~VR4CNIGIVI JICLL 3fI IiLL I.VIV J1.71 VF ff Y
RE-BAR, TIED (9 12 O.C. BOTH DIRECTIONS. EL. Y EL 623.00-U -\~BQTTOM 623.00 MATTING TYPE - TERN P300
REINFORCEMENT MAT SHALL BE INSTALLED AT
THE APPROXIMATE CENTER. 'T EL. 626.00 EXTENTS - AS SHOWN ON PLANS MAR 2 9 2005
CHANNEL CROSS SECTION AT WAAN W ~ U. n BRANCH PEDESTRIAN BRIDGE GEOTEXTILE STABILIZED CHANNEL y ~
~ TYPICAL CONCRETE CUT OFF WALL

-
CHANNEL INSTALLATION CONCRETE BLOCK CATCH BASIN
NOTE; TOP VIEW ~ I~IE`I~I No. 57 WASHED STONE FlLTER
STRUCTURAL STONE SHALL BE 1
CLASS "B" STONE FOR EROSION ~ ) POST / 1 .
SILT FENCE Cso om) CONTROL PURPOSES. SILT FENCE ` , , ~
NORTH SEDIMENT CONTROL ST N ~ ~ ; 1 ',t,' SEDIMENT
0 E SHALL AMERICAN ~ IS~m 'r.'':i "•''~,1 ~ STORAGE ~ ZONE
~ ) BE N0. 57 STONE. GREEN a' -4' 1. AT ENO OF PROJECT, CATCH BASIN CAN
~ ) < < 1,s I ~ " ~ BE RAISED AS NEEDED PLUGGING OPEN '..i. COURSE OF BLOCK WITH MORTAR.
'"iTi"-i^"i--r-i'T-3"T T"ti i"'i-T i • ^7'Z"" + i ~:i 'i c 2. RISER CAN BE BUILT AS A STANDARD
SILT FENCE / ~¦r. CATCH BASIN/JUNCTION BOX (IMTH WEEP HOLES} IN RECEIVING WALL AND BE
~ 6' • (16 om) I SILT FENCE CULVERT Ot' / UTILIZED AS SUCH WHEN PROJECT IS STABLE. ~ NEEDS TO BE PIPE 4" GALVANIZED HARDWARE 3. IF DRAINAGE AREA IS OVER 5 ACRES
. f SEDIMENT f~ t~ CONTROL WIRE BACK \ CLOTH W/ 1/2 GRID THEN THIS STRUCTURE NEEDS TO BE
/ \~1 f ~ l ~ ® F( STONE 1' - 6" MIN, x / TREATED AS A RISER STRUCTURE AND ~ n ALL RELATED INFORMATION NEEDS TO pp
BE SUPPLIED. (1RASH RACK, ELEVATIONS, f0 AND ANTI-FLOATABLE) f~ ~
f m { 1 18 AX, v' N PERSPECTIVE VIEW 4, SURROUND OPENING WITH YARD INLET ~ Q u'
18 p PROTECTION. Z N
r ~ DEEP ~ 0:. ) 2" 5" STRUCTURAL I I . pD PROPOSED = Q I r' GALVANIZED HARDWARE FlNAL GRADE ^ ~ Z
Z lam-12,5cm) STONE 1' _ g^ MAX _ g" CLOTH 1/2" K 1/2" GRID ~ ~ I I~ } MAX OLD SEDIMENT STORAGE ZDNE I_II rn U
~^x,.~ 3:1 SLOPE FENCE (70TAL BASIN CAPACITY) FLOOD STORAGE ZONE PROPOSED -in- Vl 0 STRUC R =
FL W R TU E TOP ~ ~ V SEDIMENT _ w
' ' - FRONT VIEW ~ J T VIEW STORAGE _ ' ' ~ W ~ 1.0' MIN Z Z ~
e^ ` (loan-ixm ' T W o
h. ~ FLOW - Z = Z I 1 Lo' , L~, O FUTURE ST ~ - ORM ~ ' f . W ~ W F- C5
® O J I T F L ENCE OUTLET GtTAIL DRAIN PIPE ~ I~ (n ~
1, PREPARE 501E BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPUCATION OF LIME, FERTILIZER, AND SEED. NOTg; NTS WHEN USING CELL-O-SEED DO NOT SEED PREPARED AREA CELL-O-SEED MUST BE INSTALLED WITH PAPER SIDE DAWN, 1.5' ' Y E.-0 W _r CD ~ CD
x, BEGIN AT THE TOP OF THE CHA?+'NEL 8Y ANCHpRINC THE BLANKET IN A 6" (15cm} DEEP X B" (15cm) WIDE TRENCH ~ - FLOW a~~01 - - - - - CULVERT Z ~ .,,,lL
WfiN APPROXIMATELY 12' (~Cm)) OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION DF THE TRENCH, ANCHOR THE .BLANKET W(TH A ROW OF STAPLES AK AP I T /ST ES PROXIMATELY 12 (30crn) APART N HE BOTTOM OF THE TRENCH, BACKFILL PIPE N • • W . . SILT FENCE BAFFLES (TYP.) (SEE STD. Na. 4.OJ) W W Y x
AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL ANO FOLD REMAINING 12 30cm) PORTION OF BLANKET BACK .OVER SEED ANO COMPACTED SOIL .SECURE BLANKET OVER COMPACTED 5dL WRH A ROW OF SFAPLE6 STA C ~ F-WQW - ~
/ KES SPACED APPROXIMATELY 12" {30cm} APART ACROSS THE WIDTH OF THE BLANKET. CONCRETE FOOTING PAD U}
3, ROLL CENTER ELAN IN I KET D RECTION OF WATER fLOW IN BOTTOM OF CHANNEL BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST AE SECURELY FASTENED TO SOIL SURFACE 8t' PLACING STAPLES/STAKES ~ Q Na. 57 WASHED STONE FlLTER LAID AGAIN T S HARDWARE CLOTH (1 : i MAx. SLOPE) Z Q r Q r
IN APPROPRIATE LQCATIONS AS SHO4/N IN THE STAPLE PATTERN GUIDE, WHEN USING OPTIONAL OOT SYSTEM", STMLES STAKE'S / SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONdNG TO THE APPROPRIATE STAPLE PATTERN. CLEAN OUT POINT (1/2 DEPTH SEOIMENi STORAGE ZONE) ~ ~ ~ ~ ~ X
A, PLACE CONSECUTIVE BLANKETS END 4VER END SHINGLE 5TYlE} WITH A 4"-6" {10cm-15cm) OVERLAP. USE A DOUBLE ROW OF J~J~ SECTION VIEW ~ ~ - ~
STAPLES STAGGERED 4 (tOcm) APART AND 4' 10am} ON CENTER TO SECURE BLANKETS. ~ zJ-
5, FULL LENGTH EDGE OF BUWKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WfiH A ROW OF STAPLES/S1AJCE5 APPROXIMATELY " 12' (3Ocm} APART IN A 6" (15cm} DEEP X 6" {15cmj WIDE TRENCH. 6ACKFILL AND COMPACT THE TRENCH AF1ER STAPLING. 24 WEIR OUTLET Z wui0ui
6. AOJACENF BLANKETS MUSE BE OVERLAPPED APRROXIMATELY 2"-5" San-125cm) (DEPENDING ON BLANKET TYPE) AND STAP SAME SIDE AS aZC7Z a0-p
TO ENSURE PROPER SEAM ALIGNMENT PLACE THE EDGE OF THE OVER PPING BLANKET 60 LA BLANKET 8E1NG INSTALLED ON PLATTED RIFI ( TOP) EVEN 0 CE " WITIN THE OOLORED SEAM STTTCN"'ON THE BLANKET BEING OVERLAPPED, Z==J=
42 RCP ~ I 7, IN HIGH FLOW CHANNEL APPIJCATI0N5, A STAPLE CHECK SLOT IS RECOMMENDED AT 3D TO a0 FOOT (9m-12m} INTERVALS. USE I I UaWa oWOW
a A DOUBLE ROW OF STAPLES STAGGERED 4" (iDCm) APART AND 4" (tOcm) ON CENTER OVER ENTIRE WIDTH OF THE CHANNEL 8" TYP. I I ~ ~ ~w~w
9. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WITH A ROW OF STAPLES STN( APPROXI Y ~ I I ~aetr IN A 6" {15em) DEEP X 6" (19grn WIDE TRENCH, BACKFILL AND COMPACT THE TRENCH AFTER STAPLIANC, 1T (30cm) APART I I m c~l-~~
A
g NOTE I I g 6 C CRITICAL POINTS ~ HORIZONTAL STAPLE SPACING SHOULD BE ALTERED
A, OVERLAPS AND SEAMS IF NECESSARY TO ALLOW STAPLES TO SECURE THE " " 60 I CRITICAL POINTS ALaNG THE CHNNNEL SURFACE, I B. PROJECfiED WATER UNE 12 x 12 HOLE 1 1
It A C, piANNEL BOTTOM/SIDE IN L005E SOIL CONDITKNrSi THE USE DF STAPLE WITH ORIFICE ~-r--r- SIQPE VERTICES i i t
B OR STAKE LENGTHS GREATER Th1AN 6' 15 orn) MAY PLATE BE NECESSARY TO PROPERLY ANCHOR THE BLANKETS. (ON INSIDE
D OF STRUCTURE } ualr,~ar 0 o.
"s~~~.l~>>~ 1a64S HIGHWAY 41 NORTH, EVANSVILLE, 1NDWNA 47725 usA I-eao-~T2-2oaa cANaDA 1-eoG-aas-2Dao 9"0 OUTLET
www.nagreen.eom ORIFI CE
STD. GRA IE ~ N z
~ z_ o ~ N
12 EL. 607.25 U ~ ~j
" I ' -i 1 24 WEIR OUTLET 1 _ I W D: ~
eh I I IF l1 a I I n II 4„ Q U m N
I I 48 -II -i I " " iL-----~~ EL. 604,25 w W ~ D
' ' 8 x 8 HOLE I I I I I I
I I 1 1 I 1 15" x 15" x 3/8" I I 0 a
II i GALVANIZED STEEL 1 I N OQ
I I PLATE WITH 4 - 3 4" ' ' N
1 / I i STAINLESS STEEL 1 ~ 0
I ANCHOR BOLTS 1"~ la I --I 142" RCP 2
I 18 ORIFICE FLUSH WITH I STRUCTURE INVERT. EL. 603.00
6" m
„ "T 9"0 ORIFICE
8
GROUT
t J °w -
Q
WEIR BOX N,T.S o 0
2
0 z ~
~ m Q ~ Q U
~ ~
S
b 48" T MF ~RARY MODIFICATIONS 60"
MIN FOR EROSION CONTROL P FI ATI N MIN 48"
~R EROSION CONTROL I ~ 1, FIRST FAIRCLOTH SKIMMER 1 1 1 MIN DIFICATIONS FOR EROSION CONTRO
~ 8" TYP. N~,p„p„G„ ATTACHED TO DRAW DOWN PIPE. I I r .R I I
8 TYP. 1. FIRST FAIRCLOTH SKIMMER ~ ~ ~ ""ter GATE VALVE OPEN DURING ; 1 r I I 1 ATTACHED TO DRAW DOWN PIPE. 8" TYp, 1. FIRST FAIRCLOTH SKIMMER PIPE. I I Y "A0f ATTACHED TO DRAW DOWN PIP
CONSTRUCTION. SECOND FAIRCLOTH 1 1 GATE VALVE OPEN DURING -4~ I----I + I____I CONSTRUCTION. KI g i 1 SKIMMER ATTACHED TO 6 INCH I I S MMER SIZE PER E. I I GATE VALVE OPEN DURING D
° i 1- ~ z ORIFICE. SKIMMER SIZE PER I _ SEDIMENT TRAP TABLE. SIZE PER ~ ~ I I CONSTRUCTION. SKIMMER SIZE PER
~ 1 I ~ ~ SEDIMENT TRAP TABLE. ' ' o ? I - oo ? SEDIMENT TRAP TABLE.
6 I I I ~ ~ ' 2. ALL FLOW TO BE THROUGH t- -i- 2. ALL FLOW TO BE THROUGH t_ SKIMMERS OR OVER SPILLWAY. cH ~ ~ MA 2. ALL FLOW T R
SKIMMERS Op OVER SPILLWAY, SEAL ALL 0TH R RI I 0 BE THROUGH Z ~ AY. _ _ SKIMMERS OR 10~.~
E 0 FICES DURING , SEAL ALL OTHER ORIFICES DURING CONSTRUCTION, IT IS RECOMMENDED DURING t t OVER SPILLWAY. pFN SEAL ALL OTHER ORIFICES DURING R ~arsR. )MMENDED CONSTRUCTION. IT IS RE q^'osraR Q~rty v
CONSTRUCTION. IT IS RECOMMENDED TO FIELD FABRICATE THE 1" ORIFICE " ORIFICE un~ COMMENDED MWq~ c
STD. GRATE TO FIELD FABRICATE THE 1.5" STD. GRATE WHEN SKIMMERS ARE REMOVED. ORIFICE WHEN THE SKIMMERS ARE TO FIELD FABRICATE THE 1 3/8 9> _ ~VED. STD. GRATE ORIFICE WHEN THE SKIMMER ~
~ 18 x 18 x 3/8 REMOVED. 18" x 18" " S ARE REMOVED. ~ U c
GALVANI x 3/8 ZED STEEL GALVANIZED STEEL 18" x 18" x 3/8" ~ o
PLATE WITH BUTYL PLATE WITH BUTYL GALVANIZED STEEL ~ U
I I GASKET, WITH 4 - 1 SPILLWAY EL 647.25 GASKET ' I I 6~ , I I 1 PLATE WITH BUTYL v ru ~ Z o~
STAINLESS STEEL SINGLE I I I ,WITH 4 - 1 SPILLWAY EL 623.75 ANCHOR BOLTS ORIFICE ~ ' I 1 STAINLESS STEEL SINGLE 6 0 , I I , GASKET, WITH 4 - ~ I SPILLWAY EL 618.75 c I I STAINLESS STEEL SINGLE 6"0 I ~ v
1 i i i I ANCHOR BOLTS ORIFICE I ANCHOR BOLT i I O I S ORIFICE u NGS c~ v
TEMP 1 I i 1 I I i ~ I I SKIMMER 2 1 i I A?RY D I RAWI I I INA LIM PRE I I I I ONn 41
I I 1 I I I UCTI STR ~ ~ I ON RC I FO I SED ELEA
1 I TEMP i 1 i 1 I i 1 SKIMM 1 INV EL 645.50 1 ; TEMP 1 I INV I ER I EL 621.75 I NOT R I I TEMP i ~
~ 1 ~ o a l ~ 1 SKIMMER 1 I ' - _ I 1 I lo_oI INV EL 617.25 ~ I SKIMMER I ,
I 1 1 - I I 11 0 1 1.5° ORIFICE 1 1 - i i „ I _ t o o f ,
' - 1 I oL-~o I ; ~ _ ~ 1 ORIFICE I I ; r-~ I " munu~ _ I 1 3/8 ORIFICE
~ i 1 12 136 RCP INV EL. 643,50 I ~l j 1 ~ ~ 1 " INV 12 130 RCP EL. 620,00 24 TYP. MIN I I ' 24" TYP, MIN I I 12 I I o o ~ INV EL. 615.50 HEAR
- EL 642.50 ` „ - El 619,25 I , ,~0 RCP t~ 4! 24 TYP. MIN I ~ . ~ ~FE S/p
6 ~ 20 , " 6 - EL 613.00 ~ Q. N ~ „ Q
3 DIP DRAWDOWN 20 3" DIP DRAWDOWN PIPE EXTENDED TO EXTEND BASE TO 1 PIPE EXTENDED T 6 2 „ O SEAL t - 3 DIP DRAWDOWN
" "T „ 0 EXTEND BAS T 8 MIDDLE OF POOL 3 GATE VALVE FOOT BELOW LOWEST " "T " E 0 1 PIPE EXTENDED TO T EXTEND BASE TO ; „
~ 8 MIDDLE OF POOL -c r_aTr vni..r FnnT IaFI nw 1 nlur-cT
GROUT' kZ~UrrUK i Mt-t wi i n UW' tttVA ISUN GROUT/ (SUPPORT PIPE WITH BMP ELEVATION ~v 0 MiUULt Ur P'UUL 3" GATE VALVE, BOTTOM BMP
STABLE SOIL STABLE SOIL G GROUT (SUPPORT PIPE WITH ELEVATION S1N
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N.T.S. N.T.&
LU N LL
Lu 0 N M

~ ~
QL~G?~nMr~n
KE M I ~ HAE L M`~~
;LOPER: SHEET INDEX
LC C0.0 EXISTING CONDITIONS/DEMOLITION PLAN
_AN AVENUE C0.1 OVERALL SITE PLAN C1.0 SITE PLAN
3Q C1.1 SITE PLAN
0
C2.0 UTILITY PLAN
A C AGGREGATE BASE COURSE ~ EXISTING CURB INLET B
EXISTING CRATE INLET/YARD INLET ~ ALUM ALUMINUM
BACK TO BACK EXISTING FLARED END SECTION BB Q ' C 27603 C2.1 UTILITY PLAN
A BLOW-OFF ASSYMBLY ~ EXISTING FIRE HYDRANT BO tiYo
- G CURB ANO GUTTER EXISTING BLOW-OFF ASSEMBLY c& D40 ¦
• EXISTING LATE VALVE CFS CUBIC FEET PER SECOND pq ~ 256-3600 C3.0 GRADING & STORM DRAINAGE PLAN
- CI CURB INLET D EXISTING REDUCER C3.1 GRADING & STORM DRAINAGE PLAN
CL CENTER LINE ~ EXISTING WATER METER C3.2 STORM DRAINAGE TABLES
CLEAN OUT © EXISTING WELL CO
COM COMMUNICATION O EXISTING MANHOLE
EXISTING CLEAN OUT CONC CONCRETE Q C4.0 PLAN AND PROFILE
DCV DOUBLE CHECK VALVE C~ EXISTING POWER POLE C4.1 PLAN AND PROFILE
DDCV DOUBLE DETECTOR CHECK VALVE ` EXISTING CUY WIRE
DI DROP INLET EXISTING TELEPHONE PEDESTAL C4.2 PLAN AND PROFILE
IP DUCTILE IRON PIPE EXISTING AREA LIGHT PO D ~0 ~
EASEMENT EXISTING SIGN 0~ EASE 0 PZ1
C4.3 PLAN AND PROFILE
CTRIC ¦ NEW CURB INLET 0 ELEC ELE
® NEW GRATE INLET/YARD INLET i EX EXISTING C4.4 PLAN AND PROFILE
TIN NEW FLARED END SECTION. FES FLARED END SEC 0 / ~
FH FIRE HYf?RANT NEW FIRE HYDRANT
C4.5 PLAN AND PROFILE -SANITARY SEWER OUTFACE
FM FORCE MAIN ~ NEW BLOW-OFF ASSEMBLY I~
FT FEET ~ H NEW GATE VALVE
FT SEC FEET PER SEC ~ NEW REDUCER C4.G. PLAN AND PROFILE -STORM OUTFACES
ALV GALVANIZED ~1 NEW WATER METER G _
i C4.7 PLAN AND PROFILE -STORM OUTFACES
GV GATE VALVE I•I NEW TEE
L LENGTH ('I NEW PLUG E~ , e C4.8 LEBANON ROAD WIDENING
LF LINEAR FEET ~ NEW MANHOLE
LP LIGHT POLE OO NEW CLEAN OUT
C5.0 EROSION CONTROL PLAN - PHASE'A'
MH MANHOLE ~ V
PAVE PAVEMENT BENCHMARK
PP POWER POLE ~~w• C5.1 EROSION CONTROL PLAN -PHASE 'A'
'1 1 BLOCK AND GRAVEL INLET PROTECTION PVC POLYVINYL CHLORIDE 1 11
I~~~r R RADIUS C5.~ EROSION CONTROL PLAN -PHASE 'B'
R W RIGHT-OF-WAY SILT FENCE INLET PROTECTION /
RED REDUCER C5.3 EROSION CONTROL PLAN -PHASE 'B'
R ONE - EXCAVATED INLET PROTECTION RPZ REDUCED PRESSU E Z - 11
SS SANITARY SEWER , I C5.4 EROSION CONTROL DETAIL
I
STA STATION
TOD TEMPORARY DIVERSION DITCH o• ?g IAP C6.0 DETAILS
T PHONE ~ SEDIMENT BASIN TEL ELE ~J
SCALE. ~ - 500 TSB TEMPORARY SEDIMENT BASIN C6.1 DETAILS
Q RISER BASIN
UG UNDERGROUND C6.2 DETAILS
W/L WATER LINE
WM WATER METER ROCK DAM
WV WATER VALVE C6.3 DETAILS ~~~~ab@D
~ SILF FENCE OUTLET
YI YARO INLET CC.~ DETAILS ~°pS D
- -G - - EXISTING CAS LINE
- -COM- - EXISTING COMMUNICATIONS LINE
C6.~ DETAILS
- - U?- - EXISTING UNDERGROUND TELEPHONE
- - UE- - EXISTING UNDERGROUND ELECTRIC C6.6 DETAILS
- - E - - EXISTING OVERHEAD ELECTRIC
- - 4V - - EXISTING WATER LINE t 1 1 INEDY, INC.
- - Fiv1- - EXISTING SANITARY SEWER FORCE MAIN ~ n
~INEERS C6.7 DETAILS
- - Ste- - EXISTING SANITARY SEWER
EXISTING STORM DRAINAGE _L ROAD ,~E~,1~\NPRV C0~ ~R C~~~
NEW STORM DRAINAGE
f STREAM 'C 27587 NO~R~t~gE~FOR
W - NEW WATER LINE X22
NEW SANITARY SEWER
NEW SANITARY SEWER FORCE MAIN .~~~N(f~R'/QCV s~ r/
G ~ NEW CAS MAIN
SILT FENCE 0 2:
~-n - FENCE
DIVERSION DITCH • FNGIM 5 ~Qj P
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EXISTING WENS AND SEP11C FIELDS TO . / . BE ABANDONED IN ACCORDANCE WITH ~ /
NC DEPARTMENT OF ENVIRONMENTAL IREMENTS ~ / `
MANAGEMENT REQU i ~ /i~//~ c ~ / / / \ / ~ ~
/ ~ /i m~ m 6a?r ~ s s,. \ / a ~ Z
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u I I / ~ / ~.1~ 1 i ~ II Cllr ~ / I I 1 ~ / bo / / / / r II ! I li r - / / I / / / ~ / \ \ , NsN,M Bel Tam ~ \ \ t 1 ISTING WELLS ANO SEPTIC FlELDS TO '•"'0 "0 1 1 ~
s ~ l/ / tl// ~N ~ ll 111 I II III /II _ 1~ M N 7d• I / 1 I I / / ( //1 1 _ 1 I/~a I/f I I / / / / / ~ / / bvy / _ - ~ , \ 1 ~ 8E ABANDONED IN ACCORDANCE WITH
~ \ ` 1 NC DEPARTMENT OF ENVIRONMENTAL GENERAL NOTES i _ 1 I MANAGEMENT REWIREMENTS
N r• l \ ~4 ~ 1 III 1 1 ( ~~_~-,1 III / ~ / II/l l ~ ~ nl b A I l( I I\ ~ (I 11 ~ / / / ~ i \ t ` 1. EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND ABOVE, ARE BASED ON A FIELD SURVEY \ ~
`18 ~ \ 1 \ \ 1 ` 11 1 ~ ail I / / 1 ~ ~ 0 1 V A \ \ v ~ v ~ 11 \i 11 I / - I I I I AND THE BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTORS SHALL LOCATE ALL EXISTING UTILITIES, i I - I I T~^ y''°"' UNDERGROUND LINES, AND STRUCTURES AS NECESSARY TO AVOID DAMAGING OR DESTROYING EXISTING SERVICES. N
N a ~y\ \ 1 1 \ ~ \ \ it ~I I I/ ~ , / \ 1 I 17' ~ 7ap \ 1 1 \ \ \ \ \ \ \ 1 I I I I /Il 111 I ' / / / / / \ 1 1 1 1 oa as a w W 2
M..MEa~+N I I \ \ V ~A -,A\V A 1 1 ~ ~l a1 / I/1( / , v I I rw. ar 666.m . ~ 6 \ \ \ \ \ \ \ I \ ~ ~ I l I I I I I 1111 111 / / / / / / / / / l _ \ I I I I I A L - - - AT LEAST 48 HOURS PRIOR TO ~ ~ l I 2. CONTRACTOR SHALL CALL NORTH CAROLINA ONE C L 1 800 632 4949 ~ ~ N
~ I 1 vv\ v vv v 1A11 l~lll / ~ / / i y A ~l up`wp/w I I 1 \ \ \ \ \ 1 e, 11111111 / 11 / / Ec A ~l 1 1 1 A\ VAA\ ~,VA\ \ 111 I i////; 111 /1 / / / ~-~A A \ ~ l I I I BEGINNING CONSTRUCTION OR EXCAVATION ON SITE TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO w ~ t~ \ \ ~l I 1 ` CONTACT ANY LOCAL U11LITIES THAT PROVIDE THEIR OWN INDEPENDENT LOCATOR SERVICE. CONTRACTOR SHALL ~ w ~ ~
a ~ 1 1 \ 1 I ( / 11/11 / ~ / / i,- ~1. Ix 1 1 1A \ 1 i II l~ 1111// r / / vv l 11 ~ IMMEDIATELY REPORT ANY DISCREPANCIES TO THE ENGINEER. ~ Z U
hen ' 1 1V 1 1\ 1 ~ I I I I~ I 1 I I IIII l/ l 11111 / v rP~; I l \ 1 1 1 1 ! I I s I1/I I I/Il lI 11 / \ ~ ~ ~l 11 1 ~ m cn _ VA \ 111\ ~w w
t / 1 1 1 1~ 1 I l l I I~ ~ l / 1 1 ~ v I NW,e Y/~ 1 1 v V 1 1 1 ~ 1 1 1 l l! \It r Pond .A. r/ 1 1 v 9 \ \ \ ~ ~I I ~ l 1 1 i i llj% / / Il ~ / \ ~ \ \ \ \ 3. ALL DEMOLITION, AND ANY SUBSEQUENT CONSTRUCTION, SHALL BE PERFORMED IN ACCORDANCE WITH THESE w ~ 0 \ \ \ \ \ ` TTY OF TI N STANDARDS,
1 1 1 \ \ \ \ \ 1 I l I P ~ 11 III 1 Water Elee 829' / ~ / / / / / / / ~ \ a \ \ \ \ \ \ ~ 1 ? ~ \ 11\1, ,ill/i( / / / / \ \ \ ~ \ \ \ PLANS AND SPECIFICATIONS SET FORTH BY THE C MEBANE CONSTRUC 0 \ ` ~ o 0
v v 1 I v , ~ / / 1(r / / / / I v 191 / I \ \ \ V A v \ 1 11 1 1 ~ vvvv 1 VA\v VA v1~1 ~ Illl l I / /i / ~ ! / ~ \ \ 4. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ~ ~
- I 1 1 I 1 v v~~ I 1i 1 r l I/ l v 4 ~ / 1 1 1 ~ 1 1 I 11 I \ ~ 11 111 1 11 !l l II 111E 1 l 1 v ~ 1 1 1 1 , TR Es Tol I I 1 v v l l l l l l 1 11 , l 11jI 1 1 I l/ , v v \ \ \ \ r \ 1 1 \ ACCORDANCE WITH PERMITS AS ISSUED, AND ANY AND ALL APPLICABLE STATE, COUNTY AND LOCAL CODES. ~ N \ ~ l\ \ ~ o ~
ll 1 A I I Iql V I 11 it l I ~ 1 1 1 Illll 1 /I l ~ v v( ~ 1 1 1 BE RE~10 D V 1 I I I I I l I J l / / / s 1 1 ~ ~ ~ 11 !I I 1, 11 III I I /111 / =5 v \ I V A\ LEGEND ~ N s, \ 1\ \ \I 5. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, AND/OR ANY OTHER
> ~ 1 ~ 1 1 I II S 11111 / Q/ 1 1 1 TYpICA~ I I K I v I l 11 ll f 111 1 J( l I II 11 / ~ ~ I I 1 ~ I \~~11 1 1 1 it I v 1~ 1 II 1 1 1 v ~ \ ~ 1 I M N WHICH MUST BE MET UNDER CONTRACL ~ a 0 \ ~ \ t t ~ REQU RE E TS Z
to / ~h~ / 1 1 1 1 I I I 1 v 1 1 ( v ~ 1 1. ~I 1 II Ills 1( 11 / / / / / v v 1' ~ I I 1 , I I 1 1\\\ \ 1 11 ~TRE\~' ~ IIII I I I I/// / / 1 ~l ~ l 1' I \ 1 II I 1 v 1 1 Vv ~ 1~ III 1111111/II / / V I ~ \ ~ t t 1 \ I tt S TO BE DEMOLISHED AND 6. ENGINEER AND OR OWN(:R DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND/OR METHODS ASSOCIATED
~ 1' ~ I I ~ 1 1 1 I 1 1\ V 1 ~ 111 ~c~V 1~ I I I II 1 /i~ l l l l l 1 ti / \ I I 1 ~ ~ 1/ I 1 1 1 I ~ t t t PROPERLY DISPOSED / Y
1 \ I I I I I I \ \1 1 1 1\\\` III 1// l/ l/ / I I 1 r / 1 1 1 , I I I 1 1 1 1 I l\ \\\1 111 \ II II leer r ~p~. ad/ I I 1 1 I ` I ` WITH THE PROJECT AS SET FORiH IN THESE PLANS. m N 1 Mltt ~ \ \ ~o \ Z
~ ~ lie I 1 1 1 1 I I I 1 11 1 1\\ ~ I I I/ l 1( 9 J \ \ 20 y 1 I \ 1 1 I I 111 \ 5 ~6kK, I I I ,~1 II 11\ \ III! 11111 / IIII / / ~ ! l 1 1 III t I 1~, 11 I \ 1V1~ I II 1 1 / / / 1 1 \ ~l \ F THESE CONSTRUCTION I 1 \ 7, THE RELOCATION OF ANY UTILITY SERVICES REQUIRED TO COMPLETE ANY PORTION 0 0
~(l I I V A l l l l I~\ 1~ 1 1 1 1 I d l 4 1 1 l 1 ~ I Woodland Height/ I \ I 1 I 1 1 I I \ I I 1 I 1 1 / \ ~ 1 V I 1 V A\ \ 1 J/-~ 11. A 1A\VA .I 11111) 1 11 1 / / v I \ I ~ \ \ ~ PLANS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 0 F„
..e ~ Ra. ,a, I I 1 \ I I \ \ \ \ \ \ 1 1 I / ~ ~ 1\ \11 ~ ll I 1111 I l / I I / / / / ~ , \ 1 EXI T1N~ 0 EN FERICE\T~ B~ Q \ / / , - / \ 1 I I ` 111 III ll I I / / / / \ 1 \ I \xi 1\
EM \ III 1 / / _ _ ~ 11 / I I I 1 / / / / =a~a Gers bEM us E A b s sE \ ~ / / l l I I 1 1 / l, III S I I I V I 1 I I ~ ~ I Ill ll l - I I )1~~ Il~ll\ 1111 1~l l / / \ ~ ~ PROTECTION fEN(~ 8. CONTRACTOR SHALL MAINTAIN AN "AS BUILT" SET OF DRAWINGS TO RECORD THE ACTUAL LOCATION OF ALL O ~ ~ ~ ~ ~ PIPING PRIOR TO CONCEALMENT. Z
II ~l 1 A 1 1 l l l l l l ! f _ / ~ III IIII ~ ~ > //I I/ A \V / I _ - - 1 1 1 A 1 1 1 1 A\ I I ll II ~I I I I~\ r// /A\ 111/ / / A 1 ell N I ~ \ V 1 1 1 l a l I l l I I I I r- ~~1 l l I ~///ell //l~ ! / 2/ 1 1 ~ I 1 ~ ~ w \ \ ~ / ~ 0
l \ 1 1 1 1 \ \ I 14 / / 11 1 ~ / ~ ~ ~ \ l l / I/,/ I I I I / / / \ 1 1 I 1 1 1 I I Ill/ ~l l' ~ 11/l( ~~//ill / \ v \ ~ 1 \ - ~ ~ ~ TREES TO BE REM04E0 g, IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS ~ a t I o U
I ~ v 1 1 1 1 1 I II// f v 1 ~ 1 'Jell 111 I// / A /1 1 1 1 I I I I 1 I l\ II I I I ll I; 1 1 ~ llll/i 1 1111 + \ \ \ ~ ~ ~ ~ ~ ~ OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO \ ~ \ ' / ~ ~ M TH ONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE EXPRESS WRITTEN PERMISSION OF g
94 \ ! 1 1 V i r d 1 1 I I I 1 I l l l ~ I / 1 > r ll 1/ 11 1 l/ 24.42 t~cre _ l~asauung~ v 1 0 1 C I 1 I 1~ .l 1 111 1 1 I II//~ 1111 ~ l//// 111 - ` / 1 I / 1 I 1 \ X11 1 \ 11 I I I I I I 1 //r ~ 1 ~ ` Pond 'B' / / / / I 1 1 / (0/81 A es±~ ~ \ \ n \ , DEPARTURES FRO E C \ \ ~ ~ , THE OWNER. Z q
'I I I I I 1 1 \ 1 I1 ~ I I 1 II ~ 1 \ 11 water / 1/1 ~l / / 1 111 / ~ \
- ,-I I I I I / 1 I I 1 1 1 1 1 1\ \1 I ` ~a A I Elev. BJ3' 11 I I 1 1 / ~ A \ ~I I / I I 11 I I\v 1 1 liii _ 1111 / l 111 / l / v II I I 1 } I Il 1111 ll _ Vv\ (I ll6~q~ / / A ,I I / I 1 1 ( ? 1 1 / 1 11 ~ I / ~ {I / / /l 1 1 I 1 / / ~ v~ \ ~ ~ ~ T R M T AT ALL TIMES KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS ~ \ ~ ~ i~, 10. THE CONTRAC 0 US , N
,t7•~` ,y it l~, 1 ~I I I 1 ~ 1 I I/ / ~ 1 I ll 1\Il 11 ' ll //ll J)I 111 I l / - rn 611J7~ I C I / 1 1 1 1~ l / ~ 11 ~ l ~ A\ ( 1 1 1 1 / / / ~o ~a16n~1c I 1 I 1 1 1 '1 /i / I / 1111 1111( 11 I l l l l / - \ \ ~ ~ ~i ~ OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES, OR HIS WORK. ALL DEBRIS SHALL BE RE6!OVED FROM THE PROJECT p _ ~ ~ ~ / SITE IN ACCORDANCE WITH LOCAL STANDARDS. Z X ~
. I / 1 1 I / 111 1( / 1 (I / 1 1111 1 l(I 1111 l I 1 / 1 11 I 1 1 II \\I 1\ Imo/ ~ I 1\\ I I I I III 1 1 m W U
~ 93 Iti / I I 1 l \ 111 1\ \L (1l /,6.5, II 1111 \ II IIII 111 l l I I / I / S 1 XI TING WELLS AND S~PT1C MELD T I 11 li I I I I I t t tr I r ~ 1 I Es ~ l~ \11 / 1 11 ~ III ! / ~ ~i~~ M R 37001C0132E DATED ~ N ~ ~ ~ 11. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NU BE ,
~ I 1 RDAN~E TH I I 1 ~ I / / > > 1 I , I I 11 1 1 v °~"l \ ~ °p""' I I , , , s s I BE ABANDONED IN ACC I I I \ 1111 ~ I III \ \6~5 ~ I \ I I I I / / ~ , , ~ / / ~ ~ DECEMBER 22, 1998. FLOOD PLAIN LIMITS HAVE BEEN INDICATED BASED ON AVAILABLE INFORMATION. EXACT / / i LIMITS ARE SUBJECT TO VERIFICATION.
~ I 1 NC DEPARTMENT OF EN RONM NTA~. I \ 11 1 11 < < 1 1 \ 1 1 J 11111 \ 1 \ 1 I I / ~ ~ \ \ 1 1 \ \ I III ~ I 1 I\\ I\ 1 / - MANAGEMENT REQUIREM NTS I I 1 1111 \ V A~\ V I I I 1 1\ I I I I I 111 I I I I I / ~ ~ / / /
1 I I 1 1 1 1 \ s\ 1 IIII \v\11 / I I ~ I I \\VA \ ~ L..- IIII 1 v V1 II t I / 'w I V 1 v V A 111 I v I I I Av J ~dl~xl I I I / ~ ~ ~ ~ / ~ 12. SURVEY PERFORMED BY BOSWELL SURVEYORS, DATED 11-14-03 AND REVISED 7-21-04. i ~ / / ~
11 I of 1 1 11\ I 1 1VA ~ ! (\v~\~ \\1 111 pia I I ~ ,5 ~ ~ I I I \ \ I II III \ (l \ \ 1 1 1 i et l \1 I 1 1 1 ~ ' ' ~ ~ DEMOLITION NOTES
1 I ~ I . \ 1 I I 1 I ~ \ \ \ / \ \ 1 ~r pyl~ lohrfeet \ 1 / ~ 192 1 . ( o \ I 1 I I ~ \ \ \ ~ / \ \ \ \ ~ , ~ \ 1 \ kf! ol~ ~ 1 11 I 1 / I \ \ \ ~ I I I 1 \ \ \ 1 } ~ . \ \ 1 \rt4elt ~ \ \ 1 I ~ i ~ I I ~ ~ 1. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND
I I \ 1 \ 1 ~ I I 111 \~I j1\\1 \ 11\ \ 1 ~ ~ 1 ~ R S ON ~ ~ I 1 / MATERIAL COMPOSITION OF ANY EXISTING WATER OR SEWER SERVICE PROPOSED FOR CONNECTION 0 U E
I \ f~ 11 I I I ~ \ \ 1 11 \ _ \ 11 \ ~ \ \ ~ - , 1 I I~ I 1 I I IIII i t 1v\ 111 //~v v v v\\ 1 .vvvv vv vv v A I 1 J I I \ 1// ~ ~ \1\ 11 ~ \ \ I 1 I ~ y \ \ I 1 I 1 IIII \ \ \11 1 ~ \ \ \ \ I 1 \ ( ~ 1 ~ THIS PROJECT. ALL VERIFICATIONS AND DISCREPANCIES SHALL BE ADDRESSED PRIOR TO COMMENCEMENT OF \ 1 1 I I I
1 ~ ~X S W DE FENiSE / ~ \ \ \ I ' \ \ I m I l / ANY WORK. s\ I N I I
129 l I I , . / 1111 1 I//` / ~ ~ \ 1\\\\ \6SS ' " sso 1 I ~j 17~RCP I hU OIl IN BUI INGS~Td BE lip ~ \ \ ~ \ \ \ \ so \ ' I I I ' I I I I l 2. THE CONTRACTOR SHALL ABANDON OR REMOVE ALL EXISTING SEPTIC FIELDS, SEPTIC TANKS, AND WATER _
-6'089 t 1 C~ / I I ]29 - z I 1 III/~%,\\\ \ \ \ ` \ \ 1 , o m I EM~4 PA D D POS D 1 \ / \ \ _ 1\\ \ \ , \ ~ I I 1 (uaaele m Iha olnn Md) ` wnr ( ~ P \ ~ ~ n \ \ _ s \ \ \ \ r~ (W 1 1 ~ I I I I \ V I 1~ 1 ~ V A A v~ ~ AAA ~ \ VAA L-- \ \ l 1 I ~ WELLS IN ACCORDANCE WITH NC DEPARTMENT OF ENVIRONMENTAL MANAGEMENT REQUIREMENTS.
~ ~ A ~ 1 I I I I I I l \ \ ~ \ \ - \ ~ \ \ 1 U 1 ~ \ I ~ ~ U I~ 11 I~ 1 ~
~ ~s ~ 1 1 I I VIII \ \ \ \ \ L .1~ ~I J I Y I \ \ ~ \ m\\ 1 I ~ I I ~ I ,I I 1 I I Ep 3. CONTRACTOR SHALL FIELD VERIFY THE DEPTH OF UNDERGROUND ELECTRICAL AND TELEPHONE TO ENSURE I P I l ! 65 Cm1rd
~ 4 M ( I I \ \ \ ~g5°~ \ ~ \ r UfrER, pfl / ~ I ~ I I \ I ~ \ \ 1 .S\ /~~6<,~\\ ' T~EI1~1 l1 zar•w I ~ I ADEQUATE CLEARANCES FOR CONSTRUCTION. IF ANY CONSTRUCTION SHALL IMPACT ELECTRICAL LINES AND/OR I I ~a~e, I R CA D. U .W ,fd 1 ~ STRUCTURES, CONTRACTOR SHALL CONTACT LOCAL UTILITY PROVIDER TO HAVE UTILITES ELO TE
~ 281 I ` I ~ ~ ~ \ \ 1 \ a.1aq 1 ~ a \ 87s ~ \ 1 1 I ~ ~ \ III c
I I \\111 \ c \ \ I JIr/s' ErP`tr 10.6 /1 5 1tl 1 \ \ ~ ~ \ \ \ 1 1 1 \ \ I ~ / / \ ~ ~ \ \ \ \ \ \ \ ~ ~ ~ ~ I 4. CLEANOUTS LOCATED IN AREAS OF DEMOLITION OR SUBSEQUENT CONSTRUCTION SHALL BE PROTECTED FROM
I Abf~mM!\ I i .~f \ \ ~ \ \ 6 / 1 / / / 't 650 \ \ / I/ 1 1 l \ r \ ~ I x"11 \ \ \ \ \~I ( i~//\\~ \ //f ~A ~ ~ ~ DAMAGE AND RAISED TO FLUSH WITH NEW GRADE. o „
. p E STING ROYIER~ 'LS ANNR - ~ \ ` \ \II ( \ \ 1 9f E I I I ` \ \ \ \ \ ~ v II \ S / U c 5. PERMANENT TREE PROTECTION FENCE MUST BE INSTALLED PRIOR TO COMMENCEMENT OF ANY WORK. ~
s a+~'so w~ 1 I 1 s 1 1 1 \u PgLE\TA BE \ ~ _ _ _ \ \ \ \ \\111 11 1 / \ , w-. / ~ U
{ I lM 1 1 I 1 \ \ 1 \ \ _060 \\1 I\ \I`. II s \ 6. NOT ALL TREES TO BE REMOVED HAVE BEEN SHOWN ON THESE PLANS, CONTRACTOR SHALL REFER TO Z a~ eeJ
s 1vt:, ~ I / \ \ \ 538~1aestr - ~ \ I l \ \ 11 III III - \ \ \ - n Ht,;1NflDR m' 1 \ E~ NG\WE AID ~SEP C FIELDS\ 0 \ \ _~~s~e~i / 1 \ 1 111 I1 ( / \ \ \ , LANDSCAPE PLANS FOR ADDITIONAL TREE REMOVAL WHICH MAY BE NECESSARY IN THIS PROJECT. ~ Yb~t ~.~Heoword ~ v
~ o e~w1 I s I v 1 - - - V v\II \ 1 1111 II 11 I / r - \ t5 X221 1 E A AND'EINED~N ~10i'ARD NCE~II \ J \ 1 \ 1\~ I( I \ ~ 1 I a6.. a. DE ARTI~ENT 6,NVIBON TAt~ \ ` - _ ~ 1 1 1111 \ 1 111 ~ / I I / l ~ \ Beede RuiA Howard C 0.61,1 RQ 3,e 7. THE CONTRACTOR SHALL COORDINATE WITH ALL LOCAL UTILITY PROVIDERS PRIOR TO COMMENCEMENT OF o O
1 ~ 1 ~\1 1~/ \ 1 I MAIJAG~IENT RE EI~NI'8, \ \ \ ,amen R o~~k 1 \ \ °s \ ~ ~ ~ l / I L-/ - WORK. ~ a~
1 I 1 \ ~ \ ~ \ ) 1\ \ \ 1 \ ~ I I ~ \ - Wolter
i ' \ 1 \ \ \ \ \ \ \ \ ~6s ,c I I I / GY I / /65 \ ti Ruth York Ho.ad 8. PRIOR TO DEMOLITION WORK, THE CONTRACTOR SHALL INSTALL ALL ASSOCIATED EROSION CONTROL MEASURES AND OBTAIN APPROVAL TO COMMENCE WORK FROM THE EROSION CONTROL OFFICER. SEE EROSION
I I \ \ ~ \ \ i e ~ ~`C 'rte ~ / ,(1P OA 1]D PG SM b ~ridngs \ \ \ \ 1f6~ I / ~ TroN 2 CONTROL PLANS.
YL I I~ 1 r~ \ \ ~ ~ \ 1 , \fIP yA' 1 / ~ ~ A1Ep1Ar of I \ ~ \ 1 \ ~ 50.65 I I I I ~ W.C. Nowad ! C.N. York York
~ \ \ ~ \ ~ cola \ \ I I ~ ~ A8 re e S .....N G N 1
~ 7~oa• Ehs D - 0 car D , `l ~1 r~ C R ~ P
~ ~ 1 /1 E b sad \ I N R 1 ~ ,o 1 S 1. N o R ~ ~ P R o
I 1 app a~ TREE PROTECTION o F o E s 4 a
I FENCE iYPICAI I ~ ee~~
~ R Ir Lee Cotwm Rlb/eca & Shaun McArthur I w ~ Ssbe B. TMkr da 11a, Aa see 11' UIP I Canmb S. CatNlm M o ~ ~
Mr. M 6rs.+e' ~ d8 ,711 AG see L Wdklr Richard L Dmnll ~ hr al 6».10' II w I ~ ,t»s ~ Sb H611n W Dlnnll r~
t I I B.a Sow Aa n
Rim Invert In Invert Out a 674.39' 662.19' 662.09' r GRAPHIC SCALE
673.31' 667.71' 664.43' 100 0 50 100 200
c
b l W o W 04
~ I 2 1 IN FEET W G O
( ) I U 1 inch = 100 ft. N
m I
8N N

_ _
I I SITE DATA
I I LOT AREA:
tm n. w TRACT 1: 1.29 AC .way TRACT 2: 24.42 AC
,mow i ~J
_ _ - TRACT 3: 5.36 AC
r TRACT 4 5,60 AC TRACT 5: 1,43 AC
~ _ _ - TRACT 8: 1.63 AC
- - - - TOTAL: 39,75 AG
PIN NUMBER:
TRACT 1:9825-47.8204 i
~ TRACT 2:9825-57.2710 ~ i ~ TRACT 3: 9825.46.8987 r
TRACT 4: 9825-58-1209
r TRACT 5: 9825.58-8211 N r
~ ~ ~ ~ ~ Q ~ TRACT B: 9825-58-4468 - Z N
~ ~ i ~r ~ ~ Q
~ / .e ~ / EXISTING ZONING: R20 ~ 0 Z ~ C PRO D ~ ~ POSE ZONIG: R8 U 0
0 x
Z ~ ~ / d ~ CURRENT USE: UNDEVELOPED ~ ~ U
Corl ,IWtw Bdckmann, IV ~ / ~ m D.B. Ve9 PG 7e1 LU / ~ ~ PUOPSED USE: TOWNHOMES o WO
~ / / tl '~0 ~ Z z ~
$ w ~ i ~ ~ w o r~c BUILDING SETBACKS: Z C7 Z
~ ~ a»+w3 FRONT ITHOUTSIDEW - r (W A :18.5 Z ~ ~ W ~ d p'~ FRONT (WITH SIDEWALK): 20' ~ N ~
~ / ~ ~W~ r ~ ~~W
~ i / \ N ~ PROPOSED NUMBER OF UNITS: 182 4 ao 0 a~
~ / / / a / ~ ~ ~ ST _ _ N
~ a a Fl W w ~ / w ~ ~ ~ OWNER~DEVELOPER: N, ~ yq F'lLalL
FAR ~ ~ ~ ~ ~o vLM, u.c S -3 ~ ~ ~ -N Z
- - _ _ _ ~ ~ o ~pf~ / y ~ 6~ 410 NORTH BOYLAN AVENUE N F SUITE 138
. 5 ~ / ~ zQ10y 7 RALEIGH, NC 27803 - 0 ~ 0: N
~ /~o/ l X 0: ~ / 919 - ~J~ l ( 1 J J
AB !P K W p o J Jrn_~ Z TCT
O i ~ ENGINEER: _ ~ ~ z PROPOSED ] J Z . .
/ PROPOSED I ~ ~ ( avBY~.A1~D3 BASS, NIXON & KENNEDY, INC, W W 0 W 4zc~z
~ 41 ~ / ~ WETLAND z ~ : N Pooyvly a+ / / r ~ r • fER 10405E LIGON MILL ROAD Q - F ~ o - i ~ I ~ 1 Br B~ ? apao Hutch dr = J 0 31 ~ a TYPE' P,~, WAKE FOREST, NC 27587 ~ U = _
~ irnothy E. Dd+os dr I ~ , I a.s ea Pa ~ ~ B-B Z n a ?719 ro. o. ~ a [phone] p W WW
g thew 1, Oala~ / s w C ~ / is ~ w J J w Y CONTACT: W. HARRY MITCHELL, P.E. W W
L ~ / e' PEDPSTiuAN w - m ~ ~ ~ I W ~ ~ •
i BRIDGE J Prgwly oy
/ / / i i` / ~ Jomu A. Hotth k I Nomk BHI Tares
8 /i~ ~ ~ 0 / ~ ~ P.B. SI PC. I'p V
~ ~ I ~ ~ _ ~ ~ ~ SHEET NOTES
~ `18 / tl ~ - , - I I . - a I
~ ~ ~ ~ ~ I I ~ ( 'I 1, ALL DIMENSIONS ARE IN RADII, TO OUTSIDE FACE OF BUILDING, TO CENTERLINE, CENTER TO CENTER ON STRIPES, ANDIOR TO BACK OF CURB, °
/ / /i ~ ~ I ~ N r ~ Tpy,n d Mwane UNLESS OTHERWISE NOTED. ~ N ~ DA. 711 PQ 371 \
~ ^ ~ ~ I r ~ ~ ~ ~ r i I L ~ 2.T ~ HE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PERMIT
7 / ~ ~ I ~ ISSUED AND ANY S ~ ~ AND ALL APPLICABLE STATE, COUNTY AND LOCAL CODES. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF Z N
a \ y ~ , ' ~ MEBANE CONSTRUCTION STANDARDS, w Q ~ ~ i
A y ~ ~ ~ ~ ~ ~ ~ I- i J 3. EXISTING IMPROVEMENTS DAMAGED OR DESTROYED DURING CONSTRUCTION SH w ° F ALL BE REPLACED OR RESTORED TO THEIR ORIGINAL ~ a
1' ~ ~ EXIS'!'II~1G POND ~ I_ I_ ~ I CONDITION, AND TO THE SATISFACTION OF THE OWNER OF THE IMPROVEMENTS. ~ w ~ OC
~ ~ / A O 1 ~ ~ Ni 4 Ni ~ Z U I - I ~ a N
t 9 ~ / \ ~ ~ ti \ \ ; ~ I s r' ) ~ ` r ~ i 4. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, ANDJOR ANY OTHER REQUIREMENTS WHICH MUST BE MET ~ w w ~ UNDER CONTRACT. w ~ O
r ~ ~ S \ r g r s I
~ G s \ ~ r ~-PROPOSED Ir 1 r GREENWAY -D ~ 5, CONTRACTOR SHALL REFER TO ARCHITECTURAL F! ANS FOR DETALS OF BUILDINGS AND BUILDING DIMENSIONS. ° o 'AY OI ~ ~ W
~ ~ / \ ~ ~ / e ~ • TRAII, ~ I- ' e. ENGINEER ANDIOR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS ANDIOR METHODS ASSOCIATED WITH THE PROJECT AS SET ~ a 0
l ~ r- I = ~ FORTH IN THESE PLANS. ° c~v
f ~ ~ ~ \ ~ L S v ~ = I a
20 l ) o~ ~ ~ - 7. CONTRACTOR SWILL. MAINTAIN AN'AS BUILT' SET OF DRAWINGS TO RECORD TH ~ I ~ ~ oi, E ACTUAL LOCATION OF ALL PIPING PRIOR TO CONCEALMENT. Z
~ ~ 1 1 I ~ i s J - y - { I DRAWINGS SHALL BE GIVEN TO THE ENGINEER AT REGULAR INTERVALS TH Y W ROUGHOUT THE PROJECT FOR RECORD KEEPING. ~ ~c
Wooaond He ghU 1 1 ~ ` I \ r Seclbn Su / P.B. SD PC. iA I ~ f ~ 5'CANCRSIE I S r ~ I e. IF DE } ~ 1 m PARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES m
SIDEWALK 1' 1 ~ ~ ~ y ~ ` r 5'CONCRETE ~ i ~ I AND REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL B Z Z vcxErE ~ E 3
~ r s ~ SIDEWALK MADE WITHOUT THE IXPRESS WRITTEN PERMISSION OF THE OWNER.
o a. 9. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND MATERIAL COMPOSITION OF ANY
~ s I = I I s EXISTING WATER OR SEWER SERVICE PROPOSEC r'OR / ~ CONNECTION OR USE ON THIS PROJECT. THE RELOCATION OF ANY UTILITY SERVICES W
94 I $ ~ ~ ~ § REQUIRED TO COMPLETE ANY PORTION OF THESE CONSTRUCTION PLANS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. f- J ~ -
N i I I' a 1 a I 1o T I~ N J HE CONTRACTOR MAST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH CAUSED BY ~ Q
L ~ a ~ EXISTIlVG ~ W ` POND i ~ S L s ~ 's HIM, HIS EMPLOYEES, OR HIS WORK. ALL DEBRIS SHALL BE REMOVED FROM TH P I ~ j I E ROJECT SITE ON A DAILY BASIS, o~
~ w% i ~ r - _ ~ , ~ ~ g I ~ = g ~ 1 J ~ ~ 1
~ ~ I ~ t t. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NUMBER Q ~ 37001C0132E, DATED DECEMBER 22, t998. ~ N
$ ~ ~ I s I a / W
~ o ~i o I ~ ~ Z ` ~ , / ` / SITE NOTES ~ o ~
~ s CONQib`IE I l ~ N z e ~ 1 sID$avauc ~ Y J 3 > r4 ~ wZ p J
g ~ ~ • ~ _ r~ ~ ~ ~ t. ALL c m a CONSTRUCTION TO BE IN ACCORDANCE WITH CITY OF MEBANE CONSTRUCTION STANDARDS, 0 U ~ N
~ I x ~ o I- L ~ ~ ~ s l I 1 ~ B G \ / 2. FlRE LANE SHALL BE CONSTRUCTED ACCORDING TO SPECIFICATION BY LANDSCAPE ARCHITECT TO FACILITATE HEAVY EQUIPMENT.
~v SEE LANDSCAPE SHEETS FOR ADDITIONAL INFORMATION.
s ~ N. ~ 4 1 ~ s \ ~ ~ I_ ' I ~ ~ /
v : i a I u \ ~ 31 / 1 B \ , ~ Y \ 3. TRAFFC CONTROLS FOR ANY UTILITY WORK WITHIN THE PUBLIC RIGHT OF WAY SHALL BE PERFORMED IN COMPLIANCE WITH sA ~ STANDARDS OF THE NORTH CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES M
~ o ~ ~ 29 I L ~ / / ~ ~ / ~ C 1j ~ / ~ I 4. CONTRACTOR SHALL COORDINATE CONSTRUCTION OF ~ G 31 ~ UNDERGROUND UTILITIES (WATER, SEWER, STORM, ELECTRICAL, OR OTHER
if / ~ ~ ~ ~ / 'i FOR THIS PROJECT WITH THE CITY OF MEBANE AND UTILITY PROVIDERS. ~ ~ -B I
~ 0 31, ~ ~ i ~ ~ \ ~ ~ 5. UNLESS OTH ~ i \ 0 L ERWISE NOTED, CONCRETE PADS AND WALKWAYS SHALL BE 3000 PSI, MINIMUM OF 4"THICKNESS WITH 6'k8" w1.4x wt.4
~ ~ I, x r ~ s ~ ~ ~Yg rP' g ~ i \ R N / ~ WELDED WIRE FABRIC THROUGHOUT.
f
s / 1 - \ \ 1' ~ / ~ ui 2$ I \ / TYPE B B ,B, BU ~ FFER
m 7 / / 4~~ TYPE SIGNAGE STRIPING AN ~ D MARKING NOTES
m ~ / - r 1. ALL SIGNAGE SHALL BE INST MAR
LAKE MICHAB[, WAY ~ i / ALLED AT RIGHT OF WAY PER DOT STANDARDS, 2 9 (J zao~ v
i K z ~i 2. ALL STRIPING (EXCEPT INDIVIDUAL PARKING STALL STRIPING) AND DIRECTIONAL ARROWS INSIDE ~~,,``~~O~~P' WAtER THE RIGHT OF WAY SHA[L`79~5
i THERMOPLASTIC MATERIALS AND SHALL CONFORM TO STATE DOT STANDARDS '~SraRM~~ry o AND SPECIFICATIONS. PARKNG STALL STRIPING SHALL ASR
I ' BE WHITE REFLECTIVE PAINT, o c Q~ U
s +aF ~ y t o wain c. HowcrE 3, CROSSWALKS AND ACCESS AISLE STRIPING SHALL BE CONSTRUCTED OF THERMOPLASTIC MATERIALS AND INSTALLED IN ~ U
i 'a ~ ~ ~ i t ~ ~ ~ y e•••i• a m Howora ACCORDANCE WITH STATE DOT SPECIE ,u (CATIONS. CONTRACTOR SHALL INSTALL CROSSWALKS IN SUCH A MANNER THAT CROSSWALKS O ~
~ J L L L J- o.e. n~ Pc, 31~ AREA ALIGNED BETWEEN ADAIINALKWAY ACCESS POINTS OR PERPENDICULAR TO TH J Z E ROADWAY~DRIVE LANE. _ ~
- ~ . L ~ V PROPOSED L_ J L WETLAND 1 ~ ~ v wooer c. H~.aa 4. ADA SYMBOLS SHOWN IN THSES PLANS ARE FOR LOCATION PURPOSED. SIGNS TO BE INSTALLED TO MEET MINIMUM STAIVDAR ~ ~
_ ~ ~ ~ ~ + ~'e DS OF R~~h Yak HOwOra DETAIL SHOWN ON SHEET C8.2 , GROUND SYMBOLS NOT REQUIRED. ~
R ~ ~ - 1Y E 'B' BUFFER 1' O.B. 210 PC. lr6 hocl 2 W
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SEE SHEET C3.1 FO C3.1 FOR SHEET NOTES ,-,,,w
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T C3.2 FC SEE SHEE C3.2 FOR STORM DRAINAGE TABLE . , w 9µw ~ \ \
~ e \ \ \ ~ / r ~
. _ / a; P~euq I I I I I ~ ~
SEE SHEET C6.4 FC C6.4 FOR DISSIPATOR AND Ace44.eo , sTgsal~s 'T III I ~ ~ I wAC M I I I I
SEDIMENT TRAP INF TRAP INFORMATION. L- , r ~ -~-1-L _ .1 ~ / ~ / ~ ~ J J ~ I / / /
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6 11} I 1 M - - W - ~ 18~ ~ 1 ~v11 M ES v e 2 i I - v v ~ v 1 8~ 84 I I - / / ~ / ~ - ~ \ \ I ~ \1 / j l l
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GENERAL GRADING NOTES GENERAL EROSION CONTROL NOTES
W 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.
v 2, LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED.
~ o ~ ~ a,~ 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
o v^ U i q~f ~ c o ~ ~ v CONTRACTOR SHALL NOTIFY ENGINEER IF ANY DISCREPANCIES VERIFICATION OR MODIFICATIONS BY THE ENGINEER, THE MODIFICATION SHALL BE
I ( v ~ ono rda r Lo U OBSERVED PRIOR TO PROCEEDING WITH CONSTRUCTION, NO EXTRA IMPLEMENTED. COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE
~ ~ ~ ~ ~ ~ l~ ~ p ~ N WITHOUT PROPER NOTIFICATION. 3. A DETAILED PHASING PLAN HAS BEEN INCLUDED AND WAS THE BASIS OF
~ v~ 0~~~ N ` vd .c ~v ~~'aib0 v~o~ aQQj~ EROSION CONTROL PLAN APPROVAL, UNLESS OTHERWISE DIRECTED BY THE 3, UNLESS OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ENGINEER, THE CONTRACTOR SHALL CONFORM TO REQUIREMENTS OF THE
ON PLANS INDICATE FINISH GRADE OR PAVEMENT SURFACE. DETAILED EROSION CONTROL PHASE PLAN,
N c v Wy cm
JJj ~ ~ QJ ~pa 000 ~0 N 40 7Z 4, WHEN HAND PLANTING, MULCH (HAY OR STRAW) SHOULD BE 4. ANY PROPOSED CHANGES TO THE DETAILED PHASING PLAN SHALL BE UNIFORMLY SPREAD AND TACKED OVER SEEDED AREA WITHIN 24 HOURS FORWARDED IN WRITING BY THE CONTRACTOR, THROUGH THE CIVIL ENGINEER, ANO
ti0 N' \ / ~ ~ c OF SEEDING. APPROVED BY THE EROSION CONTROL INSPECTOR PRIOR TO IMPLEMENTATION. DIVERGING FROM THE SCHEDULE WITHOUT APPROVAL MAY COMPROMISE THE
0 m o ~ ~ ~ V A 1 1 / ~ (t 1\ V1 \ 1 3 ~ \ I l ~ ~ v ~ /~v v \ l 11 1 11 l I 1 AoA~s 5, DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A POSSIBLE
4a~,o I a go \ / ~J 1111 I ^mo 0 4 \ \ ~ I 1 I TEMPORARY COVER ON SLOPES THAT ARE 4:1 OR STEEPER, MULCH WILL VIOLATION. BE ANCHORED.
5. PROVIDE GRAVEL AND HARDWARE WIRE FILTER ON ALL CATCH BASINS,
w ~ iii. llh / I C pp0~ /~iii~~l l ~ I I ~ ASEMENTS WITH PIPES ANO OR STRUCTURES SHALL BE 6, ALL E /
C 00 ~ / / I 1 I 1 I I CLEARED AND GRUBBED AND SEEDED. N Z a
v i v ~ / ,I ~ 7, PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. - ? c^v
FEMA MAP NUMBER 37001C0132E, DATED DECEMBER 22, 1998. ~ Q SEE SHEET C3.2 FOR STORM DRAINAGE TABLE ~ z
V ,Q ~ ' ~ 1 \ \ \ \ A E CLASS III REINFORCED CONCRETE PIPE UNLESS ~ ~ 8. ALL PIPE SH LLB
~ I I Ppl I I oo A / v v v v OTHERWISE NOTED. ,,nn U 0 VJ a I Q SEE SHEET C6.4 FOR DISSIPATOR AND ~
~I i -6~ I v 1. 1 ~ I ~ v vv ~ I IIIIIIII ' ~ ~ / / ~ ~ 1 ° A ~ v 9, PROVIDE GRAVEL AND HARDWARE WIRE FILTER INLET PROTECTION ON ~ ~ U W
II I/ t ;n ` I 1 N Z ~ ~ I I / ~ ~ 0 PR VATE $TO ES ~ 1' ~ E \ \ \ \ ALL CATCH BASINS, SEDIMENT TRAP INFORMATION. o Wz Z
III 111p1 I / ~ l / ( l l / stogy 1 \ \ - ~ 11 ~ Q~IV~, w ~ \ \ VIII ~ ~ / 15R I / ~ ~1 8 , , .III I I ICI ~ ~r s FES83 I I / ~ \ \ \ ~ 10. CONTRACTOR SHALL VERIFY LOCAl10NS, ELEVATIONS, AND SIZES OF W = 0
TILITIES PRIOR TO ANY EXCAVATIONS GRADING OR ~ (7 Z EXISTING PUBLIC U ~ _ r INSTALLATION OF UNDERGROUND UTILITIES ON OR ADJACENT TO THE W- W ~ F- d
PROJECT. ~ W ~
/ / / I \ I ~ / 1 60 ~ - / 1 1 , / / Y T 30-INCH WIDE STRUCTURE WITH ~ ~ W
j I I7 J 11. ALL CATCH INLETS SHALL BE NCDO p ~ 0 W RAT RATES FRAMES AND BOXES SHALL BE Z ~ BICYCLE FRIENDLY G ES G ,
I.Q I ~ / / „ / / 1 1 - ~ CERTIFIED NCDOT APPROVED. W N " Y " W~
cn8 ~ III I I / I ~ ~ I I ~ ~ ,,III 1 I / I ~ / ~ v A R SEWER AND STORM ~ Q W 12, EASEMENTS FOR ALL PROPOSED W TE , , p ~ N
III I III / I ` IIII / / ~ ~ i ~ o ~ DRAINAGE UTILITIES WITHIN RIGHT-OF-WAY SHALL BE DEDICATED TO THE z N~y _N "N
I I I11~, - ~ r ~N to III ° ~ - - / WB77A J / ~ P„ / ~ .IwAC'628.90 v . I 1 I I ~ / ~ / ~ Q / ~ ewe oQe.~o ~ ~ CITY OF MEBANE ON THE FINAL PLAT. ALL OTHERS ARE TO BE qq V T. Q PRI A E OrOr
~ 111 / / ~ ~ / a MAR2g 200 X
~ I I IIII ~ ~ _ ~ 1 III I / / ~c~ i / _ o"' A PIPE SHALL BE CLASS III CONCRETE PIPE UNLESS OTHERWISE 5 ~ J 13. LL NOTED. J ~ J ~
1 o I I I I I / / / ~ / ~ - - ~ II ~ I i ~ ~ l l ~ ~ oe~~wnr~ Z J - ~ rYEita+usa~s err = ~ ~
VIII , / i / ~m ~1 ~ / ~ / d 1~ a. ~ 1 1i ~ / _ a 1 1)~ / / ~ 1 14. ALL EXISTING VEGETATION IN BUFFER AND/OR UNGRADED AREAS TERBRwX'~ ~ J z
1 I I I ( , ~ / / / I - SHALL REMAIN INTACT. NO CLEARING IN TREE SAVE AREAS. W W 0 W azc~z U) Q0~0
I II i ~ is / ~ / / ~-i - I 11 / ~ ~ / ~ 15. ALL LOTS WILL BE CONNECTED TO THE CITY OF MEBANE WATER AND rrnn = = W =
EWER SY TEMS, v! U a a SANITARY S S W ~ oJ~~
~ II I III ~ / / 16, ALL WATER LINES SHALL BE TERMINATED IN ACCORDANCE WITH CITY D M M W o W
II 1 III - - X818. ~ i ~~i ' \ / ~ - - 0'0 III u ~ 8 ~ ~ ~ / / ~ / kJ / ~ _ STANDARDS AT THE SECTION LINES IT THE DEVELOPMENT IS W ~ ~ I' T RM DRAIN LINES AT THE END OT A ~ ~ ~ CONSTRUCTED IN PHASES. ALL S 0
o~0 1 III / / ~ ~ ~ / & c0 I I I / / / / N ~ ~ / _ SECTION LINE SHALL BE TERMINATED W1Tii A TAIL DITCH TO DAYLIGHT. { ,n .;r;,~
~ / ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR RESOLUTION ~ ) ~ I t ~ ~ ~
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PIPE PIPE PIPE DOWN PIPE PIPE PIPE PIPE DOWN PIPE PIPE PIPE 3L HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION
DOWN VELOCITY STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE DESCRIPTION ACRES 010 CFS OtOCFS IN OUT IN N OUT IN FT FTIFT FTISEC PIPE ACRES OtOCFS 010 CFS IN OUT IN FT FTIFT FTISEC
PIPE ACRES 010 CFS QiOCFS IN OUT IN FT FT1FT FTISEC PIPE
3.68 4' CI CI.76 658.00 852.50 0.34 7.10 0.75 1.12 1.12 3.13 4' CI
662.15 0.33 7.10 0,65 1.49 1.54 3.43 18" ADS CI.89 650.00 646.00 0.7 7.10 0.75 3.49 3.49 DI.26A 666.50 9.79 646.86 18 32 0.011 2.28 18" RCP P-76 652.50 652.00 1.12 652.92 852.31 15 32 0.016 4.63 15" RCP
130 1.54 862.64 662.04 15 105 0.006 2.04 15"HDPE P-89 848.00 645.65 3.49 646.79 646.86 18 P•26A 662.15 66 4.97 4' CI CI.75 658.00 852.00 P•76 851.50 0.39 7.10 0.75 2.07 3.17 4.36 4' CI
- 1.30 P•26A 661.10 0.34 7.10 0.65 1.54 3.45 4.49 4'CI CI.88 650.63 845.85 P-89 645.45 0.7 7.10 0.75 3.49 8.93 CI26 668.75 66 3.45 881.85 861.18 15 32 0.018 8.16 15" RCP P-88 645.45 644.75 8.93 646.55 645.77 18 9.55 645.77 18 128 0.005 5.42 18' HDPE P-75 651.50 649.70 3.17 652.22 65026 15 131 0.014 5.9 15" RCP
P•26 661.10 660.60 18 5.42 18" FE8 DI.74 855.80 851.00 0.42 7.10 D.65 1.94 1.94 3.89 24" x 48" DITCH
0.49 7.10 0.65 2.48 5,87 4.57 4' CI FES-88A 848.00 8x4.75 P-88 644.75 8.93 18 CI.25 667.00 661.10 P•27 680.20 p-74 650,00 1.94 651.56 650.48 15 110 0.009 4.45 15" RCP
660.60 P-26 8.58 HEADWALL DI.73 680.00 651.00 P•75 649.00 0.09 7.10 0.75 0.41 5.43 4.92 24X36 DI
659.20 5.87 661.06 660.08 24 137 0.007 4.42 24" RCP HW86 853.00 647.50 9.80 5.80 0.65 37.24 37.24 P 25 660.20 5 0.14 7.10 0.65 0.65 0.65 2.68 18" ADS P-B6 847.50 642.40 3724 649.57 645.07 30 9.57 645.07 30 161 0.03D 7.61 3D" RCP 650.00 P•74
DI.24A 667.00 661.7 7.47 PRE•CASTMH P•73 649.00 646.50 5.43 649.90 647.17 18 158 0.016 7.11 16"RCP
5 880.00 0.85 682.07 660.24 15 105 0.017 4,04 15" RCP MH-85 849.00 842.80 P-86 642,40 38.82 P 24A 6817 0 0.14 7.10 0.85 0,65 1.26 325 4'CI P-85 842.40 841,80 36,82 644.37 643.75 30 4.37 643.75 30 73 0.011 6.79 30' RCP DI.72 650.80 646.00 0.39 7.10 0.65 1.8 1.8 3.8 24" x 38" DI
DI.24 68720 660.00 P•24A 859.5 659.00 1.28 659.95 659.34 15 32 0.018 4.81 15' RCP RI-87 84725 642.50 1220 5.44 0.74 48.51 49.51 8 55 5' RI P•72 848.00 845.20 1.8 846.53 645.89 15 83 0.010 2.58 15"HDPE
P•24 859.50 0.16 7.10 0.65 0.57 7.52 4,95 4' CI P$7 842.50 842.00 49.51 644.79 843.86 36 10.75 38" RCP DI.71 652.80 64520 P•72 845.00 0.28 7.10 0.75 1.38 3.12 427 16" ADS 4.79 843.86 36 29 0.017 PRE•CASTMH P•71 645.00 644.80 3.12 645.72 645.59 15 22 0.006 3.84 15" HDPE ~ r
CI.23 668.00 659.20 P-25 658,80 MH•84 648.00 841.60 P•85 639.80 x•26 659.00 P-24 10.01 CI.70 65420 644.80 P•71 844.50 0.26 7.10 0.75 0.92 4.02 4.1 4' CI N n
656,80 658.00 7.52 659.77 658.86 24 116 0.007 5.65 24" RCP 842.00 P•87 P•23 644,00 4.02 645.43 645.40 15 32 0.016 3.28 15" RCP z Q
663.00 0.02 7.10 0.65 0.09 0.09 1.60 18" ADS P-84 638.80 638.00 84.26 642.66 640.46 42 DI.22A 668.50 2.66 640.46 42 178 0.010 11.89 42" RCP P•70 644.50 _ n, 46.50 P-73 643.50 0.26 7.10 0.75 0.96 10.22 6.58 4' CI Z N
OD 0.09 663.62 663.08 15 25 0,020 2.40 15' HDPE EW-84.90 848.00 638.00 P-84 638.00 8x•28 42 P•22A 663.50 663 42 11.89 ENDWALL CI-69 654.41 6 J Q 644.00 P-70 ^ ~ Z
CI.22 669.10 663.00 P•22A 660.00 0.04 7.10 0.65 0.17 026 2.10 4'CI - 10.22 644.73 636.81 18 253 0.030 10.54 18" RCP 6.78 HEADWALL P69 643.50 636.00 U
- 659.00 026 660.20 659.13 15 32 0.031 3.84 15" RCP HW90 645.00 639.00 7.49 4.69 0.65 23.02 23.02 p 22 660.00 .4 4' CI 643,05 638.50 0.4 7.10 0.75 1.48 1.48 3 I 0.63 639.32 30 91 0.019 8.77 30" RCP CI.68 ~
c 40 0.03 7.10 0.65 0.14 7.79 5.00 4' CI P-90 639.00 638.00 23.02 640.63 639.32 30 CI-21 669.00 658.00 P•23 657 5.01 15" RCP ~ ~ U ENDWALL P-68 638.50 638.00 1.46 638.98 638.36 15 32 0.016 W 30 8.77 O I
EW-84.90 648.00 638.00 P•90 638.00 23.02 30 659.00 P-22 .39 1.10 0.65 1.8 1.8 3.6 24' x 48" DITCH ~ Z E" DI.67 840.60 637.00 0 Z ~
$ . 1 657.40 657.20 7.79 658.39 65826 24 39 0.005 4.81 24" RCP P 2 g3g,D0 1.8 637.53 636.45 15 98 0.010 4.54 15" RCP ~ = 0 10.21 P-67 637.00 ~ ~ Z
$ 661.00 0.28 7.10 0.7 1.40 3.56 4.55 4' CI HW92 641,50 29.49 4.68 0.69 95.59 95.59 DI.20 668.15 DI.66 643.90 636.00 P•69 634.00 0.4 7.10 0.75 1.5 14.54 8.49 24X36 DI Z , • r1
- 659.00 3.56 661.76 659.42 15 50 0.040 8.91 15" RCP DP•92 637.40 637.40 95.59 639.67 638.72 30 P 20 661.00 9.67 636.72 30 46 0.015 1123 DUAL 30" RCP W ~ W r H C7 1123 638.00 P-68 ~ W ~ j
- 65720 P-21 656.50 0.16 7.10 0.65 0.57 11.62 5.80 4' CI EW-92A 641.50 636.70 636.70 95.59 CI 19 669.00 3. ^ 636.00 P•67 ~ W
659.00 P•20 Op)~W 14.54 635.40 630.00 18 160 0.031 11.63 18" RCP z IO P-66 634.00 629.00
P•19 656.50 655.00 11.82 657.74 656.51 24 164 0.009 4.66 24' RCP .80 831.00 0.51 7.10 0.65 2.39 2.39 3.95 24"x36" DI W N Y DI-65 633 W
CI-18 665.00 657.00 0.24 7.10 0.7 120 1.20 3.19 4'CI DOWN PIPE PIPE PIPE PIPE E' LL Q LL IGL HGl SIZE LENGTH SLOPE VELOCITY DESCRIPTION p•65 631.00 630.00 2.39 631.62 630.53 15 102 0.010 4.83 15"HDPE ~
~ 1.20 857,43 656.80 15 22 0.023 527 15'HDPE STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGl SIZE P•18 657,00 656.50 FTIFT FTISEC 3.78 4.65 4'CI ~ N N -NN IN OUT IN FT CI.64 636.03 630.00 P 65 829.50 0.26 7.10 D.75 1.44 . N ~ N
2.64 24x36 NCDOT-CB PIPE ACRES 010 CFS 010 CFS IN OUT IN C&170 675.42 0.09 7.10 0.95 0.61 0.61 3.44 18"ADS gyg•00 3.78 630.29 629.61 15 32 0.016 6.3 15" RCP ~ ~ Q P•64 629.50 Z Q , ~ ,
.54 15 85 0.015 225 15' RCP DI.57 662.60 656.00 0.33 7.10 0.65 1.54 1.54 P-170 669.50 668.20 0.61 669.81 668 6.49 653.31 15 101 0.030 6.37 15" RCP CI.63 636.10 629.00 P-66 626.00 0.26 7.10 0.75 1.45 19.33 7.26 4' CI ~ ~ r ~ N X a
3.24 24x36 NCDOT-CB P-57 656.00 653.00 1,54 656.49 653.31 15 CB-17C 675,42 668.20 P-170 666.00 0.10 7.10 0.95 0.68 126 DI.56 657.90 653.00 P-57 651.00 0.29 7.10 0,7 0.96 2.47 ~J~ 3.99 4'CI J^J^ 629.00 P-64 J 01 _ W
P-17C 668.00 663.20 126 668.44 663.93 15 134 0.036 1.71 15' HDPE 15' RCP 1 .41 24" RCP Z ~ ~ r ~ r 1.63 650.41 15 35 0.029 7.03 p.63 626.00 622.00 19.33 627.58 622.99 24 133 0.030 2 2~Z~
4.45 24" SO DI P'~ 651.00 650.00 2.47 651.63 650.41 15 DI.17B 668.50 663.20 P-17C 663.00 0.49 7.10 0.65 2.28 3.37 4.16 4' CI 1,3q 3.3 24"x 48" DITCH ~ J DI.62 628.80 624.00 0.29 7.10 0.65 1.34 W W 0 W
'HDPE CI-55 657.43 650.00 P-56 648.00 0.28 7.10 0.7 0.91 3.36 P•17B 663.00 658.75 3.37 663.74 659.79 15 191 0.022 3.09 15 P-55 648.00 645.00 3.36 648.70 645.42 18 8.70 645.42 18 88 0.034 8.23 18" RCP q 823.00 1.34 624.46 623.39 15 105 0.010 4.08 15" HDPE ~ a Z C3 2 Pfi2 62.00
DI.17A 661.70 658.75 P-178 658.55 0.73 6.66 0.65 3.18 6.42 5.25 24'x48' DITCH DI.54 649.80 646.00 0.28 7.10 0.65 1.28 128 QOJD 325 t8' ~ CI-61 630.01 623.D0 P-62 822.50 0.24 7.10 0.75 1.38 2.68 4.1 4' CI rrnn Z I = _
P-17A 658.55 657.70 6.42 659.53 658.70 18 103 0.008 5.10 18' RCP P-54 646.00 645.10 1.28 646.45 645.49 15 v~ UaWa 8.45 645.49 15 106 0.008 3.86 15' HDPE p.gi 622.50 622.00 2.68 623.16 622.84 15 32 0.016 3.04 15" RCP p W p W
DI.17 66420 657.10 P•17A 657.50 026 7.10 0,7 1.30 7.53 4.95 24 x 36 DI 3.81 4' CI r• J J 630.00 622.D0 P-63 820.50 0.2 7.10 0.75 1.38 22.97 6.17 4' CI M fh W ~ W CI-60 W
.016 2.98 24' RCP CI.53 853.33 645.10 P-54 644.40 0.21 7.10 0.7 1.01 2,24 E P-17 657.50 657.00 7.53 658.48 658.50 24 32 0 ~ P•53 644.40 644.10 224 645.00 644.62 15 33 0.009 4.68 15' RCP I.u ~ F • ~ 5.00 644.62 15 622.00 P•61
CI.16 664.03 655.00 P•19 654.00 0.15 0.78 0.72 20.58 7.52 4' CI CI.52 853.41 645.00 P•55 643.00 021 7.10 0.7 0.98 6.51 528 4' CI P.60 620.50 619.40 22.97 622.13 621.34 30 117 0.009 5.63 30"HDPE
$ 656.00 P•18 $ 644.10 P•53 DI.59 632.80 624.00 0.3 7.10 0.65 1.49 1.49 3.40 24"x48" DITCH
657.00 P•17 P-52 643.00 642.30 6.51 643.99 643.03 18 13.99 643.03 18 36 0.019 7.62 18" RCp P.59 624.00 620.00 1.49 624.48 621.34 15 45 0.089 1.22 15' HDPE
P-i6 654.00 650.25 20.58 855.63 651.42 24 .187 0.020 10.83 24' RCP 8 CI-51 650.00 642.30 P-52 641.00 0.10 7.10 0.65 0.68 7.15 5.49 4 CI MH-58 623.00 619.40 P-60 619.00 24.05 6.90 PRE•CASTMH
Q DI-36A 662.80 656.25 0.48 7.10 0.65 2.23 2.23 3.66 24' SO DI P•51 841.00 640.00 7,15 642.04 640.90 18 12.04 640.90 18 97 0.010 6.47 18" RCP 620.00 P•59
P-36A 656.25 655.40 2.23 656.85 656,08 15 103 0.006 3.25 15' RCP 24" x 48" DITCH ~ 332 P.Sg 619.00 618.50 24.05 620.67 619.81 30 26 0.018 9.27 30" HDPE
4. 24X38 DI DI.50 64820 642.50 0.29 7.10 0.65 1.31 1.37 DI.36 663.80 655.40 P-36A 655.20 0.20 7.10 0.65 0.93 3.11 32 rn 12.96 64233 15 25 0.020 5.27 15" RCP FES•58A 823.00 618.50 P-58 618.50 24.05 30 9.27 30" FES
0.010 5.12 15" RCP P-50 642.50 642.00 1.37 642.96 642.33 15 P•36 655.20 654.60 3.11 655.91 6552215 63 2.49 1 g' ~
4.63 4' CI DI.49 651.50 646.00 0.1 7.10 0.7 0.5 0.5 CI-35 662.00 654.60 P-36 654.40 0.19 7.10 0.65 0.~ 3.T3 P-49 646.00 645.00 0.50 64628 645.20 15 1 0.020 3.98 15"HDPE ~ N 1628 64520 15 5 Z
P•35 654.40 654.00 3.73 655.18 654.92 15 36 0.011 3.86 15' RCP 2•8q 4'CI DOWN PIPE PIPE PIPE N ~ Z 0
. 4.86 5.09 4'CI CI.48 852.00 645.60 024 7.10 0,7 0.8 0.8 CI-34 661.38 654.00 P•35 653.80 0.33 7.10 0.65 098 STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION Z ~ Q N_ 15.95 645.25 i5 32 0.019 4.48 15" RCP P1pE ACRES 010 CFS 010 CFS IN OUT IN FT FTIFT FTISEC W U a >
0.008 4.90 15' RCP PCB 6~•~ 645.00 D.8 645.95 645.25 i5 P•34 653.80 652.75 4.68 854.68 653.61 15 109 3.77 4' CI ~ W ~ ~
q,85 24X36 DI CI-47 652.00 645.00 P-49 642.50 0.40 T.10 0.70 1.16 2.44 DI.33 658.00 652.75 P-34 652.55 0.15 7.10 0.55 0.59 5.19 845.00 P-48 819.00 6.6 7.10 0.5 23.62 23.62 6.85 HEADWALL U a N HW81 823,50
P-33 652.55 651.2s 5.19 653.61 652.27 18 274 0.005 4.06 18' RCP P-47 842.50 641.00 I %.c4 643.09 641.48 18 0.011 4.99 18" RCP 23.62 620.65 608.82 30 176 0.063 16.97 30" RCP W W p 13.09 641.48 18 138 P-81 819.00 808.00 ~
DI-32 656.00 65125 P-33 651.05 0.74 7.10 0.55 2.91 7.71 4.99 24" x 48' DITCH 7.10 4'CI RI.80 818.00 BMP 613.00 1 0.65 4.65 28.4 7.43 4'RI
7.71 652.04 651,63 24 126 0.005 3.80 24' RCP CI.46 649.18 6x0.00 P•51 635.50 0.10 7.10 0.65 0.77 11.50 P•32 651.05 650.40 842.00 P•50 28.4 614.82 613.58 30 59 0.025 6.51 30" RCP ~ O P-80 613.00 611.50 \ ~
01-31 656.00 650.40 P•32 65020 0.74 7.10 0.55 2.91 10.23 5.48 24'x48' DITCH YI-79 817.50 611.50 P-80 611.00 0 0 D 2824 7.41 4' YI m N Q
1023 851.35 650.18 24 175 0.005 5.32 24' RCP 641.00 P-07 P-31 650.20 649.35 P-48 635.50 634.50 11.50 636.79 635.53 18 O N ~ 16.79 635.53 18 52 0.019 8.87 18' RCP p.lg 611.00 810,00 28.24 612.18 811.34 30 51 0.020 10.52 30' RCP
DI.30 656.50 649.35 P•31 649.15 0.45 7.10 0.55 1.77 11.60 4.42 24' x 46' DITCH 8.24 4' CI CI.78 817.00 810.00 P-7si 808.50 0.4 7.10 0.75 2.15 30.07 6.9 4' CI ~ N Q
11.60 65024 650,34 36 N 0.005 3.05 38' RCP CIdS 848.80 834.50 P-46 634.00 0.31 7.10 0.70 2.78 14.12 P•30 649.15 646.75 15.35 631.94 24 155 0.019 9.75 24' HDPE p.78 gpg,50 808,00 30.07 610.28 609.31 36 27 0.019 8.52 36" RCP 2
2.85 24'x48' DITCH PAS 834.00 631.00 14.12 635.35 631.94 24 DI.29 656.50 648,75 P•30 648.55 0.11 7.10 0.65 0.51 11.91 2.61 4'CI p{.77 817.00 608.00 P•78 803.85 03 7.iC 0.75 1.61 52.74 7.98 24"x36"DI
11.91 650.27 650.27 38 43 0.008 2.42 38' RCP CI-43 649.00 642.60 022 7.10 0.70 0.77 0.77 P-29 648,55 648.30 642.25 15 32 0.019 4.43 15" RCP 608.00 P-81 00 12 94
522 1' CI P~3 842.80 642.00 G.?7 642.94 642.25 15 CI-15 659.00 65025 P-16 647.40 0.15 0.78 0.78 32.13 DI.42A 648.20 0.10 7.10 0.85 0.47 i J.47 2•~ 18' ADS P-77 603.85 603.00 52.74 606.12 605.24 42 169 0.005 8.11 42' RCP Z 3 W
648.30 P•29 P-42A 841.80 641.40 ! ~ a7 642.W 641.85 15 12.W 641.65 15 36 0.011 1.18 15' HDPE ~nA 608,00 602.00 P•77 802.00 52.74 4p 8.11 WB ~ J
P•15 647.40 64720 32.13 849.84 849.81 36 34 0.008 4.92 38' RCP 3.48 4'CI ~ m
8.38 6.38 524 24" SQ DI CI.42 648.48 842.00 P-03 64120 0.10 7.10 0.65 0.39 1.61 DI.14A 658.50 652.00 1.48 0 6`i Q 11.70 639.96 15 85 0.019 5.48 15' RCP
6.38 852.98 652.15 18 93 0.008 5.73 18' RCP P-42 81120 639.60 1.61 641.70 639.96 15 P-14A 652.00 651.25 PIPE PIPE PIPE cc DOWN L 3.32 24"HDPE VELOCITY STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE DESCRIPTION W ~ W
- 0.78 1.40 7.59 5.64 24' x 36" DI DI.44 647.50 641.50 029 7.10 0.65 1.37 1.37 DI.14 660.20 651.25 P 14A 650.00 0.25 11.96 640.39 15 143 0.010 425 15' RCP P1pE ACRES 010 CFS 010 CFS IN OUT IN FT FTIFT FTISEC I F- a Q~
851.07 85025 18 71 0.010 6.44 18' RCP P~4 841 6~•~ 1.37 641.96 640.39 15 P•14 650.00 649.30 7.59 5.79 ~ 0 ~ Q
- 1.06 40.07 762 4'CI CI-01 648,01 6~.B0 P-42 638.50 0.40 7.10 0.78 3.22 6.07 CI.13 658.72 649.30 P 14 647.00 0,34 0 70 640.00 P-44 Hyµg2 808,00 605.00 1.4 7.10 0.65 7.52 7.52 5.62 HEADWALL (n Z
647.20 P-15 18.00 632.35 15 114 0.052 4.94 15' HDPE P•82 605.00 604.00 7.52 605.99 604.81 18 84 0.011905 6.92 18' RCP ~ N
40.07 649.09 648.31 36 144 0.005 7.74 38' RCP P-41 638.50 633.00 6.07 638.00 632.35 15 P-13 647.00 64625 7,56 24X36 DI EW82A 808.00 604.00 P-82 804.00 7.52 18 6.92 ENDWALL
0.78 1.07 1.07 3.08 24X36 DI DI-40 834.00 831.00 P-45 630.00 026 7.10 0.65 1.21 20.86 DI.9 655.50 650.85 0.16 o+ 0 0
650.x5 1.07 65126 651.00 15 76 0.005 2.07 15' RCP 833.00 P-01 P-9 650.85 Z 11.64 628.69 24 126 0.020 t 0.75 24"HDPE m U
4 0.78 0.86 0.86 2.90 4' CI P-40 630.00 627.50 20.96 631.64 628.69 24 CI-8 657.97 650.65 02 7,6,5 PRECASTMH HW-83 609.50 606.50 0.3 7.10 0.70 1.50 1.5 3.41 15'FES O 0 N
0.86 651.06 651.00 15 32 0.011 1.34 15' RCP MH•39 632.00 627.50 P-00 624.95 ~ 20.78 P-8 650.70 650.35 !6.58 625.19 24 35 0.027 10.81 24' HDPE P-83 606.50 606.00 1.5 606.99 606.40 15 47 0.010638 439 15' RCP
,46 3.78 4'CI P-39 824.95 624.00 20.78 626.58 625.19 24 6 CI.7 657.91 650.45 P-9 650.25 0.14 0.78 0.57 2 € FES-39A 628.00 624.00 P•39 624.00 6.66 20.78 24 24 10.81 24' FES FES-83A 808.50 606.00 P•63 808.00 1.5 15 439 15' FES
k 650.35 P-8
s p•7 650.10 649.70 2.46 850.84 650.66 18 106 0.005 2.02 18' RCP 7.57 5' RI
0.90 0.78 5.02 723 4.88 PRE-CASTMH RI.91 623.75 BMP 619.25 0 0 0 29.48 MH-6 656.70 650.25 P•7 649.50 !1.10 620.02 30 62 0.012 9.41 30' RCP
723 650.45 649.85 24 129 0.006 3.88 24' RCP p'91 619.25 618.50 29.48 621.10 620.02 30 $ P-6 649.50 648.70 30 g.qi 30' FES
0.6 0.18 0.90 0.90 294 4'CI FES-91A 623.00 618.50 P-91 618.00 29.48 30 CI.5 658.83 649.85 2
P-5 6as.85 649.50 0.90 65022 649.81 15 33 0.011 3.79 15'RCP DESCRIPTION LEGEND NOTES:
CI-4 659.00 648.70 P-6 648.50 0.22 7.10 0.T8 0.80 8.70 5.19 4'CI ~ 18"ADS =18" ROUND HEAVY DUTY PVC/NYLOPLAST 1. ELEVATIONS INDICATE TOP OF CURB BACK FOR
648.50 P-5
P-4 6a6.so 647.65 8.70 649.55 6as.15 24 108 0.005 4.43 24" RCP 24" SQ DI = 24" x 24" FRAME & GRATE DROP INLET CURB INLETS & CATCH BASINS. TOP ELEVATIONS p .ET INDICATE TOP OF GRATE FOR DROP INLETS AND TOP _
~ HW12 652.50 650.15 0.31 7.10 0.70 1.55 1.55 3.40 GRATED FES 24" x 36" DI = 24" x 36"HEAVY TRAFFIC, PER-CAST CONCRETE DROP INLET 0 N D T 840.22 C 0 OF WEIR/SPILLWAY FOR YARD INLETS. ~
P•12 650.15 649so 1.55 650.65 650.01 15 126 O.oo5 329 15" RCP X" x X"DITCH = NCDOT STANDARD DITCH INLET WITH CONCAVE GRATE, NCDOT 840.'. g U
DI-11 652.50 649.50 P•12 649.30 0.17 0.70 0.86 2.36 3.73 24'x24"DITCH 4' CI = CITY OF MEBANE STANDARD CURB INLET, SEE DETAIL SHEETS
P-11 649.30 6as.80 2.36 849.88 649.38 18 98 0.005 3.76 16' RCP RI =PRE-CAST CONCRETE RISER INLET, SEE DETAIL SHEETS ?F. _ v C JR •o
DI-10 652.50 648.80 P•11 648.60 0.14 7.10 0.70 0.~ 2.99 3.74 24'x24'DITCH X"HDPE =HIGH DENSITY POLYETHYLENE PIPE, SMOOTH WALL INTERIOR .17 1os 0.005 1.65 za' HDPE X" RCP =REINFORCED CONCRETE PIPE MINIMUM CLASS III L ~ v
P•10 648.60 648.05 2.99 649.20 649 24 • 2.y1 1,x1 PRE•CASTMH X' YI =PRE-CAST CONCRETE SQUARE YARD INLET WITH TRASH PACK. U c
MH•3A 655.10 648.05 P 10 647.90 t o U
P•3A 647.90 647.65 2.91 649.10 649.15 24 48 .005 1.15 24' HDPE WB =WEIR BOX OUTLET, SEE DETAIL SHEET 3,36 4'cl 24"x36" NCDOT C6=NCDOT STANDARD CATCH BASIN, NCDOT 840.03 L ~ ~
CI.3 65720 647.95 P•4 647.50 0.22 7.10 0.78 1.65 12.79 ~r, J Z ~ ,r
648.00 P•3A ~ o o 0
I' p•3 647.40 647.10 12.79 648.99 649.00 36 57 0.005 2.71 38' RCP
654.79 647.20 P•3 647.00 0.21 7.10 0.78 1. 13.59 2.70 4' CI CI-2 a~ ~ ~
P-2 647.00 646.80 13.59 648.91 648.91 36 32 0.006 2.44 38' RCP
CI.1 654.82 646.80 P-2 646.05 0.28 7.10 0.78 1.00 46.93 7.62 4'CI
~ 646.25 P•13 S G
P•1 646.05 645.65 46.93 648.19 647.82 42 67 0.006 8.40 42' RCP 1 0 ~1
FES-tA 652.00 645.65 P•1 645.65 46.93 42 8.40 42' FES 4 G 1
1 . o~ 1. , ~ - Q FESS
4~ ~ s S
8 t ~ R SE Al
N 0 15565 r
"s ~ F
%pin aGtNEE. ",t~..~
''..,SWANO`j
IL V-
SEE SHEET C6.4 FOR DISSIPATOR AND SEDIMENT TRAP = 04 p
INFORMATION. CD

SEEDBED PREPA PREPARATION _v ~}N o a
- I N G SCHEDULE. CHISEL COMPACTED AREAS AND SPREAC SEED IN H EEN OVER ~ 'o ~ m a 3 ~ AS AND SPREAD TOPSOIL 3 C ES D
ADVERSE SOIL CONDITIONS, IF AVAILABI 1NS, IF AVAILABLE, 3 ~ 0 2 '0 6 INCHES DEPTH, _ - _ _ - ` ~
huuuu ui acrv uRFUFnTC FnR 4I OPF STABILI ION 2. RIP THE ENTIRE AREA TO 6 INCHES DEf ;K, ROOTS, AND OTHER OBSTRUCTIONS LtAVING , ~ \ C) - r ~
3:1 AND FLATTER CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR 3. REMOVE ALL LOOSE ROCK, ROOTS, AND STABILIZED WITH GRASS HRUBS OR VINES 3:1 TO 2:1 ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF SURFACE REASONABLY SMOOTH AND UI STABILIZED WITH S SMOOTH AND UNIFORM. \ 3 IME FERTILIZER AND SUPERPHOSPHATE ~ \
STABILIZED WITH RIPRAP 2:1 TO 1.5:1 DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4. APPLY AGRICULTURAL LIME, FERTILIZER, \ TH SOIL (SEE BELOW*). ~ ' \ \
STABILIZED WITH RETAINING W$fiEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE. UNIFORMLY AND MIX WITH SOIL (SEE Bf NT 5. CONTINUE TILLAGE UNTIL AWELL-PULVE _ AWELL-PULVERIZED, FIRM, REASONAB ~ f.._. ~ ~ \ s \ \
PLANTING RATE "'TEMPORARY -RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANE UNIFORM SEEDBED IS PREPARED 4 TO DATE m'E VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12"IN HEIGHT 6. SEED ON A FRESHLY PREPARED SEEDEE REPARED 4 TO 6 INCHES DEEP. / ~ ~ / \ \ \ tEPARED SEEDBED ANO COVER SEED LIGHTLY / Ii _ \ \ \
- TA L FESCUE 300 LBS./ACRE BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPAC VT OR CULTIPACK AFTER SEEDING. / / ~ -C~ - \ ~ V \
AUG. 15 -NOV. 1 L 300 LBS./ACRE 1 TALL FESCUE 7. MULCH IMMEDIATELY AFTER SEEDING AN NOV. 1 MAR. 25 LBS. ACRE TER SEEDING AND ANCHOR MULCH. ~ ~ AK NECESSARY REPAIRS OR / / ` ti ~ ~ ~ ~ SEAS ANO M E TAND ~ , 1 ~ ~ f I L I ~
& ABRUZZI RYE / B. INSPECT ALL SEEDED AREAS ANO MAKE - TALL FESCUE 300 LBS./ACRE RESEEDINGS WITHIN THE PLANTING SEA'. :PLANTING SEASON, IF POSSIBLE. IFS ,
OMMON B 1 FOR E SHOULD BE OVER fi0r DAMAGED, REES MAR, 1 -APR. 15 ERMUDAGRASS 25 LBS./ACRE ROSION CONTROL APR. 15 JUN. 30 HULLED C SEE SHEET C5. I RATES. DAMAGED, REESTABLISH FOLLOWING ORIGINAL ~ / s ~ ~ h; ~ / ~ ~ iEEDING RATES. / / / / / ~ J / /
T L FESCUE AND 125 LBS./ACRE LIME, FERTILIZER AND SEED NG JUL. 1 - AUC. 15 AL 35 LBS. ,ACRE ENCE NOTES 9. CONSULT CONSERVATION INSPECTOR ON T NANCE TREATMENT AND / ~ l / ~ a ~ ~ ' ~ J I ' / l l J INSPECTOR ON MAINE ~ / ~ / / l~
BROWNTOP MILLET ~ COI~STRU CTI ON SEQU AND FERTILIZATION AFTER PERMANENT COVE ***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE ERMANENT COVER IS ESTABLISHED. r / / ~ ~ / / `~I J ~ ~ f / / ; / / ~ ~ ~ J ~ l.___. -
IMESTONE - 3 TONS/ACRE ~ / ~ f /
SLOPES 3;1 TO 2:1) * APPLY: AGRICULTURAL LIMESTONE - 3 ( FERTILIZER - 10 - 10 - 10 ANALYSIS AT - 1 000 LBS. ACRE / / J I 10 ANALYSIS AT800 / ~ ~ / ~ ~ / r,
MAR. 1 -JUN. 1 SERICEA LESPEDEZA (SCARIFIED) 50 LBS./ACRE SUPERPHOSPHATE - 500 LBS./ACRE OF i LBS./ACRE OF 20~ ANALYSIS SUPERPHOSPHATE ~ ~ / ~ I / / R I N olvE s oN z K. 80 BALES) SMALL GRAIN STRAW/ACRE / / ~ ~ r
AND MULCH - 2 TONS (APPROX. 80 BALES) SI MAR, 1 -APR. 15 ADD TALL FESCUE 120 LBS./ACRE , _ _ _ _ PHALT AT 400 GALLONS ACRE OR / ~ DITCH (TYP,) N UID AS / / ~ ~ ~ ~
10 LBS. ACRE ANCHOR -TACK WITH LIQUID ASPHALT Al MAR, i -JUN, 30 OR ADD WEEPING LOVEGRA55 / ~ ~f.M LSIFIED.ASfZHA~T T 300 GALLONS/AC . ~ _ MMON BERMUDAGRASS 25 LBS./ACRE ; , ~ R ADD HULLED CO ~ ~ ~ ~ ~ ~ ~ MAR. 1 - JUN. 30 O AND 120 LBS./ACRE - , 00 GALLONS/ACRE. ~ ~ I / / ~ P,l ~l - ~ ~ ~ ~ . r~ / / 4:~ ~ ~ /~~r ~ ~ /
1 TALL FESCUE I' ~ ~ ~ ~ ~ ~ ~ ~ ~ JUN. 1 SE . I ET 35 LBS./ACRE I ~M0"' ~ ~ 1 f l I $ ~ U / - /
BROWN MLL it ~V~ I 1 ~ ~ ~ DAN HYBRIDS 30 LBS./ACRE ~ , I 1 ~ ~ ~ ~ ~ OR SORGHUM- SU
_ HULLED-UNSCARIFIED 70 LBS./ACRE .i ~ ~ , I `1 ~ \ \ ~ ~ ~ \ ` o SEP. 1 MAR. 1 SERICEA LESPEDEZA ( ) ~ ~ ~ 11 ~ _ ~ ~ ~ / v / k< / W ~ ~ ~ / ~ `9 c / / 1 I o ~ _ /
i AND TALL FESCUE 120 LBS./ACRE y~ I I ~ 25 LBS. ACRE l ii~ll \ Z ~ \ ~
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CONSTRUCTION SEQUENCE EROSION CONTROL. NOTES
1. OBTAIN ALL PERMITS NECESSARY TO START AND COMPLETE THE PROJECT. OBTAIN LAND DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1. A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE
- w ~ r ~y DISTURBING ACTIVITY, EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR
~ `o M 2. PRIOR TO CONSTRUCTION ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS, CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SEQUENCE. DIVERGING FROM ENGINEER FOR CLARIFICATIONS, IF NEEDED. THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A
o r ~ 3. FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES. POSSIBLE VIOLATION.
y o U ~ ~ ~ av 4. INSTALL RAIN GAUGE AND RURAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2, LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSION CONTROL INSPECTOR MAY 5. PRIOR TO CONSTRUCTION ACTIVITIES, SCHEDULE ON-SITE MEETING WITH EROSION CONTROL REQUEST MODIFICATIONS TO THE PLAN. PRIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD
I I v r ,^V~o v o obFON INSPECTOR, CIVIL ENGINEER, GENERAL .CONTRACTOR, AND GRADING CONTRACTOR. VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION.
I D. .t ~N 1 ~r UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUCTION SEQUENCE, AND NPDES STORMWATER 3. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCGO10000. IN PERMIT REPORTING REQUIREMENTS. ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWATER DISCHARGE OUTFACES
6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (BOOS) SHALL BE INSPECTED BY THE CONTRACTOR, INSPEC110NS SHALL BE PERFORMED BY THE
o' o' o a 000 ~ y~ a m,v~' INDICATED ON THE PLANS, PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWATER A MINIMUM, ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE CORRECTED IMMEDIATELY, PERSISTENT
o~~ o v cro OUTFACE SEDIMENT TRAPS. MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION.
min n~ ~~a 000 ~w Qo ~z 4. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE IMTH NCG010000, THE
E~.P~iA~E-.6 REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR, REPORT 1, PHASE A CONSTRUCTION ACTIV111ES INCLUDE MASS GRADING OF THE SITE, CONSTRUCTION OF COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO THE OWNER
CULVERTS, THE STORM COLLEC110N SYSTEM, UTILITIES, AND RETAINING WALLS, PRIOR TO ANY AND ENGINEER.
4a~p I QO ii1 \ \ ` ~I ~ GRADING OPERATIONS, CONSTRUCT ANO STABILIZE ALL THE SITE BMPS (TO FUNCTION AS TEMPORARY 5. AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TO CONSTRUCTION SEDIMENT TRAPS), INDICATED PORTIONS OF THE STORMWATER COLLECTION SYSTEM (AT A MINIMUM}, ACTIVITIES. THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUREMENT'S RECORDED
000 ~ iii ~ ` (p ~ O I ~ ~ / \ iii ~,y~ ~ / ` ANO THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT, ~ n
~ ~0 ~...d// ,iii i~-^~~ ~ ~ ~ _ ~ ~ ~ I RESPECTIVELY. 6, COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES. 2. UPON INSTALLATION OF THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7. DENUDED SURFACE OF THE SITE SHALL BE LIMITED TO A MAXIMUM OF 20 ACRES AT ANY TIME. ~
J I~~ , si ~,i ~i/ % l I I I I I I o ~ ~ ~ / yi / ..r / I I SCHEDULE AN INSPECTION WITH THE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CONTRACTOR SHALL UTILIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA, N Q
~ / / - ~ J 1 ~ °I v V AI 1HE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. 8. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN ACCORDANCE WIl'H Z N 3. HARVEST ANY TIMBER, COUNTY STANDARDS,
4. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY
~ / l ~ ~ ,~y v v v V A ,1 DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES, CHECKS AMYBE RIP-RAP, TRIANGULARS, SILT DIKES, GEORIDGES, OR AS APPROVED BY THE ENGINEER. 5. ANY AREAS LEFT TOLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY, DIVERSION
I I I / Y v v V, „ 1 I ~ ~ _ E,~, V I I \ A ~ \ ACCORDANCE WITH COUNTY STANDARDS, DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. rr^^ U VJ
I II I i i~ I 1 v v V A 6. PERFORM GRADING OPERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11. ALL TYPE-B SEDIMENT TRAPS SHALL INCLUDE BAFFLES AND SKIMMERS, BAFFLES AND SKIMMERS SHALL B I A T U REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STATE E S ZED CCORDING 0 THE INFORMATION INCLUDED ON THE TABLES. W
'z I I ~ III / / 111 l I ~ as~PA~ t ; - ~ - ~ , \ \ I I ~ IJI I ~ ~ PAD D / / / _ 1 STANDARDS. 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT 0 WZ
- ~ li I ~ IIIII~III~ ~ ~ I ~ :,~~..r. / / ~ a I o / ~ \ / / / \ ~ TIED EC PHASE B TRAPS. PAINT MARKS SHALL BE PLACED ON TH P T ~ ~ E OS S AT ELEVATIONS REPRESENTING HALF 11iE 1. AS MASS GRADING AND RETAINING WALL CONSTRUCTION PROGRESS, COMPLETED AREAS OF STORAGE VOLUME OF THE DEVICE, WITH A MINIMUM ONE-FOOT BELOW THE WEIR CREST. W = 0
THE SITE SHALL BE PERMANENTLY STABILIZED, Z (7 z 13. SEDIMENT TRAP MAINTENANCE SHALL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE z _
/ ~ / ~ i ~ / I I . ~ _ - PIQE ~ / ~ _ ' ~_._._~--i--- O / aSSPATOR l ~ i ) 1 2. EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS THEY LEVEL INDICATED ON THE POSTS, WI1H A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS. TRAPS SHALL BE W ~ r H d DIRECTLY INTERFERE WITH CONSTRUCTION OF BUILDING PADS AND ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDITION. ~ W ~
1 PAD /8 I I~ / / I ~ ~ INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS ANO INLET 14. IN P ~ ^ ^ LET ROTEC110N SHALL BE INSTALLED AROUND STRUCTURES AND OPEN PIPES AT 1HE ENO OF EACH ao ~ ao
I ~ ~ ~ '~~~'1~ 1 ~ 1 PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY. 0 ~ REMAIN FUNC110NAL UN11L THE PROJECT IS COMPLETED. 15. R I TR ~ "D' "
I:Q ~ / ~ I I I ~ ` , y ~ v I ~ ~ ~ - - - E OS ON CON OL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR DAILY. EACH DEVICE IS TO a x• • • 3. AS UPPER REACHES OF THE SITE ARE COMPLETED ANO PERMANENT STABILIZATION HAS BE RESTORED TO 1HE DESIGN CONDITION ONCE SEDIMENT ACCUMULAl10N HAS REACHED HALF OF THE W W X
v7~ II1 ~ ~ ~ ~ I' 'III ~~1 I ? I , I / aSSIPATOR I ~ ~ v ESTABLISHED THE STORM COLLECTION SYSTEM SHALL BE THOROUGHLY CLEANED, STARTING AT a 4
~ ~ lll; / I III ' ~ i PAD #8 / ~ ~ ~ ~ • CONSTRUCTED WETLAND~3 ~ ~ PP HES. CAPACITY OF THE DEVICE. ~ W W THE U ERMOST REAC tfi. CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF ~ 4. AS UPPER REACHES OF THE SITE ARE COMPLETED, THE CONTRACTOR SHALL REQUEST EACH DAY. ~ N
1u, I 1 I ~ ~ ~ _ _ ~ a i ` ~ ~ i ~ ~ -DRAINAGE AREA 2.1 AC v • , I I / / / ~ ~ / - - INSPEC110N AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. 17. ALL F:.RIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. ~ ~ Q
1' III c~E ~ / / J / ~ Q' 1 - _ BOTTOM EL=615.50 ~ a I I I D , ~ ~ ~ ~ ~ - - ~ REST EL=618.75 SKETCHES OF THE MODIFICATIONS SHALL BE FORWARDED TO THE ENGINEER PRIOR TO 18. PROPOSED STORMWAIER MANAGEMENT DEVICES BMPS SHALL BE MODIFIED TO TEMPORARY SEDIMENT Z Q ' 0 ' REMOVAL. ( ) . D'' ~ r TRAPS. INLET PROTECTION SHALL BE INSTALLED AROUND THE RISER INLETS AND SPILLWAYS, SKIMMERS Q
1' III I / i ~ ~ , 1 p M ' I i i I; / ~ ~ / ~ / - - -TOP EL=621.00 5. UPON COMPLETION OF ALL CONSTRUCTION ACTIVITIES, ESTABLISHMENT OF PERMANENT ~ J SHALL BE INSTALLED TO DRAW DOWN PIPE OF THE RISER STRUCTURE, DEVICES SHALL BE CONVERTED TO ~ ~ J ^ J ^
SURFACE STABILIZATION, CLEANING OF THE STORM COLLECTION SYSTEM, THE CONTRACTOR FINAL PROPOSED CONDI110N UPON STABILIZATION OF CONTRIBUTING GROUND SURFACES AND CLEANING OF J ~ - ~ A R AL INSPECTION BY THE COUNTY EROSION CONTROL INSPECT R. ~ SH LL EQUEST A FIN 0 THE STORM COLLECTION SYSTEM, _ ~ ~
~ DISSIPATnR I I I I I~ ' , ~ AY/ / ~ TOP DIM.=130 L x 70 W ~ m $ PAD ,.ti I' I Ih ti, - ~ CLASS I' ~ _SEE SHEET C3.2 FOR DETAILS ~ ~ 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT TRAPS ANO 19. PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION SEQUENCE NOTED ~ J ••Z
- - ~ '1 ~ ~ RIP~RAD// ~ BMPS SHALL BE CONVERTED TO THE FINAL DESIGN CONDI110NS AND STABILIZED, ONCE ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. ~y~ W W 0 W STABILIZED THE REMAINING PERIMETER EROSION CONTROL MEASURES'MAY BE REMOVED AND VJ a Z (7 Z
i IIIv / ~ ~ ~ 20. DIVERSION DITCHES SHALL INCLUDE CHECK DAMS AS NECESSARY TO PREVENT EROSIVE VELOCITIES. V~ Q 0 J 0 AREAS RESTORED. z ~~nn ==W=
~ _ / / / / ~ a v! U a a PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION O W ~ W
. I I I I ~ / ~ ~ / , ~ / / / ~ / ~ i ~ E ~ III II f -1 it - ' ' i / / f ~ SEQUENCE NOTED ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM ch W W
~ o I I ~ - - ~ ~ , ' - ' ~ . / IJMI1$ 4E DISTIlR9ANCE 00 Is ~~il~ i~ ~ ~ / / i i / / / / / i ill I _ THE ENGINEER. ~ X01- ~ F-
I ~ ~ / _ _ -e ~ / / G,J- / ~ , i i ~ r ~ .DF~AINAGE ARE~•21-alE
~ III / ~ / / i / / - ~ ~ > ~'t'1 ~ ' ~ - - - > \ ~ EaIM~IT TRAWL 1 \ < ~
~ 1 / / ~ 1 ~ TOR 4 I~ I ~ ~ i _ / ~ asslPA ' - \ / - _ _ _ _ , , ~alr~AC~ RREA~,o.~ AG \ ~ ~ SEE SHEET C5.0 FOR SEEDBED
- _ _ - - - ` , 6REST =s9~. o \ 1 1 ~ ~ ~ ~REP~RATION AND SEEDING SCHEDULE o
~ I I / / _ / ~ ~ ~ TmP EL 660.00 ~ 1 1 \ ~ ~ \ ~ ~
app p / ~ / / ~ ! / - _ - - - 1 1 1 \ ~ - - TOP DIM 50 L ~ x l36 W 1 1 ~ \ ~ ~ ~ ~ - ~ - - - ' ~ ~ - SEE SH T C3. FAR DEITAI S \ ~ ~ N
_ - ~ ~ 1 ~ 1 ~ ~ ' ~ 1 ~ \ v ~ v z z
c o ~ 1 / i ~ ~ ~ 1 1 ~ 1 t v ~.~.U W o
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SKIMMER#5 ~ i I 1 ' i I I \ ~ I 1 1( i I W , ~ / ~ ~ 1 ~ Z
DRAINAGE AREA=1.3 AC I ~ ~ ~ ; I ~ ~ \ \ \ \ \ \ \ ~ \ BOTTOM EL=611.00 I ~ ~ ; ` ` ~ ` ~ v 1 ~ \ i / '
I 1 v ( ~ I \ \ \ v I ~ \ CREST EL=614.00 ! I I I v ~ ~o v v v v V A v
I I 1 1 1~ ~ 1 v v vg 1 v v TOP EL=615.00 v ~ I ~ ~ A v ~ ~ v v v ~ v V v i v y A 1 ~ co z J - ~ ~
II i ~ ~ 1 \ ~ A V ~ v V~\ ~ TOP DIM.=65 L x 36 W f 1 ~ ~ \ ' , \ S5 \ \ ` \ ~ a ~ ~ 1 ~ 3 Q ~ ~ ~ i / N
F R DE AID ~ I~ ~ I~ A \ V s v v v, SEE SHEET C3 2 0 ~ ~ I ~ \ \ ~ \ \ ~ \ \ ~ \ \ ~0 1 ~ ~ W
\ 1 1 ~ v ~ v V 6 v \ 1 \ D ~ ~ \ ~ ~ N \ 1 ~ ~ ~ ~ , Z Q
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v ~ 1~ A \ \ v ~ ~ ~ ~ ~v v A v TS o~ a . ~ ~ ~ ~ 9 ~
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~ ~ 111 F~~, A , v \ \ ~ \ f,'
11 1 \ ~ \ \ ~ \ ~ ~ \S~ SHEET - \ \ \ ~ \ \ \ ~ \ \ ~I T ~EA(CE OU flP. \ \ ~ \ \ ~ i „ \ ~
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\1~ \ ~ ~ ~ ~ ~ ~ ~ ~ ( DISSIPATOR 1 1,, \ - ~ ~ ~ ~ ; ~ _ I ; 1 PAO ~ x , , , SEE SHEET C3.2 FOR DETAILS DETAILS - - _ . _ - - ~ 1 ` \ \ \ \ \ \ _ _ \ \ ~ ~0~ H iii .o
~ `_,,11~.-~._ ~ a ~l 11! ~
i i ~ ~ ~ \ ~ ~ IIY~ M \ ll \ E R 1 P
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GRAPHIC SCALE
\I 111--~
E N \ 1~1 - 50 0 25 50 100 200
~ ~ \I X11\ -
mm ;v\ ~I+P
( IN FEET ) *7 LL W
' m ~ ~v 1 inch = 50 ft. W) 0 M I U

r 4 1J
BLOCK CATCH BASIN Na S7 WASHm STONE FL1ER
CHANNEL INSTAI»I~ATI4N NOTE: TOP VIEW W
STRUCTURAL STONE SHALL BE 1
" " POST (CLASS B) STONE FOR EROSION POST ' ~,r,, ~
SILT FENCE SILT FE SILT FENCE 1 ~ • / ~
CONTROL PURPOSES. w SEDIMENT ys• STORAGE
SEDIMENT CONTROL STONE SHALL hJORTH ZONE 1§ ~ 'y' y
AMERICAN ae.~r BE N0. 57 STONE. 4' ti.'~:w",~,.+ 1. AT END OF PROJECT, CATCH BA9N CAN ' BE RAISED AS NEEDED PLUGGING OPEN
~ GREEN 1 t~ • * - ~'r COURSE OF BLOCK N11H MORTAR. ni' Y I R,•'n, y . y' . ..4A~ ~ yM+v
~ 'i 1 _ C ~{iD qp) I I I ,,;`t.t'?;";,;+ ; ; •,F 2 RISER CAN BE BUILT AS A STANDARD ~ ! ~ ;y ;a, ,,,,i" CATCH BASIN/JUNCTION BOX (WITH WEEP
4 ; ; , HOLES} IN RECEIVING WALL AND BE UDUZED AS SUCH WHEN PROJECT IS STABLE.
...x..,. a,..« 51LTFENCE 9LT FENCE CULVERT o~ /
M •..t • R••+:.~ ? a ~ r I I ~ . ~ ~+d SEDIMENT NEEDS TO BE PIPE 4" OALYANOID HARDWARE 3. If DRAINAGE AREA IS OVER 5 ACRES I 411RE BACK aoTH W/ !/Y ~ TREATED AS AURISER STRUCNRE AND ~p
i. • ~ • x ' ? r • + CONTROL ~ - " • • 1 8 MIN. ALL RELATED INFORMA110N NEEDS TO t0 BE SUPPLIED. (TRASH RACK, ELEVA110NS, n'
• • rti / e STONE W AND ANTI-FLO TABLE) N ~
• • • t . ' ~ 1 Q r 4. SURROUND OPENING PATH YARD INLET Z Z PERSPECTIV VIEW PROTECnoN. ~ "
o ~
/ r • t ..rtr.~ Dt~P D PROPO~D ~ ('G GALVANIZER HARDWARE FlNAL GRADE G(
r • s Y r ,t;, r 1' ~ 1`~7r a :A' 1rIVRAI i ~ I CLO1M 1/2' X 1/2' GRID V O I fn ~
.1.' ' f~ r ~ •lfr r' STDNE 1 - 6" a . . ti~ ` r , MAx pLp SEDIMENT STORAGE ZONE PROPOSED M / = 4 FENCE (TOTAL BASIN CAPACITY) FLOOD STORAGE ZOlE 0 S1RUCIURE 1OP V
~'`w~~ ~ ~ ~ 3:1 SLOPE ~ ~'t " 1 .q, ~ a i S 7 ' . 1Y f.r Y t r W o w ~
~•~••••x FRONT VIEW sn IMENT W Z oD ~ N z EW sTORACE ,.c MIN ~ _ ~o o ~
~ W
(1Dam-idpm ? " FLOW W i l I.0' t- o
...R: i ? w a. FUNRE S1ORM GRAIN PIPE ` ' ~ ~ W
- SILT FENCE OUTLET DETAIL 1.5' Q• r~ 0 ~
® fl NTS 1. PREPARE SOIL BEFORE INSTAI,UNG BLANKETS, RrCLUDINO ANY NECE~SARI' APP<)G110N ~ , FERFIt,I,T~PR, ANf~~SHPD, ~ ' FLOW R °j °'~W CULVE T L. PIPE N . ~
WHEN USING CEt1-0-SEED DO NOT SEED PREAARED AREA. Ckll:-O-SEED MUST 9~ A4LED WffH.,.~1P~R DOWN, SILT FENCE BAFFLES (TYP.) W W (SEE STD. Na x,03) ~ LL Q LL
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORMG THE' BU+NKET 1N A B" {t5ara DEEP .X. 6" 15cnt) WIDE 'FRENCH W(TH APPRDXIMATELY 12" (30cm OF BWVKEF EXTENDED BE'fOND THE UP-SIAPE POR110N 4F E TRENCH: ANCkiOR jt~ ]N3tV
TH M TREN ~ SAC F7Lk WRH A R F LES 5i XiMATELY T3' ' 3Ocm ART IN E SOTTO DF 111E . K KET OW 0 STAP AKES AP CFI. BIAN ! N APPRO LY TO COMPACTED :SOIL AND FOLD REMAIt'AN0 13" ' 3D~in PORTION. Z N N "N CONCRETE FOOTING PAD ~ ~ ct
AND COMPACT THE TRENCH AFTER STAPLI G. APP SEED ) DF BLANKET BACK OVER SEED AND COMPAL'TED SOIL SECURE BI:ANKET OVER'COMPACIEO 501E WiFH A OF 51APLES~SiAKES Qs~d~ Na 57 WASHED STONE FILLER LAID AGAINST HARDWARE CLOTH (1 ; 1 MAfL SLOPE) Z r O r
SPACED APPROXIMATELY 12` {30cm) APART ACROSS T'1~ WIDTH OF THE BIANKEi. 3, ROLL CENTER BLANKET IN DIRECTION OF WATER FLaY IN BOTTOM OF CNANNEL BUINKETS Wnl UNROLL WfFN IiPPROPRUTE.: .O<n~~ CLEAN OUT POINT (1/2 DEPTH SEDIMENT S1ORAt,~ ZONE) X ~ pD JJ~~•-.
ACJVNST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTEt~D T{) SOIL SURFACE BY PLACING ST AxES NO OP110NAL -.N~ Si. ~ IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE AATTERN GLADE.. WHEN TJSI D4T 9YS1'EM', f AKES J~-~ SECT~QN VIEW z J _ ~
SHOULD BE PLACED 'MROUGH EACH OF THE COt.OREO DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATFERT(.. rn =J Z
4. PLACE CONSECUTIVE BIANKE7S END OVER ENO SHINGLE STYLE) WTTH A 4"-6" {10cm-19em) OVERLAP', U5f A DOUBIJ ROW OF WWOW
STAPLES STAGGERED 4• {t0an) APART AND 4" 40cm~. ON DENIER 1'0 &ft'?JRE BtANKEiS, 5. FULL LENGTH EDGE OF BLANKETS AT TOP' QF StDE SLOPES MUST BE ANCHORED WTfH !I ROW OF .STAPLEB/STAKES APPROXRAAt1:1'( " O.ZC3Z to ao~o
is• {ao~m) APART IN A a" (ism) DEEP X 8' {lscm) WfDE TRENCH: BACKFll1 AND COMPACT THE TREHdt AF>ER STAPLING, 24 WEIR OUTLET z ==w= (n U a a.
6. ADJACENT 81ANKETS MUST ElE OVERLAPPED APPROXIMATELY`?'-s" {5cm-12.?icm (DEfEN~iVG ON BLANKET STAP1fD. SAME SIDE AS 60" > BEING:I ON T~ EVRN PLATTED ORIFICE TO ENSURE PROPER SEAM ALIGN„ENi, PLACE THE EDGE OF THE OVERLAPPING T ) » RCP 0 oW ~~~rJ
WITH THE COLORED SEAM STTTCH ON Tt~- BLANKET BEING OVERLAPPETI. I I 42 ~tW-°~ m
7. IN HIGH FLOW CHANNEL APPLICATIONS, A ~TAPLE CHECK SLOT. L4 RECOMMENDED AT 3010 4D POOT Stt1~?A't INTERV~ 8" Tom. I I TM~ ~ A DOUBLE ROW OF STAPLES 5tAGCEI'~ 4 {10cnr) APART AND 4 {tOcm} ON CE7JiFR O4ER ENTIRE WNJ 1HE ~ I I ~'Y
8, THE TERMINAL ENO OF THE BLANKETS MUST ~ ANCHORED WRH A. ROW' OF STAPLES AKETi APPROXtMgTp.Y 1?' (~tOom): APMf I I
IN A B (iSom) DEEP >S D {15ctn) WIDE TRENCH, BACIsk1Ll AND COMPACT THE AFTER STiU~lN1ei ~ A NDTE: I I
I
B C ORRICE PQNTS ~ HORTIONTAL 6'FAPLE SPACING SHOIAA BE ALTEREQ BO" A, OVERLAPS AND' SEAMS IF NECf55ARV `TO .ALLOW ST71PLE5 TO SECURE 1HE cRmcAl POINTS Attx~D° Tt+E c~uHNa suRFAL~ 12" x 12" HOLE I
e. PROJECTED WATER LINE ~ WITH ORIFICE - --T- A c. cwwNa BorTDU~sro>: 1N L,ooSE soN. cDNDmoNS, THE U5E of 5fF1PLE ~ j , t 0
SLOPE VERhCE$ DR STAKE LENGTHS CREKTER THAN 4' (is am WY PLATE (ON INSIDE B TO ~o
A 1NE IO:i3, ~1m11 c ~ ~ OF STRUCTURE I
.14649 HIGHWAY 41 NORitI. EYANSVILkE, INDWYA 4T7?S 9"~ OUTLET ~ c~
u5A 1-BaD-.~71-2040 'CANADA t-eGD-4~-~O~c1 ORIFICE z tD Z w~n Zp
STD. GRATE ~z 0u1 ~w
U ~ ~ IjJ ~ ~ ~ ~
12" EL. 607.25 Q U N
N I I " I 1 i 24 WEIR OUTLET i~_ ___~1 W ~ W
c~v i i ° " N 4" ~ O ~
48 -'II I 1l_____JI EL 604.25 O O W
1 i B' x B" HOLE ! I 1 I in o ~ N \ 0
" j N tD
I 1 15 x 15 x 3/B I I - I I GALVANIZED STEEL I I N p
PLATE 1MTH 4 - 3/4" I Z
STAINLESS STEEL" I 1
. i " ANCHOR BOLTS 1 4 I I -"I 142 RCP 18 ORIFCE FLUSH WITH I 1 m
603.00 STRUCTURE INVERT. m z ~3
6"--~
0
" " 9"~ ORIFCE 8 N
~ J o W
GROUT ~ Q
i A ~
~ W a
IWE R BOX KTs
~z
o m U 0 ~
4g" TEMPORARY MOOIFlCATIONS 60"
FOR ,EROSION CONTROL M 48` MIN fOR EROSION CONTROL
MIN MIN FOR EROSION CONTROL
1. FIRST FAIRCLOTH SKIMMER I I ATTACHED TO DRAW DOWN PIPE, i i 1. FIRST FAIRCLOTH SKIMMER 1 i 1. FIRST FAIRCLOTH SKIMMER
8" TYP. I 1 8 TYP. w~, ATTACHED TO DRAW DOWN PIPE. I I GATE VALVE OPEN DURING I I ~ ~ 1 8" r ATTACHED TO DRAW DOWN PIPE. E. I I
I I CONSTRUCTION. SECOND FAIRCLOTH I I GATE VALVE OPEN DURING t I GATE VALVE OPEN DURING PER ~ CONSTRUCTION, SKIMMER SIZE PER
CONSTRUCTION. SKIMMER SIZE PER I I SKIMMER ATTACHED TO 6 INCH I I I _ ~ Z ORIFICE. SKIMMER SIZE PER 1 _ ~ Z SEDIMENT TRAP TABLE. I SEDIMENT TRAP TABLE. I _
~ ~ SEDIMENT TRAP TABLE. ~ , ~ ~ I I aD ?
I I - 2. ALL FLOW TO BE THROUGH 1 ~ 2. ALL FLOW TO BE THROUGH - ~ I SKIMMERS OR OVER SPILLWAY.
~ 2. ALL FLOW TO BE THROUGH I SKIMMERS OR OVER SPILLWAY. t t t 1' SING SEAL ALL OTHER ORIFlCES DURING r,
SKIMMERS OR OVER SPILLWAY. SEAL ALL OTHER ORIFICES DURING SEAL ALL OTHER ORIFICES DURING CONSTRUCTION. IT 15 RECOMMENDED ~ iSdLt~'i.IEZ FENDED CONSTRUCTION. IT IS RECOMMENDED
CONSTRUCTION. IT IS RECOMMENDED TO HELD FABRICATE THE ORIFICE IRIFlCE TO FIELD FABRICATE THE ~ °
STD. GRATE TO FlELD FABRICATE THE TD• MATE WHEN SKIMMERS ARE REMOVED. ORIFlCE WHEN THE SKIMMERS ARE ° ~ 5TD. GRATE ~ v REMOVED. ~ ~ 'o
ORIFICE WHEN THE SKIMMERS ARE 18" x 18" x 3/8" ~ v
18" x 18" x 3/8" REMOVED. 18" x 18" x 3/8" a GALVANIZED STEEL
GALVANIZED STEEL GALVANIZED STEEL PLATE WITH BUTYL PLATE WITH BUTYL ~ z PLATE WITH BUTYL c
GASKET, WITN 4 - SPILLWAY EL 647.25 I GASKET, WITH 4 - 1 SPILLWAY EL 623.75 GASKET, WITH 4 - SPILLWAY EL 618.75 ai o
STAINLESS STEEL i i i 1 STAINLESS STEEL i 1 I I ANCHOR BOLTS I I ' I ANCHOR BOLTS ' STAINLESS STEEL i i ~ ~ o ~
i i I ANCHOR BOLTS 1 i ~ 1 ~ ~
I I I I 1 i I I I I I I 1 I 1
I I I I I I I I I I I I 1 I I I I I
TEMP i i i i TEMP I I SKIMMER 1 I I I 1 SKIMMER I ~ TEMP 1 I SKIMMER I 1 1 ~~~puutua~~~ .
I to of I to 0 I I I I - I I
I I- \ I 10 I 1 I , I Ip 1 " I I_ I L_ 2 3/8 ORIFICE i I_ 1 I 1 5/B ORIFICE I 1 ~ I l p 2 ORIFlCE
I 1 t o o f INV EL. 643.50 1 -11 t o o INV EL. 620.00 I 2 136 RCP I 2 130 RCP 1 - -1 ~ I °L" ° 1 INV EL. 615.50 OFES / i t 130 RCP S " N 1 u D
' 24" TYP. MIN ' I I 4" TYP, MIN 1 " 4 TYP, MIN - P - EL fi13.oo N
EL 642.50 EL 619.25 C ON N ~ cc ~ ,
3" DIP DRAWDOWN 3" DIP DRAWDOWN 20 ~G~ -.a T 6 a N F 3" DIP DRAWDOWN '•.,'Aj NGfNE •
PIPE EXTENDED TO EXTEND BASE TO 1 PIPE EXTENDED TO EXTEND BASE TO 1 PIPE EXTENDED TO EXTEND BASE TO 90~~`
" " 8 MIDDLE OF POOL 3 GATIr VALVE FOOT BELOW LOWEST 8 MIDDLE OF POOL 3 GATE VALVE FOOT BELOW LOWEST 8 MIDDLE OF POOL 3 GATE VALVE BOTTOM BMP
(CIIPPf1RT AIPF UJITU BMP ELEVATION ~CIIDDi1RT DIDC unru 13MP ELEVATION (SUPPORT PIPE iMTH ELEVATION ~ n
GROUT' STABLE SOIL GROUT' STABLE SOIL GR STABLE SOIL L/ /I-- -V. vv
BMP #1 RI#B7 BMP_#2 - BMP #3 - RICO
N.T.S. N t& axs LL! LL
w Q"
W

SEEDBED PREPAI PREPARATION L a; N ° o a v
- SEEDING SCHEDULE 1. CHISEL COMPACTED AREAS AND SPREAD ~S AND SPREAD TOPSOIL 3 INCHES DEEP OVER 'o ~ m a 3 m
ADVERSE SOIL CONDITIONS, IF AVAILABLE JS, IF AVAILABLE. ~ ~ ° I a 6 INCHES DEPTH. ~
p~Jly~I~16~ REOUIREMENTs FOR SLOPE STABIL AZ TION 2. RIP THE ENTIRE AREA TO 6 INCHES DEP STABILIZED IMTH GRASS 3:1 ANO FLATTER CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR 3. REMOVE ALL LOOSE ROCK, ROOTS, AND ROOTS, AND OTHER OBSTRUCTIONS LEAVING , ~ \ U
STABILIZED WITH SHRUBS OR VINES 3:1 TO 2:1 AODIITONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF SURFACE REASONABLY SMOOTH AND UN iM00TH AND UNIFORM. , ~ ~ AE, FERTILIZER, AND SUPERPHOSPHATE - I-' \
STABILIZED WITH RIPRAP 2:1 TO 1.5:1 DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4. APPLY AGRICULTURAL LIME, FERTILIZER, STABILIZED WITH RETAINING WSQEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE. UNIFORMLY AND MIX WITH SOIL (SEE BEI H SOIL SEE BELOW' . y - J ~ ~ ) ~ E~ -rte ~ \
5. CONTINUE TILLAGE UNTIL AWELL-PULVEI AWELL-PULVERIZED, FIRM, REASONABLY I.._,. , , \ \ \ ;EPARED 4 TO 6 INCHES DEEP. ~ v \
TYPE PLANTING RATE +++TEMPORARY -RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT UNIFORM SEEDBED IS PREPARED 4 TO 6 DATE VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT 6. SEED ON A FRESHLY PREPARED SEEDBEI :PARED SEEDBED AND COVER SEED LIGHTLY / ~ _ \
AUG. 15 -NOV. 1 TALL FESCUE 300 LBS./ACRE BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPACN T OR CULTIPACK AFTER SEEDING. ~ / l -~'J ~ ~ \ , \ ER SEEDING AND ANCHOR MULCH. ~ _ r ~ `
NOV. 1 -MAR. 1 TALL FESCUE 300 LBS./ACRE 7. MULCH. IMMEDIATELY AFTER SEEDING ANC & ABRUZZI RYE 25 LBS./ACRE B. INSPECT ALL SEEDED AREAS AND MAKE _ ~ ~ I I I ~ ~ ~ EAS AND MAKE NECESSARY REPAIRS OR
MAR, 1 -APR, 15 TALL FESCUE 300 LBS./ACRE RESEEDINGS IMTHIN THE PLANTING SEAS NTI EASON IF POSSIBLE. IF STAND / ~ / ~ ? ) I ~ ~ ~ I ~ 1 PLA NG S - ~ ~ ~ ~ 1AMAGED, REESTABLISH FOLLOWING ORIGINAL
APR. 15 -JUN, 30 HULLED COMMON BERMUDAGRASS 25 LBS,/ACRE SHEET C5,3 FOR EROSION CONTROL SHOULD BE OVER 609 DAMAGED, REEST SEE RTI I RAND SEEDING RATES, JUL. 1 -AUG. 15 TALL FESCUE AND 125 LBS./ACRE UME, FE L ZE :EDING RATES. / / / / / , ~ ~ ~ / i / /
+*'BROWNTOP MILLET 35 LBS./ACRE N C ON S TR U C TI 0 N SEQUENCE N 0 TE S 9. CONSULT CONSERVA110N INSPECTOR ON A D RMANENT COVEF INSPECTOR ON MAINTENANCE TREATMENT AND / , ~ ~ _ I / / / l RMANENT COVER IS ESTABLISHED. l- / / ~ / / ~ + f r -1`l I
««*OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE FERTILIZATION AFTER PE r
SLOPES (3:1 TO 2:1) * APPLY: AGRICULTURAL LIMESTONE - 3 Ti uIESTONE - 3 TONS/ACRE / / / / / I / ~ n
FERTILIZER - 10 - 10 - 10 ANALYSIS AT8 D ANALYSIS AT800 - 1 000 LBS. ACRE / / J ~ ~ I I l ~ - J J ~ / I / n BS./ACRE OF 209 ANALYSIS SUPERPHOSPHATE ~ ~ / ~ ~ I / / cv
MAR. 1 -JUN. 1 SERICEA LESPEDEZA (SCARIFIED) 50 LBS./ACRE SUPERPHOSPHATE - 500 LBS./ACRE OF 2( ' AND R ` , _ MULCH - 2 TONS (APPROX, 80 BALES) SM . 80 BALES SMALL GRAIN STRAW ACRE ~ DIVERSION Z a / / / ~ Z n
MAR. 1 -APR. 15 ADD TALL FESCUE 120 LBS./ACE _ 10 LBS. ACRE - _ _ ` _ _ - _ _ ANCHOR -TACK WITH LIQUID ASPHALT AT ID ASPHALT AT 400 GALLONS/ACRE 0 / / / DITCH (TYP.) _ N i~ / / ~ ~ / / a
MAR. 1 -JUN. 30 OR ADD WEEPING LOVEGRASS / - - ~ivl„I CSIFIED.ASP\HAI;T T~30Q C~AL,LONS/ACF ~ - R ADD HULLED COMMON BERMUDAGRASS 25 LBS./ACRE MAR. 1 J 120 LBS. ACRE Q GALLONS/ACRE.\ ? ~ ~ ~ _ . ,y f ~ / / / / ~ p Z
JUN. 1 - SEP. 1 TALL FESCUE AND / 1' \ - 35 LBS. ACRE ~ *«*BROWN MILLET I I I I ~ ~ ~ \ ~ ~ ~ ~ ~ ~ ~ ,I I I ~ ~ ~ / / / I ~ ~ ~ ~ U
-SUDAN HYBRIDS 30 LBSc~/ACRE I I ~ OR SORGHUM ~ , ~ \ ~ ~ v ~ ~ ~ - ~ / I ~ ~
P. 1 -MAR. 1 SERICEA LESPEDEZA (HULLED-UNSCARIFIED)70 LBS./ACRE ~ ~ I; I yl I ~llh ~ \ \ ~ ` ~ ~ SE , I I v ~ ~ ~ ~ / a~ 1 W - I ~ ~ l
i AND TALL FESCUE 120 LBS./ACRE y~ I'I I ill I r ~ ~ .~A A~ - RUZZI RYE 25 LBS./ACRE ! NOV. 1 MAR. 1 ADD AB I ~ Wz - ~ ~ Z
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CONSTRUCTION SEQUENCE ERt~SION CONTROL NOTES
i. OBTAIN ALL PERMITS NECESSARY TO START AND COMPLETE THE PROJECT. OBTAIN LAND DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1. A DETAILED CONSTRUCTION SEQUENCE HAS, BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE
4, DISTURBING ACTIVITti" EROSION CONTROL PLAN APPROVAL. UNLES`. OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR
v a, 0 M 2. PRIOR TO CONS71~UC110N ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS. CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF rHE NOTES AND CONSTRUCTION SEQUENCE. DIVERGING FROM ENGINEER FOR CLARIFICATIONS, IF NEEDED. THE PLANS MAY COMPROMISE THE PERFORM,~NCE OF THE EROSION CONTROL PLAN, RESULTING IN A
o t~~ 3. FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES, POSSIBLE VIOLAT10N.
U~ `~v, 4. INSTALL RAIN GAt~GE AND RURAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2, LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSION CONTROL INSPECTOR MAY 5. PRIOR TO CONSTIiUC11ON ACTIVITIES, SCHEDULE ON-SITE MEETING WITH EROSION CONTROL REQUEST MODIFICAl10NS TO THE PLAN. PRIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD
I I v O~Q r°~° ~ ~~a a, ~ ~ v C n ~ o h o ~r INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR, VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION.
I I a. lam" ,C NN ~'Z~C9 UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUC110N SEQUENCE, AND NPDES STORMWATER 3. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCGO10000. IN PERMIT REPORTING REQUIREMENTS. ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWATER DISCHARGE OUTFACES
~ vh ~3 \ N m 41rZ 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (SDOS) SHALL BE INSPECTED BY THE CONTRACTOR. INSPEC110NS SHALL BE PERFORMED BY THE
~h~ .c ~a ~v II~o ~~m aQm.- O00 tiJ~ pQ~ ~ O ~ ~ INDICATED ON THE PLANS. PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT PROTECTION FENCE, SILT FENCE, SILT FENCE GULLETS, DIVERSION DITCHES, AND STORMWATER A MINIMUM. ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE CORRECTED IMMEDIATELY. PERSISTENT
OOp o o ~p ~m 4 ~,N ~N0 ~ v,.. C4 OUTFACE SEDIMENT TRAPS, MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION.
Dop o ~ ~0 ~ ~2 4. NPDES SITE INSPEC110NS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCGO10000. THE EC PHASE A REPORTS SHALL BE PREPARED ANO SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR. REPORT
1. PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADING OF 1HE SITE, CONSTRUCTION OF COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO THE OWNER
c o ~ a ~ : ~ A 11 l l I I ;,\111 ~ 1 CULVERTS, THE STORM COLLEC110N SYSTEM, UTILITIES, AND RETAINING WALLS. PRIOR TO ANY AND ENGINEER,
GRADING OPERATIONS, CONSTRUCT AND STABILIZE ALL THE SITE BMPS (TO FUNCTION AS TEMPORARY 5, AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TD CONSTRUCTION SEDIMENT TRAPS), INDICATED PORTIONS OF THE STORMWAIER COLLEC110N SYSTEM (AT A MINIMUM), ACTIVITIES. THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND GAILY RAIN MEASUREMENTS RECORDED
AND THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT. ~ r`
RESPECTIVELY, 6, COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES. 2. UPON INSTALLATION OF THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHAl1 7, DENUDED SURFACE OF THE SITE SHALL BE LIMITED TO A MAXIMUM OF 20 ACRES AT ANY 11ME. N
SCHEDULE AN INSPECTION WITH THE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CONTRACTOR SHALL UTILIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA. Q Z
v i ~ ~ 4v ~ f / ~ ~ A THE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. 8. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN ACCORDANCE WITH Z N 3. HARVEST ANY UMBER. COUNTY STANDARDS. ~
4. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY 0 Q
,i' \ DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. CHECKS MAYBE RIP-RAP, TRIANGULARS, SILT DIKES, GOERIDGES, OR AS APPROVED BY THE ENGINEER. ~ Z 5. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY, DIVERSION
I / ~ v v AA l~ I,I , v I. 1 v ~ v ACCORDANCE WITH COUNTY STANDARDS. DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. //nn U V,
~ ,,III, I , ~ - ~ / 1 1 ~t, A .AVA z III ~ Il I / i L_ ~ _ ~ 'I ~ 1 1 \ 6. PERFORM GRADING OPERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11, ALL TYPE-B SEDIMENT TRAPS SHALL INCLUDE BAFFLES AND SKIMMERS. BAFFLES AND SKIMMERS SHALL U REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STATE BE SIZED ACCORDING TO THE INFORMATION ON THE TABLES. W
1111 'I ~ 6/~ ~ OISSIPAT,OR ~ ; : ~ / 1 ~ A ~ II ~ ~ la~l/ PAD /10 ~ / . STANDARDS. 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT W O
LI I: / l 1 / ~ F T~I 1 ~ I o / ~ \ 1 / 1 ~ TIED PHA TRAPS. PAINT MARKS SHALL BE PLACED ON Z Z ~ THE POSTS AT ELEVATIONS REPRESENTING HALF THE 1. AS MASS GRADING ANO RETAINING WALL CONSTRUCTION PROGRESS, COMPLETED AREAS OF STORAGE VOLUME OF THE DEVICE WITH A MINIM W = O
~ ~ ~ ~ -~--=----a--_ ~ ~ / ( I { 1 ` I ~ ATV OOWN I I ~ ~ T H PERMANENTLY STABILIZED. UM ONE-FOOT BELOW THE WEIR CREST. (7 Z THE SI E S ALL BE 13. SEDIMENT TRAP MAINTENANCE SHALL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE Z _
2. EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS THEY LEVEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS. TRAPS SHALL BE W ~ ~ H d DIRECTLY INTERFERE IMTH CONSIRUC110N OF BUILDING PADS AND ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDI110N. ~ W ~
~,',,~c: i - ~ / i ~ ~ I ~ I / INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS AND INLET 3. ^ 14. INLET PROTECTION SHALL BE INSTALLED AROUND STRUCTURES AND QPEN PIPES AT THE END OF EACH O ~ O
PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY. ~ ~ TH PROJ CT IS COMPL TE . Z ~
REMAIN FUNCTIONAL UNTIL E E E D 15. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR DAILY, EACH DEVICE IS TO N „ , 3. AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS BE RESTORED TO THE DESIGN CONDI110N ONCE SEDIMENT ACCUMULATION HAS REACHED HALF OF THE W W XX Y xx~
I> ~ iC~ I I i i~ ~ m / I I 1 ,,i l I f 1; / as~PATOa; I ~ v TORM COLLECTION SYSTEM SHALL BE THOROUGHLY CLEANED STARTING AT Q Q ESTABLISHED, THE S . CAPACITY OF THE DEVICE. H W Q
II; / ~i~ h I I III ' ~ i PAD 1~ o e WET POND 3 I 1., I ~ o / ~ ~ oM THE UPPERMOST REACHES. 16. CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF ~ 4, AS UPPER REACHES OF THE SITE ARE COMPLETED, THE CONTRACTOR SHALL REQUEST EACH DAY. N
u-, ~ I I / ~ r`te' ~ _ .4 N 1r III ' ~ _ _ ; ~ ~ % a ~ -0RAINAGE AREA 2.1 AC v pp INSPECTION AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. Q
1 I I ~CHEdC ~ , ~ ` ~ Gj - III ~ ' o ~ / n ~ ~ ~ ~ - + _ _ 'BOTTOM EL=615.50 ~ ODIFlCAIiONS SHALL BE FORWARDED TO THE ENGINEER PRIOR TO Q SKETCHES OF 1HE M 18. PROPOSED STORMWATER MANAGEMENT DEVICES BMPS SHALL BE MODIFIED TO TEMPORARY SEDIMENT Z .-0r. REMOVAL. TRAPS. INLET PROTECTION SHALL fi IN A ( ) ~ ~ Q~
1~ l I ; ~l I i ~ ~ / ~ ~ ~ ~ I _ - .....CREST EL=618.75 ~ ~ ~ I ~ l ll~l ~ / ~ : ~ ~ 1 _ o~ 1, I I I ~ i , / - + TOP EL=621.00 L 51 I LLU ARUUNU THE RISER INLETS AND SPILLWAYS. SKIMMERS XL ~ ~ ~ 5. UPON COMPLETION OF ALL CONSTRUC110N ACTIVITIES, ESTABLISHMENT OF PERMANENT SHALL BE INSTALLED TO DRAW DOWN PIPE OF THE STRUCTURE. DEVICES SHALL BE CONVERTED TO FNAL ~ f J ^J ^
I I I ~ I , , ~ i ' 1T ~ ~ c SURFACE STABILIZATION, CLEANING OF THE STORM COLLECTION SYSTEM, THE CONTRACTOR PROPOSED CONDITION UPON STABILIZATION OF CONTRIBUTING GROUND SURFACES AND CLEANING OF THE J J W - W Z ~ SHALL REQUEST A FINAL INSPECTION BY 1HE COUNTY EROSION CONTROL INSPECTOR. STORM COLLECTION SYSTEM. I W W
aS~PATaR - , I ~ , ~ , AY ~ T TOP DIM.=130 L x 70 W ~ m PAD v I III ~ ~ - - ALAS SEE SHEET C3.2 FOR DETAILS ti ~ 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT TRAPS ANO 19. PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION SE UENCE NOTED ~ J ..Z
~ - - ;1 1 ~ RI A6'~/ ; ~ ~ ~ ~ - 1 I C I , ~ ~ ~ ~ I ~ BMPS SHALL BE CONVERTED TO THE FINAL DESIGN CONDITIONS AND STABILIZED, ONCE Q W W 0 W STABILIZED THE REMAINING PERIMETER EROSION CONTROL MEASURES MAY BE REMOVED AND ON THE PLANS, THE CONTRACTOR SHALL OB rAIN WRITTEN APPROVAL FROM THE ENGINEER. a Z (7 Z
I R i i, ~ I _ I I i- i ~ ~ ~ i 20. DIVERSION DITCHES SHALL INCLUDE CHECK DAMS AS NECESSARY TO PREVENT EROSIVE VELOCITIES, VJ Q 0 J 0 AREAS RESTORED. Z = _ _
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II i / ~ YI STiJRBAN THE ENGINEER, W F- r F- SEE SHEET C5.2 FOR SEEDBED ~ .
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E 04 50 0 25 50 100 200
b - a ~ ~ ~ _ 111 r ° X11
( IN FEET) W CO) LL
1 inch = 50 it. W M

SECTION A-A
~ ~ N.T.S.
~ - - ~ PROPOSED PROPOSED ` / FINISHED GRADE FINISHED GRADE
SKIMMER #3 X11 I ~ ~ ~ ` I1 / v v~ - ~ ~
DRAINAGE AREA=0.6 AC ;I ~ ~ \ ~ ~ ~ _ _ _ _ _ _ _ ~ ~ \\.`1 /
- 44 - -1 ~ ~ ~ - BOTTOM EL-6 .00 - ~ ~ ~ - _ F SBA ~KM NTH SEDIMENT DIKE NOTES _ - ~ -
T =647.00 SE€-SHEET C5.4 ~ R ,DETAILED ~ ~ , ~ ~ _ _ _ _ CRES EL ~ Q _ 1. THE FILL ELEVATION WITHIN THE SEDIMENT DIKE AREA WILL COME WITHIN 3 FEET OF THE TOP OF THE - - ' = - \ ~ \ ~-i i ~ SEE SLOPE ~ ~ 12~ CONSTRUCTION - ~
RM SHALL BE A MINIMUM 12 A T I~ MENT ~ - RING THE EMBANKMENT CONSTRUCTION• TOP OF BE TOP EL- ~ ' ~ EM8 N•I~M~N E BERM, AT ANY TIME DU - / NOTES ANO DETAIL / i M
FE T WIDE. EMERGENCY SPILLWAYS SHALL BE FUNCTIONAL AT ALL TIMES. - i - / - - = ' E ~ " ~ ,CO UC ON S~ CE TOP DIM.-40 L - N \ ~ ~ EXIS N10 SILT / / ~ ~ / ~ - ~~~11NG SILT - 11NG GRAS FENCE
TION AND CUTTING - ~ ~ ~ ~ ~ r ~ ~ 2. BERM SHALL BE ADVANCED BY BENCHING BEYOND FINAL GRADE, PROPER COMPAC SEE SHEET C3.2 FQR - - , . - , - _ ~ ~ ' DISSIPA-TOR- PA-T9R- / / ~ - ~~E FENCE _ Z
INA GRADE, EMBANKMENT CONSTRUCTION SHALL BE CONTINUOUSLY MONITORED BY THE SOILS _ - - ~ ~ ~ I ~ BACK TO F L DETAILS - _ - , - , - ~ ~ _ ~ _ _ PA #3 _ _ i ~
ENGINEER. - ~ - , ~ ~ ~ ~ - - - - - ' ~ ~ ~ ~ - -1-~ ~ / ~
AS INDICATED ON THE PLANS. SLOPE DRAIN - - - _ ~ a ~ 3. SLOPE DRAINS WITH INLET PROTECTION SHALL BE INSTALLED - _ ~ - ALL BE ADJUSTED AS NECESSARY TO MATCH DAILY PROGRESS. _ - - - - - ~ ~ ~ _ / ELEVATIONS SH - Q / ~ , / ~ ; / l ~ I ~ STEPS 1 AND 2 STEPS 3 AND 4
~ ~ ~ / -INSTALL PERIMETER PROTECTION -ADVANCE BERM MIN. 3' BEYOND FILL PLACEMENT ~ r i
NT DIKE AREA, A STABLE SUBGRADE SHALL BE ~ ' - - - - N ~ ~ - ' / Q 4• PRIOR TO FILL PLACEMENT FILL WITHIN THE SEDIME S~ _ - - ~ - _ _ Y SATURATION SHALL BE SCARIFIED AND RE-COMPACTED, OR , (r ~ ~ ~ _ ACHIEVED. ALL SOILS SOFTENED 8 EER. ' - ~ 7 ~ ~ / / -STRIP ONLY AREA NECESSARY TO START BERM PROPOSED -ACHIEVE STABLE SUBGRADE FOR FILL PLACEMENT PROPOSED ~ - / ~ / GREENWAY GREENWAY Q
UNDERCUT, TO THE SATISFACTION OF THE SOILS ENGIN ~ \ ~ I / -SEE NOTES AND SEQUENCE -SEE NOTES ANO SEQUENCE. ~ ~
T THE LIMITS OF PROGRESS. ' - ~ • ~ _ - - ` ~ O~~r ~ 5. BY THE END Of EACH DAY, ALL EMBANKMENTS SHALL BE STABILIZED 0 - _ / \ / ~ / N ~ / Z Q
Y HALL RE-ESTABLISHED AS INDICATED ON THE PLANS.. i _ - , _ - - EMERGENCY SPILLWA S S
NTRACTOR SHALL MAINTAIN A MINIMUM 3 FEET OF SEDIMENT STORAGE, THE DEWATERING DEVICES, ~ - ~ i ~ ~ ~ _ ~ 6. THE CO - i / / / PROPOSED PROPOSED 0 Q / FINISHED GRADE FINISHED GRADE 12~ " Z
N MERGENCY SPILLWAYS WITHIN THE SEDIMENT DIKE AREA, UNTIL INFORMED OTHERWISE BY THE LOCAL ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - ADE ~ ~ / , MIN. ~ ~ SLOPE DRAIN O / / WIDTH MAX 3:1 U
EROSION CONTROL OFFICER OR ENGINEER. l , ~ ~ ~ ~ ~ ~ r ~ ~ ~ - / V/ - % / / i
QETAILED EMBANKMENT /SEDIMENT DIKE SEQUENCE ~ ~ ~ , ~ ~ ~ U SLOPE STABILIZED BY 1.1. Q: / / / ~ 3:1 MAX.
_ VIC S INDICATED ON THE PLANS, INCLUDING SILT FENCE AND ~ ~ ~ \ ' SLOPE STABILIZED BY END Of EACH DAY III Q 1~ W Z \ \ ` / 2 END OF EACH DAY ~
1, INSTALL PERIMETER EROSION CONTROL DE E ~ ~ / ~ r IIII N TRUCTED AND MAINTAINED TO LOCAL STANDARDS, A T ~ ~ ~ 'S SILT FENCE OUTLETS. ALL MEASURES TO BE COS ~ 1 , \ , SKIMMER 11ED TO SKIMMER TIED 10 3' MIN. 1RUCTION NOTES ~ _
LOCATIONS NOTED ON THE PLANS. ~ - i I ~ ~ I ~ 1 - \ ~ SLOPE DRAIN M SLOPE DRAIN SLOPE GRAIN CONS z Z \ E Nfl0 SILT AND DETAIL ~ r Z , i \ ~XIST?NG FENCE EXISpryG GRA ~ r fn ~
,r` I AN PROOFROLL ONLY THE AREAS NEEDED FOR BERM CONSTRUCTION. ALL OTHER AREAS SHALL ~ ~ - - ~ ~ I I d - - ~ • 2. STR P 0 _ _ ~ W ~a / \ ` Y' , \ / ~ . DE SILT ~ W 1ri1
T INTA T UNTIL THE BERM AND DEWATERING DEVICES HAVE BEEN COMPLETED. ~ 8E LEF C ` _ _ _ I ~ I ~ ~ FENCE Qj Q ap
ILL ALLOW FILL PLACEMENT WITHOUT LOSS OF THE - ~ ~ ~ L ~ ~ ~ ~ ~ I 3, THE BERM SHALL 8E ADVANCED TO A HEIGHT THAT W ~ V!_-- 1 N
DESCRIBED IN THE NOTES. BERM CONSTRUCTION _ \ \ ~ ~ ~ ~ ~ ~ ~ \ 3-FOOT MINIMUM SEDIMENT STORAGE, BY METHODS _ - - - \ ~ ~ $F \ ~ I ~ ~ ~ / - ~ ~ , STEPS 5 AND 6 STEP 7 -OPTION 1 W W .
SHALL BE CONTINUOUSLY OBSERVED 8Y THE SOILS ENGINEER, \ \ _ ~ ~ ~ I r ~ , _ - - - ~ ~ ~ 1~ -SKIMMER, SLOPE DRAIN, AND SLOPE STABILIZATION -LEAVE FILL BELOW FlNAL GRADE UNTIL INFORMED f- Q ~ ~ ~ INSTALLED BY END OF EACH DAY. OTHERWISE. ~ N'~ NN"
I Y - \ ~ ~ J ~ ~ ' ~ I 4, PRIOR TO FILL PLACEMENT INSIDE THE SEDIMENT DIKE AREA, STABLE SUBGRADE SHALL BE ACH EVED 8 f ~ ~ ,1 1 I ? - - ~ _ \ 1 PROPOSED PROPOSED N N " N
THE METHODS NOTED. OPERATIONS SHALL BE CONTINUOUSLY MONITORED BY THE SOILS ENGINEER. ~ _ _ - - - \ \ ~ ~ ` _ _ \ ~ ~ I l \ \ ` _ \ ~~11 I I ~ ~ -REPEAT PROCESS UNTIL BERM REACHES FNISHED GRADE GREENWAY SEE NOTES AND SEQUENCE GREENWAY a ~
5. BY THE END OF EACH DAY, ALL SURFACE STABILIZATION, DEWATERING DEVICES /SLOPE DRAINS, AND ~ \ _ _ ~ , I ~ o a' - \ \ ~ -SEE NOTES AND SEQUENCE. v ~ ~ ~ Q ~
EMERGENCY SPILLWAYS SHALL BE ADJUSTED TO MATCH THE LIMITS OF PROGRESS. Qo ~ ~ ~ ~ ~ ~ ~ \ \ ~ ~ N ~J~ I, ' ~ ~ ~ \ PROPOSED MIN. J ~ ~
ACHIEVED. ~ 0 ~ ~ ~ \ \ ~ ,li ~ 6• REPEAT THE ABOVE PROCESS UNTIL FINAL GRADES ARE ~ - ~ _ ~ ~ ~ ~ _ ~ v ~ A \ ~ ~ r. ) r, / ~ FINISHED GRADE 1H Z ~ J r ~ r / A IW ~
~ / SLOPE GRAIN ~ J , , Z . , / / / ~i MAx3:1 WWOW
D OTHERWISE BY THE LOCAL SKIM R #4 _ _ \ ~ _ ~ ~ , ~ ~ 7. THE CONTRACT SHALL MAINTAIN THE SEDIMENT DIKE FUNCTION UNTIL INFORME _ - _ ~ ~ (~1' \ - EROSION CONTROL OFFICER OR THE ENGINEER. THE CONTRACTOR MAY ELECT TO LEAVE THE FILL INSIDE D AIN ~ =1.8 C ~ R- #2, CONST~l1C ` - - SLOPE CONSTRUCTION DETAIL ''^^~CI) a z c~ z
~ Y NSTRUCT AND STABILIZE THE BERM ABOVE THE FINAL ~IVI Gw~T \ ~JQ~' - ~ ~ THE DIKE BELOW FINAL GRADE OR PROPERL CO ~ ~ - ~ / SLOPE STABILIZED BY VJ Q J Q / EMER`GEN $PI WAY ~ ~ PROPOSED S' MIN. END OF EACH DAY z = I I
T RA E. - ~Jkil 50.0 _ ~ S ~ AR -2.6 A~ R A MINIMUM 3 FEET OF SEDIMENTS 0 G - GRADE OF THE EMBANKMENT, TO ASSU E - ~ 6 ~ ~ ~ ` ~ i ' SKIMMER TIED TO U) U a W Q. ' / /AT MATCH G L` \ FNISHED GRADE ~ / i / J:1 MAX SLOPE DRAIN SEE SLOPE O W O W
L=65~S.~00~ \ ~ v , " ~Mfi . _ L.- 060`CF 8. UPON COMPLETION THE CONTRACTOR SHALL PROVIDE A LETTER FROM THE SOILS ENGINEER, STATING ~ ~ \ ~ ~ ~ - - ~ ~ / i ' \ CONSTRUC110N NOTES r W O W / / ~ ~ / / i \ AND DETAIL m ~ F- r ~
- 1? T I WERE PROPERLY / "EL=654.00 ~ ~ _ ~ M1Nr RFA ~tRl`A-~ ~ ~ 6 THAT THE EMBANKMENT CONSTRUCTION WAS MONITORED AND THE EMBANKMEN SO LS _ _ ~ E W • • i SKkM ""TIED TO / / ~ 12' NODE I T `X1$nNG GRADE
COMPACTED. ~ 90 ~ 5 ~ - - - ~ E~TALL,~ '~G6. - ~ S~Ka L ~ - - i ~ 2 SL - ~ i / ,---I I? ~ FENCE ~ ~ SILT
- 8 S_EE-SHEET C3.2 OR _ ~ - , \ ~ _ ~ - BMPf,~EDIMENT MODIFICATION NOTES - , SLOAE DRAIN , / ~ 2 2 _ _ FENCE
DETAILS ~ - ~ , \ , - ~ - - -
ANY STORM SYSTEM CONSTRUCTION ~ ~ ~ ~ \ \ , - ~ 8 1• SEDIMENT TRAPS TO BE FUNCTIONAL PRIOR TO - - ~ '~r~F ~ ~ ~ ~ 9 OR GRADING. i ' / -CONSTRUCT AND MAINTAIN BERM ABOVE FlNISHEO
m GRADE UN11L INFORMED OTHERWISE. ~
~ 2. AT A MINIMUM BMP'S SHALL BE EXCAVATED TO PROVIDE STORAGE VOLUMES AND PROPOSED SEE NOTES AND SEQUENCE PROPOSED O
~ SURFACES FROM TABLES ON SHEET C3.2. GREENWAY GREENWAY ~ -BENCH AND COMPACT LIFTS A MINIMUM 2' BEYOND
3. PERMANENT RISER STRUCTURES, SPILLWAYS, AND OUTLETS TO BE CONSTRUCTED. (MENT DIKE MBANKMENT SED PN E (C PROPOSED GRADE LIMITS.
SKIMMERS TO BE INSTALLED ON DRAW DOWN PIPE. DRAW DOWN VALVE TO BE 0 E THROUGHOUT CONSTRUCTION. -OPERAl10NS CONTINUOUSLY MONITORED BY 50115 ~ N ENGINEER. W ~
R TION DETAIL NST UC CO ~ ~ N
4. ONCE ENTIRE SITE HAS BEEN STABILIZED AND STORM SYSTEM CLEARED OF ALL ACCUMULATIONS, THE FINAL GRADES OF THE BMP SHALL 8E ESTABLISHED, PLANTINGS ~ PROPOSED \ FlNISHEO GRADE U
INSTALLED, AND SLOPES STABILIZED. AFTER SLOPES NAVE BEEN STABLIZIED AND 3:1 MAX w ~ ~
INSPECTED, DRAW DOWN VALVES SHALL BE CLOSED AND SKIMMERS REMOVED. \ Q N 12' rQDE m W
GRAPHIC SCALE 2~ MIN 2~ SILT ~ ~
40 0 20 40 00 160 t6a I---~-~_ , FENCE
2 ~ 2' ° w 1 ~ ~
N Q
( IN FEET ) .,C 0 ~ N
1 inch = 40 !t»
PROPOSED r1P ~ GREENWAY MAC ~ Z
'mot \ ~ -CUT AND FILL BACK 10 PROPOSED GRADE UMITS. g POO,~ 7 ~
i i ` 2 . ~ ~ \ \ \ \ \ ~ ~ ~ ~ ~ ROSLT 5TA91UZED - ~ y - - - - - ~F _ -INSTALL PERMANENT SLOPE STABILIZATION TO OENR. - } ~ \ ~ ' UMITS OF EACH DAYS PROGRESS. ~~+1ti0Sy,~~;).°7i GL~+Li i r' ~ ~ ~ ~ \ \ ' \ \ ~RMWAitR 8 n
0 ~ ~ , ~ ~ \ ~ ~ ~ ST4WE CH+9NNEL, I ~ ~ ` ` ` ~ \ SEE NOTES AND SEQUENCE RANi,N V, -
~ ; ' ~ ~ v U ~ ~ v y v v v v ~ ~ ~ ~ DETAIUSHEET 1 1 ~ ~ ~ ~ - - ' ~ ` \ 1 \ \ \ A \ V A ~ ~ \ \ i i ~ i ~ - - ~ - _ c ~ ~ -I -
r~ / _ \ A ~ ~ ~ ~ vv ~ ~ / ~ ~ \ ~ \ ~,vvv QW ~ ! ~
~ 'fq A \ ~ ~ ~ \ ~ A \ V A ~ ~ \ ~
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% I- , , ~ ~ v ~ ~ v Y~Tid ~b .F'`A~R~E v - _ -`~SS'1 v ~ r i ~ ~ ~ ~ \ \ ~ I ~ ~ FAtIZG(_QTPI 1 ~ \r 1. ~ ~'y ~ KI R TI ~ a 0. \ ~ _ I S MME, ~ ED Z
i ~ / - - ' ~ ~ ~ \ \ ` ~ `SEE TAII\~ T ~ - _ , , ~ ` \ ~ ~ ~ ~ ~ ~ ~ I ~ ~ I TO DRAW DOWN
~ V ~ ~ ~ ~ ~ ` I I ` ~ - PIPE ~ - Z c
~ ~ ~.A V / ~ I ~ ~ ~ (A
~ ~ I ~ ~
~ , y--~ ~ I ~ / ~EMERC~ENC SPI~t. ~ ! ~ , ~ ~ ~ I I
~ ~ ~ ~ ~ ? ~ 1 / / ~ f~RIPRAP APRON ~ ~ - , ~ ~ < ~ t ~ ~ ~ IIl ~I ~ 1, ' y ! I ! ( l - - - - ~ ~ c ~ , ~ I I ~ ~
~ ~ ~ --r ~ / , ~ ~ ~ ~ III i i / ~ 'fjF ~ 1 _ ~ ~ ~ ' ~ ~ ~ \ a , ~ ~ . ~ ~ I III I a ~ - ~
I , CUT OFF WALLS ~ ~ ~ ~ r. 4VET POND#3 ~ SEE DETAILS i / ~ I f 1 - ~ _
~ ~ ~ ~ ~ ~ ~ I, 1 l l ~ ~ ~ A ~ I 4 11 ~ ~ ~l! ~ ~ ~ i ~ ~ _ 1- -9RAINAGE AREA-2.1 AC ~ L -
s ~ ~ / / ~ ~ `D4SSI 0~~ / / ~ ~ ll ~I ~ ~ ~ / ~ ~ ~ ~ - l ' ~ ' ~ ; _ 1 _ ` 'BOTTOM EL=615.50 , / ~ ~ 1 I ~ -
' I ~ ~ / / v ~ PAC' I ~ ILI DIVERSION ~ ~ ~ _ I , i i - - - - CREST EL-618.75
b DITCH TYP. ~ ~ ~ - ~ ~ I I / ( _ - ~ ERG y ~ ~ - ~ ~ - ~ TOP EL-621.00
~ i / / / ~ ~ ~ ~ - II,I'I 1 ~ ~ ~ ~ ~~~~T~wEn~wos-,~~ o III; ~ ~ , S AY / ~ ~ / - TOP DIM.=130 L x 70 W
s a ~ ~ ~ r ~ ~ DR~I~ AREA S,0 6. _ / a - ; ~ , I : ~ / _ i i ( I ~~ASS k ~ ~ V r SEE SHEET C3.2 FOR DET~
1 ~ ~ ~ ~ 11 ~r~+ -s2o~oQ ~ ~ , , 11 I / ( r r0 ~ I r ~ ~ ~ ~ If ~ I;f / 1 1 1 ~S ~ ~ ~ ~RES~ =b23~5~ ~ ~ ~ , 111,1 ' / 'o' / - I T -
~ ~ ~ ~ I l l 1 1 l ~ I ~ _ ~ ~ I 1111 a ~I ~ / ( , , ~ ~rl TOF EL fr2S:0~1~ ~ . ~ ~ ~ ~ / 11;1 DIS. DISSIPATOR ,APR ~ ~ ~ ~ ~ ,I. - ~ _
1 l ! ~ ~ h,, I ~ ~ ~ /1/ ~ 1, ~ i ~ ~ ~ I 1 ~ 'S• ~ /f ~ ~TOP~~ D~~?'~95~L,x &5~1 ~ ~ ~ ~ ll , ~ PAL i y , ~ PAD ,~4 ~ / ~ r/ ~ ~ I ~ _
~ ~ 1 ~ ~ ~ ~ SbE€T~C~.2~F I ~ - ~ 1 ~ i ~ / / / / ~ _ ~ / / / /i/ / / h ~i i ' r
I ~ ~ 1 _ ~ ~v,~_ F / t ~r ~ - - - ~ ~ ~ ~ ~ ~ ~ - 11 ~ ~ / , ~ / , % / ~ / 1 / IIMITS~E D4STlJRBANCE v i
~ { v v .v ~ 4g5~ ~ v 1 - , , ~ ~ T ~ I I, (
~ I I 1 ~ . i' ~ ~ __v ~ ~ , ~ I i 1 ~ ~v ~ ~ ~ v f I i / / ~ ~ ~ ' i ~ ~ ,ARAINAGE AREA=_2.1-AC-
~ ~ ~ - ~ 1 . t 1~ ~ , i I ~ ~ , ~ ~ ! z~~ ~ ~I i , ~ v / / , I ~ _ ~
i ~ ~ - ~ ~ U
~ , ~ I ~ X64 ~ ~ \ ~ ~ \ ~ 1 1 ~ I ~ ~ , ~ ~ ~ / ~V / / ~ i 0 _ _ _ ~ ~ / / / ~ / / / DISSIP~iTOR , , - _ J Z
I ~ \ _ - - D~S~IPATO -y-CONSTRUCTED ~ ' ' ~ ~ ' / / / / ~ PAS y~ c / , ' / ~ / / ~ ~ / lr"i / Gi v
PA 1' ~ •I ~ 1NETLANO 1 ~ - ' ~ ' ~ ~ ~ \ ~ - - ~ - D ! # ~ - - I ~ v ~ ~~I v _ ~ v -
~ ~ ,DRAINAGE AREA-8.6 AC ~ ~ , _ _ _ ~
m ~ ~ _ - t ~ BOTTOM EL-642.50 ~ ~ . , ~ _ - _ ~ ~ / / ~L~ / / ,
~ ) ~ CREST EL=647, 25 - - - , - ~ ' ~ U}- _ i , ~ - - ~ 1 / \ ~ v v ~ ~r (0 /
~ ~ - ~ 1,, ~ - - _ _ _ _ ~ ; - _ ~ ~ TOP EL=650.00 ~ ~ ~ . - ~ ~A A \ \ / - / / ~ ~ / j
_ _ _ _ 1 _ ~ ~ _ ^ ~ ' - ~ ~ TOP DIM.-145 L x 95 W ~ 1~ ~ - -p0
~ ~ 1 I ~ v1~1 s - ~ ~ - 5EE SHEET C3.2 FOR ~ ~ - ~ _ _ _ - - , ~ / i ~ ~ -
~ ~ ~ DETAILS ~
ND #2 WETLA TED N TRU ETLAN D # 1 TED W N TRU S 0 C N TR TED WET N # U LA D 3
DIMENT TRAP AS SEDIMENT TRAP ~ •s
A SE S (MENT TRAP AS SED
/Y T1 A T1T TT/V C/"1 A T T.l ~ w 1\ ~LL1L1~
GRAPHIC SCALE GRAPHIC SCALE lrtSHrni~ ?~I.HL,C, P U
ti C u R P 0 20 40 so 160 40 E
40 0 20 40 80 180 40 0 20 40 80 180 S p
R , 0 N 1
.e ow , ( IN FEET) tz 'q W N 0 N
( IN FEET) ( IN FEET ) 1 inch = 40 ft. U M
1 inch = 40 ft. 1 inch = 40 ft. 2 N

Y
- EDIMENT TRAPS TYPE-B SEDIMENT TRAPS TYPE B S
• DISSIPATORS
- ENERGY ENERGY DISSIPATOR - #6 CONSTRUCTED WETLAND # 1 SKIMMER # 2
c ~ PIPE DIAM. /SLOPE = 42" RCP / .60%
om ~N PIPE DIAM PIPE DIAM. SLOPE = 30" RCP 1,80% DRAINAGE AREA (ac) = 8,6 DRAINAGE AREA (ac) = 2.6 / /
~4 V10 = 46.93 CFS 8.40 FPS a Q10 / / M Z Z I- C1 10 V10 = 24,05 CFS 9.27 FPS Q10 (cfs) _(.60)(.67)(8.6) = 3,5 Q10 (cfs} _(.60)(.67)(2.6) = 1,0 Q / /
~M°° .BL E As INDSCATEO oN PLANE No NYDOT ZONE = 3 oP _ SURFACE REQUIRED (sf) = 5,186 SURFACE REQUIRED (sf) = 1,568
m ~ Z "'1 PLACE GROOVE OR ~ /f" O O a = z , r ~r N ~ 1a acN = 1 W 24 D ~ a BELL END OF PIPE ~ w • DISSIPATOR DIM, 28 L, 0.5 , NYDOT ZONE - 2
=O TO FACE OF WALL ~ rF I-(,7 0~ _ DISSIF ~ „ - a ~z~ RIP-RAP CLASS - CLASS I = 15' L 7.5' W 18" D STORAGE REQUIRED (cf) = 2,969 STORAGE REQUIRED (cf) = 9,060 DISSIPATOR DIM. , ,
z~~°~ ~ - B ~~LLaw ISSIPATOR - 2 - AVG. DIMENSIONS AT CREST = 145'L, 95'W, 4'D AVG. DIMENSIONS AT CREST = 400'L, 30'W, 3'D RIP-RAP CLASS -CLASS B
a ~ M ENERGY D # RIP-f ra ~ T o ~ ~ ~ ~ ~ ~ N ~ ya
~ ~ ~ o ~ 5 ENERGY > coNC. . ~ PIPE DIAM. /SLOPE = 18 RCP / . 0 1" N ~ ~ ~ ~ 9 ~ PIPE M4•BAA9 p~" ~ IPATOR - 7 SURFACE PROVIDED (sf} = 13,000 SURFACE PROVIDED (sf) = 12,000 ENERGY D SS
rn ~ i__ ~ W° 10 V10 = 6.93 CFS 5.42 FPS PIPE DIAM PIP DIAM. SLOPE - STORAGE PROVIDED (cf) = 43,000 STORAGE PROVIDED (cf) = 36,000 E / -WEIR 60X-SPILLWAY
I I i i - o Q/ /
NYDOT ZONE = 2 . Q10 V10 = 52,74 CFS / 8.11 FPS # OF BAFFLES = 4 # OF BAFFLES =SEE PLANS /
PLAN ° 12^ , B DISSIPATOR DIM. = 9 L, 4.5 W, 18 D N Le / We RATIO = 5.57 Le / We RATIO = 13.33 ~ NYDOT ZONE = 2 r• r
FODTINO = 16 RISER = a ~ WEIR LENGTH ( ) WEIR LENGTH 6
O cIF cDNST. JOINT IS USED) DOWEL W RIP-RAP CLASS = CLASS B DISSIF DISSIPATOR DIM. = 21 L, 10,5 W, 24 D n v „ n ~ Z N
~ O END ELEVATION gAR."X" J N ~ = z m D B D Dc ~ E- ~ ENERGY DISSIPATOR - #3 RIP-f SKIMMER #1 SIZE/ORIFICES = 3 / 3 SKIMMER #1 SIZE/ORIFICES = 3 / 3 ~ a RIP-RAP CLASS =CLASS I 0 z
~ r N W N PIPE DIAM, SLOPE = DUAL 30 RCP 1.50% ENERGY - SKIMMER 2 SIZE ORIFICES = 3" 3" SKIMMER 2 SIZE ORIFICES = 3" / 3" 4 NERGY DISSIPATOR 8 # / / # / E #
/ / ~ m ~ ~ H DOWELS IN ENOWALL WITH REINFORCED CORCRETE PIPE J ~ m s rn U VJ aa _ Q
c pIpE SINGLE PIPE DOUBLE PIPE " y O ~ Q10 / V10 = 95.59 CFS 11.23 FPS PIPE IA C C i i Ov PIPE DIAM, /SLOPE WEIR BOX-12 ORIFICE CONSTRUCTED WETLANDS # 2 KIMMER # 3 ~ S v
Z ~ W m N I I I I I I I I ( LOC. DIR. 16" 18" 24" 30" 9S" 42" i0" 16" 10" 24" SO" 38" 42" 40" V. - M I I nu nn n! nu nn !,n xn nn nn nn nn nn nn nu r Z , ~ BARS x x x' x x x v" x v" x x x x x x v" x r p NYDOT ZONE - 3 W Q10 V10 = 3.74 CFS 3,74 FPS DRAINAGE AREA ac = DRAINAGE AREA (ac) = 0,6 0 / ( ) 5, 0 ~ / W z z ~
1„ ~ ~ J W w ~Z
a o - _ s m. 2 2 x 3 4 4 s 2 2 s s 4 a s d ~ a = 25' L 15' W 24'' D N~ ~ D -f'~"^ ~ I ~ ~ DTV. 2 2 , , 2 2 2 2 2 3 2 < ~ ~ DISSIPATOR DIM. , • ~d W. ~ - _ .60 .67 5.0 = Q10 cfs = .60 .67 (0.6) = 0,2 W = 0 Q10 cfs ( ) ( ) NYDOT ZONE - 1 ( ) ( ) 2.0 z ~Z
~ 'fl ~ r~ DOWEL S OTY. 2 2 9 S 4 4 B 2 2 8 3 4 4 s c _ _ DISSIF , _ z_ = 6 L 3 W, 18 D SURFACE REQUIRED sf = 3 015 SURFACE REQUIRED (sf) - 362 W r d DISSIPATOR DIM. , ( ) - r.
8 m `W r L ~ RIP RAP CLASS - CLASS I TOTAL LBS. 0 B 14 14 18 BB B6 12 12 18 1S 28 17 S2 ~ W ~ m o ~,zJd ~ww - IR cf = ~ ^ - STORAGE REQUIRED cf - 17 424 STORAGE REQU ED ( ) 2,091 0, ~ rn
~ ~ ~ CONSTRUCTION JOINT N W m ENERGY DISSIPATOR - #4 RIP-f OPTIONAL RIP-RAP CLASS - CLASS B ( ) , p r > , N~~o~
a C O M DIIENSIONB AND OONCRETE pIANTITIEB = W O ~ _ " NERGY o ~ y O PIPE DIAM, SLOPE - 24 RCP 2.70% E . r USING CONCRETE PIPE ~ / / Z ENERGY DISSIPATOR - #9 IMENSIONS AT CREST = 95 L, 65 W, 4 D AVG. DIMENSIONS AT CREST = 40 L, 63 W, 3 D D a •w
ELEVATION 0 < ~ DOUBLE PIPE J W W W Q Q _ - _ PIPE DIAM. /SLOPE 18 RCP / 1.19% SURFACE PROVIDED (sf) - 6,175 SURFACE PROVIDED (sf) 2,520 ~ ~ u.
m y COBYON DIYBISION9 SINRLE P;P ~ ~ Q10 / V10 = 20.78 CFS / 10.61 FPS PIPE DIAM N 'rl W D H B e T s L ro M L ro ~ 0 O V z ~ 15" 9'•3" i'•B^ 2'•B" 214^ Bb4^ B'•B" 0.7 2'•2" 7'•B^ LD w r ~ -3 _ _ = Z
y O NYDOT ZONE = 2 r /8" S'•7" 1'•10" S'•2" 21~g" 10" S'•4" 1.0 2'•7" 8'•11" 1.9 O Q10 V10 - 7.52CFS 6.92 FPS STORAGE PROVIDED cf - 22 950 STORAGE PROVIDED (cf) 5,265 _c~p~ / / ( ) a ~ Q~ra~
m 24" 1'-2" 2'•1" 4'•0" S" 10" S'•0" 1.6 9'•S" 11'•5" 2.D - , , " ~ = OF BAFFLES = _ Z 0.- NYDOT ZONE = 2 # OF BAFFLES 5 # 2 SEE PLANS _ 0 ~ ~
„ , , n r x , n DISSIPATOR DIM. - 12 L, 6 W, 18 D N 3O B•0 2•B 4.7 414 111 8.2 2.3 4•S 19.5 9.1 X ~w w
~ 3S" 6'•S" 2'•S" 5'•S" 4~" 111¢" 11'•0" $.4 S'•0" 18'•0" /.6 „ , „ „ „ , x , „ RIP-RAP CLASS = CLASS B DISSIF - 4.5' W 18" D Le We RATIO = Le We RATIO = -I"- J ^J ~ DISSIPATOR DIM. - 9 L, , / 4.52 / 2.48 W _ a~ Z-~ Jr~T
42" s'•2" s •1 S •a x14 111¢ 12 •e 4.s S •10 18.6 s.o aB" s'•a^ 3'-s^ 7'.2" 5~4" 111~"u'•a" B.o e'-B" 21'•0^ S.o ENERGY DISSIPATOR - #5 RIP-f I -RAP LASS = CLASS B WEIR LENGTH = 20 (RISER) WEIR LENGTH = 4 = ~ RP C ~ J .z
$ EET 1 OF 3 "~E BHEET s BHEET 1 OP 8 „ „ „ wiu0w ENERGY DISSIPATOR - #10 SKIMMER SIZE/ORIFICES = 3 / 3 SKIMMER SIZE/ORIFICES = 2 / 1 azc~z
PIPE DIAM. SLOPE = 30 RCP 1.20% ENERGY ~ 838.01 / / 838.01 U) a0~0
Q10 / V10 = 29.48 CFS / 9.41 FPS PIPE DIAM z _ " 1,06% Z== PIPE DIAM, /SLOPE 15 RCP / TR CTED WET NDS # 3 a ~ U a W a CONS U SKIMMER# 4 pWpW
vm Q10 / V10 = 1,50 CFS / 4.39 FPS DRAINAGE AREA (ac) = 2.1 _ c~w~w
' ~ M~ Qa NYDOT ZONE = 2 DRAINAGE AREA (oc) - 1.8 co m
• ~v,a~ GENERAL NOTES: ~~c~~ DISSIPATOR DIM. = 15 L, 7.5 W, 18 D N . r0~1 N „ OJd=Z NYDOT ZONE = 1 Q10 (cfs) _(,60)(.67)(2.1) = p,g = _ Q10 (cfs) (.60)(.67)(1,8) - 0.7
Q mz CHAMFER ALL CORNERS 1 OR HAVE A RADIUS OF 1 a _ _ DISSIF . g r~ ~ wed w - RIP RAP CLASS - CLASS I = 5' L, 3.75' W, 18" D SURFACE REQUIRED sf = 1 236 DISSIPATOR DIM. ( ) -
` m H N 4 a F-C8 O~ SURFACE REQUIRED (sf) - 1,061
PLACE 2 ~8 Y BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 2 ~ rn o rr ~=~z'" * TA LE NOTES WIDTH AT PIPE EXIT RIP-f x~am AND OVER WITH A MINIMUM OF 3 COVER AND A LENGTH OF 6 LES5 THAN yF aw B RIP-RAP CLASS = CLASS B STORAGE REQUIRED (cf) = 7,144 _ STORAGE REQUIRED (cf) - 6,133
z~ r w PIP ~ o°M °CO~ ~ = NTH + E o >,z ENDWALI LENt3TH. o ~ END OF APRON WIDTH LEG * TABLE I~ * DIMENSIONS AT CREST = 130' L, 70' W, 3' D ,
~ DD z~> DIAMETER TABLE NOTES WIDTH AT PIPE EXIT DIMENSIONS AT CREST = 90 L, 35 W, 3 D SURFACE PROVIDED sf = 9191 ~
~ <H ~ CONSTRUCT BOTTOM SLAB WITH FORMS. n.o * END OF * WI TH =LENGTH + PIPE ( ) _ ~ END OF APRON D SURFACE PROVIDED (sf) 3,150
a mz o DIAMETE DO NOT INTERPRET WALL THICKNESS (T~ SHOWN FOR THE THICKNESS DIAMETER STORAGE PROVIDED (cf) = 23,772 ~ STORAGE PROVIDED (cf) = 6,561
ACCEPTABLE, BUT IS USED IN COMPUTINQ ENDWALL QUANTITIES. # OF BAFFLES = 5 _ ~ N
WHEN THE CONTRACTOR ELECTS TO U8E A CONSTRUCTION JOINT AT THE BOTTOM # OF BAFFLES - 5 W z
OF THE PIPE, PLACE BAR "X" DOWELS IN THE BASE AS SHOWN ON PLANS. e We RATIO = ~ z ~ L / 5.27 _ ~ 0 ~ Le / We RATIO - 0,61 0 -
A SPACE BARS APPROXIMATELY yl 12" CENTERS UNLESS OTHERWISE DIRECTED W U ~ W WEIR LENGTH = 16 (RISER)
O Y THE ENQINEER. J N zm B ¢~E. WEIR LENGTH = 6 W ~ °C SKIMMER SIZE ORIFICES = 3" 3" „ a vUi
~naClz LLN~ ~ ~ WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM N W a / / SKIMMER SIZE/ORIFICES = 2 / 2 m w w °
~ m H OF THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH. z J , ~a SKIMMER # 1
~ I n n ~ W SKIMMER # 5 0
~ C USE CLASS B CONCRETE. O v ~°~m~•~ ~ DRAINAGE AREA (ac) =x.1.2 = w DRAINAGE AREA (ac) 1.3 N a
orz °JWw ,m ~ ~ _ . 7 4.2 = ° Q10 (cfs) (.60)(6 ) 1,7 = _ a Q10 (cfs) (,60)(.67)(1.3) - 0.5
o °JN~ SURFACE REQUIRED (sf) = 2,545 _ ~ p
M H ~ r" O O ; SURFACE REQUIRED (sf) - gpg z
m~I- ~=W~ m a F- W ~ STORAGE REQUIRED (cf) = 14,706 STORAGE REQUIRED (cf) = 4,670
' t7 ~ rn m a roCO~ W~~ = 50'L 105'W, 4'D ~ ~ ~ m AVG. DIMENSIONS AT CREST ~ DIMENSIONS AT CREST = 65 L, 36 W, 3 D
o ~o ~ O =
< ~ ~W ; N m y c~ ac MORTAR OF GROUT STABILIZE SURFACE PROVIDED (sf) = 5,250 _ TABILIZED SURFACE PROVIDED (sf) - 2,340 S ~
~~MO ZG~~IA z ~ W z STONE CHANNEL LINING, LIMI1 STORAGE PROVIDED (cf) = 14,712 _ ° IING, LIMITS STORAGE PROVIDED (cf) - 4,779
y0 O OF BAFFLES N
~ ~ AS INDICATED ON PLANS rn LANS # 2 OF BAFFLES = # 4 f J
,3. . ~ . ~ Le / We RATIO = 4.52 _ ° w Le We RATIO - .7 „ ~ Q / 0 2 a
WEIR LENGTH = 12 ~ °
WEIR LENGTH = 6 0.
' EET 3 OF 9 SHEET 3 OF 9 `J ~ SKIMMER SIZE ORIFICES = 3" 2.63" ~ / / ~ = 0.938 SKIMMER SIZE/ORIFICE 2 /
838.01 ' ~ ~ cy. z - 838.01 6 N -
• PROPOSED * I = .67 FOR Q10 CALCS PER ORANGE CO. EC SKIMMER # 6 'OSED ~ ~
MANUAL DRAINAGE AREA ac = z ~ ( ) 0.9
- CHANNEL JNEL * C = .60 ASSUMED FOR Q10 AND Q25• WORST m ' 10 cfs = .60 .67 .9 = ~ N
z INVERT ~ ~ Q ( ) ( ) 0.4 ~T PACKED BARE SOIL
~ ~ NATION ELE ATION * DIMENSIONS PROVIDED ARE TO WEIR CREST; SURFACE REQUIRED (sf) = 531
ADDITIONAL DAM CONSTRUCTION SHALL PROVIDE A f = STORAGE REQUIRED (c) 3,067
MIN. 1 FOOT ABOVE CREST.
GEOTEXTILE * DIMENSIONS AT CREST = 50' L, 36' W, 3' D BAFFLES SHALL BE EVENLY SPACED WITH MIN. 9
s ~ FABRIC FEET OF CLEARANCE BETWEEN EACH. SURFACE PROVIDED (sf) = 1,800
* 4-INCH STORAGE DEPTH INDICATOR PIPE SHALL STORAGE PROVIDED cf = 3,564
O BE INSTALLED WITH MAINTEPdANCE MARK 1 FOOT
' L•J ~ i ll_.1-y ~ N--- ~ Ll__J_--J , BELOW THE WEIR CREST # OF BAFFLES = 3
*SKIMMER SIZE -SIZE OF APPARATUS Le / We RATIO = 0.61
Z N - ORIFICE SIZE -SIZE OF FIELD CUT ORIFICE ~
8 ~ a SEE FAIRCLOTH SKIMMER MANUAL AND DETAILS WEIR LENGTH = 4
0 OR CALL 919-732-1244. ~ - 0.813" ~ SKIMMER SIZE/ORIFICE - 2 /
m Z U o
~ - ~ ~ ~
t ~ L~ ~1 L ~ ~`~1
SEE BRIDGE CONSTRUCTION, DETAIL v ~ ~ s a~
~ A R ~ ~ - ~ ~NA n 'o 2 9 ~M ~ s pro El PR ,
i U ED
INIAT WIDTH AS D C ED ~ - ~rA~ AS f°R G ~ ~ LE Z OT Q ~,r N .~ORMWATERBFv»,, - C ~ ~ v
ON PLANS ~ 0,' c
. a O
~ ~ OVERBANK AS ~ N ~
CONCRETE WALL CONSTRUCTION EL. 631,00 ~ 10 MIN. INDICATED ON
~ 1. WALL TO MATCH APPROXIMATE SHAPE OF PLANS 3:1 MAX, t~ o
PROPOSED CHANNEL. ~
2.12"MINIMUM WALL THICKNESS. EARTH FORM RTAR OR GROUT ~ MO ~ ~
TRENCH INSTALLATION IS RECOMMENDED. STABILIZED STONE
CHANNEL LINING 5; 6' pE
~ WATER OR SLURRY MAYBE UTILIZED TO ~ SAO z Sl OP ,1 o E 5 N-
MAINTAIN TRENCH WALLS. '2 GEOTEXTILE ~
3. CONCRETE SHALL BE MINIMUM 3000psi FABRIC
AIR-ENTRAINED. 0
nri"irnnnr~arn~T c~Trri ~iiAil l~/1r`ICICT ~1C 111
~ 4. KtIIVr VKIJtIVI CIV I J I CCL JfI /iLL lJ viv Ji.~ i \-/I ff -r EL. Ff T EL. 623.00- U \,--J-EL. 623.00 MATTING TYPE - P300
RE-BAR, TIED @ 12 O.C. BOTH DIRECTIONS.
REINFORCEMENT MAT SHALL BE INSTALLED AT AT BOTTOM STAPLE PATTERN - E
THE APPROXIMATE CENTER. EL. 626.00 EXTENTS - AS SHOWN ON PLANS
CHANNEL CROSS SECTION AT = ~ p
g TYPICAL CONCRETE CUT OFF WALL PEDESTRIAN BRIDGE GEOTEXTILE STABILIZED CHANNEL y

CONCRETE BLOCK CATCH BASIN
CHANNEL INSTALLATIQN NOTE: V W TOP IE OP VIEW No, 57 WASHED STONE FILTER 1
STRUCTURAL STONE SHALL BE POST
(CLASS B) STONE FOR EROSION I T FEN E SL C ~ P ~ ~ SILT FENCE ~ ~ 1 ~
1z' CONTROL PURPOSES, "H~.. ' .,t SEDIMENT
c~ SEDIMENT CONTROL STONE SHALL ^ ~ STORAGE ~ , L^:`w, ZONE tl0]EL
NaRTH ~ ~ •t:~''~~•; ' 1. AT END OF PROJECT, CATCH BASIN CAN
AMERICAN clSam) BE N0. 57 STONE. 4' -q' .,d~~; • ; ~'P't,,''>~ BE RAISED AS NEEDED PLUGGING OPEN CWRSE OF BLOCK WI1H MORTAR. f V,
~ REEN . G } ® I ~ (15 ate) :.;'r•;~'"t„"';~~^ 2. RISER CAN BE BUILT AS A STANDARD
~ ~ ~ f I ~ +r ` Y.' °•t . ~ CATCH BASIN/JUNCnON BOX (WITH WEEP HOLES IN RECEIVING WALL AN DBE
~ " • • . ' ' SILT FENCE / UTILIZED AS SUCH WHEN PROJECT IS STABLE. SILT FENCE CULVERT b~' ~
NEEDS TO BE PIPE 4" GALVANIZED HARDWARE 3. IF DRAINAGE AREA IS OVER S ACRES I \ CLOTH W/ t/2` GRID THEN THIS STRUCTURE NEEDS TO BE WIRE BACK TREATED AS A RISER STRUCTURE AND
~ ~ (tbbom) SEDIMENT • i f CONTROL 1' - 6" MIN, ALL RELATED INFORMAnON NEEDS TO ~ ~
f I ~ ~O STONE * ~ ~ BE SUPPLED. (TRASH RACK, ELEVATIONS, ~jv AND ANn-FLOATABLE) N ti
f ~ ' W 4 RR N IN WI , SU OU D OPEN C TH YARD INLET L PERSPECTIVE VIEW PROn:cnoN. - ~ ~
' ff '.ra,'^a.' 'z' (10 aml 1 18" AX. N
r l r3 18 Dp 1 ~ DEEP PROPOSED „ O ~i D~ GALVANIZED HARDWARE FlNAL GRADE ~
TRUCTURAL I I cLOTH I/2` x I/z` GRID u: I ~ 0 1~ - 6" oLD SEDIMENT STORAGE IDNE pgop ~1 _ VJ
~ STONE 1' - 6" . _ y ~ Sam-tlacmJ 3:1 SLOPE MAX FLOOD STORAGE ZONE OSED MAX FENCE (TOTAL BASIN CAPACITI~ 0 STRUCNRE TOP
ti^+ ti F ~R ~ ~ ~ '~o W
- FRONT VIEW SEDIMENT - - >r W 0 W T RA ~ Z ~ ZONT VIE s o cE - ,,o' MIN
_ W= o z Z
' ` (lam-1xm . I I Flow c7 r T.o' Z -
(15 cml r. . FUTURE STORM 1'~. W - tt^~~ ~ b GRAIN PIPE / ' ' COW N
y-~~~ ~ ' ' ' ' ' SILT FENCE OUTLET DETAIL Y 1.5• ~ ~ ~ _ pp'~Q~
~ 4 P NG K INCLUDIN ANY NECESSARY APPLICATION OF LIME. FERTILIZEiF, AND SEED, NOTE; NTS FLOW ~ In ~ CULVERT - - - PIPE W N " W "
1. PRE ARE 501E BEFORE INSTALLI BEAN ETS, G WHEN USING CELL-O-SEED DO NOT $EEO PREPARED AREA CELL-O-SEED MUST BE INSTALLED WITH PAPER BIDE DOWN, SILT FENCE BAFFLES (TYP,) W ~ Y
Z. BEGIN ~tT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKEF IN A b" (15Cm) DEEP X b" (15cm) WIDE TRENCH WffFi APPROXIMATELY 12" 3Dum) OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION DF THE TRENCH. ANCHOR THE (SEE STD. No. 4.03) I- W yQ LL - T _ ~
B NKET W H A ROW OF STAPLES STAKES APPROXIMATELY 11° 30crn) APART IN THE BOTtD41 OF THE TRENCH. BACKFILL ~ R TH T FT STAPLING. APPLY SEED TO COMPACTED SdIL AND FOLD REMAINING 12" (3Ocm) PORTION Z N N CONCRETE FOOTWG PAD ~
AND COMPACT E RENCH A ER DF BLANKET BACK OVER SEED AND COMPACTEp SOIL .SECURE BLANKET OVER COMPACTED SOIL WITH A ROW DF STAPLE6/STAKES o~Q~ No. 57 WASHED STONE FlLTER LA10 AGAINST HARDWARE CLOTH (1 : 1 MAX. SLOPE) z Q ~ O ~
SPACEfl APPROXIMATELY 12" (3Ocmj APART ACROSS THE WIDTH OF THE BLANKET. O''~~ CLEAN OUT PANT (1/2 DEPTH SEDIMENT STORAGE ZONE) X ~ ~J~
J. ROLL CEMER BLANKET IN DIRECitON OF WATER FLOW 1N BOTTOM OF CHANNEL, BLANKETS W1L1 UNROLL WITH APPROPRIATE SIDE. AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING 5TAPL.ES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN"THE STAPLE PATTERN GUIDE. WHEN t1SING OPTtONA1 OOT SYSTEM'", St LES/STAKCS SECTION VIEW ,J ~ ~ -
SHOULD BE PLACED THROUGH EACM CF THE COLORED DOTS CORRESPONDING TD THE APPROPRIATE STAPLE PATTERN. z ~ _ ~
4, PLACE CONSECUTIVE BLANKETS END AVER END SHINGLE STYLE} WITH A 4"-fi" (1Dcm-15cm} OVEALAP, USE A DOUBLE RDW DF 4' tOc APART AND 4' 10cm ON CENTER TO SECURE BLANKTTS, .z ww0ui
STAPLES STAGGERED ( ~ } FULL IENGTN EDGE OF BUWKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WTfH A ROW OF STAPLES/STAKES APPROXIMATELY azc7Z a0-0 ==J=
1Y 30Cm} APART IN A 6" (15cm} DEEP X 6" (15cm) WIDE TRENCH. BA,CKFILL AND COMPACT THE TRENCH AFTER STAPLING. 24 WEIR OUTLET ( SAME SIDE AS Z UaWa
OVERLAPPED APPROXIMATELY 2"-5" 5cm-12.5em DEPENDING DN BLANKET TYPE) AND STAPl.EO. 60" a, AOJACENF BLANKET5 MUST ~ ( ( BEING INSrAU.ED ON TOP EvEN PLATTED ORIFICE VERIAPPING BLANKET BLNJKET „ TO ENSURE PROPER SEAM AUDN„EM, PLACE THE EDGE OF THE 0 ( j 42 RCP oWOW
WITH'THE COlOREO.SEAM STITCH ON THE BLANKET 9EINC OVERLAPPED, I I Mw~w
7. IN HIGH FLOW CHANNEL APPLICAITONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9m-12m) INTERVALS, USE I I A DWBLE ROW OF STAPLES STAGGERED 4" (TOOm) APART AND 4" (iDcm) ON CENTER OVER ENTIRE WIDTH OF THE CHANNEL. 8 TYP. I I ~mxr m ml-~~
A " ~ I I 6. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED W~ A ROW OF STAPLES/STAKES APPROXIMATELY 12 (30cm) APART I I
IN A b" 15cm DEEP X 6' 19vm WIDE TRENCH, BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. I____I ~ 4 ) ! ) A I I
NOTE I
~ 6 c CRITK;AL POINTS a HORIZONTAL 5?APLE SPACING SHOULD BE ALTERED ~ " I 60 9 IF NECESSARY TO ALL04~ STAPLES TO SECURE THE " I A. fNERLAPS AND SEAMS CRITICAL POINTS ALONG THE CHANNEL SURFACE, 12 X 12 HOLE I I
B. PRQIECTED WATER LINE C. CHANNEL BOTTOM/SIDE IN LOOSE SOIL CONDTfIONS, THE USE OF STAPLE WITH ORIFICE ~-*--T-t 0
A SLOPE VERTICES OR STAKE LENGTHS GREATER THAN 6 15 orn}} MAY PLATE (ON INSIDE o~
B Y OA THE LANKETS. C BE NECESSARY TO PRQPERL ANCN 8 OF STRUCTURE
`,j;• ' 14648' HIGHWAY 41 NORTH, EVANSVILLE, INDW~A 47725 "O ET ~ N
usa i-eoD-n2-2oaD CANADA 1-soD-44s-2040 9 OUTL www.nagreen.com ORIFICE w p
STD. GRATE ~ 0~
o U _
12 EL. 607 25 W ~ ~
24° WEIR OUTLET i _ a ~ m w w ~
-i I IF- - -~1
N i i II 48 iii 4" _ I I ~L_____J~ fl. 604.25 0
8" x 8" HOLE I I I I I I N Q
I I I I N
I I 15" x 15" x 3/B" I I GALVANIZED STEEL
PLATE WITH 4 - 3/4" ~ 0 Z
~ STAINLESS STEEL I , "
I ANCHOR BOLTS 1"0 l a l--I ~ 42 RCP I 18 ORIFICE FLUSH WITH I EL. 603.00 m
STRUCTURE INVERT,
6"-~
0
9"0 ORIFICE ""T 8
GRO(JT O ~ H Q
I D
WEIR BOX 0
N.LS
v, 0 z ~
m 0 N
b
„ TEMPORARY MODIFICATIONS 60"
~ 48 FOR EROSION CONTROL TEMPORARY MODIFICATIONS TI 48" ICA ONS MIN ORARY MODIFICATIONS
MIN MIN FOR EROSION CONTROL N) TROL FOR EROSION CONTROL
I I 1. FIRST FAIRCLOTH SKIMMER I ATTACHED TO DRAW DOWN PIPE. I 1 ~+~oc 1. FIRST FAIRCLOTH SKIMMER SKIMMER i i " 1. FIRST FAIRCLOTH SKIMMER
I I 8" TYP. Ma GATE VALVE OPEN DURING i i 8 Tom' ~Y ATTACHED TO DRAW DOWN PIPE. I I DOWN PIPE. ; ; 8 T~• Y RA°` ATTACHED TO DRAW DOWN PIPE.
I I GATE VALVE OPEN DURING I I CONSTRUCTION, SECOND FAIRCLOTH JRING I I GATE VALVE OPEN DURING 0 IMER SIZE PER + I----I CONSTRUCTION. SKIMMER SIZE PER
I----I SKIMMER ATTACHED TO 6 INCH + I--__I ~ CONSTRUCTION. SKIMMER SIZE PER 8 I ' ORIFICE. SKIMMER SIZE PER i _ Z SEDIMENT TRAP TABLE. I I , E. , _ SEDIMENT TRAP TABLE. ~`~7r
I ~ I I - ~ ? SEDIMENT TRAP TABLE. i i ~ ~ I , oo z ~d ?,i,j I I ~ ~ ~~,~f,~ r AV
~ ~ ~ ~ I 2. ALL FLOW TO BE THROUGH S ' 2. ALL FLOW TO BE THROUGH I _ _ SKIMMERS OR OVER SPILLWAY. THROUGH ~ 2. ALL FLOW TO BE THROUGH s~ ~ SPILLWAY. t_ _t SKIMMERS OR OVER SPILLWAY, fl~N fUQ~
t- -fi t t SEAL ALL OTHER ORIFICES DURING SKIMMERS OR OVER SPILLWAY. 'ICES DURING SEAL ALL OTHER ORIFICES DURING Mfr ~~YsJ~~•. V ~'~S~ ~;~rt , - p
SEAL ALL OTHER ORIFICES DURING CONSTRUCTION, IT IS RECOMMENDE RECOMMENDED ~ CONSTRUCTION. IT IS RECOMMENDED C°~t)~r~,y'~~,~t.l~Ib c
CONSTRUCTION. IT IS RECOMMENDED TO FIELD FABRICATE THE 1 ORIFICE THE 1" ORIFICE TO FlELD FABRICATE THE 1 3/8" v~~r.~,~~r •o
TO FIELD FABRICATE THE 1.5" STD. GRATE WHEN SKIMMERS ARE REMOVED, STD. GRATE ORIFICE WHEN THE SKIMMERS ARE REMOVED. ORIFICE WHEN THE SKIMMERS ARE o STD. GRATE REMOVED. N U c
" ~ r p 18 x18 x3/8 U
18" x 18" x 3/8" REMOVED. 18" x 18" x 3/8" GALVANIZED STEEL ttS
~ GALVANIZED STEEL GALVANIZED STEEL PLATE WITH BUTYL PLATE WITH BUTYL PLATE WITH BUTYL Z ~ J rn
T WITH 4 - SPILLWAY EL 647.25 I I GASKET, WITH 4 - I SPILLWAY EL 623.75 I I GASKE , " I , " ~ .75 I I GASKET, WITH 4 - I SPILLWAY EL 618.75 ~ ~ o
I I STAINLESS STEEL SINGLE 6 0 I I I I STAINLESS STEEL SINGLE 6~ I 1 I I STAINLESS STEEL SINGLE 6"0 ; I c p` I I I I ~ ~
I I T ORIFICE I , i i ANCHOR BOLTS ORIFICE I I ANCHOR BOL S ~I I I I I I ~ I I I I ANCHOR BOLTS ORIFICE I I I; .n I I V lh"^, c ~ I I I~.~ ~ I I ~11~,;~114~V n~ ~ I ,~~.~~~I ~~R I I I ' W
I I TEMP - I I ' I I I KIMMER 2 I I I A T I I I I'~n i u~l 1~~ ~~~R 1J~~'~~T~=aC' I~~,
~ I I S 11 I I I 1 I I I I I I I I i i J I NL6l„,~,.+~:,
I I TEMP I~~ i 1 V 645,50 i i TEMP I I INV EL 621.75 I I IN EL , M R ~ I I TEMP I ' I I INV EL 617.25 I I SKIMMER I I
I I SKIMMER 1 1 i SKIM E I I ~ I I°_ o i I - i I I I o _ c ~
I i ~0~ I i i I I I I 1" ORIFICE I i r , ~ ~~~umnu~~ I I I 1 3/8 ORIFICE C
I I , 1.5 ORIFICE I _ ~ L-J I" I - ^1 I I ° ~ I " INV EL. 643,50 I I ' ° 130 RCP INV EL. 620,00 I - '1 1 t o o' I V 1 N i 1 I R N EL. 6 5.50
I 1 1 "J6 RCP I „ ~ 2 I I ~ 24 TYP. MIN ' FEs~lp
~ I I 24" TYP. MIN I I 24 TYP. MIN - EL 642.50 - EL 619.25 - EL 613.00 ~ ~ Q ~'s
„ 20' g" ~ 20' 6 ~ " 6,~ ~ 40' _ SEAL =
3" DIP DRAWDOWN 3 DIP DRAWDOWN 3" DIP DRAWDOWN 1 PIPE EXTENDED TO EXTEND BASE TO
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C0.0 EXISTWG CONDITIONS/DEMOLITION PLAN
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C1.0 SITE PLAN
~ C1.1 SITE PLAN
ABC AGGREGATE BASE COURSE ~ EXISTING CURB INLET C2.0 UTILI i "y' PLAN
ALUM ALUMINUM ~ EXISTING CRATE INLET/YARD INLET
B-B BACK TO BACK Q EXISTING FLARED END SECTION ¦ 27603 C2.1 UTILITY PLAN
I BOA BLOW-OFF ASSYMBLY ~ EXISTING FIRE HYDRANT
tiy0
' C&G CURB AND GUTTER ~ EXISTING BLOW-OFF ASSEMBLY ¦
' EXISTING GATE VALVE ' CFS CUBIC FEET PER SECOND ~ ~ ¦ ~6-3600 C3.0 GRADING & STORM DRAINAGE PLAN
- URB INLET EXISTING REDUCER CI C p C3.1 GRADING & STORM DRAINAGE PLAN
CL CENTER LINE ~ EXISTING WATER METER
CO CLEAN OUT O EXISTING WELL C3.2 STORM DRAINAGE TABLES
COM COMMUNICATION EXISTING MANHOLE
N R TE EXISTING CLEAN OUT CONC CO C E ~ C4.0 PLAN AND PROFILE
DCV DOUBLE CHECK VALVE a' EXISTING POWER POLE
DDCV DOUBLE DETECTOR CHECK VANE l EXISTING CUY WIRE Q~~~'sdV~p C4.1 PLAN AP~J PROFILE
DI DROP INLET ~ EXISTING TELEPHONE PEDESTAL I MQR 2 9 2005 rJ C4.2 PLAN AND PROFILE
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EX EXISTING
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FH FIRE HYDRANT NEW FIRE HYDRANT
FM FORCE MAIN ~ NEW BLOW-OFF ASSEMBLY ~ C4.5 PLAN f PROFILE -SANITARY SEWER OUTFACE
T NEW GATE VALVE
FT FEE N f/
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A VANIZED ~ NEW WATER METER GALV G L /
GATE VALVE I'1 NEW TEE CV C4.7 PLAN A~!C~ PROFILE -STORM OUTFACES
L LENGTH I-I NEW PLUG
LF LINEAR FEET ~ NEW MANHOLE C4.8 LEBANC~' ROAD WIDENING
LP LIGHT POLE 00 NEW CLEAN OUT R~ E
~E S MH MANHOLE ~ f~M ~ C5.0 ERQSIO~: CONTROL PLAN - PHASE'A'
PAVE PAVEMENT BENCHMARK
' PP POWER POLE Y0 C5.1 EROSION CCJNTROL PLAN -PHASE 'A'
' ~ 1~ BLOCK AND GRAVEL INLET PROTECTION ' w' PVC POLYVINYL CHLORIDE ~ 1~
R RADIUS rrr C5.2 EROSION CONTROL PLAN -PHASE 'B'
R/W RIGHT-Of-WAY SILT FENCE INLET PROTECTION
RED REDUCER C5.3 EROSION CONTROL PLAN -PHASE 'B'
RPZ REDUCED PRESSURE ZONE _ _ EXCAVATED INLET PROTECTION i
SS SANITARY SEWER I C5.4 EROSION CONTROL DETAIL
STA STATION q
TDD TEMPORARY DIVERSION DITCH ~ ~ ~ ~
t h C6.0 DETAILS
TEL TELEPHONE ~ SEDIMENT BASIN
T MP RARY SEDIMENT BASIN SCALE: 1" = 50G' TSB E 0 C6.1 DETAILS
N R R UND \ RISER BASIN UG U DE G 0
W/L WATER LINE
'i ROCK DAM C6.2 DETAILS
WM WATER METER
WV WATER VALVE C6.3 DETAILS
SFO YI YARD INLET SILF FENCE OUTLET
- -G - - EXISTING CAS LINE C6.4 DETAILS
- -COM- - EXISTING COMMUNICATIONS LINE
- 'T- - EXISTING UNDERGROUND TELEPHONE p' U C6.5 DETAILS
- - UE- - EXISTING UNDERGROUND ELECTRIC ~a`
C6.6 DE?,AILS
- - E - - EXISTING OVERHEAD ELECTRIC
- - 4V - - EXISTING WATER LINE > > ~ ~ ~ INC.
- - Flvt- - EXISTING SANITARY SEWER FORCE MAIN ~ s
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EXISTING STORM DRAINAGE
NEW STORM DRAINAGE 587 t ~S~DF~ ~ S~
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/ / ~ / rl.I I 11 fII tll~ / / I / / ~ 1 eo/ / , II I r-/ / ~ 11 ~ - I/ / ( l/ / l / ~N ,~~ll 1l IIII / / /ll I, 111 \ \ \ ~ NannN tiel Tar„ \ \ I 1 D SEPTIC FIELDS TO 6!610 I EXISTING WELLS AN
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//i \ 1 ~ ~ / (~II~---- _ 1\\ 111 ~ , i / r 11 / / \1 1 ' ~ ~ 1 1 NC DEPARTMENT aF ENNRONMENTAL GENERAL NOTES ~ \ 1 MANAGEMENT REQUIREMENTS ~
g r' N ~ \ ~Q \ 1 III 1 1 l1\~/__-- ~ -~~1 )I I / ii ~ 111 / ~ 1 1 ~ \ I 1 c 1 l 1\ III ll ~ / I I ~ 1 1 Y I 1 1, EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND ABOVE, ARE BASED ON A FIELD SURVE ~ I I I AND THE BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTORS SHALL LOCATE ALL EXISTING UTILITIES,
X18 . ei.1 \ I 1 V A I ~VA~v v ~ 11 1V Il I I( / ~ / / I I I ~ ~ \ o \V A \ \ v _ v v ~ \1 I 1111 II N J5'J379' f ~yV 1 1 1 1 V~\ V A A_ A~ A~ 11 I I I I b 1 1 ~ \ l I I I I Town of Nabana I I I I UNDERGROUND LINES, AND STRUCTURES AS NE~rcSSARY TO AVOID DAMAGING OR DESTROYING EXISTING SERVICES. ~ N
r1~ RtP 17m \ 1 1 \ \ ~ \ \ , \ \ \ \ l i l i lI I// I / / / / / / I I rnr ,n turned ~ 1 \ \ \ v vv vv vv ~v 1 I I I I' q 1111 I/ /1I ~ ~ / / / / / / - ~ 1 I 1 1 1 1 I w z
lnv. ar 666.61' ? \ \ \ \ \ \ \ I \ ~ / I I I I 1 1111 1I l / / / / / / / l I 1 .~W ~ h i l l A vv\v vv v v )A11 ~///~,h/ ~ 1 Il/j//!l/ / i~ 1 ill I 11111 ~ 0 II 2. CONTRACTOR SHALL CALL NORTH CAROLINA ONE CALL 1-800-632-4949 AT LEAST 48 HOURS PRIOR TO F ~ z N ~ll~l zo 0-
F ~ / 1 \ V A v v v V v vv v v 1 / / / //e.~/ II I I~ llI / ~ / / ~ / ~ , h~ ~ • v I l 1 l l 1 I 1 1 1 v v v IIII i/ / / / ll lull / / / ~ l1 1 1 ( l ~ BEGINNING CONSTRUCTION OR EXCAVATION ON SITE TO HAVE EXISTING U1ILITIES LOCATED. CONTRACTOR TO w v 1 ~ ll 1 ` CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN INDEPENDENT LOCATOR SERVICE. CONTRACTOR SHALL w ~ m
a ~ 1 1 \ l ( / / l/ / 's I 1 1v 1 > I II Ill //l ~ , / 11 1 „<n 1 1 1 1\\ 1 ~1 I l l m l l I I III) l/ l l lI l l / _ v 111 ~ f 1 / I / 1 I 1 IMMEDIATELY REPORT ANY DISCREPANCIES TO THE ENGINEER. ~ z ~ 1 ~ a N
,P_~ I A 1 1 1 1 I 1 I ~ )1 /I I /I, ,/I l/ l I / v 11 5.inq / \ \ V A \ \ 1 ~ I I I I l 1 I ~ ~ / l / I 1 l I I / / / / / / / _ A \ 1111 m
r, / 1 1 1 1 ~ I , I I 1 IIII ,d/ / I ~ / v v 11 \ I nW,r ~ / ~ 1 V A \ \ 1 1 1 u I I 1 I I I ( Pond •A• ~ 1 I I / / / / / / A \ VA \ ~ ° 1 1 \ \ 1 I I ~ I I 1 ~ ~ 1 Watr der. 629' / / / / / / / / ) \ ~ A \ 3. ALL DEMOLITION AND ANY SUBSEQUENT CONSTRUCTION SHALL BE P F RMED IN ACCORDANCE WITH THESE ~ w ~ \ \ ~ ER 0 w ~ 1 \ ~ PLANS AND SPECIFICATIONS SET FORTH BY THE CITY OF MEBANE CONSTRUCTION STANDARDS.
~0\ ! 1 \ \ \ \ \ \ 1 I I I P t 11 111 1 ~ / / / / / / / / \ \ \ \ \ ~
~ ~ / 1 ~ v v v v 1 1 1 ~ v 1 vvv v Iii 11 I v v 19. 1 l \ \ \ 1 ~1 I 1 \`~\1\ \ \1111 ~(///I I / I / / \ \ 1 1 1 1 ) II 1 1\ 1 1) 111 1, , 1 1 Illll I l 1 \ \VA~ ~ o \ 4. THE CONTRACTOR IS RESPONSIBLE FOR OBTAIN,NG ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ~ ~
,9 1 1 1 1 ,TRESTO I I I I 1 V AIIII III 1111. 111111 I I I/// / I, / v v llV A11 !I 1 1 1 I I I I°I I v A I ? III ~ ~ III Ill/ I l / / / / 1 / ~ ~ ~ 11 \ / 1 \ \ ACCORDANCE WITH PERMITS AS ISSUED, AND ANY AND ALL APPLICABLE STATE COUNTY AND LOCAL CODES. ~ Q
~ 1 1 1 1 BE RE~tO D I V 1 I I l l 1 111 J l l l I / / I 5 ! I V A\ 1 ~ ~ ~ 1 II i 1 ~ t~l I / //l1 / JS \ ~ ~ ) a l I c I r v I I 11111 v 1\ e Q/ 1 1 1 ~I ~ I I K I v 1 1111 ! 1 1 1 1 ,II I l l/ ~ A A 1 I VA A N 1 \1 5. THE CONTRACTOR SHALL OBTAIN AND PAY ALL INSPECTIONS, CERTIFICATIONS, AND OR ANY OTHER
ti 11 , ~ I ~ I 1 1 II I I I 1 1 I I it I l l v A l 1~ / h l I t 1 s l l I 1 I v 1} I vvv 1 1. ~I 1 II 11111 l/ I/ , / 1 1 1 I, / N \ 1\ Ir REQUIREMENTS WHICH MUST BE MET UNDER CONTRACT. 0
I I 1 1 1 1 I 1 1\\ v 1 1 ~t E~ ~ 1111 I I I I / / y v 1 V I I ~ / l ' I 1 1 IIII 1 A v 1 I v ~v 1, .1 II Ill// I/ ll „ / / / I I I 1 ~ ~ 11 1 z r+ 11 1 TO BE DEMOUSNED ANO ~ ~
1,// t 11 1 l 1 V 1 11111A~ V 1 III( I// II / l \ 1'^ 111 ~ I \ 1 I 1 \ 1\~ ~ I I I//i/ I l / ! 1 1 1 1 1 1 I I I I I ~ 11 1 vyv vv 1 1\ VA I I) I l l / / 1 I 11 1 1 11 1 pRpp~Y aSppgp 6. ENGINEER AND/OR OWNER DISCLAIM ANY F„~~ THE CONSTRUCTION MEANS AND/OR METHODS ASSOCIATED
~ / / / 1 A 1 I I 11 1~ I I\ ,v 1111 ~ III II lIl(( ~,,//ll / I 1 111 1 ~ 4 1 1 IIII 1 1 vvv 11 1 1VA\VA~ I Ill l °~i° , l ) v\ m~ \ 11 1 ~ } 1 11 ~ WITH THE PROJECT AS SET FORTH IN THESE PLA,~,~. m N
20 . ~ l~ 1 \ \ 1 I I I I tl 1 \ ~ IIII 11 1 11 1 1111 I I / l 1 / / / / 1 c 1 \ ~ 1 1 1 1 1 l R 1~~11 111\\\ 1, II ll 1 I/ / 1 ~ ~,I~. 1~ IJ 11 l V A I I I I I \ 1 ~ 11 I I \ 11?I 11111 11 1/ ~ I s. 1 1 ~I \ \ ~ 1 s, \ ~ 7. THE RELOCATION OF ANY UTILITY SERVICES RECrUIREO TO COMPLETE ANY PORTION OF THESE CONSTRUCTION to 0
Woodond Heigh4 ~ \ I I I 1 I \ 11 11 \ 1 I I ~ III I I / / \ ~ \ . eeotloe ek ~ 1 \ 1 \ \ 1 \ \ \ 1) - 11 \ 1 1 \I I III / l III ! / / / / ~ \ I ~ R.e. ee rc. tr I; I 1 \ 1 I\ \o 1 1 I/ i t \11 11 I I 1111 11 I l l l / \ I 1 I ^ \ ~ PLANS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
r 1 EXI TINS 0 EN FE~ICE\ T~ Bt\ \ / / - / \ 1 11 I 1 III III III / i / / / \ r ~ \ FN I~ \ ! I I ) / / - ~ I / i I 1 / / / krua rrees ? ` \ ~ - TREE PROTECTION FENCE
bEM E ~ s SE \ / / ~ / 1111 I I , ?I I ell s I I r 1 ~ , / \ I ; \ 1 I ~ ~ I llll/(l - III`, Il~ll\ 1 1l1 / / , j ~ ~ 8. CONTRACTOR SHALL MAINTAIN AN AS BUILT SET OF DRAWINGS TO RECORD THE ACTUAL LOCATION OF ALL 1 1 ~ PIPING PRIOR TO CONCEALMENT. Z
II ~l \ 1 A) I I i 1 I ~ I I _ ~ ~ i I I I IIII ~ / > /11 I/ A ~ ~ / _ - - 1 1 1 1 1 1 1 1 A\ I I //111 II v I I Irv ,A\ 1)~I/ / / v 1 ;P' N I ~ \ 1 1 1 I 1 al 1 I l/ ~ II I i --~~J III /lull //l~ ! / 2 / 1 l A ~ ~ w
u. 1 \ 1 1 1 A\ I I I 1I I- v l l Il„//lll I/ / A v I I 1 1 1 I I 11// ~ l / r i - ~///lll I I / / l l~ \ 1 1 1 11 I I// I \ ~ 'Jll/ 111 J I / _ \ \ ~ \ - ~ ~ TREES TO BE REMOVED I ~ ~ ~ ~ ~ 1 9. IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS n Q
/ I 1 1 1 1 1 1 I 1 II I l I I I l l / 111 ~ l /l/ 1 II ~ l l/ v v y / iii ~ ~ ~ ~ ~ ~ ~ OF SUCH DEPARTURES AND REASONS TIiEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO ~
94 \ n~ I I 1 \ 1 r a 1 1 ) 11( (t 11 I I ~ I I } > r 1111/ I 1 ~ / 2 .42 CTe ± ~,CIIIalTllri \ ( I 1 t IIl 1 11 r / / Il ll ~ ~ ~ ~ v_ ad _ 1 ` / ~ 1 1 t, 1 11 I I I f I / 1 1) Pond •e• 111 1 I I I 1 \ \ / ' 1 I / 1 I 1 \ ~1 1 III I I ( `1 ~ Ill /i/ 1 / (o~S1A ±M~ \ ~ ~ _ ,Aaey,,,/ DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE EXPRESS WRITTEN PERMISSION OF S / ~ \ ~ ~ ~ , THE OWNER. Z M
1 11 1 / l / ~ \ I ~1 11 / I I 1 1 1 \ 1111 4 1 IIII rr m l 11 woier I l1/ / /IIII v ~ / __I I I ? 1 I I l l I 1\ \1 I I -,ol 1 pK ~r 111 I lr/ I I / l \ i ~
~ / I v ~ 1v Ir/ 1v1 / / 1I / II I I I 11 I 11111 1 1 Ili-- vvv )(I ~i6~ /J / A v~ ~,I I I / I I 1 1 0) I I )1111 II / ~ 1 / / /l l I / I / / ~ v~ ~ ~i,. 10. THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS ~
• lnv~6c1J1~ II i! l 1 I I 1 I f a 1 ~ 1 1 )1 / / V\II 111 I ll //11 I) I ( I l / / 66 ~ / / / ,nr ar 61116 I I I / 1 1 1 l~ I 11 I I// ~ A\ l I III 1 1 1 ° ~ ~ ~ OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES, OR HIS WORK. ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT N i ~ ~ ^ SITE IN A RAN T ~ z ~ , ~ CCO D CE WI H LOCAL STANDARDS. X ~
, I 1 1 I I I 1 I It1! /i / 1 1 1 1 1111 II I1 I ll 11 1 1 1 / ~ / ~ 1 / I 1 1 ll I r r ~ 1111 1 ~ !(I 1111 1 1 1 ~ 1 I ti I I I 1 \1l I.•/e5~ 1 11~\ 1 I 11 I I 1? I / / /
~ ~ 93 I / I 1 t \ /I) 1\ ~ ll /,e 1 111 \ III (IIII I! l I S ~ TING WELLS AND S~PDC FlELD T I I I I/ / I / I i 1 E>aS of 1 g \11 I)\ 11 \1\\ 1 I~~ t a 1! I I r, / ~ 00 W U i ~ 11. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. FEMA MAP NUMBER 37001C0132E, DATED ~ N
~ 1 1 ABANDONED IN A AN~E TH 1 I \ \ / ~ )1 I ~ I I I I 1 \ ~ ~ ( ( / ~ ` l l E s I ~ II BE I I I` 1 111 ( ! I II \\03d I I~\ \ IIII / , / g ~ { I NC DEPARTMENT OF EN RONM1cNTAl. I\\ 1 1 1 111 L 1 1\ I1 1 I 1 I I)I I I\\\\\ C I 1 I / / / " ~ l l i i DECEMBER 22, 1998. FLOOD PLAIN LIMITS HAVE BEEN INDICATED BASED ON AVAILABLE INFORMATION. EXACT
E ~ M NT RE UIREM TS I I 1 1 111 \ I I I! 1 1 I 1 l 1 I \ ( g I MANAGE E 0 I 1 1 1 1 \ \ p \ \ ~ I 1 ~ III) \ \ \ 11 111 I I / I ~ / / / / ~ / / ~ LIMITS ARE SUBJECT TO VERIFICATION. ~ / ~ ~ / /
~ I 1 I 1 \ \ 1111 1 \ \1 III 11 I I / s I 'w I 1 1 \ 1\ \1 \ IIII ~ I l 1o1~x1 I I 1 I / / 11 I l 0,1 1 1 1 1 \ 1 11 \ \ ` \ ~ I \ \ 1 1 11 ~ 1 1 / ~ ~ / 12. SURVEY PERFORMED BY BOSWELI SURVEYORS, DATED 11-14-03 AND REVISED 7-21-04.
/ ~ I I I ~ 1 I 111V (l\\ VA \ - ! 1 1 1 et I \1 I 1 1 / / ~ / B 1 II I I e \ 1 I 1 11 v \ / 1 \ ) I r ~a«ii , \ I / / ~ / ~ DEM LITI N N T ~ ~ , 0 0 OES
192 ! ~ \ 1 \ ~ ) II11 ~ ~ \ \ )1 \1\\ ~~o~~ 111 \ 1 1 1 / / I I~ I I o\ N I I I I\\ ~ 11 1/ t 1 ''fit \ I I I I \ \ 1 I III ~ I I/ \ \ / I I / - ~ / / / 1. THE CONTRACTOR IS RESPONSIBLE FOR FIELC VERIFYING THE ACTUAL AND EXACT LOCATION, SIZE AND
g ~ \ r l l I I 1 v 111) v_ \11 1\vvVA ~v vvvv \ V 1-~ 1 I / I / I MATERIAL COMPOSI110N OF ANY EXISTING WATER OR SEWER SERVICE PROPOSED FOR CONNECTION OR USE ON
) I 1 I I I I \ \ 11 1 1/// \ / \ \1\ \\111 ~ \ \ \ I ~ 1 1~ \ \ 1 1 I I I 11 I V A v11 I/'/ V vv\ \vvvv vvv vv \ 1 1 11 / ~ • rala v I I \ \ 1 1 )%l/ V A \ V~ A A V A\\ ~ V A AA ~ V A V 1 I a I ~ 1 I ( / /I THIS PROJECT. ALL VERIFICATIONS AND DISCREPANCIES SHALL BE A PR T MM N N F s J l DDRESSED TOR 0 CO E CEME T O
B 9\ I a ~ ) EXS DE FENCE III 1 6\\ ^ Q \ I N I 12 I I 1 , ~ 7 .6 / q I I Iil~ \ ~ \ \ G \SJ 1 I I i I N I I ANY WORK. ~I
trRCP ~ / 1 / i 1;U IN BUI ING9<Td BE ~ ~ \ ~ \ \ \ \ I _ ( ~t / I I ~ - z 1 111 \ \ 1 ~ lnr 6~¢e9 In , ~,d 1 wNl 4 t ie I I EM~~ A D D PD$ D I A lll~ j \ v ~ ~ V~ VA V VA VA A V' ~ I I I I 1 1 1 e 2. THE CONTRACTOR SHALL ABANDON OR REM V A ~ J 0 E LL EXISTING SEPTIC FIELDS, SEPTIC TANKS, AND WATER
ranaelela da e , ~ / l P ~ ~ / .,A \ _ 6 vvv \ ~ I 1 ~ ~ ~ lw I I / I I 1 t A V 11/1I~/~ ~ v` v ~ vvvv VAV, L~ I m ~ I I I I ~ I I \ ~ ~ \ - v ~ ~ ~,v vvv vvvv v ) IJ I ~ -~--I ~ WELLS IN ACCORDANCE WITH NC DEPARTMENT OF ENVIRONMENTAL MANAGEMENT REQUIREMENTS. _1 / / N
1 11 / i t I I \ v v v v v _ lea 1 .vvv` vv , -r i t I I $ ~ 11 \ I I I I f I I \ \ \ \ ~ ^ \ \ - ^ , ~ ' u~ ~ ~c ~ I I I I I t 1
r~•o7. I I I I x I I i \ \ \ ~ \ ) l1I % • M dfµ \ / ` n >ry-~ 1 I I I I ' a 1 I f 6$ 1 I ~ 3. CONTRACTOR SHALL FIELD VERIFY THE DEPTH OF UN I , 65~ EW DERGROUND ELECTRICAL AND TELEPHONE TO ENSURE ~ ADEQUATE CLEARANCES FOR CONSTRUCTION. IF ANY CONSTRUCTION SHALL IMPACT ELECTRICAL LINES AND OR
g a `3 I I w l I I { \ \ \ \ / / \ rC•3B\~ \ \ \ \ \ \ \ _ Welton ; 1-1 ' 1 1 1 ,d, ~r E~ \ I I `I I m ~ E~ I I \ ( \ ~ \ ~ \ ~ ~ 6es ~ \ v\~ ~',q~ lu I , w ItiSY ora 1 m 1 I I : I ~L \ \ s / ~ \ \ $8'T') l7tA 8pg1. 1 1 \ Sy oftl ~ Caner / I I ~ STRUCTURES, CONTRACTOR SHALL CONTACT LOCAL UTILITY PROVIDER TO HAVE UTILITIES RELOCATED. U
~ I ~I r. 1 1 1 ~ A I ~ 1 I I o \11 c
~ 4. CLEANOUTS LOCATED IN AREAS OF DEMOLITION OR SUBSEQUENT CONSTRUC110N SHALL BE PROTECTED FROM =
~ I i I \ r \ I x'°11 \ \ \ \\\\\~11 \~1 ( \ ~ DAMAGE AND RAISED TO FLUSH WITH NEW GRADE. ~
tp /p tar E S11KG ROY~ER A~I ' \ ~ ~ \ \ ~\II ( \ \ \ / ~ I III ~ \ \1 ~ ~II ~ - I s e.'wro• RL 1 I I 1 1 \LI P6~LE\TO~ BE D ~ _ _ \ \ \ \ \ \11 ( 1./ 1 H U c 5. PERMANENT TREE PROTECTION FENCE MUST BE INSTALLED PRIOR TO COMMENCEMENT OF ANY WORK. 11 ~
~ U >r
(Ne ~ 1 1 1 I \ \ 1 \ \ \ ~ 86° \ \ ~ I 1 \ 1 I I / \ \ ~ I 1 1 \ ~ \IIL111 I / 675 \ i ~ \ \ \\11 \\Il II 1 1 - \ - •s D~i~' 1 \ 6. NOT ALL TREES TO BE REMOVED HAVE BEEN SHOWN ON THESE PLANS, CONTRACTOR SHALL REFER TO ~ ~
~N1r~ND \ EXI NG\WE AID C FT~LDS\ 0 \ \ _ _~~s~ _~i / 1 1 \ 111 11 / / \ \ \ \ wd,a c• Howar ~ 50~ RiW1 I ~I \ V vlll \ 1 A 111 II III / - v .;a - c ~ E A ANDbNED IN IICCbRI CE~II 1 1 \ 1 \ \ m1.ee LANDSCAPE PLANS FOR ADDITIONAL TREE REMOVAL WHICH MAY BE NECESSARY IN THI PR T Z water c,~ d S OJEC . ~ ma ~ p
.221 \ 1 \ ` \ I 1 \~~II) f \ \ ~ Beale RBA Horn I 1 wn Oul DE~ARTIaENT ~NVI@ON TAt~ ` _ / " 1 III 1 1 1 / I / / \ os ne vc. ns i ~ ne„ 1 ~ 1 1 ,1 \ \ Beale Ruth Hovard 0.6 PG JIS 7. THE CONTRACTOR SHALL COORDINATE WITH ALL LOCAL UTILITY PROVIDERS PRIOR TO COMMENCEMENT OF c O
1 I MA~JAG~IENT IiE EI~NTS~ \ \ \ ,gmes fl sulk 11\ \ \ as \ 4 l• % l l I ~'F - ' 1 I 1 A ~ v ~ P, A ) \ w I WORK. a~
• ~.i a \ \ \ \ \ I \ l~l ti ~ r0,r C linrard I I \ _ ~ * \ \ ~ ~ ~ / / 659 \ ~ ea ~ 8. PRIOR TO DEMOLITION WORK, THE CONTRACTOR SHALL INSTALL ALL ASSOCIATED EROSION CONTROL
. , \ 1 \ \ ~ \ \ \ \ \ \ ~s ` I I / P! / ~ ti RuM Y7dc Ho•ad II \ \ ~ \ \ ~ eA \ / ~ ,6rP O.l 77G i0. 3M MEASURES AND OBTAIN APPROVAL TO COMMENCE WORK FROM THE EROSION CONTROL OFFICER. SEE EROSION
~v mole 1 \ S-~. ~'C \ (Sd I - ~ ` sraet 4 CONTROL PLANS.
I I \ ~ \ \ ~ 7017 I I I hw.rr er ~ \ ~ \ eDp.$' \ I I I / W.C. Hoard b C.N. York
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~ Gad B~ TREE PROTECTION ~ I = R 0 , F Q ~ S 4
I I FENCE TYPICAL ~ RIWow ~ Slwun McArthur I Roar «Cabum Sfel & Wdur 0.e. feel P0. xe r ` ee~ 0
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100 0 50 100 200
L RED
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1 inch = 100 ft. (q

I I SITE DATA
I I LOT AREA: tm,~. w TRACT 1: 1.29 AC
.w~ TRACT 2: 24.42 AC sue. iwer~`J
_ - - TRACT 3, 5.36 AC
+ TRACT 4: 5,60 AC
TRACT 5: 1.43 AC
~ _ TRACT 6: 1.63 AC - -
- - TOTAL: 39.75 AC i `
~ / PIN NUMBER:
- ~ ~ TRACT 1:9825 47204
~ TRACT 2: 9825-57-2710
~ , ~ TRACT 3; 9825-46.8987 n
~ ~a ~ TRACT 4; 9825-58-1209 n
~ TRACT 5: 9825.58-8211 N a TRACT 6. 9825.58-4466 ~ N
C ~ ~ ~ • ~ i / EXISTING ZONING: R20 ~ 0
~ ~ ~ PROPOSED ZONIG: R8 tt^^ U 0
~ i z / / i ~ VJ / \
/ / ~ Carl Juliu7 Boltkmonn, IV CURRENT USE: UNDEVELOPED ~ ~ U W
D.B. 919 PG t01 / / ~ \ PROPSED USE: TOWNHOMES 0 o W ~ / Z z
y / ~ i ~ y '~0 ~ / ~ . IOV Nr /4d Ur W = o yt arnw,nc BUILDING SETBACKS: C7 Z
( ~w ~ ~ ~ wNewe FRONT ITHOUTSIDEWA :18.5' Z - (W ~ .-~d
~ W- ~ n D FRONT {WITH SIDEWALK). 20 ~ w ~ ~ ~ \ Y
/ / ~ ~ w
i / ( ~ < \ PROPOSED NUMBER OF UN TS; Qo ~ 0 w I 182 Z N v~ v s~\ tiQ N
/ ~ tl F W wx Xx r OWNER DEVELO a a
/ EAR ~ w 6 ~ y / PER. Q / N' ~ 9~ VLM LLC ~LL~LL
/ 0~E / b ~ /4 ~ ~ Z ~ -N 6 410 NORTH BOYLAN AVENUE N ~ ~ GAF . ~ ~
yP~ / y F SUITE 138 Q ,
j RALEIGH, NC 27803 X - ~ ~ ~ N
50' / 919 _ a0~o O ~ tc:,~t.~' r~~ JW-~W ~ ,J - ~ r
ibQfP , Chllof / / I~ , 'V 0.0. l/rX Ur I N / ~ G ~ Z ~ ~ z~ ~
~ ~ 1 PROPOSED ' i'= ENGINEER: ~ ~ „Z ~ ~ WBT[r1ND3 MaN ~ ? ~ BASS, NIXON & KENNEDY, INC. w w 0 w
i• ~ PROPOSED ~ ~ ~ / a g ADO; rr~n1'~ a z ~ z
WETLAND ~ 14 or / ~ ~i ~ ~ ~ ~ 31 I FFER 10405E LJGON MILL ROAD V! Q 0 - 0 31' ~ pE 'B BU ~ Reyno Hatch e« ttEP,~~.'v~~'?f< f rr? = I J I Y Swa+ Pori n ~i Z WAKE FOREST NC 27587 v~ U a w a ~ y ~ ~UAt,;;~, ~
~ Teresa z o~la~ ~ ~ B-8 PA ~91G. 9J B-8 C _ 20 ~ o.a a~» ~c. n3 G~A~~tla S; y ~A ~tVArtRyr~~N~,,, (919 851-4422 o w w
s ~ r I w / ~ ~ ~ ~ J J g w k CONTACT: W. HARRY MITCHELL, P.E. M w o w
CA ~ 'e • ~ ~ , 8' PEDESTRIAN - W F- F- I
i BRIDGB / / / ~ ~ Roperly or
~ ~ ~ Jomee A NClch ~ ' Na~nle BWI Tares V.B. 9 0C. tp
8 ~ ( v
~ ~ ~ a L ~ _I ~ ~ SHEET NOTE ~ S
1 a pox ~ S `18 ~ ~ ~ ~ I _ _ , - wy ` ~ 1. ALL DIMENSIONS ARE IN RADII, TO OUTSIDE FACE OF BUILDING, TO CENTERLINE, CENTER TO CENTER ON STRIPES, ANDIOR TO BACK OF CURB,
/ i ~ I ~ T„~ Mebane UNLESS OTHERWISE NOTED,
~ I ~ r W ~ ~ ~ / I i ~ B.B. sts ro. ~a
~ ~ / ~ i I ~ ~ 2. THE CONTRAC ~ TOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH PERMITS AS
/ ~ ~ I ~ ISSUED AND ANY AND ~ ALL APPLICABLE STATE, COUNTY AND LOCAL CODES. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH THE CITY OF Z N MEBANE CONSTRUCTION STANDARDS. w ~
\ o ~ ' ~ r ~ ~ ~ ~ i i ~ ~ ~ ~ Z
i ~ ~ ~ ~ ~ + ~ ~ o z ° 0 rn 5 ~ 3. EXISTING IMPROVEMENTS DAMAGED OR DESTROYED DURING CONSTRUCTION SHALL BE REP w ~ F LACED OR RESTORED TO THEIR ORIGINAL a
1 , EXISTING POND ~ 's ~ CONDITION, AND TO THE SATISFACTION OF THE OWNER OF THE IMPROVEMENTS. ~ w ~ ¢
I Z U ~ ~ 4. THE CONTRACTOR SHALL OBTAIN AND PAY F ~ m N OR ALL INSPECTIONS, CERTIFICATIONS, ANDIOR ANY OTHER REQUIREMENTS WHICH MUST BE MET v w w
t19 ~ n ~ V ~ ~ ~ i i~~ S / / ~ ~ ~ ~ E \ ~ ~ r UNDER CONTRACT, w ~ D
/ 4 ~ ~ \ ~ ' PROPOSED I 9 ~ ~ i
~ / \ ~ GRBENWAY 5. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR DETAILS OF BUILDINGS AND BUILDING DIMENSIONS, ° o tJ , d ~
o / ? 1 ~ TRAII, ~ ~ ~ ~ 6. ENGINEER ANDIOR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTIG:.~ :BEANS AND OR MET ~ a 0 ~ / HODS ASSOCIATED WITH THE PROJECT AS SET ° ~
~ ~ ~ ~ ~ ~ ~ ~ ~ 8 i ~ ~ FORTH IN THESE PLANS. a v
~ V L 1 ~ i 5 I N
~ r ~ ~ - 7. CONTRACTOR SHALL MAINTAIN AN "AS BUILT' SET OF DRAWINGS TO R`• v~R T O ~ ~ ~ DRAWIN ~ D HE ACTUAL LOCATION OF ALL PIPING PRIOR TO CONCEALMENT. Z _ GS SHALL BE GIVEN TO THE ENGINEER AT REGULAR INTERVALS THfi,. ~JGHOUT THE PROJECT FOR RECORD KEEPING.
~ r , ~ ~ Y Woodiond Heighb / 3 d ~ y I ~ I k~ron 1 50 ~ ~ IC
PB. Sa Pa. 111 I ~u s scoNCRETE ~ p , I e ~ ~ e, IF DEPARTU m RES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES i m
~ / y ~ ~ ' s' coNCRET'~ ~ r = S A ~ AND REASONS THEREOF SHALL BE SUBMITTED TO THE OWNER FOR REVIEW. NO DEPARTURES FROM THE CONT CT Z RA DOCUMENTS SHALL BE MADE WITHOUT THE EXPRESS WRITTEN PERMISSION OF THE OWNER.
~ SIDEWALK 5a ~ ! ~ ~ ~
~ ~ J Na a 9. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL ANR EXACT LOCATION, SIZE AND MATERIAL COMPOSITION OF ANY i3 EXISTING WATER OR SEWER F •~AI T
a I / a / I 7 l a SERVICE PROPOSED FOR CONNECTION OR U5_ . ,HIS PROJECT, THE RELOCATION OF ANY UTILITY SERVICES W
94~ a l 's r ~ l a a # REQUIRED TO COMPLETE ANY PORTION OF THESE CONSTRUCTION PLANS SHALL BE THE RESPO ~ NSIBIUTY OF THE CONTRACTOR. ~ I w -
• L J ~ ~ EXISTING i ~ 1 ! I- 10, THE CONTRACTOR MUST, AT ALL TIMES KEEP THE PRE I I I M SES FREE FROM ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH CAUSED BY - Q
w r ~ POND ~ ( a ~ ~ I_ w= s I 's HIM, HIS EMPLOYEES, OR HIS WORK. ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT SITE ON I ~ ~ ~ ` A DAILY BASIS. o~
- a s ~ I I I S 8 I ~ J ~ 1 ~
J ~ l ~ r ~ 7 ~ r ~ ~ 1 t. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. Q ~ FEMA MAP NUMBER 37001 Cot 32E, DATED DECEMBER 22,1998. a
~ a I ~ a o `93 L ~ ~ ( - ~ I / LLl
a I ~ s ~ f a a / SITE NOTES ~ o ~
5 CONCRETE ~ ~ ~ N w , SIDEWALK ~ ! : a ? ~ ~ w e ~ Z O
~ ( s ~ J C ~r Y a J ~ _ ~ ~ ~ 1. ALL CONSTRUCT m U ION TO BE IN ACCORDANCE WITH CITY OF MEBANE CONSTRUCTION STANDARDS, ~ y
o I- a 1 ~ / ~ a l 1 ~ c , ~ / 2. FIRE LANE SHALL BE CONSTRUCTED ACCORDING TO SPECIFICATION BY LANDSCAPE ARCHITECT TO FACILITATE HEAVY EQUIPMENT.
92 ~ N I_ a ~ ~ ~ ~ SEE LANDSCAPE SHEETS FOR ADDITIONAL INFORMATION,
1 a 1 ~ 31 a / / re, ~ \ 3. TRAFFIC CONTROLS FOR ANY UTILITY WORK WITHIN THE PUBLIC RIGHT OF WAY SHALL BE PERF ORMED IN COMPLJANCE WITH ~ ~ STANDARDS OF THE NORTH CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD),
r ~ > ~ / ~ ~ o ~ ~ ~U ~ ~ 1
l29 ~ a ^ / / a ~ ~ 4. CONTRACTOR SHALL COORDINATE CONSTRUCTION OF UNDERGR 31' ~ OUND UTILITIES (WATER, SEWER, STORM, ELECTRICAL, OR OTHER)
i ` r ~ i~ ~ ~ s ~ FOR THIS PROJECT WITH THE CITY OF MEBANE AND UTILITY PROVIDERS. g -B
~ 31• ~ ~ a / ~ E \ 50' E \ ~ 5. UNLESS OTHERWISE NOTED, CONCRETE PADS AND WAL1tWAYS SHALL BE 3000 PSI IN ~ ~ I
0 ,1-,, W , M IMUM OF 4 THICKNESS WITH 6k8' w1.4xw1.4 ELDED WIRE FABRIC THROUGHOUT.
J,+'-
~ 28 ~ YPE ~8' BUF FFER " W 3U
, ~ ~ g- 40 T / / ~ - SI NA ~ G GE, STRIPING, AND MARKING NOTES
~ 4 ~ / ~ ~ i. ALL SIGNAGE SHALL BE INSTALLED AT RIGHT OF WAY PER DOT STANDARDS. U
LAKE MICHAEL, WAY ~ i v
~ i c 2. ALL STRIPING {EXCEPT INDIVIDUAL PARKING STALL STRIPING) AND DIRECTIONAL ARROWS INSIDE THE RIGHT OF - WAY SHALL BE p
~ ~ THERMOPLASTIC MATERIALS AND SHALL CONFORM TO STATE DOT STANDARDS AND SPECIFICATIONS. PARKNG STALL STRIPING SHALL `
~ .p f 6 .P BE WHITE REFLECTIVE PAINT. ~ c W U
s +a1+ N ~ a s 8 ~ a s ~ Y r 0 WdGr C. Norad 3. CROSSWALKS AND ACCESS AISLE STRIPING SHALL BE CONSTRUCTED OF ~ HERMOPLASTIC MATERIALS AND INSTALLED IN ~t i V
V + J • V N y J t11 e~ ACCO `u Bete4 Rulh Noad RDANCE WITH STATE DOT SPECIFICATIONS, CONTRACTOR SHALL INSTALL CROSSWALKS IN SUCH A MANNER THAT CROSSWALKS ° ~
m _I_~-J L'-•t-I-LLJ G $ a~ g J °0 r' AREA ALIGNED BETWEEN ADAJWALKWAY ACCESS POINTS OR PERP ~ Z ~ ENDICULAR TO THE ROADWAY(DRIVE LANE. c
24'x' J L _I_ ~ y ~ PROPOSBD ` L J - WETLAND 1 wooer C. Howord m aM xlle v ~ winter c. Norad 4. ADA SYMBOLS SHOWN IN TREES PLANS ARE FOR LOCATION PURPOSED. SIGNS TO BE INSTALLED TO MEET MINIMUMS#ANDARDS OF `u ~ ~
L ~ Ruth Yak Floword B 1 Rutn ak Howard DETAIL SHOWN ON SHEET C6.2 . GROUND SYMBOLS NOT REQUIRED. ~ o.e, aTO vc. us
I Y E ,B, BUFFER o.e, ago Pc. us ~ ~ 40 T Trod 2 NoPMy of Tract 2 W ~ NooMy or
W.C. Howord & C.M, Yak I Z4~ ~ ~ P,B, 19 Po. 9 w.C. Howard & C.M, vak P, B, 1q VC 8
e~ ~ uuu~
~
0 E ~O I~ i
G ~ 1 Q
~ Aogtr Lu Caburn Rtdaco & Shoun MCArlhur ad Sybk B^ Walker oe. ess Pc. ~s6 0 - V 0. P 1. S 1 C ~ u . 1
Commit S CoGurn Ronnie 1. Wolkm Richard L Denni9 08. 1767 PC. !66 P.B. 1949 P0, IQO and R l S o on Y 1`
HeIM M, Oennb D,e,1o49 Po 67 w Y ~1
~1 ~ O ~y ~ 5~
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)R SHEET NOTES
SEE SHEET C3.1 FOR SHEE1 -r~ \ \
I
SEE SHEET C3.2 FOR STORP E ~ A~644./0 , ~ / \ \ ~R STORM DRAINAGE TABL , w µ _ \
~ / _r ~ / r / ~ P~JBLIO, I ~ ~ i i
SEE SHEET C6.4 FOR DISSIF ~R DISSIPATOR AND twACbµ.oa , srQR>~~s 'r I ~ ~ I ~
wAC ~ ~ ~ I l , ~ / _ 1 / ~ - ORMATION. - , r J ~ J ~
SEDIMENT TRAP INFORMATIO i/ ~ ~ I I 1 ~ / i
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GENERAL GRADING NOTES GENERAL EROSION CONTROL NOTES
W 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.
~ ~ ~ 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED.
~ M 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
+uan ~ ~ 0~4 ~ v CONTRACTOR SHALL NOTIFY ENGINEER IF ANY DISCREPANCIES VERIFICATION OR MODIFICATIONS BY THE ENGINEER, THE MODIFICATION SHALL BE
I ~ m o"~0 Z rn ~ ~ ON OBSERVED PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA IMPLEMENTED, COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE
~ n OOn ~ O~h-.- WITHOUT PROPER NOTIFICATION. 3. A DETAILED PHASING PLAN HAS BEEN INCLUDED AND WAS THE BASIS OF
~ I N cv I-c~ r`. ~ ° ~ ~ m goo ~~a; v va EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE DIRECTED BY THE 3. UNLESS OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ENGINEER, THE CONTRACTOR SHALL CONFORM TO REQUIREMENTS OF THE
oo a ON PLANS INDICATE FINISH GRADE OR PAVEMENT SURFACE. DETAILED EROSION CONTROL PHASE PLAN.
COQ ~ ~ OhOV 4r~,N o~~ ~ ~ ~ ^oW~ v cm 4. WHEN HAND PLANTING, MULCH (HAY OR STRAW) SHOULD BE 4. ANY PROPOSED CHANGES TO THE DETAILED PHASING PLAN SHALL BE
c ga o pd UNIFORMLY SPREAD AND TACKED OVER SEEDED AREA WITHIN 24 HOURS FORWARDED IN WRITING BY THE CONTRACTOR, THROUGH THE CIVIL ENGINEER, AND
000 0 ~ ° /1 ~z iii ~ ~ 1 OF SEEDING. APPROVED BY THE EROSION CONTROL INSPECTOR PRIOR TO IMPLEMENTATION. DIVERGING FROM THE SCHEDULE WITHOUT APPROVAL MAY COMPROMISE THE
o ~ v A Illy I ~~~\V~~__1 a a~rv ~ ~ 11111 1 ~ 1 ,~.s 5. DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A POSSIBLE
D .s~ % \ \ //~~l 111 I c ~~ma°, I S v° o'er ~ 1111 I I +2-~ TEMPORARY COVER ON SLOPES THAT ARE 4:1 OR STEEPER, MULCH W1LL VIOLATION. BE ANCHORED.
5. PROVIDE GRAVEL AND HARDWARE WIRE FILTER ON ALL CATCH BASINS.
~ ~ o ~ I 6, ALL EASEMENTS WITH PIPES AND/OR STRUCTURES SHALL BE n
~~c ~ \ ~ IIII/ I I 0 i CLEARED AND GRU88ED AND SEEDED. a n Z Q ~
U, c ~ ' oZ ~ / ~ 1 I ~ ~ ~ J I I I I ~ v vI 7. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. ~ ? N
v ~ c v i ~ ~ ~ : . ~ ' Q4~ 'ice ~ ~ , / ,i~ 0 1 \ \ \ \ ~ ~ ' , o I y' v v \ FEMA MAP NUMBER 37001C0132E, DATED DECEMBER 22, 1998. r OJ a SEt SHEET C3.2 FOR STORM DRAINAGE TABLE ~ z
;m ~ ~ ~ / v v v v v v ~ ? 1 v ~~~i \ v v VA NLESS ~ ~ 8. ALL PIPE SHALL BE CLASS III REINFORCED CONCRETE PIPE U } rn U 0
~ ~ I / / ~ ~ \ OTHERWISE NOTED. VJ Q SEE SHEET C6.4 FOR DISSIPATOR AND ~
.e ~ I IPI 00 ~ \ / A ,A ~A ~ II ~ 6 I v I. I / I ~ v v v HAR WARE WIRE FILTER INLET PROTECTION ON ~ ~ U 9. PROVIDE GRAVEL AND D W
& 1111 I ~ ~ ~ ~ ~ 1 \ o \ ~ \ IIII III I / ~ ~ 1 ` I ~ ~ N vv vv - , I l ji'~ 0 PR VATE $TO ES { ~ ORMa E 1 11 ~ ~ 11111 I / / ~ ~ ( ?YA{E~ST V A V A ALL cATGH eASINS. SEDIMENT TRAP INFORMATION. o ~ Wz Z
,III ( r 15R / P~ ~ W 1 1 I II ..L ~ ~ ~ \ 10. CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF W I 0
's ~ I ~ s FES83 \ \ ~ EXISTING PUBLIC UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR U' Z z _ INSTALLATION OF UNDERGROUND UTILITIES ON OR ADJACENT TO THE W ~ W r F- t~
PROJECT. ~ W ~
~ 60 ~_._-----f--- ~ J - 1 / Y ^ T H INLETS SHALL BE NCDOT 30-INCH WIDE STRUCTURE WITH 0 ~ 11. ALL CAC z O O O
BICYCLE FRIENDLY GRATES. GRATES, FRAMES, AND BOXES SHALL BE ~ ~.LL
:Q I ~ / / l 1 1 I . I , ~ - I\ CERTIFIED NCDOT APPROVED. W N ~ ~ Y W~
cne ~ I I I I / I ro/ I I ~ 1 F-WQW 12. EASEMENTS FOR ALL PROPOSED WATER, SEWER, AND STORM j
'ClI I I / ~ ~ ~ v I 111 / I ~ ~ i`~ cro 1 III I ll / I /o / ~ oM A UTILITIES WITHIN RIGHT-OF-WAY SHALL BE DEDICATED TO THE Z N DRAIN GE ~ i~ ~ i~
I Il , I I / o ~ ~ ~N I 1 I ~ I o / ~ ~ / ~ P / swrAC-sze,eo v . CITY OF MEBANE ON THE FINAL PLAT. ALL OTHERS ARE TO BE p ~ Q a PRIVATE. z a ' 0 '
lal I ~ I I ~ / - - / we»a ~ ~ ~ p~ - _ ewxc e~a9o ~ ~ 11 ~ I ~ / ~o a . ~~oCu~ X ~
I I I IIII / ~ 0 ~ 1 I I / ~ / / ~ / / _ _ 13. ALL PIPE SHALL BE CLASS III CONCRETE PIPE UNLESS OTHERWISE ~ ~ J c^J ~ NOTED. J J W - ~
1 0 lull / / ~ 7 / \ ~ Z ~ I~ZW
(IIII ~ , , / ~ ~ T.- om ~1 - ~ 1/~~ I ~ / ~i / ,f~ - do 1 ~ ~ - 14. ALL EXISTING VEGETATION IN BUFFER AND/OR UNGRADED AREAS ~ J .
1 1 IJ)I ~ ~ t~, / i / / f I _ ~ 1111 ( / ~ ,~1 ~ - SHALL REMAIN INTACT. NO CLEARING IN TREE SAVE AREAS. W W 0111 azc~z
- - - ~ ~ ~ I ~ 11~, r~ .~s ~ ' / / I / _ _ II ~ i i ~ / / ~ - 15. ALL LOTS 1MLL BE CONNECTED TO THE CITY OF MEBANE WATER AND _ Z= ~ ~ t:,, z ~ U a a
I 11 / / / ~ ~ ~ i / II I ~ II ~ / - - ' ~ / / / ~ ~ SANITARY SEWER SYSTEMS. OW~W ~J~J
III I 11 _ ~ ~i/~// / ~ 16. ALL WATER LINES SHALL BE TERMINATED IN ACCORDANCE WITH CITY M th W O W
E ~ ~ I I III ~ ~ ~ ~ ~8'~ ~ ~ / 1 / - ~ ~ ry Il ~ Ill ~ ~s.~ --a~a ~ ~ i ~ IN IT THE DEVELOPMENT IS ~R W co T ~ STANDARDS AT THE SECTION L ES ~ ~ ~ • • CONSTRUCTED IN PHASES. ALL STORM DRNN LINES AT THE END OT A '!,~/js
o I use / ~ _ ~ ~ ~ ~ / k~ ~ _ 0o it 1 1 ~ ~ ~~'ii ~ ~ / / i SECTION LINE SHALL BE TERMINATED WITH A TAIL DITCH TO DAYLIGHT. '~4~~°a~'-p~.,., '
/ ~ _ ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR d~afi"~, RESOLUTION ~ { ~ 1 ~
~ c ~ I l / ~ ii i/ I ~ ~ - - I Ill ~ / / - ~ ~ / ~ ~ i 1 ~ _ . , I / i / ~Q' ~ p / / / 1w~~,cc 839.00 i ~ ~ - ~ ~ , ~ ~ ~ 1 ~
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X11 nn VU 01\
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""~C'y E MICHAEL
IPER: SHEET INDEX
~ C0.0 EXISTING CONDITIONS/DEMOLITION PLAN
N AVENUE C0.1 OVERALL SITE PLAN C1.0 SITE PLAN
` C1.1 SITE PLAN
ABC AGGREGATE BASE COURSE 0 EXISTING CURB INLET
C2A UTILITY PLAN
ALUM ALUMINUM EXISTING GRATE INLET/YARD INLET
B-8 BACK TO BACK Q EXISTING FLARED END SECTION 27603 C2.1 UTILITY PLAN
BOA BLOW-OFF ASSEMBLY EXISTING FIRE HYDRANT
~ EXISTING BLOW-OFf ASSEMBLY C&G CURB AND GUTTER
OND EXISTING GATE VALVE ~
CFS CUBIC FEET PER SEC ~ ¦ ¦ ~6-3600 C3.0 GRADING & STORM DRAINAGE PLAN
CI CURB INLET D EXISTING REDUCER C3.1 GRADING & STORM DRAINAGE PLAN
CL CENTER IJNE ~ EXISTING WATER METER
CO CLEAN OUT EXISTING WELL C3.2 STORM DRAINAGE TABLES
EXISTING MANHOLE I,
COM COMMUNICATION O
CONC CONCRETE EXISTING CLEAN OUT C4.0 PLAN AND PROFILE
DCV DOUBLE CHECK VALVE EXISTING POWER POLE
DDCV DOUBLE DETECTOR CHECK VALVE ~ E)aST1NG GUY WIRE C4.1 PLAN AND PROFILE
DI DROP INLET ~ EXISTING TELEPHONE PEDESTAL
DIP DUCTILE IRON PIPE EXISTING AREA LJGHT PQ ~o C4.2 PLAN AND PROFILE
EASE EASEMENT ~ EXISTING SIGN ~1
ELEC ELECTRIC ® NEW CURB INLET C4.3 PLAN AND PROFILE
EX EXISTING ~ NEW GRATE MILET/YARD INLET
C4.4 PLAN AND PROFILE
FES FLARED END SECTION ® NEW FLARED END SECTION
FH FlRE HYDRANT NEW FIRE HYDRANT
FM ~ FORCE MAIN ~ NEW BLOW-OFF ASSEMBLY C4.5 PLAN AND PROFILE -SANITARY SEWER OUTFACE
FT FEET N NEW GATE VALVE
C4.6 PLAN AND PROFILE -STORM OUTFACES
FT/SEC FEET PER SEC ~ NEW REDUCER
GALV GALVANIZED b NEW WATER METER
GV GATE VALVE I~ NEW TEE C4.7 PLAN AND PROFILE -STORM OUTFACES
L LENGTH ('I NEW PLUG
r C4.8 LEBANON ROAD WIDENING
LF LINEAR FEET ~ NEW MANHOLE
LP LIGHT POLE O NEW CLEAN OUT
MH MANHOLE T NEW SIGN C5.0 EROSION CONTROL PLAN - PHASE'A'
PAVE PAVEMENT c IRON PIPE
C5.1 EROSION CONTROL PLAN - PHASE'A'
PP POWER POLE BENCHMARK
PVC POLYVINYL CHLORIDE ¦ ¦
R RADIUS 1 1 BLOCK ANO GRAVEL INLET PROTECTION 1 1 C5.2 EROSION CONTROL PLAN - PHASE'B'
R/W RIGHT-OF-WAY ~
RED REDUCER SILT FENCE INLET PROTEC110N C5.3 EROSION CONTROL PLAN - PHASE'B'
RPZ REDUCED PRESSURE ZONE
SS SANITARY SEWER EXCAVATED INLET PROTECTION C5.4 EROSION CONTROL DETAIL
STA STATION
TDO TEMPORARY DIVERSION DITCH C6.0 DETAILS
TEL TELEPHONE ~ ~ • A ~
SEDIMENT BASIN SCALE: 1° =500' TSB TEMPORARY SEDIMENT BASIN C6.1 DETAILS
UG UNDERGROUND
~ RISER BASIN W/L WATER LINE C6.2 DETAILS
WM WATER METER
WV WATER VALVE ROCK DAM C6.3 DETAILS
YI YARD INLET
~0 SILF FENCE OUTLET C6.4 DETAILS
- -C - - EXISTING GAS LINE
--COM-- EXISTING COMMUNICATIONS LJNE C6.5 DETAILS
- - UT- - EXISTING UNDERGROUND TELEPHONE
- - UE- - EXISTING UNDERGROUND ELECTRIC C6.6 DETAILS
~Y, INC. C6.7 DETAILS
- - E - - EXISTING OVERHEAD ELECTRIC > > > •
- - W - - EXISTING WATER LINE ERS
- - FM- - EXI511NG SANITARY SEWER FORCE MAIN
- - SS- - EXI511NG SANITARY SEWER SAD ; o p H
EXISTING STORM DRAINAGE
X587 ~pq~~ ~ S
NEW STORM DRAINAGE ~
• • • • - STREAM NOT REL~A a " ' ~ R~~TI~~1..0~ ~~~ic~Q/N O~,,y~~~-,c
--W-- NEW WATER IJNE
-r-SS-~•--~ NEW SANITARY SEWER ~yMCI ',~;i~~s~~~~~~~~ /
~.iMl~.... NEW SANITARY SEWER FARCE FAIN 7 ~is~FL- tl'Wi^'~'I~GI't/
r . .
G NEW GAS MAIN
s-s-s-g- SILT FENCE
x x FENCE
DIVERSION DITCH

DOWN PIPE PIPE PIPE DOWN PIPE PIPE PIPE PIPE PIPE STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION
PIPE PIPE PIPE CTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOPE ~ DOWN C INLET TOTAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION STRU :NGTH SLOPE VELOCITY DESCRIPTION ACRES 010 CFS 010 CFS IN OUT IN FT FTIFT FTISEC FT FTIFT FTISEC PIPE
T AREA I plpE ACRES 010CFS 010CFS IN OUT IN FT FTIFT STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOU ACRES OtOCFS 010CFS IN OUT IN FT FTIFT FTISEC
PIPE CI.76 658,00 652.50 0.34 7.10 0.75 1.12 1.12 3.13 4' Ci 3.88 4' CI
3.43 1 B' ADS CI.89 650.00 646.00 0.7 7.10 0.75 3.49 3,49 p-76 652.50 852.00 1.12 652.92 652.31 15 32 0.016 4.63 15' RCP 2 0.011 2.28 18" RCP
.46A 666.50 662.15 0.33 7.10 0.65 1.49 1.54 3,qg 646.79 646.86 18 32 0,011 2 Dt P-89 646.00 645.65 61.30 1.54 662.64 662.04 15 105 0.008 2.04 15"HDPE ~ CI.75 658.00 852.00 P-76 651.50 0.39 7.10 0.75 2.07 3.17 4.36 4'CI 4,97 4' CI
q,qg 4' CI CI.88 650.63 645.85 P-89 645.45 0.7 7.10 0.75 3.49 P•26A 662.15 6 p.75 651.50 849.70 3.17 65212 650.26 15 131 0.014 5.9 15" RCP 28 0.005 5.42 18' HDPE
I.26 686.75 661.30 P-26A 661.10 0.34 7.10 0,65 1.54 3.45 p-B8 845.45 644.75 6.93 646.55 645.77 18 128 0.005 C 660.60 3.45 881.85 661.18 15 32 0.016 6.16 15" RCP 18 ° P-26 661.10 6.93 DI.74 655.80 651.00 0.42 7.10 0.65 1.94 1.94 3.68 24' x 48"DITCH 5.42 18" FES
7 4.57 4' CI FES-88A 648.00 644.75 P-88 644.75 P 74 65000 1.94 651.56 650.48 15 110 0.009 4.45 15" RCP •7 848.00 0,09 7,10 0,75 0,41 5.43 4.92 24X38 DI
CI.25 887.00 681,10 P•27 680,20 0.49 7.10 0.85 2,46 5.8 88D,80 P•28 1 8,58 HEADWAII DI.73 680,00 851,00 P 5
137 0,007 4,42 24" RCP HWBB 853.00 647,50 9.80 5,80 0.85 37,24 37.24 P•25 88020 889,20 5,87 881,08 860,08 24 ' P•86 847,50 642.40 37.24 649.57 645.07 30 161 0,030 ~ 61 0,030 7.61 30" RCP 850.00 P•74 p.73 649.00 648.50 5.43 649.90 647.17 18 158 0.016 7.11 18" RCP
661.75 0,14 7.10 0.65 0.65 0.65 2,68 18"ADS DI.24A 667.00 36.82 ' 7.47 PRE-CASTMH DI.72 650.80 848.00 0.39 7.10 0.65 1,8 1.8 3.6 24' x 36" DI
65 662,07 660.24 15 105 0.017 4.04 15' RCP MH•85 649,00 642.80 P-88 642.40 g 0.011 I 4' CI P•85 842.40 841.60 36.82 644.37 643.75 30 P•24A 861.75 660.00 0 3.25 3 0.011 6.79 30" RCP P 72 6,9600 645 20 1.6 646.53 645.89 15 83 0.010 2.58 15"HDPE
DI.24 68720 680.00 P•24A 859,50 0.14 7.10 0.65 0.85 128 I 32 0,018 4.81 15" RCP RI.87 847.25 842,50 1220 5.44 0.74 49.51 49.51 8.55 5' RI DI-71 652.80 64510 P•72 645.00 028 7.10 0.75 1.38 3.12 4.27 18" ADS
p.24 859,50 659.00 1.28 659.95 659.34 15 P 87 84250 8q2 00 49,51 644,79 643.96 36 29 0,017 4.95 4' CI 9 0,017 10.75 38' RCP ~ ~ p.71 645.00 644.80 3.12 645.72 645.59 15 22 0.006 3.84 15" HDPE
CI.23 668.00 659.20 P•25 658,80 0.16 7,10 0.65 0.57 7.52 MH-84 648.00 641.60 P-85 639.80 84.28 10.01 PRE•CASTMH 654.20 644.80 P•71 844.50 0.26 7.10 0.75 0.92 4.02 4.1 4' CI N r CI.70
659.00 P•24 642.00 P•87 .40 15 32 0.018 3.26 15"RCP ~ Q 0.010 11.68 42" RCP P•70 644,50 644,00 4.02 645.43 645 Z
858,00 7.52 659.77 658,88 24 116 O,D07 5.65 24" RCP P•23 658,80 1 B"ADS P•84 639.80 638.00 8428 642.66 640.46 42 178 0.010 78 ~ N CI.89 854.41 646.50 P•73 843.50 016 7.10 0.75 0.96 1012 6.58 4' CI J Q 11.89 ENDWALL ~ 0 Z
663.00 0.02 7.10 0.85 0,09 O.D9 1 DI.22A 668.50 64.28 42 O.D9 663.62 663,08 15 25 0,020 2,40 15"HDPE EW-84-90 646.00 636.00 P•84 638,D0 644.00 P-7D " ~ ~
P.24A 663.50 663.00 2.10 4' CI p.6g 843,50 636.00 1012 644.73 636.81 18 253 0.030 10.54 18 RCP U Q 6.78 HEADWALL
CI.22 669.10 663,00 P-22A 660,00 0.04 7.10 0.65 0.17 026 645.00 639.00 7.49 4.69 0.65 23.02 23.02 026 66020 659.13 15 32 0.031 3.84 15" RCP HW-90 3,q 4' CI I 0.019 8.77 30' RCP CI.68 643.05 638.50 0.4 7.10 0.75 1.48 1.48 ~ V
p.P2 660.00 659.00 23.02 640.63 639.32 30 91 0.019 a° 0.14 7.79 5.00 4' CI P•90 639.00 638.00 11 B380D 1.48 638.98 638.36 15 32 0.016 5.01 15" RCP W I 8.77 ENDWALL P•68 638.50 ~
c CI.21 669.00 658.00 P•23 657,40 0.03 7.iD 0,65 2302 30 ~ EW-64.90 648,00 638.00 P-90 638.00 3.6 24" x 48" DITCH W Z - 637.00 039 7.10 0.65 1.8 1.8 z (Y Di 67 640.60 I''
Z 659.00 P-22 7.53 636.45 15 98 0,010 4.54 15" RCP W I ~ P-67 637.00 638.00 1.8 63 ~ Z 10.21
657.20 7.79 658.39 65626 24 39 0.005 4.61 24' RCP P-21 657.40 641.50 4.55 4' CI HW-92 29.49 4.68 0.69 95.59 95.59 8 668.15 661.00 028 7.10 07 1.40 3.56 8.49 24X36 DI - r ~ 0.015 1123 DUAL 30" RCP DI.66 643.90 636.00 P~9 634.00 0.4 7.10 0.75 1.5 14.54
DI.20 pp-g4 637.40 637.40 95,59 639.67 638.72 30 46 O.Ot5 3.56 661.76 659.42 15 50 0.040 8.91 15" RCP ~ 638.00 P-68 ~ W ~ 11.23 y ^I ^
P-20 661.00 659.00 95.59 5,60 4' CI EW-92A 641.50 638.70 636.70 636.00 P•67 o' ~ ~ W
CI.19 669.00 657.20 P•21 656.50 0.16 7,10 0.65 0.57 11.82 14.54 635.40 630.00 18 160 0.031 11.63 18" RCP N ~ LL W p.~ 634.00 829,00 N W . .
659.00 P•20 7.10 0,65 239 2.39 3.95 24" x36" DI W W Yx 633.80 631.00 0.51 ~ Q DI.65
56.50 655.00 11.82 657.74 656.51 24 164 0.009 4.66 24" RCP P19 6 plpE PIPE 239 631.62 630.53 15 102 0.010 4.83 15"HDPE 1- u' LL CITY P•65 831.00 630.00 ~ N
0.7 1.20 120 3.19 4'CI DOWN PIPE PIPE PIPE CI.18 665.00 657.00 024 7.10 .023 5.27 t5"HDPE STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH SLOP LENGTH SLOPE VELO DESCRIPTION NN 10 0.75 1.44 3.78 4.65 4' CI N N q"N FT FTIFT FTISEC CI.64 636.03 630.00 P•65 829.50 0.26 7 Q
657.00 656.50 1.20 657.43 656.80 15 22 0 PIPE ACRES 010CFS OtOCFS IN OUT IN FT FTIFT P-18 3.78 630.29 629.61 15 32 0.016 6.3 15" RCP Q ~ ~ 3.44 18"ADS p.6q 629.50 829.00 z 0~0*.
7.10 0.95 0.61 0.61 2.64 24x36 NCDOT-CB 0.09 DI.57 662.80 656.00 0.33 7.10 0.65 1.54 1.54 CB-17D 675.42 8.37 15' RCP 629.00 P•66 826.00 0.26 7.10 0.75 1.45 19.33 7.26 4' CI X ~ ~ ~ ~ 101 0.030 CI~3 636.10 ~ 00
• 668.20 0.61 669.81 668.54 15 85 0.015 2.25 15" RCP 66950 P•57 656.00 653.00 1,54 656.49 653.31 15 101 0.0 P 17D J^J^ 3.99 4' CI 629.00 P-64 J ~ - ~
P•17D 668.00 0.10 7.10 0.95 0.68 1.26 3.24 24x36 NCDOT-C8 C&17C 675.42 668.20 DI.56 657.90 653.00 P•57 651.00 029 7.10 07 0.96 2.47 1.26 668.44 663,93 15 134 0.036 1.71 15"HDPE 4,47 851.63 650.41 15 35 0.028 = W v! 35 0.029 7.03 1 S" RCP p.63 826.00 822.00 19.33 627,58 622.99 24 133 0.030 12.41 24 RCP
P•17C 868,00 663.20 p•58 851.00 650.00 "DITCH ~ J • • Z 4,18 4' CI D1.62 828.80 624.00 019 7.10 0.65 1.34 134 3.3 24"x 48 W W 0 W
663.00 0.49 7.10 0,65 2.28 3.37 4.45 24" SD DI DI.17B 668.50 6632D P•17C CI.55 657.43 650.00 P•56 648.00 0.28 7.10 0.7 0.91 3.38 24.46 623.39 15 105 0.010 4.08 15"HDPE VJ 4' Z Z 88 0.034 813 18" RCP P.62 824.00 623.00 134 6 ~ Q O J 0
658.75 3.37 663.74 659.79 15 191 0.022 3.09 15' HDPE P•55 646.00 645.00 3.36 648.70 645.42 18 88 0.034 P-17B 663.00 5.25 24" x 48" DITCH 0.75 138 2.68 4.1 4' CI z I I W I 325 18"ADS CI.61 630.01 623.00 P 62 622.50 0.24 7.10 ~ V D. d
DI.17A 661.70 658.75 P-178 658.55 0.73 6.66 0.65 3.18 6.42 DI.54 649.80 646,00 0.28 7.10 0.65 1.28 128 2.68 623.16 622.84 15 32 0.016 3.04 15' RCP p W ~ W 106 0.008 3.86 15"HDPE p.gt 822.50 622.00 rJ J
657.70 6.42 659.53 658,70 18 103 0.008 5.10 18' RCP P 54 848 00 645.10 1.28 646.45 645.49 15 106 0.008 P-17A 658.55 q,g5 24x36 DI 3.87 4' CI I.gp 830.00 622.00 P•63 820.50 02 7.10 0.75 138 22.97 6.77 4' CI ~y'~ ch ~ ~JJ C W ~ i I-
DI.17 664.20 657.70 P-17A 657.50 026 7.10 0.7 1.30 7.53 CI.53 653.33 645.10 P-54 644.40 0.21 7.10 0.7 1.01 224 33 0.009 4.68 15" RCP 622.00 P•61
- D 657.00 7.53 658.48 658,50 24 32 0.016 2.98 24' RCP P-~ 844,40 644.10 2.24 6"~.DO 644.62 15 33 0.009 p 17 657.5 528 4' CI P.60 620.50 618.40 22.97 622.13 621.34 30 117 0.009 5.63 30"HDPE
00 P-19 654.00 0.15 0.76 0.72 20.58 7.52 4' CI 664.03 655 CI.52 653.41 645.00 P-55 643,00 0.21 7.10 07 0.98 6.51 CI.16 DI.59 832,80 824,00 0.3 7.10 0,65 1.49 1.49 3.40 24"x46' DITCH
~ 656.00 P•18 844.10 P•53 18" RCP 620.00 1.49 624.48 621.34 15 45 0,089 122 15"HOPE 36 0.019 7.82 p.5g 624.00
643. 642,30 6.51 643.99 643.03 18 36 0.019 657.00 P•17 P•52 00 5.49 4' CI MH•58 623.00 619.40 P•6I1 619.00 24.05 6.90 PRECAST MH
650.25 20.58 655.63 651.42 24 187 0.020 10.83 24" RCP P•16 gS,q,Dp CI.51 650.D0 642.30 P-52 641.00 0.10 7.10 0.65 0.68 7.15 ~ 3,68 24" 50 DI 97 0.010 8.47 18" RCP 620.00 P•59 ~
65625 0.48 7.10 0.65 2.23 2.23 p.51 641.00 640.D0 7.15 642.04 640.90 18 97 0.010 E DI.36A 662.80 " x 48"DITCH 818.50 24.05 620.67 619.81 30 28 0.018 8.27 30" HDPE ~ 332 24 P.58 819.00 rn
25 65540 223 656.65 656.08 15 103 0,008 325 15'RCP P 36A 656 DI.50 846.20 642.50 029 7.10 0.65 1,37 1.37 25 0.020 527 15" RCP FES•58A 623.00 618.50 P•58 818.50 24.05 30 917 30' FES ~
P-36A 655.20 020 7.10 0.65 0.93 3.11 4.32 24X36 DI 1.37 642.96 642.33 15 25 0.020 DI.36 663.80 655.40 p-50 642.50 642.00 2.49 18" ADS N
655.20 654.60 3.11 655.91 65522 15 63 0.010 5.12 15" RCP P 36 DI.49 651.50 646.00 0.1 7.10 0.7 0.5 0.5 q,q 4' CI 0,50 64628 64520 15 51 0.020 51 0.020 3.96 15' HDPE W ~
- 654.60 P•36 654.40 0.19 7.10 0.65 0.65 3.73 p.qg 84600 645.00 CI 35 662.00 4' CI HGL PIPE PIPE PIPE DESCRIPTION H Z N 2 ~ DOWN VELOCITY
854 ~ 3.73 655.18 654.92 15 36 0,011 3,86 15" RCP P•35 654.40 CI-48 852.00 645.60 0.24 7.10 0.1 0.8 0.8 STRUCTURE STREAM TOP ELEV. INVERTIN FROM INVOUT AREA I C INLET TOTAL HGL SIZE LENGTH SLOPE Z ~ 0 _ 32 0.019 4.48 15' RCP plpE ACRES 010 CFS 010 CFS IN OUT IN FT FTIFT FTISEC W U
.00 P-35 653,80 0.33 7.10 D.65 0.98 4.66 5.09 4' CI 0,8 645.95 645.25 15 32 0.019 CI-34 661.38 654 P-48 645,80 645.00 3.77 4'CI ~ W ~ ~
652.75 4.68 654.68 653.81 15 109 0.008 4.90 15" RCP P-3q 653.80 CI-47 652.00 64300 P-09 642.50 0.40 7.10 0.70 1.16 2.44 4.65 24X36 DI 64 4362 6.85 HEADWALL U Q N HW-81 623.50 619.00 6.6 7.10 0.5 23 U w W
DI.33 658.00 652.75 P-34 652.55 0.15 7.10 0.55 0.59 5.19 645.00 P•48 138 0.011 4.99 18" RCP P-81 619.00 608,00 23.62 620.65 608.62 30 176 0.063 18.97 30' RCP W ~ D
- 52.55 651.25 5.19 653.61 65227 18 274 0.005 4.06 18' RCP P-47 642.50 641.00 2.44 843.09 641.48 18 138 0.011 p 33 6 7.10 4' CI RI-80 616.00 BMP 613.00 1 0.65 4.65 28.4 7.43 4' RI
55 2.91 7.71 4.99 24" x 48" DITCH DI.32 656.00 65125 P-33 651.05 0.74 7.10 0 CI-06 649.18 640.00 P-51 635.50 0.10 7.10 0.65 0.77 11.50 59 0.025 6.51 30' RCP ~ O p-80 613.00 611,50 28.4 614.82 613.58 30 \ elf
651.05 650.40 7.71 652.04 651.63 24 126 0.005 3.80 24" RCP 642.00 P-50 P 32 YI-79 817.50 611.50 P-80 611.00 0 0 D 28.24 7.41 4' YI ~ N aO
P•32 650.20 0.74 7.10 0.55 2.91 10.23 5.48 24' x 48"DITCH DI.31 656.00 650.40 641.00 P-47 18' RCP 611.00 810.00 I ^3.24 612.18 611.34 30 51 0.020 10.52 30" RCP O N 52 0.019 8.87 P•79
• ,4p 649.35 10.23 651.35 650.48 24 175 0.005 5.32 24' RCp P 46 63550 834 50 11.50 636.79 635.53 18 52 0.019 P 31 650 6.24 4' CI CI.78 617.00 610.00 P•T9 608.50 0.4 7.10 0.75 2.15 30.07 6.9 4' CI ~ N 0
- 45 7,10 0.55 1.77 11,60 4.42 24" x 48' DITCH _ DI.30 656.50 649.35 P 31 649.15 0. - CI-45 648.80 634.50 P•46 634.00 0.31 7,10 0.70 2.78 14.12 .75 24"HDPE p.78 608.50 608.00 3G.G7 610.28 609.37 36 27 0.019 9.52 36" RCP Z 155 0.019 9
46.75 11.60 65024 650.34 36_ 69 0.005 3.05 36" RCP P•45 834.00 631.00 14.12 635.35 631.94 24 155 0.019 P•30 649.15 6 2.81 4'CI p1.77 617.00 608.00 P-78 603.85 0.3 7.10 0.75 1.61 52.14. 7.98 24'x36" DI
P•30 648.55 0.11 7.10 0.65 0.51 11.91 2.85 24" x 48" DITCH D1.2g 656.50 646.75 CI-43 649.00 642.60 022 7.10 0.70 0.77 0.77 m 32 0.019 4,43 15" RCP 608.00 P-81
648.55 648.30 11.91 650.27 65027 36 43 0.006 2.42 36' RCP P-43 642.60 642.00 0.77 642.94 642.25 15 32 0.019 P-29 r 5.22 4' CI 52,74 606.12 605.24 42 169 0.005 8.11 42" RCP Z I.I.I 2.45 18' ADS p.77 603.85 603,00 ~j 3
CI.15 659.00 65025 P•i6 647.40 0.15 0.78 0.78 32.13 DI.42A 84620 0.10 7.10 0.65 0.47 0.47 02.00 P•77 602.00 52.74 42 8.11 WB ~ JM 36 0.011 1.16 15"HDPE Wg.77A 608.00 6 ~ W
48.30 P•29 P-42A 641.80 641.40 0.47 "A2.W 641.85 15 36 0.011 6 3.48 4' CI QL
47.40 64720 32.13 649.84 649.81 36 34 0.006 4.92 36" RCP p i5 8 CI.42 646.46 642.00 P•43 641.20 0.10 7.10 0.65 0.39 1.61 85 0.019 5.48 15' RCP 5 r PIPE PIP PIPE L E tt W
, P•42 641.20 639.60 1.61 64110 639.96 15 85 0.019 652.00 1.48 0.65 6.38 6.38 5.24 24' SQ DI DI.14A 658.50 3.32 24' HDPE DOWN I C INLET 70TAL HGL HGL SIZE LENGTH SLOPE VELOCITY DESCRIPTION O W STRUCTURE STREAM TOP ELEV. INVERTIN FROM INV OUT AREA I
- ,Dp 65125 6.36 652.98 652.15 18 93 0.008 5.73 18" RCP DI.44 647.50 641.50 0.29 7.10 0.65 1.31 1.37 P 14A 652 5.64 24' x 36" DI 1,37 641.S6 640.39 15 143 0.010 143 0.010 4.25 15" RCP plpE ACRES 010CFS Q10 CFS IN OUT IN FT FTIFT FTISEC ~ Q O V
DI.14 660.20 65115 P-14A 650.00 0.25 0.78 1.40 7.59 p.qq 641.50 640.00 I °F-Q. 5.79 Os
650.00 649.30 7.59 651.07 650.25 18 71 0.010 6.44 18' RCP P-14 CI.41 646.01 639.60 P-02 638.50 0.40 7.10 0.78 312 6.07 7.62 4' CI 605.00 1.4 7.10 0.65 7.52 7.52 5.62 HEADWALL N z HW-82 609.00
658.72 649.30 P-14 647.00 0.34 0.70 1.06 40.07 640.00 P-44 CI.13 605.00 604,00 7.52 605.99 604.81 16 84 0.011905 8.92 18' RCP Q q 114 0.052 4.94 15' HDPE P-82
647.20 P•15 P-41 638.50 633.00 6.07 638.00 632.35 15 114 0.052 7 54 18 6.92 ENDWALL 7.56 24X36 DI EW-82A 609.00 604.00 P-82 604.00 O Q
647.00 646.25 40.07 649.09 648.31 36 144 0.005 7.74 36' RCP p-ig DI-00 634.00 631.00 P-45 630.00 0.26 7.10 0.65 1.21 20.96 650.85 0,16 0.78 1.07 1.07 3.09 24X36 DI 2
DI.9 655.50 633.00 P-41 1.07 651.26 651.00 15 76 0.005 2.07 15" RCP 630 pp 62750 20.98 631.64 628.69 24 126 0.020 10.75 24' HDPE ~ m Q 12s a.ozo
p.g 650.85 650.45 P-00 7.10 0.70 1.50 1.5 3.41 15' FES O 0 N 7.55 PRE-CAST MH Hyµ.83 609.50 808.50 0.3
- 657,97 650.65 0.24 0.78 0.86 0.86 2.90 4' CI 20.78 B CI8 MH-39 632.00 627.50 P-40 624.95 ~ 0.86 651.06 651.00 15 32 0.011 1.34 15" RCp 20.78 626.58 625.19 24 35 0.027 5 0.027 10.81 24' HDPE p-83 606,50 606,00 1.5 606.99 606.40 15 47 0.010638 4.39 15' RCP 3
~ p-g 650.70 650.35 P-39 624.95 624.00 E 3.78 4'CI 10.61 24' FES FES~3A 608.50 606.00 P-83 606.00 1.5 15 4.39 15' FES
6 657.91 650.45 P-9 65015 0.14 0.78 0.57 2.46 FES-39A 628.00 624.00 P-39 624.00 6.66 20.78 24 CI.7
650.35 P-8 7.57 5' RI
10 649.70 2.46 650.84 650.68 18 106 0.005 2.02 18" RCP P•7 650, RI.91 623.75 BMP 619.25 0 0 0 29.48 q,88 PRECAST MH 62 0.012 9.41 30" RCP
650.25 P-7 649.50 0.90 0,78 5.02 723 p.gi 819.25 618.50 29.48 621.10 620.02 30 62 0. MH-6 658.70 9.41 30" FES
- p 648.70 7.23 650.45 649.85 24 129 0.006 3.88 24' RCP FES•91A 823.00 618.50 P•91 618.00 29.48 30 p g 649.5 ~ 4,94 4' CI NOTES:
cl-5 658.83 649,85 0.26 0.76 o.so o.so DESCRIPTION LEGEND
- gg,g5 649.50 0.90 650.22 649.61 15 33 0.011 3.79 15" RCP PS 8 INDICATE TOP OF CURB BACK FOR _ 1. ELEVATIONS
648.70 P-6 648.50 0.22 7.10 0.78 0.80 8.70 5.19 4' CI cl-4 s5s.oo 18"ADS =18" ROUND HEAVY DUTY PVCINYLOPLAST AT H BASINS. TOP ELEVATIONS CURB INLETS & C C rte: ~
64850 P-5 24' RCp 24" SQ DI = 24" x 24" FRAME & GRATE DROP INLET P ~ INDICATE TOP OF GRATE FOR DROP INLETS AND TO ~
p.q 648.50 647.95 8.70 649.55 649.15 24 108 0.005 4.43 24" x 36" DI = 24" x 36"HEAVY TRAFFIC, PER-CAST CONCRETE DROP INLET 22 OF WEIRISPILLWAY FOR YARD INLETS. ~
$ 650.15 0.31 7.10 0.70 1.55 1.55 3.40 GRATED FES - HW12 652.50 " X"DITCH - NCDOT STANDARD DITCH INLET WITH CONCAVE GRATE, NCDOT 84022 9 1.55 650.65 650.01 15 126 0.005 3.29 15' RCP X X ~u~~ , U
P.12 650.15 s4s.so 4' CI =CITY OF MEBANE STANDARD CURB INLET, SEE DETAIL SHEETS . o
49.50 P-12 649.30 0.17 0.70 0.86 2.36 3.73 24' x 24' DITCH S DI.11 s5z.5o s RI =PRE-CAST CONCRETE RISER INLET, SEE DETAIL SHEETS 0 64880 2.3s 649.88 649,3e 18 98 0,005 3.78 18' RCP - M OTH WALL INTERIOR a . ~,~ti~~;,.. o
P11 6493 4"x24'DITCH X"HDPE -HIGH DENSITY POLYETHYLENE PIPE, S 0 ~n: L ~ v
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s4e.s0 648.05 2.99 649.20 649.17 24 tos O.ooS 1.65 24 HD RD INLET WITH TRASH PACK. P-1D PRE-CASTMH X' YI =PRE-CAST CONCRETE SQUARE YA t ~ i U
655.10 648.05 P-10 647.90 2.91 1.41 - MH•3A 24' HDPE WB -WEIR BOX OUTLET, SEE DETAIL SHEET 0 ~ J Z
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_ _
SEEDBED PREPARAI SEPARATION ~ N o a
: DING S C H E D U L E 1. CHISEL COMPACTED AREAS AND SPREAD TOPSI SEE SPREAD TOPSOIL 3 INCHES DEEP OVER _ ~ ~ ~ a Q a
ADVERSE SOIL CONDITIONS, IF AVAILABLE. AVAILABLE. _ _ ~ ~ Z CHES DEPTH. - \
R M NT F R P T I ATI 2, RIP THE ENTIRE AREA TO 6 INCHES DEPTH. hunu?u iu RF(11II CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR 3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER )TS, AND OTHER OBSTRUCTIONS LEAVING - U - ^ ~
STABILIZED WITH GRASS 3:1 AND FLATTER ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF SURFACE REASONABLY SMOOTH AND UNIFORM, H AND UNIFORM. - ~ , ~ \ 3 RTILIZER, AND SUPERPHOSPHATE \
STABILIZED WITH SHRUBS OR VINES 3:1 TO 2: i DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4. APPLY AGRICULTURAL LIME, FERTILIZER, AND S STABILIZED WITH RIPRAP 2:1 TO 1.5 UNIFORMLY AND MIX WITH SOIL (SEE BELOW*), SEE BELOW'" , - ' ~ \ \
TABILIZED WITH RETAINING WSQEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE. VERIZED S 5. CONTINUE TILLAGE UNTIL AWELL- L LL-PULVERIZED, FIRM, REASONABLY ~ , ~ \ \ .D 4 TO 6 INCHES DEEP. / ~ , / ~ \ ` \ \
r*+ - RDING TO OPTIMUM SEASON FOR DESIRED PERMANENT UNIFORM SEEDBED IS PREPARED 4 TO 6 INCH NPE PLANTING RATE TEMPORARY RESEED ACCO VER 12' IN HEIGHT VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW 0 6, SEED ON A FRESHLY PREPARED SEEDBED AN DATE 0 SEEDBED AND COVER SEED LIGHTLY / G _ - ~ \
S. ACRE BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPACK AFTE CULTIPACK AFTER SEEDING. / ~ / ~ 1 ~ \ ' \ ' ~ r EDING AND ANCHOR MULCH. ~ ~ \
AUG. 15 -NOV. 1 TALL FESCUE 300 LB / BS. ACRE 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCI NOV. 1 -MAR. 1 TALL FESCUE 300 L / / - l l l ~ l~ i ~ i .ND MAKE NECESSARY REPAIRS OR / / / ~ ~ I ~ i
5 LBS. ACRE 6, INSPECT ALL SEEDED AREAS AND MAKE NECE~ & ABRUZZI RYE 2 / 0 LBS. ACRE RESEEDINGS WITHIN THE PLANTING SEASON, IF ~ ~ I i I I ; 11NG SEASON, IF POSSIBLE, IF STAND / ~ ~ ~ ~ / ED, REESTABLISH FOLLOWING ORIGINAL / l t > ~ l"' 1 ~ ~
MAR, 1 -APR. 15 TALL FESCUE 30 / 25 LBS. ACRE ION CONTROL SHOULD BE OVER 6094 DAMAGED, REESTABLISI ON BERMUDAGRASS / HEET C5,1 FOR EROS I RAND SEEDING RATES. 15 -JUN. 30 HULLED COMM SEES LIME, FERTLIZE APR. 125 LEIS./ACRE i ~ / / ~C-- ~ ~ ..l / / / RATES. / / / / ~ , ~ ~ ~ . 1 j 1 ~ / l
JUL. 1 -AUG. 15 TALL FESCUE AND 35 LBS, ACRE NCE NOTES 9, CONSULT CONSERVATION INSPECTOR ON MAINT ILLET / NSTRUCTION SEQUE FTER PERMANENT COVER IS E'. :CTOR ON MAINTENANCE TREATMENT AND / ~ / ~ ~ :NT COVER IS ESTABLISHED. / ~ / / - / , ~~i ~ 'mil f / ~ -
BROWNTOP M AND C O FERTILIZATION A ***OR SORGHUM- SUDAN HYBRIDS 30 LBS,/ACRE
* APPLY; AGRICULTURAL LIMESTONE - 3 TONS/p NE - 3 TONS/ACRE ~ ~ / ~ I /
SLOPES (3:1 TO 2:1) FERTILIZER - 10 - 10 - 10 ANALYSIS AT800 - ~LYSIS AT800 - 1 000 LBS. ACRE ~ / / , r 1 ARE OF 20X ANALYSIS SUPERPHOSPHATE , ~ ~ ~ / ~ I ~ /
_ A LESPEDEZA SCARIFIED) 50 LBS,/ACRE SUPERPHOSPHATE - 500 LBS,/ACRE OF 20X AN MAR, 1 JUN. 1 SERICE DIVERSION N RAW ACRE ~ Q 3ALES) SMALL GRAIN ST / /
AND MULCH - 2 TONS (APPROX. 80 BALES) SMALL G MAR. 1 -APR, 15 ADD TALL FESCUE 120 LBS./ACRE - _ _ _ ; - _ = ANCHOR -TACK WITH LIQUID ASPHALT AT 400 / ~ ~ / DITCH TYP, - Z N HALT AT 400 GALLONS ACRE OR ~ S ACRE. / / / ~ LON / - - - ~ Py / ~ l f / ~ ~ ~ z
AR. 1 -JUN. 30 OR ADD WEEPING LOVEGRASS 10 LBS,/ACRE - - - BEM LSIFIED.ASP~HA~T eT,300 GALLONS/ACRE. ~ M RASS 25 LBS. ACRE
MAR. 1 -JUN. 30 OR ADD HULLED COMMON BERMUDAG / ~ ~ ~ ti ~ ~ ~ ~ ~ ~ ^ N. 1 -SEP. 1 «**TALL FESCUE AND 120 LBS./ACRE I r ~ ~ ~ ~ ~ ~ ~ " ~ ~ ~ JU 35 LBS, ACRE ~ I ( ~ ~ ~ ~ ~ ~ \ ~ - - ~ ~ ~ - ~ l 1 1 I r'-, 1 / v>I h
BROWN MILLET / ~ ~ ~ ~ ~ ~ R SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE 1t I A i '~~A\\ ~ ~ 0 - / 1 ~
_ ZA ;,111 \ \ ' , " HULLED-UNSCARIFIED)70 LBS./ACRE ,i ~ ~ I SEP. 1 MAR. 1 SERICEA LESPEDE ( \ `J ~ , I - - ~ , \ ~ i I W ~ ~ / 1 I p ~ ~
120 LBS. ACRE ~ r ~ ~ ~ ` , A ~ ~ ` AND TALL FESCUE / y I; I IIII~ LBS. ACRE ~ ~ ~ ` ~ \ _ ~ W - z _ \ \ ~ 1 ~ ~
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CONSTRUCTION SEQUENCE EROSION CONTROL NOTES
1, OBTAIN ALL PERMITS NECESSARY TO START AND COMPLETE THE PROJECT. OBTAIN LAND DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1. A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE
DISTURBING ACTIVITY. EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR
v ~ ~ 2. PRIOR TO CONSTRUCTION ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS. CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SEQUENCE. DIVERGING FROM ENGINEER FOR CLARIFICATIONS, IF NEEDED. THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE EROSIUN CONTROL PLAN, RESULTING IN A
~ s 3. FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES. POSSIBLE VIOLATION.
o ~ i v, ~ ~ 0 4 Q r v 4. INSTALL RAIN GAUGE ANO RURAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSION CONTROL INSPECTOR MAY 5. PRIOR TO CONSTRUCTION ACTIVITIES, SCHEDULE ON-SITE MEETING WI1H EROSION CONTROL REQUEST MODIFICATIONS TO THE PLAN. PRIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD
I ~ v r ~~Lo a p ~n owe INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR. VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION.
1 ~ a o c v, a o 'p ~N N i1_~ UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUCTION SEQUENCE, AND NPDES STORMWATER 3. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. IN PERMIT REPORTING REQUIREMENTS. ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWATER DISCHARGE OUTFACES
.c vfnai n va 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (BOOS) SHALL BE INSPECTED BY THE CONTRACTOR. INSPECTIONS SHALL BE PERFORMED BY THE
00'~ ,ti J"~ ~ Q oQm~ INDICATED ON THE PLANS, PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWAIER A MINIMUM. ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE CORRECTED IMMEDIATELY. PERSISTENT
0 h~ Q (A ,v ~ m ~ v C m OUTFACE SEDIMENT 1RAPS. MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION.
J J j 0 h QOJ ~ ~ a OOp ~N Q 1 72 4. NPDES SITE INSPEC110NS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000. THE EC PHASE A REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR. REPORT
V A ~ 11 ~ II 1~A11~ JI 1, PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADING OF THE SITE, CONSTRUCTION OF COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO 1NE OWNER
\ ~ y 11 , ~ \ ; CULVERTS, THE STORM COLLEC110N SYSTEM, UTILITIES, AND RETAINING WALLS. PRIOR TO ANY AND ENGINEER. GRADING OPERATIONS, CONSTRUCT AND STABILIZE ALL THE SITE BMPS (TO FUNCTION AS TEMPORARY 5. AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TO CONSTRUCTION
SEDIMENT TRAPS), INDICATED PORTIONS OF THE STORMWAIER COLLECTION SYSTEM (AT A MINIMUM), ACTIVITIES. THE GAUGE WILL BE MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUREMENI~ RECORDED
0~0' ~ iii i9~ i \ cp ~ O I "1 ~ ~ iii \ ~ ~ ~ J/ ~ ~ ~r ~ /iii l ~ _ I AND THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT. n
~ ~ C iii i- i ~I I L RESPECTIVELY. 6. COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL TIMES. 2. UPON INSTALLATION OF THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7. DENUDED SURFACE OF THE SITE SHALL BE LIMITED TO A MAXIMUM OF 20 ACRES AT ANY TIME. N n
~ s „s/ ' J ~ ~ 1 I ~ ~ , , 1 ~ L .1~ ~ I I \cC i ~ / I ~i SCHEDULE AN INSPEC110N WITH THE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CONTRACTOR SHALL UTILIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA. Z Q
~ ~ i/ ~ / J I ~ I I ;I V A ? ~ AI ~ m ~ 1 , -f / THE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. 8, ANY AREAS LEFT TOLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN ACCORDANCE WIIIi ~ Z N 3. HARVEST ANY TIMBER. COUNTY STANDARDS. ~
4. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. 9, THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY ~ 0 Z DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. CHECKS AMYBE RIP-RAP, 1RIANGULARS, SILT DIKES, GEORIDGES, OR AS APPROVED BY THE ENGINEER.
Y AR A FT I LE IN EXCESS Of 30 DAYS SHALL BE TEMPORARILY STABILIZED IN 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY, DIVERSION 5. AN ESLE D U Q
~ ~ ~ / ~ ` I I / ~ \ ` \ \ ~ j ilU•II~I / ~ \ JAVA ~ r, ~ ) r,, Fig V I 1 A A ~ \ ACCORDANCE Wllli COUNTY STANDARDS, DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. Vl _ = Q
0 I / ~ W. I \ \ ~ A V x 111111 I / / V ~ ~ ~ \ ~7 ~ \ i III I ~ v ~ _ ~ 1. I~~ ~ I v v 6. PERFORM GRADING OPERATIONS, STABILIZATION, DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11. ALL TYPE B SEDIMENT TRAPS SHALL INCLUDE BAFFLES AND SKIMMERS. BAFFLES AND SKIMMERS SHALL F- U REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STATE BE SIZED ACCORDING TO THE INFORMATION INCLUDED ON THE TABLES, W
- ~ Ill ~ l / J ~ oIS~Pa1'oK f ; - I ~ 1 \ \ - . ~ I I I IJ i l / PAD ~YD / ~ : f - ~ ~ / / / STANDAR S. 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT 0 ~ W PH TRAPS. PAINT MARKS SHALL BE PLACED ON THE POSTS AT ELEVATIONS REPRESENTING HALF THE Z ~
- l ~ ) - / F bT~l a . - ~ - I I , ~ / - . ~ / A ~ ~ 1. AS MASS GRADING AND RETAINING WALL CONSTRUCTION PROGRESS, COMPLETED AREAS OF STORAGE VOLUME OF THE DEVICE WITH A MINIMUM ONE-FOOT ELOW THE WEIR CREST. W = 0
B Z ~ry Z THE SITE SHALL BE PERMANENTLY STABILIZED. 13. SEDIMENT 1RAP MAINTENANCE SHALL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED 1HE Z _
~ ~ l ~ / j' I ~ 2. EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS THEY LEVEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS. TRAPS SHALL BE I' d DIRECTLY INTERFERE WITH CONSTRUC110N Of BUILDING PADS ANO ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDITION. o`~ W ~
~ ~ ~ ~ ' / ~ PAO is I ~ l I I ~ ~ INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS AND INLET 14. INL T PR T 11 HA IN T ~ E 0 EC ON S LL BE S ALLED AROUND STRUCTURES AND OPEN PIPES AT 1HE END OF EACH ~ ao
1 I ~ h ~ PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY. O ~ 0 ~ REMAIN FUNCITONAL UN11L THE PROJECT IS COMPLETED. 15. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR DAILY, EACH DEVICE IS TO ~ "W "
~ 1 / I / 3. AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS BE RESTORED TO THE DESIGN CONDITION ONCE SEDIMENT ACCUMULATION HAS REACHED HALF OF THE W a X•. X•
1 , I / ~ / I> ~ I ,1 v, I + III I / aSSIPATOR f ~ - I v it , ~ lll; / l.a - ~ c~ TA (SHED 111 STORM COLLECTION SYSTEM SHALL BE THOROUGHLY CLEANED STARTING AT W Q Q ES BL E ~ CAPACITY OF THE DEVICE, F- W 0, THE UPPERMOST REACHES. 16. CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF ~ -3
I ! I I I ~ ` i PAO 1~ / ~ ~ " ~ ° , ~ONSTRUCTEO WETi.AN0~3 I ~ 111 ~ 1 ~ o , ,I(,H - ~ _ ~ N 4, AS UPPER REACHES OF THE SITE ARE COMPLETED, THE CONTRACTOR SHALL REQUEST EACH DAY. Z O
1~-~ I I I ~ ~ _ _ ~ a . i i _ -0RAINAGE AREA 2.1 AC / _ s c~ INSPEC110N AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. 4 SKETCHES OF THE MODIFICAl10NS SHALL BE FORWARDED TO THE ENGINEER PRIOR TO 18. PROPOSED STORMWATER MANAGEMENT DEVICES BMPS SHA L E M IFIED TO TEMPORARY SEDIMENT Z Q ' 0
t' III CNE ~ ~ ~ / i ` 01 - f _ BOTTOM EL 615.50 a f lli D ~ / ~ w I I I ~ , ~ CREST EL 618.75 REMO L TRAPS. INLET PROTEC110N SHALL BE INSTALLED AROUND THE RISER INLETS AND SPILLWAYS. SKIMMERS X Q ~
~ ~ I , I ~ / ~ o M I I I I, ~ , E ER ~ -TOP EL=621.00 5, UPON COMPLE110N OF ALL CONSTRUCTION ACTIVITIES, ESTABLISHMENT OF PERMANENT ~ J ~ SHALL BE INSTALLED TO DRAW DOWN PIPE Of THE RISER STRUCTURE. DEVICES SHALL BE CONVERTED TO - J SURFACE STABILIZATION, CLEANING OF THE STORM COLLECTION SYSTEM, THE CONTRACTOR fINAI PROPOSED CONDITION UPON STABILIZATION Of CONIRIBUIING GROUND SURFACES AND CLEANING OF ~ ~ - ~
1~ 1 I ~ / _ c ~ 11 `s' I I I ~ I , - ' ! ~ ' P DIM.=130 L x 70 W 3 m Z~ ~ SHALL REQUEST A FINAL INSPECTION BY THE COUNTY EROSION CONTROL INSPECTOR. THE STORM COLLECTION SYSTEM. I ~ ~
DISSIPATOR ~ , 1 I'' I ~ , -i / i AY / / - fi , - ~ o / pap ~ I 1J1 ~ ~ / QLASS/I' ~ ~ ~ I _SEE SHEET C3.2 FOR DETAILS ~ 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT TRAPS AND t9. PRIOR TO MODIFICATION Of THE EROSION CONTROL MEASURES OR THE CONSTRUCTION SEQUENCE NOTED ~ J Z BMPS SHALL BE CONVERTED TO THE FINAL DESIGN CONDITIONS AND STABILIZED. ONCE ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM 1HE ENGINEER. W W 0 W
~ ,1 ~ ! ~ ~ ~ ~ - - - - A ~ r ~ RIP RAPS STABILIZED THE REMAINING PERIMETER EROSION CONTROL MEASURES'MAY BE REMOVED AND rr^^~ a Z C7 Z 20. DIVERSION DITCHES SHALL INCLUDE CHECK DAMS AS NECESSARY TO PREVENT EROSIVE VELOCITIES. V/ Q 0 J 0
I ~ ~R ~ AREAS RESTORED. Z = _ _
II I 1~~ ~ ~ ~ - ~ ~ i / / ( it 1 / / ~ i , / . ,III ~ _ - / / t - _ UaWa PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION Q o J J
I ~ ~ - / ~ / ~I L ~ - ~ - y ~ III I ~ ~ r ~ f - _ ~ - ~ " i ~ ~ i/ i ~ ~ ~ UMIT~ 9E DISRIRBANCE SEQUENCE NOTED ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAI FROM M w ~ W THE ENGINEER. W U F- I-
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SEEDBED PREPARAT ,EPARATIO r~ a 3m
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOI SPREAD TOPSOIL 3 INCHES DEEP OVER ~ ~ Q p Q
• I N G SCHEDULE IF AVAILABLE, SEED ADVERSE SOIL CONDITIONS, AVAILABLE, Qr Z HES DEPTH. , ^ \ Li
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. ~nnunai in,~ RF~111RFNIFNTS FOR SLlPF STABILIZATION iS, AND OTHER OBSTRUCTIONS LEAVING ^ ~ ~
RVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR 3, REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER I D WITH GRASS 3:1 AND FLATTER CONSULT CONSE STABIL ZE TI N CONCERNING OTHER ALTERNATIVES FOR VEGETAl10N OF SURFACE REASONABLY SMOOTH AND UNIFORM, AND UNIFORM, ~ \ ~ PERPHOSPHATE v ~ - \ 'TILIZER, AND SU y \
TABILIZED WITH SHRUBS OR VINES 3:1 TO 2:1 ADDITIONAL INFORMA 0 S THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER 4, APPLY AGRICULTURAL LIME, FERILIZER, AND SL (SEE BELOW'). ' \ \ \
STABILIZED WITH RIPRAP 2:1 TO 1.5:1 DENUDED AREAS. R EDING RATE COMBINATIONS ARE POSSIBLE. UNIFORMLY AND MIX WI1H SOIL (SEE BELOW*). STABILIZED WITH RETAINING WSQEEPER THAN 1.5:1 LOCAL CONDITIONS; OTHE SE 5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, L-PULVERIZED, F1RM, REASONABLY I-- , ~ \ \
***TEMPORARY -RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHE 4 TO 6 INCHES DEEP. , ' / ^ ~ \ \ SEEDBED AND COVER SEED LIGHTLY ~ / \ ~ \
DATE TYPE PLANTING RATE GETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT 6, SEED ON A FRESHLY PREPARED SEEDBED AND VE FORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT. WITH SEEDING EQUIPMENT OR CULTIPACK AFTEf IPACK AFTER SEEDING. / ' ~ ~ \ \ \ ,ULT _ ~
U 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCH A G. 15 -NOV. 1 TALL FESCUE 300 LBS./ACRE BE B, INSPECT ALL SEEDED AREAS AND MAKE NECES' DING AND ANCHOR MULCH. / ~ ~ ~ I I i JD MAKE NECESSARY REPAIRS OR i - ~ , ' i
NOV. 1 -MAR. 1 TALL FESCUE 300 LBS,/ACRE RESEEDINGS WITHIN THE PLANTING SEASON, IF & ABRUZZI RYE 25 LBS./ACRE I ~ l l l l i l I; ING SEASON, IF POSSIBLE. IF STAND /i
MAR 1 -APR. 15 TALL FESCUE 300 LBS./ACRE DAMAGED, REESTABLISH 5 LBS. ACRE CONTROL SHOULD BE OVER 60Y MUDAGRASS 2 / T C5.3 FOR EROSION FERTILIZER AND SEEDING RATES. R STABLISH FOLLOWING ORIGINAL - / s ~ ~ l' "t ~•.1.. .D, EE ~ ~ ~ / / RATES. i / ~ / ~ ~ ' ~ ~ ~ 1 1 I l l
- . 30 HULLED COMMON BER SEE SHEE LIME, APR. 15 JUN 125 LBS./ACRE JUL. 1 -AUG. 15 TALL FESCUE AND 9. CONSULT CONSERVAIION INSPECTOR ON MAINTE ;TOR ON MAINTENANCE TREATMENT AND i / ~ / ~ ~ - ~ 1 1
35 LBS. ACRE S E U E N C E NOTES R ANENT COVER IS ES ILLET / D N S TR U C TI O N Q FERTILIZATION AFTER PE M BROWNTOP M AND C NT COVER IS ESTABLISHED. r ~ i ~ ~ 1 I 1 _ - ,
***OR SORGHUM- SUDAN HYBRIDS 30 LBS./ACRE * APPLY: AGRICULTURAL LIMESTONE - 3 TONS/AI IE - 3 TONS/ACRE ~ ~ ~ ~ 1 / ~ - li ~
SLOPES (3:1 TO 2:1) FERTILIZER - 10 - 10 - 10 ANALYSIS AT800 - .YSIS AT800 - 1,000 LBS./ACRE ~ ~ / ~ ~ ~ / / N
SCARIFIED 50 LBS./ACRE SUPERPHOSPHATE - 500 LBS./ACRE OF 20~ AN? MAR. 1 -JUN. 1 SERICEA LESPEOEZA ( ) MULCH - 2 TONS (APPROX. 80 BALES) SMALL GF .RE OF 20~ ANALYSIS SUPERPHOSPHATE r. ~ ~ ! I _ I DIVERSION Z Q ALES) SMALL GRAIN STRAW/ACRE
AND 120 LBS./ACRE - - - - ANCHOR -TACK WITH LIQUID ASPHALT AT 400 G / DITCH TYP. - ~ N / ~ / ( ) 'HALT AT 400 GALLONS/ACRE 0 / ~ / ~ / / ~ i 0
R 1 -APR, 15 ADD TALL FESCUE - _ _ . ~ ; _ _ _ - , - 30 - - ~E~~ILSIFIED~SP~HA~T e~3,OQ GALLONS ACRE.\ MA . OR ADD WEEPING LOVEGRASS 10 LBS./ACRE _ MAR. 1 JUN. .ONS/ACRE. ~ ~ ~ _ ~ ~ / ~ ~ ~
MAR. 1 -JUN. 30 OR ADD HULLED COMMON BERMUDAGRASS 25 LBS./ACRE \ ~ ~ 120 LBS, ACRE ~+wo, ~ v~ ~ ~ ~ v ~ ~ v ~ _ ~ 1 ~ ~ . I r`. ~ 0 ~ ~ ~ i i 1 ~ ~ ~
JUN. 1 -SEP. 1 ***TALL FESCUE AND / ***BROWN MILLET 35 LBS./ACRE ` I ~ ~ / - ~ / } N ~ ~ ~ ~ ~ / to ~ F~
***OR SORGHUM- SUDAN HYBRIDS 30 LBS,/ACRE ~ J 1 I .e ~\1 ~ ~ v v ~ - J ~ / ~'S'~. 1 W ~S ~
- 1 SERICEA LESPEDEZA (HULLED-UNSCARIFIED)70 LBS./ACRE ~ II III ~ I ~ ~ ~ _ ~ \ ~ ~ ~ . SEP. 1 MAR. 120 LBS./ACRE ~ ~ ~ tl llll r ~ ~ ~ v ~ .~A v ~ z AND TALL FESCUE y III ~i - / ~ W ~ ~v ~ 1 ~ Z z
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CONSTRUC CONSTRUCTION SEQUENCE EROSION CONTROL NOTES
1. OBTAIN DISTURBAP 1, OBTAIN ALL PERMITS NECESSARY TO START AND COMPLETE THE PROJECT. OBTAIN LAND DISTURBANCE PERMIT FROM ORANGE COUNTY EROSION CONTROL DIVISION PRIOR TO ANY LAND 1. A DETAILED CONSTRUCTION SEQUENCE HAS BEEN INCLUDED IN THE PLANS AND WAS THE BASIS OF THE
W DISTURBIN DISTURBING ACTIVITY, EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE CONTRACTOR
~ ~ 2. PRIOR 2. PRIOR TO CONSTRUCTION ACTIVITIES, REVIEW ALL PLANS, NOTES, AND DETAILS. CONTACT THE SHALL CONFORM TO THE REQUIREMENTS OF THE NOTES AND CONSTRUCTION SEQUENCE. DIVERGING FROM ENGINEER FOR CLARIFICATIONS, IF NEEDED. THE PLANS MAY COMPROMISE THE PERFORMANCE OF THE EROSION CONTROL PLAN, RESULTING IN A
a, ~ ~ M ENGINEER ~ v ^ r ~ 3. FLAG C 3, FLAG DISTURBANCE LIMITS OF PROJECT, INCLUDING APPLICABLE PHASE LINES, POSSIBLE VIOLATION.
o •Sp U ~ q~f ~ 4. INSTALI ~ p d a v 5, PRIOR 4. INSTALL RAIN GAUGE AND RURAL TYPE MAILBOX, SIZED TO HOLD EROSION CONTROL PLANS. 2. LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. THE EROSION CONTROL INSPECTOR MAY
I I ~ o p I~ A p o INSPECTOf 5, PRIOR TO CONSTRUCTION ACTIVITIES, SCHEDULE ON-SITE MEETING WITH EROSION CONTROL REQUEST MODIFICAl10NS TO THE PLAN. PRIOR TO IMPLEMENTATION, THE CONTRACTOR SHALL FORWARD INSPECTOR, CIVIL ENGINEER, GENERAL CONTRACTOR, AND GRADING CONTRACTOR. VERIFY REQUESTED MODIFICATIONS TO THE ENGINEER, INCLUDING SKETCHES, FOR APPROVAL OR REVISION.
v o p p i n o~ r- ~ UNDERSTA UNDERSTANDING OF PERFORMANCE STANDARDS, CONSTRUCTION SEQUENCE, ANO NPDES STORMWATER 3. NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCGO10000. IN
~ ~ o ~ ~ ~ ~ .S ~ cv aT _ PERMIT RE ~ mh m~`0~ N va 6. PRIOR PERMIT REPORTING REQUIREMENTS. ACCORDANCE WITH NC GENERAL STATUES AND NCDENR REQUIREMENTS, STORMWATER DISCHARGE OUTFACES 6. PRIOR TO ANY LAND DISTURBING ACTIVITY, INSTALL ALL PERIMETER EROSION CONTROL MEASURES (SDOS} SHALL BE INSPECTED BY THE CONTRACTOR. INSPECTIONS SHALL BE PERFORMED BY THE
n ~ ~ •S •o ~ ~ _ ~ ~ ro o Q m ~ INDICATED INDICATED ON THE PLANS, PERIMETER MEASURES SHALL INCLUDE CONSTRUCTION ENTRANCES, TREE CONTRACTOR AFTER EACH STORM EVENT OF ONE-HALF INCH OR GREATER, WITH ONE WEEKLY INSPECTION AT
0 0' o ~ h o ~ y m ~ a .v ~ PROTECTI( o 0 0 I o W v C m OUTFALL ' PROTECTION FENCE, SILT FENCE, SILT FENCE OUTLETS, DIVERSION DITCHES, AND STORMWAl1:R A MINIMUM. ANY MEASURES NOT FUNCTIONING PROPERLY SHALL BE CORRECTED IMMEDIATELY. PERSISTENT OUTFACE SEDIMENT TRAPS. MALFUNCTIONS SHALL BE REPORTED TO THE ENGINEER FOR POSSIBLE MODIFICATION.
4, NPDES SITE INSPECTIONS AND REPORTING SHALL BE PERFORMED IN ACCORDANCE WITH NCG010000, THE
000 0 \ ~ ~z PHASE m ~ o N' \ i l l 1 t. PHASE N OF TH SITE CONSTRUCTION OF REPORTS SHALL BE PREPARED AND SIGNED BY THE CONTRACTOR'S EROSION CONTROL SUPERVISOR. REPORT 1. PHASE A CONSTRUCTION ACTIVITIES INCLUDE MASS GRADI G E COPIES AND RAIN GAUGE READINGS SHALL BE KEPT AVAILABLE ON SITE AND DISTRIBUTED TO THE OWNER
c c ~ ~ ~ ~ ~ A 1 I ~ ~.\1V~1~ CULVERTS CULVERTS, THE STORM COLLEC110N SYSTEM, UTILITIES, AND RETAINING WALLS. PRIOR TO ANY AND ENGINEER,
a ~ . , o ,g ~ ~ ~ \ \ ~ f' " ~ ~1 _ GRADING a ro ~ I o 4 ~ i.~i \ i / ~ = = SEDIMENT GRADING OPERATIONS, CONSTRUCT AND STABILIZE ALL THE SITE BMPS (TO FUNCTION AS TEMPORARY 5, AS REQUIRED BY THE NPDES PERMIT, A RAIN GAUGE WILL BE INSTALLED PRIOR TO CONSTRUCTION SEDIMENT TRAPS), INDICATED PORTIONS OF THE STORMWATER COLLECTION SYSTEM (AT A MINIMUM), ACTIVITIES. THE GAUGE WILL 8E MAINTAINED IN WORKING ORDER AND DAILY RAIN MEASUREMENTS RECORDED
oop ~ ~ /s%ii ~ ` y- AND THE ~ ~ ~ I ~ M ~ ~ y~i \ ~ L ` ~ \ i ~I RESPECTII AND THE EMBANKMENT/SEDIMENT DIKE AS DETAILED, INTERIOR DIVERSION DITCHES, SEDIMENT TRAPS, THROUGHOUT THE DURATION OF PROJECT. ~
RESPECTIVELY, 6. COPY OF THE APPROVED EROSION CONTROL PLAN SHALL BE AVAILABLE TO INSPECTORS AT ALL 1TMES. 2. UPON INSTALLATION THE PHASE A EROSION CONTROL MEASURES, THE CONTRACTOR SHALL 7, DENUDED SURFACE OF THE SITE SHALL BE LIMITED TO A MAXIMUM OF 20 ACRES AT ANY TIME. N n
~ ~ : c o u sy~ i,- i%' % • i I \L I ' I : I. 2. UPON r , ~ o ~i ~ / / ~ i ~ .1 SCHEDULE SCHEDULE AN INSPECTION WITH THE COUNTY EROSION CONTROL INSPECTOR. UPON APPROVAL BY CONTRACTOR SHALL UTILIZE TEMPORARY STABILIZATION AS NEEDED TO LIMIT DENUDED AREA. z
ti ~ c ' 02 - / ) 1 THE COUt• . c a / 1 I I I ~ > \ \I v v r f / j ~ 3. HARVE' THE COUNTY INSPECTOR, GRADING OPERATIONS MAY COMMENCE. S, ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARILY STABILIZED IN ACCORDANCE WITH ~ 3. HARVEST ANY TIMBER. COUNTY STANDARDS. ~ ~ N
4, TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY, 9. THE CONTRACTOR SHALL INSTALL VELOCITY CHECKS IN TEMPORARY DIVERSION DITCHES. VELOCITY Q Z
m ~ i ~ i i / 4/ 1 ~ ~ 1 ~ \ \ \ \ \ ~ DIVERSION g i 1 / / / ~ i \ \ v ~ VA 5. ANY A DIVERSION DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES. CHECKS MAYBE RIP-RAP, 1RIANGULARS, SILT DIKES, GOERIDGES, OR AS APPROVED BY THE ENGINEER. Y TA I I 10. TEMPORARY STOCKPILES SHALL BE ENCLOSED WITH SILT FENCE AT THE END OF EACH DAY. DIVERSION 5. ANY AREAS LEFT IDLE IN EXCESS OF 30 DAYS SHALL BE TEMPORARIL S 81L ZED N U
a ; i 1 PII i ~ ~ / ~ \ A VAA ACCORDAI • I,I I 1 ~ ~ \ ~ , 1 I ~ A ~ ~ A V A 6. PERF01 ACCORDANCE WITH COUNTY STANDARDS. DITCHES SHALL BE PROVIDED ON THE UPHILL SIDES,
STABILIZATION DEVICE MAINTENANCE, SITE INSPECTIONS, AND 11. ALL TYPE-B SEDIMENT TRAPS SHALL INCLUDE BAFFLES AND SKIMMERS. BAFFLES AND SKIMMERS SHALL 6. PERFORM GRADING OPERATIONS, ~ ¢ U REPORT PREPARATION IN ACCORDANCE WITH THESE PLANS, COUNTY STANDARDS, AND STATE BE SIZED ACCORDING TO THE INFORMATION ON THE TABLES, W
f III ; I, / J I PATOR ~ _ ~ ~ ~ ) ) ~ ~ \ V A REPORT F I 1 111 yl II I ~ ~ l D SSI / : ~ I. ' . ~ ~ 1 A STANDAR[ 12. FOUR INCH DIAMETER SEDIMENT VOLUME INDICATOR POSTS SHALL BE INSTALLED IN ALL SEDIMENT 0 STANDARDS. W z Z
~ , ~ III I~ / ~ ~ ~ PAD /10 • / ~ e l , ~ ~ ~ ~ FAN2~lb1~1 PH m - " , I ~ 111111111 ~ > > ~ ~::I~ ~ / ~ A'. PH TRAPS. PAINT MARKS SHALL BE PLACED ON THE POSTS AT ELEVATIONS REPRESENTING HALF THE W _ 0 1. AS MASS GRADING AND RETAINING WALL CONSTRUCTION PROGRESS, COMPLETED AREAS OF STORAGE VOLUME OF THE DEVICE, WITH A MINIMUM ONE FOOT BELOW THE WEIR CREST, I
m ~ ' , ~ ~-__a--_ / ~ ~ I I W DOWN THE SITE Z ~ z THE SITE SHALL BE PERMANENTLY STABILIZED. 13. SEDIMENT TRAP MAINTENANCE SHALL BE PERFORMED IMMEDIATELY AFTER SEDIMENT HAS REACHED THE z _
~ i.~` l ~ ~ E ~ 2. EC PHA 8 / ~ 1 i / / I ~ ~ / ~ " PATOR ~ / ~ ~ ~ DIRECTLY 2. EC PHASE A INTERIOR EROSION CONTROL MEASURES SHALL ONLY BE REMOVED AS THEY LEVEL INDICATED ON THE POSTS, WITH A MAXIMUM MAINTENANCE INTERVAL OF 90 DAYS, TRAPS SHALL BE W ~ d DIRECTLY INTERFERE WITH CONSTRUCTION OF BUILDING PADS ANO ROADWAYS. REMOVAL OF RESTORED TO DESIGNED CONDITION. ~ W ~
/ i v ~ I ~ / ' / INTERIOR ~ f7 I ~ ~ / I / ~ Y INTERIOR MEASURES MAY ONLY BE PERFORMED AFTER ALL VICINITY AREA DRAINS AND INLET 14. INLET PROTECTION SHALL BE INSTALLED AROUND STRUCTURES AND OPEN PIPES AT THE END OF EACH w I ~
PROTECTION HAS BEEN INSTALLED. ALL PERIMETER EROSION CONTROL MEASURES SHALL WORK DAY. Q.W ~ ~ Z 1L7 ~ v
REMAIN F~ Q f / I / / I , ~ ~ - ~ 3. AS UPI REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED. 15. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR DAILY. EACH DEVICE IS TO cv W X,. 3. AS UPPER REACHES OF THE SITE ARE COMPLETED AND PERMANENT STABILIZATION HAS BE RESTORED TO THE DESIGN CONDITION ONCE SEDIMENT ACCUMULATION HAS REACHED HALF OF THE W W X Y
\ ~ ~ ~ ,(1 1 i I ~ / ~ / ~ ' ~ I ~ 1 ESTABLISh I I I I / DISSIPATOR I v Q Q ESTABLISHED, THE STORM COLLECTION SYSTEM SHALL BE THOROUGHLY CLEANED, STARTING AT CAPACITY OF THE DEVICE, F- LL Q LL
I I ~ ~ I ~)I / / . a ~ ~ / ~ ti, ~ THE UPPE I I 1 l + I / PAO ~ ~ ~ . j,. ' , e , WET PON0~3 t ~ 4. AS UPI THE UPPERMOST REACHES. 16. CONTRACTOR SHALL CLEAN ALL MUD AND SEDIMENT IN STREETS OR LEAVING THE SITE AT THE END OF ~ -~S AR COMPLETED THE CONTRACTOR SHALL REQUEST Z N 4. AS UPPER REACHES OF THE SITE E EACH DAY. _c~ 'c~
I ~ III, / ° / ~r - ~ a ~ s~, I I ` I / / a ~ / ~ ~ _~_-0RAINAGE AREAa2.1 AC INSPECTIO INSPECTION AND APPROVAL TO REMOVE THE EROSION CONTROL MEASURES FROM THE COUNTY. 17. ALL PERIMETER MEASURES SHALL REMAIN FUNCTIONAL UNTIL THE PROJECT IS COMPLETED, U Q ~ ~t
~ - { ~ 1 /CNE / / ~ `o \ - _ 80TTOM EL=615.50 ~ ~ SKETCHES 1 III ' ~ / / ~ ~ ~ . ~ -F ~ 4 REMOVAL• SKETCHES OF THE MODIFlCAl10NS SHALL BE FORWARDED TO THE ENGINEER PRIOR TO 1 . PR PO TORMWATER MANAGEMENT DEVICES BMPS IFIED TO TEMPORARY SEDIMENT ~ a ' 0 ' 8 0 SED S ( )SHALL BE MOD ~ 0.- I ~ REMOVAL, TRAPS. INLET PROTECTION SHALL BE INSTALLED AROUND THE RISER INLETS AND SPILLWAYS. SKIMMERS X I L ~J~
m l l1 i, o , ~ , ~ ; , ~ - - CREST EL=618.75 ~ 1, III / / c ~ / ~ _ o ~ 5. UPON o I I I I; / / _ - TOP ELa621.00 ~ SURFACE 5. UPON COMPLETION OF ALL CONSTRUC110N ACTIVITIES, ESTABLISHMENT OF PERMANENT SHALL BE INSTALLED TO DRAW DOWN PIPE OF THE STRUCTURE, DEVICES SHALL 8E CONVERTED TO FINAL ~ f J ^J ^
!III 7 / ~ a ' ' ~ SHALL RE SURFACE STABILIZATION, CLEANING OF THE STORM COLLECTION SYSTEM, THE CONTRACTOR PROPOSED CONDITION UPON STABILIZATION OF CONTRIBUTING GROUND SURFACES AND CLEANING OF THE J J ~ - ~ Z ~ SHALL REQUEST A FINAL INSPECTION BY THE COUNTY EROSION CONTROL INSPECTOR. STORM COLLECTION SYSTEM. _ ~ w
~ DISSIPATOR ~ ' 1 ~ - , % / ~ , , ; ' AY ~ ~ fi , , hOP DIM. 130 L x 7fl W ~ m 0 1 ,1 a/ i : ~ ~ ~ J . ~ Q 6. UPON 6. UPON APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR, THE SEDIMENT TRAPS AND 1 P IFI TI F TH ROSION CONTROL ME TR TIN ENCE NOTED ~ J ..Z
PAO ~ ~ I' 111. ~ , ~ ati, ~ ~ ~ QLAS / / ~ " ~ I _SEE SHEET C3.2 FOR DETAILS ~ - - - ~ i RI Ate STABILIZE HE FINAL DESIGN CONDITIONS AND STABILIZED. ONCE 9. RIOR TO MOD CA ON 0 E E ASURES OR THE CONS UC 0 SEQU W W 0 W BMPS SHALL BE CONVERTED TOT ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. rrnn~ a Z C? Z
I ~ R ~ ~ / / _ AREAS RE STABILIZED THE REMAINING PERIMETER EROSION CONTROL MEASURES MAY BE REMOVED AND 20. DIVERSION DITCHES SHALL INCLUDE CHECK DAMS AS NECESSARY TO PREVENT EROSIVE VELOCITIES. VJ a 0 J 0 AREAS RESTORED. z I I W I
/ / _ ,II 11. ~ / ~ / / / ~ • i; y` ~ ~ ~ / / / / ' / ~ , PRIOR TO Ua a
m .ill i , l ~ i / / / ~ i - a 'I i ~ - ~ ~ ~ ~ ' / / ~ , - - SEQUENCE PRIOR TO MODIFICATION OF THE EROSION CONTROL MEASURES OR THE CONSTRUCTION 0 J ~ J SEQUENCE NOTED ON THE PLANS, THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM M c~~0~
~ ~ II ~ ~ ~ - ~ , i / / / ~ UMIT$ OF DIS~l1RBANCE THE ENGII W • THE ENGINEER. SEE SHEET C5.2 FOR SEEDBED •
0 0° III 1 ,I r / ~ ~ ~ U3-~ i / / ~ / / ~ ' " ~pRAiNAGE ARE,9~2.1 AC o ~ III / / / / . - ~ ~ _ PREPARATION AND SEEDING SCHEDULE
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SECTION A-A
N.T.S.
I ~ ~ \ ~ ~ PROPOSED PROPOSED ~ FINISHED GRADE FINISHED GRADE
SKIMMER #3 illll ~ -I / 1
_ ; 11 ~ ~ DRAINAGE AREA 0.6 AC I I / ~ ~ i /
60TTOM EL=644.00 - I I ~ ~ ~ EMBANKMENT /SEDIMENT DIKE NOTES I I I . _ -
- SE€-SHEET C~.4 I R ,DETAILED ~ ~ ~ ~ _ _ 7 ' CREST EL-647.00 I Q _ 1. THE FILL ELEVATION WITHIN THE SEDIMENT DIKE AREA WILL COME WITHIN 3 FEET OF THE TOP OF THE ~ ~ - ( ~ 12' SEE SLOPE ~ CONSTRUCTION
EMBANKMENT CONSTRUCTION, TOP OF BERM SHALL BE A MINIMUM 12 TOP EL= EMBAN.KM~NT/ ED MENT ~ ~ ~ ' J RM AT ANY TIME DURING THE 8E ~ ~ - =f ~ / NOTES AND DETAIL ~ ~ ~ M
FEET WIDE. EMERGENCY SPILLWAYS SHALL BE FUNCTIONAL AT ALL TIMES. - + _ / ` - - ~ ~ _ ~0 UC ON S~ NCE ~ ~ TOP DIM, 40 L , - ~ ; ~ ~ / , ~ EXISTIN rdD SILT f f ~ i / ~ EXISTiNC CR FENCE ` " G ~AOE FENCE
PACTION AND CUTTING ~ ' ~ ~ ~ ~ J ~ 2, BERM SHALL BE ADVANCED BY BENCHING BEYOND FINAL GRADE, PROPER COM SEE SHEET C3.2 FQR- ' ; . ~ ~ f I ~ i DISSIPA-TBR- ~R' / / ~ ~ _'aE ~ / L -
BACK TO FINAL GRADE. EMBANKMENT CONSTRUCTION SHALL BE CONTINUOUSLY MONITORED BY THE SOILS _ _ _ - _ ~ ~ ~ ~ r + ~ DETAILS - - - 1 - . - PA ~ ~ . # ENGINEER, _ _ _ _ ~ - ~ ~ ~ _ - _ _ _ ~
1 ~ "T ~ / D AS INDICATED ON THE PLANS. SLOPE DRAIN - ' ~ ~ ~ HALL BE INSTALLE J - - " ~ t l _ / / / ~ / ~ CTFPS_ 1 ANp 2 STEPS 3 AND 4
3, SLOPE DRAINS WITH INLET PROTECTION S - 12 N ESSARY TO MATCH DAILY PROGRESS. - - - _ - ~ . ~ - / ' f ELEVATIONS SHALL BE ADJUSTED AS EC ~ / .rQ ~ ~ , ~ ~ ~ ~ / ~ -INSTALL PERIMETER PROTECTION -ADVANCE BERM MIN, 3' BEYOND FILL PLACEMENT
_ ri - 1 _ ~ ~ _ _ ~ - }RAIN- , _ . , / i 4 / -STRIP ONLY AREA NECESSARY TO START BERM PROPOSED -ACHIEVE STABLE SUBGRADE FOR FILL PLACEMENT PROPOSED ,
4. PRIOR TO FILL PLACEMENT FILL WITHIN THE SEDIMENT DIKE AREA, A STABLE SUBGRADE SHALL BE S~ r _ . ~ ~ ti ~ I ~ - / 0 R TI N SHALL BE SCARIFIED AND RE-COMPACTED, OR - ~ ~ ~ i ACHIEVED. ALL SOILS SOFTENED BY SATU A 0 . ~ _ - - 7 , / ~ / GREENWAY GREENWAY Q
NDERCUT TO THE SATISFACTION OF THE SOILS ENGINEER, ~ ~ - - / U ~ ~ ~ _ - / \ / ~ / -SEE NOTES AND SEQUENCE -SEE NOTES AND SEQUENCE, ~ ~ / \ ~ ~ N ~p
HALL BE STABILIZED TO THE LIMITS OF PROGRESS. - . - ~ , ~ / / 5, BY THE ENO OF EACH DAY, ALL EMBANKMENTS S _ i _ / ~ \ ~ / / Z N
HALL RE-ESTABLISHED AS INDICATED ON THE PLANS.. . ~ ~ ~ , - - - / ~ / r - 6A~ ~ EMERGENCY SPILLWAYS S ~ / / ' PROPOSED PROPOSED ~ Q
I A MINIMUM 3 FEET OF SEDIMENT STORAGE, THE DEWATERING DEVICES, ~ \ ~ _ / i / _ . - / 6. THE CONTRACTOR SHALL MAINTA N - ~ , / ~ - ~ ~ - - w / / ~ FINISHED GRADE FINISHED GRADE 12 Z / ~ MIN. ~ ~
AREA UNTIL INFORMED OTHERWISE BY THE LOCAL ~ ~ ~ ~ , AND EMERGENCY SPILLWAYS WITHIN THE SEDIMENT DIKE ~ ~ ~ - R. ~ ~ EROSION CONTROL OFFICER OR ENGINEE ~ ~ ~ _ i SLOPE DRAIN O ~ , WIDTH rn U / MAX 3:1 / VJ
ro ~ - ~ ~ ~ - ~ -
x TAI M ANKM NT S IM NT IK N ~ ~ ~ ~ ~ I ~ / DE LED E / / \ SLOPE STABILIZED BY ~ ~ V 3:1 MAX. W i ~ ~ END OF EACH DAY Q \ SLOPE STABILIZED BY
N THE PLANS INCLUDING SILT FENCE AND / ' I I 1. INSTALL PERIMETER EROSION CONTROL DEVICES INDICATED 0 ~ I ~ ~2' ll1 z / END OF EACH DAY Z ~ \ ~ ~ SKIMMER nED TO SKIMMER TIED TO 3' MIN. SEE SLOPE W = Q
AND MAINTAINED TO LOCAL STANDARDS, AT ~ ~ ~ ~ / ; I ^ . '6 SILT FENCE OUTLETS, ALL MEASURES TO BE CONSTRUCTED 1 ~_i ~ ~ \ ~ SLOPE DRAIN M SLOPE DRAIN SLOPE DRAIN CONSTRUCTION NOTES ~ ~ Z
~ LOCATIONS NOTED ON THE PLANS. ~ I ~ ~ ~ ~ I ~ \ Ekf WD SILT E AND DETAIL ~ _ r - \ ~ SnNG GRADE FENCE - ~ XISI1NG GRq W ~ J r F- CS
$ R L ONLY THE AREAS NEEDED FOR BERM CONSTRUCTION, ALL OTHER AREAS SHALL ~ ~ - - I I I.._ o ~ ' 2. STRIP AND PROOF OL ~ _ _ I \ / ~ DE SILT ~ W ~ ~ \ ~ ~ ~ _
T NTIL THE BERM ANO DEWATERING DEVICES HAVE BEEN COMPLETED. ~ BE LEFT INTAC U ~ _ _ _ ~ i ~ ~ ~ _ V _ - - i ~ _ ~ FENCE Q~ ~ Op i - \ ~ .rQr
W FILL PLACEMENT WITHOUT LOSS OF THE - - I ~ ~ ~ ' . ~ I ' 3. THE BERM SHALL BE ADVANCED TO A HEIGHT THAT WILL ALLO \ \ / ~ ~ ~ I ~ ~ \ , ~ ~ , ~ ~ STEPS 5 AND 6 STEP 7 - OPnON 1 N
_ E CRIBED IN THE NOTES. BERM CONSTRUCTION - ~ , ~ 1 3 FOOT MINIMUM SEDIMENT STORAGE, BY METHODS D S _ _ - - _ ~ ~ $ , ~ s~ I SLY OBSERVED BY THE SOILS ENGINEER, ~ ~ ~ ~ ~ F ~ ~ ~ I d~ ~ SHALL BE CONTINUOU i W - ,
_ _ v v ~ ~ ~ I \ `tip -SKIM R OP RAIN A T An N - - - \ ~ ~ ME , SL E D ND SLOPE S ABIUZ 0 -LEAVE FILL BELOW FlNAL gTADE UNTIL INFORMED LL LL INSTALLED BY END OF EACH DAY. OTHERWISE. ~ - D Z fn c~yy „N
4, PRIOR TO FILL PLACEMENT INSIDE THE SEDIMENT DIKE AREA, STABLE SUBGRADE SHALL BE ACHIEVED BY ~ ~ , 1 1 ` I H BE CONTNUOUSLY MONITORED BY THE SOILS ENGINEER. ~ _ - - - - \ ~ ~ ~ - _ \ ~ I ~ _ - - _ \ 1 PROPOSED PROPOSED .N N ~ , -REPEAT PROCESS UNTIL BERM REACHES FlNISHED GRADE GREENWAY SEE NOTES AND SEQUENCE GREENWAY ~ ~
THE METHODS NOTED. OPERATIONS S ALL ~ ~ ~ ~ _ ~ ~~~1 ~I I ~ ` ~ ~ I I ~ - \ -SE NO AN SE ENCE. ~ Q ~ Q ~
VICES SLOPE DRAINS, AND / - - - ~ ~ ~ ~ \ _ _ \ 5. BY THE END OF EACH DAY, ALL SURFACE STABILIZATION, DEWATERING DE / ~ ~ , ~ I I , \ E TES D QU v ~ Q r ~ ~
TED TO MATCH THE LIMITS OF PROGRESS. / - _ ~ ~ ~ \ \ ~ EMERGENCY SPILLWAYS SHALL BE ADJUS ,Q~ / ~ ~ ~ \ - - - I 1 / v - L~ ~ I i ~ ~J~ - \ PROPOSED MIN' 1 -!'~J'~
~ ~ \ \ ~ I I I ~ 6. REPEAT THE ABOVE PROCESS UNTIL FINAL GRADES ARE ACHIEVED. / - 0 ~ ~ _ I r~ ~ FINISHED GRADE z J J r~ r / \ W ~ / SLOPE DRAIN ~ J , , Z , ,
~ I R 4 ~~I ~ / RWISE BY THE LOCAL SK ~ ~ , ' \ ~ ~ / / / / MAXJc1 WWOW
NTRACT SHALL MAINTAIN THE SEDIMENT DIKE FUNCTION UNTIL INFORMED OTHE _ _ J _ ~ ~',T 7. THE CO - ~ _ ~ ~ ~ ~ ACTOR MAY ELECT TO LEAVE THE FILL INSIDE a~,8 C - - R.. / (iF- , , , EROSION CONTROL OFFICER OR THE ENGINEER, THE CONTR D AIN #2~ CONSTj~uC ' - SLOPE CONSTRUCTION DETAIL a z c7 z / / SLOPE STABILIZED BY VJ Q Q ~ O
FINAL ~M GE ~~v - THE DIKE BELOW FINAL GRADE OR PROPERLY CONSTRUCT AND STABILIZE THE BERM ABOVE THE ~ ~ AR = A ~ / 50.0 ~s 26 ~ RAGE. _ ~ - / EMER'GEN SPI WAY ~ 3 MIN, END OF EACH DAY I = _ PROPOSED Z G ~ SKIMMER nED TO ~ a W a
GRADE OF THE EMBANKMENT, TO ASSURE A MINIMUM 3 FEET OF SEDIMENT STO - - - ~ 6 _ ~ / / / ~ - ~ aA L=fi53~00 ~ ~ ~ , "~MI _ L.- 060~CF / ~ / /AT MATCH G G , / \ FlNISHED GRADE SLOPE DRAIN ~ ~DpE p W ~ W / / ~ ~ ` ~ \ 3:1 MAX CONSTRUCTION NOTES r J J
N THE CONTRACTOR SHALL PROVIDE A LETTER FROM THE SOILS ENGINEER, STATING ~ ~ ~ ~ ~ - / 8. UPON COMPLETIO , ~ =6 4. 0 ~ ~ ~ ~ ` ~ MINA RFA -AR~A~-~ ~ / / ~ / / , ~ / / \ AND DETAIL m m ~ r. ~
~ N WAS MONITORED AND THE EMBANKMENT SOILS WERE PROPERLY / - 5 0 ~ THAT THE EMBANKMENT CONSTRUCTIO - ~ ~ ~ . _ _ ~ ~ - SKIM COMPACTED. ~ ` - - - - SJ ENTAIL+,~ `'G6. ~ ~ EXI W • • $KI1VI QED TO / / 12' NODE SILT SIINC GRADE ~ ` _
« ~ ~ - - ~ \ ~ ' ~ - ~ 'SLOPE i / ?I I-~-?I I~--?- FENCE ~ ~ _ SILT SLOPE DRAIN / 2 2' FENCE
_ ~ _ S_EE-SHEET C3.2 OR _ ~ _ \ ~ _ ~ _ - ~ I NT IFI A I N N ~ ~ ~ ~ ~ BMP f,~ED ME MOD C T O DETAILS -.~I I.~ -
RM SYSTEM CONSTRUCTION _ V ~ ~ \ ~ ~ ~ ~ - , , l~ sTEP ~ - oPnar z i
~ 1. SEDIMENT TRAPS TO BE FUNCTIONAL PRIOR TO ANY STO - - _ '~~F OR GRADING. 'C -CONSTRUCT AND MAINTAIN BERM ABOVE FlNISHED
GRADE UNTIL INFORMED OniERWISE. ~
~ TO PROVIDE STORAGE VOLUMES AND 2. AT A MINIMUM BMP'S SHALL BE EXCAVATED ~ SURFACES FROM TABLES ON SHEET C3.2. PROPOSED SEE NOTES AND SEQUENCE PROPOSED O GREENWAY GREENWAY ~
-BENCH AND COMPACT LIFTS A MINIMUM 2' BEYOND PROPOSED GRADE LIMITS.
3. PERMANENT RISER STRUCTURES, SPILLWAYS, AND OUTLETS TO BE CONSTRUCTED. NKMENT SEDIMENT DIKE EMBA SKIMMERS TO BE INSTALLED ON DRAW DOWN PIPE. DRAW DOWN VALVE TO BE OPEN -OPERAnONS CONTINUOUSLY MONITORED BY SOILS ~ N
THROUGHOUT CONSTRUCTION. TR TION DETAIL ENgNEER. w 0
NS UC CO 4. ONCE ENTIRE SITE HAS BEEN STABILIZED AND STORM SYSTEM CLEARED OF ALL ~ U1
ACCUMULATIONS, THE FINAL GRADES OF THE Bir+P SHALL BE ESTABLISHED, PLANTINGS \ 0 \ FlNISHED GRADE ~ 3:1 MAX
INSTALLED, AND SLOPES STABILIZED. AFTER SLOPES HAVE BEEN STABLIZIED AND w ~ ~
INSPECTED, DRAW DOWN VALVES SHALL BE CLOSED AND SKIMMERS REMOVED. GRAPHIC SCALE ~ < N
2 11 2' SILT w ~ ,._..I I-- M~--I I+- FENCE ~ leo ? -I - ~ I.?- n
w o so +o eo +eo 2' 2' o
~
( IN FEET ) 1~ N Q N
1 inch = 40 fE
PROPOSED ~
GREENWAY Z L ~ ~ 7 ~ ~ ~ -CUT AND FILL BACK TO PROPOSED GRADE OMITS.
~c ~ p 4 ~ ~ V ~ \ \ V ~ \ ~ ~ v $F / ~ - ~ v ~ ~ ~ ~ ~ ~ ROUk ~TABIUZED D - - - - - ~ -RSTALL PERMANENT SLOPE STABIUZAnON TO _L. ' _1_
/ r 11--~ ~ 2 vv ~ V ~ ~ 1 iy ro0 / _ - ~ ~ ` v , ~ ~ v ~ ~ ~ v ~ STONE CH ~ ~E 1 ~ ~ I ~ I 1 ~ ~ \ ~ ~ ~ ~ uMITS of E/lC?I DAYS PROGRESS. 0] ~~I \ \ Z
/ ; ' h / / 0 - \ V ~ ' . \ \ ~ \ \ \ ~ \ ~ \ ~ ~ DETAIIr SHEET 1 I I ` ~ \ ~ ~ \ ~ \ \ \ SEE NOTES AND SEQUENCE \ 3 Q ~ ~ J -
/ / _ _ A ~ \ I I V A ' \ \ \ ~ ~ ~ t ~ ~
1 \ \ \ \ ~ \ - 1
/ / \ l ~ A L~ Y'0 `BLS L~ X ' ~ - - ~ ~ ` - _ , CHECK` "OA ~ ~ ~ v v v v ~ t. ~ ~ ~ I~ ~ ~ ~ \ \
/ f- , ~ ~ ~ ~ ~ _ v v / FAIRG~QTPI - ..r r I w O ~ v 1 ~l l ~ V .r~ w
/ ~ ~ SEE TAIL _ ' _ \ ~ / ~ _ I SKIMI?II~R TIED ,I;, ~ a 0- ~ 1 1 / 1 ~ MAC I o Z
- ` 41~ ~ I ~ / ~ I TO DRA>IV DOWN 2 g ^ ^ o I ~ ~ vv ~ v ~ ~ ~ ~ 7UQti O ~ vv v 1v vv I ~ I ~ ~ ~ - PIPE ~ _ Z
I ~ ~ \ \ 1 , ` / r I ~'Et ~~k-wr,t~-~ to i \ \ / > ANDS ~ \ Gu,
I ~ ~ ~ ~ ~ ~ ~ ~ % ~ ' ~ ~ : v ~ \ v v / ~ I 7 - ~ ~ ArYD St~N~v,, phi r. ~ \ L.' I / .,.,era: ~ \ ~ \ \ 1 ~
~ ~-1- I I_ ~ / l l ) ~ ~ ~ ~ ~ I 1. _ , ~ _ - ~ I "'~-.r- ~ N Y SP WAY / ~ ~ ~ I ~ i \ 1u ~ i ~ - ~ of 0 \ I ~ ,.ZW
j 1 / / ~EMERC~E C UAL ~ / ~ ~ ' ~ ~ ~ 1 / / / ~ ~ ~ 1 c ~ I j l d I'~RIPRAP APRON ~ < 1 ~ ~ ~ III'I \ 1. ~ / ~ m a
/ ~ ~ ~ = ~ ~ III E 7~ i~ / / ~ ~ ~ i ~ \ ~ ~ ~l ~ ~ ~ I III I ~ a / ~i ~ \
CUT OFF WALLS ~ ~ 6 a % WET POND#3
SEE DETAILS i ~ l ~ - \ _ f / ~ _ -DRAINAGE AREA=2.1 AC
~ ~ ~ ~ ~ `OVSSI OOO~ - _ / ~l I µ .5 % i / ~ ~ ~ r~ I / it ~ m ~ ~ , -I- L - _ BOTTOM EL-615.50
I / ~ / \ ~ ~PAd' ~ ~ ILL DIVERSION ~ ~ - _ I / / \ - / - __l.~ _ _ REST EL=61 .7
_ ~ . ~ ~ ~ ~ _ 1 III ~ ~ ~ , v DITCH TYP. ~ ~ , ~ _ _ ~ I I / ~ 85 / I -
~ / ~ ~ ~ i/ ~ ~ ~ ~ III ' / / / ~ ~C~TE'0vWEn:ANDS-~ , o o _ . ' ~I1,1 I ~ ~ ERG y ~ ~ ~ ~ ~ ~oP EL=621.00 / ~ ~ I - 1 / ~ - -
~ ~ / / =i~~ ~ ~ ~ ~ ~ - ~lll 'I S AY / TOP DIM.=130 L x 70 W / ~ _ -
a 1t ~ ~ I'I ~ ,III I / I ~ 60~~`T9Bil 0.00; _ ~ ~ I , ~E~ASS / ~ ~ / ; ; T _ _SEE SHEET C3.2 FOR DET~ / i ~ -
I ~ I ~ ~ ~ ~ I ~RES~ ~~$~3~5~ ~ ~ ~ IL 1 ~ , ail ,l ~ i , I RIP~R / / , / / I fi -
,l / I ~ I I ~ / I ~ ~ TOP Ell.=~?~:d1 ~ ' ` ~ Il , I DISSIPATE - DISSIPATOR ,APR ~ ~ ~ i ; " / ~ / ~ _ ' - ~ ~
8 / 1 ! I < < ~ I ~ W -TOF~~ ~~95~L,x- I - 1 ' l1~' I PAO ~4 ' / i / ~/i / l ~ ~
« ~ / 1 43 ~ ~ I ^ / 1 1 ~ ~ Sb ~T~~.~~f0~ - ~ ~ I ~ 'iI
I ~ ~ v v i.I~ d ~ ~ ~ ~ ~ ~ l 1 ~ - ~ ~ / ~ / ' ~ ~ LIMI E V , , ; ~ , ~ ~ ~ ~ ~ _ TSB DISTl1RBANCE c
i / / / ~ / _ C y / ~ c / / ~ - = / / ~ 1 I / ~ o
i 1 ~V ~ ~ ~ . I ~ I I ~ ~ ~ - ~ I I I ~ ~ ~ ,.DRAINA A ~~I- / ~ / / ~ - c
1 I ~ ~ ~ ~ ~i I ~ I \ l ~ ~ ~ - ~~`.I ~ ~ ~ / / ~V U
/ / Q/ „r\ 1 f / ~ U
` 1 ~ fi ~ ~ ~ ~ ~ ~ l 5 ` ~ I TR CTED ~ ~ ~ ~ ~ ~ - - - / J~ ~ / / , DISSIP~CTOR z° ~
I DIS~IPATm CONS U ~ ~ \ / / / ' , , / I ~ ,PAD ~?6, - ~ _ c
PAD 1 I I WETLAND # ~ - _ - _ ~ i ~ ~ ~ I ~ DRAINAGE AREA 8.6 AC - _ ~ i _ _ C
\ ~ ~ \ -
_ BOTTOM EL 6 2 50 ~ ~ , , / / 'CL,~ ~ , 1
/ 1 ~ ~ CREST EL=647.25 ~ ~ , ~ , ~ - _ - , < , \ t~ A V ~ ~ / i U ~ / ~ \ ~ / ~ ~ / ~ i
~ ~ - c ~ ~ _ ~ v _ ~ ,TOP EL-6500 , _ ~ \ ~ ~.5 - ~ ~ J 1 I a 111 \ \ -
- = - - - ~ - i ; IM.=145 L x 95 W a 1~1 ~ ' _ ~ _ TOP D a ~ 111 f ~ ~ \
~ - ~ ~ X111 ~ - ~ ~ _ _ SEE SHEET C3.2 FOR ~ 11 - ~ _ ~ ~ _ - - ~ ~ - I ~ ~ X1;1 ~
- ~ ~ , - , - TAI S ~ \ 1,n ? ~ ~ r DE L ~ \ ~ ~ I it
~ _
Grua
~ # N
T TRAP EN DIM A E TRAP MENT A SEDI S A DIME ~ E NT T RAP A ~ c o~
CrRAPHTC SCAT,F ...,sAo
UKArtill; ~I:NL~, vl~r*<1 ilia. UvnLL d a `1
c 40 0 20 40 80 160 40 0 20 40 80 160 b o 20 w 80 180 U
1 S , E E
m 0 N
IN FEET ( IN FEET ) ( IN FEET) #+nu1 d 0 a
z ( ) I inch = 40 ft. 1 inch = 40 ft. 1 inch 40 ft. W ui 0
2 U CO

r
DISSIPATORS - TYPE-B EDIMENT TRAPS TYPE B SEDIMENTTRAPS S
- ENERGY D .NERGY DISSIPATOR - #6 CONSTRUCTED WETLAND # 1 SKIMMER # 2
~ $ PIPE DIAM. /SLOPE = 42" RCP / .60%
v~ H~ PIPE DIAM. , PIPE DIAM. SLOPE = 30" RCP / 1.80% DRAINAGE AREA (ac) = 8,6 DRAINAGE AREA (ac) = 2.6 /
as Q10 V10 = 46.93 CFS 8.40 FPS M z a / / V1 = 4.05 CFS 9.27 FPS Q10 cfs = (.60 (.678.6) = 3,5 ~ Q10 (cfs = .60 .67 2.6) = 1.0 Q10 0 2 / ( ) ) ) { /
N o z~ ~ Q1 ~Mp~ ~ M~ _ rp ~ N ELOPE AB INDICATED ON PLANE ~ ~ op. ~ N YD O T ZONE 3 _ SURFACE REQUIRED (sf) = 5,186 SURFACE REQUIRED (sf) = 1,568
mz„4~~ PLADE OROOV OR 9' OONS . ~ n NYD( BELL END OF PIPE ~ W~ DISSIPATOR DIM. = 28 L, 10.5 W, 24 D NYDOT ZONE - 2
s~ Dm TO fACE OF wALL ~ f-v o~ I IPA• = 15' L 7.5' W, 18" D STORAGE REQUIRED (cf) = 2,969 STORAGE REQUIRED (cf) = 9,060 DISSIPATOR DIM. ,
,o a ~ RIP-RAP CLASS = CLASS I D SS Zx~O..~ \ B 1-s~l'W _ - AVG. DIMENSIONS AT CREST = 145'L, 95'W, 4'D AVG. DIMENSIONS AT CREST = 400'L, 30'W, 3'D
. MoN I ~ - y~~a ENERGY DISSIPATOR - #2 RIP-RAI oos ~ ~ o ~ , ~ ~ N ~ .Na RIP RAP CLASS -CLASS 6
ba ' ' _ " caNc. > PIPE DIAM. SLOPE = 18 RCP .50% ENERGY D Y DISSIPATOR - 7 SURFACE PROVIDED (sf) = 13,000 SURFACE PROVIDED sf) = 12,000 _NERG
~ ~ 9 PIPE IY4•BAR9 0. Q p ~ STORAGE PROVIDED (~f) = 43;000 STORAGE PROVIDED (cf) = 36,000
I I I I~ - ~ Q10 V10 = 6.93 CFS 5.42 f+PS PIPE DIAM. t - 1 _ ~ i~ PIPE DIAM. /SLOE W€IR BOX~SPILLWAY
~J~ NYDOT ZONE = 2 Q1 - OF BAFFLES = OF BAFFLES = Q10 / V10 - 52.74 CFS / 8.11 FPS ~ 4 # SEE PLANS r•
PLAN ' 12" _ Le / We RATIO = 5,57 Le / We RATIO = 13.33 ~
B ~ DISSIPATOR DIM. = 9' L, 4.5' W, 18" D NYD FOOiINO NYDOT ZONE - 2 „ ~
+n CIF caNSr. JOINT I5 usED? DOWEL W RIP-RAP CLASS = CLASS B DISSIPA• ' = 16 RISER = " ~ - 4 WEIR LENGTH ( ) W IR ENGTH 6 DISSIPATOR DIM. - 21 L, 10.5 W, 2 D E L _ Q ~
D O D 0 END ELEVATION BAR-"X" ~ N - ~ z n m " s = ~ ENERGY DISSIPATOR - #3 RIP-RAI 1 I ORIFICES = 3" 3" KIMM I IFI E~ = 3" 3" ? " _ _ I SKIMMER # S ZE/ / S ER #1 S ZE/OR C / Q RIP RAP CLASS -CLASS p
:v~~ °M°GX >I _ „ „ ~ ~ ?
~ r W o = P 1.50% ENERGY D . I1t N o N ~ PIPE DIAM. /SLOPE DUAL 30 RC / Y ~ "i W DOWELS IN ENOWALL MITN REINFORCED CONCRETE PIPE z J o _NERGY DISSIPATOR - 8 SKIMMER #2 SIZE/ORIFICES = 3 / 3 SKIMMER #2 SIZE/ORIFICES = 3 / 3 Q ~ # IInn U ~
_o c c m z PIPE BINBLE PIPE DOUBLE PIPE ~ O a°, Q10 / V10 = 95.59 CFS / 11.23 FPS PIPE DIAM. , „ VJ ~ PIPE DIAM. /SLOPE =WEIR BOX-12 ORIFICE CONSTRUCTED WETLANDS # 2 SKIMMER # 3 ~ ~ U
x W N I I ~ O V Z ,p r m I I I ( I I I I I I LOC. DIR. 18" iS" 24" 30° S8" 4Q" 4S" 16" 18" 24" SO" 38" 42n ~n ~ ~ ' Q1 = W Q10 / V10 = 3.74 CFS / 3.74 FPS DRAINAGE AREA ac) = 5,0 DRAINAGE AREA (ac) 0,6 0 =
~ w m z I I BaRS "x° °z" "z^ "x" °x° ^x„ v, "z" r, "x" °x" "x" "x" "x" v* 1'z" v~ A W W NYDOT ZONE = 3 ~ III II III ( W ~ z z~
~ p _ o orv. 2 2 s 3 a+ s z z s S 4 a s o J~ a. = 25' L 15' W 24° D NYDf 4 'W D f+ ~ I y n, s Q„ s s z x e 3 2 H H DISSIPATOR DIM. , - Q10 cfs = .60 .67 5.0 = Q10 (cfs) _(.60)(.67)(0,6) = 0,2 LIJ I 0 NYDOT ZONE - 1 ( ) ( ) 2.0 Z c~ z
'0 r c Dp,yEL B oTV. 2 2 9 3 4 4 S 2 2 S 3 4 4 S C 3 ~ - ~ , „ - Z - r ISSIPATOR DIM. = 6 L, 3 W, 18 D SURFACE REQUIRED (sf) = 3,015 SURFACE REQUIRED (sf) - 362 w r d D W _ ~
g m r L , , , 1s iB za TT B2 0 W - RIP-RAP CLASS CLASS I DISSIPA m p TOTAL LBS. B B 14 14 B BB 86 2 2 ~ Ip ~W~
'~t a DPTIONAL CONSTRUCTION JOIHr N W m ENERGY DISSPATOR #4 RIP-RAI m ~ ~ 'x" DIIENSIONB AND CONCRETE GUANTI12E8 "r") O = STORAGE RE UIRED cf = Y ~ ^ ^ RIP-RAP CLASS = CLASS B STORAGE REQUIRED (cf) 17,424 Q ( } 2,091 ,-Or
C ° r ~ z usING CONCRETE PIPE c=n W O z PIPE DIAM, SLOPE = 24" RCP 2.70% ENERGY D. ~ / / :NERGY DISSIPATOR - #9 DIMENSIONS AT CREST = 95 L, 65 W, 4 D AVG. DIMENSIONS AT CREST = 40 L, 63 W, 3 D
~ o ELEVATION ~ O m y COMYDN DIYENSION9 SINGLE PIP DOUBLE PIPE J W PIPE DIAM. W" YX „ WQ Q PIPE DIAM. /SLOPE = 18 RCP / 1,19% SURFACE PROVIDED (sf) = 6,175 SURFACE PROVIDED (sf) = 2,520 u, a u.
x ~ o H e G T s L vo, H L roa ~ y p = Q10 / V10 = 20.78 CFS / 10.61 FPS , z O „ i n r„ n r n I I n W ~(V~tV
~ O ~ is s 3 1 •e 2 •e 211" Bl~¢ S •e o.~ ¢ -2° ~ -e 1,0 = _ 1 y „ n I N O NYDOTZONE- 2 Q ~ r Ie s~•T' 1 •lo s •x x14 iD a •4 t.o 2 •r B •11 1.s = 6.92 FPS = = Z N Q10 / V10 7.52CFS / STORAGE PROVIDED (cf) 22,950 STORAGE PROVIDED (cf) 5,265 o" ~~Q~
m 24" 1'-2" 2'•1" 4'•0" 8" 10" S'•0" 1.6 3,•b" 11'•6" Z.0 ~ - F APPLES = OF BAFFLES = Z Q ' 0 ' NYDOT ZONE - 2 # 0 B 5 # 2 -SEE PLANS O r
„ , n , „ „ " , n DISSIPATOR DIM. = 12' L, 6' W, 18" D NYD( 30 S •0 2 -S 4.7 414 111.4 B •2 Y.S 4 •S 18.5 9.1 X_ , , n ~ ,J
~ 3B" 6`•S" F'•8" 6'•S" 414" 111¢" 11'•0" 9.4 8'•0" 1S'•0" 4.6 „ , „ , " n „ , " , „ RIP-RAP CLASS = CLASS 6 DISSIPA• ~ a2 8 -2 s 1 8 a s14 tli+~ lp B 4.s s •IO 1S 8 e.o = 9 L 4.5 W, 18 D Le We RATIO = Le We RATIO = ,48 -f- DISSIPATOR DIM. / 4.52 / 2 rn _ rn
48" S'•S" 3'-b" T•2" fr34" 1114°14'•4" S.0 6'•8" z,'.D" B.D ENERGY DISSIPATOR - #5 RIP-RAI _ ZJ -'r~T RIP-RAP CLASS = CLASS B WEIR LENGTH = 20 (RISER) WEIR LENGTH - 4 I z
$ EET t OF 9 SHEET 1 D!: 9 `8EE BNEEr S PIPE DIAM, SLOPE = 30" RCP 1.20% ENERGY D J - 1O _ » _ » 1„ WWOiu :NERGY DISSIPATOR # SKIMMER SIZE/ORIFICES 3 / 3 SKIMMER SIZE/ORIFICES 2 / azc~z
838.01 / / 838.01 U) Q0~0
z Q10 / V10 = 29.48 CFS / 9.41 FPS PIPE DIAM. , PIPE DIAM. /SLOPE = 15" RCP / 1.06% T AND # 3 = = w I CONSTRUCTED WE L S U) ~ a n.
cm oy SKIMMER # 4 o w w Q10 / V10 = 1.50 CFS / 4.39 FPS DRAINAGE AREA (ac) = 2,1 ''J
' NYDOT ZONE = 2 Q1 E FG,~. Z a a DRAINAGE AREA (ac) = 1,8 m . .
• ~ N QENEAAL NOTES: ~ " ~°~o~ DISSIPATOR DIM. = 15 L, 7.5 W, 18 D NYD( NYDOT ZONE = 1 Q10 (cfs) _(.60)(.67)(2.1) = 0.8 Q10 (cfs) _{,60)(.67)(1.8) = 0,7
a mom ~ HAVE A RADIUS OF 1". o ~iz z ~ CHAMFER ALL CORNERS 1 OR • 8 M ~ W RIP-RAP CLASS = CLASS I DISSIPA- DISSIPATOR DIM. = 5' L, 3.75' W, 18" D SURFACE REQUIRED sf = 1 236 _
o ~ {t~~,, _ ~m m " ~r F-CT O~ SURFACE REQUIRED (sf) - 1,061
PLACE 2 #8 Y BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42 a M ~ xNOO ~ ~ TABLE NOTES WIDTH AT PIPE EXIT RIP-RAI RIP-RAP CLASS = CLASS B STORAGE REQUIRED (cf) = 7,144 STORAGE REQUIRED (cf) = 6,133
d zN~r"n AND OVER WITH A MINIMUM OF 3 COVER AND A LENGTH OF 6 LESS THAN w~ ~W ° iso~'" ENDWALL LENGTH. °C~~ ~ RON WIDTH =LENGTH + PIPE ,~z N END OF AP * TABLE NOl , DIMENSIONS AT CREST = 130' L, 70' W, 3' D ,
D g . ~ a~ ~M DIAMETER TABLE NOTES WIDTH AT PIPE EXIT DIMENSIONS AT CREST = 90 L, 35 W, 3 D
~ yN ~ CONSTRUCT BOTTOM SLAB WITH FORMS. ao END OF Af = SURFACE PROVIDED sf = 9191 ~ N OF APRON WIDTH LENGTH + PIPE ( ) _ ~ E D SURFACE PROVIDED (sf) - 3,150
~ °z a DIAMETER DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS DIAMETER STORAGE PROVIDED (cf) = 23,772 ~ STORAGE PROVIDED (cf) = 6,561
ACCEPTABLE, BUT IS USED IN COMPUTINQ ENDWALL QUANTITIES. # OF BAFFLES = 5 ~ cn
# OF BAFFLES = 5 W z
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE 80TTOM OF THE PIPE, PLACE BAR "X" DOWELS IN THE BASE AS SHOWN ON PLANS. Le We RATIO = ~ Z ~ / 5.27 _ p N Le/WeRAT10-0.61 ~ -
n SPACE BARS APPROXIMATELY ON 12" CENTERS UNLESS OTHERWISE DIAECTEO W - 16 RISER ~ a ~ WEIR LENGTH - ( ) -
~ O BY THE ENQINEER. ~ y ~=zm ~OF- „ WEIR LENGTH = 6 w ~ °C
~;al~z LLH~ ~ ~ WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM N W N SKIMMER SIZE/ORIFICES = 3 / 3 „ a ~ SKIMMER SIZE/ORIFICES = 2 / 2 m w w °
G m H QF THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR AOUfiH, ~ ~
N = J o ~©rns N MyOo SKIMMER# 1 SKIMMER # 5
o C USE CLASS B CONCRETE. O v ~Wm~ ~ DRAINAGE AREA ac = ~ w ( ) 4.2 = DRAINAGE AREA (ac) 1,3 N a
orZ c W .111 ~ ."I d W Q10 cfs = .60 .67 (4.2 = N °
• ~ ~ H w Q10 {cfs} (.60)(.67)(1.3) - 0.5
"o~rv a3 SURFACE REQUIRED (sf) = 2,545 _ ~ p SURFACE REQUIRED (sf) - 808
mfr zdOWao m O H =J Q T RA R UIRED cf = z S 0 GE EQ ( ) 14,706
yWm STORAGE REQUIRED (cf) = 4,670
m00~ oCRIM ~WO= ,r ~ ~~o~ T R ST = 50'L, 105'`,'=; 4'D ~ ~ m AVG. DIMENSIONS A C E DI AT REST = 65 L, 36 W, 3 D MENSIONS C z
<y ~W SURFACE PROVIDED (sf) = 5,250 ~
y m ~ „ c~ oc ~ MORTAR OR GROUT STABILIZED ~~I=O zvca TABILIZED SURFACE PROVIDED {sf) = 2,340 STORAGE PROVIDED cf) = 14,712 °
~ ~ ~ W z Z ~ STONE CHANNEL LINING, LIMITS y O~ IMIT { _ G, L S STORAGE PROVIDED (cf) 4,779
r ~ AS INDICATED ON PLANS m ~NS # OF BAFFLES = 2 (A ~ OF BAFFLES = 4 J
Le / We RATIO = 4,52 ° w
3• . ~ . ~ Le/WeRAT10=0.72 Q o ~
WEIR LENGTH = 12 ~ WEIR LENGTH = 6 0, W
' EET S OF 3 SHEET 3 OF 9 ~J ~ SKIMMER SIZE ORIFICES = 3" 2.63" ~ ~ / / - SKIMMER SIZE/ORIFICES - 2 / 0.938
838.01 ~ z 838.01 6 `ti ~ N ~
* I = .67 FOR Q10 CALCS PER ORANGE CO. EC SKIMMER # 6
• PROPOSED SED ~ o MANUAL DRAINAGE AREA ac = t z ~ ( ) 0.9 ~ a
• ffi CHANNEL EL * C = .60 ASSUMED FOR Q10 AND Q25; WORST o 0° v
~ ~ ? INVERT E Q10 cfs = .60 .67 .9 = ~ ~ PACKED BARE SOIL ( ) { ) 0.4
3 ELEVATI N ION * DIMENSIONS PROVIDED ARE TO WEIR CREST; SURFACE REQUIRED (sf) = 531
ADDITIONAL DAM CONSTRUCTION SHALL PROVIDE A
STORAGE REQUIRED (cf) = 3,067 MIN. 1 FOOT ABOVE CREST.
* HA VENLY SPACED WITH MIN. 9 DIMENSIONS AT CREST = 50' L, 36' W, 3' D BAFFLES S LL BE E
GEOTEXTILE FEET OF CLEARANCE BETWEEN EACH. SURFACE PROVIDED (sf) = 1,800
FABRIC
~ r---•, '%--r-~~ n--~+~. ~ * 4-INCH STORAGE DEPTH INDICATOR PIPE SHALL STORAGE PROVIDED cf = 3 564 , BE INSTALLED WITH MAINTENANCE MARK 1 FOOT
. / i ii LL _.L~`.~ ~ N. __~.J ~ ~ , i i i BELOW THE WEIR CREST # OF BAFFLES = 3
~Ll_•J..•J ~ r [.J___L.J~ *SKIMMER SIZE -SIZE OF APPARATUS Le We RATIO - ,61
Z 0 $ N ~ / o ORIFICE SIZE -SIZE OF FIELD CUT ORIFICE ~
0 SEE FAIRCLOTH SKIMMER MANUAL AND DETAILS WEIR LENGTH = 4
0 c m OR CALL 919-732-1244. SKIMMER SIZE ORIFICES = 2" 0.813" ~
m m z / / U - o
~o
SE o SEE BRIDGE CONSTRUCTION, DETAIL s a~
~ - INA r o lM ~ r El PR ,
1 ` U
WIDTH AS INDICATED ED ~ u S EA El z T R Q J NO
~ 1 - Y`~ Q~ v o ~ ~L
ON LA • o a
'l~ ~ ~ OVERBANK AS
~ CONCRETE WALL CONSTRUCTION EL. 631.00 ~ ~ 10 MIN. INDICATED ON ~
~ 1. WALL TO MATCH APPROXIMATE SHAPE OF PLANS 3:1 MAX.
PROPOSED CHANNEL.
2.12"MINIMUM WALL THICKNESS. EARTH FORM R T MORTAR OR G OU
~ ~ STABILIZED STONE
~ TRENCH INSTALLATION IS RECOMMENDED. CHANNEL LINING 5: 6' pE
~ WATER OR SLURRY MAYBE UTILIZED TO ~ S SLO Lpp 5,1 z
MAINTAIN TRENCH WALLS. o E cv 2 GEOTEXTILE ~
3. CONCRETE SHALL BE MINIMUM 3000psi FABRIC
AIR-ENTRAINED. D ~~S_h~.Jf~1,, 7 _
~ 4. REINFORCEMEN I S I EEL SHALL c;UNSIt) I Ur EL. 6
RE-BAR, TIED @ 12 O.C. BOTH DIRECTIONS. EL. 623.00- U "-EL. 623.00 MATTING TYPE - P300 ~ Mqq
BOTTOM o STAPLE PATTERN - E 2
REINFORCEMENT MAT SHALL BE INSTALLED AT EL 626.00 EXTEqTS - AS SHOWN ON PLANS sp-:HU~;,;,~ F
THE APPROXIMATE CENTER.
CHANNEL CROSS SECTION AT W o
~ TYPICAL CONCRETE CUT OFF WALL PEDESTRIAN BRIDGE GEOTEXTILE STABILIZED CHANNEL y
a

CONCRETE BLOCK CATCH BASIN No. 57 WASHED STONE FlLTER
T Tl N NOTE: CHANNEL INS. AI,LA 0 TOP VIEW 1
STRUCTURAL STONE SHALL BE POST POST
ASS "B" STONE FOR EROSION ~CL ~ SILT FENCE SILT FENC 1 ;•I SILT FENCE ~ 1, " ~
t~' CONTROL PURPOSES. 1 't.;~h:. ,'•~,'..},~A~ SEDIMENT
~ - SEDIMENT CONTROL STONE SHALL + STORAGE ~ ;i^.;`~;.•''.• ZONE ylZ~.
NORTH'. '"•f ~ , ' •t:~~'"~;'•.`. 1. AT END OF PROJECT, CATCH BASIN CAN
cls~m) BE N0. 57 STONE. AMERICAN.. 4' ~ N • •'~'~ti'>,~ BE RAISED AS NEEDED PLUGGING OPEN v•~' COURSE QF BLOq( 1WTH MORTAR.
GREE 3. ~ I I ..1,~ l s~~~'4' lii tai y4'NL' ~ , Z. RISER CAN BE BUILT AS A STANDARD
~ ~ tto rte) ~ ~ ) ~ LS 5 J ~ CATCH BASN/JUNCnON BO% (WITH KEEP HOLES)IN RECEINNO WALL AND ~
, • . ~ ~ -:-s-f-r-~r-~- ~ • ~ • „ SILT FENCE ' ~ , , SILT FE / UtILIZED AS SUCH WHEN PROJECT IS STABLE. SILT FENCE CULVERT bt' /
~ .t ;1 r.,.. ~ 4 NEEDS TO BE PIPE 4r GALVANZED HARDWARE 3. IF DRAINAGE AREA IS OVER S ACRE9 WIRE BACK aoTH w/ I/Z" GRID THEN TFk3 STRUCTURE NEEDS TO 8E
• ` r (ta amp; SEDIMENT • :'r • ; x • , • ,r ~ + CONTROL " 1' - 6" MIN, \ TREATED AS A RISER STRUCTURE AND ~ / ALL RELATED INFORMAnON NEEDS TO pp
BE SUPPLIED, (TRASH RACK, ELEVAnONS, (0 AND ANTI-FLOATABLE) N
" T I~'•~1 ~ 4, SURROUND OPENING WITH YARD INLET L.
, PERSPECTIVE VIEW PRO cn ~ TE ON, N
F i to DD PROPOSED ~ DD GALVANIZED HARDWARE FlNAL GRADE
DEEP ~ TRUCTURAL I 1 .e ~ ' STONE 1' - 6" ~ aoTH I/2• x I/2• cRID - U
a._ , 1~ ~ ' ~ Z""~ .,yi„ ..r , ~ , OLD f r~, ~ ~ ~ ~ ' lam-lp,5om MAX OLD SEDWENT STORAGE IONE FENCE (TOTAL BASIN CAPAgTY) FL000 STORAGE ZONE PROPOSED I 0 STRUCTURE TOP ~
r. ; r Y r , i +h„~,, ? ~ . 3;1 SLOPE FENCE .'1 " . . F W
Yr r s r• . • , , SEDIM .Y r • ~ • FRONT VIEW STORI SEDIMENT ~ W JV STORAGE Z
77 • " " 7 {YY I ~ . , r t . 1.0' MIN _ W/i~ T V ~
ti . • • " ~ trf ~ it •
rt5aGm1 r v u Y 4 t e . FUTURE STORM A• W ~ DRAIN PIPE / ' ' ~ N Iq
' ` ` ' ' I T FENCE OUTLET DETAIL m 4 SL Y A~ 1.5' ' r 0 r+
V FLOW CUL RT ~ ~ ~ LL' ~r VE PIPE N '
P TION QF' LIME; UZER, ANO 5EE0. NTS .r~l~r~a , a," ~ tl: PREPARE 501E BEFORE %dSTAWNO 9lANKETS, INCLUDINQ ANY NEGESSARI' AP. UCA ItgTl ' WHEN USING CELL-~O-SEER DO NOT SE£4 PREPARED A[tFk CELL-Q-SEE(i';MUST 8E INSTALLED WITH P~,PER SIDE DOWN.. SILT FENCE BAFFLES (TYP.)
~ 9EQIN AT THE TOP QF THE CHANNEL 9Y ANCHORING THE 9LANKET IN A tkcrn) DEEP $ 0' (loom) WIDE TRENCH " ET ED EYf}ND TH UP-LOPE PORTION OF THE TRENCH. ANCHOR THE (SEE STD. Na. 4,03)
' „ , . , ~WTTH APPROXIMATELY 12 f3Qpm~ CF BU,"IIK EXTENp 9 . ~ BLANKET WIIN;A RCW OF APL S/SLAKES APPROKIMATELY t1" (30cm APART IH THE SgTfpM OF THE TRENCH. 9ACKFILI Z CONCRETE FOOnNG PAD
AN0 COMPAG,•T THE TRENCH AFTER STAPLING; APPLY SEED TO COMPACTED SOIL AND' FOLD REWINfl1G t2" (3E1am) PORTION PACTED 6dL WRH A ROW OF STAPLE6 .STAKES OF 9LANKET SACK. DYER SEED AND COMPACTED SOIL, .SECURE BLANKET DYER COM I No. 57 WASHED STONE FlLTER LAID AGASIST HARDWARE GOTH (1 : 1 MAX. SLOPE) Z Q
SPACED APPROXIMATELY 12' (3Dcm) APART ACROSS THE 'WIDTH OF THE EUNKET. Qr¢r CLEAN WT PgNT (i/2 DEPiH SEDNAENT STORAGE ZONE) X ~ Q
. 0 ~EN1ER BLANKET IN IR CTION OF 1MATER FLOW IN BOTfdM OF CHANNEL,. BLANitETS WILL l1NROLL WITH APPROPRIATE 6fDE: ~ AGAJNST THE 501E SURFACE: ALL BLANKETS MUST 6E SECURELY" FA5TEHE0 TO SOIL SURFME St' PLACING SfAPLES[[SSll''ANIR U N PTIONAL OOT SYSTEM"' STAPLES STA+tfS ~JJ~ ^J ^
IN APPROPRIATE LoG1TI0NS AS SHOWN IN THE STAPLE. pATfERN OUIOE. WHEN .SIG 4 ~ T SHCULA BE RLACED THROtICN EAOH OF THE COLORED DOTS CORRESROHdNC,TQ THE APRROPRUSE STAPLE PMTERN. S TINVIW EC 0 E ZJ _ ~ W
4, PLACE CONSECUTNE BLANxETS END DYER END MINGLE STYLE) WITH A 4"-6' (1Dcm-t5¢m) OVERLAP. USE A DOUBLE ROW OF' ~J ~y/~ W W
~ R 4" l APART' AND 4' t0om 4N CENTER TO SECURE BUNKETS. .STAPLES 51ACOE ED (Gem) } - 9, FULL LENGTH EDGE -0f BI.rWKETS qT TOP OF 51DE SLOPES MUST 9E AN£HORfO WRIT A ROW OE' STAPLES/STAKES APPROXIMATTJ.Y " rr~^ V/ z~ VJ ~
6 t5cm WIDE TREI9GH. CiACKFiLL AND COMpAGf THE TRENCH AFTER 4TAPUNG. 24 WEIR OUTLET t2' (30cm) APART IR A a (t5cm) DEEP X t , ) SAME SIDE AS I ~ ~~nnZ I I vi U a a
b, ADJACENT 9LANKETS MUST BE OVERLAPPEO'APRROxIMATELY 2"-9" (5cm 12 5em (DEPENDING DN BLANKET TYPE'. ANO STAPtEp. 6O" KET KET BEING iNSTALL~D DN top EVEN PLATTED ORIFICE LAN ELAN TO ENSURE.RROpER SEAM ALIQNMEN1, PLACE THE EDGE OF THE OVERLAPPING 8 ( ) 42" RCP 0 r~
WITH THE COLORED SEAM STITCH ON THE BLANKET 9EINC ONEALAPPED I I
7. 1N HIGH FLOW CHANNFJ. APPWCAT10N5r A STAPLE CHECK SLOT 18 RECOMMENDED AT 3O TO :4O FOOT (9m-12m,) tNTERWII.S. USE I 1 m
A DOUBLJ ROW OF .STAPLES STAGGERED 4" (iOem) APART AN0 4" (10om) ON CENTER OYEA ENTIRE WIDTH OF 1HE CHANNEL B TYP. ~ i ,wnar A ' B. THE TEAMINgI END OF THE BLAJVKETS MUS[ 9E ANCHORED WTIIi A ROW OF S'fAPLES/STAI(ES APPROXIMATELY 12" (30cm) APART' I I
IN A B' (13cm) DEEP % 6' (i9om) WIDE TRENCH, `AACKF1Lt ANO COMPACT THE TRENCH AFTER STAPLING, ~ I----I ~
A I I NOTE I
` B 8 c CRITIGU. P41Ni5 ;HORIZONTAL 5TAPlE SPACING $FIOULO BE ALTERED " I 60 I 8 S IF' NECESSARY TO ALLOW STAPLES TO SECURE THE " " I A. 04~ItLAPS AND EAMS CRITICAL POlNT3 ACONG THE CHANNEL SURFACE 12 X 12 HOLE I I
B. PRatxTED WATER uNE WITH ORIFICE
CHANNEL BQTTOM/51DE ~ IN LQO$E;SO4 CONOITKXdS, THE USE OF STAPLE. ~-r--T-~ A SLOPE VERTICES OR STAKE LENGTHS GREATER THAN B' ((15 em)) MAY PLATE (ON INSIDE 0 o~
B ?0 PROPERLY ANCHOR 1'MIE BLANKETS. C BE NECESSARY OF STRUCTURE) nn~
1464$ hiIOHWAY 4t NORTH, EVANSVILLE, INDWrA 47725 " T
usA 1-BOO-r2-2oaa CANADA y-aoD-44a-2D40 9 ~ OUTLE www.nagreen.¢om ORIFICE W
STD. GRATE
12.. U
EL. 60725 W ~
N I I " I I _ I 1 24 WEIR OUTLET ~ _ I m N w
i I r ~1 .r I I u II 24" N I I 48 X11
_ I I IL_____~I EL. 604.25 0
8" x 8" HOLE I I I I
I I I I I I 15" x 15" x 3/8" ' 1 N 0 N
GALVANIZED STEEL
PLATE WITH 4 - 3/4" I ~ Q Z ,
I STAINLESS STEEL I " 1 _ I r
~ I ANCHOR BOLTS 1 0 lol -I 142 RCP M I I I 18" ORIFICE FLUSH WITH L. 603,00 } m
STRUCTURE INVERT.
6"--~
9"~ ORIFICE ..T a
N ~ J
GROUT
Q I
IR OX WE B 0
N,L&
at 0 z
b ~ N
„ TEMPORARY MODIFICATIONS " 48"
b 48 60 TEMPORARY MODIFICATIONS A Y M ~ IFICATIONS MIN FOR EROSION CONTROL
MIN MIN FOR EROSION CONTROL
I I 1. FIRST FAIRCLOTH SKIMMER I I I I " ATTACHED TO DRAW DOWN PIPE. I I Hoc 1, FIRST FAIRCLOTH SKIMMER " 1, FIRST FAIRCLOTH SKIMMER
I I 8 TYP. soar GATE VALVE OPEN DURING i i 8 Tom' mar ATTACHED TO DRAW DOWN PIPE. I I I 8 TYP. oar ATTACHED TO DRAW DOWN PIPE. I I
. _C I I GATE VALVE OPEN DURING I I CONSTRUCTION, SECOND FAIRCLOTH I I GATE VALVE OPEN DURING 'ER + I----I ~ CONSTRUCTION. SKIMMER SIZE PER
~ I----I SKIMMER ATTACHED TO 6 INCH + I____ CONSTRUCTION. SKIMMER SIZE PER E 1 I ORIFICE. SKIMMER SIZE PER i I _ SEDIMENT TRAP TABLE. ~ ~ SEDIMENT TRAP TABLE. (u ~ _
1 _ z 9 I I oo ? SEDIMENT TRAP TABLE. I I ° i I oo ? ~ I d~
p I I d'~ I I t0~ I 2. ALL FLOW TO BE THROUGH 2, ALL FLOW TO BE THROUGH ~
~ 1 . A FLOW TO BE THROUGH I _ _ SKIMMERS OR OVER SPILLWAY. t- -t 2 LL t 1- SKIMMERS OR OVER SPILLWAY. SEAL ALL OTHER ORIFICES DURING SKIMMERS OR OVER SPILLWAY. , ~ G SEAL ALL OTHER ORIFICES DURING ~ ~ I'
SEAL ALL OTHER ORIFICES DURING CONSTRUCTION. IT IS RECOMMENDED IDED CONSTRUCTION. IT IS RECOMMENDED r, ~ ' ~
CONSTRUCTION• IT IS RECOMMENDED TO FIELD FABRICATE THE 1 ORIFICE ICE TO FIELD FABRICAT T 1 ~tik ~ - ` - E HE 3/8 ~ ~ o
RI A THE 1.5" WHEN SKIMMERS ARE REMOVED. STD. GRATE TO FIELD FAB C TE STD. GRATE STD. GRATE ORIFICE WHEN THE SKIMMERS ARE ~11k?,5 c REMOVED, ~~en , ~>rqr~ , _ N U c
ORIFICE WHEN THE SKIMMERS ARE " " " REMOVED. 18" x 18" x 3/8" 18 x 18 x 3 8 ~l•~, ; ry ~ r o
18 x18 x3/8 GALVANIZED STEEL R'' ~+~rr ttS ~
~ GALVANIZED STEEL GALVANIZED STEEL PLATE WITH BUTYL PLATE WITH BUTYL PLATE WITH BUM z ~ J ~
SPILLWAY EL 647.25 GASKET, WITH 4 - SPILLWAY EL 623.75 GASKET, WITH 4-~ I I 1 ~ 1 I I I GASKET, WITH 4 - I SPILLWAY EL 618.75 ~ i i " I I .I.r ai v
STAINLESS STEEL SINGLE 6"0 i I 1 i STAINLESS STEEL SINGLE 6 0 1 i STAINLESS STEEL SINGLE 6 0 I I v o
1 I ANCHOR BOLTS ORIFICE , ii 1 ANCHOR BOLTS ORIFICE i I I I I I 1 1 I ANCHOR BOLTS ORIFICE ~ I u WINGS I RRY DRA I REIIMIN P
TEMP - ~ I 1 1 ~ I I W I I I TIOt~ TRUC
I 1 SKIMMER 2 i i i I I 1 11 1 1 I I I I I R CONS I I I ASED FO NOT RELE ~ ~ ~ , I
1 1 TEMP 1 1 4 1 1 TEMP ' I INV EL 621.75 1 1 INV EL 6 5.50 1 1 ~ I TEMP I I INV 17. I EL 6 25 i I SKIMMER I I
1 I SKIMMER 1 1 1 1 1 SKIMMER I I 1 t o- o l 1 _ t o o f - I ° _ °
1 _ 1 1 1 I r-~ r~ 1 1 I 1 1 0 1 1.5" ORIFICE i i , 1 0 I 1" ORIFICE I I I I rot I " ,~N{IUIII~II// I I I L_J 1 3/8 ORIFICE
~ 1 _ - ~ ~ oL._~o I " 1 - 1 I oL__~a 1 " INV EL. 620.00 I - I ~ ° ° I HEAR I 12 13Q RCP INV EL. 615,50
I 12 ~ 136 RCP INV EL 643.50 I 1 130 RCP ~ I 1 24" TYP. MIN 1 I I 4.. ~ , 4 TYP, ~ ? FE ~/p
- EL 642.50 - EL 619.25 - EL 613.00 ~ Q
20' 6" ~ 20' 6" 6 " " 2 ' SEAL 6 0
3" DIP DRAWDOWN 3 DIP DRAWDOWN 3" DIP DRAWDOWN 025656 PIP X N T EXTEND BASE TO " " E E TE DED 0 ~ ~ F
PIPE EXTENDED TO EXTEND BASE TO 1 " PIPE EXTENDED TO EXTEND BASE TO 1 " T " T FOOT BELOW LOWEST 8 MIDDLE OF POOL FOOT BELOW LOWEST 8 MIDDLE OF POOL 3 GATE VALVE 3 GATE VALVE T " a 8 MIDDLE OF POOL 3 GATE VALVE BOTTOMABMP GINS ;~50.~
/ (SUPPORT PIPE WITH 6MP ELEVA I IUN GROUT/ (SUPPORT PIPE WITH t M' tLtVA IIUN GROUT GROUT (SUPPORT PIPE WITH tLtVA IIUV " X%
GROUT TABLE SOIL STABLE STABLE SOIL STABLE SOIL) k ' nub
MP 1 - B1#57 BMP #2 - RI#91 N.T.S KTA BMP10_a" Kct t7u La LL
w ~ LU 0
N

,.tiro .
v o~.~N Oobo~ r.. a p
'a ~m 3a
3 ~o 0 ~ T
U
\ ~ ~
SEE SHEET C3.1 FOR SHEE FOR SHEET NOTES r ,
SEE SHEET C3.2 FOR STOP TABLE ~ ~ ` ` FOR STORM DRAINAGE ~ ,
~ ewe OS ~ ~
~ _r ~ ~ 1 I i~
SEE SHEET C6.4 FOR DISS FOR DISSIPATOR AND / ~ D Plus ~ I ~ I ~ 111 S bRIN M I l
SEDIMENT TRAP INFORMATI - ~ / VFORMATION. I L~ ~ J"l.~ ..1 ,1 1 ~ ~
._L I ~ ewrrt ay,~~ I 1 1 y-1
Y 1 / - n
1 ~ f h
1 ~ ~ N OD ~ / ~ / / ~ Q ~
; _ - , 4 R ~ z Z P 1 N _
_ ~ I I I I / / / / I o ~
I ~ I I I i l l l l R' t ~ \ I ~ ~ ~ III I r I ? \ /i'\\~~ _ o ~ ~ ~ ~
ill ~ II ~ ~ ~ ' I I I I I I <<~ \ ~ H 1 ~ l VJ
111 il~` II, I, \1. \ ~ r I~ 1 1 1 1 1 1 1 X111 \ ~~'~.@w~ro-a ~ ~ m-aras~ _ ~ ~ / a~ ~ ~ • h c~
~ 6 II I-
I ~1'IIII I~I I \ \ 1 I I ~ I I r\~\ ~ \ ~„l ~ z ~ r \ I , ~ C W ~ o
1 ! o e3n.eo )III ~ ~I ~ , ~ _ _ I~,- ew~o 636,20 I I \ \ - ! I..~. I \ ~ ~ co Z r
i I \ \ z I- o ~n~ u ~ z. W _
- ~ - ~ 636.00 1111 i \ ~ ~D"Po \ ~ Il o ~ - ~ w - ' ~ I - ~ RAC ~ ~ \8 Ati 636.00 - , ~ I I Z I „w ~ o~ ' ~ . ~.LORAf ES ~'T / I ~ ~ ~ \ ~ rn OC rn - ~ 1 ~ 1 - o
11 ~ 1 ~ 1 s+a'is ~ o ~ ~ ~ n 1 \ Z
~Ps h- \ II I i , / ~ 3ltl ~ I \ \ ~ W Y
_ / W ~ ~
1 ~ 646.30 ~ - , ~ aql` - l~ ' _ \ Ac 636. ~ ~ - - - ^IMiAC e4S.eo / ew~c~.oo / ~ \ I ~ ~~y-~ / ~ .N •N
~ - \I , t r - \ \ \ ~ ~ _8WA0 616.36 , - ••r - - .~h Q ~ h 9 ~ u~ pd~Q~t
6~ ~RmRO / / 1 Q l H sl \ ~ ~ a
~ \ ~ \ Cn \ ~ \ \ /i-----'`'~ WETLANDS ,
\1, I \ _ - ,4Nfi~11TTENT ,INfi~11TTENT ~ , _ Z ~ - ~
/ I~~~
~ ~ ~ ~ I a ~ _ iWAC 633.30 W W O W
4 -i - ~ U~ OJO ~ ~ l~tn I ~'I-_~ ~ v I
~ \I ` ~ ~ ~ \ ~ 647.60/ ~ ~ - ~ ~ / ~ ll - - ~ _ ~wrc mss. ~ ~ U a Q ~ /r ~
\\I \ \ - ri ~ - I o / / 164 ~ ,-JcfJ
1 ~ ~ ~ v 1 1~ o - I I I / ~ r++ • •
I _ ti 1 / \ 1 ~ - ~ ~ I I \ 1 11\ 1 ter` ~ _ ~ i~_ 7~ \ _
\ 1 ~ \ I f \ 11 ` 6MI. ~ _ clan OD ~ ewr,0 s~ \ \ 4t . ~ \ I 1 7 _ - ~ ~ / / \ I--
1 ~1 \ n. \ ~D` \ L ~ 1 1 ail ~ ~ / - ~ \ I
11 I \ ~1 PRIVA ,3q \ ~ ~ / ~ ~ \ ~ ~ I ~cc / / I~
1 y . -bs~ ~ 18 1 i \ ~ I \ \ ~ ~ ~ ~ 84 I i ~1 ~ 66~ts
I _ \1111 \ \ / i ~ i I q48 ~ \ \ ~ 1 1 ~ 38 1 I I ~ ~ 15 / I 1 i
V 111 \ \ OC BC 850! ` / 111 ~ ~ 29 P ~ \ 636.60 Lt. ~ I 1 a ,p X90 .6Y ~ 'ti47 \ I 1 / / ~ - - ~ i I 1 / ~ I tss I / _ ~
~ _ - - 11111 ~ ~ \ 0 4\ ~a.1o. ~ STORM ESM ~ \ ~ 1 ~ I 1 i - z
11111 \ ~ ~ \ \ .f 11 11 ~ ~ ec 1J 1 142 A~~. 6 ~ \ ~ ~ ~j \III/ ~ 5 1 z~w
- 650 - ~ \1111 ~ ~ B0 .to i1~ P ~ ~ ~ \ ~ ~ 1 \ II 6 C 131 ~ I ~ ~ a w
~ \1111 \ , - ~ y ~ ~ \ - r111 \ \ \ / ~ i~ / ~ v c~ ~ a rn
\ 111 \ \ ~ \ - \1111 \ \ \ n i _ a ' M ~ / i 1 1 r 6~8 ~ / c m a w ~ l I f / 1 ~ O v~ W W 3 0
\111 i \ \ _ ~ '
1C- \ \1 - - - 71 ~ ~ \ / / 7 16110 0 ~ N n
m - ~ ~ v 11\ \ _ esp. / D>3 ~ ~ c~~ /I G .,l \l,l \ \ ~ 151 ~ F~ X69 ~ v~ o 0 0 o w ~ 58 i 1 I iwrc e61.eo o c v N o ~
qi 1 ~ i \ 1111 / / / ~ \ ~ \ .r a I VI 1 ~ 53 ~ _ i ~ f ~ 1 BWAO 11200 ~ ~ N N Q ~9 r - 1 / ~ Qtm o N~ 0
\ 1 I \ \ \ \111 \ \ _ .28' ~ ~ / - ~ ~ ~ \ - ~ , i/ ~ ~ 1 \111 ~ - ~ x ~ ~ 68 - ~ \ - 655 ~ 60 66 3 ~ 2 ~
1 \ - ~ 8b _ \11 - I ~ ~S 87 ~ ! - ~ z
\ - - 1111 ~ 2 / \ ~ 66 es7as~ - _ ~ ~eWro / tw~c e11.~o
\I \ 1 1 ~ \ u ,39- ~S -6 -6 Ili \ e53.9 41 6 ~ ~ -srj" .~63 X63 _ o r~i I~ m
11 \ ~5 ~l ~ \ \111 ~ ~ _ ~ - ~ ~swro I / 17 Z
~ - ! \ ~ \ ~ ~ ~ --fFE 6 \ \1111 ~ 40 - / ~ 0.
~ ~ 1 1 I 9 R'J - ~ / \ \ ~ 667 \1111 154 - \ / ~ - ~ ' \ ~ - 6e~xs / / a W
11 \ ~1 ~ , - y - _ - I \ \ X111 41•_, \ 1 ~ ~ ~ ~ _ 20 P 4it ~ W~ / ~
- s~` r\tl - 2fi ~ - - V 1 - - - / DI 18 x~- I ~--.c / , ~ t~ Q ~ ae1. . ~ ~ co ~
\ \ ~ , 65x.75\ - \ i c9~F2' - r-...ie~ _ i / o w Z Z
\ ~5. 25 - - .J ~ / I _ ~ r a Gt ~ a o 0 0 Q
two esaoo- n ec o ~ i ~ 3 c~ ~ ~ - sw,tc 66~.eo - - - - I v a b
1 173 • o ~ ~ _ -t ~ 667.70 ~ 1 / ~ ~ U
~ ,~g . b 1 \ - 656,6! ~ ~ / ~
m.~o ~ ~ ~ \ \ 4'23 _ 1 ~ RC ~ " . 867.7b' P ~ ~ ~ ~ 4i y~ ~ Q rn O u!
~ ~ \ \ o ~ U
i• ~ \ .5S ~ ~ / ~ O ~ Sn
as W 174 ~
_ ~ - co f ~ ' \ ~ 1 /
\ ~ 35 \ ~ - - = _ _ ` \ ~
\ ~ \ \ - 1 ~ t9 I I - \ - 175 - - 1 _ ~ ~
Q y 21 47 _ _ ss ~ r y _ - ~ - _ ~ - -f ,
\ 20 - - F 50 / \ \ _ ~ i 11c~ / ~ ! ~ /
\ ~ F 52 53 54 55 I ~ ~ / \ ~ 66 st 5s ~ 9- \ 1 3 54 55 , ~ \ 6 6 1 - /
o a \ \ - - eea ~ -FF ~FF - \ ~ - / ~ 661.43 177 ~ I c c
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GENERAL GRADING NOTES GENERAL EROSION CONTROL NOTES
W t. ALL CONSTRUCTION SHALL BE IN ACCORDANCE 1MTH CITY OF MEBANE i. SEE EROSION CONTROL PLANS ON SHEETS C5.0 THROUGH C5.4 STANDARDS AND SPECIFICATIONS, LASTEST EDITION.
m M 2 LAND DISTURBING ACTIVITY PERMITS ARE PERFORMANCE BASED. _
t ~ V 0~ y~ 2. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE MODIFICATIONS REQUESTED BY THE EROSION CONTROL INSPECTOR SHALL BE
0 .~0 Ui~ x~, C 0 p ~ 9~ p FIELD VERIFlED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. FORWARDED TO THE ENGINEER IN WRITING, INCLUDING SKETCHES. UPON CONTRACTOR SHALL NOTIFY ENGINEER IF ANY DISCREPANCIES VERIFlCATION OR MODIFICATIONS BY THE ENGINEER, THE MODIFICATION SHALL BE
I ~ o ~'A T 4 a r~ t2" r~ OBSERVED PR10R TO PROCEEDING WITH CONSTRUCTION. NO EXTRA IMPLEMENTED.
0 J 0 Q t:~ w~ ON I (1 0 ~~~I~ pp7 ~ Oph-.. ~ COMPENSATION SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE WITHOUT PROPER NOTIFICATION. 3. A DETAILED PHASING PLAN HAS BEEN INCLUDED AND WAS THE BASIS OF
I ~ ~ * C fA 0 Oh C~O,~ ~pN N `Z~.(9 EROSION CONTROL PLAN APPROVAL. UNLESS OTHERWISE DIRECTED BY THE
^hh .c ~a ~°~po vim ~ a •a`,a " 3. UNLE55 OTHERWISE NOTED, GRADES AND SPOT ELEVATIONS NOTED ENGINEER, THE CONTRACTOR SHALL CONFORM TO REQUIREMENTS of THE a' ~ ON PLANS INDICATE FINISH GRADE OR PAVEMENT SURFACE. DETAILED EROSION CONTROL PHASE PLAN.
000 ~ J y~ o,, v~ a u,•v ~ e~~ ~ o oli,y ~[m s~
~ ~ ~ .a, Ada ULCH HAY OR STRA SHOULD BE 4. ANY PROPOSED CHANGES TO THE DETAILED PHASING PLAN SHALL BE 4. WHEN HAND PLANTING, M ( ~
fl o p 0 0 AQ 0 / 7 2 3, ~ m ~ ~ ~ A ~ 1 ~ ; • UNIFORMLY SPREAD AND TACKED OVER SEEDED AREA WITHIN 24 HOURS FORWARDED IN WRITING BY THE CONTRACTOR, THROUGH THE CIVIL ENGINEER, AND . pF' SEEOINO, APPROVED BY THE EROSION CONTROL INSPECTOR PRIOR TO IMPLEMENTATION.
c c' N c \ / ~ \1 6 PVC ~ o h / \ \ ~ / ! 11 1 `_..,1 PIPE ~ PNC DIVERGING FROM 1N€ SOHEDULE WITHOUT APPROVAL MAY COMPROMISE THE PIPE 5. DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A PERFORMANCE OF THE ER051DN CONTROL PLAN, RESULTING IN A POSSIBLE
d~ TEMPORARY COVER ON SLOPES THAT ARE 4:1 OR STEEPER, MULCH 1MLL VIOLATION.
( o a° \ ~ III , o ~ ` . STONE BE ANCHORED. ~
s BEDDING 5. PROVIDE GRAVEL AND HARDWARE WIRE FILTER ON ALL CATCH BASINS.
c 0 ,ijr iii i,,~ - ; ~ k0 ~ i~ / ~ ~ I 6. ALL EASEMENT'S WITH PIPES AND/OR STRUCTURES SHALL BE ~ ~ CLEARED AND GRUBBED AND SEEDED. ~
Z h Z
a ~ / ' I ;'~I ~ ~ ~ eat; -yam` / / o a :~~.•1:. \ \ DOWN SPOUT 1. PART OF THIS SITE IS LOCATED IN FEMA DESIGNATED FLOODPLAIN. _ ~ N POUT FEMA MAP NUMBER 37001C0132E, DATED DECEMBER 22, 1998. 0
I 1 \ ~ ~Q ~m - / / ~ : ~ \ \ \ \ COLLECTOR OUTFAL SEE SHEET C3.2 FOR STORM DRAINAGE TABLE ~UTFAL ~d ~
~ I / / ; , \ \ \ DETAIL A CLASS III REINFORCED CONCRETE PIPE UNU:SS 8. ALL PIPE SH LL BE V 0 OTHERWISE NOTED. ~
~ I tUI< i ~ ~ oo ` / \ \ I ~ , ~ 6 I \ I I / \ NOT TO SCALE Q :ALE SEE SHEET C6.4 FOR DISSIPATOR AND ~ ~
I I I ICI I I I . / ~ ~ ' o \ ~ 9. PROVIDE GRAVEL AND HARDWARE WIRE FILTER INLET PROTEC110N ON ~ ~ W o = ALL CATCH BASINS. SEDIMENT TRAP INFORMATION, I-
' , I / ~ 0 P~VATE~T T:S ) a Wz ~N Z
1 I ~ / ~ \ s FE583 l~ _ \ \ ~ 10. CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF W = ~ 0 ~
/ / I1 EXISTING PUBLIC UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR Z ~ ~ Z INSTAU.ATION OF UNDERGROUND UTILITIES ON OR ADJACENT TO THE J r ~ o
I ~ ~ / l1,l. ~ sn r PROJECT. ~ W
~ h / "."..i I l rn~° 11. ALL CATCH INLETS SHALL BE NCDOT 30-INCH WIDE STRUCTURE VNTH p m 0 ~
r"1" RM ~ 177 1 • ~ ~ I BICYCU: FRIENDLY GRATES. GRATES, FRAMES, AND BOXES SHALL BE Z ~ "LL `y'
1Q I / / ~ I I I 1 - ~ p~• ~ - CERTIFIED NCDOT APPROVED. a Y WWI ~
I I l~ I / . ~ ~ \ STORM ~ Q 12. EASEMENTS FOR ALL PROPOSED WATER, SEWER, AND
l l Ill ~ / I \ c a~ I I I I / o / ~ - o M Tl TIES WITHIN RIGHT-OF-WAY MALL BE DEDICATED TO THE ~N DRAINAGE U LI Z G7 N a
~ i I I ~ / 4 ~ ~ -o N to I I o I ' P I sw,?G-eze.sto 0 I ~ I I I i ~ / ~ wB77A a. / - nr+A>z esesso c~ qTY OF MEBANE ON THE FINAL PLAT. ALL OTHERS ARE TO BE p d~~ d~ PRIVATE. Q
~ III / ~ a. ~a Z ToT _.O~n~u~ ~ ~
1,111 ( / % J ~ / o~ / i. / / o I Ilil / / r 1 - - ~ 13. ALL PIPE SHALL BE CLASS III CONCRETE PIPE UNLESS OTHERWISE ~ J ~ ~ NOTED. J ~ - ~
it - Ilil ~ / / / -8~- " - 3 . J ~p
111 t r ~ ~ t~ / / / 0 I A AREAS ~ Z 14. ALL EXISTING VEGETATION IN BUFFER AND/OR UNGR OED ~ J . SHALL REMAIN INTACT. NO CLEARING IN TREE SAVE AREAS. W W 0 ui
?11 ~ / / / / az(~z U) a0~0
II rr / ~ / / / / / ~ I / /G / / 15. ALL LOTS WILL BE CONNECTED TO THE q1Y OF MEBANE WATER AND ''nnZ = = W =
SANITARY SEWER SYSTEMS. v~ U 0, p. • pWpW
. III I t11 / ~ / / / / ~ - I I 11 I a 6 i~ / ~ ~ ts. ALL WATER LINES SHALL BE TERMINATED sl ACCORDANCE WITH qTY M `1''J
II 1 I~ ~ ~ t3s~'~ / III 1 / ~ ~ ~ / / / / SECTION LINES IT THE DEVELOPMENT 15 ~ FW- o H STANDARDS AT THE W ~ ~ CONSTRUCTED IN PHASES. ALL STORM DRAIN ONES AT THE END OT A
I / / N ~ / TAI PHIS SHEET SECTION LINE SHALL BE TERMINATED WITH A TAIL DITCH TO DAYLIGHT.
I - r ~ / / / / I / / - - ANY CONFLICTS SHALL BE REPORTED TD THE ENGINEER FOR
- RESOLUTION t ti 1 1 ~ \ ~ / 1 1 \ ~ \ \ / / 1 \ \ i
I 1 ~ 1 / / / ~ ~ f / - / \ ( t
1111 I / 1 / / / ~ / o / / ~ Tea oewa I I I / / /~i h / SE~BG ~A D9WN , ~ _ _ STO~irl. RtlN6FF / / 1 1 \ 1 \ 1 1 \ ~ \ ~ ~ _ -UNITS / / \ \ \ \ \ \ _ N
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_
~ PIPE P6°E PIPE DOWN VELOCTlY PIPE f~PE STRUCTURE STREAM TOP ELEV. NVERT N FROM INV OUT AREA I C INLET TOTAL HGL HGL 812E LENGTH SLOPE DESORPTION STRUCTURE STREAM TOP ELEV. INVERT N FROM 64V OUT AREA I C INLET TOTAL HGL HGL SIZE LENGTH S PIPE PD'E PPE DOWN PO'E PPE PIPE SIZE ~OpE VB.QCIIY p STRUCTURE STREAK TOP ELEV. INVERT N FROM INV OUi AREA I C INLET TOTAL HGL HGL SQE LENGTH SLOPE OESCRPTION
PIPE AGtEB Q10 CF8 Q10 CFS IN OUi N FT FT1FT FTlSEC plpE ACRES Q10 CFS Q10 CFS IN OUT IN fT ! IN FT FT1FI' FT/SEC POSE ACRES 410 CFS 410 CFS I4 OIJi IN FT FTiFl' FTlSEC
DF28A 865.50 882.15 0.39 7,10 0,85 1A9 1.54 SA9 24'x24'DRCH CI-09 850.00 848.00 0.7 7.10 0.75 3A9 3.49 3.68 4' q 0678 858.15. 853.00 0.34 7.10 0.75 1.12 1.12 3.13 4' CI
P-T6A 882.18 881.90 1.84 882.84 882.04 18 148 0,008 2.04 18' HDPE P-89 848.00 845,85 3.49 848.79 848.88 18 S2 0, 18 92 OA11 228 18'RCP P-Ta a53.aD 652.50 1J2 x52.92 852.31 15 32 O.D16 4.83 15"RCP
CI.2B B8B.79 881.30 P-28A 681.10 0.94 7.10 0.85 1.54 9.45 4.49 4' G CF88 650.83 845.85 P-89 845.45 0.1 7.16 0.75 3.49 8.93 4.97 4' d 0475 858.05 852.50 P•78 851.50 0.39 7.10 0.75 207 3.17 4.38 4' CI
P•28 881,10 BBD.60 3.45 881.85 861.18 18 92 D.016 8.18 15'RCP Pae 845,45 844.75 6.99 848.55 845,n 18 1~ 0, IB 1~ O.OOS SA2 18' F~PE P 1S 851.50 849.70 3.17 652.22 65028 15 131 0.014 5.9 15' RCP
C4.25 888,79 860.80 P•26 880.20 0.49 7.10 0,85 2.48 5,87 4.57 4'G FES-88A 841,18 P-88 844.75 8,93 18 18 5A2 18' FE8 D614 855.80 851.00 OA2 7.10 0.85 1.94 1.94 3.89 24' x 48' DiiCH
P 74 851.00 850.00 1.94 851.58 850.48 15 110 0.009 4.45 15' RCP
P-25 BBD20 85920 5.87 881.08 BBD,OB 24 197 0.007 4.42 24'RCP HW86 859.00 647.5D 9.60 5,80 0.85 3724 37.81 458 HEADVWYL D673 859.13 849.70 P-T5 849.00 OA9 7.10 D.75 DAt 5.43 4.92 24X36 DI
DI.24A 888.00 881.75 0.14 7,10 0,85 0,85 0.88 2,88 24'X24'DRCH P-06 847,50 642.40 37.84 649.57 645.07 30 181 0. 10 161 D.090 7.b1 30'RCP 850.00 Pao
P•t4A 681,56 884,00 0,85 862,D7 680,4 16 105 0,017 4,04 15'RCP M!1.85 849,00 642.80 P-86 842,40 38.82 7.47 PRE•CASTADi P-79 x49.00 848.50 5.43 64B,9D 847.17 16 1S1 D,016 7.11 18"RCP
DI.24 887.55 880.00 P-14A B5A.50 0.14 1.1D 0,85 0.85 128 3.25 4'CI P•d5 (112.40 641.60 38.62 644,3'1643.15 Sp 13 O.i 10 79 0.011 b.10 16° ~ 0612 ®50.$0 84b.00 0.l0 1.10 O.~ 1 j 1.b 9.6 24` x 38` DI
P•24 859.50 859.00 126 659.95 659.3+{ 15 92 D.O18 4.Bi 18' RCP RM7 84725 842,50 12.20 5.44 0.74 49.51 49.51 x.55 5' Ri P•72 8{8.00 84520 1.8 x48.53 645.89 15 83 0.010 2.58 15' HDPE
CH23 887,A2 B5A20 P-25 858,84 0.18 7.10 O.6S O.S7 7.52 4.95 4' CI P.6'1 842.80 842,00 4A.81 844.79 843.88 96 29 0.1 b 20 0.017 10.75 96' RCP D!•71 852.80 845,20 P•72 845.00 0~ 7.10 0.15 1.31 3.12 427 18` ADS n
859.00 P-24 144.14 846.E 841.60 P-85 839.80 84.21 10.01 PRECAST IAM1 P-71 845.00 844.80 3.12 845.72 645.59 1S 22 0.006 3.84 15" HDPE
P-23 856.80 856.00 7,62 B59.n 888.86 24 116 D,007 5,85 24' RCP 8,00 pg1 0670 854.42 844.80 P•71 844.50 036 7.1D 0.15 D.92 4,02 4.1 4' CI N prp
DI.22A 888.50 883.50 0.02 7.10 0.88 0.09 0,09 1.811 18'AD6 P-14 899,E 038.00 84,21 842.88 840A8 42 178 0.1 12 178 0.010 11.89 42' RCP P•70 844.50 844.00 4.02 645A3 845A0 15 92 0.018 9.28 15` RCP Z r Z N
P-22A 883,60 683,00 0,09 863.62 863.08 18 28 D,020 2A0 18' MDPE f;W84.90 848,00 638.00 P•84 638,00 84,21 42 12 11.x9 ENDW'ALL 0189 6S4A2 e4e,5D P•T3 e49.50 031 1.10 0.16 0.9e 10.22 e,5a 4' CI 0
Ca2Z 889.09 883,00 P•22A 880,00 0.04 7.10 0.85 0.17 0,28 2,10 4'G e44.oD P•7D ~d w
P•22 680.00 858,00 0.28 880.20 659.13 15 JZ 0.031 3.84 18'RCP HVV•90 845.00 839.00 7AA 4.89 0..81 23.02 23.02 6.76 HEADWWJ. P-09 649.50 898.00 10.22 844.73 896.81 10 253 0.090 0.54 18' RCP O 1 U ~
CI.21 989.OA 858.00 P•23 857,44 4.09 7.10 6.85 4.14 7.7A 5.00 4' G P-90 839.00 838.00 23.02 840.83 839,x! 30 91 0.I l0 91 0.010 8.71 sD' RCP 01.81 643.30 838.50 OA 7.10 0.75 1A8 1.48 3A 4' CI V J = Q ~ U
859.00 P•22 EW84.90 648.00 838.00 P-90 838,00 25.02 90 W 8.71 Erp1AlALL P•86 838.50 838.00 1A8 638.98 898.30 15 92 0.018 5.01 15'RCP ~ _ W o
P-21 857.40 85720 1.79 858.39 65828 24 39 D.OOS 4.81 24' RCP D687 640.80 837.00 0.39 7.1D O.6S 1 b 1.8 9.8 24'x 48` DRCH W Z ~ z .00 N
DI-20 888.84 891.00 028 7.10 0.7 1A0 5.58 4.55 4'G H41F~ 841.50 2A.49 4.86 0.89 95.59 95.59 10,21 P•81 837.00 838.00 1.8 637.59 838A5 15 98 0.010 4.54 15' RCP W = OOj ~ ~
P-2D 881.00 859.00 3.58 881.78 659.42 18 50 0.04D 8,91 15' RCP Df~-82 837.40 837.40 95.IM 839.87 838.72 90 46 0.1 z ~ Zr 10 46 0.015 1113 DUAL 90' RCP D668 842.94 838.00 P89 894.00 OA 1.1D O.TS 1.5 14.54 8.49 24X98 DI W ~
CI.19 868.83 85720 P•21 858,50 0,18 7.10 0,85 0,57 11.82 5,80 4' CI E41f•92A 841.50 838,10 838.70 95.51 tO (A ~ 83e.oo P•86 W Nis ~W~
859.00 RZO Y 63e.00 P~7
P-1 B 858:50 855,00 11.82 657.74 858.51 24 184 O,OOD 4.88 24' RCP o*-Om P•86 834,00 629.00 14.54 635A0 89D.OD 11 160 0.091 11.83 18' RCP z IA ~.W N W
CN18 885.00 857.00 0.24 7.10 0.7 120 120 9.19 4'G DOVIM PIPE PIPE f DI86 693.80 831.00 0.51 7.10 0.65 299 299 9.85 24' x38• DI W W ~ Y PIPE PIPE PPE ~ LL Q LL
P-18 857,00 858,50 120 857.43 658.80 15 22 0,023 527 15' HOPE STltUCTI~ STREW TOP ELEY, NVERT N FROM NV OUi AREA I C INLET TaTIU. NGL HGL 817 LENGIH SI 617 ,OpE Vt3.OCIiY DEg P~85 831 A0 690.00 2.99 x31.62 a3D.53 1S 102 0.010 4.83 15" HDPE
Cfi17D 875.42 889,50 0.09 7.10 O.AS 0.81 0.81 2.84 24x38NC0OT-CB PPE ACRES Q10CFS Q10CFB IN OUT IN FT F IN FT FTIFT FT/SEC C684 83628 830,00 P•85 829.50 038 7.10 0.15 1 A4 3.78 4.85 4' CI z to ~ - N
DIS7 882.80 858.00 0.33 7.10 0.85 1.54 1.51 P-17D 889.50 66820 D.81 889.81 868.54 15 85 0.015 2.25 15' RCP 3.44 18' ADS D `1' ~ ~ P•64 629.50 629.00 3.78 63029 829.81 15 92 D.016 8.9 15` RCP Q ~ Q ~f
Cf3.1TC 875,42 88820 P-17D 888,00 0,10 7.10 0.95 0,88 128 324 24x38 NCDOT•CB P~'T 653.00 1.51 858A9 853.51 15 101 0.1 Z ror 5 101 0.090 8.97 15' RCP C663 83828 829.00 P416 828.00 018 7.10 0.75 1A5 19.93 718 4' G . ~ N ~ ~ ~ ~ ~ aD
5' DF58 857.82 653.00 P-57 851,00 0.29 7.10 0,7 0.98 2.47 P-17C 696.00 86320 126 668.44 863.93 18 194 0.098 1.71 1 (LOPE 1.99 4 q 829.00 P•84 ~ J ^ ~
DI-iTB 888.50 BB320 P-17C 883.00 0.49 7.10 0.65 228 9.37 4.45 24'BQDI P•86 851.00 850.00 2AT 851.83 850.41 15 35 0.1 5 35 0.029 7A9 15' RCP O _ a) P413 828.OD 622.00 19,93 627.58 022.99 24 139 D.090 1241 24' RCP Z ~ ~
P•17B 683.00 858.75 9.31 843.74 859.79 15 191 0.022 3,OA 15' HOPE Gab 650.OD P-58 848.00 026 7.10 0.7 0.91 3,31 4.18 4'q ~Z~ 0182 028.80 624.00 031 7.10 0.~ 1.34 1.34 3.9 245c48 DRCH ~ -I WWOW
DI-17A 861.70 858,75 P•17B 858.55 0.79 8.68 0.65 3,18 8.42 525 24'x48'DRCH ~ ~ 3.31 848.70 84542 18 88 0~ S 88 0.034 823 18' RCP p.~ d,~,Dp 823.00 1.34 624A8 623.39 1S 105 0.010 4.D6 15' HDPE ~~A/~~ O- Z Z V,~ x0..10
P-17A 858,55 857.70 8,42 B5A.59 658.70 16 103 OA08 5,10 18'RCP OF54 649.60 848.00 D28 7.10 O.BS 128 121 325 16' ADS 0661 830.10 823.00 P412 82250 031 7.10 0.15 1.38 288 4.1 4' CI z I = _ Un.Wa
DI-17 884.11 857.70 P-17A 85525 028 7.10 0.7 1.30 7.53 4.85 24 x 98 DI P-54 845.10 1.26 846.45 845A9 15 106 OJ 5 106 0.008 3.88 15' FDPE p.81 622.50 62200 286 629.18 822.84 15 92 0.018 9.04 15" RCP O ~WJ O W T.J~}J
CF69 653.33 645.1D P-54 844.40 021 7.10 0.7 1.01 2.24 P-17 85525 854,75 7.55 B5BA8 858.55 24 92 0.010 2,51 24' RCP 9.87 4 q ~gD 830.10 622.00 P~b3 820.50 03 7.10 0.15 1.36 2297 8.77 4' CI MM •M W O W
CI-16 864.27 855.00 P•19 854.00 0.15 0.78 0.72 20.58 7.52 4'G P•Fi3 844.40 844.10 2,24 845.00 844.82 15 33 O.I 5 93 0.000 4.x8 15' RCP W ~ F' ~ ~ 622.00 P•61
" CF52 653.24 845.00 P55 849.00 021 7.10 0.7 0.98 6.51 858.50 P-18 528 4' q P,gD 62D,5p 81940 22,97 B22J3 621.34 30 117 D.009 5.83 30` HDPE
854.75 P-17 844.10 P•b9 D659 892.80 824A0 0.3 7.10 0.85 1A9 1A9 3.40 24'x46'DR'CH
- 8 50 20,58 855.83 851.42 24 187 O.D20 10.83 24'RCP P-52 843.00 84290 6.61 843.99 843.03 1$ 38 O.I P 1 854.00 8 25 $ 38 0.019 7.82 18' RCP ~ 624.00 d2D.00 1.49 824.48 x21.94 15 45 D.089 122 15' HDPE
85 24' SQ 01 G51 842.30 P-52 641.D0 0.10 7.10 0.85 0.88 7.18 D{-38A 962.60 85825 0,48 7.14 0. 2.29 223 9.88 9A0 4' q ~ r,~g 823.00 619A0 P80 819.00 24.05 8.90 PRE-CAST hDi
P•81 841.00 840.00 7.15 842.04 840.90 18 97 OJ P•96A 85825 655.40 223 856.85 656.00 15 1 D3 O.D08 325 15' RCP 8 97 OA10 8A7 18' RCP bpm ~
01.50 64620 842.50 029 7.10 0.65 1.37 1.37 DI.38 884,59 855.40 P-38A 85520 020 7.10 O,BS O,D9 3.11 4.32 24X36 DI 3.32 24'x48'ORCH o P•58 819.00 818.50 24,05 820.87 x19.81 9D 28 D.018 827 3D' HDPE
P-38 85520 851.80 5.11 855A1 65522 15 d, 0.010 5.12 1S'RCP R'~ 1.31 642.98 642.39 15 25 0,1 5 25 0,020 531 15" RCP °i FE858A 618.50 P•56 618.50 24.05 30 A27 30' FES ~ o
Ola9 851.50 848.80 0.1 7.10 0.7 0.5 0.5 CI-35 882.18 654,80 P-38 654.40 0.19 1,10 0.65 0.65 3.73 4.83 4'G 2.49 16' ADS ~ I m
P•35 854A0 854.00 5.13 855.18 854.92 15 36 0.011 3.88 1S'RCP P'~ 0.50 84828 84520 15 51 0.1 5 51 0.020 3.98 13' HDPE H a N
CN48 845.80 024 7.10 0.7 0.8 0.8 CI-34 861.45 854.00 P35 653.80 D.39 7.10 0.85 0.96 4b8 5.09 4'G 4'q PIPE PPE PIPE w N Q 2.84 8Tt111C1utE BTREMI TOPELi3f. NVERJN FROM NVOIJi AREA i C INLET TOTAL HGL HGL 8QE LENGTH SLOPE DESORPTION ~ ~ Z p y
Pa8 645.60 645.00 O.o 845.95 64525 18 S2 0.1 P•34 953,8D 852.75 4.88 954,68 859.61 15 100 0,008 4.90 15' RCP S S2 0.019 4A/ 15' RCP PpE At2iE3 Q10 CFS Q10 CFS IN OUT IN FT FT1FT FT(SEC w p w ~ S U ~ 0. tY
D!•33 858.00 852.75 P•34 852.50 0.15 7.10 0.55 0.59 5.19 4.65 24X96 DI CE47 652.08 P•40 842.50 OAO 7.10 0,70 1.18 2.44 3.71 4'CI ~ wO
P•33 852.50 851.13 5.19 853.42 852.01 18 214 O.OOS 4.64 18' RCP ~ HW411 823.50 619.00 6./ 7.10 O.S 23.62 29.82 8.85 HEADV4lU1. ~ Q v ~
DI.32 658.00 851.13 P-33 850.83 0.74 7.10 0.55 2.A1 7.71 ~ ~x,4B~p~ P47 842.50 641.00 2.44 143.09 841A8 18 198 0,1 8 198 0.011 4.99 18' RCP P-81 819.00 808,E 23.82 620.85 808.82 90 178 0.083 18.97 30' RCP o w 3 p w ~ o
CHI 841.38 840.00 P•51 835.50 0.10 7.10 0.85 O.n 11.50 P-92 850.83 650.00 7.71 851A2 66124 24 126 OJ08 LM 24'RCP 7.10 4' q R680 818.00 SMP 813.00 1 0.65 4:~ 21A 7.49 4' RI
DI-31 856.00 850.00 P32 849,00 0.74 7.10 0.56 101 1029 5A6 24'x48'DRCH ~ P•e0 813.D0 611.50 21A 114.82 119.51 90 81 0.025 6,51 90' RCP o ° w ~N° F'
841.00 PaT P•91 648.80 648.95 1025 650.96 65027 24 175 0.005 5.32 24 RCP Y679 617.50 611.50 Pao 611.01 / 0 0 2834 7A1 4 YI ~ N N Qt7
DI.30 858.5D &18.95 P31 648,51 0.45 1.10 0.86 t.n 11.10 4A2 24'x46'DRCH Pa6 11.50 898.79 835.53 18 52 0.1 8 52 0.019 8.87 18' RCP P•7/ 811.D0 610.01 2424 612.18 611.91 89 S1 0.020 10.52 30' RCP o N m
P•90 648.51 848.15 11.80 65020 65020 38 89 0.015 SA5 SB' RCP CE45 ~ P•46 634,00 0.31 7.10 0.70 2.78 14.12 624 4' G 817.00 810.00 Pal 101.50 OA 7.10 0.75 215 30.01 8.9 4' G 0678 ~ N M p
DI.2A 858.80 848.15 P-30 847.95 0,11 7.1D 0.85 0,51 11,91 l.18 24'x48'DRCH P-45 14_? 895.35 892.35 24 149 0.1 '4 149 0.020 8.24 24'HDPE pn 806,50 ggg,Op 9407 61028 609.31 96 27 OA19 9.52 98'RCP Z
Gag 840.00 642.BD 022 210 D,7D O.n O.Tr' P•29 847.A5 847,85 11,91 850.18 650.18 C~ 43 0.006 2AT RCP 281 4'q q-71C 61735 810,55 026 7.10 0.15 to tA0 611.14 810.99 33 4'q
R49 642.so e42oo on e42.s~ e4225 is 32 Da CI.15 658.A4 85025 P•1B 847.40 0.15 0.78 0.76 92.13 822 4'G 5 32 0.019 4A3 15" RCP p~7~ 610.55 81020 ~ 1 AO 010.99 610.91 1 B 32 0.011 1 J 18' RCP
847.85 P•29 Dla?A 64820 641.80 0,10 7.10 0.68 OAT 047 2.45 16'ADS q•17B /1725 6102D P-77C 81D.00 0.33 7.10 0.75 1.77 3.14 810.91 810.67 4.OB 4' CI m Z ~ 'S Ill
P-15 647.40 64720 32.13 649.62 840.79 38 94 0.006 4.A2 98'RCP Pa?A 841.80 841,40 OA'1 842D1 841,65 15 36 0.1 5 96 0.111 1.18 iS HDP6 P.~ 610.00 80630 3.14 810.87 804.50 1 B 117 0.058 8.11 1 B' RCP 4 J
CH2 846.52 842.00 Pa3 04120 0.10 7.10 0.65 0.99 1.61 D!-14A 858.50 852.00 1.46 0.85 8.98 8.98 524 24.8Q DI 3A1 4 q YI6„rU 80400 6W.00 P•17C 803.00 54.81 604.50 804.50 8.11 W13 ~
P•14A 852.00 85125 8.38 8S2A8 652.15 18 0.1 0,008 5.73 18'RCP 841.40 Pa2A Q 80930 P•77B
Pat 641.20 639.80 1.61 841.70 839.96 15 68 Od DI.14 860A8 65128 f'-14A 8SD.00 D28 0.18 1.40 7.59 5,84 24 x98'DI S 65 0.019 SAB 15' RCP
P•14 850.00 849.90 7.59 851.07 65025 16 71 0.010 8A4 18' RCP DH4 647.80 641.50 029 7.10 0.65 1.37 1.37 ~w W 9.32 24' HDPE i h
CI.19 658.85 649.50 P•14 647.OD 0.34 0.70 1.08 40.07 7.82 4'G Pa4 641.50 840.00 1.37 841A6 840.E 15 143 OJ rao~ 5 149 0.010 425 15' RCP p dOYW PN°E PPE PIPE ~ I" Q .
84720 P•15 Gal 645.80 639.BD Pat 637.00 0.40 7.10 0.70 32'1 6.07 898.41 838.00 5.79 4 d S S~~ Tpp ~V, INVERT N FROIiI INV OUi AREA I C INLET TOTAL HGL HGL SQE LENfiTH SLOPE DESORPTION (n z ~
P•13 847.00 84825 40.07 849.09 848.51 38 144 0.005 7.14 98'RCP p•~ PIPE ACRES 410 CF9 Q10 CFS IN OUT IN FT F!!FT FTISEC 1
DI-A 855.45 68D.88 0.18 0.78 1.07 1.07 9,D9 24X36 DI Pal 837,00 831.00 6.07 838.00 892.E 15 113 0.1 5 119 0.053 4.94 1S'HDPE e
K DHO 634.00 831.E Pa8 090,00 026 7.10 0.85 121 20.9D 892.35 831.84 P•9 850.85 850.45 1.07 85126 851.00 1.. 78 0.0D8 2.07 18' RCP 7,5p 2ygg DI FE882C 609.00 805.15 0.78 7.10 0.65 9.68 9.69 9.96 FES ~ . P-02C 805.15 804.85 9.69 805.82 805.72 24 28 0.011 2.77 24' RCP ~ p
CI-8 B57.B3 850.80 024 0.78 0.68 O.B6 2.90 4' CI 631.E R41 Z
P•8 850,80 850.45 0,88 851.06 851.00 15 92 D.011 1.94 18` RCP Pa0 630,00 827.50 20.90 891.84 828.71 24 193 0.1 !4 199 D.019 10.57 24' HDPE C6828 610.14 E04.85 P~62C 804.65 0.48 7.10 0.70 24S 6.05 4.81 4' q p ~ V
CI-7 857.63 650.45 P•9 850.25 0.14 0.78 0.57 2.48 .78 4' CI ~ P~ 824.95 20.18 3 7.55 PRECASTIIk4 P•62B 804,85 804,30 8.05 805.52 80528 24 94 0.010 4.08 24' RCP ~ to
850,45 P-B P-~ 824.85 824.00 20.78 828.58 825.19 24 35 0.1 !4 35 0.027 10.81 24 HDPE ~2 610.18 604.30 P•82B 804.10 0.15 7.10 0.95 1 A2 7.03 4.84 4' CI
P-7 85025 649.70 2.48 850.04 850.68 18 106 0.005 2.02 18' RCP 824.00 P-39 824.00 8.88 20,78 24 A 10.81 24` FES P-82 904.10 80325 7.D3 805.04 804.01 24 84 O,D10 9.38 24' RCP PF.S82A 608.00 80325 P•82 80325 8.97 0.~ FES
MH-0 85A20 Bd9.70 0.7 649.50 0.90 0.78 5.02 723 4.66 PRE-CASTMH
P•8 849.50 848.70 7.23 850A5 84A.85 24 129 0.008 9.88 24`RCP RH91 823,75 BNP 01925 0 D 0 29.46 P-91 81925 816.50 29.48 821.10 820.02 30 62 O.I T.S7 5' RI b 81 0.012 9A1 90' RCP
CI-4 85828 848.70 P•8 848.50 D22 7.10 0.78 0.80 6.70 5.19 4 CI l0 9M 90'FES NOTES:
P-4 848.50 847.95 8.7D 64A.S5 64A,15 24 108 O.OD5 4A3 24' RCP FESAIA 618.50 P-91 818.00 29,46 30
- HW12 852.50 650.15 0.31 7.10 0.70 1.55 1.55 SAO GRATED FES 1. ELEVATIONS INDICATE TOP OF CURB BACK FOR
P-12 850,15 849.50 1.55 650.85 850.01 15 126 0.005 929 15' RCP CURB INLETS & CATCH BASINS. TOP ELEVATIONS
DI-it 852.50 849.50 P-12 849.90 0.17 0.70 0.88 2.98 3.73 24'x24'DRCH INDICATE TOP OF GRATE FOR DROP INLETS AND TOP -
P-11 849.90 848,80 2.98 849.88 649.98 18 98 0,005 9,76 18' RCP Q~ OF WEIRlSPILLWAY FOR YARD INLETS.
DI.10 852,50 648,80 P-11 848.80 0,14 7.10 D,70 D.89 299 9,14 24'x24'DRCH t~
P•10 648.80 846.05 2.99 84920 649.17 24 108 0.005 1.65 24' HOPE
MH-3A 655.10 848.05 P-10 947.90 291 1.41 PRE-CASTMH DESCRIPTION LEGEND U a
P-3A 647.90 847.65 291 849.10 849.1 24 48 .005 1.15 24' HOPE 0
18"ADS =18" ROUND HEAVY DUTY PVGNYLOPLAST CI.S 657.12 85125 0.95 7.10 0.78 1.95 1.95 652.81 851.81 9.70 4 G L ~
P•5 85115 850.75 1.95 851.81 85122 15 50 o.oto 4.61 15• RCP 24" SQ DI = 24" x 24" FRAME & GRATE DROP INLET ~ C ~ 7
cl•3 65T2o 647.95 Pa 847.40 0.13 1.10 0.78 1.15 1929 649.1 849.OD s.47 4' G 24" x 36" DI = 24" x 36"HEAVY TRAFFIC, PER-CAST CONCRETE DROP INLET i L ~
e4t e5 P•3A X" x X"DITCH = NCDOT STANDARD DITCH INLET WITH CONCAVE GRATE, NCDOT 84022 84Q22 L v 0
4' CI = CITY OF MEBANE STANDARD CURB INLET, SEE DETAIL SHEETS 850.75 Pa J Z ~ o
P•3 a4T.ao eatto 1929 649.ao e49.o1 3e 51 0.005 2,BO 36'RCP RI =PRE-CAST CONCRETE RISER INLET, SEE DETAIL SHEETS
CI.2 854.73 847.10 P~ 848,90 021 7.10 0.78 i.os 13.59 2.to 4' G X" HOPE =HIGH DENSITY POLYETHYLENE PIPE, SMOOTH WALL INTERIOR ~ o°
X" RCP =REINFORCED CONCRETE PIPE, MINIMUM CLASS III P•2 846.9D 848.70 13.59 848.91 848,91 38 92 0.008 2A4 38' RCP N ~
CI.1 654.73 848.70 P•2 849.05 o2B 7.io 0.78 1.04 4e,99 1,62 4' G X' YI =PRE-CAST CONCRETE SQUARE YARD INLET WITH TRASH PACK.
WB =WEIR BOX OUTLET, SEE DETAIL SHEET 648.25 f~-13 c~
P•1 848,05 945.85 4e.es &19.19 847.82 42 s7 o.oae s.4o 42'RCP 24'5(36" NCDOT C6=NC~T STANDARD CATCH BASIN, NCDOT 840.03
FES•tA 645.85 P•i 645.85 48.99 42 BAO 42'FF.S
O~IH Cqp
INGS .R
n
' TION RU OR EL RS NOT
Fti
SEE SHEET C6.4 FOR DISSIPATOR AND SEDIMENT TRAP 2 ~ 0
INFORMATION. W