20090411 Ver 2_401 Application_20100510

09-0)411
May 21, 2010
Mr. Ian McMillian
NCDENR-DWQ
401 Oversight and Express Permitting Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
MULKEY
A
SpAI U@ffc'
LI 2 6 2010
DENR - mjER 01JALITY
WETLAA AM J T OUMA*ER QRM04
RE: DHHS New State Laboratory for Public Health & Medical Examiner's Office
DWQ# 2009-0411 permit modification
Dear Mr. McMillian,
This letter is documenting the findings and field instructions from the 5/4/2010 meeting between
the DHHS design and construction team, Division of Water Quality 401 permitting Group and
NCDOT regarding the stream crossing that occurs at the end of District Drive future and the
entrance to the New State Laboratory for Public Health & Medical Examiner's Office.
The meeting was called due to overlap in construction area/permit area that is required to construct
the 3-60" culverts and associated headwall that DHHS/Coates Construction is installing verses the
48" driveway pipe and associated rock ditch that is being installed by NCDOT/Barnhill. The
construction issue was the existing ditch line from the NCDOT project had two rock check dams
installed in the same location that the DHHS project fill and stream crossing culverts were to be
installed. It was determined by Rob Rider of DWQ that the ditch line from the NCDOT pipe would
be re-routed to the toe of the DHHS fill slope and would be rocked and re-permitted by NCDOT.
The DHHS project is tasked with moving forward with design as per the construction documents
and provided a permit modification due to additional impact that is perceived as result of the
construction of the culvert pipes and associated fill. The general contractor, BEK, and site
contractor, Coates Construction, provided survey shots along the existing tree protection/silt fence
lines from this fill area toward the project site to confirm the actual impacts to the buffer area. The
additional impact area has been shown on the new PCN and associated mapping, along with all the
other information requested within the PCN. The DHHS DWQ permit #2009-0411 was originally
submitted by Stephen Brown of Terracon and has been included under this cover for your reference.
No changes to the stromwater controls which accompanied the original permit-PCN have been
made due to this modification but the overall stormwater sheet has been included under this cover.
The culvert crossing impacts have been made per the 5/4/2010 field meeting with Mr. Rider and this
modification is for the DHHS permit only. Please accept this modification to the existing DWQ#
2009-0411.
Please let me know if you have any further comments, questions, or concerns. Thanks for your time
and consideration on this matter.
Thanks,
44-,"-p ?X
Warren M. Sugg, PE, LEED AP
Mulkey Engineers and Consultants
cc. - file
MULKEY INC. 6750 TRYON ROAD CARY, NC 2751 1 PO BOX 33127 RALEIGH, NC 27636 PH: 919-851-1912 FAx: [phone] WWW.MULKEYINr.COM
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Version 1.4
January 9, 2009
401 Oversight/Express Permitting PCN Submittal Checklist
O/The application fee (Checks may be made out to "N.C. Division of Water Quality"
- $240.00 for 401 Water Quality Certification with minor impacts
- $570.00 for 401 Water Quality Certification with major impacts
- Express Review Fee (Amount requested on Acceptance Letter)
jL Five (5) complete and collated copies of the PCN Application and supporting
documentation (instead of providing 5 copies of the full size plans you may provide two
copies of full size plans along with three copies of 11 X 17 plans)
Stormwater Management Plan (if applicable - see PCN Form Help File Section E)
- ur?cp1) Please provide three (3) copies of the stormwater management plans along with all
supporting information pertaining to this project including the following:
a. Entire site development/layout plans delineating all drainage areas;
1742-oy?? b. Design calculation sheets for all proposed BMPs) sized for both on-site and
- 0,49FOAG- PLbt-6 off-site drainage;
INGwbep c. BMP supplements for each proposed BMP and Required Items Check List
(http://h2o.enr.state.nc.us/su/bmp forms.htm) along with all required
items;
d. A Notarized Operation & Maintenance Agreement for each stormwater
management facility;
e. Detailed construction drawing sheets shall include
(i) Erosion and sediment control plans;
(ii) Installation and planting schedules for the proposed BMPs;
(iii) Appropriately scaled plan views and cross sectional details of all
BMPs and associated components - inlet and outlet structures,
forebay, respective zones and pertinent elevations.
i If your project is located within a State implemented Riparian Buffer Rule Area, submit the
SNkkr= following along with site plans and PCN form:
AS 1) Three (3) copies of the details for on-site diffuse flow provisions, (refer to
AZO,LE http://h2o.enr.state.nc.us/su/bmp_forms.htm).
HIQ DWQ Stream Determination Forms for streams on property and DWQ determination
letter for wetlands or streams (if applicable).
The following is the most critical of all the information that you must provide. The quality and
detail of the information will often determine the expeditiousness of the review. The following is
a checklist of the types of pertinent information required at a minimum:
Maps and Plans:
The most recent version of the 1:24,000 USGS Topographic Map - Please cleanly draw or
delineate the site boundaries on the topographic map.
ErThe most recent version of the bound and published County NRCS Soil Survey Map -
(required for projects within the Neuse River Basin, Tar-Pamlico River Basin, Randleman
Lake Watershed and the Catawba River Basin, also recommended for all projects) -
Please clearly delineate the site boundaries, etc. on the map. If the delineation obscures
any of the features, it is recommended that a clean copy be provided. Copies of the
Version 1.4
January 9, 2009
current soil survey and/or soil survey map sheets can be obtained from the local NRCS
County Office (http://www.nc.nres.usda.gov?. GIS soil layers are not acceptable.
Vicinity map - Please clearly mark the location and approximate boundaries of the property
and project on the map. Please indicate north arrow and scale. Please include applicable
road names or State Road numbers.
2 /The Site Plan - The most critical map to be provided is the site plan. You must provide full
sized plans. The following is the minimum list of plans that are typically needed.
?re-construction/Pre-existing conditions - This sheet (or sheets) must include:
• All jurisdictional and non-jurisdictional wetland, stream, water features, State regulated
buffers (delineated into Zones 1 and 2)
• Topographic contours with elevations
• Any existing structures and impervious areas
• Existing utility lines and easements
• Existing roads, culverts, and other pertinent features
• North arrow and the scale (1":50' scale is recommended).
Proposed conditions - This sheet (or sheets) must include:
• All jurisdictional and non-jurisdictional wetland, stream, water features, State regulated
buffers (delineated into Zones 1 and 2)
• Lot layout (if a subdivision or commercial development is proposed) - lots must be
developable without further impacts to jurisdictional and non-jurisdictional wetlands-
streams, water features, and State regulated buffers. Building envelopes must be
provided when streams, wetlands, riparian buffers, or water features exist on a lot
• All built-out structures and impervious cover
• Final grading contours with elevations
• All utilities and easements (including septic fields on all lots within 100 feet of stream,
wetland, or water features - if applicable)
• Impacted areas - these should correspond with the Impact numbers listed on your PCN
form.
[Drainage Plans - Final drainage plans must include the following:
• Locations and pertinent elevations and sizes of the stormwater collection system and
drainage ways
• All inlets and outlets must also be shown with pertinent elevations (All outlets to
wetlands must be at a non-erosive velocity, -generally less than 2 ft/sec during the peak
flow from the 10- rr storm)
• Scaled stormwater BMPs must also be indicated as required by DWQ rules and policies
• In certain cases (see Section E of PCN form), final stormwater management plans must
also be provided (see Stormwater Management Plan Checklist)
[0/proposed Impacts - All impacts to jurisdictional and non-jurisdictional wetland, stream,
water features, and State regulated buffers must be shown and labeled on the site plans at
a scale no smaller than 1" = 50'. All excavation, fill, flooding, stabilization, and other impacts
that will be conducted in or near jurisdictional and non jurisdictional wetland, stream, water
features, and State regulated buffers must be indicated. Please provide cross sectional
details showing the provisions for aquatic life passage (burial of culvert 20% for culverts :5 48
inches, and 1-foot for culverts > 48 inches).
Version 1.4
January 9, 2009
Wetland Impacts:
N1A ? Precise grading and final elevation contours must be provided. Existing
vegetation and any clearing must be specified.
? All subsurface utility lines must indicate the location of anti-seep collars.
Construction detail for anti-seep collars must be provided.
? Roadway or other crossings of riparian wetlands may require floodway culverts to
maintain existing hydrological conditions.
? Plans should show that the hydrology of remaining wetlands on the site will be
maintained.
Stream Impacts:
UWLW+460 ? Stream impacts must be clearly shown on the plans. The centerline as well as
?. the banks of the stream must be surveyed or located by GPS for the portion of
2CV4-0q?I the stream to be impacted.
? The inlet and the outlet of all culverts should be aligned with the stream as
much as possible. Inlet and outlet elevations and streambed elevations should
be indicated. Any inlet or outlet protection must be shown and enumerated on
the impact map(s).
? For bottomless culverts or other spans, a vertical cross section should be
provided that shows the minimum distance from each span to each stream bank,
the stream cross section, the height of the span above the stream and the
minimum distance from the edge of each footer to each stream bank.
Additionally, please provide a signed and sealed geotechnical report of
subsurface soils at the proposed bottomless culvert location. The report must
comply with the Division of Highways - Guidelines for Drainage Studies and
Hydraulic Design, prepared by A.L. Hankins, Jr., State Hydraulics Engineer -
1999.
? Multiple culverts or sectioned box culverts typically require the use of sills, off-
setting or other means to match the cross section of the existing stream (in order
to maintain stream stability and provide aquatic life passage). A vertical cross
section of the culverts should be shown overlain with the up and downstream
stream cross section including the stream flood-prone area.
? Impacts associated with dam construction must indicate and enumerate all fill
associated with the dam footprint, spillway and any bank stream bank
stabilization. The length of stream impounded must also be indicated and
enumerated.
w
lWDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
August 20, 2009
RECEIVED DWQ Project # 2009-0411
Wake County
Mr. Yik P. Lee AU G 2 4 2009
State of North Carolina
Department of Health and Human Services PROPERTY & CONSTRUCTION
2001 Mail Service Center
Raleigh, NC 27699-2001
Subject Property: State Laboratory for Public Health and Medical Examiner's Office
Ut to Richland Creek [030402, 27-21-(0.5), C, NSW]
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B .0233) with Additional Conditions
Dear Mr. Lee:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 20 linear feet of perennial stream, and 6,352 square feet of Zone 1 Neuse
River basin protected riparian buffers and 6,126 square feet of Zone 2 Neuse River basin protected
riparian buffers as described in your application dated February 26, 2009, and received by the Division of
Water Quality (DWQ) on April 15, 2009, to construct the proposed State Laboratory For Public Health
and Medical Examiner's Office at the subject site. After reviewing your application, we have decided
that the impacts are covered by General Water Quality Certification Number(s) 3705 (GC3705). The
Certification(s) allows you to use Nationwide Permit(s) NW39 when issued by the US Army Corps of
Engineers (USACE). This letter shall also act as your approved Authorization Certificate for impacts to
the protected riparian buffers per 15A NCAC 213 .0233. 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
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center. Raleigh, North Carolina 27699-1650
Location 2321 Crabtree Blvd., Raleigh, North Carolina 27604
Phone: [phone]'. FAX: [phone]
Internet. httpllh2o.enr.state.nc.us/ncwe0ands/
We
NorthCarolina
Xatui?ziy
An Equal Opportunity APormabve Action Employer
State of North Carolina
Page 2 of 2
August 20, 2009
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
Type of Impact Amount Approved Units Plan Location or Reference
Stream - perennial 20 (linear feet PCN page 5 of 12
Buffers Zone 1 6,352 (square ft. PCN page 7 of 12
Buffers Zone 2 6,126 (square ft. PCN page 7 of 12
2. 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.
3. 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. Sufficient materials required for stabilization and/or repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
4. Sediment and Erosion Control Measures
Sediment and erosion control measures shall not be placed in wetlands or waters without prior
approval from the Division. If placement of sediment and erosion control devices in wetlands and
waters is unavoidable, design and placement of temporary erosion control measures shall not be
conducted in a manner that may result in dis-equilibrium of wetlands or stream beds or banks,
adjacent to or upstream and down stream of the above structures. All sediment and erosion control
devices shall be removed and the natural grade restored within two (2) months of the date that the
Division of Land Resources or locally delegated program has released the project;
5. Diffuse Flow
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
State of North Carolina
Page 3 of 3
August 20, 2009
6. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning fencing
(or similar high visibility material) for the areas that have been approved to infringe within the
buffer, wetland or water prior to any land disturbing activities.
7. Culvert Installation
All work in or adjacent to stream waters shall be conducted in a dry work area. Approved BMP
measures from the most current version of NCDOT Construction and Maintenance Activities manual
(littp://www.ncdot.org/doh/ol2erations/BMP manual/download/BMP Manualpdf)
such as sandbags, rock berms, cofferdams and other diversion structures shall be used to prevent
excavation in flowing water.
Culverts required for this project shall be installed in such a manner that the original stream profiles
are not altered. Existing stream dimensions (including the cross section dimensions, pattern, and
longitudinal profile) must be maintained above and below locations of each culvert. Culverts shall
be designed and installed to allow for aquatic life movement as well as to prevent head cutting of
the streams. If any of the existing pipes are or become perched, the appropriate stream grade shall
be re-established or, if the pipes installed in a perched manner, the pipes shall be removed and re-
installed correctly.
Culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of the
stream up or down stream of the culvert(s). Existing stream dimensions (including the cross section
dimensions, pattern and longitudinal profile) shall be maintained above and below locations of each
culvert.
Placement of culverts and other structures in waters, streams, and wetlands must be placed below
the elevation of the streambed by one foot for all culverts with a diameter greater than 48 inches,
and 20 percent of the culvert diameter for culverts having a diameter less than 48 inches, to allow
low flow passage of water and aquatic life. Design and placement of culverts and other structures
including temporary erosion control measures shall not be conducted in a manner that may result in
dis-equilibrium of wetlands or streambeds 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 in writing by DWQ.
The establishment of native, woody vegetation and other soft stream bank stabilization techniques
must be used where practicable instead of rip rap or other bank hardening methods. If rip-rap is
necessary, it shall not be placed in the stream bed, unless specifically approved by the Division of
Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed
to adequately accommodate high water or flood conditions.
Upon completion of the project, the Applicant shall complete and return the enclosed "Certificate of
Completion" form to notify NCDWQ when all work included in the §401 Certification has been
completed. The responsible party shall complete the attached form and return it to the
401 /Wetlands Unit of the NC Division of Water Quality upon completion of the project. Please
send photographs upstream and downstream of each culvert site to document correct installation
along with the Certificate of Completion form.
State of North Carolina
Page 4 of 4
August 20, 2009
8. Stormwater Management Plan Implementation Procedures (No Further Approval Needed)
• The approved SMP must be constructed and operational before any permanent building or
other structure is occupied at the site. If a development is phased, then the approved SMP for
each future phase must be constructed and operational before any permanent building or other
structure associated with that phase is occupied.
• The approved SMP as well as drainage patterns must be maintained in perpetuity.
• The SMP may not be modified without prior written authorization from the SMP approval
authority. If the SMP falls under another state stormwater program, then a copy of the
approval letter and the modified SMP must be submitted to the 401 Oversight/Express Unit
prior to the commencement of the modifications.
9. 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 Oversight/Express Review Permitting 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 I SOB 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.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act and the Neuse riparian buffer protection rule as described within 1 SA NCAC 2B .0233,, If you have
any questions, please telephone Cyndi Karoly or Amy Chapman at 919-733-1786. A A
Sine r ly,
Coleen H. Sullins
CHS/cbk/ym
Enclosures: GC 3705
Certificate of Completion
cc: Jamie Sherri, USACE Raleigh Regulatory Field Office
Lauren Witherspoon, DWQ Raleigh Regional Office
DLR Raleigh Regional Office
State of North Carolina
Page 5 of 5
August 20, 2009
File Copy
Stephen C. Brown, Terracon Consultants, Inc., 2020-E Starita Road, Charlotte, NC 28206
Filename: 090411 StateLa borstoryForPublicHealthAndMedicalExami nersoHice(W a ke)401 _N BR
Water Quality Certification No. 3705
Water Quality Certification Number 3705 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 Nord 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 () as described in 33 CFR 330 Appendix A (B) (18, 29, 39, 41, 42, 43, 44, and 46)
of the Corps of Engineers regulations (i.e., Nationwide Permit No. 39) and for the Riparian Area
Protection Rules (Buffer Rules) in 15A NCAC 2B.0200.
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.
Activities meeting any one (1) of the following criteria require written approval from the
Division of Water Quality (the "Division"):
Stream and/or buffer Impacts:
a. Any impacts to perennial waters (as depicted on the most recent USGS 1:24000
topographic map or as otherwise determined by the local government,) and their
associated riparian buffers in Water Supply (WS), High Quality Water (HOW), or
Outstanding Resource Water (ORW) watersheds. Only water-dependent activities, public
projects, and structures with diminimus increases in impervious surfaces will be allowed as
outlined in those rules 115A NCAC 2B .0212 through .02151. All other activities require a
variance from the delegated local government and/or the NC Environmental Management
Commission before the application for the 401 Water Quality Certification can be
processed.
b. Any impacts to streams and buffers in the Neuse, Tar-Pamlico, Randleman and Catawba
River Basins (or any other basins with Riparian Area Protection Rules [Buffer Rules] in
effect at the time of application (in accordance with 15A NCAC 2B .0200)?, unless the
activities are listed as "EXEMPT" from these Rules.
c. Any impacts to streams involving excavation or dredging.
d. Total stream impacts equal to or greater than 150 linear feet of intermittent and/or perennial
stream to be filled, culverted, rip rapped, or relocated, including temporary and/or
permanent impacts.
II. Impacts (temporary and/or permanent) to waters:
a. Equal to or greater than one-thins (113) of an acre East of Interstate 95 (1-95).
b. Equal to or greater than one-tenth (1/10) acre West of Interstate 95 (1-95).
III. Wetland impacts (temporary and/or permanent):
a. Equal to or greater than one-third (1/3) acre East of Interstate-95.
b. Equal to or greater than one-tenth (1/10) acre West of Interstate-95.
c. Any impacts to wetlands adjacent to waters designated as: ORW, SA, WS-I, WS-II, or
Trout, or wetlands contiguous to waters designated as a North Carolina or National Wild
and Scenic River.
d. Any impacts to coastal wetlands [15A NCAC 7H .0205)), or Unique Wetlands (UWL)115A
NCAC 21-1.05061.
Water Quality Certification No. 3705
Water Quality Certification No. 3705
IV. If the activity is associated with or in response to a Notice of Violation or an enforcement
action Initiated by the Division and/or the Division of Land Resources.
In accordance with North Carolina General Statute Section 143-215.3D(e), written approval for a
401 Water Quality General Certification must include the appropriate fee. If a project also
requires a CAMA Permit, then one payment to both agencies shall be submitted and will be the
higher of the two fees.
Activities that are below the thresholds, or otherwise do not meet the criteria listed above
In this General Certification do not require written approval from the Division of Water
quality as long as they comply with the Conditions of Certification listed below, Including
the Stonnwater Management Plan condition. H the project requires a Stormwoter
Management Plan, but Is otherwise below the written approval thresholds, the applicant
may provide a courtesy copy of the Pro-Construction Notification along with a copy of the
Stormwater Management Plan (and approval letter from the appropriate locally delegated
state program where applicable). If any of these Conditions cannot be met, then written
approval from the Division Is required.
Conditions of Certification:
1. No Impacts Beyond those Authorized in the Written Approval or Beyond the Threshold of Use
of this Certification
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 and
authorized in the written approval from the Division, including incidental impacts. 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.
2. Standard Erosion and 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:
a. 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.
b. 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.
c. Reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act and the
Mining Act of 1971.
d. Sufficient materials required for stabilization and/or repair of erosion control measures
and stormwater routing and treatment shall be on site at all times.
e. If the project occurs in waters or watersheds classified as Primary Nursery Areas (PNAs),
Trout (Tr), SA, WS-1, WS-11, High Quality (HOW), or Outstanding Resource (ORW)
waters, then the sediment and.erosion control requirements contained within Design
Standards in Sensitive Watersheds (15A NCAC 04B.0124) supercede all other sediment
and erosion control requirements.
Water Quality Certification No. 3705
Water Quality Certification No. 3705
3. No Sediment and Erosion Control Measures in Wetlands or Waters
Sediment and erosion control measures should not be placed in wetlands or waters without
prior approval by the Division. If placement of sediment and erosion control devices in
wetlands and waters is unavoidable, then design and placement of temporary erosion control
measures shall not be conducted in a manner that may result in dis-equilibrium of wetlands or
stream beds or banks, adjacent to or upstream and down stream of the above structures. All
sediment and erosion control devices shall be removed and the natural grade restored within
two (2) months of the date that the Division of Land Resources or locally delegated program
has released the project.
4. Construction Stormwater Permit NCG010000
Upon the approval of an Erosion and Sedimentation Control Plan Issued by the Division of
Land Resources (DLR) or a DLR delegated local erosion and sedimentation control program,
an NPDES General stormwater permit (NCG010000) administered by the Division is
automatically issued to the project. This General Permit allows stormwater to be discharged
during land disturbing construction activities as stipulated by conditions in the permit. If your
project Is covered by this permit (applicable to construction projects that disturb one (1) or
more acres], full compliance with permit conditions including the sedimentation control plan,
self-monitoring, record keeping and reporting requirements are required. A copy of this
permit and monitoring report forms may be found at
htto://h2o nrstate nc,u§ syEo_rms Document.
5. Construction Moratoriums and Coordination
If activities must occur during periods of high biological activity (i.e. sea turtle or bird nesting),
then biological monitoring may be required at the request of other state or federal agencies
and coordinated with these activities. This condition can be waived through written
concurrence on a case by case basis upon reasonable justification.
All moratoriums on construction activities established by the NC Wildlife Resources
Commission (WRC), US Fish and Wildlife Service (USFWS), NC Division of Marine Fisheries
(DMF), or National Marine Fisheries Service (NMFS) to lessen impacts on trout, anadromous
fish, kuval/post-larval fishes and crustaceans, or other aquatic species of concern shall be
implemented. This condition can be waived through written concurrence on a case by case
basis upon reasonable justification.
Work within the twenty-five (25) designated trout counties or identified state or federal
endangered or threatened species habitat shall be coordinated with the appropriate WRC,
USFWS, NMFS, and/or DMF personnel.
6. Work in the Dry
All work in or adjacent to stream waters shall be conducted in a dry work area. Approved
best management practices from the most current version of the NC Sediment and Erosion
Control Manual, or the NC DOT Construction and Maintenance Activities Manual, such as
sandbags, rock berms, cofferdams, and other diversion structures shall be used to minimize
excavation in flowing water. Exceptions to this condition require submittal to, and approval
by, the Division of Water Quality.
Water Quality Certification No. 3705
Water Quality Certification No. 3705
7. Riparian Area Protection (Buffer) Rules
Activities located in the protected 50-foot wide riparian areas (whether jurisdictional wetlands
or not), within the Neuse, Tar-Pamlico, Catawba, or Randleman (or any other basin with
buffer rules), shall be limited to `uses" identified within and constructed in accordance with
15A NCAC 28.0233, .0259, .0250 and .0243, and 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. All buffer rule requirements,
including diffuse flow requirements, must be met.
8. Water Supply Watershed Buffers
The 30-foot wide vegetative buffer (low-density development) or the 100-foot wide vegetative
buffer (high-density development) shall be maintained adjacent to all perennial waters except
for allowances as provided in the Water Supply Watershed Protection Rules [15A NCAC 2B
.0212 through .0215).
9. If concrete is used during the construction, then a dry work area should be maintained to
prevent direct contact between curing concrete and stream water. Water that inadvertently
contacts uncured concrete should not be discharged to surface waters due to the potential for
elevated pH and possible aquatic iife/fish kills.
10. Compensatory Mitigation
In accordance with 15A NCAC 2H .0506 (h), compensatory mitigation may be required for
losses of 150 linear feet or more of streams and/or one (1) acre or more of wetlands. For
linear, public transportation projects, impacts equal to or exceeding 150 linear feet per stream
shall require mitigation.
Compensatory stream mitigation shall be required at a 1:1 ratio for all perennial and
intermittent stream impacts in watersheds classified as ORW, HOW, Trout, WS-1 and WS-11.
Buffer mitigation may be required for any project with 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
General Water Quality Certification for this Nationwide Permit. Design and monitoring
protocols shall folk)w the US Army Corps of Engineers Wilmington District Stream Mitigation
Guidelines (April 2003), or its subsequent updates. Compensatory mitigation plans shall be
submitted for written Division approval as required in those protocols. Alternatively, the
Division will accept payment into an in-lieu fee program or credit purchase from a mitigation
bank.
Finally, 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 public. Prof of payment to an
in-lieu fee program or mitigation bank must be provided to the Division to satisfy this
requirement.
Water Quality Certification No. 3705
Water Quality Certification No. 3705
11. For all activities requiring re-alignment of streams, a stream relocation plan must be included
for written Division 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 establishment 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 appropriate erosion control matting materials and seedling
establishment is allowable. 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; however, the
applicant must provide written justification and any calculations used to determine the extent
of rip-rap coverage. Please note that if the stream relocation is conducted as a stream
restoration as defined in the US Army Corps of Engineers Wilmington District, April 2003
Stream Mitigation Guidelines (or Its subsequent updates), the restored length can be used as
compensatory mitigation for the impacts resulting from the relocation.
12. Stormwater Management Plan Requirements
A. For applicants other than the North Carolina Department of Transportation, a Stormwater
Management Plan in accordance with the version of Stormwater Management Plan (SMP)
Requirements for Applicants other than the North Carolina Department of Transportation
posted on the Division web site at the time of application shall be provided for any project that
meets both of the following two criteria-
i. Requires a 404 Permit or Isolated Wetlands Permit (regardless of
whether written authorization is required by the Division), AND
ii. Contains one or more drainage areas that are anticipated to have
impervious surface cover of equal to or greater than 24 percent. When
drainage areas are difficult to delineate or when a pocket of high density
exists within a drainage area, the Division shall use best professional
judgment to apply the SMP requirement as appropriate.
B. For the North Carolina Department of Transportation, compliance with NCDOT's Individual
NPDES permit NCS000250 shall serve to satisfy this condition.
13. Placement of Culverts and Other Structures in Waters and Wetlands
Culverts required for this project shall be designed and installed in such a manner that the
original stream profiles are not altered and allow for aquatic life movement during low flows.
Existing stream dimensions (including the cross section dimensions, pattern, and longitudinal
profile) must be maintained above and below locations of each culvert. Placement of culverts
and other structures in waters and streams must be placed below the elevation of the
streambed by one foot for all culverts with a diameter greater than 48 inches, and 20 percent
of the culvert diameter for culverts having a diameter less than or equal to 48 inches, to allow
low flow passage of water and aquatic life.
Installation of culverts in wetlands must ensure continuity of water movement and be
designed to adequately accommodate high water or flood conditions. Additionally, when
roadways, causeways or other fill projects are constructed across FEMA-designated
floodways or wetlands, 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 destabilization of streams or wetlands.
Water Quality Certification No. 3705
Water Quality Certification N°. 3705
If site-specific topographic constraints preclude the ability to bury the culverts as described
above and/or the applicant can demonstrate that burying the culvert would result in
destabilization of the channel and head-cutting upstream, the Division will consider
alternative design proposals.
Any dprap required for normal pipe burial and stabilization shall be buried such that the
original stream elevation is restored and maintained.
The establishment of native, woody vegetation and other soft stream bank stabilization
techniques must be used where practicable instead of dprap or other bank hardening
methods.
14. Additional site-specific conditions may be added to the written approval letter for projects
proposed under this Water Quality Certification In order to ensure compliance with all
applicable water quality and effluent standards.
15. If an environmental document is required under the National or State Environmental Policy
Act (NEPA or SEPA), then this General Certification is not valid until a Finding of No
Significant Impact (FONSI) or Record of Decision (ROD) is issued by the State
Clearinghouse.
16. If this Water Quality Certification Is used to access building sites, then all lots owned by the
applicant must be buildable without additional impacts to streams or wetlands. 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 the Division. For road
construction purposes, this Certification shall only be utilized from natural high ground to
natural high ground.
17. 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 at the time of recording of
the property, or of individual lots, whichever is appropriate. A sample deed notification can
be downloaded from the 4011V1letlands unit web site at http://h2o.enr.state.nd.uslncwetiands.
The text of the sample deed notification may be modified as appropriate to suit to a specific
project.
18. When written authorization is required for use of this certification, upon completion of all
permitted impacts included within the approval and any subsequent modifications, the
applicant shall be required to return the certificate of completion attached to the approval.
One copy of the certificate shall be sent to the DWQ Central Office In Raleigh at 1650 Mail
Service Center, Raleigh, NC, 27699-1650.
19. This General Certification shall expire three (3) years frorn.the date of issuance of the written
letter from the Division or on the same day as the expiration date of the corresponding
Nationwide Permit The conditions in effect on the date of issuance of Certification for a
specific project shall remain in effect for the life of the project, regardless of the expiration
date of this Certification. If the construction process for approved activities will overlap the
expiration and renewal date of the corresponding 404 Permit and the Corps allows for
continued use of the 404 Permit, then the General Certification shall also remain in effect
without requiring re-application and re-approval to use this Certification for the specific
impacts already approved.
Water Quality Certification No. 3705
Water Quality Certification No. 3705
20. The applicant/permittee and their authorized agents shall conduct all activities in a manner
consistent with State water quality standards (including any requirements resulting from
compliance with §303(d) of the Clean Water Act), and any other appropriate requirements of
State and Federal Law. If the Division determines that such standards or laws are not being
met, including failure to sustain a designated or achieved use, or that State or Federal law is
being violated, or that further conditions are necessary to assure compliance, then the
Division may reevaluate and modify this General Water Quality Certification.
Non-compliance with or violation of the conditions herein set forth by a specific fill project may
result in revocation of this General 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, if it is determined
that the project is likely to have a significant adverse effect upon water quality including state or
federally listed endangered or threatened aquatic species 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: November 1, 2007
DIVISION OF WATER QUALITY
By
at A?
Coleen H. Sullins
Director
History Note: Water Quality Certification Number 3705 replaces Water Quality Certification
Numbers 3106 and 3106 issued on February 11, 1997, Water Quality Certification Number 3287
issued on June 1, 2000, Water Quality Certification Number 3362 issued March 18, 2002, Water
Quality Certification Number 3402 issued March, 2003, and Water Quality Certification Number
3631 issued March 19, 2007. This Water Quality Certification is rescinded when the Corps of
Engineers re-authorizes Nationwide Permits 18, 29, 39, 41, 42, 43 or 44 or when deemed
appropriate by the Director of the Division of Water Quality.
Water Quality Certification No. 3705
Beverly Eaves Perdue
Governor
DWQ Project No.:
Applicant:
Project Name:
County:
Date of Issuance of 401 Water Quality Certification:
Certificate of Completion
Resources
Dee Freeman
Secretary
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 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
1, , 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:
Agent's Certification
Date:
I, , hereby state that, to the best of my abilities, due care and diligence
was used in the observation of the construction such that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans and specifications,
and other supporting materials.
Signature:
Date:
If this project was designed by a Certified Professional
1, , as a duly registered Professional (i.e., Engineer,
Landscape Architect, Surveyor, etc.) in the State of North Carolina, having been authorized to observe (periodically,
weekly, full time) the construction of the project, for the Permitee 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
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
Location: 2321 Crabtree Blvd., Suite 250, Raleigh, North Carolina 27604.2260
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 None hCarolina
Internet: http:M2o.enr.state.nc.us/ncwetlands
An Equal Opportunity'. Affirmative Action Employer atura!!?
A??
CCDE?IR
North Carolina Department of Environment and Natural
Division of Water Quality
Coleen H. Sullins
Director
ICA ? v 2
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form PA
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
X Section 404 Permit El Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? X Yes ? No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
X 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express X Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes X No For the record only for Corps Permit:

? Yes X No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes X No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes X No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes X No
2. Project Information
2a. Name of project: State Laboratory for Public Health & Medical Examiner's Office
2b. County: Wake
2c. Nearest municipality / town: Raleigh no I,
2d. Subdivision name:
2e. project NCDOT noonly, T.I.P. or state 06-06742-02 MAY U 2010
3. Owner Information DM-WATER QUAUTY
3a. Name(s) on Recorded Deed: State of North Carolina
3b. Deed Book and Page No.
3c. Responsible Party (for LLC if
applicable): Department of Health and Human Services
3d. Street address: 101 Blair Road
3e. City, state, zip: Raleigh, North Carolina 27699-2001
3f. Telephone no.: 919-715-7082
3g. Fax no.:
3h. Email address:
Page 1 of 12
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: Warren M. Sugg
5b. Business name
(if applicable): Mulkey Engineers and Consultants
5c. Street address: 6750 Tryon Road
5d. City, state, zip: Cary, NC 27518
5e. Telephone no.: 919-858-1811
5f. Fax no.: 919-851-1918
5g. Email address: [e-mail]
Page 2 of 12
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 0785216445
1 b. Site coordinates (in decimal degrees): Latitude: 35.80648 Longitude: - 78.71575
(DD.DDDDDD) (-DD.DDDDDD)
1c. Property size: Approximately 38 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Richland Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: C; NSW
2c. River basin: Neuse, 03020201
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application: The site is a mixture of vacant farmland (3242) and wooded acreage (412). Areas to the north, east and
west of the site are a mixture of wooded acreage and open land owned by the State of North Carolina. Areas to the
south of the site across Wade Avenue contain RBC Center, a sports entertainment complex.
3b. List the total estimated acreage of all existing wetlands on the property:
None
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
2,630
3d. Explain the purpose of the proposed project:
The purposed of the requested stream crossing is to replace an existing culvert farm road crossing if poor condition with a
permanent engineered culvert to allow for access to an otherwise inaccessible tract. Revision is to add additional impact
area that will be needed for proper construction of the crossing.
3e. Describe the overall project in detail, including the type of equipment to be used:
Project is to install (3) 60" culverts and headwalls to convey water for a main entrance to the Future DHHS State Lab and
Medical Examiner's Office; dumptruck, backhoe, roller, sheep's foot, hand tools.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
X Yes ? No ? Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
? Preliminary X Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: Terracon Consultants, Inc.
Name (if known): Stephen C. Brown Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for X Yes No
? Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
August 2009 approval of DWQ#2009-0411 permitted 20 If of stream, 6,352 sf zone 1 buffer, 6,126 sf zone 2 buffer
impacts
Page 3 of 12
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
6. Future Project Plans
6a. Is this a phased project? ? Yes X No
6b. If yes, explain.
Page 4 of 12
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands Streams - tributaries X Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary
W1 ? P ? T ? Yes ? Corps
? No ? DWQ
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? P ? T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland Impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 P ? T PER ? Corps
? INT ? DWQ
S2 ? P ? T ? PER ? Corps
? INT ? DWQ
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts
3i. Comments:
Page 5 of 12
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individual) list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary T
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
0. Total open water Impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
6f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a. X Neuse ? Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary impact required
?
B1 X P ? T culvert UT to Richland Creek ?X Nos 769 1085
? Yes
B2 ? P T No
?Yes
B3 ?P?T ? No
6h. Total buffer impacts 769 1085
6i. Comments:
Page 6 of 12
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The extension of District Drive on to the site was aligned in a way so as to cross the on-site stream at the location of an
existing culvert farm road crossing and was in alignment with the NCDOT designed District Drive future that the crossing
uses as the main entrance to the facility.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
In order to keep stream impacts to a minimum, construction traffic will be by way of a temporary access road across an
existing culvert located off the Edward Mills thoroughfare to the west of the site. This will allow for a narrower permanent
road crossing and minimize the construction time within the buffers.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State? ? Yes X No
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c. If yes, which mitigation option will be used for this
project? ? Mitigation bank

? Payment to in-lieu fee program
? Permittee Responsible Mitigation
3. Complete If Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete If Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete If Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 7 of 12
PCN Form - Version 1.3 December 10, 2008 Version
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes X No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 8 of 12
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified X Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: Flow is diffused via bypass boxes and dissipater pads. The flow is then X Yes ? No
dispersed as sheet flow for several hundred feet prior to entering the buffer.
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 18.86%
2b. Does this project require a Stormwater Management Plan? X Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
The site stormwater will be handled in the following ways to eliminate erosion, treat and capture runoff, and controlled
release of stormwater. Prior to construction, install silt fence and tree protective wrap the site which will also serve as
borders of limits of construction and protect trees along with silt runoff. Temporary diversion ditches with rock check
dams are proposed to divert runoff to sediment basins on the site along with inlet protection at storm box locations. In
permanent condition, stormwater runoff from the parking areas will be sheet flow into grassed swales in the medians
between parking isles with the use of concrete bands instead of curbs and gutters. The swales will then direct flow to
drop inlets/area drains to be routed by the stormwater pipe system to one of the three bioretention ponds or the wet pond.
The building roof and foundation drainage is also is routed through the stormwater piping to one of the three bioretention
ponds. Each bioretention pond will have underdrain systems and two will have bypass boxes for storm events larger than
state stormwater design standards. All stormwater systems have been designed to the 2007 NCDWQ Stormwater Best
Management Practices Manual.
X Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? City of Raleigh
X Phase II
3b. Which of the following locally-implemented stormwater management programs X NSW
apply (check all that apply): ? USMP
? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been X Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties

4a. Which of the following state-implemented stormwater management programs apply ? HQW
? ORW
(check all that apply):
? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
Page 9 of 12
PCN Form - Version 1.3 December 10, 2008 Version
C. Stormwater Management and Diffuse Flow Plan (required by DWQ), continued
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? X Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? X Yes ? No
Page 10 of 12
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ® Yes ? No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.) ® Yes ? No
Comments: Finding of No Significant Impact
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H.0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The adjoining and nearby undeveloped acreage is own by the State of North Carolina. In addition, land planning and
future development of the nearby properties is controlled by the City of Raleigh.
4. Sewage Disposal (DWQ Requirement)
4a. 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.
Domestic wastewater generated at the site will be discharged into the City of Raleigh municipal sanitary sewer system.
Page 11 of 12
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ® Yes ? No
impacts?
® Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted. ? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NCDENR Shell Fish Growing Area map and NCDWQ Environmental Sensitivity Map of Wake County, dated 2007
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
North Carolina State Historical Preservation Office
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination? FEMA Panel 3720078400J, dated May 2, 2006
Warren M. Sugg 1-44110
Applicant/Agent's Printed Name Applicant/Agent's Signat
(Agent's signature is valid only if an authorization letter from the applicant Date
is provided.)
Page 12 of 12
O?O,? W AT ?9?G

Fop FF. 2ENG? C*J LY
vi-Ill PC-N ffoc,+A
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:

Section 404 Permit El Section 10 Permit
T
1 b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? X Yes ? No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
X 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express X Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes X No For the record only for Corps Permit:

? Yes X No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes X No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes X No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes X No
2. Project Information
2a. Name of project: State Laboratory for Public Health & Medical Examiner's Office
2b. County: Wake
2c. Nearest municipality / town: Raleigh
2d. Subdivision name:
2e. NCDOT only, T.I.P. or state
project no: 06-06742-02
3. Owner Information
3a. Name(s) on Recorded Deed: State of North Carolina
3b. Deed Book and Page No.
3c. Responsible Party (for LLC if
applicable): Department of Health and Human Services
3d. Street address: 101 Blair Road
3e. City, state, zip: Raleigh, North Carolina 27699-2001
3f. Telephone no.: 919-715-7082
3g. Fax no.:
3h. Email address:
Page 1 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: Stephen C. Brown
5b. Business name
(if applicable): Terracon Consultants, Inc.
5c. Street address: 2020-E Starita Road
5d. City, state, zip: Charlotte
5e. Telephone no.: 704-509-1777
5f. Fax no.: 704-509-1888
5g. Email address: [e-mail]
Page 2 of 11
B. Project Information and Prior Project History
1. Property Identification
1 a. Property identification no. (tax PIN or parcel ID): 0785216445
1 b. Site coordinates (in decimal degrees): Latitude: 35.80648 Longitude: - 78.71575
(DD.DDDDDD) (-DD.DDDDDD)
1c. Property size: Approximately 38 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
proposed project: Richland Creek
2b. Water Quality Classification of nearest receiving water: C; NSW
2c. River basin: Neuse, 03020201
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application: The site is a mixture of vacant farmland (3242) and wooded acreage (412). Areas to the north, east and
west of the site are a mixture of wooded acreage and open land owned by the State of North Carolina. Areas to the
south of the site across Wade Avenue contain RBC Center, a sports entertainment complex.
3b. List the total estimated acreage of all existing wetlands on the property:
None
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
2,630
3d. Explain the purpose of the proposed project:
The purposed of the requested stream crossing is to replace an existing culvert farm road crossing if poor condition with a
permanent engineered culvert to allow for access to an otherwise inaccessible tract.
3e. Describe the overall project in detail, including the type of equipment to be used:
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past.
Comments: Pending approval
X Yes ?
No ? Unknown
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
? Preliminary ? Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known): Stephen C. Brown Agency/Consultant Company: Terracon Consultants, Inc.
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past? ? Yes X No
El Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? ? Yes X No
6b. If yes, explain.
Page 3 of 11
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands X Streams - tributaries X Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary
? Yes ? Corps
W1 ? P ? T ? No ? DWQ
? Yes ? Corps
W2 ? P ? T ? No ? DWQ
W3 ? PEI T ? Yes
? No ? Corps
? DWQ
? Yes ? Corps
W4 ? P ? T ? No ? DWQ
? Yes ? Corps
W5 ? P ? T ? No ? DWQ
? Yes ? Corps
W6 ? PEI T ? No ? DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 X PMT culvert UT to Richland
Creek X PER
?INT ? Corps
? DWQ 17 15
? PER ? Corps
S2 ? P ? T ? INT ? DWQ
? PER ? Corps
S3 ? P ? T ? INT ? DWQ
? PER ? Corps
S4 ? P ? T ? INT ? DWQ
? PER ? Corps
S5 ? P ? T ? INT ? DWQ
? PER ? Corps
S6 ? P ? T ? INT ? DWQ
3h. Total stream and tributary impacts 15
3i. Comments: The proposed stream crossing at S-1 includes an existing culvert farm road crossing totaling approximately 66
linear feet. The new engineered culvert would impact fifteen (15) linear feet of stream channel.
Page 4 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individual) list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary T
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
0. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No if yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
X Neuse ? Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary impact required?
B1 X P ? T culvert UT to Richland Creek ?
N
s 4,657 2
865
X
o ,
B2 ? P XT toad UT to Richland Creek ? No 1,695 3,261
B3 ?P?T ?Yes
? No
6h. Total buffer Impacts 6,352 6,126
6i. Comments:
Page 5 of 11
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The extension of District Drive on to the site was aligned in a way so as to cross the on-site stream at the location of an
existing culvert farm road crossing.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
In order to keep stream impacts to a minimum, construction traffic will be by way of a temporary access road across an
existing culvert located off the Edward Mills thoroughfare to the west of the site. This will allow for a narrower permanent
road crossing at S-1.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State? ? Yes X No
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c.
If yes, which mitigation option will be used for this
project? ? Mitigation bank
? payment to in-lieu fee program

? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete If Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete If Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 11
PCN Form - Version 1.3 December 10, 2008 Version
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes X No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 7 of 11
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified X Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: Flow is diffused via bypass boxes and dissipater pads. The flow is then X Yes ? No
dispersed as sheet flow for several hundred feet prior to entering the buffer.
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 18.86%
2b. Does this project require a Stormwater Management Plan? X Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
The site stormwater will be handled in the following ways to eliminate erosion, treat and capture runoff, and controlled
release of stormwater. Prior to construction, install silt fence and tree protective wrap the site which will also serve as
borders of limits of construction and protect trees along with silt runoff. Temporary diversion ditches with rock check
dams are proposed to divert runoff to sediment basins on the site along with inlet protection at storm box locations. In
permanent condition, stormwater runoff from the parking areas will be sheet flow into grassed swales in the medians
between parking isles with the use of concrete bands instead of curbs and gutters. The swales will then direct flow to
drop inlets/area drains to be routed by the stormwater pipe system to one of the three bioretention ponds or the wet pond.
The building roof and foundation drainage is also is routed through the stormwater piping to one of the three bioretention
ponds. Each bioretention pond will have underdrain systems and two will have bypass boxes for storm events larger than
state stormwater design standards. All stormwater systems have been designed to the 2007 NCDWQ Stormwater Best
Management Practices Manual.
X Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review

3a. In which local government's jurisdiction is this project? City of Raleigh
X Phase II
3b. Which of the following locally-implemented stormwater management programs X NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been X Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties
? HQW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply): ? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
? Yes ? No
attached?
Page 8 of 11
PCN Form - Version 1.3 December 10, 2008 Version
C. Stormwater Management and Diffuse Flow Plan (required by DWQ), continued
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? X Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? X Yes ? No
Page 9 of 11
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ® Yes ? No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (if so, attach a copy of the NEPA or SEPA final approval
® Yes ? No
letter.)
Comments: Finding of No Significant Impact
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The adjoining and nearby undeveloped acreage is own by the State of North Carolina. In addition, land planning and
future development of the nearby properties is controlled by the City of Raleigh.
4. Sewage Disposal (DWQ Requirement)
4a. 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.
Domestic wastewater generated at the site will be discharged into the City of Raleigh municipal sanitary sewer system.
Page 10 of 11
PCN Form -Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project.occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ® Yes No
impacts?

Raleigh
®
5c. If yes, indicate the USFWS Field Office you have contacted.
? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? [:] Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NCDENR Shell Fish Growing Area map and NCDWQ Environmental Sensitivity Map of Wake County, dated 2007
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
North Carolina State Historical Preservation Office
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination? FEMA Panel 3720078400J, dated May 2, 2006
Stephen C. Brown
Applicant/Agent's Printed Name Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 11 of 11

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M LKEY
ENGINEEPS & CONSULTANTS
STORMWATER & EROSION
CONTROL CALCULATIONS
Department of Health & Human Services
State Laboratory for Public Health & Medical
Examiner's Office
for
DHHS
June 2009
,?,??67s?tC8Jp?
.••??N CAR
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SE
32
Mulkey Engineers & Consultants
PO Box 33127
Raleigh, NC 27636
Telephone [phone]
Fax [phone]

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Narrative

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Narrative
The North Carolina Department of Health & Human Services (DHHS) plans to construct a
new building that will be the New State Laboratory for Public Health & Medical Examiner's
' Office. The new building will be constructed on State of North Carolina Land (Pin# 0785-
21-6445) near the intersection of Edward's Mill and Wade Avenue. The site will be accessed
for construction by way of Edward's Mill and a existing cleared "farm" path. Permanent
access to the site will be from District Drive Future which is being design and constructed
by NCDOT. The District Drive extension by NCDOT will end approximately 100 linear
feet short of an existing stream crossing that needs repair to make the DHHS site feasible.
' The existing stream crossing has been spoken to in the Environment documents by
Terracon.
' The site stormwater will be handled in the following ways to eliminate erosion, treat and
capiture runoff, and release under control. During construction silt fence and tree
protection wrap the site to serve as borders of limits of construction and protect trees along
' with silt runoff. Temporary diversion ditches with rock check dams are proposed to divert
runoff to the sediment basins onsite along with inlet protection at any storm box location.
In permantent condition stormwater runoff from the parking will be sheet flowed into
t grassed swales in the medians between parking isles with the use of concrete bands instead
of curb and gutter. The swales will then flow to drop inlets/area drains to be routed by the
storm pipe system to one of the three bioretention ponds or the wet pond. The building
' roof and foundation drainage also is routed through the storm piping to one of the three
bioretention ponds. Each bioretention pond has underdrain systems and two have bypass
boxes for storm event larger than state stormwater design standards. All stormwater systems
' have been designed to 2007 NCDWQ Stormwater Best Management Practices Manual.
The existing stream crossing that is proposed for repair consist of (2) 60" CMP and (2) 36"
' DIP that are in poor condition along with the crossing itself which is failing. The proposed
repair would cause minimum new impact to the stream and buffers while allowing for (3)
new 60" RCP with concrete headwalls on both the up and downstream sides. The proposed
' repaired crossing would require 73 linear feet of stream impact, 4657 square feet of impact
to zone 1 buffer, & 2865 square feet of impact to zone 2 buffer. The crossing is sized to
allow 12" of the pipes to be buried in the stream bed for aquatic life passage. Exhibit maps
' have been provided under this cover and also shown with the construction documents.
Please refer to calculation package for more detail on the site conditions and proposed
' measures for both erosion control and stormwater design.
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16
SOIL SURVEY
About half of the acreage is cultivated or in pasture,
and the rest is in forest or in other uses. Where this soil
is cultivated, it is used chiefly for row crops, but it is
well suited to all the locally grown crops. Practices that
effectively control runoff and erosion are needed in the
cultivated areas. (Capability -unit IIe-1, woodland suit-
ability group 5, wildlife suitability group 1)
Cecil sandy loam, 6 to 10 percent slopes (CeC).-This
soil is on short to long side slopes in the uplands. Its sur-
face layer is 7 to 12 inches thick, and it is dark grayish-
brown to yellowish-brown sandy loam. The subsoil is red,
firm clay 30 to 45 inches thick. Included with this soil in
mapping were some areas where the surface layer is fine
sandy loam.
Infiltration is good, and surface runoff is rapid. The
hazard of erosion is severe. This soil is easy to keep in
good tilth and can be worked throughout a wide range of
moisture content.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. The culti-
vated areas are used chiefly for row crops, but this soil
is well suited to all the locally grown crops. Practices
that effectively control runoff and erosion are needed in
the cultivated areas. (Capability unit IIIe-1, woodland
suitability group 5, wildlife suitability group 1)
Cecil sandy loam, 6 to 10 percent slopes, eroded
(CeC'2).-This soil is on short to long side slopes in the
uplands. The surface layer is 3 to 7 inches thick and in
many places it is a mixture of the remaining original
surface soil and of material from the subsoil. In the less
eroded areas, the surface layer is yellowish-brown sandy
loam. In the more eroded spots, the color ranges to red-
dish brown and the texture ranges to clay loam. The sub-
soil is red, firm clay 30 to 45 inches thick.
Included in mapping were some areas where the sur-
face layer is fine sandy loam. Also included were some
severely eroded spots where the subsoil is exposed. The
severely eroded areas make up from 5 to 25 percent of
the acreage in the mapping unit.
Infiltration is fair, and surface runoff is rapid. The
hazard of .further erosion is severe. This soil is difficult
to keep in good tilth, but it can be worked throughout a
fairly wide range of moisture content. A crust forms on
the severely eroded spots after hard rains, and clods form
if those areas are worked when wet. The crust and the
clods interfere with germination. As a result, stands of
crops are poor and replanting of the severely eroded
areas may be necessary.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. This soil is
well suited to all the locally grown crops. The areas that
are cleared are used chiefly for row crops and pasture.
Practices that effectively control runoff and erosion are
needed. ?(Capability unit IIIe-1, woodland suitability
group 5, wildlife suitability group 1)
Cecil sandy loam, 10 to 15 percent slopes (CeD).-This
is a well-drained, slightly to moderately eroded soil on
narrow side slopes bordering upland drainageways.
Where erosion is only slight, the surface layer is dark
grayish-brown to yellowish-brown sandy loam 6 to 10
inches thick. Where erosion is moderate,, the surface layer
is yellowish-brown to reddish-brown sandy loam to clay
loam 3 to 6 inches thick. The subsoil is red, firm clay that
is 30 to 40 inches thick.
Included with this soil in mapping were areas where
the texture of the surface layer is fine sandy loam. Also
included were many areas where pebbles and cobbles
are on the surface and in the surface layer, and some
severely eroded spots where the subsoil is exposed.
Infiltration is fair to good, and surface runoff is very
rapid. The hazard of erosion is very severe. Where this
soil is only slightly eroded, it is easy to keep in good
tilth. Where it is moderately eroded, it is difficult to keep
in good tilth. This soil can be worked throughout a fairly
wide range of moisture content. A crust forms on the
severely eroded spots after hard rains, however, and
clods form if those areas are worked when wet. The crust
and the clods interfere with germination. As a result,
stands of crops are poor and replanting of a severely
eroded spot is sometimes necessary.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest. This soil is suited to all the
locally grown crops, but practices that effectively control
runoff and erosion are needed in the cultivated areas.
(Capability unit IVe-1, woodland suitability group
5, wildlife suitability group 1)
Cecil sandy loam, 15 to 45 percent slopes (CeF).-This
is a slightly to moderately eroded soil on narrow side
slopes bordering upland drainageways. Where erosion is
only slight, the surface layer is dark grayish-brown to
yellowish-brown sandy loam 5 to 9 inches thick. Where
erosion is moderate, the surface layer is only 3 to 6
inches thick, its color ranges from yellowish brown to
reddish brown, and its texture ranges to clay loam. The
subsoil is red, firm clay 30 to 36 inches thick.
Included with this soil in mapping were some areas
where the subsoil is only 13 to 30 inches thick, and other
areas where the surface layer is fine sandy loam. Also
included were many areas where pebbles and -cobblestones
are in the surface layer and on the surface; a few severely
eroded spots where the subsoil is exposed; and some areas
of Georgeville silt loams and of Lloyd loams.
Infiltration is fair to good, and surface runoff is very
rapid. This soil is highly susceptible to erosion.
Practically all of the acreage is in forest. This soil is
not suited to crops that require cultivation. Areas that
have been cleared can be used for permanent hay and
pasture. (Capability unit VIe-1, woodland suitability
group 5, wildlife suitability group 1)
Cecil gravelly sandy loam, 2 to 6 percent slopes
(CgB).-This soil is on broad, smooth interstream divides
in the uplands. It has a surface layer that is 7 to 12 inches
thick and consists of dark grayish-brown gravelly
sandy loam that is 15 to 30 percent pebbles. The subsoil is
red, firm clay 30 to 50 inches thick. In many places cob-
blestones are in the surface layer and on the surface.
Infiltration is good, and surface runoff is moderate.
The hazard of erosion is moderate. This soil can be
worked throughout a wide range of moisture content.
Where the content of pebbles and cobblestones is high,
however, tillage is difficult.
About half of the acreage is cultivated or in pasture,
and the rest is in forest or in other uses. Where this soil
has been cleared, it is used chiefly for row crops and pas-
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WAKE COUNTY, NORTH CAROLINA
ture, but it is well suited to all the locally grown crops.
Practices that effectively control runoff and erosion are
needed in the cultivated areas. (Capability unit IIe -1,
woodland suitability group 5, wildlife suitability group
1
Cecil gravelly sandy loam, 2 to 6 percent slopes,
eroded (CgB2).-This soil is on broad interstream divides
in the uplands. In many places its surface layer is a mix-
ture of the remaining original surface soil and of mater-
ial from the subsoil. In the less eroded spots, the surface
layer is yellowish-brown gravelly sandy loam. In the
mare eroded spots, the color ranges to reddish brown and
the texture ranges to gravelly clay loam. Thickness of the
surface layer ranges from 3 to 7 inches, and the content
of gravel in the surface layer ranges from 15 to 30 per-
cent.
Included with this soil in mapping were some areas
that contain cobblestones. Also included were some severely
eroded spots where the subsoil is exposed. These se-
verely eroded spots make up from 5 to 25 percent of the
acreage in the mapping unit.
Infiltration is fair, and surface runoff is medium. The
hazard of further erosion is moderate. This soil is diffi-
cult to keep in good tilth,, but it can be worked through-
out a fairly wide range of moisture content. A crust forms
on the severely eroded spots after hard rains, and clods
form if those areas are worked when wet. The crust and
the clods interfere with germination. As a result, stands of
crops are poor and replanting of the severely eroded spots
may be necessary.
About half of the acreage is cultivated or in pasture,
and the rest is in forest or in other uses. Where this soil
has been cleared, it is used chiefly for row crops and pas-
ture, but it is well suited to all the locally grown crops.
Practices that effectively control runoff and erosion are
needed in the cultivated areas. (Capability unit IIe-1,
woodland suitability group 5, wildlife suitability group
1)
Cecil gravelly sandy loam, 6 to 10 percent slopes
(CgQ.-This soil is on short to long side slopes in the
uplands. It has a surface layer that is 7 to 12 inches thick
that consists of dark grayish-brown sandy loam that is
15 to 30 percent pebbles. The subsoil is red, firm clay 30
to 45 inches thick. In many places cobblestones are in the
surface layer and on the surface.
Infiltration is good, and surface runoff is rapid. The
hazard of erosion is severe. This soil can be worked
throughout a wide range of moisture content. Where the
content of pebbles and cobblestones is high, however, till-
age is difficult.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. Where
this soil has been cleared, it is used chiefly for row crops
and pasture, but it is well suited to all the locally grown
crops. Practices that effectively control runoff and ero-
sion are needed in the cultivated areas. (Capability unit
Me-1, woodland suitability group 5, wildlife suitabil-
ity group 1)
Cecil gravelly sandy loam, 6 to 10 percent slopes,
eroded (CgC2).-This soil is on short to long side slopes
in the uplands. Its surface layer is 3 to 7 inches thick,
and in many places it is a mixture of the remaining ori-
17
ginal surface soil and of material from the subsoil. In
the less eroded areas, the surface layer is yellowish-
brown gravelly sandy loam, but the color ranges to red-
dish brown and the texture ranges to gravelly clay loam
in the more eroded spots. The content of gravel in the
surface laver ranges from 15 to 30 percent. The subsoil
is red, firm clay 30 to 45 inches thick. In many places
cobblestones are in the surface layer and on the surface.
Included with this soil in mapping were some severely
eroded spots where the subsoil is exposed. These areas
make up from 5 to 25 percent of the acreage in the map-
ping unit.
Infiltration is fair,, and surface runoff is rapid. The
hazard of further erosion is severe. This soil is difficult
to keep in good tilth, but it can be worked throughout a
fairly wide range of moisture content. A crust forms on
the severely eroded spots after hard rains, and clods form
if those areas are worked when wet. The crust and the
clods interfere with germination. As a result, stands of
crops are poor and replanting of the severely eroded
spots is sometimes necessary.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. This soil is
well suited to all the locally grown crops, but the culti-
vated areas are used chiefly for row crops. Intensive
practices that effectively control runoff and erosion are
needed in the cultivated areas. (Capability unit IIIe-1,
woodland suitability group 5, wildlife suitability group
1)
Cecil clay loam, 2 to 6 percent slopes, severely
eroded (CIB3).-This soil is on smooth interstream divides.
The surface layer is red clay loam 3 to 6 inches thick.
Mostly, it consists of material from the subsoil, but it
contains some material from the original surface layer.
The subsoil is red, firm clay 30 to 50 inches thick. Includ-
ed with this soil in mapping were small areas of soils
that have a subsoil of dark-red clay.
Infiltration is poor,, and surface runoff is rapid. The
hazard of further erosion is severe. This soil is difficult
to keep in good tilth, and it can be worked within only
a narrow range of moisture content. A crust forms after
hard rains, and clods form if this soil is worked when
wet. The crust and the clods interfere with germination.
As a result, stands of crops are poor.
This soil is suited to only a limited number of crops
grown locally. Only a small acreage is cultivated or in
pasture, and most of the acreage is in forest. Where cul-
tivated crops are grown, intensive practices that effec-
tively control runoff and erosion are necessary. (Capabil-
ity unit IIIe-2, woodland suitability group 5, wild-
life suitability group 1)
Cecil clay loam, 6 to 10 percent slopes, severely
eroded (CIC3).-This soil is on narrow side slopes in the
uplands. Its surface layer is red clay loam 3 to 6 inches
thick. The surface layer consists mostly of material
from the subsoil, but it contains some material from the
original surface layer. The subsoil is red, firm clay 30 to
45 inches thick. Included with this soil in mapping were
small areas of soils that have a subsoil of dark-red clay.
Infiltration is poor. Surface runoff is very rapid, and
the hazard of further erosion is very severe. This soil is
difficult to keep in good tilth, and it can be worked

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7
is

' REVISED REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
' NORTH CAROLINA DEPARTMENT OF HEALTH AND HUMAN SERVICES
NEW STATE LAB FOR PUBLIC HEALTH AND MEDICAL EXAMINER'S OFFICE
t DISTRICT DRIVE
RALEIGH, NORTH CAROLINA

' PREPARED FOR:
Yik Pun Lee
' State of North Carolina Department of Health and Human Services
Department of Property and Construction
101 Blair Drive
2001 Mail Service Center
Raleigh, North Carolina 27699-2001

1
1
PREPARED BY:
ECS CAROLINAS, LLP
9001 GLENWOOD AVENUE
RALEIGH, NORTH CAROLINA 27617
ECS PROJECT NUMBER 06.15013-A-R
C. NALLAINATHAN. PE
C A ?y
O
?C3. F si
LAIN \0'
111110 **
NC PE License No. 19937
August 24, 2007

' Revised Report of Subsurface Exploration and Geotechnical Engineering Analysis
New State Lab for Public Health and Medical Examiners Office
' District Drive, Raleigh, North Carolina
ECS Project Number 06.15013-A-R
t 1.0 PROTECT OVERVIEW
1.1 Project Description and Scope of Work
' This report presents the results of subsurface evaluation and geotechnical engineering
analysis for the proposed State Lab for Public Health and Medical Examiners Office
located at the end of District Drive in Raleigh, North Carolina. A Site Vicinity Map is
' provided as Figure 1 in Appendix A of this report.
Before finished floor elevations were known, and as requested, the site was explored
' during April 2007 by drilling thirty-eight (38) soil borings and sampling the soil to depths
ranging from approximately 16.5 to 25 feet below existing site grades. Borings B-101
through B-112 were performed during July/August 2007 to depths ranging approximately
' 25 to 50 feet below existing site grades. The borings were located in the field by ECS
personnel using a handheld GPS unit. The boring locations shown on the Boring Location
Plan, Figure 2 in Appendix A of this report, are anticipated to be accurate to within about
10 feet. Boring elevations were interpolated from the topographic site plan provided by
O'Brien Atkins.
' In--conjunction with the soil borings, laboratory testing was performed to characterize the
soil samples obtained from the drilling operations. This report was prepared based upon
the results of the boring and laboratory data. The purpose of this evaluation is to describe
' the soil and groundwater conditions that were encountered in the test borings, to analyze
and evaluate the test data obtained, and to submit recommendations regarding
foundations, slabs, pavements, earthwork, construction, and other geotechnical-related
' considerations of design and construction.
1.2 Proposed Construction
We understand a new State Laboratory for Public Health and Medical Examiners Office
is planned for the subject property located immediately west of the end of District Drive
and in the northeast quadrant of the intersection of Edwards Mill Road and Wade Avenue
in Raleigh, NC. The complex will consist of two, 4-story office structures in the northern
and central portions of the site. One structure (Building 1) and the middle connector
' between the buildings will have a full basement and the other structure (Building 2) will
not have a basement. The balance of the site will be paved parking and landscaped areas.
We anticipate that some retaining walls or stabilized slopes will be constructed to achieve
' grade transitions at the site. We anticipate that maximum column loads for Building 1
will be on the order of 1200 kips, and that maximum column loads for Building 2 will be
on the order of 700 kips. The proposed finished floor elevation for Building 1 (the larger
' building) and the connector between buildings is 407.5 feet, while the finished floor
elevation for Building 2 (the smaller building) is 425.5 feet. We understand that proposed
embedment depths for the footings are approximately 5 feet below finished floor
' elevation, which would be approximately 402.5 feet for Building 1 and the middle
connector, and approximately 420.5 feet for Building 2.

i
Revised Report of Subsurface Exploration and Geotechnical Engineering Analysis
New State Lab for Public Health and Medical Examiners Office
District Drive, Raleigh, North Carolina
ECS Project Number 06.15013-A-R
1
i
1 4.1 Site Conditions
4.0 EXPLORATION RESULTS
The subject property is located immediately west of the end of District Drive and in the
' northeast quadrant of the intersection of Edwards Mill Road and Wade Avenue in
Raleigh, NC and consists of a portion of one parcel (Wake County Parcel Identification
Number (PIN) 6785-21-6445). The parcel is mostly wooded and located adjacent to a
major tributary of Reedy Creek. A dirt access road traverses the southern portion of the
site, and crosses a stream located immediately east and north of the site. The above
project information was provided by Mr. Josephus, based on a site visit by ECS
' personnel, and information collected from the Wake County Online GIS Program.
Elevations on the site range from approximately 396 to 444 feet with the grade falling
from the center of the site to the north, east and west.
4.2 Site Geology
' The site is located in the Raleigh Belt of the Piedmont Physiographic Province of North
Carolina, where natural soils typically consist of residual materials that have formed in
place from chemical and mechanical weathering of parent bedrock materials. This area of
' the Raleigh Belt is underlain by bedrock materials generally consisting of gneiss. Natural
residual soils formed from weathering of the gneiss bedrock usually consist of mixtures
of sand, silt, and clay, sometimes containing mica. Overburden materials above the
' bedrock generally become denser and less weathered with increasing depths below
ground surface, eventually changing to weathered rock and ultimately to parent rock.
1 It is also important to note that the natural geology within the site has been modified in
the past by grading that included the placement of fill materials. The quality of man-
made fills can vary significantly, and it is often difficult to assess the engineering
properties of existing fills. Furthermore, there is no specific correlation between N-
values from standard penetration tests performed in soil test borings and the degree of
compaction of existing fill soils; however, a qualitative assessment of existing fills can
' sometimes be made based on the N-values obtained and observations of the materials
sampled in the test borings.
4.3 Soil Conditions
The specific soil conditions at each boring location are noted on the individual boring
logs and boring profiles in Appendix B. A general description is also provided below.
Subsurface conditions may vary between boring locations.
' Fill material was encountered in borings B-1 and B-2 to depths of approximately 5.5 and
8 feet below existing site grades, respectively. The fill material generally consisted of

7
1

' Revised Report of Subsurface Exploration and Geotechnical Engineering Analysis
New State Lab for Public Health and Medical Examiners Office
District Drive, Raleigh, North Carolina
ECS Project Number 06.15013-A-R
1
1
1
sandy clayey SILT (ML) and sandy silty CLAY (CH) classified according to Unified Soil
Classification System (USCS). The Standard Penetration Test (SPT) N-values in the fill
material ranged from 8 to 27 blows per foot (bpf). Possible alluvial soils were
encountered in borings B-31- and B-2 at depths of 5.5 to 8 and 12 to 15.5 feet below
existing site grades, respectively. Topsoil and/or a surface layer of sandy SILT with
cobbles were present in the remaining boring locations at the site at depths typically
ranging from 2 to 6 inches. The residual soils typically consist of micaceous, sandy and/or
clayey SILTS (ML, MH), sandy silty CLAYS (CL, CH), SANDS (SP), and silty SANDS
(SM). The SPT N-values in the residual soils range from 7 to 91 bpf, but are typically in
the 10 to 30 bpf range, increasing with depth. Borings B-101 and B-112 were performed
in the vicinity of Building 1 and the middle connector during a second subsurface
exploration. The SPT N-values in the residual soils below the proposed finished floor
elevation of 407.5 feet range from 11 to 65 bpf with typical N-values between 15 and 60
bpf, increasing with depth.
4.4 Rock and Partially Weathered Rock
Partially weathered rock (MR), classified as material with SPT blow counts of 50 blows
per 6 inches of penetration or greater, was encountered in boring B-2 at an approximate
depth of 15.5 feet below existing grade, and in borings B-20, B-35 and B-36 at an
approximate depth of 17 feet below existing grades. Partially weathered rock layers were
encountered in borings B-3 and B-35 at approximate depths of 12 to 17 and 8 to 12 feet
below existing site grades, respectively. Auger refusal, an indication of in-tact bedrock,
was encountered in boring B-2 at an approximate depth of 16.5 feet below existing grade.
4.5 Groundwater
Groundwater observations were made shortly after completion of the drilling operations
at each boring location. Groundwater was observed in boring B-1 at an approximate
depth of 8 feet below existing grade. Cave-in depths, which can indicate the presence of
potential groundwater or perched water, were encountered in borings B-2 through B-38 at
depths ranging from 15.5 to 22.5 feet below the existing site grades, and in borings B-101
through 112 at depths ranging from 22.5 to 43 feet below the existing site grades, with the
exception of B-105. Seasonal variations in groundwater levels should be anticipated due
to precipitation changes, evaporation, surface water runoff, and other factors. Also,
perched water conditions should be anticipated on top of cohesive soil and rock layers.
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O'Brien Atkins Associate 15013 B-3 1 0* 1 CqPR/?OJECT NAME ARCHITECT-ENGINEER LLP
' GeoW- State Lob for Public He* & ME Office CAROLINAS
SITE LOCATION -0 C"MRATED PENE?l?OMETER
District Drive- Raleigh, NC TONS/TT
2 9 3 *
I 4 6+
' PLASTIC WATER LIQUID
L ur X CONTENT X LOW X
DESCRIPTION OF MATERIAL ENGLISH UNITS X -t
ROCK QUALITY DESIGNATION k RECOVERY
x F BOTTOM OF CASING 010 LOSS OF CIRCULATION 100 o RQDX- - - REC.%
s 20X-40%--60X-BOXr-100%-
SURFACE ELEVATION 408.5 , ® STAKURI) PUMUTION
p Io zo so so ao+
Moist, Very Stiff to Stiff,
i SS 18 18 Yellow, Red, to Yellow, Brown,
' Micaceous Fine Sandy SILT, (ML) 18 (10-9-9)
15
405
2 SS 18 18 15 (e-7-6)
5-
3 SS 18 18 10 P-4-e)
' Moist, Very Stiff, Yellow, 400
4 SS 18 18 Brown, Tan, Micaceous Fine 23:(a-io-i3)
F 1 Sandy SILT, (ML)
Partially Weathered Rock Layer
Sampled as Moist, Dark Gray, 395
' 5 SS 1S 10 Yellow, Brown, Micaceous Fine
$ 15 Sandy SILT (x-50/4)
' Moist, Very Hard, Dark Gray,
Yellow, Brown, Micaceous Fine 390
6 SS 18 18 Sandy SILT, (ML) (21-39-4e)87
20
END OF BORING ® 20.0'
385
25
' ? - 380
3 -
THE STRATIFICATIpi LINES REPRESENT THE APPROXIMATE BOUNDARY LINES KNEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
YWL DRY OS oR ® BORDdG STARTED 4-27-07
T WUBCR) Twl4ACR) BORING COMPLETED 4 -, 2 7 - 0 7 C:A: DEPTH • 16.0
"` RIG CME 450'0 J&L DMETHOD 2.25" HSA
I.D.

JOB BORING SHEET
CLIENT
O'Brien Atkins Associate 15013 B-5 1 OF 1
PROJECT NAME ARCHITECT-ENGDIEER LLP
' Geofeeh- State lab for Public Hm h & ME Office CAROLINAS
SITE LOCATION -o- CALIBRATZ PENETROMETER
District Drive- Raleigh, NC 1 2 s 4 e+
' PLASTIC WATER LIQUID
LOUT X CONTENT X LOUT X
X A
_ DESCRIPTION OF MATERIAL ENGLISH UNITS ROCK QUALITY DESIGNATION do RECOVERY
'
BOTTOM OF CASING ?-- IAS3 OF CIRCULATION 1 ROD%- - - REC.X
? ? Y0%_?X-609fr--80Xr-10094--
s
A SURFACE ELEVATION 434.1 ® STANDA? ENNEETRATION
' 0 10 20 s0 40 60+
Topsoil Depth 3"
1 SS 18 18 Moist, Stiff, Reddish Brown, 15 (4-
Fine Sandy Clayey SILT, (ML)
28.4
2 SS 18 18 Moist, Stiff, Yellow, Red, 430 15 (a-e?
5 Brown, to Yellow, Tan,
Micaceous Fine Sandy SILT, (ML)
3 SS 18 18 12 (4-5-7)
' Moist, Very Stiff, Red, Yellow, 425
4 SS 18 18 Brown, Micaceous Fine Sandy 16 (s-7-9)
F 1 SILT, (ML)
i
Moist, Hard, Red, Dark Gray,
Brown, Micaceous Fine Sandy
' 5 SS 18 18 SILT, (ML) 420
1 15 (8-13-18) 31
6 SS 18 18 415
20
(t4-n-) . 40
END OF BORING ® 20.0'
410
25
1 ?
405
3
THE STRATIFICATION LINES REPRESENT THE APPRMINATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION NAY BE GRADUAL
' IPL DRY WS OR 0 BOWO STARTED 4-26-07
j RL(BCR) ! f V9ACR) BORING COMPLETED 4 - 2 6 - 0 7 CAVE IN DEPTB a 17.0'
TWL RIG C M E 450rom=m AL L DRILLIIG METHOD 2.25" I.D. HSA

' CLIENT JOB # BORIN G gI?LrT
O'Brien Atkins Associate 15013 B-24 1 or 1

PROJECT PROJECT NAYS
ARCHITECT-ENGINEER -

Geokh- State Lob for Public He* & 11 Office •?.?iLLP

SITE LOCATION CAROLINAS
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UMU7U PENBTI?OME77+HI
District Drive- Raleigh
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TONS/1R•
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Z5 DESCRIPTION OF MATERIAL ENGLISH UNITS x - & 0
RO

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? CK QUALITY DESIGNATION k RECOVERY
ROB-
z BOTTOM OF CASING ? LOSS OF CMCULATION 100 O
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SURFACE ELEVATION
I ® STANDARD PEN=nnoN
415
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4
o
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1 SS 18 18 Moist, Very Stiff, Reddish
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9
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S 2 SS 18 18 21 (1-9-12)

410
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3 SS 18 18 Yellow, Tan, Fine Micaceous s)
Sandy SILT, (ML)

4 SS 18 18

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' 405
Moist, Stiff, Tan, Brown, Fine
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'
15 5 SS 18 18 9 (3-4-5)
400

Moist, Medium Dense, Tan,
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6 SS 18 18 Silty Fine SAND, (SM6
20 11 (+-s-a)
' k 395

1 ?
7 SS 18 18
25 13 (s- 7)

' _ END OF BORING ® 25.0' 390

3
4 - -
-

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUND
R
A
Y LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION NAY BE GRADUAL
PIL DRY wa OR ® BORING STARTXD 4-21-07
' Twusm) TwL(ACR) BORING COMPLETED 4-21-07 CAVE ?1NDD1][PM 0 21.0'
T wL RIG C M E 450'0 J& L DRaETHOD " j
2.25 I.D. HSA
I

' c T JOB # BORIN G SHEET
O'Brien Atkins Associate 15013 B-34 1 or 1
E
PROJECT NAMES ARCHITECT-ENGINEER

'
N011W- Slab Lob for PUbrC IIN:A & ME Qf n ?
LLP
CAROLINAS
SITE LOCATION -0- CALIBRATED PENETl? MVM
District Drive- Raleigh
NC T01?/r'
, 1 2 9 4 6+
' PLASTIC WATER LIQUID
LWr X CONTENT X LOaT x
_ DESCRIPTION OF MATERIAL ENGLISH UNITS
k X
'
°
? ROCK QUALITY DESIGNATION & RiSCOVERY
z F BOTTOM OF CASING &- IDES OF CMCUTATION I00 o RQDX- - -- REC.X
20X-4OX 60X-80x--1OOX-
Q SURFACE ELEVATION ® STANDARD PENETRATION
422.4 s
s BMWs/"

t
0 _ .
+
0 6
10 20 s0
Moist, Brown, SILT, With 4
0
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1 SS 18 18 26
(7-11-15)
' Moist, Very Stiff, Reddish 420
Brown, Yellow, Fine Sandy
2 SS 18 18 Clayey SILT, (ML) -

5 17 (a-e
N+)
Moist, Very Stiff, Yellow, Red,
' Micaceous Fine Sandy SILT, With
3 SS 18 18 Quartz Fragments, (ML) 9 (e=e-10)
, Very Stiff, Pink to Red, 415
' 4 SS 18 18 w, Tan, Micaceous Fine
L
1 Sandy
SILT, (ML) (14-20-34 54

Moist, Very Hard to Hard, Pink,
' Yellow, Tan, to Yellow, Tan,
Micaceous Fine Sandy SILT, (ML) 410
S SS 18 18
'
?
15 (12-15-20) 35

? 405

2O 6 SS 18 18 (11-14-10) 32
? END OF BORING ®20.0'
400

25-

395
1

r

1 THE STRATIFICATIW LIKES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY 1E GRADUAL
' 1 7wL DRY iNfS oR 0 BORING STARTED 4-25-07
Iv4wR) ZV(ACR) BORING COYPL TIM 4-25-07 c+vIl IN DEPTH t 1a.o-
"'' RIG C M E 450roRmuN J& L DItIIYlNG METHOD " 3
2.25 I.D. HSA
!
1
CLIENT JOB BORIN G # SHEET
O'Brien Atkins Associate 15013 B-38 1 or 1 ?
E

PROJECT NAME
ARCHITECT-ENGINEER IM
ELLP
Geotech- Sfab Lob for PUbk Health d ME Offn
CAROLINAS
SITE LOCATION AURRATED PENET OMVIER
District Drive- Raleigh
NC TO 3 T.
, 2
4 5+
' WATER LIQUID
T
CONTENT X LWr x

p DESCRIPTION OF MATERIAL ENGLISH UNITS
E x
0-a
ROCK QUALITY DESIGNATION

t
° A RECOVERY
RQD%- - -
B07TOM OF CASING.- LOSS OF CIRCULATION 100 o REC.X
r. 20%-40X-60X-80%100X-
a g SURFACE ELEVATION 0 s'? P

6$ 404
5 ? noN
0 . - Io zo 30 40 60+
Topsoil Depth 3"
1 SS 18 18 Moist, Stiff, Reddish Brown, 14 (5-e-e)0
Fine Sandy Clayey SILT, Trace 31.9
Mica, (ML)

5 2 SS 18 18 Moist, Very Stiff, Tan, Yellow, 400 24 (o-to-t4)
Red, Micaceous Fine Sandy SILT,
Trace Quartz in Sample 3, (ML)
3 SS 18 18 18 (
4 SS 18 18
395 24 (e-11-13)

15 5 SS 18 18
390
25 (to-ii-u)

¢ 20 6 SS 18 18 385 (B-t}-t>) 30
END OF BORING 0 20.0'

25
380

3 375

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES DETVEEN SOO. TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
ywL DRY ws OR ® BORING STARTED 4-25-07
i1II.(BCR) ;OL(ACR) BORING COUPLE= 4-25-07 CAVE IN DEPTH • 17.5

'
TWL
RIG CME 45010 AL 2
DROIMG MMOD 2.25" I.D. HSA

IMPACT AREAS
NRB ZONE 1 IMPACT:
4657 SO (0.107 AC)
NRB ZONE 2 IMPACT:
2865 SO (0.066 AC)

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(3) 73 LF, 60" RCP 0 5.50%-
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New State Laboratory for Public
Health + Medical Examiner's Office
State of North Carolina,
Dept. of Health and Human Services
Raleigh, NC
MULKEY
ENGINEERS & CONSULTANTS
PO Box 33 1 27 SCALE: 1 "=20'
RALEIGH, N.C. 27636-3127
[phone] DRAWING NO.
(919)851-19 1 a (FAX)
WWW.MULKEYINC.COM R_i
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ENGINEERS & CONSULTANTS
Po Box 331 27
RALEIGH, N.C. 27636-3127
(91 9) 851 -1 91 2
(919) B51-191B (FAX)
WWW.MULKEYINC.COM
SCALE: 1 "=20'
DRAWING NO.
R-2
Impact Exhibit
New State Laboratory for Public
Health + Medical Examiner's Office
State of North Carolina,
Dept. of Health and Human Services
Raleigh, NC

420
SECTION - AT UPSTREAM CULVERT
420
410

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INV: J88.0_1 _ -1 - ? 4 -1 - ? - 370
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New State Laboratory for Public M U L K E Y
ENGINEERS S. CONSULTANTS
Health + Medical Examiner's Office
State of North Carolina, PO BOX 331 27 SCALE: 1 "=20'
RALEIGH, N.C. 27636-31 27
Dept. of Health and Human Services (9 1 9) 85 1 -1 9 1 2 DRAWING No.
Raleigh, NC (919)851-1 9 1 8( (FAX)
WWW.MULKEYINC.COM R-3
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390
380
370
' 360
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Impact Exhibit
New State Laboratory for Public M U L K E Y
ENGINEERS S. CONSULTANTS
Health + Medical Examiner's Office
State of North Carolina, PO Box 331 27 SCALE: 1 "=20'
91 227636-31 27
Dept. of Health and Human Services 91 9)G8~5 N.C.
DRAWING No.
Raleigh, NC (919) 85 1 - 1 91 8 (FAX)
WWW.MULKEYINC.COM R-4
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New State Laboratory for Public
Health + Medical Examiner's Office
State of North Carolina,
Dept. of Health and Human Services
Raleigh, NC
1* M U LKEY
420
360
ENGINEERS & CONSULTANTS
PD Box 33 1 27 SCALE: 1 "=20'
RALEIGH, N.C. 27636-31 27
(91 9) a51-1 91 2 DRAWING N0.
(919) 851-191a (FAX)
WWW.MULKEYINC.COM R-5
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New State Laboratory for Public
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Dept. of Health and Human Services
Raleigh, NC
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Storm Drainage & Pond Designs
1
cipitation Frequency Data Server Pagel of 2
I.W,

POINT PRECIPITATION`
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
RALEIGH NC STATE UNIV, NORTH CAROLINA (31-7079) 35.7944 N 78.6989 W 400 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed May 20 2009
Return to State
"These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
'lease refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
The upper bound of the confidence Interval at 90% confidence level is the value which 5% of the simulated quantile values for a 1
trefer e precipitation frequency estimates are based on a martial duration series. ARI is the Average Recurrence Interval.
to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
(ar]*s*) 5 10 30 60 120 3 6 12 24 48 4 7 0 45 60
min min min min min hr hr hr hr hr da day a da day
a a a
0.37 0.59 0.74 1.01 1.26 1.46 1.55 1.87 2.21 2.67 3.09 3.47 4.04 4.61 6.18 7.69 9.88 11.86
2 0.43 0.69 0.87 1.20 1.50 1.75 1.86 2.25 2.65 3.23 3.72 4.16 4.82 5.48 7.30 9.04 11.58 13.84
ttp://hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statename=NORTH+C... 5/20/2009
Precipitation Frequency Data Server
1 5? 0.50 0.80 111011 143 1.83 2.15 2.29 2.77 3.28 4.05 4.63 115 5.86 6.58 118 10.51 13.23 15.62
10 0.55 0.88 1.11 1.61 2.10 2.48 2.66 3.22 3.83 4.69 5.34 5.89 6.68 7.44 9.65 11.63 14.51 17.01
25 0.60 0.96 1.22 1.81 2.41 2.87 3.12 3.79 4.54 5.55 6.28 6.91 7.80 8.59 11.04 13.11 16.16 18.78
50 0.64 1.02 1.30 1.95 2.65 3.19 3.49 4.26 5.13 6.23 7.02 7.72 8.67 9.48 12.12 14.24 17.39 20.09

0.68
100 2.0
1.07 1.36 8
2.86 3.49 3.85
4.71 5.71
6.92 7.77 8.53 9.56 10.38 13.19 15.36 18.57 21.34
200 0.70 1.11 1.41 2.19 3.07 3.78 4.22 5.17 6.30 7.62 8.54 9.36 10.46 11.28 14.27 16.46 19.74 22.56
500 0.73 1.16 1.46 2.31 3.32 4.15 4.69 5.77 7.08 8.57 9.57 10.48 11.68 12.50 15.73 17.90 21.25 24.12
1000 0.75 1.18 1.49 2.40 3.51 4.44 5.07 6.26 7.72 9.31 10.37 11.35 12.63 13.42 16.85 19.00 22.39 25.29
Page 2 of,

1
'The lower bound of the confidence Interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
'These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables

1
I

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1
http://hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statename=NORTH+C... 5/20/2009
IFcipitation Frequency Data Server Page 1 of 2
' . POINT PRECIPITATION
FREQUENCY ESTIMATES
' FROM NOAA ATLAS 14
RALEIGH NC STATE UNIV, NORTH CAROLINA (31-7079) 35.7944 N 78.6989 W 400 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed May 20 2009
Confidence Limits Seasonality Location Maps Other Info. IF-G-IS data Maps Docs Return to State
Estimates
10 15 30 60 120 12 24 48 4 7 10 20 [!j 45 60
ars) min min da da da
1 4.82 3.86 3.21 2.20 1.37 0.80 0.56 0.34 0.20 0.12 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
2 5.64 4.51 3.78 2.61 1.64 0.96 0.68 0.41 0.24 0.14 0.08 0.05 0.03 0.02 0.02 0.01 0.01 0.01
5 6.49 5.20 4.38 3.11 2.00 1.18 0.84 0.50 0.30 0.18 0.10 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.21 5.76 4.86 3.52 2.29 1.36 0.97 0.59 I
0.35 0.21 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
__1
5 7.94 6.34 5.35 3.96 2.64 1.59 1.15 0.70 0.42 0.25 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01
50 8.48 6.76 5.70 4.30 2.91 1.78 1.29 0.79 0.47 0.28 0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.01
¦00 8.98 7.13 6.01 4.60 3.17 1.95 1.44 0.88 0.53 0.31 0.18 0.10 0.06 OI 05 003 0?021 0I 00
00 9.38 7.44 6.26 4.87
to 9.84 7.78 6.53 5.20
0 10.20 8.03 6.72 5.44
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
lease refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Upper bound of the 90% confidence interval
upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a 4
se precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
e refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
frequency are greater than.
0.02
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
6 12 M24 48 4 7 20 30 45 60
hr hr hr hr da a da da
Cr*S*)WWWW1?flXMTM ???day
oday oday
o
1.252 0.31 0.18 0.11 0.06 0.04 0.02 0.02 0.01 0.010.01 0.01
2 5.18 4.14 3.47 2.40 1.50 0.88 0.62 0.37 0.22 0.13 0.08 0.04 0.03 0.02 0.02 0.01 0.01 0.01
???7 I?(-lnn?nn??nnnr-?r-?
.ttp://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd&statename=NORTH+C... 5/20/2009
Precipitation Frequency Data Server
1 J 5.96 114 4.03 2.86 1.83 1.07 0.76 0.46 0.27 0.17 0.10 0.05 0.03 0.03 110 0.01 0.01 110
10 6.60 5.28 4.46 3.23 2.10 1.24 0.89 0.54 0.32 0.20 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
25 7.26 5.78 4.88 3.62 2.41 1.44 1.04 0.63 0.38 0.23 0.131 0 07 0.05 0.04 0.02 0.02 0.01 0.01
50 7.72 6.14 5.18 3.90 2.65 1.60 1.16 0.71 0.43 0.26 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
100 8.10 6.44 5.42 4.15 2.86 1.74 1.28 0.79 0.47 0.29 0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.01
200 8.44 6.68 5.62 4.38 3.07 1.89 1.40 0.86 0.52 0.32 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
500 8.77 6.94 5.82 4.63 3.32 2.08 1.56 0.96 0.59 0.36 0.20 0.11 0.07 0.05 0.03 0.02 0.02 0.02
1000 9.01 7.10 5.94 4.81 3.51 2.22 1.69 1.05 0.64 0.39 0.22 0.12 0.08 0.06 0.04 0.03 0.02 0.02
' The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated c
"These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average
:s for a given frequency are less than.
Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables
httn://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd&statename=NORTH+C
Page 2 of
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31W
Legend
Hvd. Origin Description
1 Rational Wet Pond 4 Pre Development
2 Rational Wet Pond 4 Post Development
3 Reservoir Wet Pond 4 Routed
Project: Wet Pond 4.gpw
Wednesday, Jun 10, 2009
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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Jun 10, 2009
Pond No. 1 - Wet Pond 4
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 402.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 402.00 73 0 0
1.00 403.00 880 402 402
2.00 404.00 1,578 1,212 1,614
3.00 405.00 2,364 1,958 3,572
4.00 406.00 4,904 3,557 7,129
5.00 407.00 6,555 5,709 12,838
5.75 407.75 7,429 5,240 18,078
6.00 408.00 7,728 1,894 19,972
7.00 409.00 8,959 8,335 28,307
8.00 410.00 10,245 9,594 37,901
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrtRsr] [A] [B] [C] [D]
Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 12.00 0.00 0.00 0.00
Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 407.75 0.00 0.00 0.00
No. Barrels = 1 2 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 402.00 406.00 0.00 0.00 Weir Type = Riser --- --- ---
Length (ft) = 76.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note. Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharg e Table
Stage Storage Elevation Clv A Clv B Clv C PrtRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 402.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 402 403.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.00 1,614 404.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.00 3,572 405.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 7,129 406.00 0.00 0.00 --- -- 0.00 --- --- --- --- --- 0.000
5.00 12,838 407.00 0.44 is 0.44 is --- --- 0.00 --- --- --- --- --- 0.442
5.75 18,078 407.75 0.60 is 0.60 is --- --- 0.00 --- --- --- --- --- 0
603
6.00 19,972 408.00 5.64 is 0.65 is --- --- 5.00 --- --- --- --- --- .
5.642
7.00 28,307 409.00 36.17 is 0.25 is --- --- 35.92 s --- --- --- --- --- 36.17
8.00 37,901 410.00 39.84 is 0.12 is --- --- 39.70 s --- --- --- --- --- 39.82

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Hydrograph Return Period HyExtension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 Rational ------ 7.702 9.286 ------- ------- 12.03 ------- ------- 16.50 Wet Pond 4 Pre Development
2 Rational ------ 19.73 23.57 ------- ------- 29.55 ------- ------- 39.77 Wet Pond 4 Post Development
3 Reservoir 2 0.444 0.483 ------- ------- 0.539 ------- ------- 1.700 Wet Pond 4 Routed
Proj. file: Wet Pond 4.gpw Wednesday, Jun 10, 2009
1

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Hydrograph Summary Repdr
ydra ow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 Rational 7.702 1 10 4,621 ------ ------ ------ Wet Pond 4 Pre Development
2 Rational 19.73 1 5 5,918 ------ ------ ------ Wet Pond 4 Post Development
3 Reservoir 0.444 1 10 5,904 2 407.01 12,897 Wet Pond 4 Routed
Wet Pond 4.gpw Return Period: 1 Year Wednesday, Jun 10, 2009

Hydrograph Report

H
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Hyd. No. 1
Wet Pond 4 Pre Development
Hydrograph type = Rational
' Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 5.700 ac
Intensity = 3.861 in/hr
OF Curve = Raleigh.IDF
t
Q (Cfs)
Wet Pond 4 Pre Development
Hyd. No. 1 -- 1 Year
Q (cfs)
8.00
6.00
4.00
2.00
Wednesday, Jun 10, 2009
Peak discharge = 7.702 cfs
Time to peak = 10 min
Hyd. volume = 4,621 cuft
Runoff coeff. = 0.35
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
0 2
Hyd No. 1
4 6 8 10 12 14 16 18
-N- 0.00
20
Time (min)

Hydrograph Report

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' Hyd. No. 2
Wet Pond 4 Post Development
Hydrograph type = Rational
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 7.060 ac
t Intensity = 4.818 in/hr
OF Curve = Raleigh.IDF
t
Q (cfs)
1) , nr%
Wet Pond 4 Post Development
Hyd. No. 2 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
Wednesday, Jun 10, 2009
Peak discharge = 19.73 cfs
Time to peak = 5 min
Hyd. volume = 5,918 cuft
Runoff coeff. = 0.58
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
0 1 2 3
' Hyd No. 2
t
4 5 6 7 8 9
-V 0.00
10
Time (min)

Hydrograph Report

Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Wet Pond 4 Routed
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
' Inflow hyd. No, = 2 - Wet Pond 4 Post Development
Reservoir name = Wet Pond 4

' Storage Indication method used. Wet pond routing start elevation = 406.00 ft.

Wet Pond 4 Routed
Q (cfs) Hyd. No. 3 -- 1 Year

Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Jun 10, 2009
= 0.444 cfs
= 10 min
= 5,904 cult
= 407.01 ft
= 12,897 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 120 240 360 480 600 720 840
' Hyd No. 3 Hyd No. 2 111111111 Total storage used= 12,897 cult
1 0.00
960
Time (min)

1

Hyd rog ra p h Summary Re RydPafTow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 Rational 9.286 1 10 5,572 ------ ------ ------ Wet Pond 4 Pre Development
2 Rational 23.57 1 5 7,070 ------ ------ ------ Wet Pond 4 Post Development
3 Reservoir 0.483 1 10 7,056 2 407.17 14,032 Wet Pond 4 Routed
Wet Pond 4.gpw Return Period: 2 Year Wednesday, Jun 10, 2009

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Wednesday, Jun 10, 2009
Hyd. No. 1
Wet Pond 4 Pre Development
t Hydrograph type = Rational
Storm frequency = 2 yrs
Time interval = 1 min
t Drainage area = 5.700 ac
Intensity = 4.655 in/hr
OF Curve = Raleigh.IDF
t
Q (cfs)
A l1 /1!1
Peak discharge = 9.286 cfs
Time to peak = 10 min
Hyd. volume = 5,572 cuft
Runoff coeff. = 0.35
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Wet Pond 4 Pre Development
Hyd. No. 1 -- 2 Year
Q (cfs)
10.00
8.00
6.00
4.00
2.00
1
1
1
0.00 If '
0 2
Hyd No. 1
4 6 8 10 12 14 16 18
x- 0.00
20
Time (min)
I Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
' Hyd. No. 2
Wet Pond 4 Post D evelopment
' Hydrograph type = Rational
Storm frequency = 2 yrs
Time interval = 1 min
' Drainage area = 7.060 ac
Intensity = 5.755 in/hr
OF Curve = Raleigh.IDF
¦
Wednesday, Jun 10, 2009
Peak discharge = 23.57 cfs
Time to peak = 5 min
Hyd. volume = 7,070 cuft
Runoff coeff. = 0.58
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
¦
¦
' Wet Pond 4 Post Development
Q (cfs)
Hyd. No. 2 -- 2 Year
0 1 2 3 4 5 6
' Hyd No. 2
¦
7 8 9
Q (Cfs)
24.00
20.00
16.00
12.00
8.00
4.00
%- 0.00
10
Time (min)

Hydrograph Report
Hydraflow Hydrographs Exten sion for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052

' Hyd. No. 3
Wet Pond 4 Routed

' Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Wet Pond 4 Post Development
' Reservoir name = Wet Pond 4

Storage Indication method used. Wet pond routing start elevation = 406.00 ft.

Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Jun 10, 2009
= 0.483 cfs
= 10 min
= 7,056 cult
= 407.17 ft
= 14,032 cuft
Wet Pond 4 Routed
Hyd. No. 3 -- 2 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 0 00
0 120
Hyd No. 3
240 360
Hyd No. 2
480 600 720 840
II-Ufl I I I l Total storage used = 14,032 cult
960
Time (min)

1

1
F

Hyd rog ra p h Summary Re pydPaffow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 Rational 12.03 1 10 7,217 ------ ------ ------ Wet Pond 4 Pre Development
2 Rational 29.55 1 5 8,865 ------ ------ ------ Wet Pond 4 Post Development
3 Reservoir 0.539 1 10 8,851 2 407.43 15,803 Wet Pond 4 Routed
Wet Pond 4.gpw Return Period: 10 Year Wednesday, Jun 10, 2009

Hydrograph Report
t
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 1
Wet Pond 4 Pre Development
' Hydrograph type = Rational
Storm frequency = 10 yrs
Time interval = 1 min
' Drainage area = 5.700 ac
Intensity = 6.029 in/hr
OF Curve = Raleigh.IDF
Q (cfs)
A A /1/1
Wet Pond 4 Pre Development
Hyd. No. 1 -- 10 Year
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
Wednesday, Jun 10, 2009
Peak discharge = 12.03 cfs
Time to peak = 10 min
Hyd. volume = 7,217 cuft
Runoff coeff. = 0.35
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
0 2
' Hyd No. 1
1
4 6 8 10 12 14 16 18
-%- 0.00
20
Time (min)

Hydrograph Report
1
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Hyd. No. 2
Wet Pond 4 Post Development
' Hydrograph type = Rational
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 7.060 ac
' Intensity = 7.217 in/hr
IDF Curve = Raleigh.IDF
Q (cfs)
nn nn
Wednesday, Jun 10, 2009
Peak discharge = 29.55 cfs
Time to peak = 5 min
Hyd. volume = 8,865 cuft
Runoff coeff. = 0.58
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
Wet Pond 4 Post Development
Hyd. No. 2 -- 10 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0 1
' Hyd No. 2
2 3 4 5 6 7 8 9
'%- 0.00
10
Time (min)

Hydrograph Report

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ydrograp
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on for AutoCAD® Civil 31D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Wet Pond 4 Routed
' Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Wet Pond 4 Post Development
Reservoir name = Wet Pond 4

' Storage Indication method used. Wet pond routing start elevation = 406.00 ft
i
Q (cfs)
30.00 -
25.00 -
' 20.00
' 15.00
10.00
5.00
' 0.00
0 120
' Hyd No. 3
Wet Pond 4 Routed
Hyd. No. 3 -- 10 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Jun 10, 2009
= 0.539 cfs
= 10 min
= 8,851 cuft
= 407.43 ft
= 15,803 cult
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0 00
240 360 480 600 720 840 960
Hyd No. 2 11H]111 k Total storage used = 15,803 cuft
1080
Time (min)
I
1

1
1

0
1

1
1
1

1
1
1

Hyd rog ra p h Summary Re pHydrraf1'ow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 Rational 16.50 1 10 9,899 ------ ------ ------ Wet Pond 4 Pre Development
2 Rational 39.77 1 5 11,932 ------ ------ ------ Wet Pond 4 Post Development
3 Reservoir 1.700 1 10 11,918 2 407.85 18,758 Wet Pond 4 Routed
Wet Pond 4.gpw Return Period: 100 Year Wednesday, Jun 10, 2009
I Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
' Hyd. No. 1
Wet Pond 4 Pre Development
' Hydrograph type = Rational
Storm frequency = 100 yrs
Time interval = 1 min
' Drainage area = 5.700 ac
Intensity = 8.270 in/hr
IDF Curve = Raleigh.IDF

Wednesday, Jun 10, 2009
Peak discharge = 16.50 cfs
Time to peak = 10 min
Hyd. volume = 9,899 cuft
Runoff coeff. = 0.35
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Wet Pond 4 Pre Development
Q (cfs) Hyd. No. 1 -- 100 Year
I A" AA
0 2 4 6 8 10 12
' Hyd No. 1
14 16 18
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
-X- 0.00
20
Time (min)

' Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
' Hyd. No. 2
Wet Pond 4 Post Development
' Hydrograph type = Rational
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 7.060 ac
Intensity = 9.713 in/hr
OF Curve = Raleigh.IDF
¦
Wednesday, Jun 10, 2009
Peak discharge = 39.77 cfs
Time to peak = 5 min
Hyd. volume = 11,932 cuft
Runoff coeff. = 0.58
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
Wet Pond 4 Post Development
Q (cfs) Hyd. No. 2 -- 100 Year
0 1 2 3 4 5 6
i Hyd No. 2
7 8 9
Q (cfs)
40.00
30.00
20.00
10.00
-X- 0.00
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Wet Pond 4 Routed
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Wet Pond 4 Post Development
Reservoir name = Wet Pond 4
Storage Indication method used. Wet pond routing start elevation = 406.00 ft.
Q (cfs)
AA AA
Wet Pond 4 Routed
Hyd. No. 3 -- 100 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Jun 10, 2009
= 1.700 cfs
= 10 min
= 11,918 cuft
= 407.85 ft
= 18,758 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
D 60 120 180 240 300 360 420 480 540 600 660 720 780 840
Time (min)
Hyd No. 3 Hyd No. 2 I I I I I I I I I t Total storage used = 18,758 cult
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I Bioretention Underdrain Sizing
1
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Permeability (ft/sec) 4.6296E-05
Factor of Safety 5
n 1.1000E-02
s 5.0000E-03
BR Number Bio Area Q(Cfs) D (RAW) D (w. FOS) Nearest Standard PVC
1 6010 1.39120081 9.012733863 9 6
2 5410 1.25231221 8.664182556 9 6
3 5156 1.193516036 8.509341646 9 6

41*-mULKEY
ENGINEERS & CONSULTANTS
CLIENT SUBJECT.
PROJECT No.
Flow from first inch to Level Spreader (Q,•) = 0.81 cfs
Total Flow from System (Q10) = 5.84 cfs
Flow to Bypass system (Q) = 5.03 cfs
HEADWATER DESIGN
Qv =.0437 * 0.6 * d2 * sgrt(z-(d/24))
d = PVC outlet pipe diameter (try) 6"
z = height of weir
z= 1.16' OK
USE = 1.25'
WEIR DESIGN
Assumption for height of water over weir = 1.00'
Q=CW*B*H1.s
CW = 3.33 for sharp-crested weirs
B = width of weir (solve for)
H = Height assumption
B = 1.51'
Say 1.5' for width
Use Standard 24" x 36" precast box
Minimum height of box (without lid)= 4.00
Calculation Sheet
Page OF
Prepared By Date _
Reveiewed By Date_
Values to be input by user
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' Calculation Sheet
' M U L K E Y
ENGINEERS & CONSULTANTS

CLIENT SUBJECT
' PROJECT No.

Flow from first inch to Level Spreader (Q1•) = 1.08 cfs
' Total Flow from S
stem (Q
) = 7
f
83
y
10 .
c
s
' Flow to Bypass system (Q) = 6.75 cfs
HEADWATER DESIGN
' Q1. =.0437 * 0.6 * d2 * sqrt(z-(d/24))
' d = PVC outlet pipe diameter (try)
z = height of weir 6"

' z= 1.46' OK
USE= 1.50'

WEIR DESIGN
' Assumption for height of water over weir = 1.0'
t Q=CW*B*H1.5
CW = 3.33 for sharp-crested weirs
' B = width of weir (solve for)
' H= Height assumption
B= 2.03'
' '
Say 2
for width
' Use Standard 24" x 48" precast box
Minimum height of box (without lid)= 6.00

Page OF
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Sediment Basin Design
SB-1
Skimmer Basin Sizing
' (Reference: Erosion and Sediment Control Planning and Design Manual)
Project and Project Number = DHHS Laboratory 2007.096
Skimmer Basin ID = SB-1
Location of Skimmer Basin = Western edge of property
' Drainage Area description to sediment trap
Disturbed earth (this project) = 5.11 AC @ c= 0.50
' Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, grassy areas = 0.00 AC @ c= 0.30
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 5.11 AC @ c= 0.50
t Required desion aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
' Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 9198 CF
' Key aspects of sediment trap as desianed
' Design dimensions for sediment trap based on required sediment storage amount =_>
Sediment storage depth needed = 2.0 ft
Surface area required = 5995 SF (325 SF/cfs of Q10)
' Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 110.00 ft (measured at bottom of trap)
Sediment trap width = 55.00 ft (measured at bottom of trap)
' Surface area provided = 6050.00 SF OK
Sediment storage volume provided = 12100.00 CF OK
Sediment trap required dimensioning for flood passage =_>
' ** Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
** Pass Qio over weir with max. depth of flow over weir = 0.5 ft.
' Length of spillway required (max. depth of flow= 0.5 ft.) __>
Regional ten year storm intensity, 110= 7.22 in/hr Using Kirpich Eq. To find Tc
Qio = 18.45 cfs
' Weir length = 18.0 ft
Depth of flow for this weir length = 0.49 ft
Resultant depth to top of berm = 4.49 ft
' Final minimum dimensions for sediment trap
Depth to top of berm = 4.5 feet
Depth to crest of spillway = 3.0 feet
Sediment Storage Depth = 2.0 feet
' Length = 110 feet
Width = 55 feet
Length of Weir = 18.0 feet (minimum)
Note: Sediment trap dimensions given (le ngth and width) are dimensions for
the bottom of the sediment trap.
1
SB-2
Skimmer Basin Sizing
(Reference: Erosion and Sediment Control Planning and Design Manual)
Project and Project Number = DHHS Laboratory 2007.096
Skimmer Basin ID = SB-2
Location of Skimmer Basin = Northern edge of property
Drainage Area description to sediment tray
Disturbed earth (this project) = 2.61 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, grassy areas = 0.00 AC @ c= 0.30
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 2.61 AC @ c= 0.50
' Required design aspects of sediment trap
Required sediment volume of trap =_>
' The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 4698 CF
' Key aspects of sediment trap as designed
' Design dimensions for sediment trap based on required sediment storage amount =_>
Sediment storage depth needed = 2.0 ft
Surface area required = 3062 SF (325 SF/cfs of 010)
' Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 80.00 ft (measured at bottom of trap)
Sediment trap width = 40.00 ft (measured at bottom of trap)
' Surface area provided = 3200.00 SF OK
Sediment storage volume provided = 6400.00 CF OK
Sediment trap required dimensioning for flood passage =_>
' ** Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
** Pass 010 over weir with max. depth of flow over weir = 0.5 ft.
t Length of spillway required (max. depth of flow = 0.5 ft.) __>
Regional ten year storm intensity, 1,0 = 7.22 in/hr Using Kirpich Eq. To find Tc
' o,e =
Weir length = 9.42 cfs
10.0 ft
Depth of flow for this weir length = 0.46 ft
Resultant depth to top of berm = 4.46 ft
' Final minimum dimensions for sediment trap
Depth to top of berm = 4.5 feet
Depth to crest of spillway = 3.0 feet
Sediment Storage Depth = 2.0 feet
' Length = 80 feet
Width = 40 feet
Length of Weir = 10.0 feet (minimum)
Note: Sediment trap dimensions given (length and width) are dimensions for
' the bottom of the sediment trap.

SB-3
Skimmer Basin Sizing
(Reference: Erosion and Sediment Control Planning and Design Manual)
Project and Project Number = DHHS Laboratory 2007.096
Skimmer Basin ID = SB-3
Location of Skimmer Basin = Southeast corner of site
Drainage Area description to sediment trap
Disturbed earth (this project) = 4.40 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, grassy areas = 0.00 AC @ c= 0.30
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 4.40 AC @ c= 0.50
i Required design aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
' Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 7920 CF
' Key aspects of sediment trap as designed
Design dimensions for sediment trap based on required sediment storage amount =_>
Sediment storage depth needed = 3.0 ft
Surface area required = 5162 SF (325 SF/cfs of Q10)
Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 102.00 ft (measured at bottom of trap)
Sediment trap width = 51.00 ft (measured at bottom of trap)
Surface area provided = 5202.00 SF OK
Sediment storage volume provided = 15606.00 CF OK
Sediment trap required dimensioning for flood passage =_>
** Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
** Pass Q,o over weir with max. depth of flow over weir = 0.5 ft.
I Length of spillway required (max, depth of flow = 0.5 ft.) __>
Regional ten year storm intensity, 110= 7.22 in/hr Using Kirpich Eq. To find Tc
Q,o =
Weir length = 15.88 cfs
15.0 ft
Depth of flow for this weir length = 0.50 ft
Resultant depth to top of berm = 5.50 ft
t Final minimum dimensions for sediment trap
Depth to top of berm = 5.5 feet
Depth to crest of spillway = 4.0 feet
Sediment Storage Depth = 3.0 feet
Length = 102 feet
Width = 51 feet
Length of Weir = 15.0 feet (minimum)
Note: Sediment trap dimensions given (length and width) are dimensions for
' the bottom of the sediment trap.

SB-4

n
L

1
?l

Skimmer Basin Sizing
(Reference: Erosion and Sediment Control Planning and Design Manual)
Project and Project Number = DHHS Laboratory 2007.096
Skimmer Basin ID = SB-4
Location of Skimmer Basin = Eastern edge of property
Drainage Area description to sediment trap
Disturbed earth (this project) = 2.54 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, grassy areas = 0.00 AC @ c= 0.30
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 2.54 AC @ c= 0.50
Required design aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 4572 CF
Key aspects of sediment trap as desioned
Design dimensions for sediment trap based on required sediment storage amount =_>
Sediment storage depth needed = 2.0 ft
Surface area required = 2980 SF (325 SF/cfs of Q10)
Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 40.00 ft (measured at bottom of trap)
Sediment trap width = 80.00 ft (measured at bottom of trap)
Surface area provided = 3200.00 SF OK
Sediment storage volume provided = 6400.00 CF OK
Sediment trap required dimensioning for flood passage =_>
" Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
" Pass Q10 over weir with max. depth of flow over weir = 0.5 ft.
Length of spillway required (max. depth of flow = 0.5 ft.) __>
Regional ten year storm intensity, 110= 7.22 in/hr Using Kirpich Eq. To find Tc
Q10 = 9.17 cfs
Weir length = 10.0 ft
Depth of flow for this weir length = 0.45 ft
Resultant depth to top of berm = 4.45 ft
Final minimum dimensions for sediment trap

Depth to top of berm = 4.5 feet
Depth to crest of spillway = 3.0 feet
Sediment Storage Depth = 2.0 feet
Length = 40 feet
Width = 80 feet
Length of Weir = 10.0 feet minimum

Note: Sediment trap dimensions given (length and width) are dimensions for
the bottom of the sediment trap.

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Skimmer Basin Outlet Flow & Drawdown Time
ID Storage Volume Skimmer size Drawdown Time
SB#1 12100 cf 2.5" 1.9 days
SB#2 6400 cf 2.0" 1.9 days
SB#3 15606 cf 2.5" 2.5 days
SB#4 6400 cf 2.0" 1.9 days
From Faircloth Skimmer Guidelines
Orifice Size Drawdown Rate Max Outlet Flow
2" 3283 cf/day 0.0379977 cfs
2.5" 6234 cf/day 0.0721528 cfs
3" 9774 cf/day 0.1131250 cfs
4" 20109 cf/day 0.2327431 cfs
5" w/ 4" head 32832 cf/day 0.3800000 cfs
6" w/ 5" head 51840 cf/day 0.6000000 cfs
8" w/ 6" head 97978 cf/day 1.1340046 cfs

MAWA
ALM
NCDENk
Permit Number:
(to be provided by DWQ)
O?O? W ATF90G
O -c
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information,
I. PROJECT INFORMATION
Project name DEPARTMENT OF HEALTH AND HUMAN SERVICES STATE LABORATORY
Contact name WARREN SUGG
Phone number 919-858-1811
Date 5/21/2009
' Drainage area number BIORETENTION 1 DRAINAGE AREA
II. DESIGN INFORMATION
Site Characteristics
' Drainage area 127,006 ftz
Impervious area 62,495 ftz
' Percent impervious
Design rainfall depth 49.2% %
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 4.980 ft3/sec
Post-development 1-yr, 24-hr peak flow 9.140 ft3/sec
' Pre/Post 1-yr, 24-hr peak control 4.160 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 5,194.0 ft3
' Volume provided 6,010.0 ft3 OK
Storage Volume: SA Waters
' 1.5' runoff volume
Pre-development 1-yr, 24-hr runoff ft3
ft3
Post-development 1-yr, 24-hr runoff ft 3
Minimum volume required 0 ft3
' Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
t Surface area of the top of the bioretention cell 6,010.0 ft2 OK
Length: 160 ft OK
' Width:
-or- Radius 40 ft OK
ft
Media and Soils Summary
Drawdown time, ponded volume 8.5 hr OK
Drawdown time, to 24 inches below surface 8.8 hr OK
Drawdown time, total: 17.3 hr
In-situ soil:
Soil permeability 2.00 in/hr OK
' Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
' Phosphorus Index (P-Index) of media 18 (unitless) OK
Form SW401-Bioretention-Rev.7 Parts I and II. Design Summary, Page 1 of 2

Basin Elevations
Temporary pool elevation 422.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? N (Y or N)
' Is this a cell with trees/shrubs? Y (Y or N) OK media depth
Planting elevation (top of the mulch or grass sod layer) 421 fmsl
Depth of mulch 4 inches OK
Bottom of the planting media soil 416.67 fmsl
Planting media depth 4.33 ft
Depth of washed sand below planting media soil 0.67 ft
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Y (Y or N)
7 OK
5 OK
1ft
415 fmsl
385 fmsl
30 ft OK
3
3
3 OK
Permit Number:
(to be provided by DWQ)
Y (Y or N) OK
Y (Y or N) OK
938 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
2.08 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X OK
Form SW401-Bioretention-Rev.7 Parts I and II. Design Summary, Page 2 of 2

1

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1

Permit Number:
(to be provided by DWQ)
?OF W ATF9O
?? O Gy
MA Y O T
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name DEPARTMENT OF HEALTH AND HUMAN SERVICES STATE LABORATORY
Contact name WARREN SUGG
Phone number 919-858-1811
Date 5/21/2009
Drainage area number BIORETENTION 2 DRAINAGE AREA
II. DESIGN INFORMATION
Site Characteristics
Drainage area 69,904 ft2
Impervious area 36,600 ft2
Percent impervious 52.4% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 2.699 ft3/sec
Post-development 1-yr, 24-hr peak flow 5.089 ft3/sec
Pre/Post 1-yr, 24-hr peak control 2.390 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 3,078.0 ft3
Volume provided 3,246.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided W
Cell Dimensions
Ponding depth of water 9 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the bioretention cell 5,410.0 ft2 OK
Length: 100 ft OK
Width: 60 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 6 hr OK
Drawdown time, to 24 inches below surface 9.5 hr OK
Drawdown time, total: 15.5 hr
In-situ soil:
Soil permeability 2.00 in/hr OK
Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 18 (unitless) OK
Form SW401-Bioretention-Rev.7
Parts I and II. Design Summary, Page 1 of 2
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Basin Elevations
Temporary pool elevation 408.25 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? N (Y or N)
Is this a cell with trees/shrubs? Y (Y or N) OK media depth
Planting elevation (top of the mulch or grass sod layer) 407.5 fmsl
Depth of mulch 4 inches OK
Bottom of the planting media soil 403.17 fmsl
Planting media depth 4.33 ft
Depth of washed sand below planting media soil 0.67 ft
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 6 OK
What factor of safety is used for sizing the underdrains? (See 5 OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 401.5 fmsl
SHWT elevation 385 fmsl
Distance from bottom to SHWT 16.5 ft OK
Planting Plan
Number of tree species 3
Number of shrub species 3
Number of herbaceous groundcover species 3 OK
Additional Information
Does volume in excess of the design volume bypass the Y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed Y (Y or N) OK
through a vegetated filter?
What is the length of the vegetated filter? 280 ft
Does the design use a level spreader to evenly distribute flow? (Y or N)
Is the BMP located at least 30 feet from surface waters (50 feet if Y (Y or N) OK
SA waters)?
Is the BMP located at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access Y (Y or N) OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system) 0.98 ft/sec OK
Is the area surrounding the cell likely to undergo development in N (Y or N) OK
the future?
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81nches gravel followed by 3-5 ft of grass)
Grassed Swale X OK
Forebay
Other
Permit Number:
(to be provided by DWQ)
Form SW401-Bioretention-Rev.7 Parts I and H. Design Summary, Page 2 of 2
Permit Number:
(to be provided by OWQ)
1 47A
WDENR
O
?TF9OG
1I?0F INA
O liii? -c
' STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
' This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
' Project name DEPARTMENT OF HEALTH AND HUMAN SERVICES STATE LABORATORY
Contact name WARREN SUGG
Phone number 919-858-1811
' Date 5/21/2009
Drainage area number BIORETENTION 3 DRAINAGE AREA
II. DESIGN INFORMATION
Site Characteristics
Drainage area 114,565 ft2
Impervious area 62,144 ft2
Percent impervious 54.2% %
1 Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
' 1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 4.430 ft3/sec
' Post-development 1-yr, 24-hr peak flow 8.620 ft3/sec
Pre/Post 1-yr, 24-hr peak control 4.190 ft3/sec
Storage Volume: Non•SA Waters
Minimum volume required 5,155.0 ft3
' Volume provided 5,449.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
' Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
' Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 6,376.0 ft2 OK
Length: 105 ft OK
' Width:
-or- Radius 53 ft
ft OK
Media and Soils Summary
Drawdown time, ponded volume 9.3 hr OK
' Drawdown time, to 24 inches below surface 8.8 hr OK
Drawdown time, total: 18.1 hr
In-situ soil:
Soil permeability 2.00 in/hr OK
' Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
' Phosphorus Index (P-Index) of media 18 (unitless) OK
Form SW401-Bioretention-Rev.7 Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 406.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? N (Y or N)
Is this a cell with trees/shrubs? Y (Y or N) OK media depth
Planting elevation (top of the mulch or grass sod layer) 405 fmsl
Depth of mulch 4 inches OK
Bottom of the planting media soil 401.67 fmsl
Planting media depth 3.33 ft
Depth of washed sand below planting media soil 0.67 ft
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 7 OK
What factor of safety is used for sizing the underdrains? (See 5 OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and

the bottom of the cell to account for underdrains 1 ft
Bottom of the cell required 400 fmsl
SHWT elevation 385 fmsl
Distance from bottom to SHWT 15 ft OK
Planting Plan
Number of tree species 3
Number of shrub species 3
Number of herbaceous groundcover species 3 OK
Additional Information
Does volume in excess of the design volume bypass the

bioretention cell? Y (Y or N) OK
Does volume in excess of the design volume flow evenly distributed

through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 180 ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if

SA waters)? Y (Y or N) OK
Is the BMP located at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access
Y
to a public Right of Way (ROW)? (Y or N) OK
Inlet velocity (from treatment system) 2.66 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in
the future? N (Y or N) OK
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale X OK
Forebay
Other
Form SW401-Bioretention-Rev.7 Parts I and II. Design Summary, Page 2 of 2
1
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Permit No.
(to be provided by DWQ)
T o??F W a 7-`c9pG
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name DEPARTMENT OF HEALTH AND HUMAN SERVICES STATE LABORATORY
Contact person WARREN SUGG, PE
Phone number 919-858-1811
Date 5/21/2009
Drainage area number WET POND 1 DRAINAGE AREA
II. DESIGN INFORMATION
Site Characteristics
Drainage area 307,557 ftz
Impervious area, post-development 118,229 ftz
% impervious 38.44 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
' Temporary pool elevation
Permanent pool elevation
SHAFT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
' Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
' Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
1
I Forth SW401-Wet Detention Basin-Rev.6-220/09
10,149 ft3 OK
10,949 ft3
OK, volume provided is equal to or in excess of volume required.
_ ft3
_ ft3
_ ft3
0 ft3
ft3
(Y or N)
2.9 in
0.35 (unitless)
0.58 (unitless)
4.82 in/hr OK
7.70 ft3/sec
19.73 ft3/sec
12.03 ft3/sec
407.75 fmsl
406.00 fmsl
fmsl
406.50 fmsl
405.50 fmsl
403.00 fmsl
402.00 fmsl
1.00 it
(Y or N)
fmsl
Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by OWQ)

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 7,429 ft2
Area REQUIRED, permanent pool 4,183 ft2
SAIDA ratio 1.36 (unitless)
Area PROVIDED, permanent pool, Aperm, wi 4,904 ft2 OK
Area, bottom of 1 Oft vegetated shelf, Abot_ehelf 1,847 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abotyond 488 ft`
Volumes
Volume, temporary pool 10,949 ft3 OK
Volume, permanent pool, VPermyooi 8,129 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,291 ft3
Forebay % of permanent pool volume 52.8% % Insufficient forebay volume.
SA/DA Table Data
Design TSS removal 85 %
Coastal SAIDA Table Used? N (Y or N)
MountainlPiedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 1.36 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) (Y or N)
Volume, permanent pool, Vpenpool 7,129 ft' Insufficient. Does not equal data previously entered.
Area provided, permanent pool, Ape,n-pool 4,904 ft2 OK
Average depth calculated 1.45 ft OK
Average depth used in SAIDA, d.„ (Round to nearest 0,5ft) 4.0 ft Insufficient. Check calculation.
Calculation option 2 used? (See Figure 10-2b) (Y or N)
' Area provided, permanent pool, Apermpool 4,904 ft' OK
Area, bottom of 1 Oft vegetated shelf, Abot_sheu 1,847 ft2 OK
Area, sediment cleanout, top elevation (bottom of pond). Abotyond 488 ft2 OK
' "Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 2.50 ft OK
Average depth calculated 1.58 ft OK
Average depth used in SAIDA, de,„ (Round to nearest 0.5ft) 2.0 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 3.00 in
Area of orifice (if-non-circular) in2
' Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 1.75 ft
Drawdown through weir? N (Y or N)
' Weir type (unitless)
Coefficient of discharge (CW) (unitless)
Length of weir (L) ft
Driving head (H) ft
' Pre-development 1-yr, 24-hr peak flow 10.00 ft3/sec Insufficient pre-development peak flow.
Post-development 1-yr, 24-hr peak flow 9.00 ft3/sec OK
Storage volume discharge rate (through discharge orifice or weir) 0.10 ft3/sec
Storage volume drawdown time 2.35 days OK, draws down in 2-5 days.
' Drawdown time varvinq from expected value by more than a half dav.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
' Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3.1 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
' Freeboard provided 1.7 ft OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies

Form SW401-Wet Detention Basin-Rev.6-2/20/09 Parts I. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
-Ilo 1. Plans (1" - 50' or larger) of the entire site showing:
f - Design at ultimate build-out,
- Off-site drainage (if applicable),
Parr646 - Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
' - Pretreatment system,
- High flow bypass system,
- Maintenance access,
' - Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
4.lrA. S c -[ 102 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
.Al 3. Section view of the wet detention basin (1" = 20' or larger) showing:
' - Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
- Inlet and outlet structures.
1 It 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
I?fey'5 c ES. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
' to verify volume provided.
c-11o tt 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
' i.1wS C°' 7. The supporting calculations.
1fe&ALDED 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A co of the deed restrictions if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
1
I Form SW401-Wet Detention Basin-Rev.6-2/20/09 Part III. Required Items Checklist, Page 1 of 1
Permit No:
(to be assigned by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
G-I IoZ
}
PaG?4E
W" CA-021
iti rI C--qllL
W A45 4
0 ?-suers
JIsLr'ti? .- -Ull
'? 666
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers (ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean.sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. An assurance that the installed system will meet design specifications upon initial operation once the
project is complete and the entire drainage area is stabilized.
6110 7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
cAdle-
15 8. The supporting calculations (including underdrain calculations, if applicable).
1!R((?ifQ 9. A copy of the signed and notarized inspection and maintenance (I&M) agreement,
10. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7
Part III, Page 1 of 1

Permit Number:
' (to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
1
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
' log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
' The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.

1

1
h
L
This system (check one):
® does ? does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential roblem: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

1
1
1

1

1

1

1

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
1 Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
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 303 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 304 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 306
Sediment Removal .304 Pe anen
-------------- -- Volume
Bottom Elevatio 303 -ft Min.
Sediment
Storage
FOREBAY
Pool
Sediment Removal Elevation 303 Volume
--------------------------------------------*------
Bottom Elevation 302 2 1-ft M n
Sedimer
Storage
MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

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1
1
1

1
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: NC Department of Health and Human Services New State Lab & MEO
BMP drainage area number: _4
Print name: Rick
Title: Director - Central Regional Maintenance
Addres
Phone:
Signah
Date: (p - /5 - o Y
' 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, 0 16L lw , a Notary Public for the State of
bt4N P Ckr? Itia- , County of ?5oh r)S+o?? , do hereby certify that
t ?tr I?-I?PY personally appeared before me this
day of Sun p , c9QOq , and acknowledge the due execution of the
' forgoing wet detention basin maintenance requirements. Witness my hand and official

1

C,
1

seal,
C.
-- P
SEAL

My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

t
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1
1

1

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or Swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
Swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4

1
1
1
1
1
k
r

C

t

P
1

BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 Of 4
1
Permit Number:
' (to be provided by DWQ)
t I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
1
I
1

1
1
1
1
C

1
I
1

Project name: NC Department of Health and Human Services New State Lab & MEO
BMP drainage area number:
Print name: Rick Stogner
Title: Director - Central Regional Maintenance
Addre
Phone
Signat
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, I er (? Y1? , a Notary Public for the State of
C? rf C CI Y b t n , County ofd do hereby certify that
?CK `)Apq h p r! personally appeared before me this
day of c kl1 p q , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
IfIII#,.
C. 0
- A#
COON
SEAL
CV
My commission expires j udu
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4

1

1
1

1

1

1

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem-
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or Swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
a licable .
Form SW441-Bioretention O&M-Rev.3 Page 1 of 4

1

1
1

1

G

1

BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4

L
L
1
1
1
1

1

E
1
1

BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
1

Project name: NC Department of Health and Human Services New State Lab & MEO
I acknowledge and agree by my signature below that I am responsible for the
' performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or,prior to any changes to the system or responsible party.

L
J

1
1

BMP drainage area number:
Print name: Rick Stogner
Title: Director - Central Regional Maintenance
Addres
Phone:
Signati
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I
A?.? , a Notary Public for the State of
Countyof Zbhn--?4yn , do hereby certify that
o_ e personally appeared before me this 1S
day of ?Joko\o- , ;.?,Mq , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
Permit Number:
(to be provided by DWQ)
' 0ct?P? 10" VFW'
SUB L1G 20
0? COVN
' SEAL
1

My commission expires
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
' Permit Number:
(to be provided by DWQ)
' Drainage Area Number:
Bioretention Operation and Maintenance Agreement
' I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
' corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
' Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
' weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
' - Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
' After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.

1
1
J
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or Swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
a licable .
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4

1
1
1
1
1
1

1
1

t
1
1

BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
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BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
I Form SW401-Bioretention O&M-Rev.3 Page 3 Of 4
i
Permit Number:
' (to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
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Project name: NC Department of Health and Human Services New State Lab & MEO
BMP drainage area number:
Print name: Rick Stogner
Title: Director - Central Regional Maintenance
Address: 3601 Mail Service Centor, Raleigh, NC 27699-3601
Phone: [phone]
Signature: 6=-ff" lei
Date: '/S - 09,
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, 41 d r?a., C... OV'b, , a Notary Public for the State of
tkw* (!aro Ana.. , County of T41n54nn , do hereby certify that
tC 3 n2r personally appeared before me this I
day of !J (fin e- , OQ? , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
C.
'IJ e L`G 2v
1 CoVN
SEAL
Cde?.?-
My commission expires JiJ U
I Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
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-=-MULKEY
ENGINEERS & CONSULTANTS
Po Box 331 27
RALEIGH, NC 27636
PHONE: 919-B51-1912
FAx: [phone]
LETTER OF TRANSMITTAL
To: NCDENR-DWQ
Cyndi Karoly
Attn: Annette Lucas
401 Permitting Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
Date: August 13, 2009
** HAND DELIVER **
Re: DWQ Project # 09-0411
DHHS State Lab for Public Health & Med
Examiner's Office
I am sending you the following item(s):
Job No.: 2007096.00
COPIES DATE NO. DESCRIPTION
5 Response to Request for more information
Calculations associated with Response to Request for
5
more information
Revised plan sheets (C1102, C1 102a, C1 102b, &
5
C1 102c)
These are transmitted as checked below:
? As requested ® For your use
® For approval ? For Signatures
? For review and comment ?
Remarks:
Please let me know if there are any questions or comments. You can contact me at/919) 858-1 11 or
[e-mail]. Thank you for your time and assistance.
Copy to: Signed:
Warren M. Su
Project Engineer
MULKEY
ENGINEFRE & CONSULTANTS

' August 13, 2009
North Carolina Department of Environment & Natural Resources
Division of Water Quality
' Cyndi Karoly, Regional Office Supervisor
401 Oversite/Express Review Permitting Unit
2321 Crabtree Blvd
' Raleigh, North Carolina 27604
Subject: Response to July 22, 2009 Request for More Information
DWQ Project # 09-0411
' State Laboratory For Public Health and Medical Examiner's Office

' Response to Request for More Information
Mrs. Karoly:
Mulkey Engineers and Consultants is serving DHHS as the site/civil for the above reference project.
Below we have provided the formal response to the request for more information by your office.
Please find these responses along with the associated and included documentation to verify the
' responses.
' 1. As listed in the Required Items Checklist, please provide plan details for the beretention cells
at a scale of 1"=20'.
Response: Plan Sheet C1 102b & c have been provided to show both plan and profile of each
bi
i
' oretent
on cell at the appropriate scales.
2. Please specify provide a large diagram of the bioretention cross-section

' .
Re
Pl
Sh
C1102 i
sponse:
an
eet
s the construction plan sheet and C1 102c has the large
diagram of the bioretention cross section in detail while C1120b & c gives each bioretention
' in plan and profile at a large scale.
3. Please re-design the outlet of the proposed Wet Detention Pond to protect against erosion
in the riprapian buffer. The DWQ suggest extending the discharge pipe to discharge
' stormwater to a flatter area. In addition, please provide a dissipater pad with supporting
calculations to show that the flow will be maintained at a non-erosive velocity (2 fps or less)
during the peak flow from the 10-year storm.
'
Response: Please refer to plan sheet C1 102a where the outlet pipe from the wet pond was
extended to the flat area to the east of the pond and prior to entering the buffer. The flow
' from the pipe in the 10 year storm is only 0.539 cfs since the pond holds the entire storm
without entering the overflow riser except through the (2) 3" slow draw-down orifices which
will product less than a 1 foot per section velocity in the 10 year storm. A dissipater design
calculations have been provided under this cover and were designed from the NCDENR
' Erosion Control manual. The pad sizing is shown on the plan sheets provided.
1
MULKEY INC. 6750 TRYON ROAD CARY. NC 27511 PO Box 33127 RALEIGH. NC 27636 PH: 919-H51-1912 FAX: [phone] WWW.MULKEYINC.COM
-?-MULKEY
' CALCULATION SHEET PAGEOF
ENGINEERS & CONSULTANTS
CLIENT___' SUBJECT "C 11 <5t ("t"rc Prepared By Date B
?ROJECT No. 2? 7C q- - g c> / ?, Reviewed By )Z,.) Date tr o9
Appendices
3Qo ??
l:
kA
Y
Y?
_N
a
ca
a
0
LO
050
3 5 10 1 -' 50 100 200 500 1000
CPS Frvok'Powb 15 Discharge (ft3/sec)
CVFTNV e0,V`r 1.*W(. 0•53gcFs)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
Rev. 12/93 8.06.3
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Pond Report
Hydraflow Hydrographs Extension for AutoCADS Civil 3DS 2008 by Autodesk, Inc. v6.052 Wednesday, Jun 10, 2009
Pond No. 1 - Wet Pond 4
Pond Data
Contours - Use r-defined contour areas. Conic method used for volume calculation. Begining Elevation = 402.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 402.00 73 0 0
1.00 403.00 880 402 402
2.00 404.00 1,578 1,212 1,614
3.00 405.00 2,364 1,958 3,572
4.00 406.00 4,904 3,557 7,129
5.00 407.00 6,555 5,709 12,838
5.75 407.75 7,429 5,240 18,078
6.00 408.00 7,728 1,894 19,972
7.00 409.00 8,959 8,335 28,307
8.00 410.00 10,245 9,594 37,901
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 12.00 0.00 0.00 0.00
Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 407.75 0.00 0.00 0.00
No. Barrels = 1 2 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 402.00 406.00 0.00 0.00 Weir Type = Riser --- --- ---
Length (ft) = 76.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: ulvert(Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cis cis cfs cis cfs cfs cfs cfs cfs cfs cfs
0.00 0 402.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0
000
1.00 402 403.00 0.00 0.00 --- - - 0.00 --- --- --- --- --- .
0
000
2.00 1,614 404.00 0.00 0.00 -- --- 0.00 --- --- --- --- --- .
0
000
3.00 3,572 405.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
4.00 7,129 406.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
5.00
" 12,838 407.00 0.44 is 0.44 is --- --- 0.00 --- --- --- --- --- .
0
442
5.75 18,078 407.75 0.60 is 0.60 is -- --- 0.00 --- -- --- --- --- .
0
603
6.00 19,972 408.00 5.64 is 0.65 is --- --- 5.00 -- --- --- --- --- .
5
642
7.00 28,307 409.00 36.17 is 0.25 is --- --- 35.92s --- --- --- --- .
36
17
8.00 37,901 410.00 39.84 is 0.12 is --- --- 39.70s --- --- --- --- --- .
39.82
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Hydrograph Return PeriodHy-d?a9bFTyd'i graphs Extension forAutoCAD®Civil 3D®2008byAutodesk,Inc. v6.052
Hyd.
No Hydrograph
t Inflow
H
d Peak Outflow (cfs) Hydrograph
. ype y
(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 Rational ------ 7.702 9.286 -- --- ------- 12.03 ------- ------- 16.50 Wet Pond 4 Pre Development
2 Rational ------ 19.73 23.57 ------- ------- 29.55 ------- ------- 39.77 Wet Pond 4 Post Development
3 Reservoir 2 0.444 0.483 ------- ------- 110.15397
------
-------
1.700
Wet Pond 4 Routed
Proj. file: Wet Pond 4.gpw Wednesday, Jun 10, 2009
1
' Hyd rog ra ph Summary Re ?" NydPafiow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052

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Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1
2 Rational
Rational 12.03
29.55 1
1 10
5 7,217
8,865 ------
------ ------
------ ------
------ Wet Pond 4 Pre Development
Wet Pond 4 Post Development
3 Reservoir 0.539 1 10 8,851 2 407.43 15,803 Wet Pond 4 Routed

Wet Pond 4.gpw Return Peri d: 10 Year Wednesday, Jun 10, 2009
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