20100251 Ver 2_401 Application_20101110

10-ti9,,S1 02.
WITHERS & RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
1410 COMMONWEALTH DRIVE, SUITE 1o1
WILMINGTON, NORTH CAROLINA, 28403
[phone]
FAX [phone]
T0: NC Divison of Water Quality - 4o1 Wetlands Unit
2321 Crabtree Blvd
Raleigh, NC 276o4
WE ARE SENDING YOU
? Shop Drawings
? Copy of Letter
® Attached
? Prints
? Change order
the following items:
? Specifications
COPIES DATE NO. DESCRIPTION
11/30/10 PCN form and associated Attachments with Review Fee Check
11/30/10 Response to Return of Application (9/23/10)
11/30/10 Wetland and Stream Impact Maps 0 x 2 and 11 x 17)
11/30/10 Construction Drawings for BMP's (2 x 6)
11/30/10 Stormwater Management Report (appendix 8 of PCN)
6 11/30/10 0&M Manuals (1 signed, copies)
11/30/10 Harnett Health Hospitals response to Item 1
THESE ARE TRANSMITTED as checked below:
® For approval ? Approved as submitted
? For your use ? Approved as noted
? As requested ? Returned for corrections
? For review and comment ?
? Resubmit copies for approval
? Submit copies for distribution
? Return corrected prints
? FOR BIDS DUE 20 ? PRINTS RETURNED AFTER LOAN TO US
REMARKS: A new review fee has been attached for the submittal. A check in the amount of $240.00
Is attached with the submittal.
N100 0 2010
DENR - WA OJAUTM
BRANCH
COPYTO: File
SIGNED: Loftee Smith
if enclosures are not as noted, kindly notify us at once.
COTTER OF T ° ° NSSW1l TAL
DATE 11/ 30/10 Jos NO. 020 00 0.10
ATTENTION Mr. Ian McMillan
PHONE# [phone]
RE. Bri htwater Medical Complex
Return of Ap plication 1" Submittal
Request for o1 Authorization

? Underseparate cover via _
? Plans ? Samples
? Diskette ?
WITHERS &' RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
November 30, 2010
Mr. Ian McMillan
NC Division of Water Quality
401 Oversight/Express Review Permitting Unit
2321 Crabtree Blvd
Suite 250
Raleigh, NC 27604
Re: Brightwater Medical Complex
DWQ Project # 10-0251
Mr. McMillan:
This letter is in response to the `Return of Application Letter', dated September 23, 2010,
for the Brightwater Medical Complex project.
Our responses to the comments are provided below:
1. Please provide a table of elevations, areas, incremental volumes and accumulated
volumes for the ponds and forebays. This must include rows for key elevations (bottom,
sediment cleanout, permanent pool, temporary pool, etc.).
A table for each BMP that shows the elevation/areas and accumulated volumes has been
revised per our phone conversation, starting at zero and increasing with depth. The table also
includes the temporary pool and top of berm elevation. The table summary is included in the
stormwater management report and on each BMP detail sheet.
2. Additional items shown within the pond profile.
The temporary pool elevation is shown and each item within the BMP cross section includes
the associated elevation.
3. The average depths provided are less than the required minimum of 3 feet. This depth
cannot include the 1' of sediment storage. Please revise the ponds to provide the
minimum depth or more. Please correct the errors in the calculation of average depth
in your resubmittal.
A more detailed average depth summary has been included in the stormwater management
report. The sheet labeled `Average Depth Calculator' includes options 1 & 2, the input
values used, and equations.
1410 Commonwealth Drive, Suite ioi Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenel.com
WITHERS &- RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
4. Planting plans for the ponds must be provided on the plans as per 10.3.7 of the BMP
manual.
Additional planting details have been added to sheets SW5.1 and SW5.2. The sheets include
planting locations for each BMP.
5. Please provide the drawdown calculations for each pond.
The drawdown calculations were expanded. The calculations can be found within the
stormwater management report on separate sheets for each BMP.
6. Please provide a soils test based on in-field borings conducted in the footprint of the
proposed wet detention ponds to document the SHWT elevation. Liners may be
required if it is well below the permanent pool elevations. See also 10.3.2 of the BMP
manual.
A soil evaluation report has been included in the stormwater management report, section IX.
A table summary for each BMP is included in the report provided by S&EC. The SHWT
elevation has been added to each BMP detail sheet in table form and within the BMP cross
section.
7. Please show details of all the pond outlets and associated energy dissipation.
The dissipator pad design and sizing is included on each BMP detail sheet, within the BMP
cross section and shown within the plan view.
8. Per the BMP manual the emergency spillway must be hardened with concrete, rip-rap
or other appropriate material
Section VII within the stormwater management report includes calculations for the root
reinforcement mat and the manufacture data.
Harnett Health Hospitals Comments:
We have attached the requested information for the Harnett Health Hospitals that has been
provided by Mulkey Engineers for inclusion with this submittal to address their outstanding
comments.
Please call if you have any questions or need any additional information.
Sincerely,
oftee Smith
Vice President
1410 Commonwealth Drive, Suite 101 Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenet.com
Permit Number:
(to be provided by DWQ)
Drainage Area Number: gm? 3
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not 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 problem: 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. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page I of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: g m P 3
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.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 6 M P 3
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 4.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fall in the blanks)
0 Permanent Pool Elevation 167.50
n Pool
Sediment Removal . 164.00 Aeane-
- - - - - -- - - - - - - - - ume Sediment Removal Elevation 163.00 Volume
-------------------------------------------- ------
ottom E evatio 163.00 in.
Sediment Bottom Elevation 162.00 1-ft n
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
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:Brightwater Science and Technology Park
BMP drainage area number:BMP 3
Print name:Johnson Tilghman
Title:Harnett Forward Together Committee Chairman
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, G +keA a Notary Public for the State of
-? • , County of -?ru , do hereby certify that
ahL'fi?;)d ? i l NrtV3IIJ personally appeared before me this 2q
day of "eAN&W , Ok O , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,

4
u -
U;
ar?
Av B` \Of
`

SEAL
My commission expires
3-22-iZ
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Address:P.O. Box 1270
Permit Number:
(to be provided by DWQ)
Drainage Area Number: ? P
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does V"71 does \j 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 problem: 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. approximately six inches.
Form SW401-Wet Detention Basin OR M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: VS M P k
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.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: ?3 M P I
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 4.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 168.50
Sediment Removal VL164.5050 Pe manen Pool
------------ Volume Sediment Removal Elevation 164.50 ottom E eva-ft Min.
-------------------------------------------- ------
Sediment Bottom Elevation 163.50 1-ft 4n.
Storage Sediment
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
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: Bri ghtwater Science and Technology Park
BMP drainage area number:BMP I
Print name:Johnson Tilghman
Title:Hamett Forward Together Committee Chairman
Address:P.O. Box 1270
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.
1, E+h e k M . Z a Notary Public for the State of
N -C • , County of V-6r1 2 , do hereby certify that
_?5 1 i ?l rY?dt? personally appeared before me this
day of and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, 0?
®Yd ??.
B 0C),
SEAL
My commission expires
3Z.Z.- l z
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 13M Q Z
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not 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 problem: 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- approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: ?? M 1P Z
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.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of '4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: t3 M PL
BMP element: Potential problem: How I will rernediate 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 4.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 161.50
t
158.00 Pe anen\
----------------Y-, Volume
157.00 ft Min.
ediment
Storage
FOREBAY
Pool
- Sediment Removal Elevation 157.00 Volume
Bottom Elevation 156.00 1-ft l?
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page') U4
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:Brightwater Science and Technology Park
BMP drainage area number:BMP 2
Print name:Johnson Ti
Title:Harnett Forward Together Committee Chairman
Address:P.O. Box 1270
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, 64e\M. CJ?? ?.? , a Notary Public for the State of
. L . , County of 4?Artse , do hereby certify that
--1 , j
personally appeared before me this Z
day of ?1??, 20 10, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
f ,+ ®t
w t.L
SEAL
My commission expires 3-2--2-- la (2012?ErCZ
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 9M P L?
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does V\j 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 problem: 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 unti l it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 13M P LA
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.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
?? p
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 4.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 158.50
Sediment Removal F . 155.00 YPe anenPool
- - - - - - - - - - - - - - Volume Sediment Removal Elevation 154.50 Volume
-------------------------------------------- -----
Bottom E e atio 154.00 t Min.
Sediment Bottom Elevation 153.50 1-ft -r
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401 -Wet Detention Basin O&M-Rev.4 Page 3 of 4
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:Brightwater Science and Technology Park
BMP drainage area number:BMP 4
Print name:Johnson Tilghman
Title:Harnett Forward Together Committee Chairman
Address:P.O. Box 1270
Phon,
Signz
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.
a Notary Public for the State of
. C_ . , County of 46V Ke4- , do hereby certify that
4 personally appeared before me this 2LJ
day of OA®, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, 4U lk?

U
?
. ?iFTT COV4"
SEAL
My commission expires
3 -22-12
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: r3 A p I
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does V"7 does \1 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 problem: 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. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 COPY Page l of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: CS 61 P ?
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.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 1'3 M P 1
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 4.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
0 Permanent Pool Elevation 168.50
Sediment Removal . 164.50 Pe anen Pool
----------------- Volume Sediment Removal Elevation 164.50 Volume
--------------------------------------------
Bottom Elevatio 163.50 -ft Min.
Sediment Bottom Elevation 163.50 1-ft Storage Sedime
Stora,ye
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
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:Bri ghtwater Science and Technology Park
BMP drainage area number:BMP 1
Print name:Johnson T
Title:Harnett Forward Together Committee Chairman
Address:P.O. Box 1270
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.
a Notary Public for the State of
County of V6r do hereby certify that
lr1?s.'?? 1 ?flr?dt? personally appeared before me this
day of K?CUe` 60/ , I 0, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, 64uuk Lt`
U?
SEAL
My commission expires 3? - 12-
Form SW401-Wet Detention Basin O : %I-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: [S M P-2-
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not 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 problem: 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
lon , approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: ??ni e Z
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.

Dorm SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 1-9 M f Z
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 4.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 161.50
Sediment Removal 158.00 Pool
Sediment Removal Elevat
ion 157.00 - - - - - - - olume
- - - - - - - - - - - 1;2
Bottom Elevatior 157.00 ------------------------------------- -Bottom Elevation 156.00 1-ft r
Storage Sedimei
Storage
FOREBAV MAIN POND
Form SW401-Wet Detention Bann O&M-Rev.4 Page 3 o1'4
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:Brightwater Science and Technology Park
BMP drainage area number:BMP 2
Print name:Johnson Tilghman
Title:Harnett Forward Together Committee Chairman
Addre:
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, &+ he\ M . 3(( Q -z3? _,a Notary Public for the State of
M,C . , County of ?6Y Qe4 , do hereby certify that
kt ?qVrvo?,S personally appeared before me this 7`
day of 1U;h ea/, 2010, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, , t`?
f<
k?t1'r
4C) r
SEAL
My commission expires 3-2-2-` ?Q, (Zoa2 em3
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: CAM a 3
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? 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 problem: 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. approximate) six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: g m P -3
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.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: s m P 3
BMP element: Potential problem: How I will rernediate 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 4.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
Bottom
17 Permanent Pool Elevation 167.50
164.00 Pe anen Pool
- - - - - - - - - - - - - - - - - Volume Sediment Removal Elevation 163.00 Volume
-------------------------------------------- ------
i 163.00 -ft Min.
Sediment Bottom Elevation 162.00 1-ft n
Storage Sedimet
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
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:Brightwater Science and Technology Park
BMP drainage area number:BMP 3
Print name:Johnson Tilghman
Title:Harnett Forward Together Committee Chairman
Address:P.O. Box I
Phone:
Signature:
Date: 2-LA
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.
(V\ a Notary Public for the State of
-? • , County of ? LY-t- e , do hereby certify that
?. 1 4roa tJ personally appeared before me this 2q
day of "eVV\)be4,' , '2010, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
01 A
U_
SEAL
My commission expires
3-22-1Z
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 9 M P L~
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does V1'7'1 does N 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 problem: How I will rernediate 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. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: MM P LA
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 s ra in .
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.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: B m p
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 4.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fall in the blanks)
17 Permanent Pool Elevation 158.50
Sediment Removal F.. 155.00 Pe anen Pool
-------------- -- Volume Sediment Removal Elevation 154.50 Volume
---
-------------------------------------------- L_f.?t
Bottom Ele\ atio 154.00 -ft Min.
ediment Bottom Elevation 153.50 n
S
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401Wet Detention Basin O&M-Rev.4 Page 3 of 4
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:Brightwater Science and Technology Park
BMP drainage area number:BMP 4
Print name:Johnson Tilghman
Title:Harnett Forward Together Committee Chairman
Address:P.O. Box 1270
Phon
Sign
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, E+V\eA M, a Notary Public for the State of
C , County of Hdy KseJc - , do hereby certify that
3phrs l + ? h personally appeared before me this
day of t kuer k1 , O kO, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
0 -TA/
U B
FTT COVE,
SEAL
My commission expires 5-2-2--12-
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Io - oasc u 2,
WITHERS RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
November 18, 2010
NC Division of Water Quality
401 Wetlands Unit ?lO l i ?a
2010
Y e
Attn: Mr. Ian McMillan
1650 Mail Service Center DENR-
Raleigh, NC 27699-1650 RM&CS SIT DUALITY
AND ORWATEj DRM M
Re: Brightwater Medical Complex - NWP 39 - Request for 401 Authorization
USACE AID#: 2008-01392
W&R Project Number - 02090050.10
Dear Mr. McMillan:
On behalf of the Harnett County Department of Public Utilities, we are requesting 401 authorization for
219 if of stream impacts and 0.35 acres of wetland impacts associated with the construction of the
Brightwater Medical Complex. The proposed wetland and stream impacts are necessary for construction of
the internal access roads and associated infrastructure. There are no wetland and/or stream impacts
proposed for lot fill.
The project is approximately 129 acres, and is located southeast of the intersection of US Hwy 401 and
Matthews Road, at Latitude 35.423617°N, and Longitude 78.812361°W, in Lillington, Harnett County,
North Carolina. The project is located in the Cape River Basin and surface waters on-site flow into Neills
Creek, a tributary to the Cape Fear River. The Water Quality Classification for the Cape Fear River is
"WS-IV", the Stream Index Number is: 18-16-(0.7), and the Cataloging Unit for the site is 03030004.
Project Purpose
The proposed project consists of a mixed-use medical complex that will contain a hospital, medical
treatment offices, medical research facilities, a hotel and mixed-use retail/commercial area. The goal of the
project is to provide a self-supporting medical complex that will contain all services needed for the patients,
families of the patients and medical staff onsite.
The proposed hotel will provide onsite lodging for the families of patients during an extended stay in the
hospital. The mixed-use retail/commercial will contain a pharmacy (CVS, Kerr Drugs, etc), office space
and restaurants. The purpose of the mixed-use retail is to provide services needed by medical staff, patients
and families of patients within the proposed project.
The project has been designed to provide interconnectivity within the development so that medical staff,
patients, employees, etc can travel within the site to have lunch, pick up a prescription, and attend doctor
appointments without having to travel on US Hwy 401 of NC Hwy 210, thereby making it safer for patients
and staff to move about the complex. This will help to prevent congestion on US Hwy 401 and NC Hwy
210 as a result of traffic within the medical complex. The interconnectivity of the site is also critical for
allowing ease of travel for medical staff and emergency medical personnel. By having multiple access
points to the main roads within the medical complex, medical personnel will be able to respond more
quickly to medical emergencies.
The proposed project represents a major economic impact on Lillington, as well as Harnett County and the
surrounding counties. The proposed Brightwater Medical Complex will provide 500+ jobs, including 100+
jobs directly in the medical field. The economic impact of this project spans from the jobs created for the
initial construction of the roads and infrastructure to the jobs created to run the retail/commercial
businesses. A letter from Mr. N. Johnson Tilghman, Chairman of the Harnett Forward Together
1410 Commonwealth Drive, Suite ioi Wilmington, North Carolina 28403 tel; 910-256-9277 fax:[phone]
www.withersravenel.com
WITHERS & RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
Committee, explaining the economic impact of the proposed project has been provided as an Appendix to
this application.
Project History
Wetlands were delineated by Maycock Environmental and the wetland survey was signed by Ronnie Smith
with the Corps of Engineers on November 12, 2008. A copy of the signed wetland survey has been
provided as an Appendix to this application.
While conducting a site review of the proposed stream crossings, a mapping error was identified on the
signed wetland survey prepared by Enoch Engineering, P.A. As a result of the mapping error, Encoch
Engineering, P.A. field surveyed the stream locations within the proposed road crossing alignments. The
Corps of Engineers was notified of the mapping errors on the signed wetland survey, and the Applicant is
in the process of revising the wetland survey for verification and signature. Ms. Crystal Amschler with the
Corps conducted a site review to verify the inaccurate stream locations. Due to the short time frames
needed to meet the conditions of the Federal Grants authorized for this project, the final revision to the
wetland survey will be completed after the application review process has been completed. Please note, as
stated below, the impact totals were calculated based on the corrected survey, although the revised final
wetland surveys have not yet been sent to the Corps office for signature.
The proposed wetland and stream impacts were calculated based on the accurate field surveyed location of
the streams and wetlands within the proposed road crossing alignments as provided by Enoch Engineers,
P.A. A copy of the revised field surveyed stream and wetland location has been provided as an Appendix
to this application. W&R has coordinated with the Corps of Engineers and has reached an agreement to
permit the proposed impacts based on the accurate field surveyed locations of the wetlands and streams,
with the understanding that the entire wetland survey would ultimately be revised and re-submitted to the
Corps of Engineers.
The Corps of Engineers issued a NWP 39 for the proposed project on February 24, 2010. A copy of the
Corps NWP 39 has been provided as an Appendix to this application.
Avoidance and Minimization
Prior to the design of the proposed project, the applicant requested that a detailed wetland delineation be
conducted so that impacts to wetlands and streams could be minimized.
In the original site plans, the project would have resulted in 300+ If of stream impacts and 0.5+ acres of
wetland impacts due to the road design and alignment. The proposed road crossings were revised to reduce
the proposed impacts to 219 if of stream impacts and 0.35 acres of wetland impacts. The alignment of the
roads was shifted in order to reduce stream and wetland impacts. The roads were designed to the minimum
width and radii allowable, while still allowing for higher speeds necessary for emergency vehicles to
navigate the site during an emergency. These revisions also included the use of retaining walls to stabilize
fill and reduce the overall footprint of road crossings at Impact Areas C, D and E. Also, bottomless arch
culverts were utilized to avoid stream impacts as Impact Areas B and D. The use of a bottomless culvert
for the road crossing at Area B eliminated the need for stream impacts entirely.
Stormwater Management Plan
The applicant proposes a combination of wet/dry detention ponds that will provide 85% TSS removal, as
per DWQ guidelines. Please note that the stormwater plans have only been finalized for Phase I of the
project. As future Phases are developed, the applicant will submit the stormwater plans under separate
cover for review by DWQ. We are requesting a conditional Stormwater Permit, stating that future
1410 Commonwealth Drive, Suite ioi Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenel.com
WITHERS RAVENEL
ENGINEERS 1 PLANNERS I SURVEYORS
phases/impacts will not be constructed until the SW plans have been reviewed and approved by the NC-
DWQ.
A copy of the Stormwater Management Report has been provided as an Appendix to the PCN.
Mitigation
The proposed mitigation for 219 If of stream impacts and 0.33 acres of wetland impacts will consist of a
combination of offsite preservation and the purchase of mitigation from the Ecosystem Enhancement
Program (EEP).
The offsite preservation will consist of the preservation of 9,170 If of Anderson Creek and 53.1 acres of
adjacent buffer extending 200 If from Anderson Creek within the Anderson Creek Park, located on Nursery
Road in Lillington, Harnett County. The preserved buffer contains approximately 42 acres of wetlands.
The proposed offsite preservation was approved by the Corps of Engineers and was deemed sufficient to
justify a 1:1 ratio for the purchase of stream and wetland mitigation from EEP.
The purchase of stream and wetland mitigation from EEP will be provided in Phases as identified on the
attached phased site plan and in the Mitigation Table below.
Phased Miti ation Table
Phase Impact Area Type of Impact Impact Mitigation
Ratio Required
Mitigation
Phase I Impact Area A Stream 99 if 1:1 99 if
Miti ation for Phase I Stream-198 If
Impact Area A2 Wetland 0.02 acres 1:1 0.02 ac
Stream 120 if 1:1 120 if
Phases II &III Impact Area C Wetland 0.10 ac 1:1 0.10 ac
Impact Area D Wetland 0.05 ac 1:1 0.05 ac
Impact Area E Wetland 0.18 ac 1:1 0.18 ac
Mitigation Total for Phase II & III Stream-219 if,
Wetland-0. ac
Mitigation Total For Entire Project Stream-219 If,
Wetland-0.35 ac
The Acceptance Letters from EEP are specific to Phase I and Phases II & III, as identified in the
table above and have been provided as an Appendix to this application. The mitigation for Phase
I will be provided prior to initiation of authorized impacts for Phase I. The mitigation for Phases
II and III will be provided prior to initiation of authorized impacts within Phase II.
Please feel free to call if you have any questions or require additional information.
Sincerely,
Troy Beasley/
Environmental Scientist
1410 Commonwealth Drive, Suite ioi Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenel.com
WITHERS & RAVENEL
ENGINEERS 1 PLANNERS I SURVEYORS
Attached:
PCN Form
Wetland Impact Plans
Stormwater Management Plans
Appendices:
1) Agent Authorization
2) Letter from Harnett County Forward Together Committee
3) Signed Wetland Survey
4) Revised Field Survey Information
5) Corps issued NWP 39
6) EEP Acceptance Letters (Phased)
7) Conservation Declaration and Conservation Easement Map
8) Stormwater Management Information
9) Site Graphics
1410 Commonwealth Drive, Suite 101 Wilmington, North Carolina 28403 tel: [phone] fax:[phone]
www.withersravenel.com
t o - C) IS I u 9-
O?QF W ATF9OG
I
O 'c
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
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
le. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® 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 ? No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Brightwater Medical Complex
2b. County: Harnett County VU W
2c. Nearest municipality / town: Lillington 0
2d. Subdivision name:
2e. NCDOT only, T.I.P. or state
project no: STOR?gyy?
3. Owner Information
3a. Name(s) on Recorded Deed: Harnett Forward Together Committee
3b. Deed Book and Page No. 02252;0911
3c. Responsible Party (for LLC if
applicable):
3d. Street address: P.O. Box 1270
3e. City, state, zip: Lillington, NC 27546
3f. Telephone no.: 910-893-7575
3g. Fax no.: 910-893-6643
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: Harnett County Dept of Public Utilities
4b. Name: Harnett County Dept of Public Utilities - Steve Ward
4c. Business name
(if applicable):
4d. Street address: P.O. Box 1119
4e. City, state, zip: Lillington, NC 27546
4f. Telephone no.: 910-893-7575
4g. Fax no.: 910-893-6643
4h. Email address:
5. AgentlConsultant Information (if applicable)
5a. Name: Troy Beasley
5b. Business name
(if applicable): Withers and Ravenel
5c. Street address: 1410 Commonwealth Drive, Suite 101
5d. City, state, zip: Wilmington, NC 28403
5e. Telephone no.: 910-256-9277
5f. Fax no.: 910-256-2584
5g. Email address: [e-mail]
Page 2 of 12
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
la. Property identification no. (tax PIN or parcel ID): PIN - 0650-79-1646
1 b. Site coordinates (in decimal degrees): Latitude: 35.423617 Longitude: 78.812361
(DD.DDDDDD) (-DD.DDDDDD)
1c. Property size: ±129.0 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to LIT to Neills Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: WS-IV
2c. River basin: Cape Fear
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 project site currently consists of abandoned agricultural fields and undeveloped woodlands. The land use in the
vicinity of the project site consists of a mixture of commercial (Grocery Stores, Restaurants, Gas Stations, etc) and
municipal land use (Harnett County Sheriffs Dept and Courthouse).
3b. List the total estimated acreage of all existing wetlands on the property:
9.3 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
±4692 If
3d. Explain the purpose of the proposed project:
The purpose of the proposed project is to construct a multi-faceted mixed use medical complex that will provide state of
the art medical care to the residents of Harnett County, a medical research facility and a mixed retail/commercial area, as
well as stimulate the local economy by creating an estimated 500+ jobs in the medical fields and retail/commercial
industry.
3e. Describe the overall project in detail, including the type of equipment to be used:
The proposed project will be a self contained Hospital/Medical Complex. The complex will contain a hospital, pharmacy
school, a drug store, doctor's offices, a hotel and a mixture of retail/commercial businesses. The medical complex is
meant to be self-containing by providing a mixture of services so that patients, family members and staff will have access
to needed services within a short distance without having to travel on nearby major highways (Hwy 401 and 210).
Page 3 of 12
PCN Form - Version 1.3 December 10, 2008 Version
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes ? No ? Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type ? Preliminary ® Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: Maycock Environmental
Name (if known): Robin Maycock Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
The wetland survey was signed by Ronnie Smith with the Corps of Engineers on 11/12/2008. A copy of the signed
wetland survey has been provided as Appendix 3 to this application. Due to mapping errors found in the stream locations
on the signed wetland survey prepared by Enoch Engineers, P.A., the Applicant is in the process of revising the final
wetland map for Corps verification and signature. Due to the mapping errors on the original wetland survey, Enoch
Engineers, P.A. field located the accurate location of the streams and wetlands within the proposed road crossing
alignments. A site visit was conducted by Ms. Crystal Amschler with the Corps on September 29, 2009 to verify the
inaccurate stream mapping. The accurate field surveyed stream locations provided by Enoch Engineers, P.A. are being
utilized for calculation of proposed stream and wetland impacts for this application. The corrections to the stream
locations have been provided as Appendix 4 to this application.
5. Project History
5a. Have permits or certifications been requested or obtained for ® Yes ? No ? Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
NWP 39 issued by Corps of Engineers on February 24, 2010 (AID# SAW-2008-01392), see Appendix 5.
6. Future Project Plans
6a. Is this a phased project? ® Yes ? No
6b. If yes, explain.
The proposed project will be constructed in three Phases. Phase I of the project will consist of the construction of the
entrance road from Matthews Road and a construction road to the hospital site. Phases II and III of the project will
consist of the construction of the remaining infrastructure and buildings. However, all wetland and stream impacts
proposed for the entire project are being permitted as a single and complete project under this application.
Page 4 of 12
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
® Wetlands ® Streams - tributaries ? 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
Impact A2 ® P ? T Fill Headwater Forest E Nos ® Corp 0.02 ac
Impact C ® P ? T Fill Headwater Forest ® Yes
? No ® Corps
® DWQ 0.10 ac
Impact D ® P ? T Fill Headwater Forest ® Yes
? No ® Corps
® DWQ 0.05 ac
Impact E ®P ? T Fill Headwater Forest ® Yes
No
? ® Corps
DWQ
® 0.18 ac
2g. Total wetland impacts 0.35 ac
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)
Impact Al ® P ? T Culvert Installation UT to Cape Fear ® PER
? INT ® Corps
® DWQ 7 99 If
ImpactC ® P ? T Culvert Installation UT to Cape Fear ® PER
? INT ® Corps
® DWQ 7 120 If
3h. Total stream and tributary impacts 219 If
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 individually 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
-
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4E 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
5E 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.
? 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 (T) impact required?
-
61 ?P?T ?Yes
? No
B2 ?P?T ?Yes
? No
B3 ?P?T ?Yes
? No
6h. Total buffer impacts
6i. Comments:
Page 6 of 12
PCN Form - Version 1.3 December 10, 2008 Version
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 proposed project has been designed to avoid and minimize wetland impacts to the greatest extent possible. The initial
plans for the proposed project would have resulted in 300+ If of stream impacts and 0.5+ acres of wetland impacts in order to
facilitate development of the onsite uplands. Through multiple design modifications to the site plan, the proposed site plan will
result in 219 If of stream impacts and 0.35 acres of wetland impacts. The revisions to the site plan include shifting the
alignment of the road crossings, construction of retaining walls to stabilize road fill and installation of bottomless arch culverts
to minimize stream impacts.
All proposed wetland and stream impacts will occur as a result of construction of the access roads to facilitate development of
the onsite uplands and access of the site. Please note that there are no wetland/stream impacts proposed for lot fill. All roads
have been designed to meet the minimum width and radii standards while allowing for the higher speeds necessary for
emergency vehicles to navigate the site during an emergency. All proposed road crossings were designed at the narrowest
point of the wetlands and streams where crossings were needed to access onsite uplands for construction.
In order to minimize wetland impacts, the road crossings at Impact Areas C, D and E have been designed to utilize retaining
walls to stabilize fill. By constructing retaining walls, wetland impacts that would occur from encroachment of back slopes
have been avoided.
The main access roads will be dedicated to NCDOT after construction is complete. Therefore, the roads have been designed
to NCDOT criteria. Specifically, NCDOT requires medians for roads approaching a traffic circle. The road crossing at Impact
Area C was designed to meet NCDOT median requirement, while minimizing wetland impacts through the use of retaining
walls.
Wetland impacts at Impact Area A2 will result from construction of Brightwater Drive and placement of rip-rap below the
stormwater outfall for the hospital site stormwater management system. The rip-rap is necessary to reduce the velocity of out
falling stormwater, providing diffuse flow into the wetlands and preventing erosion and sedimentation of downstream wetlands.
In order to minimize stream impacts, the project has been designed to install bottomless arch culverts at Impact Areas B and
D to avoid stream impacts at these crossings. The bottomless arch culverts will span the entire width of the stream,
preventing any disturbance to the stream bed. By installing a bottomless arch culvert at Area B, the proposed road crossing
will not require any impacts to provide access to the proposed development.
At Impact Area E, the road crossing has been designed with two 60" culverts beneath the road. By installing the culverts
beneath the road, the hydrologic connection between the wetlands on either side of the road will be maintained in the post
development condition. The culverts will convey surface water freely beneath the road during storm events, maintaining the
natural hydrologic regime of the onsite wetlands.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The road crossings at Impact Areas A and C have been designed to install the culverts below the natural grade of the stream
bed to allow for passage of aquatic life during periods of low flow. The stream bed will be armored with rip-rap above and
below the culverts to dissipate energy and prevent scouring and erosion of the stream bed as required by Department of Land
Quality for erosion control measures. The placement of rip-rap upstream of the culvert will prevent undercutting of the culvert
from stream flow and will prevent repeated disturbance of the stream from frequent maintenance of the culvert to repair the
undercutting,
The road crossings at Impact Areas B and D have been designed to avoid stream impacts through use of bottomless culverts
which will span the entire width of the stream, preventing impacts to the stream bed from installation of a standard round
culvert. The bottomless arch culvert shall be built to span the creek with ample width to reduce scour. In the case of the
bottomless culvert to be built at the end of Crested Iris Drive in a future phase, preliminary hydraulic calculations would
indicate the need for a 19' span and 6' of clearance above the creek bed. This pipe arch would be set in continuous
concrete footings which in turn will be placed on concrete or steel piles that will bear directly on rock. Soil borings for a
site adjacent to Crested Iris Drive and opposite the stream, indicate a rock depth of 5' to 8'. A bottomless culvert will
be less than half the cost of a bridge structure and will be structurally sound given the ability to bear on shallow rock.
Since NC DOT does not allow the use of bottomless culverts for NC DOT maintained roads, the bottomless culverts could only
be utilized for the seconds access roads to minimize stream impacts.
Page 7 of 12
PCN Form - Version 1.3 December 10, 2008 Version
The road crossings at Impact Areas C, D and E have been designed to utilize retaining walls to stabilize fill. By using retaining
walls, wetland impacts that would occur from encroachment of back slopes have been avoided.
Also, the installation of the water main to the proposed project, located at Impact Area C, will be installed through a directional
bore beneath the wetlands and stream. The directional bore will enter and exit entirely within uplands, avoiding wetland
impacts necessary for traditional trench and backf ill methods of installing water lines.
During construction, silt fencing will be placed around all construction limits to prevent sediment from escaping the project site
and entering the onsite wetlands and streams.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ® Yes ? No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply): ? DWQ ® Corps
? Mitigation bank
2c. If yes, which mitigation option will be used for this
®Payment to in-lieu fee program
project?
pro
? 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: Phase 1- 99 If; Phase II & III -120 If
4c. If using stream mitigation, stream temperature: ® warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: Phase II & III - 0.35 acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
The mitigation for the proposed wetland and stream impacts will be provided in phases in accordance with the attached
Phased Site Plan. Prior to initiation of impacts proposed in Phase I, the compensatory mitigation for Phase I will be provided.
Prior initiation of impacts proposed for Phase II, the compensatory mitigation for Phase II and III will be provided. The EEP
Acceptance letters, provided as Appendix 6 to this application, are separated in Phases, and each acceptance letter identifies
the specific phase the mitigation is intended for.
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.
The permittee will be utilizing offsite preservation to satisfy mitigation requirements by the Corps of Engineers. The offsite
preservation will consist of the preservation of 9,170 If of Anderson Creek and 53.1 acres of adjacent buffer (200 If buffer)
within the Anderson Creek Park on Nursery Road in Lillington, Harnett County. The proposed preservation area will be
preserved in perpetuity through the recording of a Conservation Declaration and Conservation Easement Map with the
Harnett County Register of Deeds. The offsite preservation was approved by the Corps under the NWP 39 issued for the
project on February 24, 2010. A copy of the Conservation Declaration and Conservation Area Map have been provided
as Appendix 7 to this application.
Page 8 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 ® 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 9 of 12
PCN Form - Version 1.3 December 10, 2008 Version
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 ? 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.
? Yes ? No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 37%
2b. Does this project require a Stormwater Management Plan? ® 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 applicant proposes a combination of wet/dry detention ponds that will provide 85% TSS removal, as per DWQ
guidelines. Please note that the stormwater plans have only been finalized for Phase I of the project. As future Phases
are developed, the applicant will submit the stormwater plans under separate cover for review by DWQ. We are
requesting a conditional Stormwater Permit, stating that future phases/impacts will not be constructed until the SW plans
have been reviewed and approved by the NC-DWQ. A copy of the Stormwater Management Plan has been provided as
Appendix 8 to this application.
? 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? Harnett County
? Phase II
? NSW
3b. Which of the following locally-implemented stormwater management programs ? USMP
apply (check all that apply): ® Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ® No
attached?
The project is being permitted as a conceptual master plan. Therefore, a final
Stormwater Management plan for the entire site has not been completed. We are
requesting a conditional permit, stating that future phases/impacts will not be
constructed until the stormwater plans have been reviewed and approved by the
NC-DWQ. The proposed Stormwater Management Plan has been provided as an
Appendix to this application.
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 roof of approval been ? Yes ? No
Page 10 of 12
PCN Form - Version 1.3 December 10, 2008 Version
attached?
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ® Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ® Yes ? No
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. 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)?
1c. 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:
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 26 .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 proposed project is located within a developed area of Lillington. The proposed project will consist of a self-
sustaining medical complex with all necessary services to support the medical complex. Since this project is located
within an area designated for future commercial development, it is not anticipated that additional development will occur
as a direct result of the construction of the proposed project. Therefore, the proposed project will not result in cumulative
impacts to downstream water quality.
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.
The ultimate treatment methods for wastewater disposal will be provided by Harnett County Department of Public Utilities.
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?
El 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?
W&R reviewed the NC OneMap Viewer GIS website, located at http://www.nconemai).net/Default.asox?tabid=286, to
identify if any potential occurrence of endangered species on or near the proposed project. The review of the GIS
database did not identify and endangered species or critical habitat on the subject property or within 1.0 miles of the
project.
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?
There are no waters designated as Essential Fish Habitat in Harnett County.
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?
During the site visit, there were no structures of historical significance observed.
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 Floodplain Maps

Troy Beasley -r-i
` r
11/18/2010
Withers & Ravenel
Date
Applicant/Agent's Printed Name Applicant/Agent's Signature
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 12 of 12
PCN Form - Version 1.3 December 10, 2008 Version
WITHERS +. RAVEN EL
ENGINEERS 1 PLANNERS 1 SURVEYORS
Site Access/Agent Authorization Form
f i H ?n/ 0l,'1-t ? ..] L.?..S?-f'-+t-?' ? ? v c-?-? n o ? c, to r„-? tom'
Project Name: _
Property Owner/Contract Purchaser: H T G CJ
Address- 10 '7 a i
Po Box /.27Z1
Phone: GI / a d '? 75 ?V
Fax: ! l U 9141 8 a 98
Email: ?nart) C/L c?L ?acr`r? 0 '
I hereby grant Withers and Ravenei, INC permission to conduct environmental
studies on the property described above. In addition, l authorize Withers and
Ravenel to act on my behalf as my agent when conducting site meetings and/or
correspondence (i.e. permit applications etc.) with the USACE and the NC - Division
of Water Quality, if necessary.
Property Owner Al . :T&hr)S-0r1 -T 11
(P - Name) `-7-'
(signature)
r
h Date. ,-' r, j'0'7 g
APPENDIX 2
forward
Mr. Ronnie Smith
US Army Corps of Engineers
Wilmington Regulatory Field Office
69 Darlington Avenue
Wilmington, NC 28403
And
Mr. Ian McMillan
NC Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard
Raleigh, NC 27604
Dear Mr. Smith and Mr. McMillan:
together
COMMITTEE
September 11, 2009
Johnson Tilghman, Chairman
Harnett Forward Together Committee, Inc.
907 South Main Street
Lillington, NC 27546
Harnett County has faced many challenges in the last decade --- the loss of our textile industries, including one
of the largest industrial closings in North Carolina, as well as major changes in agriculture. In response, the
Harnett County leaders and volunteers have worked diligently to develop and implement initiatives to counter
these devastating economic setbacks and to prepare Harnett County to succeed in a new, knowledge-based
economy.
Much has been done to prepare Harnett County to step up its role in this new economy, and the Brightwater
Science and Technology Campus will push us a giant step forward towards securing a more diverse economic
base and employment for our residents.
The ongoing challenge to meeting this goal is to continually evolve and improve one's community product as
industry needs change. Brightwater is such a product. It marries our state's science and technology initiatives
with Harnett County's own resources to attract these businesses along with the knowledge workers they need.
Within the last several years, North Carolina has ranked 7th highest among U.S. states for funding from the
National Institutes of Health (NIH) and 15th among states receiving National Science Foundation (NSF)
funding-funds totaling $2.7 billion. However, without a product on which to focus these dollars, Harnett
County cannot compete.
It is here that the infrastructure is so important to Brightwater's success. This infrastructure is important on
several fronts. First, roads, water and sewer are necessary to build the new 50-bed hospital of Harnett Health
System and create over 100 well-paying healthcare jobs there. In addition, just as infrastructure is key to the
hospital, the hospital is key to the future of the park. Our research and experience with the partnership show
that businesses will simply not relocate to areas without access to health care. A first class healthcare facility
will become an important draw for site-selection decisions in any industry.
Brightwater's economic impact can also spill over into other rural counties. It accommodates a mix of indus-
trial, education, retail and healthcare businesses to create a diversified employment base. People employed in
construction trades will find new opportunities not only as the 128-acre campus fills out, but also to serve new
businesses that grow there to support the campus and those working nearby.
I would also like to share another fact that differentiates Harnett County's project from many other industrial
sites now available. Site plans for Brightwater prioritize the need to enhance the regional beauty of the area,
and so contribute to quality of life issues that we know to be important to well-educated workers. This speaks
not only to the county's focus on raising standards of living but also on improving quality of life for all the re-
gion's citizens.
I have included two exhibits to the correspondence. The first is a narrative further describing the Brightwater
project. The second is a summary of grants received on this project and the very specific time frames within
which we must work to secure the funds. Please note that all grants have been given in anticipation of the hos-
pital's construction commencing in the spring of 2010, opening in summer 2012. Please also note that the
there is a condition required by the US Department of Commerce/ Economic Development Administration,
who provided a $1,000,000 grant, that the project not be advertised for bid until we provide evidence that a
404 Permit has been obtained.
I appreciate your support of our efforts and encourage your approval and support as well. With your support,
Harnett County can begin soon to leverage the significant potential inherent in the new Brightwater Science
and Technology campus.
Sincerely,

N. Johnson Tilghman, Chairman
Harnett Forward Together Committee
907 South Main Street, P.O. Box 1270, Lillington, N.C. 27546
Phone: [phone] Fax: [phone] [e-mail]
Harnett County Exhibit I September 11, 2009
The Briahtwater Science and Technology Campus
The joint project between the Harnett Forward Together Committee (HFTC), Harnett County and
East Central Water and Sewer District will involve the construction of water, sewer and road
(including drainage) improvements to serve the 128 acre Brightwater Science and Technology
Campus. Harnett Health Services (HHS) is the anchor business, having committed to locate a
$50.6 million hospital in the park. Campbell University and Central Carolina Community College,
in partnership with HFTC, is planning the location of a pharmaceutical research/education facility
at the Campus. The Campus, when fully developed, will contain a projected 626,660 sq. ft.
technology/research, 87,600 sq. ft. office/retail and 85,000 sq. ft. hospital space. The project will
create 500 (+) technology/life science and healthcare jobs on the campus and the potential
clustering of these industries in additional locations within Harnett County, a rural tobacco and
textile dependent county.
The primary geographic area served by the project is Harnett County. The employment
opportunities created by the project will serve 18 year old unemployed and underemployed
Harnett County residents and residents having to out-commute for economic opportunities.
Historically the number of employment opportunities created by Harnett County's economy has
been significantly less than its workforce. The total number of jobs provided by Harnett County
employers represented 49.2% of the County's employed workforce in 1990; 55.9% of its 2000
employed workforce; and 52.9% of its 2006 employed workforce.
Not only does Harnett County's economy display a significant disparity between the number of
jobs created within the County to its workforce, it also exhibits a pronounced disparity in average
wages paid by its employers to wages paid in other counties. For the year 2006, the total average
wage paid by Harnett County employers was 67.2%, 76% and 67.3% of the total average wage
paid by employers in the Regional Partnership, State and Wake County. Harnett County's
Manufacturing sector's annual wage ($32,822.79) for this period was 51.5%, 73.1 % and 56.5% of
the Regional Partnership, State and Wake County average manufacturing wage, Even though
Harnett County's Manufacturing sector average wage is significantly below comparison areas, it
represents the second highest average wage ($32,822 - 2,854 workers) in the County,
surpassed only by the Information sector ($35,134 - 403 workers).
In addition to the preceding structural problems, Harnett County's economic base is undergoing a
severe restructuring. Manufacturing sector employment as a percent of total employment
declined 43.48% between 1990 to 2006 (27.6% to 12.0%) as Service and Education/Health
Services sectors employment have increased 22% (63.7% to 77.75%) and 48.7% (18.9% to
28.11%).
Harnett County's economic base has not created a sufficient number of jobs within the county for
its workforce nor has its created average wages comparable to surrounding counties. These
conditions results in a high percentage of Harnett County workers out-commuting for economic
opportunities (60.5% out-commuted in 2000) and many of its residents finding employment in
Harnett County being underemployed.
The Brightwater Project will result in infrastructure being constructed to allow the location of
technology, healthcare and research facilities in the Brightwater Science and Technology
Campus. The advancement of these industry clusters within the park and throughout Harnett
County will create job opportunities whose wages and/or benefits will reduce underemployment
and the need of residents to have to out-commute for economic security.
The History
In response severe structural changes occurring within its manufacturing sector, HTFC in
partnership with the Harnett County Board of County Commissioners, contracted with Leak-
Harnett County Exhibit 1 September 11, 2009
Goforth to prepare an "Economic Development Assessment and Action Plan". This study
identified 'Another prime location for industrial development with a high tec orientation is the
highway 421 corridor from Lillington to 6uies Creek." as an area where the development of a park
with a biotechnology theme would be successful.
After discussions with Campbell University, Central Carolina Community College (CCCC) and
property owners, HFTC identified a 128 acre site on US 401 near Lillington to be developed as a
science and technology research campus. HFTC, through funds provided by the Harnett County
Board of County Commissioners, purchased this site in 2006 (Project Begin Date) for $5.7 million.
After acquiring the site, HFTC contracted with to develop a conceptual master plan for the park.
As the conceptual master plan was being developed, HFTC, Harnett County Economic
Development Commission and Harnett County began negotiations with Harnett Health Systems
to locate a new hospital at the park. It continued dialogue with Campbell University concerning
the establishment of a pharmaceutical research/Education facility to promote/support the location
of technology companies at the park and throughout the County.
The project has been developed and will be implemented through a partnership consisting of the
Harnett Forward Together Committee, Harnett County Economic Development Commission,
Harnett County, East Central Water and Sewer District, Harnett Health Systems, Campbell
University and Central Carolina Community College.
The Future
HFTC in partnership with the Harnett County Economic Development Commission will directly
market the project to its build-out. The Harnett County Economic Development Commission is a
Harnett County department created by the Harnett County Board of Commissioners and funded
through its annual budget process.
The Harnett County Economic Development Commission's budget contains funds to market
parks and properties owned by HFTC.
HFTC and the Harnett County Economic Development Commission will utilize the Research
Triangle Partnership, NC Department of Commerce, Progress Energy, etc. in its marketing
activities.
• HFTC working directly with developers to finance and construct office/retail space and with
developers and individual businesses to construct biotechnology manufacturing/research
space within the park.
• Harnett Health System's hospital and its planned activities create 100 new jobs/investments
in the park and indirectly through adjoining location of doctors, dentist, etc. locating in park
offices and healthcare retail space.
• Campbell University and Central Carolina Community College's envisioned
Education/Research Facility and Family Nurse Practitioner Program will promote/support the
successful build-out of the project.
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APPENDIX 5
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. 200801392 County: Harnett USGS Quad: Lillington
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: Harnett Forward Together Committee
Address: Attn: Mr. N. Johnson Tilehman
PO Box 1270
Lillineton, NC 27549
Telephone No.: 919-934-1900
Size and location of property (water body, road name/number, town, etc.): The Brightwater site is located at the
intersection of Matthews Road and US Hwy 401, west of NC Hwy 210, in Lillington Harnett County, North
Carolina.
Description of projects area and activity: This authorization is for the permanent impact of 0.35 acres of wetlands
and 219 If of stream channel resulting from construction to be done in two (2)-phases, of a mixed use development
Phase I of the development will permanently impact 0.02 acres of wetlands and 991f of stream channel and phase
II of the development will permanently impact 0.33 acres of wetlands and 120 If of stream channel The project
must be conducted in accordance with the application and drawings submitted on 11/30/2009
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
? Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 14 and 18
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (i.e., are
under construction) or are under contract to commence in reliance; upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case-by-case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management,
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Crystal Amschler at 910-251-4170.
Corps Regulatory Official: Crystal Amschler Date: Februarv 24, 2010
Expiration Date of Verification: February 24, 2012
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit http://www.saw-usace.amiy.mil/WETI,ANDS/index.htmi to
complete the survey online.
Page I of 3
Determination of Jurisdiction:
El Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
? There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
? There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (C WA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
® The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued 11/12/2008. Action ID 200801392
Basis of Jurisdictional Determination:
Corps Regulatory Official:
Date February 24, 2010
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished:
Copy Furnished:
Harnett County Dept of Public Utilities
Attn: Rodney Tart
PO Box 1119
Lillington, NC 27546
MTN Commonwealth Dr, Suite 101
Wilmington, NC 28403
Page 2 of 3
Harnett Forward Together Committee
PO Box 1270
Lillington, NC 27549
AID# SAW-2008-01392
Special Conditions:
1) In order to compensate for the impacts resulting fron, Phase i of the development to 99 If of stream
channel, the permittee shall make payment to the North Carolina Ecosystem Enhancement Program (NC
EEP) in the amount determined by the NC EEP, sufficient to perform the restoration of 99 If of stream
channel in the Cape Fear River Basin, Cataloging Unity 03030004. Construction within the jurisdictional
areas on Phase I of the property, shall begin only after the permittee has made full payment to the NC EEPALF
for the above impacts and provided a copy of the payment documentation to the Corps, and the NC EEPALF
has provided written confirmation to the Corps that it agrees to accept responsibility for the mitigation work
required, in compliance with the MOU between the North Carolina Department of Environment and Natural
Resources and the United States Army Corps of Engineers, Wihnington District, dated November 4, 1998. In
order to compensate for the remainder of the authorized impacts in Phase H of the development, which
include impacts to 0.33 _acres of riparian wetlands and 1201f of stream channel, the permittee shall make
payment to the North Carolina Ecosystem Enhancement Program (NC EEP) in the amount determined
by the NC EEP, sufficient to perform the restoration of 0.33 acres of riparian wetlands and 120 If of
stream channel in the Cape Fear River Basin, Cataloging Unit 03030004. Construction within the
remaining 0.33 acres of wetlands and 120 If of stream channel on Phase II of the property, shall begin only after
the permittee has made full payment to the NC EEPIILF for the above impacts and provided a copy of the
payment documentation to the Corps, and the NC EEPALF has provided written confirmation to the Corps that
it agrees to accept responsibility for the mitigation work required, in compliance with the MOU between the
North Carolina Department of Environment and Natural Resources and the United States Army Corps of
Engineers, Wilmington District, dated November 4, 1998
2) a. The permittee shall preserve and maintain 9,170 If of Anderson Creek and 53.1 acres of adjacent
buffer, which includes approximately 42 acres of wetlands, on the Anderson Creek Park property located
on Nursery Rd in Lillington, Harnett County, North Carolina. The areas to be preserved are indicated on
the attached map titled Conservation Easement Map Along North Prong Anderson Creek dated November
18, 2009. The permittee shall enforce the terms of the Conservation Declaration and shall take no action on
the property inconsistent with the terms thereof.
b. The permittee shall execute and cause to be recorded in the Harnett County Register of Deeds, the
Conservation Declaration and Conservation Easement Map and the permittee shall provide a copy of the
recorded Conservation Declaration and survey to the Corps of Engineers within 15 days of recording.
These provisions relating to the wetlands cannot be amended or modified without the express written consent of
the U.S. Army Corps of Engineers, Wilmington District.
Corp Regulatory Official Date: February 24, 2010
Page 3 of 3
Action ID Number: 200801392 County: Harnett
Permittee: Harnett Forward Toeether Committee
Date Permit Issued: February 24.2010
Project Manager: Crystal Amschler
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
RALEIGH REGULATORY FIELD OFFICE
3331 HERITAGE TRADE DRIVE, SUITE 105
WAKE FOREST, NC 27587
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. If you fail to comply with this permit you are subject to permit suspension,
modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee
Date
APPENDIX 6
Ecosystem
PROGRAM
November 1, 2010
Amanda Bader
Harnett Co. Public Utilities
PO Box 1119
Lillington, NC 27546
Project: Brightwater Medical Complex- Phase I
Expiration of Acceptance: August 1, 2011
County: Harnett
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to accept
payment for impacts associated with the above referenced project. Please note that this decision does not assure that the payment will
be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the applicant to contact these
agencies to determine if payment to the NCEEP will be approved. You must also comRly with all other state, federal or local
government permits regulations or authorizations associated with the prog_osed activity including SL 2009-337: An Act to Promote
Compensatory Miti ae tion by Private Mitigation Banks.
This acceptance is valid for nine months from the date of this letter and is not transferable. If we have not received a. copy of the
issued 404 Permit/401 Certification/CAMA permit within this time frame, this acceptance will expire. It is the applicant's
responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) an invoice will be issued based
on the required mitigation in that permit and payment must be made prior to conducting the authorized work. The amount of the In
Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and policies listed at www.nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the following
table
River
Basin CU
Location Stream (feet) Wetlands (acres) Buffer 1
(Sq. Ft.) Buffer II
(Sq. Ft.)
Cold Cool Warm Riparian Non-Riparian Coastal Marsh
Impact Cape Fear 03030004 0 0 99 0 0 0 0 0
Credits Cape Fear 03030004 0 0 Up to
198 0 0 0 0 0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies require
mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional mitigation, the
applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The mitigation will be performed
in accordance with the N.C. Department of Environment and Natural Resources' Ecosystem Enhancement Program In-Lieu Fee
Instrument dated July 28, 2010.
If you have any questions or need additional information, please contact Kelly Williams at [phone].
Sincerely,
Willia . Gilmore, PE
Director
cc: Ian McMillan, NCDWQ Wetlands/401 Unit
Crystal Amschler, USACE-Wilmington (AID 2008-01392)
Troy Beasley, agent
File
Ratorigg... E .. Pro" Our Staid
`?'
AM"
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.neeep.net
r?
Ecosystem
PROGRAM
November 1, 2010
Amanda Bader
Harnett Co. Public Utilities
PO Box 1119
Lillington, NC 27546
Project: Brightwater Medical Complex- Phase II & III
Expiration of Acceptance: August 1, 2011
County: Harnett
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to accept
payment for impacts associated with the above referenced project. Please note that this decision does not assure that the payment will
be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the applicant to contact these
agencies to determine if payment to the NCEEP will be approved. You must also comply with all other state, federal or local
government permits regulations or authorizations associated with the proposed activity including SL 2009-337: An Act to Promote
Compensatory Mitigation by Private Mitigation Banks.
This acceptance is valid for nine months from the date of this letter and is not transferable. If we have not received a copy of the
issued 404 Permit/401 Certification/CAMA permit within this time frame, this acceptance will expire. It is the applicant's
responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) an invoice will be issued based
on the required mitigation in that permit and payment must be made prior to conducting the authorized work. The amount of the In
Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and policies listed at www.nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the following
table
River
Basin CU
Location Stream (feet) Wetlands (acres) Buffer 1
(Sq. Ft.) Buffer II
(Sq. Ft.)
Cold Cool Warm Riparian Non-Riparian Coastal Marsh
Impact Cape Fear 03030004 0 0 120 0.33 0 0 0 0
Credits Cape Fear 03030004 0 0 Up to
240 up to
0.66 0 0 0 0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies require
mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional mitigation, the
applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The mitigation will be performed
in accordance with the N.C. Department of Environment and Natural Resources' Ecosystem Enhancement Program In-Lieu Fee
Instrument dated July 28, 2010.
If you have any questions or need additional information, please contact Kelly Williams at [phone].
Sincerely,
Will rDGilm6ore, PE
Director
cc: Ian McMillan, NCDWQ Wetlands/401 Unit
Crystal Amschler, USACE-Wilmington (AID 2008-01392)
Troy Beasley, agent
File
,stori ... F .. Protect Our fta&

North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net
APPENDIX 7
STATE OF NORTH CAROLINA
HARNETT COUNTY
CONSERVATION DECLARATION
This DECLARATION of CONSERVATION COVENANTS, CONDITIONS,
and RESTRICTIONS is made on this 11th day of January , 2010, by HARNETr
FORWARD TOGETHER COMMITTEE, a North Carolina Non-Profit Corporation, P.O.
Box 1270, Lillington, North Carolina, 27546, ("Declarant").
RECITALS & CONSERVATION PURPOSES
A. Declarant is the sole owner in fee simple of the certain Conservation Property
being approximately 51.3 acres, more particularly described in Exhibit A attached hereto
and by this reference incorporated herein ["Exhibit A" Conservation Declaration for
Anderson Creek Park); and
B. The purpose of this Conservation Declaration is to maintain wetland and/or riparian
resources and other natural values of the Property, and prevent the use or development of
the Property for any purpose or in any manner that would conflict with the maintenance
of the Property in its natural condition. The preservation of the Property in its natural
condition is a condition of Department of the Army permit Action ID 200801392 issued
by the Wilmington District Corps of Engineers (Corps), required to mitigate for
unavoidable impacts to waters of the United States authorized by that permit, and this
Conservation Declaration may therefore be enforced by the United States of America.
NOW, THEREFORE the Declarant hereby unconditionally and irrevocably
declares that the Property shall be held and subject to the following restrictions,
covenants and conditions as set out herein, to run with the subject real property and be
binding on all parties that have or shall have any right, title, or interest in said property.
ARTICLE I. PROHIBITED AND RESTRICTED ACTIVITIES
Any activity on, or use of, the Property inconsistent with the purposes of this
Conservation Declaration is prohibited. The Property shall be maintained in its natural,
scenic, and open condition and restricted from any development or use that would impair
or interfere with the conservation purposes of this Conservation Declaration set forth
above.
Without limiting the generality of the foregoing, the following activities and uses
are expressly prohibited or restricted.
A. Disturbance of Natural Features. Any change, disturbance, alteration or
impairment of the natural features of the Property or any introduction of non-native
plants and/or animal species is prohibited.
B. Construction. There shall be no constructing or placing of any building, mobile home,
asphalt or concrete pavement, billboard or other advertising display, antenna, utility pole,
tower, conduit, line, pier, landing, dock or any other temporary or permanent structure or
facility on or above the Property.
C. Industrial, Commercial and Residential Use. Industrial, residential and/or commercial
activities, including any right of passage for such purposes are prohibited.
D. Agricultural, Grazing and Horticultural Use. Agricultural, grazing, animal husbandry,
and horticultural use of the Property are prohibited.
E. Vegetation. There shall be no removal, burning, destruction, harming, cutting or
mowing of trees, shrubs, or other vegetation on the Property, except as necessary for
facilitation of passive recreation and park purposes as set forth herein.
F. Roads and Trails. There shall be no construction of roads, trails or walkways on the
property, except trails and walkways for use in conjunction with passive recreation and
park purposes as set forth herein. However, there will be no hard trails and walkways.
G. Signaage. No signs shall be permitted on or over the Property, except the posting of no
trespassing signs, signs identifying the conservation values of the Property, signs giving
directions or proscribing rules and regulations for the use of the Property and/or signs
identifying the Grantor as owner of the property.
H. Dumping or Storage. Dumping or storage of soil, trash, ashes, garbage, waste,
abandoned vehicles, appliances, machinery or hazardous substances, or toxic or
hazardous waste, or any placement of underground or aboveground storage tanks or other
materials on the Property is prohibited.
1. Excavation, Dredging or Mineral Use. There shall be no grading, filling, excavation,
dredging, mining or drilling; no removal of topsoil, sand, gravel, rock, peat, minerals or
other materials, and no change in the topography of the land in any manner on the
Property, except to restore natural topography or drainage patterns.
J. Water Quality and Drainage Pattern. There shall be no diking, draining, dredging,
channeling, filling, leveling, pumping, impounding or related activities, or altering or
tampering with water control structures or devices, or disruption or alteration of the
restored, enhanced, or created drainage patterns. In addition, diverting or causing
or permitting the diversion of surface or underground water into, within or out of the
easement area by any means, removal of wetlands, polluting or discharging into waters,
springs, seeps, or wetlands, or use of pesticide or biocides is prohibited.
K. Development Rights. No development rights that have been encumbered or
extinguished by this Conservation Declaration shall be transferred pursuant to a
transferable development rights scheme or cluster development arrangement or
otherwise.
L. Vehicles. The operation of mechanized vehicles, including, but not limited to,
motorcycles, dirt bikes, all-terrain vehicles, cars and trucks is prohibited.
M. Other Prohibitions. Any other use of, or activity on, the Property which is or may
become inconsistent with the purposes of this grant, the preservation of the Property
substantially in its natural condition, or the protection of its environmental systems, is
prohibited.
ARTICLE II. ENFORCEMENT & REMEDIES
A. This Declaration is intended to ensure continued compliance with the
mitigation condition of authorizations issued by the United States of America, U.S. Army
Corps of Engineers, Wilmington District, and therefore may be enforced by the United
States of America. This covenant is to run with the land and shall be binding on all
parties and all persons claiming under the Declarant.
B. Corps, its employees and agents and its successors and assigns, have the right, with
reasonable notice, to enter the Property at reasonable times for the purpose of inspecting
the Property to determine whether the Declarant, Declarant's representatives, or assigns
are complying with the terms, conditions and restrictions of this Conservation
Declaration.
C. Nothing contained in this Conservation Declaration shall be construed to entitle Corps
to bring any action against Declarant for any injury or change in the Conservation
Property caused by third parties, resulting from causes beyond the Declarant's control,
including, without limitation, fire, flood, storm, and earth movement, or from any prudent
action taken in good faith by the Declarant under emergency conditions to prevent, abate,
or mitigate significant injury to life, damage to Property or harm to the Property resulting
from such causes.
ARTICLE III. PUBLIC ACCESS
This Conservation Declaration does not convey to the public the right to enter the
Property for any purpose whatsoever.
ARTICLE IV. DOCUMENTATION AND TITLE
A. Conservation Property Condition. The Declarant represents and acknowledges
that the Property is currently undeveloped land, with no improvements other than any
existing utility lines, Declarations and rights of way.
B. Title. The Declarant covenants and represents that the Declarant is the sole owner and
is seized of the Property in fee simple and has good right to make the herein Declaration;
that there is legal access to the Property, that the Property is free and clear of any and all
encumbrances, except Declarations of record.
ARTICLE V. PASSIVE RECREATION AND PARK USE
A. Passive Recreation and Park Use: Declarant reserves the right to engage in and use
the Declaration Area for recreational and park uses provided such activities require no or
minimal surface alteration of the land, and so long as related alterations, construction,
improvements, maintenance, activities, and uses do not pose a material threat to the
values of the Declaration Area.
B. Passive Use and Access: Declarant reserves the right to allow access and use of the
Declaration Area for purposes consistent with a public park and recreation area, and in
conjunction therewith to conduct or permit educational tours, scientific study,
animal/plant observation, walking, biking, fishing, picnicking, and other purposes
consistent with these purposes.
C. Provisions Contained Herein To Prevail: The terms, conditions, and provisions
contained in Article V shall supersede and prevail over any other term, condition, and
provision in this Conservation Declaration which are contrary and against the terms,
spirit, intent, and purposes of Article V.
ARTICLE VI. MISCELLANEOUS
A. Conservation Purpose. Declarant, for itself, its successors and assigns, agrees
that this Conservation Property shall be held exclusively for conservation purposes.
B. Entire Agreement. This instrument sets forth the entire agreement of the parties with
respect to the Conservation Declaration and supersedes all prior discussions, negotiations,
understandings or agreements relating to the Conservation Declaration. If any provision
is found to be invalid, the remainder of the provisions of this Conservation Declaration,
and the application of such provision to persons or circumstances other than those as to
which it is found to be invalid, shall not be affected thereby.
C. Recording. Declarant shall record this instrument and any amendment hereto in timely
fashion in the official records of Harnett County, North Carolina, and may re-record it
at any time as may be required to preserve its rights.
D. Environmental Condition of Conservation Property. The Declarant warrants and
represents that to the best of its knowledge after appropriate inquiry and investigation: (a)
the Property described herein is and at all times hereafter will continue to be in full
compliance with all federal, state and local environmental laws and regulations, and (b)
as of the date hereof there are no hazardous materials, substances, wastes, or
environmentally regulated substances (including, without limitation, any materials
containing asbestos) located on, in or under the Property or used in connection therewith,
and that there is no environmental condition existing on the Property that may prohibit or
impede use of the Property for the purposes set forth in the Recitals.
IN WITNESS WHEREOF, Declarant has caused this instrument to be executed
as of the day and year first above written.
HARNETT FORWARD TOGETHER COMMITTEE
N. Johnson Tilghman
Chairman
STATE OF NORTH CAROLINA
COUNTY OF HARNETT
1, , a Notary Public, do hereby certify that
N. JOHNSON TILGHMAN, Chairman of the Harnett Forward Together Committee, a
North Carolina Non-Profit Corporation, personally appeared before me this day and
acknowledged the due execution of the foregoing instrument for the purposes therein
expressed.
WITNESS my hand and notarial seal this the 11 th day of January, 2010.
Notary Public
My Commission Expires:
EXHIBIT A
CONSERVATION DECLARATION
FOR
ANDERSON CREEK PROPERTY
Property denominated as "Conservation Easement" as shown on map and
survey entitled "Harnett Forward Together Committee, Anderson Creek Township,
Harnett County, North Carolina, dated November 18, 2009", and prepared by Bennett
Surveying, Inc.. Said map and survey is recorded in Book 2010 at Pages ,
and , in the Office of the Register of Deeds of Harnett County, to which map and
survey reference is hereby made for a more complete and accurate description of said
Conservation Easement.
The Conservation Easement is a portion of that certain tract of land
described in warranty deed recorded in Book 2193 at Page 653 in the Office of Register
of Deeds of Harnett County. This tract or land is further identified as Parcel
Identification Number 010536 0028.

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APPENDIX 8
WITHERS &- RAVENEL
STORMWATER MANAGEMENT
REPORT
Brightwater Science & Technology Park
Harnett County, North Carolina
Prepared For:
Harnett County
Prepared By:
WITHERS & RAVENEL, INC
iii MacKenan Drive
Cary, North Carolina 27511
November 2010
W&R Project No. 2090050
YR
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BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
INTRODUCTION
Brightwater Science and Technology Park is a planned business development located in Harnett
County. The proposed 128-acre development wit[ have a mix of office, institutional and retail uses
including the proposed Harnett Health Systems Hospital. The site lies directly across US401 from the
Harnett County Courthouse complex and is bounded to the west by the Matthews Road and to the
south by US401. The main entrance to the site will align with McKinney Parkway on US401. The site
lies within a WS-IV-PA watershed classification and is subject to Harnett County Water Supply
Watershed Management and Protection Ordinance. The purpose of this report is to establish the
minimum criteria for stormwater compliance that will apply to the initial infrastructure development
and the overall proposed stormwater management approach to meet the requirements.
STORMWATER MANAGEMENT REQUIREMENTS
Because the proposed development is within the Cape Fear River Basin, the site must meet the
requirements of the Harnett County Water Supply Watershed Management and Protection
Ordinance. This ordinance states: "Exception for Non-Residential Uses: Up to so% of the protected
area may be developed for non-residential uses to seventy percent (70%) built-upon area on a
project by project basis. For the purpose of calculating built-upon area, total project area shall
include total acreage in the tract on which the project is to be developed." This project has been
designated for high intensity use as part of this exception. In reference to stream buffers this
ordinance requires: "a minimum of a loo hundred (loo) foot vegetative buffer for development
activities that exceed low density standards as established in this ordinance is required along all
perennial waters indicated on the most recent versions of the U.S.G.S 1:24,000 (7.5minute) scale
topographic maps, otherwise a minimum of thirty (30) foot buffer is required."
STORMWATER MANAGEMENT APPROACH
To meet the requirements of the Harnett County Water Supply Watershed Management and
Protection Ordinance, streams within the site will be subject to 30' stream buffers as no perennial
streams are indicated based on current U.S.G.S. mapping. In addition, an overall stormwater
management plan is proposed that will treat the runoff form the first one inch of rainfall and remove
a minimum of eighty-five percent (85%) of total suspended solids (TSS). Retention ponds are
proposed as the primary best management practice devices. Thirty foot fitter strips will be required
at the release points for the first flush volume or the retention ponds shall be designed to treat for
ninety percent (90%) TSS removal.
Delineation of the drainage area to each BMP was based on existing terrain and a preliminary
estimate of storm drainage design. The impervious area for each drainage area was estimated
based on the preliminary illustrative master plan. To determine the surface area required for each
BMP, the volume of run-off created by one inch of rainfall (the "first flush") was calculated for the
drainage area. To calculate this water quality volume the Simple Method was used, as described in
the DWQ BMP Manual. This method uses a run-off coefficient to calculate the volume of run-off
given a depth of rainfall. The run-off coefficient is determined based on the percent imperviousness
of the drainage area. The minimum surface area necessary for the wet ponds was determined as
directed in the NC DWQ BMP manual.
The first phase of construction will be to establish the road network and infrastructure to support the
subsequent development of individual parcels. After completion of the various phases of grading
including the phase one road network, the wet ponds designed to treat each phase or parcel shall
be fully operational. All phases and parcels shall meet this stormwater management approach and
submit to NCDENR DWQ for approval prior to the start of construction.
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
TABLE OF CONTENTS
1. Stormwater Report Summary
II. Phase 1 BMP 1 Worksheets and Calculations
a. Wet Detention Basin Supplement
b. Required Items Checklist
c. Surface Area to Drainage Area Ratio and 1-inch runoff calculation
d. Drawdown Calculations
e. Average Depth Calculator and Incremental/Accumulated volume summary
f. Forebay Volume Calculator
III. Phase 1 BMP 2 Worksheets and Calculations
a. Wet Detention Basin Supplement
b. Required Items Checklist
c. Surface Area to Drainage Area Ratio and 1-inch runoff calculation
d. Drawdown Calculations
e. Average Depth Calculator and Incremental/Accumulated volume summary
f. Forebay Volume Calculator
IV. Phase 1 BMP 3 Worksheets and Calculations
a. Wet Detention Basin Supplement
b. Required Items Checklist
c. Surface Area to Drainage Area Ratio and 1-inch runoff calculation
d. Drawdown Calculations
e. Average Depth Calculator and Incremental/Accumulated volume summary
f. Forebay Volume Calculator
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
V. Phase 1 BMP 4 Worksheets and Calculations
a. Wet Detention Basin Supplement
b. Required Items Checklist
c. Surface Area to Drainage Area Ratio and 1-inch runoff calculation
d. Drawdown Calculations
e. Average Depth Calculator and Incremental/Accumulated volume summary
f. Forebay Volume Calculator
VI. Phase 1 Pond Pack outlet report
VII. Weir Stabilization Calculations
VIII. Master Plan BMP sizing Calculations
IX. Detailed Soils Evaluation provided by S&EC
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
PHASE 1
BMP 1 WORKSHEETS
AND CALCULATIONS
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
Permit
FMA
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.
(to be provided by DWQ)
W?AT F?RQG
O lqiii? T
I. PROJECT INFORMATION
Project name Brightwater Biotech Park
Contact person Loftee Smith
Phone number 919469-3340
Date
Drainage area number
11/1812010
Pond 1
11. DESIGN INFORMATION
Site Characteristics
Drainage area 213,008 e
Impervious area, post-development 108,900 ft
% impervious 51.12 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 9,055 ft3 OK
Volume provided 11,300 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume n/a ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required? N (Y or N)
1-yr, 24-hr rainfall depth 3.1 in
Rational C, pre-development (unitless)
Rational C, post-development (unitless)
Rainfall intensity: /-yr, 24-hr stone in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak flow control ft3/sec
Elevations
Temporary pool elevation 169.60 fmsl
Permanent pool elevation 168.50 fmsl
SHWT elevation (approx. at the perm. pool elevation) fmsl
Top of 1 Oft vegetated shelf elevation 169.00 fmsl
Bottom of 1 Oft vegetated shelf elevation 168.00 fmsl
Sediment cleanout, top elevation (bottom of pond) 164.50 fmsl
Sediment cleanout, bottom elevation 163.50 fmsl
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool? Y (Y or N)
Elevation of the top of the additional volume 169.6 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 11,424 fe
Area REQUIRED, permanent pool 6,518 fe
SAIDA ratio 3.06 (unitless)
Area PROVIDED, permanent pool, A, ,,,d 8,262 ft OK
Area, bottom of 1 Oft vegetated shelf, Abot shat 5,951 ftz
Area, sediment cleanout, top elevation (bottom of pond), Ab tyood 1,735 ftz
Volumes
Volume, temporary pool
Volume, permanent pool, Vp,--,,
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SA/DA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vp--Pw
Area provided, permanent pool, AP „-Pw
Average depth calculated
Average depth used in SA/DA, d,,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap,,,,,)w
Area, bottom of 1 Oft vegetated shelf, Abot shelf
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, da,, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Captures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9/17/09
11,300 ft3 OK
17,404 ft3
3,221 ft3
18.5% % OK
90%
N (Y or N)
Y (Y or N)
3.06 (unitless)
N (Y or N)
17,404 ft3
8,262 ft'
2.11 It Need 3 ft min.
3.0 It Insufficient. Check calculation.
Y (Y or N)
8,262 fe
5,951 f'
1,735 ft2
3.50 ft
3.01 It OK
3.0 It OK
Y (Y or N)
1.50 in
in2
0.60 (unitless)
1.10 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
ft3/sec
ft3/sec
ft3/sec
2.93 days OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 It OK
3 :1 OK
2.0 :1 OK
Y (Y or N) OK
1.2 ft OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
pump
Parts I. & II. Design Summary, Page 2 of 2
Permit
(to be provided by DWQ)
III. 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.
LAW SW2.1 &2.2 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),
- 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.
LAW SW 4.1 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.
LAW SW 4.1 3. Section view of the wet detention basin 0" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
LAW SW 4.1 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.
LAW SW 4.1 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
LAW SW 4.1 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
LAW ATTACHED 7. The supporting calculations.
LAW ATTACHED 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
LAW N/A 9. A copy of the deed restrictions (if required).
LAW ATTACHED 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.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 30-Nov-10
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant Removal
Efficiency in the Moutains and Piedmont
% Impervious Permanent Pool Dept h (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.90 0.80 0.80 0.60 0.50 0.50 0.40
20 1.50 1.30 1.10 1.00 0.90 0.80 0.80
30 1.90 1.80 1.70 1.40 1.30 1.00 1.00
40 2.50 2.30 2.00 1.80 1.60 1.50 1.30
50 3.00 2.80 2.50 2.00 1.90 1.70 1.60
60 3.50 3.20 2.80 2.50 2.20 1.90 1.80
70 4.00 3.70 3.30 2.80 2.50 2.20 2.00
80 4.50 4.10 3.80 3.30 2.80 2.60 2.30
90 5.00 4.70- 4.00 3.50 3.00 2.80 2.60
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10-9, July 2007
STORMWATER BMP POND 1

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 2.5 100 2.5
Open Space 2.39 0 0.0

Totals 4.89 2.5
Total % Impervious Surface Area = 51.1 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 3.06 % From Table 10-1
Minimum pond surface area (SA) = (DA * SA/DA ratio)/100
SA 0.149 acres
6510 sq. ft.
Normal pool elevation = 168.5 feet
Surface area provided = 0.190 acres
8262 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.51 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.208 acre-ft
9055 cu. ft.
Water quality pool elevation required= 169.37 feet
Water quality pool elevation provided= 169.60 feet
Storage volume provided = 0.259 acre-ft
11300 cu. ft.
Additional storage volume provided = 2245 cu. ft.
Prooect Name: Brightwater Biotech Park Pro4ect #: 2090050
City/State: Lillington, NC Date: 30-Nov-10
STORMWATER BMP - Pond 1
DRAWDOWN CALCULATIONS
Orifice Sizing Calculator
Q =Cd*A*(2gHJA(1/2
Q = Discharge (WQV / Drawdown time)
Cd = Coefficient of discharge
A = Cross sectional area of flow at the orifice entrance
g = Acceleration of gravity
Ho = Driving head (ft), measured from the centroid of the orifice are to the water surface
(usually use Ho/3)
Constants
Variables
g = 32.2 ft/s2
Cd= 0.60
WQ Volume 0.207875 Acre-ft = 9,055 cf
Ho 1.10 ft
Ho/3 0.37 ft
Approximate Drawdown time 70 hrs = 252,000 s
Orifice Area = 0.012 sq. ft = 1.77 sq. in
Orifice Diameter = 1.503 in
USE 1.50 INCH DIAMETER ORIFICE
Drawdown time calculation
Back calculate Draw Down Time from selected orifice
Q =Cd*A*(2gHo)"(112)
WQ Volume = 9,055 cf *Required
Cd = 0.60
A = 0.012 sft
g = 32.2 ft/s2
Ho = 0.37 ft
Drawdown time = 253,076 sec
2.93 days
STORMWATER BMP POND 1
Average Depth Calculator (BMP 1)
Normal Pool Surface 8,262 sf
Area at Bottom of Shelf 5,951 sf
Area Bottom of Pond (main pond only) 1,735 sf
Elevation (ft) Depth ft Areas Incr. Volume c Acc. Volume c
To of Berm 171.4 2.9 16,156 5,934 34,693
171.0 2.5 13,516 17,458 28,758
Temporary Pool 169.6 1.1 11,424 6,595 11,300
To of Shelf 169.0 0.5 10,559 4,705 4,705
Normal Pool 168.5 0 8,262 0 0
Normal Pool 168.5 0 8,262 3,553 17,404
Bottom of Shelf 168.0 0.5 5,951 5,352 13,850
167.0 1.5 4,753 4,195 8,498
166.0 2.5 3,636 3,121 4,304
165.0 3.5 2,606 1,183 1,183
Bottom of Pond 164.5 4 2,125 1,680 0
Bottom of Sediment 163.5 5 1,235 0 0
see note (1)
see note (2)
(1) ACC. volume = u, volume ones not mctuoe seumtern sturnyu, nua. wrurnc arrvWn rVr rcrcrc1-
(2) Bottom of Sediment shown for reference. Not included in pond volume or depth
(3) Area and Volumes include main pond and forebay. For just forebay values see "forebay calculator"
Max. Depth of Pond = 4 ft
o tp ion 1 d = UP.-pool
a,
Apernr_ poor
Vpermyoo, = 17,404 cf (main pond and forebay), (excludes sediment)
Aperm_pooi = 8,262 cf (main pond and forebay)
Option 1 = 2.11 ft
Option 2
d = 0.25x 1 + A bnr _ sbv rf + Annr _ eberf 2 Abor _ pens )X( ADepih nv penn_ oorb.,_,,,fJ /I
Abot shelf = 5,951 sf (main pond and forebay)
Aperrn_,oo, = 8,262 sf (main pond and forebay)
Abotyond = 1,735 sf (main pond), (excludes sediment)
Depth = 4.0 ft (excludes sediment)
Option 2 = 3.01 ft
I Pond Design Average Depth = 3.00 ft
Average Depth Calculation you should use: Option 2
STORMWATER BMP POND 1
Forebay Calculator (BMP 1)
Elevation ft Depth ft Area M Incr. Volume c Acc. Volume (cf)l
Normal Pool 168.5 0 1,733 707 3,221
Bottom of Shelf 168.0 0.5 1,096 979 2,514
167.0 1.5 862 758 1,535
166.0 2.5 654 562 777
165.0 3.5 470 215 215
Bottom of Foreba 164.5 4 390 319 0
Bottom of Sediment 163.5 5 248 0 0
(1) ACC. Volume = u, volume aoes not mciuoe seamen storaye, mu . vuiulnC siwwII Iuj IciciVI
(2) Sediment storage not included in Forebay volume
see note (1)
see note (2)
Forebay Volume = 3,221 cf
Pond Volume = 17,404 of *from previous calculation
Forebay Percent = 18.51%
Status of Forebay Design: „ FJKt'
!
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
PHASE 1
BMP 2 WORKSHEETS
AND CALCULATIONS
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
Permit
(to be provided by DWQ)
OF WATF9
A M. A
v
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 III) must be printed, filled out and submitted along with all of the required information
1I. PROJECT INFORMATIONPROJECT INFORMATION
Project name Brightwater Biotech Park
Contact person Loftee Smith
Phone number 919-469-3340
Date 11/18/2010
Drainage area number Pond 2
11. DESIGN INFORMATION
Site Characteristics
Drainage area 100,623 fe
Impervious area, post-development 31,363 if
% impervious 31.17 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 2,772 ft3
Volume provided 7,501 ft3
Storage Volume: SA Waters
1.5" runoff volume n/a ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the tyr 24hr stone peak flow required? N (Y or N)
1-yr, 24-hr rainfall depth 3.1 in
Rational C, pre-development (unitless)
Rational C, post-development (unidess)
Rainfall intensity: 1-yr, 24-hr stone in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak flow control ft3/sec
Elevations
Temporary pool elevation 162.60 fmsi
Permanent pool elevation 161.50 fmsl
SHWT elevation (approx. at the peen. pool elevation) fmsl
Top of I Oft vegetated shelf elevation 162.00 fmsl
Bottom of 10ft vegetated shelf elevation 161.00 fmsl
Sediment cleanout, top elevation (bottom of pond) 157.00 fmsl
Sediment cleanout, bottom elevation 156.00 fmsl
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
OK
OK, volume provided is equal to or in excess of volume required.
Y (Y or N)
162.6 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 7,634 ftz
Area REQUIRED, permanent pool 1,982 ftz
SAIDA ratio 1.97 (unitless)
Area PROVIDED, permanent pool, AP",,,,_I,w 5,408 ft OK
Area, bottom of 1 Oft vegetated shelf, Aboi sneer 3,707 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abotjmd 732 ft
Volumes
Volume, temporary pool
Volume, permanent pool, Vp.,,,
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vpe--Pw
Area provided, permanent pool, AP,,,,,,
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap---d
Area, bottom of 1 Oft vegetated shelf, Abo shelf
Area, sediment cleanout, top elevation (bottom of pond), Abot-pond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Cc)
Driving head (Ho)
Drawdown through weir9
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Foan SW401-Wet Detention Basin-Rev.8-9/17/09
7,501 ft3 OK
11,002 ft3
2,299 ft3
20.9% % OK
90%
N (Y or N)
Y (Y or N)
1.97 (unitless)
N (Y or N)
11,002 ft3
5,408 ft
2.01 ft Need 3 It min.
3.0 ft Insufficient. Check calculation.
Y (Y or N)
5,408 ft
3,707 ftz
732 ftz
4.00 ft
3.12 It OK
3.0 It OK
Y (Y or N)
1.00 in
inz
0.60 (unitless)
1.10 ft
N (Y or N)
(unitless)
(unitess)
It
ft
ft3/sec
ft3/sec
ft3/sec
2.02 days OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
2.0 :1 OK
Y (Y or N) OK
1.1 It OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
pump
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.
LAW SW2.1 &2.2 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),
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.
LAW SW 4.2 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.
LAW SW 4.2 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.
LAW SW 4.2 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.
LAW SW 4.2 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
LAW SW 4.2 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
LAW ATTACHED 7. The supporting calculations.
LAW ATTACHED 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
LAW N/A 9. A copy of the deed restrictions (if required).
LAW ATTACHED 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.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 30-Nov-10
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant Removal
Efficient in the Moutains and Piedmont
% Impervious Permanent Pool Dept h (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.90 0.80 0.80 0.60 0.50 0.50 0.40
20 1.50 1.30 1.10 1.00 0.90 0.80 0.80
30 1.90 1.80 1.70 1.40 1.30 1.00 1.00
40 2.50 2.30 2.00 1.80 1.60 1.50 1.30
50 3.00 2.80 2.50 2.00 1.90 1.70 1.60
60 3.50 3.20 2.80 2.50 2.20 1.90 1.80
70 4.00 3.70 3.30 2.80 2.50 2.20 2.00
80 4.50 4.10 3.80 3.30 2.80 2.60 2.30
90 5.00 4.50 4.00 3.50 3.00 2.80 2.60
Source: NCDENK/DWQ Stormwater best management Vractices, pg. r u-9,1wy 2uui
STORMWATER BMP POND 2

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 0.72 100 0.7
Open Space 1.59 0 0.0

Totals 2.31 0.7
Total % Impervious Surface Area = 31.2 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 1.97 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.046 acres
1982 sq. ft.
Normal pool elevation = 161.5 feet
Surface area provided = 0.124 acres
5408 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009() where, Rv - Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.33 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.064 acre-ft
2772 cu. ft.
Water quality pool elevation required= 161.95 feet
Water quality pool elevation provided= 162.60 feet
Storage volume provided = 0.172 acre-ft
7501 cu. ft.
Additional storage volume provided = 4729 cu. ft.
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
STORMWATER 8MP - Pond 2
DRAWDOWN CALCULATIONS
Orifice Sizing Calculator
Q =Cd*A*(2gHo)"(1/2
Q = Discharge (WQV / Drawdown time)
Cd = Coefficient of discharge
A = Cross sectional area of flow at the orifice entrance
g = Acceleration of gravity
Ho = Driving head (ft), measured from the centroid of the orifice are to the water surface
(usually use Ho/3)
Constants
Variables
g = 32.2 ft/s2
Cd= 0.60
WQ Volume 0.063625 Acre-ft = 2,772 cf
Ho 1.10 ft
Ho/3 0.37 ft
Approximate Drawdown time 48 hrs = 172,800 s
Orifice Area = 0.006 sq. ft = 0.79 sq. in
Orifice Diameter = 1.004 in
USE 1.00 INCH DIAMETER ORIFICE
Drawdown time calculation
Back calculate Draw Down Time from selected orifice
Q =Cd*A*(2gHo)^(1/2)
WQ Volume = 2,772 cf (Q = WQV/time)
Cd = 0.60
A = 0.005 sft
g = 32.2 ft/s2
Ho = 0.37 ft
Drawdown time = 174,284 sec
= 2.02 days
Project #: 2090050
Date: 30-Nov-10
STORMWATER BMP POND 2
Average Depth Calculator (BMP 2)
Normal Pool Surface 5,408 sf
Area at Bottom of Shelf 3,707 sf
Area Bottom of Pond (main pond only) 732 sf
Elevation ft Depth ft Areas Incr. Volume Acc. Volume c
To of Berm 164.1 2.6 11,109 1,013 20,266
164.0 2.5 9,154 11,752 19,253
Temporary Pool 162.6 1.1 7,634 4,395 7,501
To of Shelf 162.0 0.5 7,016 3,106 3,106
Normal Pool 161.5 0 5,408 0 0
Normal Pool 161.5 0 5,408 2,279 11,002
Bottom of Shelf 161.0 0.5 3,707 3,286 8,723
160.0 1.5 2,865 2,485 5,437
159.0 2.5 2,104 1,776 2,953
158.0 3.5 1,448 1,177 1,177
Bottom of Pond 157.0 4.5 905 653 0
Bottom of Sediment 156.0 5.5 401 0 0
(1) ACC. volume = U, volume ones not muuae seatrnern 5tUtd9C, Mu. VUIUIIIU WIUWII IV, IV......
(2) Bottom of Sediment shown for reference. Not included in pond volume or depth
(3) Area and Volumes include main pond and forebay. For just forebay values see "forebay calculator'
Max. Depth of Pond = 4.5 ft
Option 1
d - upem -pool
A perm _ pool
See note (1)
See note (2)
Vpertn_pool = 11,002 Cf
Ap.mpool = 5,408 Cf
(main pond and forebay), (excludes sediment)
(main pond and forebay)
Option 1 = 2.03 ft
Option2
rlwt _.,/Ierf 2 A/w(_pond Jx`A epth
del = 0.25x l+ A'O'-"'f + A
perm pool) J bor_thI/I
Abot chef = 3,707 sf (main pond and forebay)
Aperm_pool = 5,408 sf (main pond and forebay)
Abotyond = 732 sf (main pond), (excludes sediment)
Depth = 4.5 ft (excludes sediment)
Option 2 = 3.12 ft
Pond Design Average Depth = 3.00 ft
Average Depth Calculation you should use: Option 2
STORMWATER BMP POND 2
Forebay Calculator (BMP 2)
Elevation ft Depth ft Areas Incr. Volume c Acc. Volume c
Normal Pool 161.5 0 1,478 587 2,299
Bottom of Shelf 161.0 0.5 868 762 1,713
160.0 1.5 656 563 951
159.0 2.5 469 388 388
Bottom of Foreba 158.0 3.5 307 240 0
Bottom of Sediment 157.0 4.5 173 0 0
(1) ACC. Volume = u, vowme goes not incwae sewment storage, mu. vVwme snuml wi IviCICI l a
(2) Sediment storage not included in forebay volume
see note (1)
see note (2)
Forebay Volume = 2,299 cf
Pond Volume = 11,002 cf 'from previous calculation
Forebay Percent = 20.90%
Status of Forebay Design:'! `
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
PHASE 1
BMP 3 WORKSHEETS
AND CALCULATIONS
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
Permit
(to be provided by DWQ)
AF
T

NCDENR y
T
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 III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Brightwater Biotech Park
Contact person Loftee Smith
Phone number 919.469-3340
Date 11/18/2010
Drainage area number Pond 3
11. DESIGN INFORMATION
Site Characteristics
Drainage area 229,996 ft2
Impervious area, post-development 69,696 ft2
% impervious 30.30 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 6,186 ft3 OK
Volume provided 11,464 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume n/a ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the prelpost control of the 1 yr 24hr stone peak flow required? N (Y or N)
1-yr, 24-hr rainfall depth 3.1 in
Rational C, pre-development (unitless)
Rational C, post-development (unitless)
Rainfall intensity: 1-yr, 24-hr storm in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak flow control ft3/sec
Elevations
Temporary pool elevation 168.60 fmsl
Permanent pool elevation 167.50 fmsl
SHWT elevation (approx. at the perm. pool elevation) fmsl
Top of 1 Oft vegetated shelf elevation 168.00 fmsl
Bottom of 1 Oft vegetated shelf elevation 167.00 fmsl
Sediment cleanout, top elevation (bottom of pond) 163.00 fmsl
Sediment cleanout, bottom elevation 162.00 fmsl
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool? Y (Y or N)
Elevation of the top of the additional volume 168.6 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
11. DESIGN INFORMATION
Surface Areas
Area, temporary pool 11,420 ft2
Area REQUIRED, permanent pool 4,416 ft
SAIDA ratio 1.92 (unitless)
Area PROVIDED, permanent pool, Aperm_,,d 8,683 f 2 OK
Area, bottom of 1Oft vegetated shelf, Abot_shelf 6,436 ft?
Area, sediment cleanout, top elevation (bottom of pond), Awtp„d 1,827 ft?
Volumes
Volume, temporary pool 11,464 ft3 OK
Volume, permanent pool, Vpen_pw 20,354 ft3
Volume, forebay (sum of forebays if more than one forebay) 3,988 ft3
Forebay % of permanent pool volume 19.6%% OK
SAIDA Table Data
Design TSS removal 90%
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 1.92 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, Vperm_pow 20,354 ft3
Area provided, permanent pool, Apermyod 8,683 ftz
Average depth calculated 2.33 It Need 3 It min.
Average depth used in SAIDA, da,,, (Round to nearest 0.5ft) 3.0 It Insufficient. Check calculation.
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ape m_pod 8,683 ft'
Area, bottom of 1Oft vegetated shelf, Awl shelf 6,436 fe
Area, sediment cleanout, top elevation (bottom of pond), Alwtp„d 1,827 fe
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 4.00 ft
Average depth calculated 3.32 It OK
Average depth used in SAIDA, day, (Round to nearest 0.5ft) 3.0 It Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 1.50 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (Cc) 0.60 (unitless)
Driving head (Ho) 1.10 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (C.) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Storage volume discharge rate (through discharge orifice or weir) ft3/sec
Storage volume drawdown time 2.00 days OK, draws down in 2-5 days.
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 2.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.1 It OK
Vegetated filter provided? N (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 is: pump
Forth SW401-Wet Detention Basin-Rev.8-9117/09 Parts I. & II. Design Summary, Page 2 of 2
Permit No
(to be provided by DWQ)
III. 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.
LAW SW2.1 &2.2 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),
- 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.
LAW SW 4.3 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.
LAW SW 4.3 3. Section view of the wet detention basin 0" = 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
LAW SW 4.3 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.
LAW SW 4.3 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
LAW SW 4.3 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
LAW ATTACHED 7. The supporting calculations.
LAW ATTACHED 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
LAW NIA 9. A copy of the deed restrictions (if required).
LAW ATTACHED 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.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III Required Items Checklist, Page 1 of 1
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 30-Nov-10
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant Removal
Efficient in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.90 0.80 0.80 0.60 0.50 0.50 0.40
20 1.50 1.30 1.10 1.00 0.90 0.80 0.80
30 1.90 1.80 1.70 1.40 1.30 1.00 1.00
40 2.50 2.30 2.00 1.80 1.60 1.50 1.30
50 3.00 2.80 2.50 2.00 1.90 1.70 1.60
60 3.50 3.20 2.80 2.50 2.20 1.90 1.80
70 4.00 3.70 3.30 2.80 2.50 2.20 2.00
80 4.50 4.10 3.80 3.30 2.80 2.60 2.30
L 90 5.00 4.50 4.00 3.50 3.00 2.80 2.60
Source: NCDENR/DWQ 5tormwater Best Management Practices, pg. I u-y, Hwy 2uui
STORMWATER BMP POND 3

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.6 100 1.6
Open Space 3.68 0 0.0

Totals 5.28 1.6
Total % Impervious Surface Area = 30.3 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 1.92 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.101 acres
4412 sq. ft.
Normal pool elevation = 167.5 feet
Surface area provided = 0.199 acres
8683 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0 987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.32 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.142 acre-ft
6186 cu. ft.
Water quality pool elevation required= 168.11 feet
Water quality pool elevation provided= 168.60 feet
Storage volume provided = 0.263 acre-ft
11464 cu. ft.
Additional storage volume provided = 5278 cu. ft.
Project Name: Brightwater Biotech Park Project #: 2090050
City/State: Lillington, NC Date: 30-Nov-10
STORMWATER BMP - Pond 3
DRAWDOWN CALCULATIONS
Orifice Sizing Calculator
Q =Cd*A*(2gHo)"(1/2
Q = Discharge (WQV / Drawdown time)
Cd = Coefficient of discharge
A = Cross sectional area of flow at the orifice entrance
g = Acceleration of gravity
Ho = Driving head (ft), measured from the centroid of the orifice are to the water surface
(usually use Ho/3)
Constants
g = 32.2 ft/s2
Cd= 0.60
Variables
WQ Volume 0.142 Acre-ft = 6,186 cf
Ho 1.10 ft
Ho/3 0.37 ft
Approximate Drawdown time 48 hrs = 172,800 s
Orifice Area = 0.012 sq. ft = 1.77 sq. in
Orifice Diameter = 1.500 in
USE 1.50 INCH DIAMETER ORIFICE
Drawdown time calculation
Back calculate Draw Down Time from selected orifice
Q =Cd*A*(2gHJA(1/2)
WQ Volume = 6,186 cf (Q = WQV/time)
Cd = 0.60
A = 0.012 sft
g = 32.2 ft/s2
Ho = 0.37 ft
Drawdown time = 172,877 sec
2.00 days
STORMWATER BMP POND 3
Average Depth Calculator (BMP 3)
Normal Pool Surface 8,683 sf
Area at Bottom of Shelf 6,436 sf
Area Bottom of Pond (main pond only) 1827 sf
Elevation ft Depth ft Areas Incr. Volume c Acc. Volume (cf)l
To of Berm 170.4 2.9 15,585 5,768 34,504
170.0 2.5 13,255 17,273 28,736
Temporary Pool 168.6 1.1 11,420 6,626 11,464
To of Shelf 168.0 0.5 10,667 4,838 4,838
Normal Pool 167.5 0 8,683 0 0
Normal Pool 167.5 0 8,683 3,780 20,354
Bottom of Shelf 167.0 0.5 6,436 5,826 16,575
166.0 1.5 5,215 4,644 10,749
165.0 2.5 4,072 3,550 6,106
164.0 3.5 3,028 2,556 2,556
Bottom of Pond 163.0 4.5 2,083 1,653 0
Bottom of Sediment 162.0 5.5 1,222 0 0
see note (1)
see note (2)
(1) ACC. Volume = U, volume aoes not mcmue Seulfnent stuldyc, 111u. vuiunic 01-11 w. is of of a
(2) Bottom of Sediment shown for reference. Not included in pond volume or depth
(3) Area and Volumes include main pond and forebay. For just forebay values see "forebay calculator'
Max. Depth of Pond = 4.5 ft
Option l VII. _ pool
dQ,. _
Aperm_ pout
Vperm_pool = 20,354 cf (main pond and forebay), (excludes sediment)
Aperm_pool = 8,683 cf (main pond and forebay)
Option 1 = 2.34 ft
Option 2 l
dnv l = 0.25x 1+ AAn..t_sretf + ('`?nor_snetf 2 Annt _po? 1 Depth
J
penn_pnot bor_shNf
l
Abot shelf = 6,436 sf (main pond and forebay)
Aper _pool = 8,683 sf (main pond and forebay)
Abotyond = 1,827 sf (main pond), (excludes sediment)
Depth = 4.5 ft (excludes sediment)
Option 2 = 3.32 ft
I Pond Design Average Depth = 3.00 ft I
Averaae Depth Calculation you should use: Option 2
STORMWATER BMP POND 3
Forebay Calculator (BMP 3)
Elevation ft Depth ft Areas Incr. Volume c Acc. Volume
Normal Pool 167.5 0 2,333 963 3,989
Bottom of Shelf 167.0 0.5 1,519 1,342 3,026
166.0 1.5 1,165 1,000 1,684
165.0 2.5 835 684 684
Bottom of Foreba 164.0 3.5 532 394 0
Bottom of Sediment 163.0 4.5 256 0 0
(1) Acc. Volume = 0, volume does not include sediment storage, Incr. volume snown for reference
(2) Sediment storage not included in forebay volume
see note (1)
see note (2)
Forebay Volume = 3,989 cf
Pond Volume = 20,354 cf 'from previous calculation
Forebay Percent = 19.60%
Status of Forebay Design: _ Foe-0 -00
. '
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
PHASE 1
BMP 4 WORKSHEETS
AND CALCUALTIONS
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management RF port March 2010
Permit No.
(to be provided by DWQ)

FMA of W A TFR
o? Ov
?
? r
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 III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Brightwater Biotech Park
Contact person Loftee Smith
Phone number 919-469-3340
Date 11/18/2010
Drainage area number Pond 4
II. DESIGN INFORMATION
Site Characteristics
Drainage area 237,402 ft2
Impervious area, post-development 154,638 ft
% impervious 65.14%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 12,587 ft3 OK
Volume provided 15'838 ft3 OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume n/a ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required? N (Y or N)
1-yr, 24-hr rainfall depth 3.1 in
Rational C, pre-development (unitless)
Rational C, post-development (unitless)
Rainfall intensity: 1-yr, 24-hr storm inlhr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak flow control ft3/sec
Elevations
Temporary pool elevation 159.80 fmsl
Permanent pool elevation 158.50 fmsl
SHWT elevation (approx. at the perm. pool elevation) fmsl
Top of 1 Oft vegetated shelf elevation 159.00 fmsl
Bottom of 1 Oft vegetated shelf elevation 158.00 fmsl
Sediment cleanout, top elevation (bottom of pond) 154.50 fmsl
Sediment cleanout, bottom elevation 153.50 fmsl
Sediment storage provided 1.00 ft
is there additional volume stored above the state-required temp. pool? Y (Y or N)
Elevation of the top of the additional volume 159.8 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
11. DESIGN INFORMATION
Surface Areas
Area, temporary pool 13,363 ftz
Area REQUIRED, permanent pool 8,926 ft
SA/DA ratio 3.76 (unitless)
Area PROVIDED, permanent pool, Ap._p d 10,078 fe OK
Area, bottom of 1 Oft vegetated shelf, Abo, seen 7,643
Area, sediment cleanout, top elevation (bottom of pond), AWpond 2,570 ftz
Volumes
Volume, temporary pool 15,838 ft3 OK
Volume, permanent pool, V,,,,,,w 23,289 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,761 ft3
Forebay % of permanent pool volume 20.4% % OK
SAIDA Table Data
Design TSS removal 90 %
Coastal SA/DA Table Used? N (Y or N)
Mountain/Piedmont SA/DA Table Used? Y (Y or N)
SA/DA ratio 3.76 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, Vperm_Poo 23,289 ft3
Area provided, permanent pool, Apnn_pw 10,078 W
Average depth calculated 2.29 ft Need 3 ft min.
Average depth used in SAIDA, dam„ (Round to nearest 0.5ft) 3.0 ft Insufficient. Check calculation.
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ap._p d 10,078 ft?
Area, bottom of 10ft vegetated shelf, Abot shelf 7,643 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abound 2,570 fe
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 3.50 ft
Average depth calculated 3.11 ft OK
Average depth used in SA/DA, d.„ (Round to nearest 0.5ft) 3.0 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 2.00 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 1.30 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 ft3/sec
Post-development 1-yr, 24-hr peak flow ft3lsec
Storage volume discharge rate (through discharge orifice or weir) ft3lsec
Storage volume drawdown time 2.11 days OK, draws down in 2-5 days.
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 2.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.3 ft OK
Vegetated filter provided? N (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 is: pump
Forth SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2
Permit
(to be provided by DWQ)
III. 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.
LAW SW2.1 &2.2 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),
- 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.
LAW SW 4.4 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.
LAW SW 4.4 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.
LAW SW 4.4 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.
LAW SW 4.4 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
LAW SW 4.4 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
LAW ATTACHED 7. The supporting calculations.
LAW ATTACHED 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
LAW N/A 9. A copy of the deed restrictions (if required).
LAW ATTACHED 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.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III Required Items Checklist, Page 1 of 1
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 30-Nov-10
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant Removal
Efficient in the Moutains and Piedmont
% Impervious Permanent Pool Dept h (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.90 0.80 0.80 0.60 0.50 0.50 0.40
20 1.50 1.30 1.10 1.00 0.90 0.80 0.80
30 1.90 1.80 1.70 1.40 1.30 1.00 1.00
40 2.50 2.30 2.00 1.80 1.60 1.50 1.30
50 3.00 2.80 2.50 2.00 1.90 1.70 1.60
60 3.50 3.20 2.80 2.50 2.20 1.90 1.80
70 4.00 3.70 3.30 2.80 2.50 2.20 2.00
80 4.50 4.10 3.80 3.30 2.80 2.60 2.30
90 5.00 4.50 4.00 3.50 3.00 2.80 2.60
Source: NCDENR/DWQ Stormwater best Management vrac ices, pg. i u-y, jury NV
STORMWATER BMP POND 4

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 3.55 100 3.6
Open Space 1.9 0 0.0

Totals 5.45 3.6
Total % Impervious Surface Area = 65.1 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 3.76 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.205 acres
8919 sq. ft.
Normal pool elevation = 158.5 feet
Surface area provided = 0.231 acres
10078 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009() where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.64 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.289 `acre-ft
12587 cu. ft.
Water quality pool elevation required= 159.54 feet
Water quality pool elevation provided= 159.80 feet
Storage volume provided = 0.364 acre-ft
15838 cu. ft.
Additional storage volume provided = 3251 cu. ft.
Project Name: Brightwater Biotech Park Project #: 2090050
City/State: Lillington, NC Date: 30-Nov-10
STORMWATER BMP - Pond 4
DRAWDOWN CALCULATIONS
Orifice Sizing Calculator
Q =Cd*A*(2gHo)"(112
Q = Discharge (WQV / Drawdown time)
Cd = Coefficient of discharge
A = Cross sectional area of flow at the orifice entrance
g = Acceleration of gravity
Ho = Driving head (ft), measured from the centroid of the orifice are to the water surface
(usually use Ho/3)
Constants
g = 32.2 ft/sZ
Cd= 0.60
Variables
WQ Volume 0.288958 Acre-ft = 12,587 cf
Ho 1.30 ft
Ho/3 0.43 ft
Approximate Drawdown time 48 hrs = 172,800 s
Orifice Area = 0.023 sq. ft = 3.31 sq. in
Orifice Diameter = 2.053 in
USE 2.00 INCH DIAMETER ORIFICE
Drawdown time calculation
Back calculate Draw Down Time from selected orifice
Q =Cd*A*(2gHJA(112)
WQ Volume = 12,587 cf (Q = WQV/time)
Cd = 0.60
A = 0.022 sft
g = 32.2 ft/s2
Ho = 0.43 ft
L Drawdown time = 182,025 sec
2.11 days
STORMWATER BMP POND 4
Average Depth Calculator (BMP 4)
Normal Pool Surface 10,078 sf
Area at Bottom of Shelf 7,643 sf
Area Bottom of Pond (main pond only) 2570 sf
Elevation ft Depth ft Areas Incr. Volume (cf)l Acc. Volume c
To of Berm 162.0 3.5 16,565 30,207 48,745
160.0 1.5 13,642 2,700 18,538
Temporary Pool 159.8 1.3 13,363 10,252 15,838
To of Shelf 159.0 0.5 12,266 5,586 5,586
Normal Pool 158.5 0 10,078 0 0
Normal Pool 158.5 0 10,078 4,430 23,289
Bottom of Shelf 158.0 0.5 7,643 6,969 18,859
157.0 1.5 6,295 5,660 11,890
156.0 2.5 5,024 4,441 6,230
155.0 3.5 3,857 1,790 1,790
Bottom of Pond 154.5 4 3,302 2,545 0
Bottom of Sediment 153.5 5 1,788 0 0
see note (1)
see note (2)
(1) Acc. Volume = U, volume aoes not mcsuae seamen storage, incr. volume snown for relererice
(2) Bottom of Sediment shown for reference. Not included in pond volume or depth
(3) Area and Volumes include main pond and forebay. For just forebay values see "forebay calculator'
Max. Depth of Pond = 4 ft
Option 1 d _ vprrm-pool
ApeMl_ pool
Vperm_pool = 23,289 cf (main pond and forebay), (excludes sediment)
Aperm_pool = 10,078 cf (main pond and forebay)
Option 1 = 2.31 ft
Option 2
shelf
A bnr
Abnr
shelf
Alw _ pond
Depth 1
_
dav = [0.25 x 1 + )] [(
+ 2
_ ) X C

A
pool J
.hflj
Dot
_ _
Abot shelf - 7,643 sf (main pond and forebay)
Aperm_pool = 10,078 sf (main pond and forebay)
Abotyond = 2,570 sf (main pond), (excludes sediment)
Depth = 4.0 ft (excludes sediment)
Option 2 = 3.11 ft
Pond Design Average Depth = 3.00 ft
Average Depth Calculation you should use: Option 2
STORMWATER BMP POND 4
Forebay Calculator (BMP 4)
Elevation ft Depth ft Areas Incr. Volume c Acc. Volume c
Normal Pool 158.5 0 2,424 1,025 4,761
Bottom of Shelf 158.0 0.5 1,674 1,525 3,737
157.0 1.5 1,375 1,238 2,212
156.0 2.5 1,100 975 975
Bottom of Foreba 155.0 3.5 849 740 0
Bottom of Sediment 154.0 4.5 630 0 0
(1) Acc. Volume = 0, volume does not include sediment storage, incr. Volume shown Tor reverence
(2) Sediment storage not included in forebay volume
see note (1)
see note (2)
Forebay Volume = 4,761 cf
Pond Volume = 23,289 cf 'from previous calculation
Forebay Percent = 20.44%
Status of Forebay Design: y i3 4;
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
PHASE 1
POND PACK REPORT
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... K:\09\09-0050\090050-Brightwater Ph II\H-H\Pond Pack\Brightwater Biotech Park 11-
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Dunn NOAA 14, 24
Total
Depth
Return Event in
2 3.7000
10 5.5800
25 6.7500
100 8.7300
1 3.0500
Rainfall
Type
----------------
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Synthetic Curve
RNF ID
Dunn 2-yr, 24-hr
Dunn 10-yr, 24hr
Dunn 25-yr, 24hr
Dunn 100-yr, 24h
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event ac-ft Trun
- --
-----------
BMP 1 ------
IN ----
POND ------
2 ---------
1.075
BMP 1 IN POND 10 1.809
BMP 1 IN POND 25 2.274
BMP 1 IN POND 100 3.068
BMP 1 IN POND 1 .827
BMP 1 OUT POND 2 1.056
BMP 1 OUT PONQ 10 1.789
BMP 1 OUT POND 25 2.254
BMP 1 OUT POND 100 3.047
BMP 1 OUT POND 1 .809
BMP2 IN POND 2 .438
BMP2 IN POND 10 .773
BMP2 IN POND 25 .987
BMP2 IN POND 100 1.356
BMP2 IN POND 1 .328
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs
---- ft
-------- ac-ft
------------
---------
12.1000 ----
22.90
12.1000 30.99
12.1000 36.53
12.1000 43.04
11.9000 14.95
12.1500 17.31 170.03 .374
12.1500 24.13 170.14 .404
12.1500 30.93 170.23 .432
12.1500 36.72 170.31 .454
12.0500 10.17 169.90 .338
12.1000 9.53
12.1000 13.62
12.1000 16.30
12.1000 19.56
11.9000 5.95
S / P: :
Bel ley PondPack (10.00.027.00)
1:15 PM
Bentley Systems, Inc.
11/18/2010
Type.... Master Network Summary Page 2.02
Name.... Watershed
File.... K:\09\09-0050\090050-Brightwater Ph II\H-H\Pond Pack\Brightwater Biotech Park 11-
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event ac-ft Trun
- --
-----
BMP2 ----- -------
OUT ----
POND ------
2 ---------
.403
BMP2 OUT POND 10 .734
BMP2 OUT POND 25 .948
BMP2 OUT POND 100 1.316
BMP2 OUT POND 1 .293
BMP3 IN POND 2 .965
BMP3 IN POND 10 1.720
BMP3 IN POND 25 2.207
BMP3 IN POND 100 3.046
BMP3 IN POND 1 .717
BMP3 OUT POND 2 .945
BMP3 OUT POND 10 1.699
BMP3 OUT POND 25 2.185
BMP3 OUT POND 100 3.023
BMP3 OUT POND 1 .698
BMP4 IN POND 2 1.569
BMP4 IN POND 10 2.612
BMP4 IN POND 25 3.270
BMP4 IN POND 100 4.392
BMP4 IN POND 1 1.216
BMP4 OUT POND 2 1.558
BMP4 OUT POND 10 2.600
BMP4 OUT POND 25 3.258
BMP4 OUT POND 100 4.379
BMP4 OUT POND 1 1.205
*OUT POST TOTAL JCT 2 17.176
*OUT POST TOTAL JCT 10 32.859
*OUT POST TOTAL JCT 25 43.262
*OUT POST TOTAL JCT 100 61.475
*OUT POST TOTAL JCT '_ 12.241
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
-------
---------
12.2500 --------
4.37 --------
162.76 -----
.201
12.1500 10.76 162.91 .227
12.1500 14.09 162.97 .239
12.1500 17.04 163.02 .248
12.3500 .73 162.63 .178
12.1000 21.04
12.1000 30.51
12.1000 36.66
12.1000 44.19
11.9000 12.98
12.2000 13.49 168.96 .358
12.1500 23.68 169.13 .405
12.1500 31.07 169.24 .435
12.1500 37.80 169.33 .461
12.1000 5.58 168.79 .314
12.1000 33.18
12.1000 44.33
12.1000 52.08
12.1000 61.12
11.9000 21.88
12.1500 25.36 160.36 .539
12.1500 34.29 160.48 .580
12.1500 43.81 160.61 .621
12.1500 51.87 160.70 .653
12.0500 15.25 160.19 .487
12.1000 323.44
12.1000 557.02
12.1000 699.37
12.1000 877.39
11.9500 181.92
S/N:
Bentley PondPack (10.0(.0;'.00)
Bentley Systems, Inc.
1:15 PM 11/18/2010
Type.... Master Network Summary Page 2.03
Name.... Watershed
File.... K:\09\09-0050\090050-Brightwater Ph II\H-H\Pond Pack\Brightwater Biotech Park 11-
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Nod e ID Type Event ac-ft Trun
----
----
*OUT ------------
PRE TOTAL - ----
JCT ------
2 ------
17.022
*OUT PRE TOTAL JCT 10 33.524
*OUT PRE TOTAL JCT 25 44.586
*OUT PRE TOTAL JCT 100 64.023
*OUT PRE TOTAL JCT 1 11.888
TO BMP 1 AREA 2 1.075
TO BMP 1 AREA 10 1.809
TO BMP 1 AREA 25 2.274
TO BMP 1 AREA 100 3.068
TO BMP 1 AREA 1 .827
TO BMP2 AREA 2 .438
TO BMP2 AREA 10 .773
TO BMP2 AREA 25 .987
TO BMP2 AREA 100 1.356
TO BMP2 AREA 1 .328
TO BMP3 AREA 2 .965
TO BMP3 AREA 10 1.720
TO BMP3 AREA 25 2.207
TO BMP3 AREA 100 3.046
TO BMP3 AREA 1 .717
TO BMP4 AREA 2 1.569
TO BMP4 AREA 10 2.612
TO BMP4 AREA 25 3.270
TO BMP4 AREA 100 4.392
TO BMP4 AREA 1 1.216
TO PRE AREA 2 17.022
TO PRE AREA 10 33.524
TO PRE AREA 21, 44.586
TO PRE AREA 100 64.023
TO PRE AREA 1 11.888
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
------ ------------
---------
12.3000 -------- --
221.77
12.2500 351.17
12.2500 480.01
12.2500 616.36
12.1000 146.95
12.1000 22.90
12.1000 30.99
12.1000 36.53
12.1000 43.04
11.9000 14.95
12.1000 9.53
12.1000 13.62
12.1000 16.30
12.1000 19.56
11.9000 5.95
12.1000 21.04
12.1000 30.51
12.1000 36.66
12.1000 44.19
11.9000 12.98
12.1000 33.18
12.1000 44.33
12.1000 52.08
12.1000 61.12
11.9000 21.88
12.3000 221.77
12.2500 351.17
12.2500 480.01
12.2500 616.36
12.1000 146.95
S/N:
Bentley PondPack (10.00.02.00)
Bentley Systems, Inc.
1:15 PM 11/18/2010
Type.... Master Network Summary Page 2.04
Name.... Watershed
File.... K:\09\09-0050\090050-Brightwater Ph II\H-H\Pond Pack\Brightwater Biotech Park 11-
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
Node ID
----- Type
---- Event
------
-----------
UNTREATED -
POST AREA 2
UNTREATED POST AREA 10
UNTREATED POST AREA 25
UNTREATED POST AREA 100
UNTREATED POST AREA 1
HYG Vol
ac-ft Trun
13.214
26.038
34.618
49.710
9.236
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
------------
---------
12.1000 -------- --------
287.30
12.1000 475.08
12.1000 592.50
12.1000 747.50
11.9500 165.87
SIN: Bentley c,-stems, Inc.
Bentley PondPack (10.0.02-1.00) 1:15 PM 11/18/2010
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
WEIR STABILIZATION
CALCULATIONS
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
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,. Enkamat 7020
R2M / Root Reinforcement Mat
Description Enkamat® 7020 is a three-dimensional turf reinforcement mat (TRM) made of continuous
monofilaments fused at their intersections. Ninety-five (95%) percent of the Enkamat is
open and available for soil, mulch and root interaction, creating the most effective root
reinforcement mat (R2M) available. Enkamat is manufactured from nylon to eliminate the
buoyancy factor associated with submerged conditions and provides permanent TRM
protection in vegetated channels, as well as on slopes.
Recommended Permanent erosion control for vegetated channels with expected shear stresses
Applications <_ 10 psf.
• Permanent erosion control for moderate to steep slopes (5 1.51-1:1V).
• Support and enhance performance of ecosystem plants.
• Substrate for hydraulically applied Bonded Fiber Matrix (BFM) and other mulches for
erosion control applications where low water flow and low to moderate shear stresses
are expected.
Technical Data Mechanical Properties Test Method Units Typical Roll Value
MD CD
Tensile Strength ASTM D 5035 kN/m (Ibs/ft) 3.5 (240) 2.1 (145)
(modified)
Thickness ASTM D 5199 mm (in) 19 (0.75)
Mass/Unit Area ASTM D 5261 g/m2 (oz/yd2) 407 (12.0)
ASTM D G53 / % strength
UV Stability ASTM D 5035 retained 80
(modified)
Performance Properties Test Method Units Typical Roll Value
Permissible Velocity
Product Only Flume test' m/s (ft/s) 6.1 (20)
30 minute, vegetated Flume test' m/s (ft/s) 5.8 (19)
50 hour, vegetated Flume test' m/s (ft/s) 4.2(14)
Permissible Shear Stress
Product Only Flume test' kN/m2 (Ibs/ft2) 0.53 (11.2)
30 minute, vegetated Flume test' kN/m` (Ibs/ft`) 0.48 (10.0)
50 hour, vegetated Flume test' kN/m2 (Ibs/ft2) 0.38 (8.0)
1. Flume test performed at independent laboratory-data and details available upon request.
Packaging Data Physical Properties Units Nominal Value
Roll Dimensions m 0.99 x 84.4 1.93 x 27.5
[width x length) (ft) (3.25 x 277) (6.33 x 90)
Roll Area m` (yd`) 83.6 (100) 53 (63.3)
Colbond Inc.
PO Box 1057
Enka, NC 28728
Tel [phone]
Fax [phone]
Estimated Roll Diameter cm (in) 109(43) 69(27)
Estimated Roll Weight kg (lb) 35(77) 25(54)
To the best our knowledge, the information contained herein is accurate. However, Colbond Inc cannot assume any liabil-
ity whatsoever for the accuracy or completeness thereof. Final determination of the suitability of any information or material
for the use contemplated, of its manner of use and whether the suggested use infringes any patents is the sole responsibil-
ity of the user. Colbond Inc. 20040
04/2006
CIV7020TDS03
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
MASTER PLAN
BMP SIZING CALCULATIONS
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
Proiect Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficiency in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4 6.0 7.0 8.0 9.0
10 0.59 0. 0.35 0.31 0.29 0.26
20 0.97 0. 0.59 0.51 0.46 0.44
30 1.34 1. 0.83 0.70 0.64 0.62
40 1.73 1. 1.05 0.90 0.82 0.77
50 2.06 1. E 1.30 1.09 1.00 0.92
60 2.40 2. 1.51 1.29 1.18 1.10
70 2.88 0
2. 2.0 1.79 1.54 1.35 1.26
80 3.36 2. 1.86 1.60 1.42
90 3.74 3. 2.34 2.11 1.83 1.67
Source: NCUtNK/UWQ ?,tormwater tsest management rracaces, pg. iu-7, luny -
STORMWATER BMP T7

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 6.5 100 6.5
Open Space 5.5 0 0.0

Totals 12 6.5

Total % Impervious Surface Area = 54.2 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.20 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.264 acres
11509 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0 987)
Rv = 0.05 + 0.0090) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.54 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.538 acre-ft
23414 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Prot Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 16-Dec-09
Table 10 1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficient in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater best management rractices, pg. fury wvi
STORMWATER BMP T2

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 4.01 100 4.0
Open Space 3.43 0 0.0

Totals 7.44 4.0

Total % Impervious Surface Area = 53.9 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.19 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.163 acres
7106 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0987)
Rv = 0.05 + 0.009() where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.54 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.332 acre-ft
14451 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficient in the Moutains and Piedmont
°% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCULNK/UVVQ Mormwater Cesr managemem rra--, pg. iu-o, jwy ?vv,
STORMWATER BMP T3

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 11.38 100 11.4
Open Space 8.45 0 0.0

Totals 19.83 11.4

Total % Impervious Surface Area = 57.4 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.31 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.458 acres
19964 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0 987)
Rv = 0.05 + 0.009(l) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.57 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.936 acre-ft
40778 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Proiect #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficiency in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. iu-y, jury zwi
STORMWATER BMP T4

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 4.43 100 4.4
Open Space 4.09 0 0.0

Totals 8.52 4.4

Total % Impervious Surface Area = 52.0 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.13 % From Table 10-1
Minimum pond surface area (SA) = (DA * SA/DA ratio)/100
SA = 0.181 acres
7897 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueier 0 987)
Rv = 0.05 + 0.0090) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.52 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.368 acre-ft
16019 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Proiect Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficiency in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/UWQ Stormwaler best management rracuces, pg. iu-v, fury zuvi
STORMWATER BMP 01

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.62 100 1.6
Open Space 1.08 0 0.0

Totals 2.7 1.6

Total % Impervious Surface Area = 60.0 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.40 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.065 acres
2823 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009() where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.59 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.133 acre-ft
5783 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Proiect Name: Brightwater Biotech Park
City/State: Lillington, NC
Proiect #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficient in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 2 0.77
50 2.06 1.73 1.50 1.30 1.09 0 0.92
60 2.40 2.03 1.71 1.51 1.29 8 1.10
70 2.88 2.40 2.07 1.79 1.54 5
1 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 3 1.67
Source: NWENK/Uwlt Jtormwater tsest nnanagemem rracuces, P5. iu-o, J-Y c-
STORMWATER BMP 02

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 2.41 100 2.4
Open Space 1.33 0 0.0

Totals 3.74 2.4

Total % Impervious Surface Area = 64.4 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.61 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.098 acres
4257 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009() where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.63 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.196 acre-ft
8552 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficiency in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCUtNK/UWtl mormwater I5esi Management rracuces, pg. iv-9, Jury -1
STORMWATER BMP 03

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 3.87 100 3.9
Open Space 3.5 0 0.0

Totals 7.37 3.9

Total % Impervious Surface Area = 52.5 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.15 % From Table 10-1
Minimum pond surface area (SA) = (DA * SA/DA ratio)/100
SA = 0.158 acres
6887 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, inAn.
I = Percent impervious
Rv = 0.52 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.321 acre-ft
13981 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficiency in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
1.34 1.08 0.97 0.83 0.70 0.64 0.62
1.73 1.43 1.25 1.05 0.90 0.82 0.77
2.06 1.73 1.50 1.30 1.09 1.00 0.92
M 2.40 2.03 1.71 1.51 1.29 1.18 1.10
2.88 2.40 2.07 1.79 1.54 1.35 1.26
3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10-9, July 2007
STORMWATER BMP R1

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 3.79 100 3.8
Open Space 2.66 0 0.0

Totals 6.45 3.8

Total % Impervious Surface Area = 58.8 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.36 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.152 acres
6625 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0 987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.58 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.311 acre-ft
13553 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Project Name: Brightwater Biotech Park
City/State: Lillington, NC
Project #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficiency in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10-9, July 2001
STORMWATER BMP R3

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.94 100 1.9
Open Space 2.14 0 0.0

Totals 4.08 1.9

Total % Impervious Surface Area = 47.5 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 1.98 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.081 acres
3517 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.48 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.163 acre-ft
7079 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
Proiect Name: Brightwater Biotech Park
City/State: Lillington, NC
Proiect #: 2090050
Date: 16-Dec-09
Table 10-1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant Removal
Efficiency in the Moutains and Piedmont
% Impervious Permanent Pool Depth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. lU-9, July 2001
STORMWATER BMP RW4

Land Use Area
(ac) °% IA Imp. Area
(ac)
Impervious 1.09 100 1.1
Open Space 1.69 0 0.0

Totals 2.78 1.1

Total % Impervious Surface Area = 39.2 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 1.70 % From Table 10-1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.047 acres
2058 sq. ft.
Normal pool elevation = 0.0 feet
Surface area provided = 0.000 acres
0 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0987)
Rv = 0.05 + 0.0090) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.40 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.093 acre-ft
4066 cu. ft.
Water quality pool elevation= 0.00 feet
Storage volume provided = 0.000 acre-ft
0 cu. ft.
BRIGHTWATER SCIENCE AND TECHNOLOGY PARK
STORMWATER MANAGEMENT REPORT
HARNETT COUNTY, NORTH CAROLINA
DETAILED
SOILS EVALUATION
Brightwater Science and Technology Park W&R Project 2090050
Stormwater Management Report March 2010
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
November 29, 2010
Job # 11561'.S1
Withers & Ravenel
Attn: Loftee Smith
111 Mackenan Drive
Cary, NC 27526
Re: Detailed Soils Evaluation on the Bright Water Development site, located near the
intersection of McKinney Parkway and US Highway 401, Harnett County, NC.
Dear Mr. Smith:
Soil & Environmental Consultants, PA (S&EC) performed detailed soil borings within
the vicinity of four potential storm water BMP sites on the site mentioned above. Based
on communication with the client, S&EC was informed that wet detention basins are
being considered at each of the four BMP sites. The purpose of this evaluation was to
provide soil data for the proper design of the potential storm water BMPs, including
depth to seasonal high water table (SHWT). The following is a brief report of the
methods utilized in this evaluation and the results obtained.
Soil/Site Evaluation Methodology
The site evaluation was performed by advancing hand auger borings to a depth of 6-11
feet at each proposed storm water BMP location (see Attachment 1). S&EC navigated to
each proposed location with a GPS receiver. Soil morphological conditions were
described at each location using standard techniques outlined in the "Field Book for
Describing and Sampling Soils" published by the Natural Resources Conservation
Service (MRCS, 2002). Boring depths were predetermined to correspond with the
proposed BMP depths, based on the existing grade. Detailed soil profile descriptions
from each boring location are included in Attachment 2.
Soil/Site Conditions
This site is located in the Upper Coastal Plain geological area consisting of alluvial and
marine sediments. Field investigation revealed that the soils at BMP 1 & 2 are most
similar to the Nahunta soil series. Nahunta series soils (Fine-silty, siliceous, thermic
Aeric Paleaquults) are classified as being somewhat poorly drained with non-expansive
silty clay loam textured layers in the subsoil. The depth to a seasonal high water table for
BMP 1 & 2 was observed at 16 and 22 inches from top of ground, respectively.
The soil at BMP 3 was most similar to the Grantham soil series (Fine-silty, siliceous,
thermic Typic Paleaquults). These soils classified as being poorly drained with non-
Charlotte Office: Greensboro Office:
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
expansive silty clay loam textured layers in the subsoil. At this boring, the depth to a
seasonal high water table was observed at 6 inches from top of ground.
The soil at BMP 4 was most similar to the Norfolk soil series (Fine-loamy, siliceous,
thermic Typic Paleudults). These soils classified as being well drained with non-
expansive sandy clay loam textured layers in the subsoil. At this boring, the depth to a
seasonal high water table was observed at 50 inches from top of ground.
Based on ground and proposed normal pool elevation information that you provided,
listed below is a quick reference for each BMP site with respect to the seasonal high
water table.
BMP Exist Grade Proposed Normal Pool Seasonal High Water Table
1 170 168.5 168.6
2 163 161.5 161.2
3 168.5 167.5 168
4 163 158.5 159
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. Please feel free to
call with any questions or comments.
Sincerely,
W Z4-
Don Wells
NC Licensed Soil Scientist #1099

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LEGEND
O•SOIL BORING LOCATION
MEAN SEASONAL HIGH WATER TABLE
NOT A SURVEY. SITE PLAN PROVIDED TO S&EC BY CLIENT.
SOIL BORING LOCATIONS WERE ESTABLISHED BY S&EC USING A GPS RECEIVER.
SEE S&EC REPORT FOR ADDITIONAL INFORMATION AND PROFILE DESCRIPTIONS.
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LILLIN?,TON HAR NETT C-IUN'tY North Ca Jiro
E t ' a C i N `` ER S S. C O N S U LTA N T S
Response to DWQ request for more information on DWQ #10-0251 Dated September 23, 2010
Harnett Health Hospitals:
The seasonal high water table report has been included with this submittal. The finding within
this report notes the seasonal high water table at approximately 174.00. For that reason and in
addition to the comment we have proposed clay liners in both ponds. The liners have been
specified in the notes within C-303 and C-304 but also shown in the profile contained on each
sheet. The ponds could not be raised due to the need for each to tie to the proposed road
sections, helipad, parking lots and existing topo.
KLE/NFELDER
Bright People. Right Solutions
October 8, 2010
RAL101-133
Mr. Warren Sugg - Civil Engineer
Mulkey Engineers and Consultants
6750 Tryon Rd
Cary, NC 27518-7056
Re: Estimate of Seasonal High Water Table (SHWT)
Harnett Health Systems Hospital
Lillington, North Carolina
Kleinfelder Project No. 101535, Task 2
Dear Mr. Sugg:
This letter provides an estimate of the seasonal high water table (SHWT) for the two (2)
detention pond locations as shown on sheet C-200 prepared by Mulkey Engineers and
Consultants (Mulkey), dated 7-31-2010 and marked "For Agency Review". These
services were requested by Mr. Warren Sugg of Mulkey.
Test borings B-10, B17, B-26, B54, B-55, and B-56 from our Report of Preliminary
Geotechnical Exploration (March 30, 2009) for this site are in close proximity to the
referenced pond locations. Groundwater was encountered at approximate depths of 2
feet to 10 feet below the existing ground surface approximately 24 hours after drilling
these borings. These measured groundwater depths resulted in an average
groundwater elevation of approximately 172.5 feet in the vicinity of the ponds. Based on
our review of NCDENR-DWQ monitoring well data from the last 5 years for a well in the
regional vicinity of the site, it was determined that normal seasonal fluctuations in
groundwater elevations in this region were typically on the order of 6 to 8 feet. Our
review of well data also revealed that the groundwater readings for these borings
(measured in late February 2009) were measured during a period where regional
groundwater levels were within 1 to 2 feet of the 5-year normal seasonal high water
table (SHWT). Therefore, we expect the SHWT at the proposed pond locations for this
site to be approximately 1 to 2 feet higher than that measured in February 2009,
resulting in an estimated SHWT elevation of 174 feet.
COMMENTARY
Based on our review of the proposed deepest detention pond bottom elevations as
shown on sheet C-200 dated 7-31-2010 (elevation 166 feet for the north pond, and
elevation 171 for the south pond), it appears that the pond designs will require
modification to account for the estimated SHWT of elevation 174 feet. Additionally, as
previously noted to members of the design and construction team, removal of
groundwater and rock materials is anticipated in order to excavate the north pond.
3500 Gateway Centre Blvd. Suite 200, Morrisville, NC 27560 p 1919.755.5011 f 1919.755.1414
LIMITATIONS
This work was performed in a manner consistent with that level of care and skill
ordinarily exercised by other members of Kleinfelder's profession practicing in the same
locality, under similar conditions and at the date the services are provided. Our
conclusions, opinions and recommendations are based on a limited number of
observations and data. It is possible that conditions could vary between or beyond the
data evaluated. Kleinfelder makes no other representation, guarantee or warranty,
express or implied, regarding the services, communication (oral or written), report,
opinion, or instrument of service provided. Kleinfelder offers various levels of
investigative and engineering services to suit the varying needs of different clients.
Although risk can never be eliminated, more detailed and extensive studies will yield
more information, which may help understand and manage the level of risk involved.
Since detailed study and analysis involves greater expense, our clients participate in
determining levels of service that provide adequate information for their purposes at
acceptable levels of risk. More extensive studies could be performed to reduce these
uncertainties.
The recommendations herein are based on project information provided by our Client
and their designers. If our Client does not retain Kleinfelder to review plans and
specifications, including any revisions or modifications to the plans and specifications,
Kleinfelder assumes no responsibility for the suitability of our recommendation. In
addition, if there are any changes in the field to the plans and specifications, our Client
must obtain written approval from Kleinfelder's engineer that such changes do not affect
our recommendations. Failure to do so will vitiate Kleinfelder's recommendations. This
letter may be used only by the Client and the registered design professional in
responsible charge and only for the purposes stated for this specific engagement within
a reasonable time from its issuance, but in no event later than two (2) years after the
date of this letter.
CLOSURE
Kleinfelder appreciates
consulting services on
information, please call.
Respectfully submitted,
KLEINFELDER SOUTHE
n hon E. Ste ensc
Professional St ff
the opportunity to continue our Geotechnical Engineering
this project. If you have any questions or require additional
INC.
, E.I.
Senior Geotechnical
Cc: Mike Jones - WakeMed (MJones(cr7wakemed.org)
Sean Murphy - Perkins + Will (sean murphy(?perkinswill.com)
Cameron Guice - Brasfield & Gorrie (CGuice(a-)BrasfieldGorrie.com)
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