20100251 Ver 1_Stormwater Info_20100820

4-*MULKEY
ENI3INEERS & CONSULTANTS
P? Box 331 27
RALEIGH, NC 27636
PHONE: [phone]
FAx: [phone]B
LETTER OF TRANSMITTAL
To: Annette Lucas, PE - Date
NCDERR-DWQ 401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Re: Harnett Health Hospital (with Brightwater
Campus in Lillington)
Job No.
I am sending you the following item(s):
NOS,?O?` ? c„ l
it) - 02.S 1
August 20, 2010_..
*'`*HAND DELIVER
2009036.00
COPIES DATE NO. DESCRIPTION
2 Revised Construction Documents
2 Revised Stormwater and Erosion Control Calculations
Package including Supplemental Forms, checklist,
deed, O&M, soil report
2 Response to comments

These are transmitted as checked below:
? As requested ® For your use
? For approval ? For Signatures
? For review and comment ?
Remarks:
Please find the included items listed above. Please let me know if you have any question, comments or
concerns.
Copy to: File Signed: Warren M. Sugg, PE
- MULKEY
Response to DWQ request for more information on DWQ #10-0251
Harnett Health Hospitals:
1. Please address the following issues with Wet Detention Basin #2:
a. The pond appears to be short circuiting. Please shift the outlet location to lengthen the
flow path length to width ratio. A ratio of at least 3:1(L:W) is recommended.
Response: The weir section from the main forebay to the main pond has been shifted to
allow the maximum flow path along with moving the outlet structure to the far end of
the main pond. Refer to C-301 and C-304 for pond #2 additional information.
b. The 18" pipe discharging into the pond needs to enter the pond via a forebay.
Response: A second forebay has been added to accept the flow from the 18" pipe. The
weir section from this forebay to the main pond has been shown to give the maximum
flow length. Refer to C-301 and C-304 along with additional calculations sheets that
include the pond areas(including second forebay).
c. Sizing of the pond must take into account the build-out of the offsite drainage area to
the north. Another option would be to bypass that area around the pond, and treat it
separately if it is ever developed.
Response: The pond as additional storage and surface area above the requirements and
accounts for the undeveloped property to the north at this time. When the property to
the north is developed it will need to treat and handle its own stormwater in that
location since total impervious and build out design for that piece of property is
completely unknown at this time. Refer to C-300 for overall mapping and drainage area
delineations for proof of inclusion. Refer to pond routing and supplemental DWQ forms
for proof of excess volume and surface area.
2. Please address the following issues with Wet Detention Basins #1 and #2:
I
a. The double 6-inch diameter orifices appear to draw down in less than 2 days. Also,
please provide drawdown calculations that show that the minimum required treatment
volume draws down in 2 to 5 days.
Response: Pond #1 has been sized with a 2" orifice and now draws down in 50.4 hours
and Pond #2 has been sized with a 1.5" orifice and now draws down in 60.2 hours. The
calculations for the orifice draw down are included at the bottom of the calculation
sheet that also contains the simple method. All construction plans, design calculations,
and forms represent this change to a 2" and 1.5" orifice.
-`§MULKEY
E14131NEERS & CONSULTAt'AT u
b. Please provide calculations that show how the treatment volume was calculated using
the Simple Method.
Response: Two additional calculation sheets have been included that have the simple
method for each pond along with draw down/orifice calculations.
c. The stage storage output provided does not provide all the information needed. Please
provide a table of elevations, areas, incremental volumes and accumulated volumes for
the overall pond and forebay so that we can verify volumes, area and elevations
provided on the plans and supplement forms. This must include rows for key elevations
(bottom, sediment cleanout, permanent pool, temporary pool, etc.).
Response: Four new excel sheet has been developed and printed that includes each
pond's information. A similar elevation, areas, incremental volumes and accumulated
volumes is included with the Pond Design section of the report that Hydroflow produces
but this will be duplicate information for clarity.
d. On page 3 of 0&M Agreements, the elevations for when sediment is to be removed are
incorrect.
Response: Each 0&M page 3 has been updated to show the revised depths and
sediment removal elevations.
e. 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.
Response: Each pond was made 1' deeper to account for the sediment storage and
cleaning requirements. Refer to C-303 and C-304 to review revised pond plans,
calculations and other support document have been included with this submittal that
reflect this change.
f. Please provide the SHWT elevations. A liner may be required if it is well below the
permanent pool elevation. See also 10.3.2 of the BMP Manual.
Response: The boring log has been included for your use. Notably the borings #55
represents pond #1 and boring #10 represents pond #2. Pond #1 has a bottom of 171
and groundwater was found at approximately 169.00 on 2/24/2009. Pond #2 bottom is
166.00 and ground water was found at approximately 173.00 on 2/25/2009.
g. Planting plans for the ponds must be provided on the plans as per 10.3.7 of the BMP
Manual.
Response: Planting plans have been included in this submission for your review. Please
refer to L-200, L-202 & L-403 for more information.

,---MULKEY
F.- N i?_+ S(ti E C R ? CV7#ti i.J t.. -'ANl
h. Please provide outlet details on the plans showing orifices, weirs, trash rack, etc.
Response: The project plans to use NCDOT standard detail 840.45 "precast drainage
structure" shown on C-602. The orifice will be field cut at the proper elevation and the
trash rack will be field installed. The box size, orifice size and location, and trash rack
are all shown in plan C-300, C-301, C-302 and plan/profile on C-303 and C-304.
L We recommend adding an emergency spillway in the event the outlet structure gets
clogged. That way the flow is released in a controlled manner.
Response: Emergency spillways have been revised and shown on the plans. Refer to C-
300, C-301, C-302, C-303, & C-304. It is our desire for the emergency spillways to never
get used since there are road sections downstream of the emergency spillway. The
pond routing conclude the ponds can hold the 100 year events but as stated is assumes
the orifice and riser are not clogged.
j. The outlet structures should be moved closer to the bank of the ponds to allow for
easier inspection and maintenance of the outlets.
Response: The outlet structures for both ponds have been moved to allow the
maximum flow path and closer to the bank to allow for inspection and maintenance.
3. Please be sure that any changes are consistently reflected on all documents (plans, talcs,
supplement forms, 0&M forms, etc.)
Response: New plans, calculations, supplement form and 0&M sheets that changed have been
included and coordinated to insure all changes are reflected globally.
•
4t=Moasi
ULKEY
ENGINEERS & CONSULTANTS
A, A
STORMWATER & EROSION
CONTROL CALCULATIONS
Harnett Health Systems, Inc
Central Campus Hospital
for
Harnett Health Systems, Inc
March 2010
•
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Mulkey Engineers & Consultants
PO Box 33127
Raleigh, NC 27636
Telephone [phone]
Fax [phone]
0
•
0
Narrative

General Site Information
• The Harnett Health Systems - Central Campus Hospital project plan to construct a new full-
service, two-story hospital located on a 20.2 acres site within the newly developed
Brightwater Campus in Lillington, North Carolina. The facility will include fifty private
inpatient medical-surgical beds, emergency department, surgical services, imaging, dietary,
cardiopulmonary, and all administration and support areas. All outpatient services, including
Emergency Department and Surgery, will be on the ground floor. The second floor will
contain 50 private inpatient rooms separated into two patient wings of 20 and 30 patient
rooms.
The new facility will contain approximately 107,200 square feet, and includes a 4.200 sf
Central Energy Plant located on the east site of the site. The structural system will be
designed to allow for future expansion vertically to allow for a total of 150 inpatient rooms.
The ground floor will be oriented to allow for horizontal growth of the outpatient and
support services.
The site is largely wooded and agricultural in the existing conditions. The plans are to
develop approximately 10 acres of the site during this phase of construction with 5 of
impervious surface. The remaining 5 acres of disturbed area will be landscaped or utilized as
stormwater collection and treatment.
The pin number 0654-70-1090 depicts the parcel which is bound to the northwest by
• Crested Iris Drive (future), to the southwest AmberLeaf Trail (future), and along the south
by Brightwater Drive. The parcel is also recorded within deed book 2567, deed page 862-
887 and plat book 2008, plat page 913. The parcel is zoned RA-30 and Commercial. The
site is within the Cape Fear River Basin and is a WS-IV watershed basis and water supply
watershed type. The USGS maps have been included along with soil maps and the FIRM
map for delineation of the site. The majority of the site exist as farmland and wooded and
the defined soil is Wagram Soil, a "A" soil. The storm impact analysis was completed for 1,
2, 10, 50 and 100 year storm events. Pipe sizing was calculated to carry the 10 year storm
event within the pipe and box system while the grates were designed to pond less than one-
half a travel lane during a 4 in/hr storm event. The ponds have been sized to capture all
storm event up to the 100 year without overtopping the ponds. Ponds have been designed
in accordance with Division of Water Quality standards to capture and treat the storm
events for controlled release. Please refer to the calculations package for further detail on the
stromwater routing, pre/post analysis, and proposed temporary and permanent site controls.
0
Potable Water
• The proposed facility will be served by a waterline which is under design through the
lm
Brightwater development group by combinations of Marziano Engineering and Withers &
Ravenal Engineering. The exact locations and sizes of the water mains are to be determined
by those engineering companies. The hospital will tap the water main in close relation to
both Brightwater Drive and Crested Iris Drive. The service to the hospital will be a 8 inch
service with branch ties for a fire line and domestic going into the Central Energy Plant to be
distributed to the Hospital proper. Backflow preventors/reduce pressure zone assemblies
are proposed at each main tap location near the Right of Way and the domestic water meter
will reside infront of the CEP at the domestic service. A fire department connection is
proposed along the west edge of the loop drive between the CEP and Hospital and will
serve the Hospital only. A main and secondary post indicator valve has been included near
the CEP for fire truck access. Fire hydrants throughout the hospital loop road will ensure
that all portions of the building are within coverage.
Sanitary Sewer
Outfall sewer like water is under design through the Brightwater development group by
combinations of Marziano Engineering and Withers & Ravenal Engineering. The
expectation is that an outfall sewer would exist for the Hospital to tie into along Crested Iris
Drive. A gravity sewer system from the outfall tie to the building waste outlets is proposed
and is expected to be an 8" PVC service line with manholes. A grease trap is proposed for
• all food service's outlet of waste which will be tied to the proposed gravity sewer system.
Also a decontamination tank is proposed along the northwest edge of the building for
special use only.
Stormwater
The existing hospital site is on a ridge with stormwater generally flowing away from the
proposed building location to the south and west. Generally the stormwater will be
collected in typical stormwater catch basins, yard inlets, trench drains and similar structures
to be transpoted by underground RCP drainage pipe to either a south (Main) stormwater
collection pond or a northwest (Secondary) stormwater collection pond. The ponds are wet
detention basins with structure overflows to release design storm events through pipe
systems prior to entering the surrounding stream areas. Roof leader are tied to this
stormwater collection system for treatment and release. The largest roof leader system is
tied to a underground storage tank near the front entrance to irrigate selected areas and is
tied to the storm system for overflow conditions. To further treat and capture stormwater
runoff grass swales and maintained open areas will allow for stormwater cleaning prior to
piped condition to the stormwater ponds. All outlets will have rip rap protection. Where
possible the stormwater design will capitalize on green solutions verse traditional pipe and
release.
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Soil and Erosion Control
• A general permit will be required for all land disturbances greater than one acre. The erosion
control measures for the any future projects will need to be designed, constructed, and
maintained to ensure compliance with the North Carolina Sedimentation Pollution Control
Act of 1973. Permitting requirements, regulations and design criteria can be found in 15A
North Carolina Administrative Code (NCAC) 04B.0100. Examples of methods would
include temporary diversions may be constructed at the toe of the proposed fill slope to
divert sediment-laden water from the construction site to temporary sediment traps (for
drainage areas less than five acres). The traps would be sized to control the ten-year storm
event. Check dams would be placed in the temporary diversions to restrict the velocity of
flow in these channels thereby minimizing erosion. Silt fence would be installed between the
diversion berms and adjacent areas to further ensure that silt does not impact offsite
properties. All inlets into the proposed storm drainage system will be protected to prevent
sediment from entering the pipe system and being conveyed downstream. Construction
entrances will be installed at any entry points into the site to provide a buffer area where
construction traffic can drop their mud and sediment to avoid transporting this material
onto private and public roads, to control erosion from surface runoff, and to help control
dust. The proposed erosion control measures will be installed at the beginning of the
construction, prior to any land disturbance. All disturbed areas brought to final grade will be
stabilized with permanent vegetation within fifteen days. Once disturbed areas are stabilized
and the site is approved by the Land Quality Section, then the erosion control measures will
be removed.
•
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i United States
Department of
Agriculture
.Soil
Conservation
Service
In cooperation with
North Carolina
Department of
Environment, Health, and
Natural Resources; North
Carolina Agricultural
Research Service; North
Carolina Cooperative
Extension Service;
Harnett County Board of
Commissioners; and
Harnett County Soil and
Water Conservation
District
Soil Survey of
Harnett County,
North Carolina
Harnett County, North Carolina
•ercent slopes; about 8.0 miles southwest of Lillington
on North Carolina Highway 27, about 3.6 miles south on
Secondary Road 1117, about 50 feet east of the
intersection of Secondary Roads 1117 and 1116:
A-0 to 3 inches; dark brown (10YR 4/3) loamy sand;
weak medium granular structure; very friable; very
strongly acid; abrupt smooth boundary.
BA-3 to 6 inches; strong brown (7.5YR 5/6) sandy
loam; weak medium subangular blocky structure;
friable; very strongly acid; clear wavy boundary.
Btx1-6 to 16 inches; yellowish red (5YR 5/8) sandy
clay loam; weak medium subangular blocky
structure; very firm, brittle; few patchy clay films on
faces of peds; strongly acid; gradual wavy
boundary.
Btx2-16 to 30 inches; yellowish red (5YR 5/8) sandy
loam; weak medium subangular blocky structure;
very firm, brittle; few flakes of mica; few fine white
(10YR 8/1) bodies of kaolin; extremely acid; gradual
wavy boundary.
Btx3-30 to 44 inches; strong brown (7.5YR 5/8) sandy
loam; common medium distinct yellow (10YR 7/6)
mottles; weak medium subangular blocky structure;
very firm, brittle; common bodies of gray clay;
extremely acid; gradual wavy boundary.
-44 to 60 inches; brownish yellow (10YR 6/6)
stratified sand and loamy sand; common coarse
distinct strong brown (7.5YR 5/8) mottles; massive;
very firm; extremely acid.
The solum is 40 to more than 75 inches thick. Depth
to the very firm, brittle horizon ranges from 15 to 35
inches. The content of coarse fragments, which are
mostly quartz pebbles, ranges from 0 to 10 percent.
Reaction is extremely acid to strongly acid, except
where the surface layer has been limed.
The A or Ap horizon has hue of 10YR or 2.5Y, value
of 4 to 6, and chroma of 1 to 4. The E horizon, if it
occurs, has hue of 10YR, value of 5 or 6, and chroma
of 3 to 6. It is loamy sand or gravelly loamy sand.
The BA horizon has hue of 7.5YR or 10YR, value of
4 or 5, and chroma of 4 to 8. It is loamy sand or sandy
loam.
The Btx horizon has hue of 2.5YR to 7.5YR, value of
4 to 7, and chroma of 6 to 8. In the lower part, it has
mottles in shades of red, brown, yellow, or gray. It is
sandy loam or sandy clay loam.
The BCx horizon, if it occurs, has hue of 2.5YR to
7.5YR, value of 4 to 7, and chroma of 6 to 8. It is
mottled in shades of red, brown, yellow, or gray. It is
0 t ndy loam, sandy clay loam, or loamy sand.
The Cx horizon has hue of 2.5YR to 7.5YR, value of
o 7, and chroma of 6 to 8 or is multicolored. It is
mottled in shades of red, brown, yellow, or gray. It is
97
sandy loam, sandy clay loam, or loamy sand and may
be stratified with sandy, loamy, or clayey material.
Wagram Series
The Wagram series consists of well drained,
moderately permeable soils that formed in loamy
Coastal Plain sediments. These soils are on broad
upland ridges and side slopes. Slopes range from 0 to
10 percent.
Typical pedon of Wagram loamy sand, 0 to 6 percent
slopes; about 1.5 miles north of Lillington on North
Carolina Highway 210, about 0.3 mile north of the
intersection of North Carolina Highway 210 and U.S.
Highway 421, about 50 feet east of a power station:
Ap-0 to 10 inches; brown (10YR 5/3) loamy sand;
weak fine granular structure; very friable; many fine
and medium roots; strongly acid; abrupt smooth
boundary.
E-10 to 29 inches; very pale brown (10YR 7/4) loamy
sand; weak fine granular structure; very friable;
common fine and medium roots; slightly acid; abrupt
smooth boundary.
BE-29 to 34 inches; brownish yellow (10YR 6/6) sandy
loam; weak fine subangular blocky structure; very
friable; common fine roots; moderately acid; clear
smooth boundary.
Bt1-34 to 44 inches; brownish yellow (10YR 6/6)
sandy clay loam; common medium faint strong
brown (7.5YR 5/8) mottles; weak medium
subangular blocky structure; friable, slightly sticky
and slightly plastic; common fine roots; few patchy
clay films on faces of peds; strongly acid; gradual
smooth boundary.
Bt2-44 to 60 inches; strong brown (7.5YR 5/6) sandy
clay loam; many coarse faint light yellowish brown
(10YR 6/4) and common medium distinct yellowish
red (5YR 5/8) mottles; weak medium subangular
blocky structure; firm, slightly sticky and slightly
plastic; few patchy clay films on faces of peds;
strongly acid; gradual smooth boundary.
Bt3-60 to 72 inches; mottled brown (7.5YR 5/6), light
gray (10YR 7/1), and red (2.5YR 4/8) sandy clay
loam; weak medium subangular blocky structure;
firm, slightly sticky and slightly plastic; few patchy
clay films on faces of peds; very strongly acid;
gradual smooth boundary.
BC-72 to 80 inches; brownish yellow (10YR 6/8) sandy
loam; many coarse prominent light gray (10YR 7/1)
mottles; massive; friable; very strongly acid.
The solum is 60 inches or more thick. Reaction is
very strongly acid to moderately acid, except where the
surface layer has been limed.
Soil Survey
0 Ap or A horizon has hue of 10YR or 2.5Y, value
f 4 to 6, and chroma of 1 to 4. The E horizon has hue
f 10YR or 2.5Y, value of 5 to 7, and chroma of 2 to 4.
is loamy sand, loamy fine sand, sand, or fine sand.
The BE horizon has hue of 10YR or 2.5Y, value of 5
3 7, and chroma of 4 to 6. It is sandy loam or fine
andy loam.
The Bt horizon has hue of 10YR or 2.5Y, value of 5
ir 6, and chroma of 6 to 8. It is mottled in shades of
ed, brown, or yellow. It is sandy clay loam or sandy
yam.
The BC horizon has hue of 7.5YR to 2.5Y, value of 5
0 7, and chroma of 3 to 8 or is mottled in shades of
hese colors. It is sandy clay loam or sandy loam.
Nahee Series
The Wahee series consists of somewhat poorly
trained, slowly permeable soils that formed in clayey
sediments. These soils are on low terraces. Slopes
•ange from 0 to 2 percent.
Typical pedon of Wahee fine sandy loam,
)ccasionally flooded; about 0.25 mile north of Bunnlevel
?o the intersection of U.S. Highway 401 and Secondary
R 2022, west 2.0 miles on Secondary Road 2072,
n .2 mile on a farm road, about 100 feet west of
th ad:
Ap-0 to 8 inches; grayish brown (10YR 5/2) fine sandy
loam; weak medium granular structure; very friable;
common fine and medium roots; slightly acid; abrupt
smooth boundary.
E-8 to 10 inches; pale brown (10YR 6/3) fine sandy
loam; weak medium granular structure; very friable;
few fine and medium roots; strongly acid; clear
wavy boundary.
Bt1-10 to 18 inches; yellowish brown (10YR 5/6) clay;
few fine distinct light gray (10YR 7/1) mottles;
moderate medium subangular blocky structure; firm;
few patchy clay films on faces of peds; few medium
flakes of mica; very strongly acid; clear wavy
boundary.
Bt2-18 to 26 inches; yellowish brown (10YR 5/6) clay;
common fine distinct light gray (10YR 7/1) and
common medium prominent yellowish red (5YR 5/8)
mottles; moderate medium subangular blocky
structure; firm; few patchy clay films on faces of
peds; common medium flakes of mica; very strongly
acid; clear wavy boundary.
Btg-26 to 39 inches; light gray (10YR 7/1) clay;
*Mmon medium distinct very pale brown (10YR
3) and common medium prominent yellowish red
(5YR 5/8) mottles; moderate medium subangular
blocky structure; firm; few patchy clay films on faces
of peds; many fine and medium flakes of mica; very
strongly acid; clear wavy boundary.
BCg-39 to 45 inches; light gray (10YR 5/1) sandy clay
loam; common medium distinct very pale brown
(10YR 7/3) and few medium prominent yellowish
brown (10YR 5/8) mottles; weak medium
subangular blocky structure; firm; many fine and
medium flakes of mica; very strongly acid; clear
wavy boundary.
Cg-45 to 62 inches; light gray (10YR 7/1) coarse
loamy sand that has pockets of sandy clay loam;
single grained; loose; many fine and medium flakes
of mica; very strongly acid.
The solum is 40 to more than 60 inches thick.
Reaction ranges from very strongly acid to moderately
acid in A and E horizons, except where limed, and from
extremely acid to strongly acid in the B and C horizons.
The Ap or A horizon has hue of 10YR or 2.5Y, value
of 2 to 5, and chroma of 1 to 3 or is neutral in hue and
has value of 3 to 5. The E horizon has hue of 10YR or
2.5Y, value of 5 to 7, and chroma of 2 to 4. It is loam,
fine sandy loam, or sandy loam.
The Bt horizon has hue of 10YR or 2.5Y, value of 5
or 6, and chroma of 3 to 8. It is mottled in shades of
red, brown, yellow, or gray. It is clay, sandy clay, clay
loam, or silty clay.
The BCg horizon has hue of 10YR to 5Y, value of 5
to 7, and chroma of 1 or 2 or is neutral in hue and has
value of 5 to 7. It is mottled in shades of red, brown,
yellow, or gray. It is sandy clay, silty clay loam, clay
loam, sandy clay loam, or fine sandy loam.
The Cg horizon has hue of 10YR to 5Y, value of 5 to
7, and chroma of 1 or 2 or is neutral in hue and has
value of 5 to 7. It is mottled in shades of red, brown,
yellow, or gray. It is sand, loamy sand, coarse loamy
sand, or sandy loam.
Wakulla Series
The Wakulla series consists of somewhat excessively
drained, rapidly permeable soils on broad sandhill
ridges in the uplands. Slopes range from 0 to 8 percent.
Typical pedon of Wakulla sand, 0 to 8 percent
slopes; about 0.75 mile west of Spout Springs on North
Carolina Highway 24, about 0.3 mile west of Spout
Springs United Presbyterian Church, about 200 feet
north of the highway:
A-0 to 4 inches; brown and dark brown (10YR 4/3)
sand; single grained; very friable; common fine
roots; strongly acid; clear smooth boundary.
,E-4 to 11 inches; brownish yellow (10YR 6/6) sand;
single grained; loose; common fine roots; strongly
acid; gradual smooth boundary.
r
C?
•
•
Harnett County, North Carolina
part. The underlying material to a depth of 60 inches is
very firm, brittle, brownish yellow, stratified sand and
loamy sand.
Permeability is moderately slow or slow. Available
water capacity is low. Reaction ranges from extremely
acid to strongly acid, except where the surface layer
has been limed.
Included in mapping are small areas of Lillington,
Blaney, and Gilead soils. These soils are intermingled
with areas of the Vaucluse soil. Lillington soils have a
higher content of coarse fragments than the Vaucluse
soil, and Blaney soils have more sand in the surface
layer. Gilead soils are clayey and are moderately well
drained. Included soils make up about 25 percent of the
map unit.
Most of this map unit is used as woodland. Some
areas are used as cropland or pasture.
This map unit is moderately suited to the cultivated
crops commonly grown in the area. It is seldom
cultivated, however, because of the severe hazard of
erosion and the relatively small size of the individual
areas. The gravel in the surface layer may restrict some
tillage implements.
This map unit is well suited to hay and pasture.
Proper stocking rates, pasture rotation, timely deferment
of grazing, and restricted use during wet periods help to
keep the pasture in good condition.
This map unit is well suited to woodland. Longleaf
pine, loblolly pine, and a variety of scrub oaks are the
dominant tree species. The main understory species
include blackjack oak, post oak, black oak, and
blackgum. No major limitations affect timber production.
Droughtiness is a limitation affecting seedling mortality.
This map unit is moderately suited to most urban and
recreational uses. The slope may be a limitation on
sites for buildings and the restricted permeability may
limit the use of septic tank absorption fields. Silt fences
and sedimentation basins can help to control runoff and
erosion on construction sites.
The capability subclass is IVe. Based on loblolly pine
as the indicator species, the woodland ordination
symbol is 7A.
VeE-Vaucluse gravelly loamy sand, 15 to 25
Percent slopes. This map unit consists mainly of
moderately steep, very deep, well drained Vaucluse and
similar soils on side slopes. It is mainly in the western
part of the county, south of the Upper Little River.
Mapped areas are long and narrow or irregular in shape
and range from about 5 to 15 acres in size.
Typically, the surface layer is dark grayish brown and
light yellowish brown gravelly loamy sand 14 inches
thick. The subsoil is 30 inches thick and is very firm and
brittle. It is strong brown sandy loam in the upper part,
47
yellowish red sandy clay loam in the next part, and
yellowish red and strong brown sandy loam in the lower
part. The underlying material to a depth of 60 inches is
very firm, brittle, brownish yellow, stratified sand and
loamy sand.
Permeability is moderately slow or slow. Available
water capacity is low. Reaction ranges from extremely
acid to strongly acid, except where the surface layer
has been limed.
Included in mapping are small areas of Lillington,
Blaney, and Gilead soils. These soils are intermingled
with areas of the Vaucluse soil. Lillington soils have a
higher content of coarse fragments than the Vaucluse
soil, and Blaney soils have more sand in the surface
layer. Gilead soils are clayey and are moderately well
drained. Included soils make up about 25 percent of the
map unit.
Most of this map unit is used as woodland. Some
areas are used for pasture.
This map unit is poorly suited to the cultivated crops
commonly grown in the area. The slope is a severe
limitation affecting the use of equipment.
This map unit is moderately suited to hay and
pasture. The slope is a limitation affecting the use of
some equipment. Proper stocking rates, pasture
rotation, timely deferment of grazing, and restricted use
during wet periods help to keep the pasture in good
condition.
This map unit is moderately suited to woodland.
Longleaf pine, loblolly pine, and a variety of scrub oaks
are the dominant tree species. The main understory
species include blackjack oak, post oak, black oak, and
blackgum. The use of equipment may be limited
because of the slope. Droughtiness is a limitation
affecting seedling mortality.
This map unit is poorly suited to most urban and
recreational uses. The slope is the main limitation on
sites for buildings, and the restricted permeability may
limit the use of septic tank absorption fields. Silt fences
and sedimentation basins can help to control runoff and
erosion on construction sites.
The capability subclass is Vle. Based on loblolly pine
as the indicator species, the woodland ordination
symbol is 7A.
WaB-Wagram loamy sand, 0 to 6 percent slopes.
This map unit consists mainly of nearly level and gently
sloping, very deep, well drained Wagram and similar
soils on broad ridges in the uplands. It is in the eastern
part of the county, north of the Cape Fear River.
Mapped areas are irregular in shape and range from
about 7 to 50 acres in size.
Typically, the surface layer is brown loamy sand 10

48
,inches thick. The subsurface layer is very pale brown
oamy sand 19 inches thick. The upper part of the
subsoil is brownish yellow sandy loam and sandy clay
loam. The next part is strong brown sandy clay loam.
The next part is mottled brown, light gray, and red
sandy clay loam. The lower part to a depth of 80 inches
is brownish yellow and light gray sandy loam.
Permeability is moderate. Available water capacity is
low or moderate. Reaction is very strongly acid to
moderately acid, except where the surface layer has
been limed.
Included in mapping are small areas of Norfolk,
Orangeburg, Candor, and Fuquay soils. Norfolk and
Orangeburg soils have less sand in the surface layer
than the Wagram soil -and are in the more sloping
areas. Candor and Fuquay soils are intermingled with
areas of the Wagram soil. Candor soils are excessively
drained. Fuquay soils have plinthite in the subsoil.
Included soils make up about 25 percent of the map
unit.
Most of this map unit is used as cropland. A few
areas are used as woodland or pasture.
This map unit is well suited to the cultivated crops
commonly grown in the area. Corn, soybeans, tobacco,
small grain, and sweet potatoes are the main crops.
Droughtiness is the main limitation. Conservation tillage
crop residue management conserve water and help
*control soil blowing.
This map unit is well suited to hay and pasture.
Proper stocking rates, pasture rotation, and timely
deferment of grazing help to keep the pasture in good
condition.
This map unit is moderately suited to woodland.
Loblolly pine, longleaf pine, a variety of oaks, and
hickory are the dominant canopy trees. The understory
species include dogwood, American holly, black cherry,
and scrub oaks. The sandy surface layer can increase
the seedling mortality rate and limit the use of some
equipment.
This map unit is well suited to most urban and
recreational uses. Seepage is a severe limitation on
sites for sewage lagoons and landfills. The sandy
surface layer is a moderate limitation affecting most
recreational uses.
The capability subclass is Ils. Based on loblolly pine
as the indicator species, the woodland ordination
symbol is 8S.
WaC-Wagram loamy sand, 6 to 10 percent
slopes. This map unit consists mainly of gently sloping
to rongly sloping, very deep, well drained Wagram
Wimilar soils on broad ridges in the uplands. It is in
t astern part of the county, north of the Cape Fear
Soil Survey
River. Mapped areas are long and narrow and range
from about 5 to 20 acres in size.
Typically, the surface layer is brown loamy sand 10
inches thick. The subsurface layer is very pale brown
loamy sand 19 inches thick. The upper part of the
subsoil is brownish yellow sandy loam and sandy clay
loam. The next part is strong brown sandy clay loam.
The next part is mottled brown, light gray, and red
sandy clay loam. The lower part to a depth of 80 inches
is brownish yellow and light gray sandy loam.
Permeability is moderate. Available water capacity is
low or moderate. Reaction is very strongly acid to
moderately acid, except where the surface layer has
been limed.
Included in mapping are small areas of Norfolk,
Orangeburg, Candor, Blaney, and Fuquay soils. Norfolk
and Orangeburg soils have less sand in the surface
layer than the Wagram soil and are in the more sloping
areas. Candor, Blaney, and Fuquay soils are
intermingled with areas of the Wagram soil. Candor
soils are excessively drained, Blaney soils have a
plastic subsoil, and Fuquay soils have plinthite in the
subsoil. Included soils make up about 25 percent of the
map unit.
Most of this map unit is used as cropland. Many
areas are used as woodland. A few areas are used for
pasture.
This map unit is moderately suited to the cultivated
crops commonly grown in the area. Corn, soybeans,
tobacco, small grain, and sweet potatoes are the main
crops. Droughtiness is the main limitation. Conservation
tillage and crop residue management conserve water
and help to control soil blowing.
This map unit is well suited to hay and pasture.
Proper stocking rates, pasture rotation, and timely
deferment of grazing help to keep the pasture in good
condition.
This map unit is moderately suited to woodland.
Loblolly pine, longleaf pine, a variety of oaks, and
hickory are the dominant canopy trees. The understory
species include dogwood, American holly, black cherry,
and oak: The sandy surface layer can increase the
seedling mortality rate and limit the use of some
equipment.
This map unit is moderately suited to most urban and
recreational uses: Seepage is a severe limitation on
sites for sewage lagoons and landfills. The sandy
surface layer is a moderate limitation affecting most
recreational uses. The slope is a limitation affecting
some uses.
The capability subclass is Ills. Based on loblolly pine
as the indicator species, the woodland ordination
symbol is 8S.

Harnett County, North Carolina 167
•
TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF THE SOILS--Continued
i I I 1 I I I I ErosionlWind I
Soil name and 1Depth;Clay I Moist (PermeabilitylAvailablel Soil IShrink-swell I factorslerodi-(Organic
map symbol I I I bulk I I water Ireactionl potential I I Ibilityl matter
I I I density I icapacity I I I K I T Igroup I
I In l Pct I g/cc I In/hr I In/in I PH I I 1 I I Pct
I I i I
WaB, WaC--------- 1 0-291 2-1511.60-1.751
6.0-20 I I
10.05-0.0814.5-6.0 I I I
ILow---------- 10.151 I I
5 1 2 1 .5-2
Fiagram 129-80110-3511.35-1.601
1 1 1 1 0. 10.12-0.1614.5-6.0
1 [Low ---------- 10.201 1 1

We---------------1 0-501 5-2011.30-1.601
0.6-2.0 1
10.10-0.1514.5-6.0 1 1 1
1Low---------- 10.241 1 1
5 1 3 1 .5-5
Wahee 110-39135-6011.40-1.601 0.06-0.2 10.12-0.2013.6-5.5 1Moderate----- 10.281 1 1
139-621 --- I --- I
I --- I --- I--- I ------------- I ---- I I I
I I
I
WfB-------------- 1 0-111 5-1011.45-1.601
6.0-20 I I
1 <0.05 14.5-6.0 I I I
ILow---------- 10.101 I I
5 1 1 1 .5-1
Wakulla 111-361 2-8 11.45-1.601 6.0-20 10.05-0.1014.5-6.0 ILow---------- 10.101 1 1
136-961 2-8 11.45-1.601
I I I I 6.0-20 1 <0.05 14.5-6.0
I ILow---------- 10.101 1 1

Wh--------------- 1 0-6 110-2711.35-1.601
2.0-6.0 I
10.10-0.1514.5-6.5 I I I
ILow---------- 10.241 I I
5 1 3 1 2-5
Wehadkee 1 6-40118-3511.30-1.501 0.6-2.0 10.16-0.2014.5-6.5 ILow---------- 10.321 1 1
140-801 --- I --- I
I --- I --- I--- I ------------- I ---- I I I
I I
I
WkB, WkD--------- 1 0-4 110-2011.45-1.651
2.0-6.0 I I
10.11-0.1614.5-6.0 I I I
1Low---------- 10.241 I I
5 1 3 1 .5-2
Wickham 1 4-19118-3511.30-1.501 0.6-2.0 10.12-0.1714.5-6.0 ILow---------- 10.241 1 1
119-721 --- I --- I --- I --- I--- I ------------- I ---- I I I
* See description of the map unit for composition and behavior characteristics of the map unit.
•
0
Harnett County, North Carolina
163
TABLE 13.--ENGINEERING INDEX PROPERTIES--Continued
I Classification (Frag- I Percentage passing I
Soil name and IDepthl USDA texture i I
map symbol I I number--
Invents I sieve 1Liquid I Plas-
f. I I I Unified I AASHTO 1 3-10 1 I
I In I I linchesl 4 i 10 1 40 I 1 limit l ticity
I I I Pct i 200 I I index
I I I l Pct I
va8, vaD--------- I 0-6 lLOamy sand -------i I I I I I I i - I
Vaucluse ISM, SP-SM IA-2, A-3 1 0-5 190-100190-100151-75 1 8-30 1--- I NP
1 6-441Sandy clay loam, ISC, SC-SM IA-2, A-4,1 0-5 190-100190-100151-75 125-50 1 20-40 1 5-18
1 1 sandy loam. I I A-6 I I
144-60ILoamy sand, sand ISM, SP-SM IA-2, A-3 p 1 I I I I
I I i I 190-100190-100151-75 1 8-30 i ___ I NP
VeB, VeD, VeE----1 0-141GravellY loamy I I I I I I I I
Vaucluse Y ISM, SP-SM IA-1, A-2 12-5 170-90 I55-80 130-50 18-30 l
I I sand. I I l 1 --- 1 NP
114-41ISandy clay loam, ISC, SC-SM IA-2, A-4,1 0-5 1 I 1 I I
1 1 sandy loam. I 190-100190-100151-75 125-49 120-40 15-15
141-691Sandy loam, sandylSM, SC, I A-6 1 I I I I 1 I
I I clay loam, sand SC-SM IA-2, A-4, 0-5 I95-100195-100151-90 115-49 I <30 I NP-12
I I clay. YI I A_6 I I I I I I
I I I I I i
I 1 I I I I I I
WaC--------- 1 0-291Loamy sand------- I I I I I
Wagram 129-801Sandy clay loam, iSC, SP-SM IA-2, A-3 I 0 l 100 198-100150-85 i 8-35 l --
IA-2, A-4,1 0 1 100 1 NP
I 1 sandy loam. I I A-6, A-7 198-100160-95 131-49 121-41 18-25
I 1
I I I I I I I
We---------------1 0-10lFine sandy loam I I I I I I I
e---- Y ISM, SC-SM IA-2, A-4 1 0 1 100 195-100150-98 130-49 1 <28 1 NP-7
Wahee 110-391Clay, clay loam, ICL, CH IA-6, A-7 1 0 1 100 1 100 185-100151-92 1 38-81 1 16-54
1 1 silty clay.
139-621Variable---------I --- 1 l 1 I i I I
Wfs-------------- I 0-11iSand---------- I I I I I I
• Wakulla ---ISM, SP-SM IA-3 1 0 1 100 1 100 155-90 1 4-10 1 -- I
111-361Loamy sand, loamylSM, SP-SM 1A-2 I 0 i 100 i 100 I NP
I I fine sand, loamyl I I I 155-85 I10-25 I - I NP
1 1 coarse sand. I I I I
136-96ISand, fine sand, ISM, SP-SM,IA-2, A-3 1 0 1 1 l I I I
I I coarse sand. I SP I 1100 1100 I50-70 l 4-15 I--- I NP
I 1
wh--------------- I 0-6 1Loam-------------I I I I I I I I I
Wehadkee I I ISSC-SM, IA-2, A-4 10 1100 195-100160-90 130-49 I <30 I
I NP-10
1 6-40ISilt loam, silty ICL-ML, ML,IA-6, A-7,1 0 1 100 1 1 1 I I
1 1 clay loam, very I SC I A-4 199-100185-100145-98 120-58 16-25
I I fine sandy loam.1 I I I I I I
140-801Variable--------- I --- I I I I I I I i
I I
--- I ---
WkB, WkD--------- I I I I I I I I I
Wickham 1 0-4 IFine sandy loam ISM, SC-SM,IA-4 1 0
I I I ML, CL-ML1 195-100190-100170-100145-80 I <25 I NP-7
1 4-191Sandy clay loam, ICL-ML, CL,IA-2, A-4,1 0 I I I I I I
I 1 clay loam, loam.) SC, SM I 195-100190-100175-100130-70 120-41 I 3-15
l I A-6, I I
119-72iVariable--------- I ___ I A-7-6 I I I I I I I
I 1 I --- I--- I--- I--- I--- I--- I--- I---
I I I I I
* See description of the map unit for composition and behavior characteristics of the map unit.
•
170
•
TABLE 15.--SOIL AND WATER FEATURES--Continued
Soil Survey
I I Flooding I High water table I Bedrock I Risk of corrosion
Soil name and (Hydro-I I I I I I I I I I
map symbol I logic) Frequency I Duration (Months I Depth I Rind IMonths I DepthIHard- (Uncoated IConcrete
Igroup I I I I I I I I ness I steel I
I
I I I I I Ft I I I In I I I

Rb* I i I
I I I I I I i
I I I I I I
I I I

Urban land. I
I I
I I I I I
I I I
I I
I
Ro---------------- I
D I I i I I I I
(Occasional IBrief----- INov-Juni 0-1.01ApparentINov-MaY1 I
>60 1 --- I I
IHigh----- [High.
Roanoke I I I I I I I I I I I
I
StA--------------- I
B I I
IRare-------- I --- I I I I I
I --- 14.0-6.01ApparentIDec-Juni I
>60 1 --- I I
IModerate IHigh.
State I I I I I I I i [ [ i
I
To---------------- I
D I I
(None--------I --- i I 1 I I
I --- I+.5-1.OIA arentlDec-APrI
pp I
>60
I --- i I

IHigh----- IHigh.
Toisnot
I I I I I 1
I I I I 1
I
VaB, VaD, VeB, I I I
I I I I I I I
I I I I I I
I I I
I

VeD, VeE--------- I
C
INone -------- I ---
I --- 1 >6.0
I --- [ --- (

>60 1 --- I

1Low------ IHigh.
Vaucluse I I I I I I I I I I I
i
WaB, WaC---------- I
A I I
(None--------I --- I I I I I
I --- 1 >6.0
I --- I --- 1 [

>60 I --- [ i

(Low------ IHigh.
Wagram I I I I I I i I I I I
I
We---------------- I
D I I I I I I I
10ccasional 1Very brief)Dec-Apr10.5-1.51ApparentIDec-Marl I
>60 1 --- I I
IHigh----- IHigh.
Wahee I
I I 1 to brief.
I ) I I I I I I I

WfB--------------- I
A I
(None--------1 --- I I I I I
I 1 >6.0
--- I --- I --- 1 I

>60 I --- I I

(Low------ IHigh.
r 11a
IN
-------------I I D IFrequent ---- IBrief to INov-Juni 0-1.OIApparentINov-May[ >60 1 --- IHigh----- IModerate

Wehadkee I
I
I I long.
I
I I I I I
I .
I I

WkB, WkD---------- I
B I
(Rare--------I --- i I I I I
1 --- 1 >6.0 1 --- I --- 1 I
>60 1 --- I I
IModerate IHigh.
Wickham I
I I I
I I I I I I I
I I I I I I
I I I
I i
* See description of the map unit for composition and behavior characteristics of the map unit.
r]
•
•
Sediment Basins
0
SB-1
Skimmer Basin Sizin
• (Reference: Erosion and Sediment Control Planning and Design Manual)
Project and Project Number = HHS
Skimmer Basin ID = #1
Location of Skimmer Basin = Main pond
Drainage Area description to sediment trap
Disturbed earth (this project) = 5.63 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, wooded areas = 2.90 AC @ c= 0.25
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 8.53 AC @ c= 0.42
Required design aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 15354 CF
Key aspects of sediment trap as desianed
Design dimensions for sediment trap based on required sediment storage amount =_>
Sediment storage depth needed = 3.0 ft
Surface area required = 8307 SF (325 SF/cfs of Q10)
Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 130.00 ft (measured at bottom of trap)
Sediment trap width = 65.00 ft (measured at bottom of trap)
Surface area provided = 8450.00 SF OK
Sediment storage volume provided = 25350.00 CF OK
Sediment trap required dimensioning for flood passage =_>
** Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
** Pass Q10 over weir with max. depth of flow over weir = 0.5 ft.
Length of spillway required (max. depth of flow = 0.5 ft.) __>
Regional ten year storm intensity, 110 7.22 in/hr Using Kirpich Eq. To find Tc
010 = 25.56 cfs
Weir length = 30.0 ft
Depth of flow for this weir length = 0.43 ft
Resultant depth to top of berm = 5.43 ft
Final minimum dimensions for sediment trap
Depth to top of berm = 5.4 feet
Depth to crest of spillway = 4.0 feet
Sediment Storage Depth = 3.0 feet
Length = 130 feet
Width = 65 feet
Length of Weir = 30.0 feet (minimum)
• Note; Sediment trap dimensions given (length and width) are dimensions for
the bottom of the sediment trap.
SB-2
Skimmer Basin Sizing
(Reference: Erosion and Sediment Control Planning and Design Manual)
Project and Project Number = HHS
Skimmer Basin ID = #2
Location of Skimmer Basin = Secondary pond
Drainage Area description to sediment trap
Disturbed earth (this project) = 3.21 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, wooded areas = 0.36 AC @ c= 0.25
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 3.57 AC @ c= 0.47
Required desion aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 6426 CF
Key aspects of sediment trap as desioned
Design dimensions for sediment trap based on required sediment storage amount =_> - -
• Sediment storage depth needed = 3.0 ft
Surface area required = 3977 SF (325 SF/cfs of Q10)
Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 90.00 ft (measured at bottom of trap)
Sediment trap width = 45.00 ft (measured at bottom of trap)
Surface area provided = 4050.00 SF OK
Sediment storage volume provided = 12150.00 CF OK
Sediment trap required dimensioning for flood passage =_>
** Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
** Pass Qlo over weir with max. depth of flow over weir = 0.5 ft.
Length of spillway required (max, depth of flow = 0.5 ft.)
Regional ten year storm intensity, Ilo. 7.22 in/hr Using Kirpich Eq. To find To
Q10 = 12.24 cfs
Weir length = 12.0 ft
Depth of flow for this weir length = 0.49 ft
Resultant depth to top of berm = 5.49 ft
Final minimum dimensions for sediment trap
Depth to top of berm = 5.5 feet
Depth to crest of spillway = 4.0 feet
Sediment Storage Depth = 3.0 feet
Length = 90 feet
Width = 45 feet
Length of Weir = 12.0 feet (minimum)
• of • Sediment trap dimensions given (length and width) are dimensions for
the bottom of the sediment trap.
SB-3
is Skimmer Basin Sizing
(Reference: Erosion and Sediment Control Planning and Design Manual)
Project and Project Number = HHS
Skimmer Basin ID = #3
Location of Skimmer Basin = North Circle Road
Drainaae Area description to sediment trap
Disturbed earth (this project) = 2.31 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, wooded areas = 2.89 AC @ c= 0.25
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 5.20 AC @ c= 0.36
Reauired desian aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 9360 CF
Key aspects of sediment trap as desioned
Design dimensions for sediment trap based on required sediment storage amount =_> - - -
• Sediment storage depth needed = 3.0 ft
Surface area required = 4406 SF (325 SF/cfs of Q10)
Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 94.00 ft (measured at bottom of trap)
Sediment trap width = 47.00 ft (measured at bottom of trap)
Surface area provided = 4418.00 SF OK
Sediment storage volume provided = 13254.00 CF OK
Sediment trap required dimensioning for flood passage =_>
** Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
* Pass Q10 over weir with max. depth of flow over weir = 0.5 ft.
Length of spillway required (max. depth of flow = 0.5 ft.) __>
Regional ten year storm intensity, 110, 7.22 in/hr Using Kirpich Eq. To find Tc
Q10 = 13.56 cfs
Weir length = 14.0 ft
Depth of flow for this weir length = 0.47 ft
Resultant depth to top of berm = 5.47 ft
Final minimum dimensions for sediment trap
Depth to top of berm = 5.5 feet
Depth to crest of spillway = 4.0 feet
Sediment Storage Depth = 3.0 feet
Length = 94 feet
Width = 47 feet
Length of Weir = 14.0 feet minimum
• Note: Sediment trap dimensions given (length and width) are dimensions for
the bottom of the sediment trap.
r
e
a.?_......... .....
wAw?-(?n?kw-mvu?oo?Mwico
?i?
z a .rn a
`n Kocaa?muua
• • •
rI
•
Ditch Design
C7
• Method for Sizin4 Trapezoidal Channels
Project Name: HHS
Operator: WMS
Job Number: 2009036.00
Date: 3/18/2010
Channel: Ease Temp. Channel to sediment basin #1
Description: 10-yr Design
Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual"
Peak Flow, Q = 14.76 CFS
Channel Lining = EARTH
Max. Permissible Velocity, Vm.x = 4.0 FPS (Table 8.05a)
VR = 1.91 for use in Figure 8.05c
Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C"
Longitudinal Slope of Channel, s = 0.020 FT/FT
Bottom Width, B = 3 FT
Horizontal Side Slopes, M = 3 FT
design channel depth, d = 1.5 FT
normal water depth, dn = 0.75 FT
•
Channel Physical Calculations =_>
Cross-Sectional Area, A = 3.94 SF
Wetted Perimeter, P = 7.74 FT
Hydraulic Radius, R = 0.51 FT
Find Normal Depth =_>
Zreq = 1.401
Zav = 2.508 OK
Change values of B, M, and d until Zreq - Zav
Calculate Velocity =_>
Calculated Velocity, V = 3.75 FPS
Check to make sure V is less than Vmu OK
Check Freeboard =_> Need at least 6" of freeboard
Freeboard, df = 9.00 in
Check Shear Stress =_>
Permissible shear stress, Td=
Unit weight of water, y=
Flow depth in ft, d=
Channel gradient in ft/ft, s=
T=yds =_>
Use Staw with Net temp. liner
OK
1.5 Ib/ft^2 (from table 8.058)
62.4 Ibs/ft^3
0.8
0.020
0.936 Ibs/ft^2
OK
CJ
• Method for Sizing Trapezoidal Channels
Project Name: HHS
Operator: WMS
Job Number: 2009036.00
Date: 3/18/2010
Channel: South Temp. Channel to sediment basin #1
Description: 10-yr Design
Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual"
Peak Flow, Q = 6.73 CFS
Channel Lining = EARTH
Max. Permissible Velocity, Vmax = 4.0 FPS (Table 8.05a)
VR = 0.87 for use in Figure 8.05c
Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardanoe Classification "C"
Longitudinal Slope of Channel, s = 0.018 FT/FT
Bottom Width, B = 3 FT
Horizontal Side Slopes, M = 3 FT
design channel depth, d = 1.5 FT
normal water depth, d„ = 0.75 FT
Channel Physical Calculations ==>
Cross-Sectional Area, A = 3.94 SF
Wetted Perimeter, P = 7.74 FT
Hydraulic Radius, R = 0.51 FT
Find Normal Depth =_>
• Zreq = 0.673
Zav = 2.508 OK
Change values of B, M, and d until Zreq - Zav
Calculate Velocity ==>
Calculated Velocity, V = 1.71 FPS
Check to make sure V is less than Vm,x OK
Check Freeboard =_> Need at least 6" of freeboard
Freeboard, df = 9.00 in
Check Shear Stress ==>
Permissible shear stress, Td=
Unit weight of water, y=
Flow depth in ft, d=
Channel gradient in ft/ft, s=
T=yds =_>
Use Staw with Net temp. liner
OK
1.5 Ib/ft^2 (from table 8.05g)
62.4 Ibs/ft^3
0.8
0.018
0.8424 Ibs/ft^2
OK
0
• Method for Sizing Trapezoidal Channels
Project Name: HHS
Operator: WMS
Job Number: 2009036.00
Date: 3118/2010
Channel: East Temp. Channel to sediment basin #2
Description: 10-yr Design
Design Parameters ==> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual"
Peak Flow, Q = 3.80 CFS
Channel Lining = EARTH
Max. Permissible Velocity, Vm. = 4.0 FPS (Table 8.05a)
VR = 0.49 for use in Figure 8.05c
Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C"
Longitudinal Slope of Channel, s = 0.020 FT/FT
Bottom Width, B = 3 FT
Horizontal Side Slopes, M = 3 FT
design channel depth, d = 1.5 FT
normal water depth, d„ = 0.75 FT
Channel Physical Calculations ==>
Cross-Sectional Area, A = 3.94 SF
Wetted Perimeter, P = 7.74 FT
Hydraulic Radius, R = 0.51 FT
Find Normal Depth ==>
Zreq = 0.361
Zav = 2.508 OK
Change values of B, M, and d until Zreq <= Zav
Calculate Velocity ==>
Calculated Velocity, V = 0.97 FPS
Check to make sure V is less than Vmax OK
Check Freeboard ==> Need at least 6" of freeboard
Freeboard, df = 9.00 in
OK
Check Shear Stress ==>
Permissible shear stress, Td=
Unit weight of water, y=
Flow depth in ft, d=
Channel gradient in ft/ft, s=
T=yds =_>
Use Staw with Net temp. liner
1.5 Ib/ft^2 (from table 8.05g)
62.4 Ibs/ft"3
0.8
0.020
0.936 Ibs/ft^2
OK

. Method for Sizing Traaezoidal Channels
Project Name: HHS
Operator: WMS
Job Number: 2009036.00
Date: 3/18/2010
Channel: North Temp. Channel to sediment basin #2
Description: 10-yr Design
Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual"
Peak Flow, Q = 4.76 CFS
Channel Lining = EARTH
Max. Permissible Velocity, V",. = 4.0 FPS (Table 8.05a)
VR = 0.61 for use in Figure 8.05c
Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C"
Longitudinal Slope of Channel, s = 0.020 FT/FT
Bottom Width, B = 3 FT
Horizontal Side Slopes, M = 3 FT
design channel depth, d = 1.5 FT
normal water depth, d„ = 0.75 FT
Channel Physical Calculations =_>
Cross-Sectional Area, A = 3.94 SF
Wetted Perimeter, P = 7.74 FT
Hydraulic Radius, R = 0.51 FT
Find Normal Depth =_>
Zreq = 0.452
Zav = 2.508 OK
Change values of B, M, and d until Zreq - Zav
Calculate Velocity =_>
Calculated Velocity, V = 1.21 FPS
Check to make sure V is less than V,. OK
Check Freeboard =_> Need at least 6" of freeboard
Freeboard, df = 9.00 in
OK
Check Shear Stress =_>
Permissible shear stress, Td=
Unit weight of water, y=
Flow depth in ft, d=
Channel gradient in ft/ft, s=
T=yds =_>
Use Staw with Net temp. liner
1.5 Ib/ft^2 (from table 8.05g)
62.4 Ibs/ft^3
0.8
0.020
0.936 Ibs/ft^2
OK
E
Method for Sizing Traaezoidal Channels
• Project Name: HHS
Operator: WMS
Job Number: 2009036.00
Date: 3/18/2010
Channel: West Temp. Channel to sediment basin #3
Description: 10-yr Design
Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual"
Peak Flow, Q = 2.70 CFS
Channel Lining = EARTH
Max. Permissible Velocity, Vm. = 4.0 FPS (Table 8.05a)
VR = 0.35 for use in Figure 8.05c
Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C"
Longitudinal Slope of Channel, s = 0.020 FT/FT
Bottom Width, B = 3 FT
Horizontal Side Slopes, M = 3 FT
design channel depth, d = 1.5 FT
normal water depth, dn = 0.75 FT
Channel Physical Calculations =_>
Cross-Sectional Area, A = 3.94 SF
Wetted Perimeter, P = 7.74 FT
Hydraulic Radius, R = 0.51 FT
Find Normal Depth =_>
• Zreq = 0.256
Zav = 2.508 OK
Change values of B, M, and d until Zreq - Zav
Calculate Velocity =_>
Calculated Velocity, V = 0.69 FPS
Check to make sure V is less than Vmax OK
Check Freeboard =_> Need at least 6" of freeboard
Freeboard, df = 9.00 in
OK
Check Shear Stress =_>
Permissible shear stress, Td=
Unit weight of water, y=
Flow depth in ft, d=
Channel gradient in ft/ft, s=
T=yds =_>
Use Staw with Net temp. liner
1.5 Ib/ft^2 (from table 8.05g)
62.4 Ibs/ft^3
0.8
0.020
0.936 Ibs/ft^2
OK
0
Method for Sizing Trapezoidal Channels
• Project Name: HHS
Operator: WMS
Job Number: 2009036.00
Date: 3/18/2010
Channel: East Temp. Channel to sediment basin #3
Description: 10-yr Design
Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual"
Peak Flow, Q = 14.73 CFS
Channel Lining = EARTH
Max. Permissible Velocity, VR,,x = 4.0 FPS (Table 8.05a)
VR = 1.90 for use in Figure 8.05c
Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C"
Longitudinal Slope of Channel, s = 0.020 FT/FT
Bottom Width, B = 3 FT
Horizontal Side Slopes, M = 3 FT
design channel depth, d = 1.5 FT
normal water depth, dn = 0.75 FT
Channel Physical Calculations =_>
Cross-Sectional Area, A = 3.94 SF
Wetted Perimeter, P = 7.74 FT
Hydraulic Radius, R = 0.51 FT
Find Normal Depth =_>
Zreq = 1.398
Zav = 2.508 OK
Change values of B, M, and d until Zreq <= Zav
Calculate Velocity =_>
Calculated Velocity, V = 3.74 FPS
Check to make sure V is less than V„ax OK
Check Freeboard =_> Need at least 6" of freeboard
Freeboard, df = 9.00 in
OK
Check Shear Stress =_>
Permissible shear stress, Td=
Unit weight of water, y=
Flow depth in ft, d=
Channel gradient in ft/ft, s=
T=yds =_>
Use Staw with Net temp. liner
1.5 Ib/ft^2 (from table 8.05g)
62.4 Ibs/ft^3
0.8
0.020
0.936 Ibs/ft^2
OK
0
•
•
Dissipator Design
0
Appendices
•
39,
I

a>
N
CL
c0
a
0
dsb
-? ' Ov iuu zoo 500 1000
I or it Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
d_ 30" d k- Is"
IFS = i 5.8 -T1?u.KN?55 = IS'•
y
Rev. 12/93 of V TA (S?/PE " 83 8.06.3
Appendices
•
390 a)

N
Q
RJ
i
_Q
Ir
O
lr)
U
$'?9
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Ct it
d = z y" J144-- 17,
-r5 7-15 TWeWoss = 10"
r?to,-??i??pE = 6
Rev. 12/93
W(Or4@ ?1J?. 14 8.06.3
luuu
Discharge (ft3/sec)
Appendices
•
3Qo
•
m
_N
U7
CL
(U
a
Cc
0
LO
v
-- -? UL) iuu zoo 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
It 40Y. =-
G Er4CArt? . io
Rev. 12/93 PIPE 8.06.3
I?1 T- VA t- 'Err (A c 1 Z
Appendices
•
3Qo 1

a)
N
U)
Q
Cz
L
_a
Cl
O
to
350
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
C?= 364# ?X= 12?i
Rev. 12/93tD?
?JtDTI?? ?? = 2? ? 8.06.3
- XZcF5 iuu zuo 500 1000
Discharge (ft3/sec)
•
•
Drainage Areas
0
•
•
•
TOTAL
SF AREA
AC IMPERVIOUS
SF AREA
AC PERVIOUS
AC
DA 1 37,334.00 0.86 11,951.00 0.27 0.58
DA 2 3,360.00 0.08 2,591.00 0.06 0.02
DA 3 16,094.00 0.37 2,355.00 0.05 0.32
DA 4 11, 800.00 0.27 2,511.00 0.06 0.21
DA 5 13,621.00 0.31 6,030.00 0.14 0.17
DA 6 4,840.00 0.11 752.00 0.02 0.09
DA 7 7,070.00 0.16 5,353.00 0.12 0.04
DA 8 29,479.00 0.68 25,113.00 0.58 0.10
DA 9 8,189.00 0.19 6,934.00 0.16 0.03
DA 10 6,133.00 0.14 5,478.00 0.13 0.02
DA 11 15,935.00 0.37 15,935.00 0.37 0.00
DA 12 6,142.00 0.14 2,258.00 0.05 0.09
DA 13 2,851.00 0.07 2,172.00 0.05 0.02
DA 14 1,271.00 0.03 1,118.00 0.03 0.00
DA 15 1,399.00 0.03 1,075.00 0.02 0.01
DA 16 6,880.00 0.16 2,230.00 0.05 0.11
DA 17 5,423.00 0.12 2,295.00 0.05 0.07
DA 18 55,981.00 1.29 4,435.00 0.10 1.18
DA 19 23,203.00 0.53 20,283.00 0.47 0.07
DA 20 17,461.00 0.40 14,022.00 0.32 0.08
DA 21 27,381.00 0.63 16,271.00 0.37 0.26
DA 22 9,542.00 0.22 6,704.00 0.15 0.07
DA 23 6,463.00 0.15 3,602.00 0.08 0.07
DA 24 8,031.00 0.18 7,215.00 0.17 0.02
DA 25 726.00 0.02 158.00 0.00 0.01
DA 26 1,967.00 0.05 1,967.00 0.05 0.00
DA 27 2,078.00 0.05 1,906.00 0.04 0.00
DA 28 5,808.00 0.13 5,028.00 0.12 0.02
DA 29 2,321.00 0.05 1,724.00 0.04 0.01
DA 30 7,030.00 0.16 3,576.00 0.08 0.08
DA 31 1,307.00 0.03 963.00 0.02 0.01
DA 32 16,653.00 0.38 15,580.00 0.36 0.02
DA 33 85,715.00 1.97 3,103.00 0.07 1.90
DA 34 7,108.00 0.16 3,590.00 0.08 0.08
DA 35 14,695.00 0.34 10,669.00 0.24 0.09
DA 36 10,584.00 0.24 6,146.00 0.14 0.10
DA 37 6,905.00 0.16 5,054.00 0.12 0.04
DA 38 10,679.00 0.25 9,364.00 0.21 0.03
DA 39 8,627.00 0.20 7,351.00 0.17 0.03
DA 40 3,502.00 0.08 3,036.00 0.07 0.01
DA 41 4,752.00 0.11 3,742.00 0.09 0.02
DA 42 6,248.00 0.14 4,430.00 0.10 0.04
DA 43 13,558.00 0.31 4,611.00 0.11 0.21
DA 44 762.00 0.02 598.00 0.01 0.00
DA 45 1,937.00 0.04 1,308.00 0.03 0.01
DA 46 1, 589.00 0.04 1,216.00 0.03 0.01
DA 47 14,603.00 0.34 12,180.00 0.28 0.06
DA 48 59,494.00 1.37 8,378.00 0.19 1.17
DA 49 72,781.00 1.67 1,982.00 0.05 1.63
DA 50 2,331.00 0.05 1,812.00 0.04 0.01
DA 51 11,266.00 0.26 3,651.00 0.08 0.17
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Central Campus Hospital Facility
Proposed Impervious Surface Exhibit
PARCEL AREA =
8661192 Square Peet
19.89 Acres
ON-SITE IMPERVIOUS AREA=
293,931 Square Peet
US Acres
OPP-SITE IMPERVIOUS AREA=
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•
Pond Design
•
Permit No.
(to be provided by DWQ)
• ? ?OF VJATF94
O G
O -C
WDENR
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 /I/) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Harnett Health Hospital
Contact person Warren M. Sugg, PE
Phone number 919-858-1811
Date 6/16/2010
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 315,374 ft3
Impervious area, post-development 172,714 ftz
% impervious 54.76 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 14,268 ft3 OK
Volume provided 48,058 ft3 OK, volume provided is equal to or in excess of volume required.
• Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr ru
Post-development 1-yr, 24-hr
runoff
Minimum volume required
Volume provided
noff
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
•
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.8 in
0.32 (unitless)
0.68 (unitless)
4.82 in/hr OK
11.75 ft3/sec
19.32 ft3/sec
7.57 ft3/sec
177.50 fmsl
175.50 fmsl
fmsl
176.00 fmsl
175.00 fmsl Data not needed for calculation option #1, but OK if provided.
172.00 fmsl
171.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
Y (Y or N)
177.5 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWO)
II. DESIGN INFORMATION
Surface Areas
•
Area, temporary pool 27,462 ftZ
Area REQUIRED, permanent pool 9,461 ftZ
SAIDA ratio 3.00 (unitless)
Area PROVIDED, permanent pool, Apertnyool 19,614 ftz OK
Area, bottom of 1 Oft vegetated shelf, Abet shelf 16,454 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abotjond 8,110 ft1
Volumes
Volume, temporary pool 48,058 ft3 OK
Volume, permanent pool, Vperm-pooi 43,497 ft3
Volume, forebay (sum of forebays if more than one forebay) 13,402 ft3
Forebay % of permanent pool volume 30.8% % Insufficient forebay 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, Vp,._po l
Area provided, permanent pool, Apertoyoo
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, Apermyool
Area, bottom of 1 Oft vegetated shelf, Abet shell
Area, sediment cleanout, top elevation (bottom of pond), Abet-pond
• "Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, 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?
• Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
90 %
N (Y or N)
Y (Y or N)
3.00 (unitless)
Y (Y or N)
43,497 ft'
19,614 ft`
3.50 ft
3.5 ft
N (Y or N)
19,614 ft'
16,454 ft1
8,110 ftZ
3.00 ft
ft
ft
(Y or N)
2.00 in
in2
0.60 (unitless)
0.67 ft
_(Y or N)
_ (unitless)
_ (unitless)
ft
ft
11.75 ft3/sec
19.32 ft3/sec
0.08 ft3/sec
2.09 days
OK
OK
OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
1.8 :1 OK
Y (Y or N) OK
1.0 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Pump out
Form SW401-Wet Detention Basin-Rev.8-9/17109 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 additio nal 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.
Page/ Plan
Initials Sheet No.
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 (ROM,
Overflow device, and

L 3o I Boundaries of drainage easement.
n n `
C-30 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.
"
'
G-3o 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.
\ rn^LC
IL 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,
C?4cL
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
At- C .
7. The supporting calculations.
F? 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
CAu-,
9. A copy of the deed restrictions (if required).
C_O'L --
Q E 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
Permit No.
(to be provided by DWQ)
• A OF W A T?c9
m
P r
WDENR
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.
II. PROJECT INFORMATION
Project name Harnett Health Hospital
Contact person Warren M. Sugg, PE
Phone number 919-858-1811
Date 8/16/2010
Drainage area number 2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 373,309 ft2
Impervious area, post-development 118,918 ft2
_
% impervious 31.F6
%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 10,475 ft3 OK
Volume provided 29,774 ft3 OK, volume provided is equal to or in excess of volume required.
• Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr24hrstorm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
•
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.8 in
0.32 (unitless)
0.54 (unitless)
4.82 in/hr OK
13.91 ft3/sec
18.09 ft3/sec
4.18 ft3/sec
172.50 fmsi
170.50 fmsl
fmsl
172.00 fmsl
171.00 fmsl
167A0 fmsl
166.00 fmsl
1.00 It
Y (Y or N)
172.5 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
•
Area, temporary pool 17,719 ft2
Area REQUIRED, permanent pool 7,093 ft2
SAIDA ratio 1.90 (unitless)
Area PROVIDED, permanent pool, Apen-pod 11,284 ft1 OK
Area, bottom of 1 Oft vegetated shelf, k t shelf 8,805 ft,
Area, sediment cleanout, top elevation (bottom of pond), Abotyond 3,361 ftj
Volumes
Volume, temporary pool 29,774 ft3 OK
Volume, permanent pool, Vpennyod 22,296 ft3
Volume, forebay (sum of forebays if more than one forebay) 9,816 ft3
Forebay % of permanent pool volume 44.0% % Insufficient forebay 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, Vpermyoo
Area provided, permanent pool, Ap,.-pool
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, Apermyod
Area, bottom of 1Oft vegetated shelf, Abot_shelf
Area, sediment cleanout, top elevation (bottom of pond), Abotyond
• "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 (Co)
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
90 %
(Y or N)
Y (Y or N)
1.90 (unitless)
(Y or N)
22,296 ft3
11,284 ftl
3.50 It
3.5 ft
N (Y or N)
11,284 ft'
8,805 ft'
3,361 ft2
4.00 ft
ft
It
Y (Y or N)
1.50 in
in2
0.60 (unitless)
0.67 ft
N (Y or N)
(unitless)
(unitless)
It
It
13.91 ft3/sec
18.09 ft3/sec
0.05 ft3/sec
2.51 days
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:
OK
OK
OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 It OK
3 :1 OK
1.5 :1 OK
Y (Y or N) OK
1.0 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Pump Out
Form SW401-Wet Detention Basin-Rev.8-9/17109 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.
Page/ Plan
Initials Sheet No.

L-3o3
C- b
C

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 (ROM,
- Overflow device, and
- Boundaries of drainage easement.
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.
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.
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.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
JW ?E 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
)! J ?q? PAS KL AKI; 9. A copy of the deed restrictions (if required).
CALL
p?eG? 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
4-MULKEY CALCULATION SHEET PAGE OF
ENGINEERS & CONSULTANTS
QjF=NT SUBJECT Prepared By 1? t Date
qWJECTNo. Reviewed BY `,- Date
Sr (" p-0- V.",,?rf=c> D
a C?,/ . C7, O S -E'C) , q -fA
A 0,

SLA--FAc? AF-6A 'r-54o,¢FD = (A/Da ion A
(3.0 . f ),% 7,zq zmj- d,21`1Z AG. <q,ub( sF)
-rime
Q A
3
Q= U-O,Eq r-
FG -Z, E3 H F rr
` ;:: r R VtT
•
NCDENR Stormwater BMP Manual
Revised 09-28-07
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Re 'ons, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

4.0 Permanent Pool Average Depth (ft)

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
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiencv in the Coastal Region, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0

6.5

7.0

7.5'
10% 0.9 0.8 0.7 0.6 0.5 0 0 0 0 0
20% 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 3.3a 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll, 1986
pro*.1.
SS
•
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0 6.5 7.0

7.5

8.0

8.5

9.0
10% 0.9 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.4 0.4 0.4
20% 1.5 1.3 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7
30% 1.9 1.8 1.7 1.5 1.4 1.4 1.3 1.1 1.0 1.0 1.0 0.9 0.9
40% 2.5 2.3 2.0 1.9 1.8 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1
50% 3.0 2.5 2.3 2.0 1.9 1.9 1.8 1.7 1.6 1.6 1.5 1
5
I-to% 3.5 2.8 2.7 2.5 2.4 2.2 2.1 1.9 1.9 1.8 1.8 .
1.7
70% 4.0 3.7 3.3 3.1 2.8 2.7 2.5 2.4 2.2 2.1 2.0 2.0 1.9
80% 4.5 4.1 3.8 3.5 3.3 3.0 2.8 2.7 2.6 2.4 2.3 2.1 2.0
90% 5.0 4.5 4.0 3.8 3.5 3.3 3.0 2.9 2.8 2.7 2.6 2.5 2.4
Wet Detention Basin 10-9 July 2007
-12--MULKEY CALCULATION SHEET PAGE of
ENGINEERS & CONSULTANTS
AJENT i_ SUBJECT t, _ Prepared By`';<-' t Date
JECT No. Reviewed By Date
9,j ®• 05 t° 0.9 1 ?
o•3i9
loci)-Y, 7 O. }&2,.? Ac F
c, A
CQZ 0.
1. -5 2 r-rZ
dol 172.5-1-70.5 -?y rr
1?,?a r13
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
• Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficient in the Mountain and Piedmont Re 'ons, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

4.0 Permanent Pool Average Depth (ft)

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
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiencv in the Coastal Region, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0

6.5

7.0

7.5'
10% 0.9 0.8 0.7 0.6 0.5 0 0 0 0 0
20% 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 3.3a 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll, 1986
•
POP .+D: "Z
Percent
Impervious
Cover

3.0

75

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0 6.5 7.0

7.5

8.0

8.5

9.0
10% 0.9 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.4 0.4 0.4
20% 1.5 1.3 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7
Z 0% 1.9 ? 1.7 1.5 1.4 1.4 1.3 1.1 1.0 1.0 1.0 0.9 0.9
0% 2.5 2.0 1.9 1.8 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1
50% 3.0 2.8 2.5 2.3 2.0 1.9 1.9 1.8 1.7 1.6 1.6 1.5 1.5
60% 3.5 3.2 2.8 2.7 2.5 2.4 2.2 2.1 1.9 1.9 1.8 1.8 1.7
70% 4.0 3.7 3.3 3.1 2.8 2.7 2.5 2.4 2.2 2.1 2.0 2.0 1.9
80% 4.5 4.1 3.8 3.5 3.3 3.0 2.8 2.7 2.6 2.4 2.3 2.1 2.0
90% 5.0 4.5 4.0 3.8 3.5 3.3 3.0 2.9 2.8 2.7 2.6 2.5 2.4
Wet Detention Basin 10-9 July 2007
POND 1 '
• MAIN POND FOREBAY
ELEV AREA ELEV AREA
171 6800
172 8110
173 9476
174 10897
175 12375
176 17800
177 26412
178 28512
F 179 30652
180 32893
MAIN POND
•
ELEV AREA
166 2661
167 3361
168 4124
169 4953
170 5840
171 9691
172 16941
173 18497
174 20112
175 21797
172 1727
173 2459
174 3241
175 4079
176 4974
POND 2
FOREBAY A (SOUTH)
ELEV AREA
167 92
168 249
169 477
170 760
171 1268
FOREBAY B (NORTH)
ELEV AREA
167 745
168 1197
169 1682
170 2205
171 2803
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Permit Number:
11

(to be provided by DWQ)
Drainage Area Number:
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. a roximatel 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:
•
•
0
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
revent 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:
C7
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
is that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 3.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 2.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
Permanent Pool Elevation 175.5
173 T Pe anen Pool
- - - - - - - - - - - - - - - - - - Volume Sediment Removal Elevation 172 Volume
172 -ft Min. \ i ------
Sediment Bottom Elevation 171 1-ft n
Storage Sedimei
Storage
FOREBAY MAIN POND
Bottom
•
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.
Phor
Project name:Harnett Health Hospital
BMP drainage area number:#1 (Main Entrance Pond)
Print name:Michael L. Jones
Title:Director of Construction
Address:800 Tilahman Drive, Dunn, NC
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, Lh) 0 k • 0 O?0 (-'\ , a Notary Public for the State of
• 1 ?d e+4r CPV-,OU AC-- , County of ?? tl(e , do hereby certify that
1 I 6n Qe) L. 530Y-es: personally appeared before me this CO
day of f?VVCh , PbID, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
•
b&O?ARy 02:
P S
- V
Feu B\,
it" 0
SEAL
J
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4
Permit Number:
•
E
(to be provided by DWQ)
Drainage Area Number:
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. 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:
•
18
•
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:
•
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 3.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 2.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 170.5
Sediment Removal . 169 - - - - - - - - - - T Pe anen
Volume
Bottom Elevatio 167 -ft Min.
Sediment
Storage
FOREBAY
0
Form SW401-Wet Detention Basin O&M-Rev.4
Pool
------Sediment Removal Elevation 167 ............ Volume
Bottom Elevation 166 2 1-ft Moir
Sedimei
Storage
MAIN POND
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:Harnett Health Hospital
BMP drainage area number:#2 (Secondary Pond)
Print name:Michael L. Jones
Title:Director of Construction
Address:800 Tilghman Drive. Dunn. NC
Phor
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, l _ A) vcft N -W n , a, Notary Public for the State of
O Ai ^C'P'mt r-o , County of k/ ) Q , do hereby certify that
tCk0 cL S personally appeared before me this c:;`f
day of r/?'1 , ?SZL?, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
A wq
v
SEAL
0-2-1,)-
My commission expires C?O
•
a?
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Watershed Model Schemaogaflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hydrograph Return Period HyRaT b Rpgraphs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066

f
r
' Hyd.
N Hydrograph
t Inflow
H
d Peak Outflow (cfs) Hydrograph
o. ype y
(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 11.75 18.49 ------- ------- 35.79 46.35 54.65 62.89 Pre-development
2 SCS Runoff ------ 19.32 27.27 ------- ------- 45.87 56.60 64.89 73.06 Post Development
3 Reservoir 2 0.121 0.145 ------- ------- 4.947 17.71 18.63 19.21 Wet Pond Routing
Proj. file: wet pond 1 8-16-10.gpw Thursday, Aug 19, 2010
H yd rog ra p h Summary Re MydFal bw Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066

4
4
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 11.75 2 718 23,529 ------ ------ ------ Pre-development
2 SCS Runoff 19.32 2 716 39,214 ------ ------ ------ Post Development
3 Reservoir 0.121 2 1442 28,876 2 176.91 89,409 Wet Pond Routing
wet pond 1 8-16-10.gpw Return Period: 1 Year Thursday, Aug 19, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.83 in
Storm duration = 24 hrs
4
Thursday, Aug 19, 2010
Peak discharge = 11.75 cfs
Time to peak = 718 min
Hyd. volume = 23,529 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
12.00
00.00
E - Hyd No. 1 Time (min)
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 1 1 1 1 1 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Pre-development
Hyd. No. 1 -- 1 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.83 in
Storm duration = 24 hrs
5
Thursday, Aug 19, 2010
Peak discharge = 19.32 cfs
Time to peak = 716 min
Hyd. volume = 39,214 cuft
Curve number = 87*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240
Q (cfs)
21.00
•18.00
•
15.00
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 -?- 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)
Post Development
Hyd. No. 2 -- 1 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
HYd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Development
Reservoir name = Wet Pond
Storage Indication method used. Wet pond routing start elevation = 175.40 ft
Q (cfs)
21.00
I 018.00
15.00
12.00
9.00
6.00
3.00
0.00 L
0 600
• Hyd No. 3
Wet Pond Routing
Hyd. No. 3 -- 1 Year
Q (cfs)
21.00
6
Thursday, Aug 19, 2010
Peak discharge = 0.121 cfs
Time to peak = 1442 min
Hyd. volume = 28,876 cuft
Max. Elevation = 176.91 ft
Max. Storage = 89,409 cuft
1200
18.00
15.00
12.00
9.00
6.00
3.00
0.00
1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 i !1 Total storage used = 89,409 cult 11
Pond Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2009 by Autodesk, Inc. v6.066 Thursday, Aug 19, 2010
• Pond No. 1 -Wet Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 171.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
0.00 171.00 6,800
1.00 172.00 9,837
2.00 173.00 11,935
3.00 174.00 14,138
4.00 175.00 16,454
5.00 176.00 22,774
6.00 177.00 26,412
7.00 178.00 28,512
8.00 179.00 30,652
9.00 180.00 32,893
Culvert / Orifice Structures
[A] [B] [C] [PrtRsr]
Rise (in)
Span (in)
No. Barrels
Invert El. (ft)
Length (ft)
Slope (%)
N-Value
Orifice Coeff.
• Multi-Stage
= 18.00 2.00 0.00 0.00
= 18.00 2.00 0.00 0.00
= 1 1 0 0
= 172.00 175.50 0.00 0.00
= 100.00 0.00 0.00 0.00
= 1.00 0.00 0.00 n/a
_ .013 .013 .013 n/a
= 0.60 0.60 0.60 0.60
= n/a Yes No No
Incr. Storage (cuft)
0
8,271
10,868
13,020
15,280
19,527
24,568
27,453
29,573
31,763
Total storage (cuft)
0
8,271
19,139
32,159
47,439
66,965
91,533
118,986
148,559
180,321
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 16.00 0.00 0.00 0.00
Crest El. (ft) = 177.50 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Riser --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrtRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 171.00 0.00 0.00 --- ' --- 0.00 --- -- --- --- --- 0.000
0.10 827 171.10 0.00 0.00 --- --- 0.00 --- -- --- --- --- 0.000
0.20 1,654 171.20 0.00 0.00 --- --- 0.00 --- - --- --- --- 0.000
0.30 2,481 171.30 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.40 3,308 171.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.50 4,136 171.50 0.00 0.00 --- --- 0.00 --- -- -- --- --- 0.000
0.60 4,963 171.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.70 5,790 171.70 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.80 6,617 171.80 0.00 0.00 --- --- 0.00 --- --- -- --- --- 0.000
0.90 7,444 171.90 0.00 0.00 --- --- 0.00 --- -- --- --- --- 0.000
1.00 8,271 172.00 0.00 0.00 --- --- 0.00 --- --- --- --- 0.000
1.10 9,358 172.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.20 10,445 172.20 0.00 0.00 --- --- 0.00 --- -- -- -- --- 0.000
1.30 11,531 172.30 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.40 12,618 172.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.50 13,705 172.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.60 14,792 172.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.70 15,879 172.70 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.80 16,966 172.80 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.90 18,052 172.90 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.00 19,139 173.00 0.00 0.00 --- --- 0.00 --- -- --- --- --- 0.000
2.10 20,441 173.10 0.00 0.00 --- --- 0.00 --- -- --- --- --- 0.000
2.20 21,743 173.20 0.00 0.00 -- --- 0.00 -- --- --- --- --- 0.000
2.30 23,045 173.30 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.40 24,347 173.40 0.00 0.00 -- --- 0.00 -- -- --- --- --- 0.000
2.50 25,649 173.50 0.00 0.00 -- --- 0.00 --- -- --- --- --- 0.000
2.60 26,951 173.60 0.00 0.00 -- 0.00 -- --- - 0.000
•
2.70 28,253 173.70 0.00 0.00 0.00 0.000
2.80 29,555 173.80 0.00 0.00 --- - 0.00 --- w - 0.000
2.90 30,857 173.90 0.00 0.00 -- --- 0.00 --- -- --- --- --- 0.000
3.00 32,159 174.00 0.00 0.00 --- --- 0.00 --- - - --- --- --- 0.000
3.10 33,687 174.10 0.00 0.00 --- --- 0.00 --- -- -- --- --- 0.000
Continues on next page...
8
Wet Pond
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
• ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 35,215 174.20 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.30 36,743 174.30 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.40 38,271 174.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.50 39,799 174.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.60 41,327 174.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.70 42,855 174.70 0.00 0.00 --- --- 0.00 --- --- -- --- --- 0.000
3.80 44,383 174.80 0.00 0.00 --- --- 0.00 --- -- - --- --- 0.000
3.90 45,911 174.90 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 47,439 175.00 0.00 0.00 --- --- 0.00 --- --- -- --- --- 0.000
4.10 49,391 175.10 0.00 0.00 --- --- 0.00 -- --- --- -- --- 0.000
4.20 51,344 175.20 0.00 0.00 --- --- 0.00 -- --- --- --- --- 0.000
4.30 53,297 175.30 0.00 0.00 --- --- 0.00 --- --- --- -- --- 0.000
4.40 55,249 175.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.50 57,202 175.50 0.00 is 0.00 is --- --- 0.00 --- --- --- --- --- 0.000
4.60 59,155 175.60 0.01 is 0.01 is --- --- 0.00 --- --- --- --- --- 0.015
4.70 61,107 175.70 0.04 is 0.04 is --- --- 0.00 --- --- --- --- --- 0.036
4.80 63,060 175.80 0.05 is 0.05 is --- --- 0.00 --- -- --- --- --- 0.049
4.90 65,013 175.90 0.06 is 0.06 is --- --- 0.00 --- --- --- --- --- 0.059
5.00 66,965 176.00 0.07 is 0.07 is --- --- 0.00 --- --- --- --- --- 0.068
5.10 69,422 176.10 0.08 is 0.08 is --- --- 0.00 --- --- --- --- --- 0.075
5.20 71,879 176.20 0.09 is 0.08 is --- --- 0.00 --- --- --- --- --- 0.082
5.30 74,336 176.30 0.09 is 0.09 is --- --- 0.00 --- --- --- --- --- 0.089
5.40 76,793 176.40 0.10 is 0.09 is --- --- 0.00 --- --- --- --- --- 0.095
5.50 79,249 176.50 0.11 is 0.10 is --- --- 0.00 --- --- --- --- --- 0.101
5.60 81,706 176.60 0.11 is 0.11 is --- --- 0.00 - - -- -- --- --- 0.106
5.70 84,163 176.70 0.12 is 0.11 is --- --- 0.00 --- --- -- --- --- 0.111
5.80 86,620 176.80 0.12 is 0.12 is --- --- 0.00 --- --- --- --- --- 0.116
5.90 89,077 176.90 0.12 is 0.12 is --- --- 0.00 --- --- --- --- --- 0.121
6.00 91,533 177.00 0.13 is 0.13 is --- --- 0.00 --- --- --- --- --- 0.125
6.10 94,279 177.10 0.13 is 0.13 is --- --- 0.00 -- --- --- --- --- 0.129
6.20 97,024 177.20 0.14 is 0.13 is --- --- 0.00 --- - --- --- --- 0.134
6.30 99,769 177.30 0.14 is 0.14 is --- --- 0.00 --- --- --- 0.138
• 6.40 102,514 177.40 0.14 is 0.14 is 0.00 _ 0.142
6.50 105,260 177.50 0.15 is 0.15 is 0.00 -- 0.145
6.60 108,005 177.60 1.84 is 0.15 is --- --- 1.69 --- --- --- --- --- 1.835
6.70 110,750 177.70 4.94 is 0.15 is --- --- 4.77 --- --- --- --- --- 4.920
6.80 113,495 177.80 8.91 is 0.16 is --- --- 8.76 --- --- --- --- --- 8.913
6.90 116,241 177.90 13.64 oc 0.16 is --- --- 13.48 --- --- --- --- --- 13.64
7.00 118,986 178.00 17.69 oc 0.06 is --- --- 17.63s --- --- --- --- --- 17.69
7.10 121,943 178.10 18.13 oc 0.05 is --- --- 18.08s --- --- --- --- --- 18.13
7.20 124,900 178.20 18.41 oc 0.04 is --- --- 18.38s -- --- --- --- --- 18.41
7.30 127,858 178.30 18.64 oc 0.03 is --- --- 18.61 s -- --- --- --- --- 18.64
7.40 130,815 178.40 18.84 oc 0.03 is --- --- 18.81 s --- --- --- --- -- 18.84
7.50 133,772 178.50 19.03 oc 0.02 is --- --- 19.00s --- --- -- --- --- 19.02
7.60 136,730 178.60 19.20 oc 0.02 is --- --- 19.18s --- --- --- --- --- 19.20
7.70 139,687 178.70 19.37 oc 0.02 is --- --- 19.35s --- --- --- --- --- 19.37
7.80 142,644 178.80 19.54 oc 0.02 is --- --- 19.49s --- --- --- --- --- 19.51
7.90 145,601 178.90 19.70 oc 0.01 is --- --- 19.68s --- --- --- --- --- 19.69
8.00 148,559 179.00 19.86 oc 0.01 is --- --- 19.82s --- --- --- --- --- 19.83
8.10 151,735 179.10 20.01 oc 0.01 is --- --- 20.00s -- --- --- --- --- 20.01
8.20 154,911 179.20 20.17 oc 0.01 is --- --- 20.11 s -- --- --- --- --- 20.12
8.30 158,087 179.30 20.32 oc 0.01 is --- --- 20.30s --- --- --- --- --- 20.31
8.40 161,264 179.40 20.47 oc 0.01 is --- --- 20.43s --- --- --- --- --- 20.44
8.50 164,440 179.50 20.62 oc 0.01 is --- --- 20.52s --- --- --- --- --- 20.53
8.60 167,616 179.60 20.77 oc 0.01 is --- --- 20.74s -- --- --- --- --- 20.75
8.70 170,793 179.70 20.91 oc 0.01 is --- -- 20.81 s --- --- --- --- --- 20.81
8.80 173,969 179.80 21.06 oc 0.01 is --- --- 20.97s --- --- -- --- --- 20.98
8.90 177,145 179.90 21.20 oc 0.01 is --- --- 21.16s --- --- --- --- --- 21.16
9.00 180,321 180.00 21.35 oc 0.01 is --- --- 21.30s - -- --- --- -- 21.30
...End
0
H yd rog ra p h Summary Re P dPafTow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
4
4
r
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 18.49 2 718 37,086 ------ ------ ------ Pre-development
2 SCS Runoff 27.27 2 716 55,991 ------ ------ ------ Post Development
3 Reservoir 0.145 2 1444 36,718 2 177.49 105,074 Wet Pond Routing
wet pond 1 8-16-10.gpw Return Period: 2 Year Thursday, Aug 19, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.60 in
Storm duration = 24 hrs
10
Thursday, Aug 19, 2010
Peak discharge = 18.49 cfs
Time to peak = 718 min
Hyd. volume = 37,086 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
21.00
0 8.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• - Hyd No. 1 Time (min)
Pre-development
Hyd. No. 1 -- 2 Year
Hydrograph Report
11
• Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.60 in
Storm duration = 24 hrs
Thursday, Aug 19, 2010
Peak discharge = 27.27 cfs
Time to peak = 716 min
Hyd. volume = 55,991 cuft
Curve number = 87*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240
Q (cfs)
28.00
04.00
20.00
16.00
12.00
8.00
4.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 1 1 t- i i 1 -1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
is Hyd No. 2 Time (min)
Post Development
Hyd. No. 2 -- 2 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -Post Development
Reservoir name = Wet Pond
Storage Indication method used. Wet pond routing start elevation = 175.40 ft
Q (cfs)
28.00
I 04.00
20.00
16.00
12.00
8.00
4.00
0.00
0 600
• - Hyd No. 3
Wet Pond Routing
Hyd. No. 3 -- 2 Year
12
Thursday, Aug 19, 2010
Peak discharge = 0.145 cfs
Time to peak = 1444 min
Hyd. volume = 36,718 cuft
Max. Elevation = 177.49 ft
Max. Storage = 105,074 cuft
1200 1800 2400
Hyd No. 2
3000 3600 4200 4800 5400
illl lli l Total storage used = 105,074 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
1 0.00
6000
Time (min)
13
Hyd rog rap h Summary Re r ydPaf<ow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066

4
4
Hyd.
' No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 35.79 2 716 72,535 ------ ------ ------ Pre-development
2 SCS Runoff 45.87 2 716 96,743 ------ ------ ------ Post Development
3 Reservoir 4.947 2 738 77,217 2 177.70 110,769 Wet Pond Routing
wet pond 1 8-16-10.gpw Return Period: 10 Year Thursday, Aug 19, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs

•
Q (cfs)
40.00
30.00
20.00
10.00
0.00 '
0 120 240
Hyd No. 1
Pre-development
Hyd. No. 1 -- 10 Year
14
Thursday, Aug 19, 2010
Peak discharge = 35.79 cfs
Time to peak = 716 min
Hyd. volume = 72,535 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
40.00
360 480 600 720 840
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
. Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240
Q (cfs)
50.00
•
40.00
30.00
20.00
10.00
0.00 '
0 120
• Hyd No. 2
Post Development
Hyd. No. 2 -- 10 Year
15
Thursday, Aug 19, 2010
Peak discharge = 45.87 cfs
Time to peak = 716 min
Hyd. volume = 96,743 cuft
Curve number = 87*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
240 360 480 600 720 840 960
Q (cfs)
50.00
40.00
30.00
20.00
10.00
. 0.00
1080 1200
Time (min)
Hydrograph Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -Post Development
Reservoir name = Wet Pond
Thursday, Aug 19, 2010
Peak discharge = 4.947 cfs
Time to peak = 738 min
Hyd. volume = 77,217 cuft
Max. Elevation = 177.70 ft
Max. Storage = 110,769 cult
Storage Indication method used. Wet pond routing start elevation = 175.40 ft.
Q (cfs)
50.00
•
40.00
30.00
20.00
10.00
0.00
0 600
• Hyd No. 3
Wet Pond Routing
Hyd. No. 3 -- 10 Year
1200 1800 2400
Hyd No. 2
3000 3600 4200 4800 5400
11!I I I Total storage used = 110,769 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
--L 0.00
6000
Time (min)
17
Hyd rog ra p h Summary Re ? ydPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
4
4
f
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 46.35 2 716 94,601 ------ ------ ------ Pre-development
2 SCS Runoff 56.60 2 716 120,987 ------ ----- ------ Post Development
3 Reservoir 17.71 2 724 101,435 2 178.01 119,146 Wet Pond Routing
wet pond 1 8-16-10.gpw Return Period: 25 Year Thursday, Aug 19, 2010
Hydrograph Report
18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.41 in
Storm duration = 24 hrs
Thursday, Aug 19, 2010
Peak discharge = 46.35 cfs
Time to peak = 716 min
Hyd. volume = 94,601 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
50.00
•
40.00
30.00
20.00
10.00
E - Hyd No. 1 Time (min)
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Pre-development
Hyd. No. 1 -- 25 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.41 in
Storm duration = 24 hrs
19
Thursday, Aug 19, 2010
Peak discharge = 56.60 cfs
Time to peak = 716 min
Hyd. volume = 120,987 cuft
Curve number = 87*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240
Q (cfs
60.00
00.00
40.00
30.00
20.00
10.00
Post Development
Hyd. No. 2 -- 25 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
• - Hyd No. 2 Time (min)
Hydrograph Report
20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 2 -Post Development Max. Elevation
Reservoir name = Wet Pond Max. Storage
Thursday, Aug 19, 2010
= 17.71 cfs
= 724 min
= 101,435 cult
= 178.01 ft
= 119,146 cult
Storage Indication method used. Wet pond routing start elevation = 175.40 ft.
Q (cfs;
60.00
00.00
•
40.00
30.00
20.00
10.00
0.00 ' ' '
0
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
n nn
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 11 j 11 Total storage used= 119,146 cult
?? 21
Hydrograph Summary Re PqdFrrafTow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
4 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type
(origin) flow
(cfs) interval
(min) peak
(min) volume
(cult) hyd(s) elevation
(ft) strge used
(cult) description
1 SCS Runoff 54.65 2 716 112,230 ------ ------ ---- Pre-development
2 SCS Runoff 64.89 2 716 140,010 ------ ------ ------ Post Development
3 Reservoir 18.63 2 724 120,439 2 178.30 127,690 Wet Pond Routing
wet pond 1 8-16-10.gpw Return Period: 50 Year Thursday, Aug 19, 2010

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.21 in
Storm duration = 24 hrs
Q (cfs)
60.00
010.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' Ir 1 i I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
18 - Hyd No. 1 Time (min)
Pre-development
Hyd. No. 1 -- 50 Year
22
Thursday, Aug 19, 2010
Peak discharge = 54.65 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
716 min
112,230 cuft
77
Oft
5.00 min
Type II
484
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
is Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.21 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240
Q (cf
70.00
00.00
50.00
40.00
30.00
20.00
10.00
23
Thursday, Aug 19, 2010
Peak discharge = 64.89 cfs
Time to peak = 716 min
Hyd. volume = 140,010 cuft
Curve number = 87*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Post Development
s) Hyd. No. 2 -- 50 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
is - Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Development
Reservoir name = Wet Pond
Storage Indication method used. Wet pond routing start elevation = 175.40 ft.
Q (cfs)
70.00
00.00
•
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Hyd No. 21111 I I' Total storage used = 127,690 cult Time (min)
Wet Pond Routing
Hyd. No. 3 -- 50 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
24
Thursday, Aug 19, 2010
= 18.63 cfs
= 724 min
= 120,439 cuft
= 178.30 ft
= 127,690 cuft
25
H yd ro g ra p h Summary Re ? ydfaffow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066

4
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 62.89 2 716 129,953 ------ ------ ------ Pre-development
2 SCS Runoff 73.06 2 716 158,912 ------ ------ ------ Post Development
3 Reservoir 19.21 2 724 139,325 2 178.61 136,927 Wet Pond Routing
I
i
I
wet pond 1 8-16-10.gpw Return Period: 100 Year Thursday, Aug 19, 2010
Hydrograph Report
26
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Thursday, Aug 19, 2010
Peak discharge = 62.89 cfs
Time to peak = 716 min
Hyd. volume = 129,953 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs
70.00
00.00
50.00
40.00
30.00
20.00
10.00
Pre-development
Hyd. No. 1 -- 100 Year
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
•
- Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
0 Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 7.240 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240
Q (cfs)
80.00
00.00
60.00
50.00
40.00
30.00
20.00
10.00
27
Thursday, Aug 19, 2010
Peak discharge = 73.06 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
716 min
158,912 cuft
87*
Oft
5.00 min
Type II
484
Post Development
Hyd. No. 2 -- 100 Year
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
0 Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -Post Development
Reservoir name = Wet Pond
Storage Indication method used. Wet pond routing start elevation = 175.40 ft.
Q (cfs)
80.00
*0.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' i I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
•
Hyd No. 3 Hyd No. 2 i I ll I i 1L Total storage used= 136,927 cult Time (min)
Wet Pond Routing
Hyd. No. 3 -- 100 Year
28
Thursday, Aug 19, 2010
Peak discharge = 19.21 cfs
Time to peak = 724 min
Hyd. volume = 139,325 cuft
Max. Elevation = 178.61 ft
Max. Storage = 136,927 cuft
Hydraflow Rainfall Report
•
•
29
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Aug 19, 2010
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)
B
D
E
(N/A)
1 65.3330 13.2000 0.9053 --------
2 74.0559 13.3000 0.8788 --------
3 0.0000 0.0000 0.0000 --------
5 83.5112 14.8000 0.8514 --------
10 105.7041 16.8000 0.8710 --------
25 118.9252 17.6000 0.8582 --------
50 137.0265 18.6000 0.8630 --------
100 157.1769 19.6000 0.8692 --------
File name: Raleigh.IDF
intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1 4.72 3.79 3.18 2.74 2.41 2.16 1.96 1.79 1.65 1.53 1.43 1.34
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc = time in minutes. Values may exceed 60.
Preci . file name: Ralei h. c
0 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.83 3.60 0.00 4.65 5.38 6.41 7.21 8.00
SCS 6-Hr 2.00 2.65 0.00 3.38 3.90 4.62 5.19 5.75
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Watershed Model Schemaqgaflow Hydrographs Extension for AutoCAIDS Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hydrograph Return Period Hyd?a9b IiyRgraphsExtensionforAutoCAD®Civil3D®2009byAutodesk,Inc.v6.066
4
4
4
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 13.91 21.89 ------- ------- 42.37 54.87 64.69 74.45 Pre-development
2 SCS Runoff ------ 18.09 26.91 ------- ------- 48.55 61.28 71.18 80.95 Post Development
3 Reservoir 2 0.219 1.459 ------- ------- 27.95 34.78 36.34 37.54 Wet Pond Routing
Proj. file: wet pond 2 8-16-10.gpw Thursday, Aug 19, 2010
Hydrograph Summary Re KydPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066

4
4
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 13.91 2 718 27,851 ------ ------ ------ Pre-development
2 SCS Runoff 18.09 2 718 36,355 ------ ------ ------ Post Development
3 Reservoir 0.219 2 1258 23,250 2 172.51 58,047 Wet Pond Routing
wet pond 2 8-16-10.gpw Return Period: 1 Year Thursday, Aug 19, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.83 in
Storm duration = 24 hrs
Q (cfs)
14.00
•12.00
10.00
8.00
6.00
4.00 -
2.00 -
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' i I i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
is Hyd No. 1 Time (min)
Pre-development
Hyd. No. 1 -- 1 Year
4
Thursday, Aug 19, 2010
Peak discharge = 13.91 cfs
Time to peak = 718 min
Hyd. volume = 27,851 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
5
• Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.83 in
Storm duration = 24 hrs
Thursday, Aug 19, 2010
Peak discharge = 18.09 cfs
Time to peak = 718 min
Hyd. volume = 36,355 cuft
Curve number = 82*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(5.840 x 74) + (2.730 x 98)] / 8.570
Q (cfs)
21.00
0 8.00
15.00
12.00
9.00 -
6.00 -
3.00 -
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ' 1 i -I ' 0.00 1 .1. 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
0 -, Hyd No. 2 Time (min)
Post Development
Hyd. No. 2 -- 1 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Development
Reservoir name = Wet Pond
6
Thursday, Aug 19, 2010
Peak discharge = 0.219 cfs
Time to peak = 1258 min
Hyd. volume = 23,250 cuft
Max. Elevation = 172.51 ft
Max. Storage = 58,047 cuft
Storage Indication method used. Wet pond routing start elevation = 170.40 ft.
Q (cfs)
21.00
018.00
•
15.00
12.00
9.00
6.00
3.00
0.00 '
0 600
Hyd No. 3
Wet Pond Routing
Hyd. No. 3 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min) No. 2 1 i' ! Total storage used = 58,047 cuft min)
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Pond No. 1 - Wet Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begini ng Elevation = 166.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 166.00 2,661 0 0
1.00 167.00 4,198 3,400 3,400
2.00 168.00 5,570 4,867 8,267
3.00 169.00 7,112 6,325 14,592
4.00 170.00 8,805 7,943 22,535
5.00 171.00 13,762 11,191 33,725
6.00 172.00 16,941 15,322 49,048
7.00 173.00 18,497 17,712 66,759
8.00 174.00 20,112 19,297 86,056
9.00 175.00 21,797 20,947 107,003
7
Thursday, Aug 19, 2010
Culvert / Orifice Structures
[A] [B]
Rise (in) = 24.00 1.50
Span (in) = 24.00 1.50
No. Barrels = 1 1
Invert El. (ft) = 167.00 170.50
Length (ft) = 100.00 0.00
Slope (%) = 1.00 0.00
N-Value = .013 .013
Orifice Coeff. = 0.60 0.60
• Multi-Stage = n/a Yes
note: uurvertruntice outtlows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrtRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 166.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0
000
0.10 340 166.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.20 680 166.20 0.00 0.00 --- --- 0.00 --- -- --- --- --- .
0
000
0.30 1,020 166.30 0.00 0.00 --- -- 0.00 --- --- --- --- --- .
0
000
0.40 1,360 166.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.50 1,700 166.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.60 2,040 166.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.70 2,380 166.70 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.80 2,720 166.80 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
0.90 3,060 166.90 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.00 3,400 167.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.10 3,887 167.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.20 4,374 167.20 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.30 4,860 167.30 0.00 0.00 --- --- 0.00 --- --- -- --- --- .
0
000
1.40 5,347 167.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
1.50 5,834 167.50 0.00 0.00 --- --- 0.00 --- -- --- -- --- .
0
000
1.60 6,321 167.60 0.00 0.00 --- 0.00 -- --- --- --- --- .
0
000
1.70 6,807 167.70 0.00 0.00 -- --- 0.00 --- --- --- --- --- .
0
000
1.80 7,294 167.80 0.00 0.00 --- 0.00 --- --- --- --- --- .
0
000
1.90 7,781 167.90 0.00 0.00 --- --- 0.00 --- -- --- --- --- .
0
000
2.00 8,267 168.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- .
0
000
2.10 8,900 168.10 0.00 0.00 --- --- 0
00 --- .

2.20
9,532
168.20
0.00
0.00
---
--- .
0
00
--- --- --- --- --- 0.000

2.30
10,165
168.30
0.00
0.00
---
-- .
0
00
-- --- - --- --- 0.000

2.40
10,797
168.40
0.00
0.00
---
--- .
0
00
--- --- --- --- --- 0.000

2.50
11,430
168.50
0.00
0.00
---
-- .
0
00
--- -- --- --- --- 0.000

2.60
12,062
168.60
0.00
0.00
___
___ .
0
00
__. --- --- --- --- 0.000
•
2.70
12,695
168.70
0.00
0.00 .
0
00 -__ --- --- ___ 0.000

2.80
13,327
168.80
0.00
0.00
---
--- .
0
00
--- 0.000

2.90
13,960
168.90
0.00
0.00
---
--- .
0
00
--- --- --- --- --- 0.000

3.00
14,592
169.00
0.00
0.00
---
-- .
0
00
-- --- --- --- --- 0.000

3.10
15,386
169.10
0.00
0.00
---
--- .
0
00
--- --- --- --- --- 0.000
. --- --- --- --- 0.000
Continues on next page...
Weir Structures
[C] [PrtRsr] [A] [B] [C] [D]
0.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
0.00 0.00 Crest El. (ft) = 172.50 0.00 0.00 0.00
0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
0.00 0.00 Weir Type = Riser --- --- ---
0.00 0.00 Multi-Stage = Yes No No No
0.00 n/a
.013 n/a
0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
No No TW Elev. (ft) = 0.00
8
Wet Pond
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D EAU User Total
. ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 16,181 169.20 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.30 16,975 169.30 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.40 17,769 169.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.50 18,563 169.50 0.00 0.00 --- --- 0.00 --- --- -- --- --- 0.000
3.60 19,358 169.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.70 20,152 169.70 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.80 20,946 169.80 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.90 21,741 169.90 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.00 22,535 170.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.10 23,654 170.10 0.00 0.00 --- --- 0.00 --- --- --- -- --- 0.000
4.20 24,773 170.20 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
4.30 25,892 170.30 0.00 0.00 --- --- 0.00 --- - --- --- --- 0.000
4.40 27,011 170.40 0.00 0.00 --- --- 0.00 --- --- --- -- --- 0.000
4.50 28,130 170.50 0.00 oc 0.00 is --- --- 0.00 --- --- --- --- --- 0.000
4.60 29,249 170.60 0.01 is 0.01 is --- --- 0.00 --- --- --- --- --- 0.011
4.70 30,368 170.70 0.02 is 0.02 is --- --- 0.00 --- --- --- --- --- 0.022
4.80 31,487 170.80 0.03 is 0.03 is --- --- 0.00 --- --- --- --- --- 0.029
4.90 32,606 170.90 0.04 is 0.03 is --- --- 0.00 --- --- --- --- --- 0.034
5.00 33,725 171.00 0.04 is 0.04 is --- --- 0.00 --- --- --- --- --- 0.039
5.10 35,258 171.10 0.05 is 0.04 is --- --- 0.00 --- --- --- --- --- 0.043
5.20 36,790 171.20 0.05 is 0.05 is --- --- 0.00 --- --- --- --- --- 0.047
5.30 38,322 171.30 0.06 is 0.05 is --- --- 0.00 --- --- --- --- --- 0.051
5.40 39,854 171.40 0.06 is 0.05 is --- --- 0.00 --- --- --- --- --- 0.054
5.50 41,387 171.50 0.06 is 0.06 is --- --- 0.00 --- --- --- --- --- 0.057
5.60 42,919 171.60 0.06 is 0.06 is --- --- 0.00 --- --- --- --- --- 0.060
5.70 44,451 171.70 0.06 is 0.06 is --- --- 0.00 --- --- --- --- --- 0.063
5.80 45,983 171.80 0.07 is 0.07 is --- --- 0.00 --- --- --- --- --- 0.066
5.90 47,516 171.90 0.07 is 0.07 is --- --- 0.00 --- --- --- --- --- 0.068
6.00 49,048 172.00 0.07 is 0.07 is --- --- 0.00 --- --- -- --- --- 0.071
6.10 50,819 172.10 0.07 is 0.07 is --- --- 0.00 --- --- --- --- --- 0.073
6.20 52,590 172.20 0.08 is 0.08 is --- --- 0.00 --- --- --- --- --- 0.076
6.30 54,361 172.30 0.08 is 0.08 is --- --- 0.00 --- --- --- --- --- 0.078
• 6.40 56,132 172.40 0.08 is 0.08 is 0.00 0.080
6.50 57,904 172.50 0.08 is 0.08 is 0.00 0.082
6.60 59,675 172.60 1.81 is 0.08 is --- --- 1.69 --- -- --- --- --- 1.770
6.70 61,446 172.70 4.87 is 0.09 is --- --- 4.77 --- --- --- --- --- 4.853
6.80 63,217 172.80 8.91 is 0.09 is --- --- 8.76 --- --- --- --- --- 8.845
6.90 64,988 172.90 13.57 is 0.09 is --- --- 13.48 --- --- --- --- --- 13.57
7.00 66,759 173.00 18.93 is 0.09 is --- --- 18.84 --- --- --- --- --- 18.93
7.10 68,689 173.10 24.85 is 0.09 is --- --- 24.76 --- --- --- --- --- 24.85
7.20 70,619 173.20 31.26 is 0.06 is --- --- 31.20 --- --- --- --- --- 31.26
7.30 72,548 173.30 33.33 is 0.04 is --- --- 33.29s --- --- --- --- --- 33.33
7.40 74,478 173.40 34.12 is 0.03 is --- --- 34.08s --- --- -- --- --- 34.11
7.50 76,408 173.50 34.71 is 0.03 is --- -- 34.68s --- --- --- --- -- 34.71
7.60 78,338 173.60 35.21 is 0.03 is --- -- 35.18s --- --- --- --- --- 35.21
7.70 80,267 173.70 35.66 is 0.02 is --- --- 35.63s --- --- --- --- --- 35.65
7.80 82,197 173.80 36.06 is 0.02 is --- --- 36.04s --- --- --- --- --- 36.06
7.90 84,127 173.90 36.44 is 0.02 is --- --- 36.42s --- --- --- --- --- 36.44
8.00 86,056 174.00 36.80 is 0.02 is --- --- 36.77s --- --- --- --- --- 36.79
8.10 88,151 174.10 37.15 is 0.02 is --- --- 37.13s --- --- --- --- --- 37.15
8.20 90,246 174.20 37.48 is 0.01 is --- --- 37.46s --- -- --- --- --- 37.48
8.30 92,340 174.30 37.81 is 0.01 is --- --- 37.79s --- --- --- --- --- 37.80
8.40 94,435 174.40 38.13 is 0.01 is --- --- 38.10s --- -- --- --- --- 38.11
8.50 96,530 174.50 38.45 is 0.01 is --- --- 38.43s --- --- --- --- --- 38.44
8.60 98,624 174.60 38.76 is 0.01 is --- --- 38.74s --- --- --- --- --- 38.75
8.70 100,719 174.70 39.06 is 0.01 is --- --- 39.05s --- - --- --- --- 39.06
8.80 102,814 174.80 39.36 is 0.01 is --- --- 39.32s --- -- --- --- --- 39.33
8.90 104,908 174.90 39.66 is 0.01 is --- --- 39.61 s --- --- --- --- --- 39.62
9.00 107,003 175.00 39.95 is 0.01 is --- -- 39.94s --- --- --- --- -- 39.95
...End
0
H yd rog ra p h Summary Re KydFaitow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
4
r
4
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 21.89 2 718 43,899 ------ ------ ----- Pre-development
2 SCS Runoff 26.91 2 716 54,407 ------ ------ ------ Post Development
3 Reservoir 1.459 2 778 41,283 2 172.58 59,349 Wet Pond Routing
wet pond 2 8-16-10.gpw Return Period: 2 Year Thursday, Aug 19, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.60 in
Storm duration = 24 hrs
Q (cfs)
24.00
020.00
16.00
12.00
8.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00

4.00
0.00 , i i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 1 Time (min)
Pre-development
Hyd. No. 1 -- 2 Year
10
Thursday, Aug 19, 2010
Peak discharge = 21.89 cfs
Time to peak = 718 min
Hyd. volume = 43,899 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.60 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(5.840 x 74) + (2.730 x 98)] / 8.570
Q (cfs
28.00
&4.00
E
20.00
16.00
12.00
8.00
4.00
Thursday, Aug 19, 2010
Peak discharge = 26.91 cfs
Time to peak = 716 min
Hyd. volume = 54,407 cuft
Curve number = 82*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Post Development
)
Hyd. No. 2 -- 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Development
Reservoir name = Wet Pond
Thursday, Aug 19, 2010
Peak discharge = 1.459 cfs
Time to peak = 778 min
Hyd. volume = 41,283 cuft
Max. Elevation = 172.58 ft
Max. Storage = 59,349 cuft
Storage Indication method used. Wet pond routing start elevation = 170.40 ft.
Q (cfs)
28.00
.24.00
•
20.00
16.00
12.00
8.00
4.00
0.00
0 600
Hyd No. 3
Wet Pond Routing
Hyd. No. 3 -- 2 Year
12
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 I'' ? ? Total storage used = 59,349 cult
13
Hyd rog ra p h Summary Re ?'HydPafl'ow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
r
f
4
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 42.37 2 716 85,859 ------ ------ ------ Pre-development
2 SCS Runoff 48.55 2 716 99,775 ------ ------ ------ Post Development
3 Reservoir 27.95 2 722 86,624 2 173.16 69,621 Wet Pond Routing
wet pond 2 8-16-10.gpw Return Period: 10 Year Thursday, Aug 19, 2010
Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
Q (cfs)
50.00
•
40.00
r?
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
- Hyd No. 1 Time (min)
Pre-development
Hyd. No. 1 -- 10 Year
Thursday, Aug 19, 2010
Peak discharge = 42.37 cfs
Time to peak = 716 min
Hyd. volume = 85,859 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.38 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(5.840 x 74) + (2.730 x 98)] / 8.570
Q (cfs)
50.00
s
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)
Post Development
Hyd. No. 2 -- 10 Year
Thursday, Aug 19, 2010
Peak discharge = 48.55 cfs
Time to peak = 716 min
Hyd. volume = 99,775 cult
Curve number = 82*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -Post Development
Reservoir name = Wet Pond
Storage Indication method used. Wet pond routing start elevation = 170.40 ft.
Q (cfs;
50.00
0
40.00
•
30.00
20.00
10.00
n nn 1
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
16
Thursday, Aug 19, 2010
= 27.95 cfs
= 722 min
= 86,624 cult
= 173.16 ft
= 69,621 cuft
120 240
Hyd No. 3
360 480 600
Hyd No. 2
Q (cfs)
50.00
40.00
30.00
20.00
10.00
n nn
720 840 960 1080 1200 1320 1440 1560
Time (min)
gt1.1111 Total storage used = 69,621 cuft
17
Hyd rog ra p h Summary Re KydPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
4 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type
(origin) flow
(cfs) interval
(min) peak
(min) volume
(cuft) hyd(s) elevation
(ft) strge used
(cuft) description
1 SCS Runoff 54.87 2 716 111,979 ------ ------ ------ Pre-development
2 SCS Runoff 61.28 2 716 127,331 ------ ----- ------ Post Development
3 Reservoir 34.78 2 722 114,168 2 173.53 76,667 Wet Pond Routing
wet pond 2 8-16-10.gpw Return Period: 25 Year Thursday, Aug 19, 2010
i
4
Hydrograph Report
18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.41 in
Storm duration = 24 hrs
Thursday, Aug 19, 2010
Peak discharge = 54.87 cfs
Time to peak = 716 min
Hyd. volume = 111,979 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
60.00
•50.00
•
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' i i -T - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 1
Pre-development
Hyd. No. 1 -- 25 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.41 in
Storm duration = 24 hrs
19
Thursday, Aug 19, 2010
Peak discharge = 61.28 cfs
Time to peak = 716 min
Hyd. volume = 127,331 cuft
Curve number = 82*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(5.840 x 74) + (2.730 x 98)] / 8.570
Q (cfs)
70.00
00.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
• Hyd No. 2 Time (min)
Post Development
Hyd. No. 2 -- 25 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -Post Development
Reservoir name = Wet Pond
Storage Indication method used. Wet pond routing start elevation = 170.40 ft.
Q (cfs)
70.00

00.00
•
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' I I ' i I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Hyd No. 2 W Il I I I I l Total storage used = 76,667 cuft Time (min)
Wet Pond Routing
Hyd. No. 3 -- 25 Year
20
Thursday, Aug 19, 2010
Peak discharge = 34.78 cfs
Time to peak = 722 min
Hyd. volume = 114,168 cuft
Max. Elevation = 173.53 ft
Max. Storage = 76,667 cuft
21
Hydrograph Summary Repdr
ydra ow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
4
4
4
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 64.69 2 716 132,846 ------ ------ ------ Pre-development
2 SCS Runoff 71.18 2 716 149,128 ------ ------ ------ Post Development
3 Reservoir 36.34 2 722 135,957 2 173.88 83,616 Wet Pond Routing
wet pond 2 8-16-10.gpw Return Period: 50 Year Thursday, Aug 19, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.21 in
Storm duration = 24 hrs
22
Thursday, Aug 19, 2010
Peak discharge = 64.69 cfs
Time to peak = 716 min
Hyd. volume = 132,846 cuft
Curve number = 77
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
70.00
00.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 - i? i i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
• - Hyd No. 1 Time (min)
Pre-development
Hyd. No. 1 -- 50 Year
Hydrograph Report
23
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.21 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(5.840 x 74) + (2.730 x 98)] / 8.570
Q (cfs)
80.00
.70.00
60.00
•
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 I I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
- Hyd No. 2
Post Development
Hyd. No. 2 -- 50 Year
Thursday, Aug 19, 2010
Peak discharge = 71.18 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
716 min
149,128 cult
82*
Oft
5.00 min
Type II
484
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
• Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Time interval = 2 min
Inflow hyd. No. = 2 -Post Development
Reservoir name = Wet Pond
24
Thursday, Aug 19, 2010
Peak discharge = 36.34 cfs
Time to peak = 722 min
Hyd. volume = 135,957 cuft
Max. Elevation = 173.88 ft
Max. Storage = 83,616 cuft
Storage Indication method used. Wet pond routing start elevation = 170.40 ft.
•70.00
60.00
is
Q (cfs
80.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 , -1--i.?_.a I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 1i1 i ! ! Total storage used= 83,616 cult
25
Hyd ro g ra p h Summary Re KydPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066

r
f
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 74.45 2 716 153,825 ------ ------ ------ Pre-development
2 SCS Runoff 80.95 2 716 170,898 ------ ------ ----- Post Development
3 Reservoir 37.54 2 722 157,722 2 174.22 90,630 Wet Pond Routing
wet pond 2 8-16-10.gpw Return Period: 100 Year Thursday, Aug 19, 2010
Hydrograph Report
26
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
. Hyd. No. 1
Pre-development
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Q (cfs)
80.00
•70.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
• Hyd No. 1 Time (min)
Pre-development
Hyd. No. 1 -- 100 Year
Thursday, Aug 19, 2010
Peak discharge = 74.45 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
716 min
153,825 cult
77
Oft
5.00 min
Type II
484
Hydrograph Report
27
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
is Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 8.570 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
* Composite (Area/CN) = [(5.840 x 74) + (2.730 x 98)] / 8.570
Thursday, Aug 19, 2010
Peak discharge = 80.95 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
716 min
170,898 cuft
82*
Oft
5.00 min
Type II
484
Post Development
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
90
00
. 90.00
80
00
•
. 80.00
70
00
. 70.00
60
00
. 60.00
50
00
. 50.00
40
00
. 40.00
30
00
. 30.00
20
00
. 20.00
10
00
.
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
• Hyd No. 2 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Wet Pond Routing
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post Development
Reservoir name = Wet Pond
2s
Thursday, Aug 19, 2010
Peak discharge = 37.54 cfs
Time to peak = 722 min
Hyd. volume = 157,722 cuft
Max. Elevation = 174.22 ft
Max. Storage = 90,630 cuft
Storage Indication method used. Wet pond routing start elevation = 170.40 ft.
Q (cfs
90.00
080.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
• Time (min)
Hyd No. 3 Hyd No. 2 1 I I I I ! Total storage used = 90,630 cuft
Hydraflow Rainfall Report
•
29
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Aug 19, 2010
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 65.3330 13.2000 0.9053 --------
2 74.0559 13.3000 0.8788 --------
3 0.0000 0.0000 0.0000 --------
5 83.5112 14.8000 0.8514 --------
10 105.7041 16.8000 0.8710 --------
25 118.9252 17.6000 0.8582 --------
50 137.0265 18.6000 0.8630 --------
100 157.1769 19.6000 0.8692 --------
File name: Raleigh.IDF
Intensity = B / (Tc + D)"E
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.72 3.79 3.18 2.74 2.41 2.16 1.96 1.79 1.65 1.53 1.43 1.34
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
•
is
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour 2.83 3.60 0.00 4.65 5.38 6.41 7.21 8.00
SCS 6-Hr 2.00 2.65 0.00 3.38 3.90 4.62 5.19 5.75
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
•
Report of
Preliminary Geotechnical Exploration
Harnett Health System Hospital Site
Lillington, North Carolina
Prepared For:
Mr. Mike Jones
Harnett Health System (HHS)
800 Tilghman Drive
Dunn, North Carolina 28335
Prepared By:
Trigon I Kleinfelder, Inc.
3500 Gateway Centre Blvd. Suite 200
Morrisville, NC 27560
Trigon I Kleinfelder Project No. 101535
March 30, 2009
Copyright 2008 Trigon I Kleinfelder, Inc.
All Rights Reserved
UNAUTHORIZED USE OF THIS DOCUMENT IS STRICTLY PROHIBITED BY
ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT.
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TRIGON I KLEINFELDER, INC.
BORING LOG
•
•
LL
6.
6
O
U
z
DA Y,C A ^A
rIVL 1 Vl 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-10 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 178.0 ft NORTHING EASTING 24 HR. 5.0
TOTAL DEPTH 19.9 ft DRILL MACHINE CME S ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/23/09 COMPLETED 2/23/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L

(ft)
(ft)
0.5ft
0.5ft
0.5ft
0 20 40 60 80 100
NO O SOIL AND ROCK DESCRIPTION
. MO I G
178.0
171
0 1 1
0 1 178.0 0.00
. .
3
4
7
. .
SS 177 5
Topsoil (6.0 inches

174.5
3.5
. . . 1 . . . . . . . . . . -1 M Coastal Plain Material: Firm, Moist, Tan, Silty,
175.0 Medi
3
0
t
Fi
S
5 7 10 .
um
o
ne
AND (SM) with Pebbles

17 SS-2 "r Residual: Very Stiff, Wet, Tan, Fine Sandy,
172.0 6.0 172.5 Clayey
SILT (ML) 5
5
41 50/.4 . 50x
4 SS-3 ,
.
Partially Weathered Rock: Tan, Phyllite
169.5 8.5 . . . . . . . . . . . . 170.0 8.0
30 38 19 Ss-4 M Residual: Very Hard, Moist, Tan, Fine Sandy

. . . . . . . . . . . 57
. . . . ,
SILT (ML)
............ ......

. . . . . . . . . . ...
166.0 12.0
164.5 13.5 . . . . . . . . . . . . . . . . . . . . Partially Weathered Rock: Tan, Phyllite
37 50/.5 . . . . . . . . . . . . . .
.
50/
511 SS-5
. . . . . . . . . . . . . . . . .
.
. . . . . . . . . . . . . . . . . . . .

159.5
18.5 . . . . . . . . . . . . . . . . . . . .
...................
12 38 50/.4 . • . . . . SS-6 158
1
.
19.9
Boring Terminated at 19.9 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
3. Set 1 inch PVC Piezometer to 19.0 feet
TRIGON I KLEINFELDER, INC.
BORING LOG
•
•
a
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C
f
L
F
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L
L
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v
c
LL
C
2
K
C
s
0
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U
Z
DAr-IC 4 nC 4
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING N0. B-17 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 180.0 ft NORTHING EASTING 24 HR. 7.0
TOTAL DEPTH 23.8 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/2/09 COMPLETED 2/2/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V/ L
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100
NO. 7
OI 0
G SOIL AND ROCK DESCRIPTION
180.0 180.0 o.oo
179.0 1.0 17 1 To
soil (6
0 inches)

3
7
8 p
.
ps,
. . 15 . . . SS-1 23.5 Coastal Plain Material: Stiff, Moist, Tan-Red,
176.5 3.5 . . . . . . . . . . . . . . . . . Fine Sandy
Silty
CLAY (CL)
6 7 8 . . . 16 . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . SS-2 25.1 ,
,
174.0 6.0 t7a.5 5.5
6 13 18 _ .. . . 31 . . . . . . . . . . . . . SS-3 15.8 .' Coastal Plain Material: Very Firm to Dense,
Moist
Tan-Red
Silty
Cla
e
Coarse to Fine
171.5 8.5 . . . . . . . . . . . . . . . . . . ,
,
,
y
y,
SAND

7
9
12
21 - . . . . - . . -
.....................
SS-4
17.3 (SC)

5 . . . . . . . . . . . . . . . . . . 167.5 12.5
166. 13.5
41
50/3 . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . .
50/
3
SS-5 Partially Weathered Rock: Brown, Phyllite

161.5

18.5 ,
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . .
50/.4 . . . . . . • . . . . . . 50/4 SS-6

156.5

23.5 ....................
....................
. . . . . . . . .

50/.2 156.2 23.6
Boring Terminated at 23
8 feet
.
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
3. Offset 8.0 feet Toward B-10 Because of
Large Trees
TRIGON I KLEINFELDER, INC.
BORING LOG
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PAGE 1 OF 1
PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-54 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE
COLLAR ELEV. 182.0 ft NORTHING EASTING 24 HR. 10.0
TOTAL DEPTH 18.9 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/23/09 COMPLETED 2/23/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L

(ft)
(ft)
0.5ft
0.5ft
0.5ft
0 20 40 60 80 100
NO.
O 0
I G SOIL AND ROCK DESCRIPTION
182.0

181
0

1 182.0
0.00
. .0
4
4
5
. _ _ .. .
. a Topsoil (6.0 inches)
_ y . . .
. . .
_ SS-1 M Coastal Plain Material: Loose, Moist, Tan,
178.5 3.5 . . . . . . . . . . . . . . . . . 179.0 Silty
3.0
Clayey
Medium to Fine SAND (SC
3 6 7 13
. . . . . . . . . . . . . . . . . . . . SS-2 M ,
,
)
Residual: Stiff to Very Stiff, Moist, Tan,
176.0 6.0 Clayey, Fine Sandy, SILT (ML)
9 9 12 . . . . 21 . . . . . . . . . . . . . . . SS-3 M
173.5 8.5 ... ..............
10 11 11 - . . . 22
..................... SS-4 'MI
.....................
. , . .
170.0 12.0
168.5 13.5 . . . . . . . . . . . . . . . . Residual: Very Dense, Moist, Tan, silty,
26 35 44 T 7 . SS-5 M 1with
Abu dant Coarse to Fine Quartz Fra
at 12
ment
0
5
5 f

...............
. . . . . . . . . . . . . . .
. g
s
.
-
.
eet
165.0 17.0
163.5 18.5 . . . . . . . . . . . . . . . Partially Weathered Rock: Tan, Phyllite
50/.4 SS
6 163.1 16.9
- Boring Terminated at 18.9 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations
2. NGWE = No Groundwater Encountered
TRIGON I KLEINFELDER, INC.
BORING LOG
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PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft)
BORING NO. B-55 BORING LOCATION OFFSET ALIGNMENT OHM NGWE
COLLAR ELEV. 179.0 It NORTHING FASTING 24 HR. 9.5
TOTAL DEPTH 19.4 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 2/23/09 COMPLETED 2/23/09 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP . - L
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100
NO O SOIL AND ROCK DESCRIPTION
. MO I G
179.0
178
0 1
0 1 176.0 o.oo
. .
3
4
6 . .
?
.
SS
1 Topsoil (6.0 inches)
_ . . . . .
_
1 - M Coastal Plain Material: Stiff to Hard
Moist

175.5
3.5
. . . . . . . . . . . . . . . ,
,
Tan and Gra
Silt
M
di

8
11
14 y,
y,
e
um to Fine Sandy,
2!
.... ......... ..... SS-2 M CLAY (CL)
173.0 6.0
7 15 18 . . . . . . . 33. SS -3 M
170.5 8.5 . . . . . . . . . . . . . . 171.0 8
0
9 9 10 19 . . . SS 4 rq .
Residual: Very Stiff to Hard, Moist, Tan and
. . . . . . . . . . . . Gray
Claye
Fine Sand
SILT
ML
,
y,
y,
(
)

165.5
13.5 .....................
..... .............
7 14 22 . . . . . .
........ 36. . . . . . .
............. SS-5 M

160.5
18.5 ........
.. .............
...........
26- -50/.4- SS-6 160.0 19.0
Partially Weathered Rock: Tan, Phyllite
Boring Terminated at 19.4 feet
Notes:
1. See Figure 2 for Approximate Boring
Locations

i 2. NGWE = No Groundwater Encountered
TRIGON I KLEINFELDER, INC.
BORING LOG

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I PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight
SITE DESCRIPTION Harnett Health System Hospital
GROUND WATER (ft)
BORING NO. B-56 BORING LOCATION OFFSET ALIGNMENT 0 HR. 15.5
COLLAR ELEV. 174.0 ft NORTHING EASTING
24 HR. 1.8
TOTAL DEPTH 18.7 ft DRILL MACHINE CME 55 ATV
DRILL METHOD 2.25 in. ID HSA HAMM
ER TYPE 140 lb. Manual
DATE STARTED 2/21/09
I
COMPLETED 2/21/09
SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. /
V L
(ft) (ft) O.Sft 0.511 0.5ft 0 20 40 60 80 100
NO 7 0 SOIL AND ROCK DESCRIPTION
. MOI G
174.0
173.0 1.0
174.0 0.00
. . . . . . . . . . . . . . . . Topsoil (6
0 inches)
2 3 3 SS-1 19
8 .

170.5
3.5 . . . . . . . . . . . . . . . . . .
.
. . . . . . . . . . . . Coastal Plain Material: Firm to Very Stiff,
M
7 9 9 _
' oist, Tan and Gray, Silty, Medium to Fine

168
0
6
0 18
............. SS-2 15.7 Sandy, CLAY (CL)
. . 168.5 5.5
3 3 4 _ _ SS-3 41.7 Residual: Firm to Very Stiff, Wet, Gray to Tan

165
5
8
5 ,
Fine Sand
Cla
e
SILT
M
. . . . . . . . . . . . . . . . . . y,
y
y,
(
L)
9 6 11 i7
..................... SS -4 37.1

160
5 ....
. . . - .................
162.0 12.0
. 13.5 . . . . . . . . . . . . . . . . . . . . Partially Weathered Rock: Brown, Phyllite
50/.5 . . . . . . . . . . . . . . . .
50/:5
SS-5

155.5

18.5 ....................
....................
50/.2
SS-6 155.3 18.7
• Boring Terminated at 18.7 feet
Notes:
1. See Figure 2 for Approximate Boring

i Locations
•
Prepared by and return to: Dwight W. Snow, Esq.
PO Box 397, Dunn, NC 28335
STATE OF NORTH CAROLINA
COUNTY OF HARNETT
??r?nnm
FOR REGISTRATION REGISTER OF DEEDS
KIET?TY &NTYGRNC
20 Nov 131158 AM
8K:2567 P6:862417 FEE-0,00
IOU 1 N11832
DECLARATION OF COVENANTS,
AND RESTRICTIONS FOR
BRIGHTWATER SCIENCE AND TECHNOLOGY CAMPUS
I
I
I
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THIS DECLARATION, made and entered into this 2q fV day of October, 2008, by
HARNETT FORWARD TOGETHER COMMITTEE, a North Carolina non-profit corporation,
hereinafter referred to as "Declarant".
WHEREAS, the Declarant owns certain real property in Neill's Creek Township, Harnett
County, North Carolina, referred to in Article 1; and
WHEREAS, Declarant intends that the real property now or hereafter made subject to this
Declaration be developed as a commercial industrial and business park to be known as
Brightwater Science and Technology Campus; and
WHEREAS, it is the purpose of this Declaration to insure the proper development of such real
property; to protect and enhance the values and amenities of all properties within the park; to
ensure the proper use, appropriate development and improvement of such properties; to protect
against the construction of improvements and structures built of improper or unsuitable
materials; to provide for a method for the maintenance and continued improvement of common
areas thereof; and in general to encourage construction of high-quality, permanent improvements
that will promote the general welfare of all existing and future owners and occupants.
NOW, THEREFORE, the Declarant does hereby declare that the properties, now called
Brightwater Science and Technology Campus, as hereinafter defined and such additions thereto
as may be hereafter made pursuant to Article II hereof, is and shall be held, sold and transferred,
conveyed and occupied subject to the covenants, conditions, restrictions, easements, uses,
privileges, charges and liens hereafter set forth, all of which shall be binding on all parties having
or acquiring any right, title and interest in said real property or any part thereof, their heirs,
successors and assigns, and shall inure to the benefit of each Owner thereof.
20502.8-548352 v5
Article I - DEFINITIONS
The following words when used in this Declaration or any Supplemental Declaration (unless the
context shall prohibit) shall have the following meanings:
Additional Property: Any real property, other than the initial properties, made subject to this
Declaration pursuant to the provisions herein.
Common Areas: Land to be maintained by the Owners, within or related to Brightwater Science
and Technology Campus, identified as "Common Area", "Open Space" or other similar
designation not individually owned or dedicated for public use, so designated by the Declarant
and delineated on the recorded map(s) for the Property. Common Area may be (i) owned by the
Declarant, an Owner or Owners or a third party or (ii) dedicated to a public or quasi-public
entity.
County: County of Harnett, North Carolina, or any successor public body in which the Property
subject to this Declaration may be located.
Declaration: This Declaration of Covenants and Restrictions for Brightwater Science and
Technology Campus, as the same may be amended from time to time.
C-l
Declarant: Harnett Forward Together Committee, a North Carolina non-profit corporation or
Brightwater Properties, Inc., a North Carolina corporation at such time that property subject to •
this Declaration is conveyed to it by Declarant
Easement. A grant of one or more property rights by the property owner to and/or for use by the
public, a corporation, or another person or entity. All easements burdening the various phases of
Brightwater Science and Technology Campus are deemed by the Declarant and Owners of all
parcels to be reasonably necessary to the enjoyment of the benefited land.
Easement, Landscape: An area, provided in accordance with Section 3.21 and delineated on
recorded maps for the property subject to this Declaration, upon which standard landscape
requirements and maintenance shall be provided.
Easement, Sign: An area described on recorded maps for the Property subject to this Declaration
upon which identification signs for Brightwater Science and Technology Campus are located.
These areas are subject to common landscape maintenance.
Hospital: Harnett Health System, Inc., its successors and/or assigns.
Hospital Parcel: Tract One as shown on the plat dated October 14, 2008 entitled "Map for
Harnett Health Systems Tract" prepared by doe E. Godwin, Sr., PLS, and recorded in Map Book
2008, Page 913, Harnett County Registry ("Plat"), and such other Parcel subject to the Hospital's
Right of First Refusal. Provided, however, should the Hospital's Right of First Refusal to
acquire such other Parcel terminate prior to acquisition by the Hospital of said Parcel, then the
Hospital Parcel shall be defined to include only Tract One. •
20502.8-548352 v5 2
• Hospital Parcel Owner: Owner of any of the Hospital Parcels.
Hospital Right of First Refusal: Declarant hereby grants unto the Hospital a Right of First
Refusal to purchase the . Parcel or Common Area adjacent to Tract One, comprised of
approximately of 4.39 acres described in detail in the attached Exhibit B (the "ROFR Property").
Declarant shall notify Hospital Parcel Owner in writing ("Notice") upon beclarant's
receipt of a bona fide offer to purchase the ROFR Property that Declarant desires to accept from
an unrelated third party ("Offer") before entering into a binding agreement with such third party
for the purchase and sale of the ROFR Property. Hospital Parcel Owner shall exercise its right of
first refusal by written response to Declarant of its intention to exercise its right of first refusal
not later than sixty (60) days from the date of the Notice ("Hospital Owner Notice Period").
Failure by Hospital Parcel Owner to respond in writing in a timely manner shall be deemed
refusal by Hospital Parcel Owner to exercise its right of first refusal. If Hospital Parcel Owner
does respond in writing in a timely manner that it is exercising its right of first refusal to
purchase the ROM Property, then Hospital Parcel Owner shall close on the purchase of the
ROFR Property on the same terms and conditions set forth in the Offer. In the event Hospital
Parcel Owner fails to notify Declarant of its exercise of its right of first refusal within the
Hospital Owner Notice Period, such failure shall be deemed a waiver of such right of first refusal
whereupon Declarant shall be free to sell the ROFR Property to said third party upon the terms
set out in the Offer.
If Declarant does not close on the purchase and sale to the third party upon the terms in
the Notice within one hundred eighty (180) days after the expiration of Hospital Parcel Owner
Notice period, then Hospital Parcel Owner's right of first refusal shall remain in effect. If the
Declarant does close on the transaction then Hospital Right of First Refusal shall expire. The
Hospital Right of First Refusal shall expire on the first anniversary of the date of recording of the
deed from Declarant to the Hospital, if not sooner pursuant to the terms set forth above.
Improvement(s): All structures or other improvement(s) to a Parcel of any kind whatsoever
whether above or below grade, including, but not limited to, buildings, utility installations,
storage, loading and parking facilities, pipelines, storm drainage system, walkways, driveways,
landscaping, signs, site lighting, site grading and earth movement and any exterior additions,
changes or alterations thereto, whether original or future construction.
Intent of Use: The intended explicit use of a Parcel by the Owner or Occupant, or anticipated
uses by parties renting or leasing the facility.
Occupant: Any Person legally entitled to occupy and use all or any part or portion of a Parcel.
Operational Plans and Improvements: Complete plans, improvements, activities, and uses which
an owner intends to implement on a specific parcel of land within Brightwater Science and
Technology Campus. Operational Plans may be submitted in conjunction with Parcel Site Plans
or may be submitted at a later date.

20502.8-548352 v5 3
Owner: the record owner other than the Declarant, whether one or more persons or entities of •
any Parcel. Parcel: Each part of the Properties, the size and dimension of which shall be established by the
legal description in the Parcel Deed conveying such Parcel. A Parcel may also be established by
the Declarant by an instrument in writing executed, acknowledged and recorded by the Declarant
which designates a part of the Properties as a Parcel for the purposes of this Declaration. Such
instrument may, but need not, be a plat of subdivision.
Parcel Deed: The deed of the Declarant conveying a Parcel to an Owner.
Parcel Site Plan: The Parcel Site Plan and data provided for in Section 3.02 of Article III, the
primary purpose of which is to determine compliance of the proposed improvements with this
declaration.
Permitted Operations & Use: Explicit uses as defined in Section 3.07 of Article III, but not
limited to those explicit uses.
Person: A natural person, firm, corporation, partnership or any legal entity, public or private.
Prohibited Operations & Uses: Explicit uses prohibited as defined in Section 3.08 of Article III,
but not limited to those explicit prohibitions.
Property or Properties: The real property described in Article II of this Declaration and by this •
reference made a part hereof and any part of the Additional Property made subject to this
Declaration as provided in Section 2.02 of Article II.
Surface Drainage: Drainage ways, whether natural or manmade, which enable the flow of
surface water in a desirable manner to drainage outlets (i.e. rivers, streams, channels, storm water
retention lagoons, etc.).
Yard. An open area which is unoccupied and unobstructed from the ground upward except as
may be specifically provided in an ordinance.
Yard, Front. An open, unoccupied space on the same parcel with a principle building, extending
the full width of the parcel, and situated between the street and the front line of the building,
projected to the side lines of the parcel.
Yard, Side. An open unoccupied space on the same parcel with a principle building, situated
between the front line and rear line of the building, projected to the side lines of the parcel.
Yard, Side Street. An open, unoccupied space on the same parcel with a principle. building,
extending the full width of the parcel, and situated between the street and the side line of the
building, projected to the front and rear lines of the parcel.

20502.8-548352 v5 4
• Yard, Rear. An open, unoccupied space on the same parcel with a principle building, extending
the full width of the parcel, and situated between.the rear property line and the rear line of the
building, projected to the side lines of the parcel.
Article II - Property Subject to this Declaration and Additions Thereto
2.01 Initial Properties: All of the initial real property constituting Brightwater Science and
Technology Campus consisting of approximately one hundred twenty nine (129) acres, more or
less, owned by Harnett Forward Together Committee and subject to this Declaration more
particularly described on Exhibit A attached hereto and incorporated herein by reference.
2.02 Subjecting Additional Property to this Declaration: Declarant may subject Additional
Property to the provisions of this Declaration at any time or from time to time as the Declarant in
its discretion may determine by the filing of record with the Register of Deeds of County of
Harnett, North Carolina, a "Supplemental Declaration of Protective Covenants and Restrictions
for Brightwater Science and Technology Campus" for each such addition, provided that such
Supplementary Declaration makes specific reference to this Declaration, describes the Additional
Property and is recorded in the office of the Register of Deeds for County of Harnett. Each
Supplemental Declaration may contain such additions and modifications of this Declaration to be
applicable solely to the Additional Property as the Declarant may choose. The Declarant is not
bound to add to this Declaration any Additional Property. The Additional Property which is
added hereto by the Declarant may, but need not, be improved. Additional Property made
subject to this Declaration need not be contiguous to the Properties described in Section 2.01 of
• this Article.
2.03 Unaffected Property: This Declaration shall have no force or effect as to any real property,
whether owned by the Declarant or by others, except that real property specifically described as
set forth in Section 2.01 or 2.02 hereof.
Article III - Regulations Governing Uses and Improvements
3.01 Control of Uses and Improvements: All Owners shall submit to the Declarant in writing
Operational Plans and Improvements for review in order to show their intent of use. No
Improvement shall be constructed, placed, or maintained or permitted on any Parcel without the
prior written approval of the Operational Plans and Improvements by the Declarant. Owners
shall submit Operational Plans and Improvements' specifications for review to the Declarant in
the manner hereinafter set forth. Approvals under this Article III shall not be unreasonably
withheld, conditioned or delayed.
Declarant shall provide all Owners with notice of receipt by Declarant of any Parcel Site Plan,
Operational Plan or amendments thereto. At Owner's request, Declarant shall provide Owner
with copies of all such submittals, correspondence and/or documentation which are a part of the
record of review by Declarant.
Approval of Parcel Site Plans or Operational Plans by Declarant in no way relieves the Owner
from obtaining permits and other approvals as required to comply with local, state, or federal
20502.8-548352 v5
regulations. Provided, however, the Hospital shall be deemed to have satisfied the obligations of •
Sections 3.01 through 3.06 by submission to Declarant of a copy of the Site Plan Application
submitted by the Hospital to the County or other governmental unit having jurisdiction of the
proposed improvements on the Hospital Parcel. The intent of Declarant is to accept the
submittals of the Hospital to the County or other governmental unit having jurisdiction in lieu of
the Parcel Site Plans or Operational Plans and Improvements called for in Sections 3.01 through
3.06.
3.02 Submissions to Declarant: Prior to construction, the Owner shall deliver to the Declarant in
form reasonably satisfactory to the Declarant two complete sets of Parcel Site Plans and the
following data:
(1) The Parcel Site Plan showing the location and dimensions of the following Improvements:
(a) perimeter of all proposed buildings on the Parcel with area calculations for
commercial, industrial and manufacturing space,
(b) vehicular parking areas,
(c) on-site roads,
(d) points of ingress and egress,
(e) loading and service areas, •
(f) easements of record,
(g) easements reserved by the Declarant or allotted by the Owner and shown on the
recorded plat for that phase,
(h) tie-in points with water and effluent collector lines,
(i) landscape planting and watering plans,
G) signs,
(k) outside lighting, and
(1) fencing.
(2) Description of exterior construction materials to be used.
(3) Drawing of the proposed building elevations.
(4) Grading and drainage plans.

20502.8-548352 v5 6
• (5) Complete information regarding air emissions and effluent and waste water discharge.
(6) Drawings and design specifications of all proposed signs shown on the Parcel Site Plan.
Provided, however, no proprietary information shall be required of an Owner pursuant to any
provision of this Declaration.
3.03 Review Time of Parcel Site Plan and Operational Plans: Within thirty (30) days after the
Owner has served written notice upon the Declarant that it has submitted any required Parcel Site
Plan or Operational Plan and Improvements to the Declarant, the Declarant shall notify the
Owner in writing whether such plans are approved or disapproved. Any such disapproval shall
set forth the reason or reasons for such disapproval. Should the Declarant fail to approve or
disapprove the aforesaid Parcel Site Plan or Operational Plan and Improvements in writing
within the said thirty (30) day period, then the Declarant's approval shall be conclusively
presumed to have been granted. No construction of the Improvements provided for in the
submitted Parcel Site Plan or Operational Plan and Improvements shall be commenced until the
expiration of the aforementioned thirty (30) day period without disapproval or the receipt of the
Declarant's written approval of Parcel Site Plans or Operational Plan and Improvements,
whichever shall first occur. In the event Declarant fails to respond to a Parcel Site Plan or
Operations Plan and Improvements in writing within said thirty (30) day period, then at Owner's
written request, Declarant shall provide Owner with written confirmation of Declarant 's
approval. Declarant shall provide such written confirmation of Declarant's approval within ten
• (10) days of Owner's written request.
3.04 Time for Review of Revised Parcel Site Plans and Data: If the Declarant shall disapprove
any part of the Parcel Site Plan or Operational Plan and Improvements submitted as aforesaid,
the Owner may revise its Parcel Site Plan or Operational Plan and Improvements to incorporate
such reasons for disapproval and shall deliver two (2) complete sets of revised Parcel Site Plan or
i Operational Plan and Improvements to the Declarant and the Declarant shall have fifteen (15)
days after receipt within which to review such revised Parcel Site Plan or Operational Plan and
Improvements to determine the Owner's compliance with the Declarant's requested changes.
Should the Declarant fail to advise the Owner in writing of whether or not such revised Parcel
Site Plan or Operational Plan and Improvements are in compliance with the suggested changes
within the fifteen (15) day period, then the Declarant's approval shall be conclusively presumed
to have been granted. In the event Declarant fails to respond to a Parcel Site Plan or Operations
Plan and Improvements in writing within said thirty (30) day period, then at Owner's written
request, Declarant shall provide Owner with written confirmation of Declarant's approval.
Declarant shall provide such written confirmation of Declarant's approval within ten (10) days of
Owner's written request.
3.05 Changes in Approved Parcel Site Plan or Operational Plan and Improvements:, The Owner
shall submit to the Declarant for approval any material change or revision in approved Parcel
Site Plan or Operational Plan and Improvements in the manner provided in this Article for the
approval of Parcel Site Plan or Operational Plan and Improvements set forth in Section 3.04.
Declarant shall endeavor to review such changes or revisions within a shorter period of time than
fifteen (15) day period after receipt provided in Section 3.04, but shall not be required to do so.
i?
20502.8-548352 v5 7
•
3.06 Intent of Use: The Owner shall submit to the Declarant in writing according to Section 3.01
the intended use or uses of the proposed facility at the time of submission of the Parcel Site Plans
or Operational Plan and Improvements. Descriptions of the use or uses should be in detail,
provided, however, no proprietary information shall be required of an Owner pursuant to any
provision of this Declaration. Operation and uses which are neither specifically prohibited nor
specifically authorized in this Declaration may be permitted in a specific case if operational plans
and specific uses are submitted to and approved in writing by the Declarant. Time
considerations for approval shall follow the procedures set forth in Section 3.03. Should the
Declarant disapprove of the intended use in writing, the Owner may resubmit an alternate use or
uses utilizing the same procedures as detailed in this Section provided time considerations for
approval of a resubmittal shall follow the procedures set forth in Section 3.04. The Declarant
shall be notified of changes in use substantially different than that specified on the approved
Operational Plans and Improvements or Parcel Site Plan.
3.07 Permitted Operations and Uses: Unless otherwise specifically prohibited herein, any
business operation and use allowed by applicable zoning and other land use regulations will be
permitted if it is performed or carried out entirely within a building that is so designed and
constructed that the enclosed operations and uses do not cause or produce nuisance to adjacent
sites, such as, but not limited to, vibration, sound, electromechanical disturbance and radiation,
electro-magnetic disturbance, air or water pollution, dust, emission of odorous, toxic or non-toxic
matter, smoke, heat, unusual excavations, or other activities which may in the sole discretion of
the Declarant be considered objectionable to the purposes for which the properties are being
developed. Exceptions to the preceding use restrictions may be made during periods when •
equipment breakdown or malfunction occurs in such a manner as to make it evident that the
effect was not reasonably preventable.
3.08 Prohibited Operations and Uses: The operation and use of drilling for and/or removal of
oil, coal, gas, or other hydrocarbon substances on any property subject to these restrictions shall
not be permitted. The following operations and uses shall not be permitted on any property
subject to these restrictions: residential; trailer courts; labor camps; junk yards; commercial
excavation of building or construction materials; distillations of bones; any activity which shall
cause undue fire hazard; dumping, disposal and/or incineration of garbage, sewage, offal, dead
animals or refuse; fat rendering; stock yard or slaughter of animals; refining of petroleum or its
products; smelting of iron, tin, zinc, or other ores; hog, cattle, chicken or other animal raising;
scrap yard storage; automotive garage repair or sales facility; retail or wholesale commercial
stores open to the public at large; building material storage except as may be required during
construction of improvements; lumberyard, coal or wood yard; stone or monument works; auto
wrecking, salvage yards; used material yards; storage of baled or waste scrap paper, rags, scrap
metals, bottles or other junk; bag cleaning, boiler and tank works; central mixing plant for
asphalt, mortar, plaster or concrete; any quarry operations; nude or semi-nude dancing; bar,
tavern or cocktail lounge, except as part of-a restaurant operation; adult or x-rated book or movie
store (except that this provision shall not prohibit the sale or rental of adult or x-rated materials
as part of a business of a video store offering a substantial selection of other types of video
products as a majority of its selection; for the display of pornographic materials; adult movie
theater, so-called headshop selling or displaying drug paraphernalia; massage parlor; renting,
leasing or selling or displaying for the purposes of renting, leasing or selling any boat, motor •
20502.8-548352 v5
• vehicle or trailer; flea market; or on-site dry cleaning plant; or any use otherwise prohibited by
law. Except for the Hospital, no owner may use, develop, operate, assign, lease or sublet for use
by third parties in an area within 400 feet of the 20.20 acre Hospital Parcel boundary for
operation or providing services of an urgent care center, imaging center or mobile medical
equipment facility providing magnetic resonance imaging and/or CT scanner, without the
Hospital's prior written consent, which consent may be granted or denied, for any or no reason,
in its sole discretion. This exclusive use shall be for the benefit of the Hospital only and shall
expire on the first (I") anniversary of the date the Hospital opens for business.
3.09 Approvals - Responsibilities: To the extent permitted by applicable law, neither the
Declarant nor its agents, employees, members, successors and assigns shall be liable for damages
to any Owner or to any other Person submitting for approval, Intent of Use, Parcel Site Plans or
Operational Plans and Improvements, or to any one or more of them, by reason of good-faith
mistake in judgment arising out of or in connection with the approval or disapproval or failure to
approve any Intent of Use, Parcel Site Plans and data. Every Person who submits Intent of Use,
Parcel Site Plans or Operational Plan and Improvements to the Declarant for approval as herein
provided agrees by submission of such Intent of Use, Parcel Site Plans or Operational Plan and
improvements and every Owner or Person claiming by or through an Owner agrees by acquiring
title to any part of the Properties or any interest in the Properties, that it will not bring any action
or suit against the Declarant or any one or more of them, their respective agents, employees,
members, successors or assigns to recover any such damages.
. 3.10 Assignment of Declarant's Powers and Rights: The Declarant may delegate and assign to
any designated and appropriate assignee the powers and rights under Article III with respect to
review of any specific Intent of Use, Parcel Site Plans or Operational Plan and Improvements
submitted to the Declarant. Notice of such assignment shall be provided to the submitting party
and such assignment shall be applicable to all developers improving parcels within the particular
phase of Brightwater Science and Technology Campus. Provided, however, such assignment or
delegation shall not relieve Declarant of its obligations and duties to implement and enforce the
powers and rights set out in this Article III. In the event any Owner claims that Declarant or
Declarant's assignee has failed to discharge its duties pursuant to this Declaration, the Owner
may petition the Declarant for a hearing at a regularly scheduled meeting of Declarant to seek
enforcement of the Declaration.
3.11 Improvements Generally: No improvement shall be constructed, erected, placed, altered,
maintained or permitted on any Parcel unless it complies with the approved Parcel Site Plan or
Operational Plan and Improvements.
3.12 Government Regulations: All Improvements and construction must be in compliance with
local, state, and federal regulations, including without limitation, standards for building and
construction, land use, air emissions, sanitary systems, industrial effluent, noise levels and
regulations of the Federal Aviation Administration. In the event such other regulations are less
restrictive than the regulations set out herein, then the more restrictive provision of these
regulations shall apply.
is
20502.8-548352 v5 9
•
3.13 Set Back Lines: No structure of any kind and no part thereof, except signs, shall be placed
on any site closer to a property line than those setback limits of the County or other
governmental unit having jurisdiction over the Parcel.
3.14 Height Limitations: Improvements erected on any Parcel shall not exceed those height
limitations set forth by the ordinances, rules and regulations of the County or governmental unit
having jurisdiction over the Parcel.
3.15 Exterior Wall Systems/Building Specifications: Exterior wall systems shall be constructed
using concrete brick masonry walls, common brick, concrete, tile blocks, tile bricks, glass, stone,
concrete tilt panels, or pre-cast concrete panels or other nonmetal wall system, its equivalent or
better, approved by the Declarant.
3.16 Loading Areas and Parking: All loading and receiving shall be conducted entirely on the
building site at loading/receiving areas which shall not be permitted in the front yard of any
building site or in the side yard of any building site that fronts interior roads unless approved by
the Declarant in writing. Loading and receiving areas shall be located and screened so as to
minimize their visibility from any neighboring parcel or street. Exceptions will be permitted on
such lots with frontage on at least three sides. Parking and storage of all motor vehicles by
occupants, their guests, invitees and licensees shall be within Parcel boundaries. Sufficient
parking spaces must be provided by the Owner in areas designated for such purposes. Parking
areas and all driveways shall be constructed with asphalt or concrete and shall include adequate
surface water drainage facilities. Landscaping in parking areas shall comply with the applicable •
County or other governmental unit having jurisdiction ordinances.
3.17 Outdoor Storage and Equipment: No articles, goods, materials, supplies, incinerators,
storage tanks, refuse containers or like equipment shall be stored in any area on a Parcel except
inside a closed building or behind a visual, natural vegetation barrier screening such areas from
the view of adjoining properties and/or public streets unless explicit written approval is provided
to an Owner by the Declarant. Water towers, storage tanks, transformers, pump houses,
processing equipment, cooling towers, communication towers, vents, stacks, skylights,
mechanical rooms and other structures or equipment (whether freestanding or roof mounted)
shall be architecturally compatible and effectively shielded from public view by an
architecturally approved method to provide a "roofscape" which shall be approved by the
Declarant before construction or erection of said structures or equipment. Such regulation shall
not be enforced during construction.
3.18 Utilities: All "on-site" electrical lines and telephone lines shall be placed underground in
accordance with the requirements of the respective utilities. Transformer or terminal equipment
shall be visually screened from view from streets and adjacent properties as provided by Section
3.21. The Declarant reserves the right to construct utility lines overhead, and utility lines, pipes
and conduits underground through an area of not more than twenty (20) feet in width along each
side of such boundary line for utilities and access roads, provided that the exercise of such rights
shall not unreasonably interfere with the Owner's use and enjoyment of the property and shall be
exercised in a manner most consistent with such use and enjoyment and without cost, expense or
liability to the Owner, except as otherwise agreed. is
20502.8-548352 v5 10
• 3.19 Easements: The Declarant reserves unto itself and its successors and assigns an easement or
easements of sufficient width for laying sanitary sewers or for utility installation, utility right-of-
ways and maintenance thereof, but Declarant covenants that it will not construct nor grant the
right to construct any sewer or utility pipes or lines that will interfere with any existing or
planned structure.
3.20 Storm Drainage and Grading: All Owners shall provide details of proposed storm drainage
systems to the Declarant for approval and shall include detailed drawings, specifications, and
locations concerning all applicable storm drainage improvements, including but not limited to
impoundment facilities, underground piping, catch basins, headwalls, ditches and swales from
each building site to any drainage easements shown on the recorded plat(s) for Brightwater
Science and Technology Campus. All such drainage plans and facilities shall likewise comply
with all rules, regulations and requirements of the County and/or other governmental
authority(ies) having jurisdiction thereof. The Declarant may elect to require that the Owner
provide any on-site drainage facilities on any Parcel or provide connections to off-site drainage
facilities in the Common Area or otherwise.
No grading, excavation work or alteration of natural surface drainage or manmade surface
drainage is permitted without prior written approval of the Declarant. Proof shall be provided by
the Owner to the Declarant that such grading, excavation work or.alteration of natural surface
drainage or manmade surface drainage shall not create or cause adverse effects on adjoining
Properties or Parcels.
3.21 Landscaping and Screening: A ten (10) foot landscape easement shall be provided along all
roads bordering and contained within the Brightwater Science and Technology Campus. Side
and rear yard areas, and parking areas shall contain landscape elements sufficient to provide
opaque screening eight feet in height at maturity. The Owner of the Parcel shall be responsible
for the maintenance of this required buffer. All areas of the Parcel not otherwise improved shall
be landscaped and/or maintained in a manner consistent with sound erosion control practices.
All such areas shall be planted in grass, shrubs and trees in conformance with the landscaping
plan which shall be a part of the Parcel Site Plans set forth in Section 3.02. Landscape planning
and installation shall follow standard regional landscape techniques using locally adapted plant
materials.
3.22 Signage: The number, size, shape, design and location of all signs shall be shown on the
Parcel Site Plans submitted to Declarant for approval. No advertising signs shall be permitted
other than those identifying the name, business and products of the firm or person occupying the
improvements and those offering the Parcel for sale or lease when specifically approved by the
Declarant. Signs and identifications on buildings or building sites shall only be of such size and
design and color as is specifically approved by the Declarant in writing. All free-standing
identification signs shall be monument signs constructed of materials which are similar to or
which are harmonious in design and quality with the primary materials used in the construction
of Improvements on a Parcel. The Owner shall erect necessary traffic, directional and warning
signs of size and character appropriate for such purposes with prior written approval by the
I Declarant. Any sign erected without the prior written consent of the Declarant shall be removed
within five (5) days of the receipt of written notice from the Declarant demanding such removal.
20502.8-548352 v5 I I

If the Owner fails to remove such signs within five (5) days, the Declarant shall have the right
but not the obligation to enter upon the Parcel and remove such signs. The cost of such removal
shall be assessed against and paid by the Owner.
Illuminated signs shall employ only devices emitting a light of constant intensity, and no signs
shall be illuminated by a flashing, intermittent, rotating or moving light. Any illuminating sign
or lighting device shall be so oriented as not to cast light on a public right-of-way so as to cause
glare or reflection that may constitute a traffic hazard or nuisance, nor shall such devises cast
light upon adjacent residential properties which may constitute a nuisance.
Temporary signs shall be permitted during construction and when a Parcel is offered for sale or
lease, provided that the Owner first secure the written approval of the Declarant and provided
further that such approval shall not extend for a period in excess of one (1) year.
Signage of an unsightly nature or that obstruct vision to vehicular traffic as determined by the
Declarant are prohibited. All signs shall be permitted as required by the County or other
governmental unit having jurisdiction.
3.23 Illumination of Buildings and Parking Areas: Any flood lighting of buildings and parking
areas shall be arranged in such a way that no direct glare shall be cast toward any residentially
zoned or developed property and luminary devices shall be hooded or arranged so that the source
of the illumination is not visible from such residential property or highway. Any flood lighting
shall be limited to the illumination of the building for security purposes and to the lighting of •
parking areas and access ways as necessary for the safe movement of pedestrian and vehicular
traffic. Lighting intensity shall be limited to that which is necessary to afford minimum adequate
illumination for the purposes set forth in the paragraph. The minimum lighting level shall be no
less than an average maintained level of 0.5 foot-candles. No freestanding luminary devices shall
in any case exceed thirty (30) feet in height. The height, location and intensity of luminary
devices shall be indicated on the Parcel Site Plans and approved by the Declarant.
All lighting shall be harmonious in design and quality with the improvements located on or
planned for the parcel. Wooden poles are prohibited. The poles and lights shall be a dark color,
with a flat or low-glare finish.
3.24 Refuse/Outside Storage: Waste must be disposed of by the Owner or the occupants in
compliance with laws. The occupant's premises shall not be used or maintained as a dumping
ground for rubbish or junk. Trash, garbage or other waste shall not be kept, except temporarily
in sanitary containers. All equipment for the storage or disposal of such materials shall be kept
in a clean and sanitary condition. All outdoor refuse collection areas shall be screened from
public view. When it is necessary to store or keep such materials in the open, the lot or area shall
be fenced with a screening fence at least high enough to screen the materials from sight at
ground level; said storage shall be limited to the rear two-thirds of the property.
Bulk storage above ground of all liquids, including gasoline and petroleum products on the
outside of the buildings, shall be permitted only in locations as approved by the Declarant in
•
20502.8-548352 v5 12
• writing, and subject to compliance with rules and regulations of any governmental
agency or
agencies having jurisdiction over such matters.
3.25 Access to Lots: Access to properties in subject to these covenants shall be directly from
public roads constructed as part of Brightwater Science and Technology Campus.
3.26 Provisions for Flood Hazard Reduction: New construction or substantial improvement of
any structure within the Properties of the Brightwater Science and Technology Campus falling in
the areas of special flood hazard as defined by and on a Flood Insurance Rate Map (FIRM)
and/or Flood Hazard Boundary Map (FHBM) shall have the lowest floor, including basement
and interior parking area, elevated to one foot above the level of the base flood elevation. A
registered professional engineer or registered architect shall certify that the standards of this
Section are satisfied. Such certification shall be provided to the Declarant as part of the Parcel
Site Plans and Data set forth in Section 3.02.
3.27 Subdivision: No Parcel may be subdivided without the prior written Consent of Declarant.
3.28 Repurchase Rights: The Declarant's motivation and authority for the development of
Brightwater Science and Technology Campus was to facilitate industrial and technical
development in order to increase the tax base and create new jobs for the citizens of Harnett
j County. To accomplish this, it is essential that an Owner improve and utilize its parcel as
expeditiously as possible. Therefore, the Declarant, its successors and assigns, reserves the right
to repurchase any parcel for the same purchase price paid for said parcel if within twenty-four
• (24) months from the date of the deed by which it is conveyed, no building has been commenced
thereon, or if before a building has been commenced the Owner, its heirs, successors or assigns
should offer the lot for sale.
3.29 Exclusion of Hospital Parcels from Article III: Except for Sections 3.08 and 3.27,
notwithstanding provisions to the contrary set out herein, the Hospital Parcels and Hospital
Parcel Owner are excluded from the obligations and use restrictions set out in this Article III.
Declarant acknowledges and agrees that the Hospital intends to acquire and develop the Hospital
Parcels for hospital uses. Furthermore, provided the Hospital Parcel Owner complies with all
governmental ordinances, rules, regulations and/or statutes, and obtains all relevant
governmental permits and approvals for such use, that such governmental permits and approvals
shall satisfy and comply with the obligations and use restrictions described in this Article III and
no further approvals or consents by Declarant shall be required.
Article IV - Parcel Maintenance
4.01 Owner's Maintenance: It is the intention of the Declarant that the property constitutes an
attractive and quality development with a view toward preserving the functional aesthetics of the
area to the greatest extent possible with the intended development. To facilitate such intention,
i each Owner shall at all times maintain all Improvements in a neat and attractive appearance and
free from debris, consistent with the nature of the Improvements and the operations of the Parcel.
All unimproved areas shall be kept by the Owner in a neat and attractive manner consistent with
the natural surroundings. If any Improvement is damaged by fire, storm or other casualty, or if
20502.8-548352 v5 13
•
any Improvement is abandoned, that improvement shall be repaired or removed promptly by the
Owner and not allowed to deteriorate or to become an eyesore. The obligations of an Owner
under this paragraph are hereinafter known as "Owner's Maintenance."
Article V - Common Area and Maintenance
5.01 Land to be Maintained: Common Areas, landscape easements and sign easements
delineated on a recorded plat shall be maintained as herein provided. In addition, the Declarant
may designate as Common Area for maintenance purposes, by instrument duly recorded, any
part or all of the land (i) within the private easement areas or within dedicated rights-of-way
within or used in connection with the Properties or (ii) on which there may be facilities or
improvements on property now or formerly of the Declarant which are intended for the general
use and benefit of the Owners and Occupants. These common maintenance areas shall include
but not be limited to landscape and sign easements delineated on the recorded plats for
Brightwater Science and Technology Campus.
5.02 Declarant's Maintenance and Operation Obligations: Declarant shall cause an Owner's
Association to be formed to assume the rights and obligations of the Common Areas and such
maintenance and operation obligations as may be described in the Association's Articles of
Incorporation, Bylaws and this Declaration. Until the expiration of this Declaration set forth in
Section 6.01, it shall maintain, repair, replace and renew or cause to be maintained, repaired,
replaced or renewed such Common Area and other areas designated for its maintenance purposes
in a clean, sightly, safe and attractive condition subject to Owner's participation as provided in •
5.04 herein (hereinafter called "Maintenance"). Such Maintenance to the extent not performed
by any other governmental authority or required to be performed by an Owner shall include:
(i) the repair, replacement, renewal and cleaning of all lighting fixtures, signs, entrance
monuments and markers, traffic control signals and signs;
(ii) the mowing, watering, fertilizing, weeding, replanting and replacing of landscaping;
(iii) the operation, maintenance, repair, replacement and renewal of the drainage system, water
facilities, storm water management facilities, effluent collector lines and access roads. The
Maintenance of dedicated streets which have been accepted for maintenance by appropriate
governmental agencies shall conducted by the responsible governmental agency unless otherwise
specified by law.
1. The cost and expenses of performing the aforesaid Maintenance shall include, but not
be limited to, all costs of materials, electricity, labor, supplies, insurance, taxes and
special assessments ("Cost of Maintenance").
2. An annual budget for the Cost of Maintenance shall be provided by the Declarant or
Owner's Association.
3. Payments for the aforesaid maintenance shall be made quarterly.
5.03 Easements for Common Area Maintenance: Perpetual non-exclusive easements for ingress
and egress over, under, across, in and upon the Properties (but not so as to interfere with is
20502.8-548352 v5 14
• Improvements on the Properties located in accordance with an approved Parcel Site Plan) are
hereby declared, created and reserved by the Declarant for the benefit and use of itself and/or any
Owner's Association, as the case may be, their respective successors and assigns, agents and
employees, to provide reasonable access to Common Areas and to enter upon the Properties for
the purposes of performing the Maintenance required under Section 5.02.
5.04 Owner's Participation in Cost of Maintenance: Each Owner shall pay to Declarant its
proportionate share of the Cost of Maintenance required by this Article. The share of the Cost of
Maintenance incurred by the Declarant that each Owner shall pay shall be determined by
multiplying the total Cost of Maintenance, excluding the Cost of Maintenance associated with
the water facilities and effluent collector line, by a fraction, the numerator of which is the total
number of acres within each Parcel which such Owner owns which are subject to assessment and
the denominator of which shall be the total number of acres to be sold for development within
the Brightwater Science and Technology Campus. Subject to the approval of the annual budget,
such obligation shall commence with the date of the delivery of a Parcel Deed. The Declarant
shall be considered the Owner for the purposes of this Section 5.04, to the extent that it owns any
part of the Properties. Each Owner's share of the Cost of Maintenance shall be assessed to it by
the Declarant no more frequently than quarterly and shall be accompanied by an itemized
statement of such costs and the manner in which such Owner's share was determined. Each
Owner shall pay the amount shown on the statement within thirty (30) days after receipt.
5.05 Common Area Dedication: Notwithstanding anything contained in this Declaration to the
• contrary, the Declarant and Owner's Association, upon its succeeding to Declarant's rights, shall
have the right, power and authority to dedicate to the State, the County, or other public authority,
in whole or in part, effluent collector lines, water facilities, roads and any other facilities serving
the Property. Such dedication and acceptance thereof shall not, in and of itself, relieve the
Declarant or an Association, as the case may be, from the obligation of Maintenance of the land
and facilities located within dedicated areas, nor relieve the Owners of the obligation to
participate in the payment of the Cost of Maintenance as herein provided.
5.06 Formation and Participation in an Owner's Association. The Association shall be
organized and governed according to the Articles of Incorporation and Bylaws, and according to
rules, regulations and procedures established by a majority of the Owners, with each Owner
having votes in an amount equal to the building site acreage owned by such Owner. In addition
to the rights and obligations set out in the Articles of Incorporation, Bylaws and this Declaration,
any rights, powers, privileges obligations or duties of the Declarant may be transferred to the
Owners Association, at the discretion of the Declarant, at any time after fifty percent (50%) of
the parcels plus one additional parcel, have been sold and/or developed. The Declarant shall
have the absolute right to make such a transfer, without any obligation to seek or obtain consent
or approval of such transfer from any Owner or Owners. Such transfer shall be in writing and
recorded at the County of Harnett Register of Deeds. The transfer to the Owner's Association of
the obligations, as determined by the Declarant, will release the Declarant from further
obligation other than those unfulfilled at the time of transferred liability and will transfer those
obligations and duties to the Owner's Association. Title to Common Area will be transferred
along with the obligations and duties, as well as the right to enforcement of Brightwater Science
• and Technology Campus's rules and regulations.
20502.8-548352 v5 15
•
Article VI - Miscellaneous Sections
601 Term: These covenants and restrictions shall remain in full force and effect for thirty (30)
years from the date of recordation, at which time they shall terminate; provided, however, that
the term thereof may be extended for successive five (5) year periods by the affirmative written
consent of not less than three-fourths (3/4) of the Owners of Brightwater Science and
Technology Campus.
602 Amendment: This Declaration may be amended (a) by an instrument executed by the
Owners of no less than three-fourths (3/4) of the Owners' Parcels subject to assessment under
this Declaration or (b) by an instrument executed by Declarant within three (3) years from the
recordation hereof if such amendment is necessary or desirable in the sole judgment of Declarant
to clarify this Declaration or to correct typographical or similar errors or as may be required by a
title insurance company, provided: (i) that Declarant's written consent thereto shall be required to
any amendment pursuant to (a) above for 15 years from the date of recordation of these
covenants or so long as the Declarant owns any of the Properties or any Additional Properties
which may be made subject to this Declaration under the provisions of Section 2.02; (ii) that no
amendment shall in any manner affect any rights with respect to the water facilities and effluent
collector line and related easements without the consent of all Owners, Persons and entities
affected; (iii) that the manner of determining the percentage of assessments allocated to each
Parcel under Section 5:04 shall not be affected without the consent of the Owners of each Parcel
so affected. No amendment by the Declarant shall impose greater liability for areas beyond those
set forth in the initial dedication as shown by the recorded plat for each phase. All amendments •
shall become effective when recorded in the office of the Harnett County Registry.
603 Enforcement: The covenants, conditions, restrictions, easements, uses, privileges, charges
and liens of this Declaration shall run with the land and be binding upon and insure to the benefit
of the Declarant, an Owners' Association and each Owner of the Properties or any part thereof,
their respective heirs, successors and assigns; shall create mutual, equitable servitudes upon each
Parcel in favor of every other Parcel; and shall create reciprocal rights and obligations among
Declarant, the respective Owners and tenants of all Parcels, and privity of contract and estate
between Declarant and all grantees of Parcels, their heirs, successors and assigns. The
enforcement of the provisions of this Declaration may be prosecuted by Declarant, any Owner,
or tenant with approval of the record Owner of the Parcel which the tenant occupies in whole or
in part, and the violation of any condition, covenant, restriction or reservation herein contained
shall give to Declarant and to each of the Owners the right to bring proceedings at law or in
equity against the party(ies) violating or attempting to violate any of said conditions, covenants,
restrictions or reservations, to enjoin them from so doing, to cause such violation to be remedied,
or to recover damages from said violation. The Declarant's right and duty to enforce the
conditions, covenants, restrictions and reservations shall remain in force so long as it owns any
part of the Properties or any part of the Additional Property, which may be made subject to this
Declaration pursuant to Section 2.02, except with respect to such provisions which relate to the
powers and rights delegated or assigned to or vested in an Owners' Association and the Declarant
is entitled to seek enforcement of this Declaration by an appropriate equitable remedy issued
from a court of competent jurisdiction. A breach of any of the provisions of this Declaration
shall give to the party entitled to enforce such provision the right to bring a proceeding in law or •
20502.8-548352 v5 16
• in equity against the party or parties breaching or attempting to breach the Declaration and to
enjoin such party or parties from so doing or to cause such breach to be remedied or to recover
damages resulting from such breach. Prior to bringing a proceeding in law or in equity against
the party or parties breaching or attempting to breach the Declaration the Owner shall be notified
of said breach. The notification shall be in writing and shall be delivered in person by a
representative of the Declarant or other party responsible for enforcement of this Declaration or
mailed to the Owner. Upon notification of the breach the Owner shall have thirty (30) days to
correct the breach or provide a plan to remedy the breach. The proposed plan shall be in writing
from the Owner. If the plan is found to be satisfactory to the party responsible for enforcing this
Declaration, further action by the party charged with enforcement of this Declaration will be
delayed for a reasonable time to allow the Owner to implement the proposed plan and cure the
default. Decisions made in this regard shall be sent in writing to the Owner. A breach of this
Declaration by an Owner relating to the use or maintenance of a Parcel or part thereof is hereby
declared to be and constitute a nuisance and every public or private remedy allowed by law or
equity for the abatement of a public or private nuisance shall be available to remedy such breach.
In any legal or equitable proceedings for the enforcement of this Declaration or to restrain a
breach thereof, the party or parties against whom judgment is entered shall pay the attorneys' fees
and costs of the party or parties for whom judgment is entered in such amount as may be allowed
by law and be fixed by the Court in such proceedings. All remedies provided under this
Declaration including those at law or in equity shall be cumulative and not exclusive. The
failure of a party having a right to enforce this Declaration to do so shall not be deemed a waiver
of the right of any other party having such right nor shall a waiver of one breach constitute a
• waiver as to another breach whether of the same or different nature.
Owners may petition the Declarant or Owners Association to initiate enforcement procedures for
provisions of this Declaration. If no resolution to the alleged violations of the provisions of this
Declaration, the Owners may seek appropriate equitable remedy from a court of competent
jurisdiction.
6.04 Responsibility of Owner: Each Owner shall be responsible for any breach of this
Declaration which is a result of its own acts or omissions or the acts or omissions of an Occupant
of the Owner's Parcel(s).
605 Compliance with Law: Each Owner shall at all times comply with all applicable federal,
state, county and municipal laws, ordinances, rules and regulations and with the applicable
regulations of the local fire insurance rating organization having jurisdiction or any other
organization or board exercising a similar function with respect to the construction, maintenance,
operation and use of such Owner's Parcel or Improvements thereon.
6.06 Estoppel Certificate: Upon the written request of an Owner or any person interested, the
Declarant and/or the Owner's Association, as the case may be, shall issue a certificate within ten
(10) business days setting forth the amount of any delinquent assessment or charge with respect
to said Parcel. A reasonable charge may be made for issuance of the certificate.
6.07 Severability: If any of the covenants, conditions or terms of this Declaration shall be found
• void or unenforceable for whatever reason by any court of law or of equity, then every other
20502.9-548352 v5 17
•
covenant, condition or term herein set forth shall remain valid and binding provided that in such
event Declarant and all of the then Owners of the Properties shall to the fullest extent possible
modify such covenant, condition or term to the extent required to carry out the general intention
of this Declaration and to impart validity to such covenant, condition or term.
6.08 Owners' Liability, Subsequent Sale, Successor's Obligation: On sale of a Parcel, the Owner
so selling shall have no further liability for the obligations with respect to such Parcel which
accrues after the date of the recording of the deed of conveyance provided, however, that nothing
herein contained shall be construed so as to relieve either the Parcel of any lien arising by reason
of such liability or the Owner of such Parcel from any liabilities or obligations incurred or arising
under this Declaration for the time prior to such recording.
6.09 Combination of Parcels: If two or more adjoining Parcels are acquired by the same Owner
in fee, such common ownership may, at the option of such Owner, be combined and treated as a
single Parcel for the purposes of this Declaration by an instrument duly recorded, notice of which
shall be given to the Declarant, and if in existence, an Owners' Association.
6.10 Delay in Performance - Force Majeure: If the performance of any act or obligation under
this Declaration is prevented or delayed by an act of God, fire, earthquake, flood, explosion,
action of the elements, war, invasion, insurrection, mob violence, sabotage, malicious mischief,
inability to procure or general shortage of labor, equipment or facilities, materials or supplies in
the open market, failure of transportation, strike, Lock-out, action of labor union, condemnation,
threatened condemnation, requisitions, laws, orders of government or civil or military or naval •
authorities or any other cause whether similar or dissimilar to the foregoing not within the
reasonable control of the Person required to perform such act or obligation for so long as such
Person is so prevented or delayed by reason thereof, provided the Person claiming the benefit of
force majeure shall within five days of the occurrence of any of the aforesaid causes give to the
Declarant, and/or others as the case may be, written notice thereof, together with a statement
setting forth all the facts evidencing force majeure. At the conclusion of the duration of each
such force majeure, written notice shall be given by such Person of the termination of such force
majeure. This force majeure provision shall apply to the Declarant's and each Owner's
obligations hereunder except those that require payment of money.
6.11 Protection of Lenders: No violation of this Declaration shall defeat or render invalid the
lien, operation or effect of any mortgage or deed of trust (jointly, a "Deed of Trust") which has
been made in good faith and for value and which encumbers any lot or parcel within Brightwater
Science and Technology Campus. Any Lien created under or arising from the terms of this
Declaration shall be junior and subordinate to any such Deed of Trust unless notice of such lien
shall have been filed in the County of Harnett Public Registry prior to recordation of such Deed
of Trust; provided, however, that any mortgagee in possession of any such Parcel or any
purchaser at any trustee's or mortgagee's or foreclosure sale of any such Parcel, shall be bound by
and be subject to this Declaration as fully as any other Owner of any other Parcel located within
the Brightwater Science and Technology Campus, effective upon the date of such acquisition by
such purchaser.
LJ
20502.8.548352 v5 18
• 612 Effect of Non-Payment of Assessment. If any assessment or other monetary obligation under
this Declaration is not paid on the date when due, then such assessment or other monetary
obligation under this Declaration shall be delinquent and shall accrue interest thereon at the
"prime rate" of interest announced from time to time by Bank of America plus five percent (5%)
per annum (such rate to change from time to time as the prime rate changes) unless a lesser rate
is required under applicable law, in which event the lesser rate shall become applicable. Any
assessments or other monetary obligations under this Declaration not paid when due shall
become a lien against the applicable Parcel with priority as of the date of the recording of such
lien. The acceptance of a conveyance of any Parcel by any Owner shall create the express
authority for the filing of such a lien. If the assessment or other monetary obligation is not paid
within ten (10) days after the due date, then the Owner's Association may bring an action at law
against the Owner personally and/or foreclose the lien against the Parcel, and there shall be
added to the amount of such assessment or other monetary obligation all reasonable attorneys'
fees and costs incurred by the Owner's Association in such action, and in the event a judgment is
obtained, such judgment shall include interest on the assessment as indicated above.
613 Notice: Any notice required or desired to be given under the Declaration shall be in writing
and shall be deemed to have been properly served when (i) delivered in person and receipted for
or (ii) two (2) days after deposit in the United States Mail, certified, return receipt requested,
postage prepaid, addressed, if to an Owner, at its last known address as shown on the records of
the Declarant, as the case may be, at the time of such mailing or to the Declarant, addressed as
follows: Harnett Forward Together Committee, ATTN: N. Johnson Tilghman, P.O. Box 1270,
• Lillington, North Carolina, 27546, or to such other address as Declarant shall from time to time
designate by written notice to each Owner.
614 Captions - Singular, Plural, Gender: The Article and Section headings are intended for
convenience only and shall not be construed with any substantive effect in this Declaration.
Words used herein shall be deemed to include singular and plural, and any gender as the context
requires.
6.15 Hospital Parcel Exclusion from Section 3.28, Repurchase Rights: Declarant acknowledges
and agrees that the Hospital Parcel Owner may encumber the Hospital Parcels with a first lien
security interest as collateral to secure the performance of any obligation of the Hospital
("Security Interest"). The repurchase rights set out in Section 3.28 ("Repurchase Rights") shall
be subordinate to the lien of any such Security Interest. Furthermore, any purchaser out of
foreclosure, under a deed in lieu of foreclosure, or pursuant to any proceeding in lieu thereof
shall take title to the Hospital Parcels free and clear of the Repurchase Rights and such sale out
of foreclosure, deed in lieu of foreclosure or other similar proceeding shall extinguish the
Repurchase Rights; provided, however, that the Repurchase Rights shall remain in full force and
effect if the Hospital is the purchaser. The Hospital Parcel Owner may grant deeds of trust,
options to purchase, assignments, pledges, liens and security interests in the Hospital Parcels and
the holder of the Security Interests shall not be bound by the Repurchase Rights. Declarant shall
provide such documentation and other assurances as the Hospital Parcel Owner reasonably
requests, including without limitation an executed subordination agreement which is in form and
substance reasonably satisfactory to the Hospital's legal counsel, to confirm that the Repurchase

20502.8-548352 v5 19
Rights are subordinate to the Security Interests and that the holder of the Security Interests is not •
bound by the Repurchase Rights.
[Remainder of this page is intentionally left blank. Next page is signature page.)
•
r?
20502.8-548352 v5 20
• IN WITNESS WHEREOF, the Harnett Forward Together Committee has caused its
corporate name to be signed herein by its proper officers thereunto duly authorized, all as of the
day, month and year first above written.
HARNETT FORWARD TOGETHER COMMITTEE,
a North Carolina non-profit corporation
._.-7
By:
N : N. Johnson Tilghman
Title: President

STATE OF NORTH CAROLINA
COUNTY OF Vw k?-
I, a, Notary Public, certify that N. Johnson Tilghman personally came before me this day
and acknowledged that he is President of Harnett Forward Together Committee, a NC non-profit
corporation, and that he, as President being authorized to do so, executed the foregoing on behalf
of the corporation.
Witness my hand and official seal, this the ?l day of 2008.
•?? TA ?509, Official Signature of Notary Public
2 Insert name of Notary, printed or typed
"N,yi°vg\,\G-c`?? -as -I a
(Official Seal) C.0, My Commission Expires: 3

20502.8-547352 v5
•
CONSENT OF THE FIDELITY BANK
DECLARATION OF COVENANTS AND RESTRICTIONS OF BRIGHTWATER SCIENCE
AND TECHNOLOGY CAMPUS
The Fidelity Bank being the beneficiary under that certain Deed of Trust dated July 12, 2006,
and recorded in Book 2252, Page 916, Harnett County Registry ("Deed of Trust") all conveying
and encumbering that certain real property described as Exhibit A attached to this Declaration
("Property") hereby (1) consents to the recordation of this Declaration and the imposition of the
provisions hereof on the Property; and (2) subordinates the lien of the Deed of Trust to this
Declaration and the provisions contained herein. In the event of a foreclosure of the Deed of
Trust, or a transfer of any portion of the Property in lieu of foreclosure, each Beneficiary and
Trustee hereby agree that the purchaser at any such foreclosure or the transferee under any such
deed in lieu of foreclosure shall take title to the Property together with and subject to all of the
terms and conditions of this Declaration. Beneficiary executes this Consent solely for the
purposes set forth above. The Trustee also joins in and executes this Consent in its capacity as
Trustee for the purposes set forth above.
BENEFICIARY:
The Fidelity Bank
Nam Steven P. Wicker
Title:Senior Vice President
TRUSTEE:
?alsn 2_
David E. Royal, Trustee
•
•
20502.8-547352 0
•
STATE OF NORTH CAROLINA
COUNTY OF Oatre4-
1, a, Notary Public, certify that
yQ;c,102r'? personally
came before me this day and acknowledged that he ism J ;,-o Q .,?a,.lqf The Fidelity Bank, a
NC corporation, and that he, as _ R aoey',W - being authorized to do so, executed
the foregoing on behalf of the corporation.
Date: il-y •b`$
10
NOTARY
PUBLIC
Seal) ?- °`
cou - %%
•

STATE OF NORTH CAROLINA
2008
?A ? s
t?
&Q&kCU&V--'
Notary Printed Name
My Commission Expires: %I
COUNTY OF _ V1ep dm..
I, certify that the following person personally appeared before me this day,
acknowledging to me that he voluntarily signed the foregoing document for the purpose stated
therein and in the capacity indicated: David E. Royal, as trustee.
Date: \? - CA , 2008
?o,' o Notary Printed Name
NOTARY z
PUBLIC
y?2 G
My Commission Expires: -1\,W\1
20502.8-547352 v5
EXHIBIT A
BRIGHTWATER SCIENCE AND TECHNOLOGY CAMPUS
LEGAL DESCRIPTION
Harnett Forward Property
Beginning at an existing iron stake in the northern right of way margin of U.S. Highway 401
(Cornelius Harnett Boulevard) a 100 foot wide right of way which said existing iron stake is the
southernmost point of the Harnett Forward Together Committee tract as shown on that survey
recorded in Map Book 2008, Page 913, Harnett County Registry; thence from said Beginning
Point and running with the northern right of way margin of U.S. Highway 401, North 51 °26'28"
West 1,841.68 feet to an existing iron stake; thence a new line with the boundary of the Gerald
Johnson property (Book 392, Page 198, Harnett County Registry) North 38137'37" East 417.40
feet to an existing iron pipe; thence North 51 '07'15 " West 314.09 feet to an existing axle in the
eastern right of way margin of NCSR 1436 (Matthews Road) a 60 foot wide right of way; thence
running with the eastern right of way margin of NCSR 1436, North 39°31'46" East 484.31 feet
to a point; thence North 35°25'20" East 117.27 feet to a point; thence North 29°17'43" East
33.71 feet to an existing iron stake; thence a new line South 88°46'41" East 314.01 feet to an
existing concrete monument; thence South 88°46' 12" East 885.32 feet to an iron stake set;
thence South 88°45'52" East 476.66 feet to an existing iron stake; thence South 88°56'05" East
280.09 feet to an existing iron pipe; thence South 88°51'55" East 59.95 feet to an existing iron •
pipe; thence South 88°54'53" East 129.42 feet to an existing iron pipe; thence South 88°56'43"
East 114.62 feet to an existing iron pipe; thence South 89°05'27" East 317.60 feet to an existing
pipe; thence South 88°40'44" East 904.55 feet to an existing axle; thence a new line, South
00°56'02" West 292.02 feet to an existing iron stake; thence South 01'04'29" West 438.43 feet
to an existing iron pipe; thence South 60°39'05" West 1,151.22 feet to an existing iron stake;
thence South 60°39'32" West 447.43 feet to an existing iron stake; thence South 60148'32" West
872.37 feet to an existing iron stake; thence South 60°48'23" West 323.05 feet to the POINT OF
BEGINNING.
The above described tract is the same property which was conveyed to the Harnett Forward
Together Committee in that deed dated July 10, 2006 and recorded in Book 2252, Page 911,
Harnett County Registry. This tract is shown as the overall Harnett Forward Together
Committee tract on that survey recorded in Map Book 2008, Page 913, Harnett County Registry
which includes subdivided Tract One (20.20 acres) and Brightwater Drive as depicted thereon.
U
20502.8-548352 v5 A-1
• Exhibit B
Legal Description
of
Right of First Refusal Property
Being a 4.39 acre tract (the "ROFR Property") and a portion of the property of Harnett Forward
Together Committee (PIN # 0650-79-1646), recorded in Deed Book 2252, Page 911, and Map
No.98-567, Harnett County Register of Deeds. Tract being further described as follows:
BEGINNING at an iron stake, in the southwest corner of the ROFR Property and the southeast
corner of Harnett Health Systems Tract ("Tract One") as shown on plat recorded in Map
No.2008-913, Harnett County Registry (the "Plat") said iron stake being further located from a
PK Nail located in the centerline intersection of US 401N / W. Cornelius Harnett Blvd. (100'
R/W) and Brightwater Dr. (80' Public R/W) as shown on the Plat, the following courses and
distances:
N 380 25' 13" E 137.63' to a point; thence with a curve having an arc length L=407.20', radius
R=400.00', chord direction and distance CD=N 67° 35' 02" E, C=389.84' to a point; thence
continuing S 83°15'09" E 171.48' to a point; thence with a curve having an arc length L=97.52',
radius R=250.00', chord direction and distance CD=N 85034'22" E, C=96.90' to a point;
thence N 74023'53" E 158.14' to a point; thence with a curve having an arc length L=165.41',
radius R=550.00', chord direction and distance CD =N 83°00'49"E 164.79' to a point; thence N
02°32'58"E 30.00' to said point of BEGINNING. Thence with the eastern line of said Tract
One N 14°40'37" E 341.74' to an iron stake; thence S 90°00'00"E 479.13' to an iron stake;
j thence running a curve having an arc length L=290.60', radius R=780.00', chord direction and
distance CD=S09°06' 10"W C=288.92' to an iron stake; thence S 01'34'14"E 124.04' to an
iron stake; thence with a curve having an arc length L=40.90', radius R=25.00', chord direction
and distance S 45°17'44"W 36.49' to an iron stake; thence continues with a curve having an arc
length L=259.31', radius R=870.00', chord direction and distance N 79 °18'00" W 258.35' to an
iron stake; thence N 70°45'41"W 73.59' to an iron stake; thence with a curve having an arc
length L=177.78', radius R=580.00', chord direction and distance N 79132'32" W 177.08' to an
iron stake, said POINT OF BEGINNING, containing 4.39 acres, more or less.
•
20502.8-548352 v5 B-1

El T- CQ9
`?? __s•r7 7.

•
KIMBERLY S. HARGROVE
REGISTER OF DEEDS, HARNETT
305 W CORNELIUS HARNETT BLVD
SUITE 200
LILLINGTON, NC 27546
***#*#******fi*#***fi*fi*t*#*1t**#t#**######it*fiiitt*i#tt*#i*ti**i**t##iifii#i?t*i***##*i**#it*#**#i****#*ii*##i*i#*#i#ii#***
Filed For Registration: 11M3/200811:36:68 AM
Book: RE 2567 Page: 862-887
Document No.: 2008018202
COVENANTS 26 PGS $86.00
Recorder: MARY ANNE WOOD
State of North Carolina, County of Harnett
KIMBERLY S. HARGROVE, REGISTER OF DEEDS
DO NOT DISCARD
*2008018202*
•
2008018202