20050913 Ver 5_Stormwater Info_20130930

BRIER CREEK CORPORATE CENTER -
STORN/IWATER WETLAND #1 RETROFIT
Raleigh, North Carolina
DESIGN CALCUL 4 TIONS FOR THE PROPOSED RETROFIT OF'
STORA /I [ /V,I TER 11VETL A ND 9 1
AAC -07041
Jasoll C. Spicer. El Brandon R. Finch, PE
Assoclatc Project scillor Storlllwatel,

Research 7dengle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919 -361 -5000
919. 361.2269 Fax
Charlotte, NC
5311 Seventy -Seven Center Drive,
i6
otte, North Carolina 28217
ou0. 733.5646
704 -527 -0800
704 - 527.2003 Fax
www.johnrmcadan.com
IDS - N' .S
Since 1979
THE JOHN R. WADAMS COMPANY, INC.
BRIER CREEK CORPORATE CENTER -
STORMWATER WETLAND #1 RETRO -FIT
RALEIGH, NORTH CAROLINA
DESIGN CALCULATIONS FOR
THE PROPOSED RETROFIT OF STORMWATER WETLAND #1
AAC -07041
November 2007
Jason C. Spicer, EI
Associate Project Engineer
Brandon R. Finch, PE
Senior Stormwater Project Manager
Comprehensive Land Development Design Services
We help our clients succeed.
II�g��yoo7

BRIER CREEK CORPORATE CENTER - STORMWATER
WETLAND #1 RETRO -FIT
Design Calculations for the Proposed Retrofit of Stormwater Wetland #1
Proiect Description and Summary
Located adjacent to Glenwood Avenue, between Brier Creek Parkway and Interstate 540
in Raleigh, North Carolina, is the proposed commercial development currently known as
Brier Creek Corporate Center. Proposed development on this site consists of the
construction of commercial buildings, parking, sidewalks, streets, and associated utility
improvements.
The proposed development is located within the Neuse River basin and will be subject to
the stormwater management requirements set forth in Section 10, Chapter 9 of the City of
Raleigh regulations. Per City of Raleigh regulations, stormwater management on this site
shall address two primary issues: (1) peak discharge rates and (2) water quality
management.
1. The peak stormwater runoff leaving any site for the two-year and ten year storms
shall be no greater for post - development conditions than pre - development
conditions. The same methodologies used to calculate stormwater runoff must be
used for both pre- development and post- development conditions (Section 10-
9023a).
For any land disturbing activity, as defined in Part 10 Chapter 5, the peak
stormwater runoff leaving the site at each discharge point for the two-year storm
shall be no greater during construction than for pre - development conditions.
However, this regulation shall not be applicable when the development site
conforms to all of the following:
(1) The disturbed acreage is less than five (5) acres;
(2) The two-year peak discharge for the disturbed condition, for all
points of discharge, is less than ten (10) per cent of the peak discharge
from the contributing watershed as measured at the nearest receiving
watercourse.
(b) Exemptions.
In addition to those activities exempted by §10- 9003(b) and §10 -9021, the
stormwater runoff control requirements of this section shall not apply to
one (1) or more of the following:
(1) The increase in peak stormwater runoff between pre - development and
post- development conditions for the two-year and ten-year storms is ten
(10) percent or less at each point of discharge.
(2) The maximum impervious surface coverage of the lot, including any
existing impervious surfaces, is no more than fifteen (1 S) per cent and the
remaining pervious portions of the lot are utilized to convey and control
the stormwater runoff of the lot to the maximum extent practical. Any lot
which is exempted from the runoff control requirements by subsection
(b) (2), shall comply with all the requirements of subsection (a)
whenever:
a. The exempted lot is subdivided; or
b. The exempted lot size is reduced by recombination; or

c. Impervious surfaces on the exempted lot equal or exceed fifteen (15)
per cent.
(3) Compliance with the runoff limitations in subsection (a) above would
result in greater adverse downstream impact, such as local flooding, as
determined by City approved engineering studies.
(4) Compliance with the ten-year storm runoff limitations in subsection
(a) above results in no benefit to current and future downstream
development, as determined by City - approved engineering studies.
Projects exempted by subsection (b) shall protect all affected lands and
receiving watercourses from accelerated erosion as defined in Chapter 5,
Part 10.
2. No development nor any expansion of an existing development, use, facility,
building, structure, nor any new or expanded vehicular surface area shall
contribute a nitrogen export load exceeding three and six tenths (3.6) pounds per
acre per year.
Developers shall have the option of offsetting their nitrogen export load
limitations of subsection (a) above by paying monies to the North Carolina
Riparian Buffer Restoration Fund based on the latest fee adopted by the State.
For residential development, a one -time offset payment may be paid to the
North Carolina Riparian Buffer Restoration Fund to bring the nitrogen export
load down from six (6) pounds per acre per year to three and six- tenths (3.6)
pounds per acre per year. For all other developments, a one -time offset payment
may be paid to the North Carolina Riparian Buffer Restoration Fund to bring the
nitrogen export load down from ten (10) pounds per acre per year to three and
six- tenths (3.6) pounds per acre per year. Installation of City approved
stormwater control measures or payments or a combination of both may be used.
Residential developments which exceed nitrogen export loads of six (6) pounds
per acre per year and other developments which exceed nitrogen export loads
of ten (10) pounds per acre per year must install City approved stormwater
control measures to reduce the nitrogen export load of their development to the
applicable six (6) or ten (10) pounds per acre per year limitation to become
eligible for payment offsets. All payments are to be paid to the North Carolina
Riparian Buffer Restoration Fund at the time of subdivision recordation for those
subdivisions with an approved unified off -site stormwater control facilities plan.
For all other developments, payments shall be paid to the North Carolina
Riparian Buffer Restoration Fund prior to the issuance of applicable development
permits (Section 10- 9022a -c).
Please note that residential development is defined in Section 10 -9002 as any lot
devoted to single family or duplex land use.
This report contains calculations detailing the expected stormwater impacts as a result of
the proposed development, along with final designs of stormwater management facilities
that will be used to mitigate the impacts. Please refer to the appropriate section of this
report for additional information.
Calculation Methodolo�y
1. Rainfall data for the Raleigh, NC region is derived from USWB Technical Paper
No. 40 and NOAA Hydro -35. This data was used to generate a depth- duration-
frequency (DDF) table describing rainfall depth versus time for varying return
periods. These rainfall depths were then input into the meteorological model

within HEC -HMS for peak flow rate calculations. Please reference the
precipitation data section within this report for additional information.
2. Using maps contained within the Wake County Soil Survey, the on- and off -site
soils were determined to range from hydrologic soil group (HSG) `B' soils to
HSG `C' soils. Since the method chosen to compute both pre- and post -
development peak flow rates and runoff volumes is dependent upon the soil type,
care was taken when selecting the appropriate Soil Conservation Service Curve
Number (SCS CN).
Within each sub - basin, a proportion of each soil group was determined using
NRCS Soil Survey Maps. Once a proportion was determined, a composite SCS
CN was computed for each cover condition. For example, the pre - development
condition of Sub -basin #2 consists of approximately 71.3% HSG `B' soils and
28.7% HSG `C' soils. Therefore, for the open area cover condition, the composite
SCS CN is computed as follows (assuming good condition):
Composite Open SCS CN = (0.713 *61) + (0.287 *74) = 65
This type of calculation was done for each of the studied sub - basins in the pre -
and post - development condition in an effort to accurately account for the
difference in runoff between HSG `B' soils and HSG `C' soils.
3. In the pre - development condition, the times of concentration are calculated using
SCS TR -55 (Segmental Approach, 1986). The Tc flow path was divided into
three segments: overland flow, concentrated flow, and channel flow. The travel
time was then computed for each segment, from which the overall time of
concentration was determined by taking the sum of each segmental time.
4. The post - development times of concentration to each stormwater facility are
assumed to be 5 minutes in the post - development condition. This is a conservative
assumption.
5. HEC -HMS Version 2.2.2, by the U.S. Army Corps of Engineers, is used to
generate pre- and post - development peak flow rates and model the proposed
stormwater management facilities.
6. Pondpack Version 8.0, by Haestad Methods, is used to generate the stage -
discharge rating curves for the proposed stormwater management facilities. These
rating curves are then input into HEC -HMS for routing calculations.
7. The stage - discharge rating curve, stage- storage rating curve, and stage- storage
function for the proposed stormwater management facilities were all generated
outside of HEC -HMS and then input into HEC -HMS for preliminary routing
calculations.
8. Water quality sizing calculations were performed in accordance with the N.C.
Stormwater Best Management Practices manual (NCDENR April 1999). The
normal pool surface area of the wetland facilities (SWMF #1 and SWMF #2) was
sized using the computed average depth and the appropriate SA/DA ratio. A
temporary storage pool for runoff resulting from the 1.0" storm is provided in
both facilities, to be drawn down in 2 to 5 days using an inverted siphon.

9. Final design calculations and construction drawings for Phase 1 of the Brier Creek
Corporate Center development (Lots 5 -13 and Stormwater Wetlands 1 & 2) were
previously approved by the City of Raleigh (City of Raleigh approval stamp dated
2/06/2006). Since the date of the original design, the N.C. Division of Water
Quality has issued a new best management practice (BMP) design manual
(effective October 1, 2007). Per discussions with representatives from the City of
Raleigh, Phase 1 of the Brier Creek Corporate Center development will not be
held to the new design standards since these facilities have already been permitted
and constructed (or are under construction) prior to the release of the new manual.
Therefore, the proposed retro -fit of Stormwater Wetland #l(and related design
calculation revisions) are based upon the April 1999 BMP design manual.
10. Velocity dissipaters are provided at the principal spillway outlets to prevent
erosion and scour in these areas. The dissipaters are constructed using rip rap,
underlain with a woven geotextile filter fabric. The filter fabric is used to
minimize the loss of soil particles beneath the rip rap apron. The dissipaters are
sized for the 10 -year storm event using the NYDOT method. It is a permanent
feature of the outlet structures.
11. To guard against dam failure due to the buoyant forces caused by the riser - barrel
outlet structures, anti- flotation calculations were performed. These calculations
consisted of determining the amount of concrete that is required to anchor the
outlet structure down and prevent it from floating. In addition, the pre -cast riser
sections are to be tied together to prevent separation caused by buoyant forces.
12. For 100 -year storm routing calculations, a "worst case condition" was modeled in
order to insure the proposed facilities would safely pass the 100 -year storm event.
The assumptions used in this scenario are as follows:
1. The starting water surface elevation in each facility, just prior to the 100 -
year storm event, is at the top of riser elevation. This scenario could occur
as a result of a clogged siphon or a rainfall event that lingers for several
days. This could also occur as a result of several rainfall events in a series,
before the inverted siphon has an opportunity to draw down the storage
pool between NWSE and the riser crest elevation.
2. A minimum of approximately 0.5 -ft of freeboard was provided between
the peak elevation during the "worst case" scenario and the top of the dam
for each facility.
13. Nitrogen export calculations are computed using Method 2 from the City of
Raleigh Storm Drainage Manual. This method uses known footprint areas of
wooded, open, and impervious surfaces. Please note that since this site is a
commercial development, it will be limited to a maximum TN -export of 10.0
lbs /ac /yr before an offset payment is allowed to the N.C. Ecosystem Enhancement
Program (NCEEP).
Discussion of Results
As shown in the Summary of Results section of this report, the post - development peak
flow rates for Subbasins 1 and 2 are greater than the allowable 10% increase in the 2 -year
storm. However, it should be noted that the actual flow rate increase in each basin is
minor (1.5 cfs in Subbasin #1 and 3.3 cfs in Subbasin #2) and that both basins discharge

into the floodplain for Little Brier Creek East (Basin 18, Stream 16). With regards to the
10 -year storm, the post - development peak flow rates are well below pre - development
levels.
It is the opinion of the design engineer that the reason for the 2 -year storm increase is due
primarily to the "single- element" (lumped parameter) sub -basin model methodology, and
the related computation of the SCS Curve Number values in the pre- and post -
development condition and times of concentration. As mentioned above, composite SCS
CN values are computed in the pre- and post - development condition for each watershed
based upon percentages of each soil group (HSG `B' or `C' soils) within each studied
sub - basin. While this is standard practice for a "single- element" model, this causes an
artificial increase in peak flow rates for "bypass" area sub - basins such as Sub -basin #1
and the bypass area for Sub -basin #2. For example, the lumped parameter model for
Subbasin #2, in the pre - development condition, shows open areas are modeled at a SCS
CN value of 65 and the wooded areas are modeled at a SCS CN value of 59. However,
those same areas are modeled in the post - development condition with SCS CN values of
72 and 68 for open and wooded areas, respectively. This causes an "artificial" increase in
pre- to post - development peak flow rates from areas that do not physically change from
pre- to post - development (i.e. — wooded areas).
For the reasons discussed above (and due to the fact that the studied sub -basins empty
into a FEMA floodplain), it is the opinion of the design engineer that the minor increases
in the 2 -year storm should be ignored.
With regards to nitrogen export, the proposed stormwater wetlands will provide the
nitrogen removal that is necessary to meet the 10.0 lbs /ac /yr maximum nitrogen export
rate, prior to an offset payment, for a commercial development. An offset payment is
proposed to buy -down the remainder of the nitrogen export to a maximum of 3.6
lbs /ac /yr.
Please refer to the appropriate sections of this report for additional information.

BRIER CREEK TOWN CENTER SUMMARY OF RESULTS J.C. SPICER, El
AAC -07041 11/26/2007
_> RELEASE RATE MANAGEMENT RESULTS
SUBBASIN #1
Return Period
Pre - Development
[cfs]
Post - Development
[cfs]
% Increase
1 [ %]
2 -Year
8.6
10.1
17%
10 -Year
27.4
22.0
-20%
SUBBASIN #2
Return Period
Pre - Development
[cfs]
Post - Development
[cfs]
% Increase
[ %]
2 -Year
7.6
10.9
42%
10 -Year
24.6
19.6
-20%
SUBBASIN #3
Return Period
Pre - Development
[cfs]
Post - Development
[cfs]
% Increase
1 [ %]
2 -Year
9.4
4.5
-52%
10 -Year
27.7
9.2
-67%
ROUTING RESULTS
Wetland #1
Top of Dam = 350.30
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max. WSE
[ft]
Freeboard
[ft]
2 -Year
99.9
0.5
347.96
2.34
10 -Year
129.8
7.9
348.84
1.46
100 -Year - Worst Case
179.0
165.5
349.70
0.60
Welland #2
Top of Dam = 352.00
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max. WSE
[ft]
Freeboard
[ft]
2 -Year
106.6
0.5
348.73
3.27
10 -Year
148.7
7.5
349.83
2.17
100 -Year - Worst Case
213.9
189.1
350.92
1.08
1 OF 2

BRIER CREEK TOWN CENTER SUMMARY OF RESULTS I.C. SPICER, EI
AAC -07041 11/26/2007
_> SWMF #1 SUMMARY
Design Drainage Area =
19.75
Design Impervious Area =
17.21
% Impervious =
87.1%
Top of Dam =
350.30
NWSE =
343.00
WQ Storm Depth =
1.00
WQ Volume =
59810
WQ Volume Elevation =
344.68
Surface Area at NWSE =
33075
Required Surface Area at NWSE =
31240
Siphon Diameter =
3.0
Riser Size =
5'x 5'
Riser Crest =
348.60
Barrel Diameter =
36
# of Barrels =
1
Invert In =
342.10
Invert Out =
340.70
Length =
95
Slope =
0.0147
SWMF #2 SUMMARY
Design Drainage Area =
24.84
Design Impervious Area =
17.67
% Impervious =
71.1%
Top of Dam =
352.00
NWSE =
344.00
WQ Storm Depth =
1.00
WQ Volume=
62236
WQ Volume Elevation =
345.68
Surface Area at NWSE =
35751
Required Surface Area at NWSE =
31752
Siphon Diameter=
3.0
Riser Size =
5'x 5'
Riser Crest =
349.60
Barrel Diameter =
36
# of Barrels =
1
Invert In =
341.00
Invert Out =
336.00
Length =
90
Slope =
0.0556
_> TOTAL NITROGEN EXPORT SUMMARY
Previously Remitted Buydown Payment =
$35,925.66
Remaining TN -Export to Buydown =
122.62
Remaining Buydown Payment =
$104,285.64
acres
acres
ft
ft
inches
cf
ft
sf
sf
inches
ft
ft
inches
feet
feet
feet
ft/ft
acres
acres
ft
ft
inches
cf
ft
sf
sf
inches
ft
ft
inches
feet
feet
feet
ft/ft
(For Lots 7 - 9)
Ibs/year
2OF2

1
RAINFALL DATA
2
SOILS DATA
PRE-DEVELOPMENT
HYDROLOGIC HYDROLOGIC CALCULATIONS
4
POST - DEVELOPMENT
HYDROLOGIC CALCULATIONS
STORMWATER MANAGEMENT
S
FACILITY DESIGN
CALCULATIONS (Wetland #1)
STORMWATER MANAGEMENT
6
FACILITY DESIGN
CALCULATIONS ( Wetiand #2)
7
NITROGEN EXPORT
CALCULATIONS

RAINFALL DATA
BRIER CREEK TOWN CENTER
AAC -07041

\7wl/
BRIER CREEK TOWN CENTER
AAC -07041
L INPUT DATA
Location: Raleigh, North Carolina
IL DEPTH- DURATION - FREQUENCY TABLE
M RESULTS
Return Period
2-Year
100 -Year
Source
5 ndmute
0.48
0.81
NOAA Hydro-35
15 mhmte
1.01
1.81
NOAA Hydro-35
60 m1 e
1.70
3.50
NOAA Hydro-35
24 hour
3.60
8.00
USWB TP-40
IL DEPTH- DURATION - FREQUENCY TABLE
M RESULTS
Return Period
.� g._..
h_
2
132
_
18
5
169
21�
10
195
22
25
232
23
50
261
24
100
290
25
Duration
Return Period
2-Year
5 -Year
10 -Year
inches
25 -Year
ia!!jmj
WYear
100 -Year
inches
5 mdnnbes
0.48
0.55
0.60
0.68
0.75
0.81
10 nd mbes
0.79
0.92
1.02
1.17
1.28
1.40
15 Minutes
1.01
1.18
1.31
1.51
1.66
1.81
30 ndnutes
1.35
1.64
1.85
2.16
2.40
2.64
60 ndmutes
1.70
2.12
2.41
2.84
3.17
3.50
2 hours
1.91
2.40
2.74
3.23
3.61
4.00
3 hours
2.12
2.68
3.07
3.62
4.06
4.49
6 bows
2.65
3.38
3.90
4.62
1 5.19 1
5.75
12 bows
3.13
4.02
4.64
5.52
6.20
6.88
24 hours
3.60
4.65
5.38
6.41
7.21
8.00
IIL INTENSITY- DURATION FREQUENCY DATA
Duratim
Return Period
2-Yew
5 -Year
10 -Year
25 -Year
in/hr
50 -Year
WLM
100 -Year
inlbr
5 ndnabes
5.76
6.58
7.22
8.19
8.96
9.72
10 ndmnbes
4.76
5.54
6.13
7.01
7.71
8.40
15 mdumtes
4.04
4.74
5.25
6.03
6.64
7.24
30 ndnmtes
2.70
3.28
3.71
4.32
4.80
5.28
60 ndmmtes
1.70
2.12
2.41
2.84
3.17
3.50
2 hours
0.95
1.20
1.37
1.62
1.81
2.00
3 hours
0.71
0.89
1.02
1.21
1.35
1.50
6 horns
0.44
0.56
1 0.65
1 0.77 1
0.86___A
0.96
12 haws
0.26
0.33
0.39
0.46
0.52
0.57
24 horns
0.15
0.19
0.22
0.27
0.30
0.33
1 OF 2
B.R.. -H, PE
11/16/2007

BRIER CREEK TOWN CENTER
AAC -07041
CALCULATIONS:
B.R. , .;H, PE
11/16/2007
Duration
2-Year
5 -Year
10 -Year
25 -Year
WYear
100 -Year
5
0.17
0.15
0.14
0.12
0.11
0.10
10
0.21
0.18
0.16
0.14
0.13
0.12
15
0.25
0.21
0.19
0.17
0.15
0.14
30
0.37
0.30
0.27
0.23
0.21
0.19
60
0.59
0.47
0.41
0.35
0.32
0.29
120
1.05
0.83
0.73
0.62
0.55
0.50
180
1.42
1.12
0.98
0.83
0.74
0.67
360
2.26
1.77
1.54
1.30
1.16
1.04
720
3.84
2.99
2.59
2.18
1.94
1.75
1440
6.67
5.16
4.46 1
3.75
1 3.33 1
300
2OF2
2-Year
5 -Year
10 -Year
25 -Year
50 -Year
100 -Year
Slope:
0.00760
0.00592
0.00513
0.00430
0.00383
0.00344
Y- Interce .
0.13587
0.12225
0.11255
0.10001
0.09181
0.08486
9.
132
169
195
232
261
290
h:
18
21
22
23
24
25
2OF2

SOILS DATA
BRIER CREEK TOWN CENTER
AAC -07041

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BRIER CREEK TOWN CENTER WATERSHED SOIL J.C. SPICER, EI
AAC -07041 INFORMATION 11/21/2007
Pre - develoment - Sub -basin #1
=> Site soils from the Rake County Soil Survey
Symbol Name Soil Classification
Cm
Chewacla soils
C
CrB
Creedmoor sandy loam
C
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
CrE
Creedmoor sandy loam
C
Me
Mantachie soils
C
MflC2
Mayodan sandy loam
B
MfD2
Mayodan sandy loam
B
MfE
Mayodan sandy loam
B
PkF
Pinkston sandy loam
B
_> Site soil type distribution
Soil Type Total Area (acres) Percentage
B 17.02 77.6%
C 4.91 22.4%
Total Area = 21.93
Cover Condition
SCS Soil Type - Curve Numbers
B C
Open
61
74
Wooded
55
70
Impervious
98
98
Conclusions:
Therefore, SCS Curve numbers will be chosen as follows:
Cover Condition
Curve Numbers
Comment
Open
64
Assume good condition
Wooded
58
Assume good condition
Impervious
98
-
References:
1. SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

BRIER CREEK TOWN CENTER WATERSHED SOIL J.C. SPICER, EI
AAC -07041 INFORMATION 11/21/2007
Pre - develoment - Sub -basin #2
—> Site soils from the Wake County Soil Survey
Symbol
Name
Soil Classification
Cm
Chewacla soils
C
CrB
Creedmoor sandy loam
C
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
CrE
Creedmoor sandy loam
C
Me
Mantachie soils
C
Mf C2 Mayodan sandy loam B
MfD2 Mayodan sandy loam B
MfE Mayodan sandy loam B
PkF Pinkston sandy loam B
_> Site soil type distribution
Soil Type Total Area (acres) Percentage
B 16.31 71.3%
C 6.55 28.7%
Total Area = 22.86
Cover Condition
SCS Soil Type - Curve Numbers
B C
Open
61
74
Wooded
55
70,
Impervious
98
98
Conclusions:
Therefore, SCS Curve numbers will be chosen as follows:
Cover Condition
Curve Numbers
Comment
Open
65
Assume good condition
Wooded
59
Assume good condition
Impervious
98
-
References:
1. SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

BRIER CREEK TOWN CENTER WATERSHED SOIL J.C. SPICER, EI
AAC -07041 INFORMATION 11/21/2007
Pre - develoment - Sub -basin #3
=> Site soils from the Wake County Soil Survey
S mbol
Name
Soil Classification
Cm
Chewacla soils
C
CrB
Creedmoor sandy loam
C
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
CrE
Creedmoor sandy loam
C
Me
Mantachie soils
C
MfC2
Mayodan sandy loam
B
MfD2
Mayodan sandy loam
B
MfE
Mayodan sandy loam
B
PkF
Pinkston sandy loam
B
_-'> Site soil type distribution
Soil Type Total Area (acres) Percentage
B 11.71 67.3%
C 5.69 32.7%
Total Area = 17.40
Cover Condition
SCS Soil Type - Curve Numbers
B
C
Open
61
74
Wooded
55
70
Impervious
98
98
Conclusions:
Therefore, SCS Curve numbers will be chosen as follows:
Cover Condition
Curve Numbers
Comment
22en
65
Assume good condition
Wooded
60
Assume good condition
Impervious
98
-
References:
1. SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

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McADAMS

BRIER CREEK TOWN CENTER WATERSHED SOIL J.C. SPICER, EI
AAC -07041 INFORMATION 11/26/2007
Post - develoment - Sub -basin #1
_> Site soils from the Wake County Soil Survey
Symbol
Name
Soil Classification
Cm
Chewacla soils
C
CrB
Creedmoor sandy loam
C
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
CrE
Creedmoor sandy loam
C
Me
Mantachie soils
C
Mf C2
Mayodan sandy loam
B
Mff)2
Mayodan sandy loam
B
MfE
Mayodan sandy loam
B
PkF
Pinkston sandy loam
B
_> Site soil type distribution
Soil Type Total Area (acres) Percentage
B 6.33 64.9%
C 3.42 35.1%
Total Area = 9.75
Cover Condition
SCS Soil Type - Curve Numbers
B C
Open
61
74
Wooded
55
70
Impervious
98
98
Conclusions:
Therefore, SCS Curve numbers will be chosen as follows:
Cover Condition
Curve Numbers
Comment
Open
66
Assume good condition
Wooded
60
Assume good condition
Impervious
98
-
References:
1. SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

BRIER CREEK TOWN CENTER WATERSHED SOIL J.C. SPICER, EI
AAC -07041 INFORMATION 11/26/2007
Post - develoment - Sub -basin #2 - To SWMF #1
_> Site soils from the Wake County Soil Survey
Symbol
Name
Soil Classification
Cm
Chewacla soils
C
CrB
Creedmoor sandy loam
C
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
CrE
Creedmoor sandy loam
C
Me
Mantachie soils
C
MfC2
Mayodan sandy loam
B
MID2
Mayodan sandy loam
B
MfE
Mayodan sandy loam
B
PkF
Pinkston sandy loam
B
_> Site soil type distribution
Soil Type Total Area (acres) Percentage
B 16.65 84.3%
C 3.1 15.7%
Total Area = 19.75
Cover Condition
SCS Soil Type - Curve Numbers
B C
Open
61
74
Wooded
55
70
Impervious
98
98
Conclusions:
Therefore, SCS Curve numbers will be chosen as follows:
Cover Condition
Curve Numbers
Comment
Open
63
Assume good condition
Wooded
57
Assume good condition
Impervious
98
-
References:
1. SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

BRIER CREEK TOWN CENTER WATERSHED SOIL J.C. SPICER, EI
AAC -07041 INFORMATION 11/26/2007
Post - develoment - Sub -basin #2 - To SWMF #2
_> Site soils from the Wake County Soil Survey
Symbol
Name
Soil Classification
Cm
Chewacla soils
C
CrB
Creedmoor sandy loam
C
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
CrE
Creedmoor sandy loam
C
Me
Mantachie soils
C
MfC2
Mayodan sandy loam
B
Mf )2
Mayodan sandy loam
B
MfE
Mayodan sandy loam
B
PkF
Pinkston sandy loam
B
=> Site soil type distribution
Soil Type Total Area (acres) Percentage
B 19.21 77.3%
C 5.63 22.7%
Total Area = 24.84
Cover Condition
SCS Soil Type - Curve Numbers
B
C
Open
61
74
Wooded
55
70
Impervious
98
98
Conclusions:
Therefore, SCS Curve numbers will be chosen as follows:
Cover Condition
Curve Numbers
Comment
Open
64
Assume good condition
Wooded
58
Assume good condition
Impervious
98
-
References:
1. SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

BRIER CREEK TOWN CENTER WATERSHED SOIL J.C. SPICER, EI
AAC -07041 INFORMATION 11/26/2007
Post- develoment - Sub -basin #2 - Bypass
=> Site soils from the Wake County Soil Survey
Symbol
Name
Soil Classification
Cm
Chewacla soils
C
CrB
Creedmoor sandy loam
C
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
CrE
Creedmoor sandy loam
C
Me
Mantachie soils
C
MfC2
Mayodan sandy loam
B
MfD2
Mayodan sandy loam
B
MfE
Mayodan sandy loam
B
PkF
Pinkston sandy loam
B
_> Site soil type distribution
Soil Type Total Area (acres) Percentage
B 0.62 12.4%
C 4.37 87.6%
Total Area = 4.99
Cover Condition
SCS Soil
B
Type - Curve Numbers
C
Open
61
Assume good condition
74
Wooded
55
Impervious
70
Impervious
98
98
Conclusions:
Therefore, SCS Curve numbers will be chosen as follows:
Cover Condition
Curve Numbers
Comment
Open
72
Assume good condition
Wooded
68
Assume good condition
Impervious
98
-
References:
1. SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

BRIER CREEK TOWN CENTER WATERSHED SOIL J.C. SPICER, EI
AAC -07041 INFORMATION 11/21/2007
Post- develoment - Sub -basin #3
_> Site soils from the Wake County Soil Survey
Symbol
Name
Soil Classification
Cm
Chewacla soils
C
CrB
Creedmoor sandy loam
C
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
CrE
Creedmoor sandy loam
C
Me
Mantachie soils
C
MfC2
Mayodan sandy loam
B
MfD2
Mayodan sandy loam
B
MfB
Mayodan sandy loam
B
PkF
Pinkston sandy loam
B
_> Site soil type distribution
Soil Type Total Area (acres) Percentage
B 2.24 78.0%
C 0.63 22.0%
Total Area = 2.87
Cover Condition
SCS Soil Type - Curve Numbers
B
C
Open
61
74
Wooded
55
70
Impervious
98
98
Conclusions:
Therefore, SCS Curve numbers will be chosen as follows:
Cover Condition
Curve Numbers
Comment
Open
64
Assume good condition
Wooded
58
Assume good condition
Impervious
98
-
References:
1. SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR -55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

PRE - DEVELOPMENT HYDROLOGIC
CALCULATIONS
BRIER CREEK TOWN CENTER
AAC -07041

BRI EKTOWN CENTER J.C. ER, EI
PRE - DEVELOPMENT H,.,.. -HMS INPUT SUMMARY
AAC -07041 11/21/2007
Sub -basin ID
Onsite
Area Jac res
Offsite Area acres
Total Area
[acres]
Im ervious
Open
Wooded
Pond
Total
Impervious
Open
Wooded
Pond
Total
1
0.00
0.00
18.61
0.00
18.61
0.57
0.36
2.39
0.00
3.32
21.93
2
0.00
0.00
22.80
0.00
22.80
0.00
0.00
0.06
0.00
0.06
22.86
3
0.00
0.00
17.41
0.00
17.41
0.00
0.00
0.00
0.00
1 0.00
17.41
Totals =
0.00 0.00 58.82 0.00 58.82
0.57 0.36 2.45 0.00 3.38
62.20
Total Area => 62.20
1 OF 4

BRIER CREEK TOWN CENTER HYDROLOGIC CALCULATIONS J.C. SPICER, EI
AAC -07041 Pre- Development - Subbasin #1 11/21/2007
I. SCS CURVE NUMBERS
Cover Condition
SCS CN
Comments
Impervious
98
-
0.00
64
Assume good condition
Wooded
58
Assume good condition
II. PRE - DEVELOPMENT
_> Subbasin #1
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres)
Comments
On -site open
64
0.00
Assume ood condition
On -site impervious
98
0.00
-
On -site wooded
58
18.61
Assume good condition
On -site pond
100
0.00
-
Off -site open
64
0.36
Assume good condition
Off -site impervious
98
0.57
-
Off -site wooded
58
2.39
Assume good condition
Off -site Pond
100
0.00
-
Total area =
21.93
acres
Height =
0.0343
sq.mi.
Composite SCS CN =
59
ft/ft
% Impervious =
2.6%
B. Time of Concentration Information
4.22
ft/sec
Time of concentration is calculated using SCS TR -55.
Segment 1: Overland Flow
Length =
100
ft
Height =
3.4
ft
Slope =
0.0340
ft/ft
Manning's n =
0.40
Wooded - dense grasses
P (2- year /24 -hour) =
3.6
inches (Raleigh, NC)
Segment Time =
16.37
minutes
Segment 3: Channel Flow
Length =
626
ft
Height =
19
ft
Slope=
0.0304
ft/ft
Manning's n =
0.045
Natural Channel
Flow Area =
9.00
sf (Assume 3' x 3' Channel)
Wetted Perimeter =
12.00
ft (Assume 3' x 3' Channel)
Channel Velocity =
4.76
ft/sec
Segment Time =
2.19
minutes
Segment 2: Concentrated Flow
Length =
929
ft
Height =
63.6
ft
Slope =
0.0685
ft/ft
Paved ? =
No
Velocity =
4.22
ft/sec
Segment Time = 3.67 minutes
Time of Concentration = 22.23 minutes
SCS Lag Time = 13.34 minutes (SCS Lag = 0.6* Tc)
0.2223 hours
Time Increment = 3.87 minutes = 0.29 *SCS La
2OF4

BRIER CREEK TOWN CENTER HYDROLOGIC CALCULATIONS J.C. SPICER, EI
AAC -07041 Pre - Development - Subbasin #2 11/21/2007
I. SCS CURVE NUMBERS
Cover Condition
SCS CN
Comments
Impervious
98
-
en
65
Assume good condition
Wooded
59
Assume good condition
II. PRE- DEVELOPMENT
_> Subbasin #2
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
On -site open
65
0.00
Assume good condition
On -site impervious
98
0.00
-
On -site wooded
59
22.80
Assume good condition
On -site pond
100
0.00
-
Off -site open
65
0.00
Assume good condition
Off -site impervious
98
0.00
-
Off -site wooded
59
0.06
Assume good condition
Off -site Pond
100
0.00
-
Total area =
22.86
ft
0.0357
Composite SCS CN =
59
% Impervious =
0.0%
B. Time of Concentration Information
ft
Time of concentration is calculated using SCS TR -55.
Segment l: Overland Flow
0.0579
Length =
100
Height =
1.2
Slope =
0.0120
Manning's n =
0.40
P (2- year /24 -hour) =
3.6
Segment Time =
24.84
Segment 3: Channel Flow
Length =
73
Height =
11
Slope =
0.1507
Manning's n =
0.045
Flow Area =
0.56
Wetted Perimeter =
2.25
Channel Velocity =
5.10
Segment Time =
0.24
acres
sq.mi.
ft
ft
ft/ft
Natural Channel
sf (Assume 0.75'x 0.75' Channel)
ft (Assume 0.75'x 0.75' Channel)
ft/sec
minutes
Time of Concentration = 30.03 minutes
SCS Lag Time = 18.02 minutes (SCS Lag = 0.6* Tc)
0.3003 hours
Time Increment = 5.22 minutes (= 0.29 *SCS Lag)
3OF4
Segment 2. Concentrated Flow
ft
Length =
1154
ft
R
Height =
66.8
ft
ft/ft
Slope =
0.0579
ft/ft
Wooded - dense grasses
Paved ? =
No
inches (Raleigh, NC)
Velocity =
3.88
ft/sec
minutes
Segment Time =
4.95
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 0.75'x 0.75' Channel)
ft (Assume 0.75'x 0.75' Channel)
ft/sec
minutes
Time of Concentration = 30.03 minutes
SCS Lag Time = 18.02 minutes (SCS Lag = 0.6* Tc)
0.3003 hours
Time Increment = 5.22 minutes (= 0.29 *SCS Lag)
3OF4

BRIER CREEK TOWN CENTER HYDROLOGIC CALCULATIONS J.C. SPICER, EI
AAC -07041 Pre- Development - Subbasin #3 11/21/2007
I. SCS CURVE NUMBERS '
Cover Condition
SCS CN
Comments
Impervious
98
-
en
65
Assume good condition
Wooded
60
Assume good condition
ff. PftE- DEVELMMENT
_> Subbasin #3
A. Watershed Breakdown
Contributing Area
SCS CN
Area ]acres]
Comments
On -site open
65
0.00
Assume g ood condition
On -site impervious
98
0.00
-
On -site wooded
60
17.41
Assume good condition
On -site pond
100
0.00
-
Off -site open
65
0.00
Assume good condition
Off -site impervious
98
0.00
-
Off -site wooded
60
0.00
Assume good condition
Off -site Pond
100
0.00
-
Total area =
17.41
ft
0.0272
Composite SCS CN =
60
% Impervious =
0.0%
B. Time of Concentration Information
ft
Time of concentration is calculated using SCS TR -55
Segment 1: Overland Flow
0.0604
Length =
100
Height =
3.5
Slope=
0.0350
Manning's n =
0.24
P (2- year /24 -hour) =
3.6
Segment Time =
10.76
Segment 3: Channel Flow
Length =
540
Height=
25
Slope =
0.0463
Manning's n =
0.045
Flow Area =
2.25
Wetted Perimeter =
4.50
Channel Velocity =
4.49
Segment lime =
2.01
62.20
acres
sq.mi.
ft
ft
11/11
Natural Channel
sf (Assume 1.5'x 1.5' Channel)
ft (Assume 1.5'x 1.5' Channel)
fVsec
minutes
Time of Concentration = 14.78 minutes
SCS Lag Time = 8.87 minutes (SCS Lag = 0.6* Tc)
0.1478 hours
Time Increment = 2.57 minutes = 0.29 *SCS La
40F4
Segment 2: Concentrated Flow
ft
Length =
480
ft
ft
Height =
29
ft
fl/ft
Slope=
0.0604
ft/ft
Dense grasses
Paved ? =
No
inches (Raleigh, NC)
Velocity =
3.97
11/sec
minutes
Segment rime =
2.02
minutes
ft
ft
11/11
Natural Channel
sf (Assume 1.5'x 1.5' Channel)
ft (Assume 1.5'x 1.5' Channel)
fVsec
minutes
Time of Concentration = 14.78 minutes
SCS Lag Time = 8.87 minutes (SCS Lag = 0.6* Tc)
0.1478 hours
Time Increment = 2.57 minutes = 0.29 *SCS La
40F4

HEC -HMS Project: AAC07041 Basin Model: PRE
;: Subbasin 2
;; Subbasin 1
mSubbasin 3

HMS * Summary of Results
Project AAC07041 Run Name : Pre - Q2
Start of Run 26Nov07 0000 Basin Model : PRE
End of Run 27Nov07 0000 Met. Model : 2 -Year
Execution Time 26Nov07 1302 Control Specs : 1 -min dT
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin 1
8.6241
26 Nov 07
1220
0.96860
0.034
Subbasin 2
7.6397
26 Nov 07
1226
1.0056
0.036
Subbasin 3
9.3997
26 Nov 07
1213
0.83041
0.027

HMS * Summary of Results
Project AAC07041 Run Name : Pre - Q10
Start of Run 26Nov07 0000 Basin Model : PRE
End of Run 27Nov07 0000 Met. Model : 10 -Year
Execution Time 26Nov07 1302 Control Specs : 1 -min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin
1 27.445
26
Nov
07
1217
2.6469
0.034
Subbasin
2 24.569
26
Nov
07
1223
2.7493
0.036
Subbasin
3 27.650
26
Nov
07
1212
2.2088
0.027

POST- DEVELOPMENT HYDROLOGIC
CALCULATIONS
BRIER CREEK TOWN CENTER
AAC -07041

BRIEk AEEK TOWN CENTER POST - DEVELOPMENT h_ _-HMS INPUT SUMMARY J.C.. _R, EI
AAC -07041 11/26/2007
Sub -basin ID
Onsite
Area Jac res
Offsite Area acres
Total Area
[acres]
Impervious
Open
Wooded
Pond
Total
Impervious
Open
I Wooded
Pond
Total
1
0.40
6.04
0.00
0.00
6.44
0.57
2.74
0.00
3.31
9.75
2 - To SVIW #1
17.21
1.77
0.00
0.77
19.75
0.00
0.00
0.00
0.00
19.75
2 - To SVIW #2
17.67
6.35
0.00
0.82
24.84
0.00
E
0.00
0.00
0.00
24.84
2 - Bypass
0.38
2.21
2.33
0.00
4.92
0.00
0.07
0.00
0.07
4.99
3
0.37
2.50
0.00
0.00
2.87
0.00
0.00
0.00
0.00
2.87
Totals =
36.04 18.87 2.33 1.59 58.82
0.57 0.00 2.81 0.00 3.38
62.20
Total Area => 62.20
1 OF 6

BRIER CREEK TOWN CENTER HYDROLOGIC CALCULATIONS J.C. SPICER, El
AAC -07041 Subbasin #1 11/26/2007
L SCS CURVE NUMBERS
Cover Condition
SCS CN
Comments
Impervious
98
66
Open
66
Assume good condition
Wooded
60
Assume good condition
II. POST - DEVELOPMENT]
_> Subbasin #1
A. Watershed Breakdown
Contributing Area
SCS CN
Area jacresj
Comments
On -site open
66
6.04
Assume good condition
On -site iro sous .
98
040
ft
On -site wooded
60
0.00
Assume good condition
On -site pond
100
0.00
-
Off -site open
66
0.00
Assume good condition
Off -site impervious
98
0.57
Flow Area =
Off -site wooded
60
2.74
Assume good condition
Off -site Pond
100
0.00
ft (Assume 2'x 2' Channel)
Total area =
975 acres
Height =
0.0152 sq.mi.
Composite SCS CN =
67
% Impervious =
9.9%
B. Time of Concentration Information
Time of concentration is calculated usir,
Segment 1: Overland Flow
Length = 100
Height = 7.5
Slope = 0.0750
Manning's n = 0.40
P (2- year /24 -hour) = 3.6
g SCS TR -55
ft
it
ft/ft
Wooded - dense grasses
inches (Raleigh, NC)
Segment Time = 11.93 minutes
Segment 2: Concentrated Flow
Length =
260 ft
Height =
31.5 ft
Slope =
0.1212 ft/ft
Paved ? =
No
Velocity=
562 ft/sec
Segment Time = 0.77 minutes
Segment 3A: Channel Flow
204
Segment 3B: Channel Flow
Length =
429
ft
Length =
268
ft
Height =
17
ft
Height =
11.5
ft
Slope =
0.0396
ft/ft
Slope =
0.0429
ft/ft
Manning's n =
0.045
Natural Channel
Manning's n =
0.013
RCP
Flow Area =
4.00
sf (Assume 2'x 2' Channel)
Flow Area =
7.07
sf (36" RCP)
Wetted Perimeter =
600
ft (Assume 2'x 2' Channel)
Wetted Perimeter =
9.42
ft (36" RCP)
Channel Velocity =
5.03
ft/sec
Channel Velocity =
19.60
ft/sec
Segment Time =
1.42
minutes
Segment Time =
0.13
minutes
Segment 30 Channel Flow
Length =
204
ft
Height =
7.7
ft
Slope =
00377
ft/ft
Manning's n =
0 045
Natural Channel
Flow Area =
4.00
sf (Assume 2'x 2' Channel)
Wetted Perimeter =
6.00
ft (Assume 2'x 2' Channel)
Channel Velocity =
4.91
ft/sec
Segment Time = 0.69 minutes
Time of Concentration = 15.05
minutes
SCS Lag Time = 9.03
minutes (SCS Lag = 0.6' Tc)
= 0.1505
hours
Time Increment = 262
minutes (= 0.29'SCS Lag)
2OF6

BRIER CREEK TOWN CENTER HYDROLOGIC CALCULATIONS
AAC -07041 Subbasin #2 - To SWMF #1
`I: SCS CURVE rQTMIBERS
Cover Condition
SCS CN
Comments
IS pervious
98
-
en
63
Assume pod condition
Wooded
57
Assume good condition
IL PQST= DE I)WOI31ki_
_> Subbasin #2 - To SWMF #1
A. Watershed Breakdown
Existing Impervious =
Measured Proposed Impervious =
Proposed Impervious Safety Factor =
Total Modeled Impervious =
8.21 acres
7.83 acres
15%
17.21
J.C. SPICER, EI
11/26/2007
Contributing Area
SCS CN
Area [acres]
Comments
On -site open
63
1.77
Assume good condition
On -site impervious
98
17.21
-
On -site wooded
57
0.00
Assume good condition
On -site pond
100
0.77
-
Off -site open
63
0.00
Assume good condition
Off -site impervious
98
0.00
-
Off -site wooded
57
0.00
Assume good condition
Off -site Pond
100
0.00
-
Total area = 19.75 acres
0.0309 sq.mi.
Composite SCS CN = 95
% Impervious = 87.1%
B. Time of Concentration Information
The post - development time of concentration was assumed to be S minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes = 0.29 *SCS La
30F6

BRIER CREEK TOWN CENTER HYDROLOGIC CALCULATIONS
AAC -07041 Subbasin #2 - To SWMF #2
F1. SCS CURVE NUMBERS _---I
Cover Condition
SCS CN
Comments
Impervious
98
-
en
64
Assume good condition
Wooded
58
Assume good condition
POST - DEVELOPMENT
=> Subbasin #2 - To SWMF #2 (Existing)
A. Watershed Breakdown
Existing Impervious =
Measured Proposed Impervious =
Proposed Impervious Safety Factor =
Total Modeled Impervious =
6.39 acres
9.81 acres
15%
17.67
J.C. SPICER, EI
11/26/2007
Contributing Area
SCS CN
Area [acres]
Comments
On -site open
64
6.35
Assume good condition
On -site impervious
98
17.67
-
On -site wooded
58
0.00
Assume good condition
On -site pond
100
0.82
-
Off -site open
64
0.00
Assume good condition
Off -site impervious
98
0.00
-
Off -site wooded
58
0.00
Assume good condition
Off -site Pond
100
0.00
-
Total area = 24.84 acres
0.0388 sq.mi.
Composite SCS CN = 89
% Impervious = 71.1%
B. Time of Concentration Information
The post - development time of concentration was assumed to be S minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes = 0.29 *SCS La
4OF6

BRIER CREEK TOWN CENTER HYDROLOGIC CALCULATIONS J.C. SPICER, EI
AAC -07041 Subbasin #2 - Bypass Area 11/26/2007
I. SCS CURVE"NUMBERS
Cover Condition
SCS CN
Comments
Impervious
98
-
en
72
Assume good condition
Wooded
68
Assume good condition
FiI. P0S`I-LDE'4B� O- PAM9NT
_> Subbasin #2 - Bypass
A. Watershed Breakdown
Measured Proposed Impervious = 0.33 acres
Safety Factor = 15%
Total Modeled Impervious = 0.38
Contributing Area
SCS CN
Area [acres]
Comments
On -site open
72
2.21
Assume good condition
On -site impervious
98
0.38
-
On -site wooded
68
2.33
Assume pod condition
On -site pond
100
0.00
-
Off -site open
72
0.00
Assume good condition
Off -site impervious
98
0.00
-
Off -site wooded
68
0.07
Assume good condition
Off -site Pond
100
0.00
-
Total area =
Composite SCS CN =
% Impervious =
4.99 acres
0.0078 sq.mi.
72
7.6%
B. Time of Concentration Information
The post - development time of concentration was assumed to be 5 minutes.
Time of Concentration = 5.00
minutes
SCS Lag Time = 3.00
minutes (SCS Lag = 0.6* Tc)
= 0.0500
hours
Time Increment = 0.87
minutes (= 0.29 *SCS Lag)
5OF6

BRIER CREEK TOWN CENTER HYDROLOGIC CALCULATIONS J.C. SPICER, EI
AAC -07041 Subbasin #3 11/26/2007
I. SCS CURVE.NUMBERS
Cover Condition
SCS CN
Comments
Impervious
98
-
en
64
Assume good condition
Wooded
58
Assume good condition
II� POST}D)r3V11t 3LOPAMNT__
_> Subbasin #3
A. Watershed Breakdown
Contributing Area
SCS CN
Area [acres]
Comments
On -site open
64
2.50
Assume good condition
On -site impervious
98
0.37
-
On -site wooded
58
0.00
Assume good condition
On -site pond
100
0.00
-
Off -site open
64
0.00
Assume good condition
Off -site impervious
98
0.00
-
Off -site wooded
58
1 0.00
Assume good condition
Off -site Pond
100
1 0.00
1 -
Total area = 2.87 acres
0.0045 sq.mi.
Composite SCS CN = 68
% Impervious = 12.9%
B. Time of Concentration Information
The post - development time of concentration was assumed to be S minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29 *SCS Lag)
6OF6

HEC -HMS Project: AAC07041 Basin Model: POST
Subbasin
h \A / \IU'
VMF
SB2 - To SWMF 2
= I
Subbasin 1
lei
Subbasin 3

HNS * Summary of Results
Project : AAC07041 Run Name : Post - Q2
Start of Run : 26Nov07 0000 Basin Model POST
End of Run : 27Nov07 0000 Met. Model 2 -Year
Execution Time : 26Nov07 1633 Control Specs 1 -min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin 1
10.084
26
Nov
07
1212
0.73226
0.015
SB2 - To SWMF 2
106.60
26
Nov
07
1204
5.0651
0.039
SWMF 2
0.50663
26
Nov
07
2400
0.51182
0.039
SB 2 - To SWMF 1
99.865
26
Nov
07
1204
5.0019
0.031
SWMF 1
0.51805
26
Nov
07
2400
0.55496
0.031
SB 2 - Bypass
10.175
26
Nov
07
1205
0.49311
0.008
Subbasin 2
10.879
26
Nov
07
1205
1.5599
0.077
Subbasin 3
4.5468
26
Nov
07
1205
0.23006
0.004

HMS * Summary of Results for STAW 1
Project : AAC07041
Start of Run 26Nov07 0000
End of Run 27Nov07 0000
Execution Time 26Nov07 1633
Computed Results
Run Name : Post - Q2
Basin Model POST
Mat. Model 2 -Year
Control Specs 1 -min dT
Peak Inflow 99.865 (cfs) Date /Time of Peak Inflow 26 Nov 07 1204
Peak Outflow 0.51805 (cfs) Date /Time of Peak Outflow 26 Nov 07 2400
Total Inflow 3.04 (in) Peak Storage 4.4469(ac -ft)
Total Outflow 0.34 (in) Peak Elevation 347.96(ft)

HMS * Summary of Results for SMW 2
Project : AAC07041
Start of Run 26Nov07 0000
End of Run 27Nov07 0000
Execution Time 26Nov07 1633
Computed Results
Run Name : Post - Q2
Basin Model POST
Met. Model 2 -Year
Control Specs 1 -min dT
Peak Inflow 106.60 (cfs) Date /Time of Peak Inflow 26 Nov 07 1204
Peak Outflow 0.50663 (cfs) Date /Time of Peak Outflow 26 Nov 07 2400
Total Inflow 2.45 (in) Peak storage 4.5533(ac -ft)
Total Outflow 0.25 (in) Peak Elevation 348.73(ft)

HNS * Summary of Results
Project : AAC07041 Run Name : Post - Q10
Start of Run : 26Nov07 0000 Basin Model POST
End of Run : 27Nov07 0000 Met. Model 10 -Year
Execution Time : 26Nov07 1634 Control Specs 1 -min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin 1
22.022
26
Nov
07
1211
1.6743
0.015
SB2 - To SWMF 2
148.74
26
Nov
07
1204
8.5533
0.039
SWMF 2
7.5466
26
Nov
07
1350
3.0276
0.039
SB 2 - To SWMF 1
129.82
26
Nov
07
1204
7.8984
0.031
SWMF 1
7.8678
26
Nov
07
1240
2.8105
0.031
SB 2 - Bypass
18.663
26
Nov
07
1205
1.0365
0.008
Subbasin 2
19.581
26
Nov
07
1205
6.8746
0.077
Subbasin 3
9.2161
26
Nov
07
1205
0.51649
0.004

HHS * Summary of Results for SW W 1
Project : AAC07041
Start of Run 26Nov07 0000
End of Run 27Nov07 0000
Execution Time 26Nov07 1634
Computed Results
Run Name : Post - Q10
Basin Model POST
Met. Model 10 -Yeas
Control Specs 1 -min dT
Peak Inflow 129.82 (cfa) Date /Time of Peak Inflow 26 Nov 07 1204
Peak Outflow 7.8678 (cfa) Date /Time of Peak Outflow 26 Nov 07 1240
Total Inflow 4.79 (in) Peak Storage 5.3089(ac -ft)
Total Outflow 1.71 (in) Peak Elevation 348.84(ft)

HHS * Summary of Results for SWMF 2
Project : AhC07041
Start of Run 26Nov07 0000
End of Run 27Nov07 0000
Execution Time 26Nov07 1634
Computed Results
Run Name : Post - Q10
Basin Model POST
Met. Model 30 -Year
Control Specs 1 -min dT
Peak Inflow 148.74 (cfs) Date /Time of Peak Inflow 26 Nov 07 1204
Peak Outflow 7.5466 (cfs) Date /Time of Peak Outflow 26 Nov 07 1350
Total Inflow 4.13 (in) Peak Storage 5.7565(ac -ft)
Total Outflow 1.46 (in) Peak Elevation 349.83(ft)

HEC -HMS Project: AAC07041 Basin Model: POST -
SWMF 1
SB 2 - To SWMF 1
SWMF 2 SB2 - To SWMF 2

HMS * Summary of Results
Project AAC07041 Run Name : Post - Q100
Start of Run 26Nov07 0000 Basin Model : POST - 100YR
End of Run 27Nov07 0000 Met. Model : 100 -Year
Execution Time 26Nov07 1635 Control Specs : 1 -min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
SB 2 - To SWMF 1
179.01
26
Nov
07
1204
12.189
0.031
SWMF 1
165.51
26
Nov
07
1206
12.135
0.031
SB2 - To SWMF 2
213.91
26
Nov
07
1204
13.826
0.039
SWMF 2
189.06
26
Nov
07
1207
13.761
0.039

HMS * Summary of Results for SWW 1
Project : AAC07041
Start of Run 26Nov07 0000
End of Run 27Nov07 0000
Execution Time 26Nov07 1635
Computed Results
Run Name : Post - Q100
Basin Model POST - 100YR
Met. Model 100 -Year
Control Specs 1 -min dT
Peak Inflow
179.01 (cfs)
Date /Time of
Peak Inflow 26 Nov 07 1204
Peak Outflow
165.51 (cfs)
Date /Time of
Peak Outflow 26 Nov 07 1206
Total Inflow
7.40 (in)
Peak Storage
1.0882(ac -ft)
Total Outflow
7.36 (in)
Peak Elevation 349.70(ft)

HITS + Summary of Results for SWMF 2
Project : AAC07041
Start of Run 26Nov07 0000
End of Run 27Nov07 0000
Execution Time 26Nov07 1635
Computed Results
Run Name : Post - Q100
Basin Model POST - 100YR
Mat. Model 100 -Year
Control Specs 1 -min dT
Peak Inflow 213.91 (cfs) Date /Time of Peak Inflow 26 Nov 07 1204
Peak Outflow 189.06 (cfs) Date /Time of Peak Outflow 26 Nov 07 1207
Total Inflow 6.68 (in) Peak Storage 1.4757(ac -£t)
Total Outflow 6.65 (in) Peak Elevation 350.92(ft)

STORMWA TER MANAGEMENT FACILITY
DESIGN CALCULATIONS
WETLAND #1
BRIER CREEK TOWN CENTER
AAC -07041

BRIER CREEK TOWN CENTER WETLAND #1 J.C. SPICER, EI
AAC -07041 11/26/2007
Stage- Storage Function
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S -S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
343.00 0.00 33088
344.00 1.00 35599 34344 34344 34344 1.01
346.00 3.00 39982 37791 75581 109925 2.95
350.00 7.00 46800 45194 90388 283883 7.05
350.30 7.30 47307 47054 14116 297999 7.37
Storage vs. Stage
350000
300000
250000
y = 33982x'0867
aL RZ = 0.9998
v 200000
m
0 150000
to
100000
50000
0
0.00 2.00 4.00 6.00 6.00
Stage (feet)
Ks = 33982
b = 1.0867
1 OF 1

BRIER CREEK TOWN CENTER WETLAND #1
AAC -07041
_> Stage - Storage Function
Ks = 33982
b = 1.0867
Zo = 343.00
Elevation
[feet]
Storage
100 -Year Storage
[acre -feet]
[cf]
[acre -feet]
343.00
0
0.000
-
343.20
5911
0.136
-
343.40
12555
0.288
-
343.60
19506
0.448
-
343.80
26665
0.612
-
344.00
33982
0.780
-
344.20
41428
0.951
-
344.40
48983
1.124
-
344.60
56633
1.300
-
344.80
64366
1.478
-
345.00
72174
1.657
-
345.20
80050
1.838
-
345.40
87988
2.020
-
345.60
95984
2.203
-
345.80
104034
2.388
-
346.00
112134
2.574
-
346.20
120281
2.761
-
346.40
128472
2.949
-
346.60
136705
3.138
-
346.80
144977
3.328
-
347.00
153288
3.519
-
347.20
161634
3.711
-
347.40
170016
3.903
-
347.60
178430
4.096
-
347.80
186876
4.290
-
348.00
195353
4.485
-
348.20
203859
4.680
-
348.40
212394
4.876
-
348.60
220956
5.072
0.000
348.80
229544
5.270
0.197
349.00
238158
5.467
0.395
349.20
246798
5.666
0.593
349.40
255461
5.865
0.792
349.60
264148
6.064
0.992
349.80
272858
6.264
1.192
350.00
281590
6.464
1.392
350.20
290344
6.665
1.593
350.30
294728
6.766
1.694
1 OF 1
J.C. SPICER, EI
11/26/2007

BRIER CREEK TOWN CENTER SWMF #1 J. SPICER, EI
AAC -07041 11/26/2007
Wetland S* M'
Source: Stormwater Best Management Practices. NCDENR: Division of Water Quality -
Water Quality Section. April 1999.
Enter the drainage area characteristics =>
Total drainage area to wetland = 19.75 acres
Total impervious area to wetland = 17.21 acres
&jg 77te wetland must be sized to treat all impervious surface runoff draining into the wetland, not just the impervious surface from
on -site development.
Drainage area = 19.75 acres @ 87.1% impervious
Estimate the surface area required at normal pool elevation =>
Wetlands are based on a normal pool depth of = 3.0 feet (Per NCDENR Handbook)
From the DWQ BMP Handbook (4199), the required SAIDA ratio =_>
3.0
Lower Boundary => 80.0 3.36
Site % impervious => 87.1 3.63
Upper Boundary => 90.0 3.74
Therefore, SA/DA required =
3.63
Surface area required at normal pool =
31240 ft2
=
0.72 acres
Surface area provided at normal pool =
33088 ft2
1 OF 1

BRIER CREEK TOWN CENTER WATER QUALITY VOLUME
AAC -07041 Wetland #1
1 � Determination of Water Quality me--(-W-Q-v—)7.
Q v)
WQ v = (P)(R v)(A) 112
where,
WQv = water quality volume (in acre -ft)
Rv = 0.05 +0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
19.75 acres
Impervious area =
17.21 acres
Percent impervious cover, I =
87.1 %
Rainfall, P =
1.0 inches
Calculated values:
Rv = 0.83
WQv= 1.37 acre -ft
= 59810 cf.
> Determination of WQ Volume Elevation —
Input data:
= => Stage - Storage Function (Above NWSE)
Ks= 33982
b = 1.0867
Zo = • 343
Calculated values.
WQV Storage Depth = 1.68 ft
WQV Elevation = 344.68 ft
1 OF 1
J.C. SPICER, EI
11/26/2007

BRIER CREEK TOWN CENTER WETLAND #1 J.C. SPICER, EI
AAC -07041 11/26/2007
Inverted Siphon
Design Sheet
Siphon Flow
(cfs)
D siphon =
3 inches
No. siphons =
1
Ks=
33982
b =
1.0867
Cd siphon =
0.60
Normal Pool Elevation =
343.00 feet
Volume @ Normal Pool =
0 CF
Siphon Invert =
343.00 feet
WSEL @ V Runoff Volume =
344.68 feet
WSEL
feet
Vol. Stored
c )
Siphon Flow
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
c
Incr. Time
sec
344.682
59810
0.294
344.534
54114
0.280
0.287
5696
19825
344.386
48465
0.265
0.273
5649
20722
344.238
42869
0.249
0.257
5596
21775
344.090
37330
0.232
0.240
5539
23037
343.942
31856
0.213
0.223
5474
24590
343.794
26457
0.193
0.203
5399
26572
343.646
21145
0.170
0.182
5312
29234
343.498
15938
0.144
0.157
5207
33108
343.350
10866
0.112
0.128
5073
39607
343.2021
5981
0.061
0.086
4885
56517
Drawdown Time = 3.41 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice =
0.779 feet
Orifice composite loss coefficient =
0.600
X- Sectional area of 1 - 3" inverted siphon =
0.049 ft'
Q = 0.2086 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 3.32 da s
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3.4 days.

Type.... Outlet Input Data
Name.... SWMF 1
Page 1.01
File.... X: \Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 343.00 ft
Increment = .20 ft
Max. Elev.= 350.30 ft
Spot Elevations, ft
350.30
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir -XY Points
ES
- - -> TW
349.000
350.300
Orifice - Circular
Si
- - -> TW
343.000
350.300
Inlet Box
RI
- - -> BA
348.600
350.300
Culvert - Circular
BA
- - -> TW
342.100
350.300
TW SETUP, DS Channel
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 8:56 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 1
Page 1.02
File.... X: \Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir -XY Points
------------------------------------
# of Openings = 1
WEIR X -Y GROUND POINTS
X, ft
.00
3.90
63.90
67.80
Lowest Elev.
Weir Coeff.
Elev, ft
350.30
349.00
349.00
350.30
349.00 ft
2.600000
Weir TW effects (Use adjustment equation)
Structure ID = SI
Structure Type = Orifice - Circular
------------------------------------
# of Openings = 1
Invert Elev. = 343.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 8:56 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 1
Page 1.03
File.... X:\ Projects \AAC \AAC - 07091 \Storm \Design Files \AAC07091.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
= RI
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 348.60
ft
Orifice Area
= 25.0000
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00
ft
Weir Coeff.
= 3.000
K, Submerged
= .000
K, Reverse
= 1.000
Kb,Barrel
= .000000
(per ft of full flow)
Barrel Length
= .00
ft
Mannings n
= .0000
S /N: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 8:56 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 1
Page 1.04
File.... X: \Pro3ects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
= BA
Mannings n =
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
.007228
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 342.10
ft
Dnstream Invert
= 340.70
ft
Horiz. Length
= 95.00
ft
Barrel Length
= 95.01
ft
Barrel Slope
= .01474
ft /ft
OUTLET CONTROL DATA...
Mannings n =
.0130
Ke =
.5000
Kb =
.007228
Kr =
.5000
HW Convergence =
.001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW /D) =
1.153
T2 ratio (HW /D) =
1.299
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 345.56 ft - - -> Flow = 42.85 cfs
At T2 Elev = 346.00 ft - - -> Flow = 48.97 cfs
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 8:56 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 1
Page 1.05
File.... X: \Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 8:56 AM Date: 11/26/2007

Type.... Composite Rating Curve
Name.... SWMF 1
Page 1.17
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev Error
ft
cfs
ft + / -ft
Contributing Structures
-- - - - - --
343.00
- - - - - --
.00
-- - - -
Free
- -- - - - --
Outfall
--------------------------
(no
Q:
ES,SI,RI,BA)
343.20
.06
Free
Outfall
SI
(no
Q:
ES,RI,BA)
343.40
.12
Free
Outfall
SI
(no
Q:
ES,RI,BA)
343.60
.16
Free
Outfall
SI
(no
Q:
ES,RI,BA)
343.80
.19
Free
Outfall
SI
(no
Q:
ES,RI,BA)
344.00
.22
Free
Outfall
SI
(no
Q:
ES,RI,BA)
344.20
.24
Free
Outfall
SI
(no
Q:
ES,RI,BA)
344.40
.27
Free
Outfall
SI
(no
Q:
ES,RI,BA)
344.60
.29
Free
Outfall
SI
(no
Q:
ES,RI,BA)
344.80
.31
Free
Outfall
SI
(no
Q:
ES,RI,BA)
345.00
.32
Free
Outfall
SI
(no
Q:
ES,RI,BA)
345.20
.34
Free
Outfall
SI
(no
Q:
ES,RI,BA)
345.40
.36
Free
Outfall
SI
(no
Q:
ES,RI,BA)
345.60
.37
Free
Outfall
SI
(no
Q:
ES,RI,BA)
345.80
.39
Free
Outfall
SI
(no
Q:
ES,RI,BA)
346.00
.40
Free
Outfall
SI
(no
Q:
ES,RI,BA)
346.20
.41
Free
Outfall
SI
(no
Q:
ES,RI,BA)
346.40
.43
Free
Outfall
SI
(no
Q:
ES,RI,BA)
346.60
.44
Free
Outfall
SI
(no
Q:
ES,RI,BA)
346.80
.45
Free
Outfall
SI
(no
Q:
ES,RI,BA)
347.00
.47
Free
Outfall
SI
(no
Q:
ES,RI,BA)
347.20
.48
Free
Outfall
SI
(no
Q:
ES,RI,BA)
347.40
.49
Free
Outfall
SI
(no
Q:
ES,RI,BA)
347.60
.50
Free
Outfall
SI
(no
Q:
ES,RI,BA)
347.80
.51
Free
Outfall
SI
(no
Q:
ES,RI,BA)
348.00
.52
Free
Outfall
SI
(no
Q:
ES,RI,BA)
348.20
.53
Free
Outfall
SI
(no
Q:
ES,RI,BA)
348.40
.54
Free
Outfall
SI
(no
Q:
ES,RI,BA)
348.60
.55
Free
Outfall
SI
(no
Q:
ES,RI,BA)
348.80
5.93
Free
Outfall
SI,RI,BA
(no Q: ES)
349.00
15.75
Free
Outfall
SI,RI,BA
(no Q: ES)
349.20
42.52
Free
Outfall
ES,SI,RI,BA
349.40
83.55
Free
Outfall
ES,SI,RI,BA
349.60
134.64
Free
Outfall
ES,SI,RI,BA
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 8:56 AM Date: 11/26/2007

Type.... Composite Rating Curve
Name.... SWMF 1
Page 1.18
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev, Total Q
----------------
Elev. Q
ft cfs
349.80 200.08
350.00 248.29
350.20 301.99
350.30 330.79
-- - - - - -- Converge
TW Elev Error
ft + / -ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
------------------- - - - - --
Contributing Structures
--------------------------
ES,SI,RI,BA
ES,SI,RI,BA
ES,SI,RI,BA
ES,SI,RI,BA
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 8:56 AM Date: 11/26/2007

Type.... Outlet Input Data Page 1.01
Name.... SWMF 1 - 100YR
File.... X: \Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 348.60 ft
Increment = .20 ft
Max. Elev.= 350.30 ft
Spot Elevations, ft
350.30
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir -XY Points ES - - -> TW 349.000 350.300
Inlet Box RI - - -> BA 348.600 350.300
Culvert - Circular BA - - -> TW 342.100 350.300
TW SETUP, DS Channel
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 9:01 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 1 - 100YR
Page 1.02
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir -XY Points
------------------------------------
# of Openings = 1
WEIR X -Y GROUND POINTS
X, ft Elev, ft
--- - - - - -- --- - - - - --
.00 350.30
3.90 349.00
63.90 349.00
67.80 350.30
Lowest Elev. = 349.00 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
Structure ID
= RI
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 348.60
ft
Orifice Area
= 25.0000
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00
ft
Weir Coeff.
= 3.000
K, Submerged
= .000
K, Reverse
= 1.000
Kb,Barrel
= .000000
(per ft of full flow)
Barrel Length
= .00
ft
Mannings n
= .0000
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R> McAdams Company
Time: 9:01 AM Date: 11/26/2007
0

Type.... Outlet Input Data
Name.... SWMF 1 - 100YR
Page 1.03
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
= BA
Equation form =
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
2.0000
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 342.10
ft
Dnstream Invert
= 340.70
ft
Horiz. Length
= 95.00
ft
Barrel Length
= 95.01
ft
Barrel Slope
= .01474
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW /D) =
1.153
T2 ratio (HW /D) =
1.299
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 345.56 ft - - -> Flow = 42.85 cfs
At T2 Elev = 346.00 ft - - -> Flow = 48.97 cfs
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 9:01 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 1 - 100YR
Page 1.04
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 9:01 AM Date: 11/26/2007

Type.... Composite Rating Curve
Name.... SWMF 1 - 100YR
Page 1.08
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev, Total Q
Elev.
Q
ft
cfs
-- - - - - --
348.60
- - - - - --
.00
348.80
5.37
349.00
15.18
349.20
41.94
349.40
82.95
349.60
134.04
349.80
199.47
350.00
247.67
350.20
301.37
350.30
330.16
SIN: 6217012070C3
PondPack Ver. 8.0058
Notes
-- - - - - -- Converge -------------------------
TW Elev Error
ft + / -ft Contributing Structures
-- -- - - -- - - - -- -------------------- - -- - --
Free Outfall (no Q: ES,RI,BA)
Free Outfall RIBA (no Q: ES)
Free Outfall RIBA (no Q: ES)
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
The John R> McAdams Company
Time: 9:01 AM Date: 11/26/2007

BRIER CREEK TOWN CENTER Wetland 1 J.C. SPICER, EI
AAC -07041 11/26/2007
Input Data =>
Square Riser/Barrel Anti - Flotation Calculation Sheet
Inside length of riser =
5.00 feet
Inside width of riser =
5.00 feet
Wall thickness of riser =
6.00 inches
Base thickness of riser =
8.00 inches
Base length of riser =
6.00 feet
Base width of riser =
6.00 feet
Inside height of Riser =
6.50 feet
Concrete unit weight =
142.0 PCF
OD of barrel exiting manhole =
45.50 inches
Size of drain pipe (if present) =
8.0 inches
Trash Rack water displacement =
61.74 CF
Concrete Present in Riser Structure =>
Total amount of concrete:
Adjust for openings:
Base of Riser = 24.000 CF
Riser Walls = 71.500 CF
Opening for barrel = 5.646 CF
Opening for drain pipe = 0.175 CF
Note: NC Products hsts unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 89.680 CF
Weight of concrete present = 12735 lbs
Amount of water displaced by Riser Structure =>
Displacement by concrete = 89.680 CF
Displacement by open air in riser = 162.500 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riser/barrel structure = 313.920 CF
Weight of water displaced = 19589 lbs
Calculate amount of concrete to be added to riser =>
Safety factor to use = 1.15 (recommend 1 15 or higher)
Must add = 9792 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 141.473 CF of concrete
Standard based described above = 24.000 CF of concrete
Therefore, base design must have = 165.473 CF of concrete
1 OF 2

BRIER CREEK TOWN CENTER Wetland 1
AAC -07041
Calculate size of base for riser assembly =>
Length =
9.000 feet
Width =
9.000 feet
Thickness =
25.0 inches
Concrete Present =
168.750 CF OK
Check validity of base as designed =>
Total Water Displaced =
458.670 CF
Total Concrete Present =
234.430 CF
Total Water Displaced =
28621 lbs
Total Concrete Present =
33289 lbs
Actual safety factor = 1.16
Results of design =>
OK
J.C. SPICER, EI
11/26/2007
Base length =
9.00 feet
Base width =
9.00 feet
Base Thickness =
25.00 inches
CY of concrete total in base =
6.25 CY
Concrete unit weight in added base >=
142 PCF
2OF2

ABE VOLUME CALCULATORS, PYRAMIDLONG
Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all known values in the form below and press the "CALCULATE" button.
T9b,1%AV4ZY, vouAKr,--
WIDTH 1(W 1) LENGTH 1(L 1) WIDTH2 L HEIGHT 11 VOLUME
(W2) (L2) (h)
18.4 8.4 2.1 2.1 F61.74
The answer that you can copy for other use F61.74
CALCULATE RESET
SELECT ANOTHER SHAPE
Go to Unit Conversion Page
http: / /www.abe.msstate.edu/—fto /tools /vol/pyramidlong.html 11/16/2007

BRIER CREEK TOWN CENTER
AAC -07041
J.C. SPICER, EI
11/26/07
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 7.86 Flow depth (ft) = 0.63
slope S in %: 1.474% Outlet velocity (fps) = 7.280
pipe diameter Din in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.0
Outlet velocity (fps) 7.28
Apron length (ft) 18.00
AVG DIAM
STONE
THICKNESS
(inches)
CLASS
(inches)
3
A
9
>>6
B
22«
13
B or 1
22
23
2
27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3' + 18'
21.0 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
18'L x 21'W x 22" THK

BRIER CREEK CORPORATE CENTER SWMF #1
0.0
33,088
B.R. FINCH, PE
AAC -07041 Above NWSE
11/26/2007
Stage - Storage Function - Above Normal Pool
35,599
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S -S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
193,495
4.96
350.0
7.0
343.0
0.0
33,088
300,000
344.0
1.0
35,599
34,344
34,344
34,344
1.01
346.0
3.0
39,982
37,791
75,581
109,925
2.95
348.0
5.0
43,588
41,785
83,570
193,495
4.96
350.0
7.0
46,800
45,194
90,388
283,883
7.05
350.3
7.3
47,307
47,054
14,116
297,999
7.37
Ks= 33982
b = 1.0867
Storage vs. Stage
350,000
300,000
y =33982x' .0867
250,000
u.
v 200,000
R2 = 0.9998
m
0 150,000
N
100,000
50,000
0
0.0
2.0 4.0 6.0 8.0
Stage (feet)
Ks= 33982
b = 1.0867

BRIER CREEK CORPORATE CENTER SWMF #1
0.0 - 7,531
341.5
B.R. FINCH, PE
AAC -07041 Below NWSE
2.3 21,953 15,964 11,973 25,101 2.18
343.0
11/26/2007
Stage - Storage Function - Below Normal Pool
R2 = 0.9943
Average
o► 25,000
Estimated
Incremental
Accumulated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S -S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
340.0
0.0 - 7,531
341.5
1.5 9,974 8,753 13,129 13,129 1.52
342.25
2.3 21,953 15,964 11,973 25,101 2.18
343.0
3.0 33,088 27,521 20,640 45,742 3.05
Ks = 6218.6
b = 1.7875
Storage vs. Stage
50,000
45,000
40,000
y = 6218.6X1.7875
„ 35,000
R2 = 0.9943
v 30,000
o► 25,000
0 20,000
co 15,000
10,000
5,000
0
0.0
0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage (feet)
Ks = 6218.6
b = 1.7875

BRIER CREEK CORPORATE CENTER SWMF #1 B.R. FINCH, PE
AAC -07041 Volume Check 11/26/2007
I. COMPUTE TOTAL VOLUME OF FACILITY
Volume Above NWSE = 297,999 cf
= 6.84 acre -ft
Volume Below NWSE = 45,742 cf
= 1.05 acre -ft
Total Volume of Facility = 343,740 cf
7.89 acre -ft
Total Height of Dam = 10.3 ft
II. COMPUTE SURFACE REQUIREMENTS
Area of NWSE = 33,088 sf
Area of Micropool = 4,991 sf
15.1%
Area of Forebay = 4,982 sf
15.1%
Area of 0 " -9 "Below NWSE = 11,135 sf
33.7%
Area of 9 " -18" Below NWSE = 11,979 sf
36.2%

STORMWATER MANAGEMENT FACILITY
DESIGN CALCULATIONS
WEnANn #2
BRIER CREEK TOWN CENTER
AAC -07041

BRIER CREEK TOWN CENTER WETLAND #2 J.C. SPICER, EI
AAC -07041 11/26/2007
Stage- Storage Function
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S -S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
344.00 0.00 35751
346.00 2.00 40403 38077 76154 76154 2.02
348.00 4.00 45133 42768 85536 161690 3.94
350.00 6.00 50090 47612 95223 256913 5.96
352.00 8.00 55273 52682 105363 362276 8.10
Storage vs. Stage
400000
350000
300000 y = 34668x' 122
RZ = 0.9996
C 250000
200000
y 150000
100000
50000
0
0.00 2.00 4.00 6.00 8.00 10.00
Stage (feet)
Ks = n122 b = 3
1 OF 1

BRIER CREEK TOWN CENTER WETLAND #2
AAC -07041
=-a Stage - Storage Function
Ks= 34668
b= 1.122
Zo = 344.00
Elevation
[feet]
Storage
100 -Year Storage
[acre -feet]
[cf]
[acre -feet]
344.00
0
0.000
-
344.20
5698
0.131
-
344.40
12401
0.285
-
344.60
19544
0.449
-
344.80
26990
0.620
-
345.00
34668
0.796
-
345.20
42537
0.977
-
345.40
50569
1.161
-
345.60
58742
1.349
-
345.80
67042
1.539
-
346.00
75454
1.732
-
346.20
83971
1.928
-
346.40
92582
2.125
-
346.60
101281
2.325
-
346.80
110063
2.527
-
347.00
118921
2.730
-
347.20
127852
2.935
-
347.40
136851
3.142
-
347.60
145915
3.350
-
347.80
155041
3.559
-
348.00
164225
3.770
-
348.20
173466
3.982
-
348.40
182761
4.196
-
348.60
192107
4.410
-
348.80
201503
4.626
-
349.00
210947
4.843
-
349.20
220437
5.061
-
349.40
229972
5.279
-
349.60
239550
5.499
0.000
349.80
249170 '
5.720
0.221
350.00
258830
5.942
0.443
350.20
268530
6.165
0.665
350.40
278268
6.388
0.889
350.60
288043
6.613
1.113
350.80
297854
6.838
1.338
351.00
307701
7.064
1.565
351.20
317582
7.291
1.791
351.40
327497
7.518
2.019
351.60
337444
7.747
2.247
351.80
347423
7.976
2.476
352.00
357434
8.206
1 2.706
1 OF 1
J.C. SPICER, EI
11/26/2007

BRIER CREEK TOWN CENTER SWMF #2 J. SPICER, EI
AAC -07041 11/26/2007
Wetland Sizing
Source: Stormwater Best Management Practices. NCDENR: Division of Water Quality -
Water Quality Section. April 1999.
Enter the drainage area characteristics =>
Total drainage area to wetland = 24.84 acres
Total impervious area to wetland = 17.67 acres
Noe The wetland must be sized to treat all impervious surface runoff draining into the wetland, not just the impervious surface from
on -site development.
Drainage area = 24.84 acres @ 71.1% impervious
Estimate the surface area required at normal pool elevation =>
Wetlands are based on a normal pool depth of = 3.0 feet (Per NCDENR Handbook)
From the DWQ BMP Handbook (4199), the required SAIDA ratio =_>
3.0
Lower Boundary => 70.0 2.88
Site % impervious => 71.1 2.93
Upper Boundary => 80.0 3.36
Therefore, SA/DA required =
2.93
Surface area required at normal pool =
31752 ft
=
0.73 acres
Surface area provided at normal pool =
35751 ft2
1 OF 1
f

BRIER CREEK TOWN CENTER WATER QUALITY VOLUME
AAC -07041 Wetland #2
)==> Determination of Water Quality Volume (W(? v)_
WQv = (P)(R v)(A) 112
where,
WQv= water quality volume (in acre -ft)
Rv = 0.05 +0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
24.84 acres
Impervious area =
17.67 acres
Percent impervious cover, I =
71.1 %
Rainfall, P =
1.0 inches
Calculated values:
Rv = 0.69
WQv= 1.43 acre -ft
= 62236 cf.
1 => Determination of WQ Volume Elevation
Input data:
Stage - Storage Function (Above NWSE)
Ks = 34668
b = 1.122
Zo = 344
Calculated values.
WQV Storage Depth = 1.68 ft
WQV Elevation = 345.68 ft
1 OF 1
J.C. SPICER, EI
11/26/2007

BRIER CREEK TOWN CENTER WETLAND #2 J.C. SPICER, EI
AAC -07041 11/26/2007
Inverted Siphon
Design Sheet
Siphon Flow
cfs
D siphon =
3 inches
No. siphons =
1
Ks=
34668
b =
1.122
Cd siphon =
0.60
Normal Pool Elevation =
344.00 feet
Volume @ Normal Pool =
0 CF
Siphon Invert =
344.00 feet
WSEL @ V Runoff Volume =
345.68 feet
WSEL
feet
Vol. Stored
c
Siphon Flow
cfs
Avg. Flow
cfs
Incr. Vol.
c
Incr. Time
sec
345.685
62236
0.295
345.538
56184
0.280
0.288
6053
21046
345.391
50201
0.266
0.273
5983
21914
345.244
44295
0.250
0.258
5906
22929
345.097
38474
0.233
0.241
5821
24138
344.950
32747
0.214
0.224
5727
25618
344.804
27128
0.194
0.204
5619
27492
344.657
21633
0.172
0.183
5495
29987
344.510
16287
0.146
0.159
5346
33568
344.363
11128
0.115
0.131
5159
39443
344.216
6224
0.067
0.091
4904
53724
Drawdown Time = 3.47 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.780 feet
Orifice composite loss coefficient = 0.600
X- Sectional area of 1 - 3" inverted siphon = 0.049 fe
Q = 0.2087 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 3.45 da s
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3.5 days.

Type.... Outlet Input Data Page 1.01
Name.... SWMF 2
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 344.00 ft
Increment = .20 ft
Max. Elev.= 352.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box
RI
- - -> BA
349.600
352.000
Culvert - Circular
BA
- - -> TW
341.000
352.000
Orifice - Circular
SI
- - -> TW
344.000
352.000
weir -XY Points
ES
- - -> TW
350.000
352.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:15 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 2
Page 1.02
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
= RI
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 349.60
ft
Orifice Area
= 25.0000
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00
ft
Weir Coeff.
= 3.000
K, Submerged
= .000
K, Reverse
= 1.000
Kb,Barrel
= .000000
(per ft of full flow)
Barrel Length
= .00
ft
Mannings n
= .0000
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:15 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 2
Page 1.03
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
= BA
Equation form =
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
2.0000
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 341.00
ft
Dnstream Invert
= 336.00
ft
Horiz. Length
= 90.00
ft
Barrel Length
= 90.14
ft
Barrel Slope
= .05556
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW /D) =
1.132
T2 ratio (HW /D) =
1.279
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 344.40 ft - - -> Flow = 42.85 cfs
At T2 Elev = 344.84 ft - - -> Flow = 48.97 cfs
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:15 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 2
Page 1.04
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice - Circular
------------------------------------
# of Openings = 1
Invert Elev. = 344.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID = ES
Structure Type = Weir -XY Points
------------------------------------
# of Openings = 1
WEIR X -Y GROUND POINTS
X, ft Elev, ft
--- - - - - -- --- - - - - --
.00 352.00
6.00 350.00
46.00 350.00
52.00 352.00
Lowest Elev. = 350.00 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
S /N: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:15 AM Date: 11/26/2007

Type.... Composite Rating Curve
Name.... SWMF 2
Page 1.16
File....
X:\ Projects \AAC \AAC - 07041 \Storm \Design
Files \AAC07041.PPW
Title...
Project
Date: 11/16/2007
Project
Engineer:
Jason Spicer
Project Title:
Watershed
Project
Comments:
* * * ** COMPOSITE
OUTFLOW SUMMARY
* * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - -- -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
344.00
- - - - - --
.00
-- - - - -
Free
-- - - - -- --------------------------
Outfall
(no
Q:
RI,BA,SI,ES)
344.20
.06
Free
Outfall
SI
(no
Q:
RI,BA,ES)
344.40
.12
Free
Outfall
SI
(no
Q:
RI,BA,ES)
344.60
.16
Free
Outfall
SI
(no
Q:
RI,BA,ES)
344.80
.19
Free
Outfall
SI
(no
Q:
RI,BA,ES)
345.00
.22
Free
Outfall
SI
(no
Q:
RI,BA,ES)
345.20
.24
Free
Outfall
SI
(no
Q:
RI,BA,ES)
345.40
.27
Free
Outfall
SI
(no
Q:
RI,BA,ES)
345.60
.29
Free
Outfall
SI
(no
Q:
RI,BA,ES)
345.80
.31
Free
Outfall
SI
(no
Q:
RI,BA,ES)
346.00
.32
Free
Outfall
SI
(no
Q:
RI,BA,ES)
346.20
.34
Free
Outfall
SI
(no
Q:
RI,BA,ES)
346.40
.36
Free
Outfall
SI
(no
Q:
RI,BA,ES)
346.60
.37
Free
Outfall
SI
(no
Q:
RI,BA,ES)
346.80
.39
Free
Outfall
SI
(no
Q:
RI,BA,ES)
347.00
.40
Free
Outfall
SI
(no
Q:
RI,BA,ES)
347.20
.41
Free
Outfall
SI
(no
Q:
RI,BA,ES)
347.40
.43
Free
Outfall
SI
(no
Q:
RI,BA,ES)
347.60
.44
Free
Outfall
SI
(no
Q:
RI,BA,ES)
347.80
.45
Free
Outfall
SI
(no
Q:
RI,BA,ES)
348.00
.47
Free
Outfall
SI
(no
Q:
RI,BA,ES)
348.20
.48
Free
Outfall
SI
(no
Q:
RI,BA,ES)
348.40
.49
Free
Outfall
SI
(no
Q:
RI,BA,ES)
348.60
.50
Free
Outfall
SI
(no
Q:
RI,BA,ES)
348.80
.51
Free
Outfall
SI
(no
Q:
RI,BA,ES)
349.00
.52
Free
Outfall
SI
(no
Q:
RI,BA,ES)
349.20
.53
Free
Outfall
SI
(no
Q:
RI,BA,ES)
349.40
.54
Free
Outfall
SI
(no
Q:
RI,BA,ES)
349.60
.55
Free
Outfall
SI
(no
Q:
RI,BA,ES)
349.80
5.93
Free
Outfall
RI,BA,SI (no
Q: ES)
350.00
15.75
Free
Outfall
RI,BA,SI (no
Q: ES)
350.20
37.86
Free
Outfall
RI,BA,SI,ES
350.40
70.39
Free
Outfall
RI,BA,SI,ES
350.60
110.48
Free
Outfall
RI,BA,SI,ES
S /N: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:15 AM Date: 11/26/2007

Type.... Composite Rating Curve
Name.... SWMF 2
Page 1.17
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev, Total Q
Elev.
Q
ft
cfs
350.80
157.05
351.00
210.81
351.20
247.95
351.40
288.84
351.60
333.33
351.80
381.33
352.00
432.75
- - - - - -- Converge
TW Elev Error
ft + / -ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-----------------------
Contributing Structures
-----------------------
RI,BA,SI,ES
RI,BA,SI,ES
RI,BA,SI,ES
RI,BA,SI,ES
RI,BA,SI,ES
RI,BA,SI,ES
RI,BA,SI,ES
S /N: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:15 AM Date: 11/26/2007

Type.... Outlet Input Data Page 1.01
Name.... SWMF 2 - 100YR
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 349.60 ft
Increment = .20 ft
Max. Elev.= 352.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RI - - -> BA 349.600 352.000
Culvert - Circular BA - - -> TW 341.000 352.000
Weir -XY Points ES - - -> TW 350.000 352.000
TW SETUP, DS Channel
r
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:17 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 2 - 100YR
Page 1.02
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
= RI
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 349.60
ft
Orifice Area
= 25.0000
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00
ft
Weir Coeff.
= 3.000
K, Submerged
= .000
K, Reverse
= 1.000
Kb,Barrel
= .000000
(per ft of full flow)
Barrel Length
= .00
ft
Mannings n
= .0000
S /N: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:17 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 2 - 100YR
Page 1.03
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
= BA
Mannings n =
Structure Type
------------------------------------
= Culvert - Circular
No. Barrels
= 1
.007228
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 341.00
ft
Dnstream Invert
= 336.00
ft
Horiz. Length
= 90.00
ft
Barrel Length
= 90.14
ft
Barrel Slope
= .05556
ft /ft
OUTLET CONTROL DATA...
Mannings n =
.0130
Ke =
.5000
Kb =
.007228
Kr =
.5000
HW Convergence =
.001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW /D) =
1.132
T2 ratio (HW /D) =
1.279
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 344.40 ft - - -> Flow = 42.85 cfs
At T2 Elev = 344.84 ft - - -> Flow = 48.97 cfs
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:17 AM Date: 11/26/2007

Type.... Outlet Input Data
Name.... SWMF 2 - 100YR
Page 1.04
File.... X:\ Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir -XY Points
------------------------------------
# of Openings = 1
WEIR X -Y GROUND POINTS
X, ft Elev, ft
--- - - - - -- ---------
.00 352.00
6.00 350.00
46.00 350.00
52.00 352.00
Lowest Elev. = 350.00 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:17 AM Date: 11/26/2007

Type.... Composite Rating,Curve
Name.... SWMF 2 - 100YR
Page 1.08
File.... X: \Projects \AAC \AAC - 07041 \Storm \Design Files \AAC07041.PPW
Title... Project Date: 11/16/2007
Project Engineer: Jason Spicer
Project Title: Watershed
Project Comments:
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
CUMULATIVE HGL CONVERGENCE ERROR .000 ( +/- ft)
* Max. convergence errors shown may also occur for
flow paths other than the ones listed above.
WS Elev, Total Q
----------------
Elev. Q
ft cfs
349.60
.00
349.80
5.36
350.00
15.18
350.20
37.28
350.40
69.80
350.60
109.88
350.80
156.45
351.00
210.19
351.20
247.33
351.40
288.21
351.60
332.69
351.80
380.68
352.00
432.08
- - - - - -- Converge
TW Elev Error
ft + / -ft
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
336.96 .000
Notes
-----------------------
Contributing Structures
-----------------------
(no Q: RI,BA,ES)
RIBA (no Q: ES)
RIBA (no Q: ES)
RI,BA,ES
RI,BA,ES
RI,BA,ES
RI,BA,ES
RI,BA,ES
RI,BA,ES
RI,BA,ES
RI,BA,ES
RI,BA,ES
RI,BA,ES
SIN: 6217012070C3 The John R> McAdams Company
PondPack Ver. 8.0058 Time: 10:17 AM Date: 11/26/2007

BRIER CREEK TOWN CENTER Wetland 2 J.C. SPICER, EI
AAC -07041 11/26/2007
Input Data =>
Square Riser/Barrel Anti- Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present in Riser Structure =>
Total amount of concrete:
Adjust for openings:
5.00 feet
5.00 feet
6.00 inches
8.00 inches
6.00 feet
6.00 feet
8.60 feet
142.0 PCF Note: NC Products lists unit wt. of
45.50 inches manhole concrete at 142 PCF.
8.0 inches
61.74 CF
Base of Riser = 24.000 CF
Riser Walls = 94.600 CF
Opening for barrel = 5.646 CF
Opening for drain pipe = 0.175 CF
Total Concrete present, adjusted for openings = 112.780 CF
Weight of concrete present = 16015 lbs
Amount of water displaced by Riser Structure =>
Displacement by concrete = 112.780 CF
Displacement by open air in riser = 215.000 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riser/barrel structure = 389.520 CF
Weight of water displaced = 24306 lbs
Calculate amount of concrete to be added to riser =>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 11937 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 172.460 CF of concrete
Standard based described above = 24.000 CF of concrete
Therefore, base design must have = 196.460 CF of concrete
1 OF 2

BRIER CREEK TOWN CENTER Wetland 2
AAC -07041
Calculate size of base for riser assembly =>
Length = 9.000 feet
Width = 9.000 feet
Thickness = 30.0 inches
Concrete Present = 202.500 CF OK
Check validity of base as designed =>
Total Water Displaced = 568.020 CF
Total Concrete Present = 291.280 CF
Total Water Displaced = 35444 lbs
Total Concrete Present = 41362 lbs
Actual safety factor = 1.17
Results of design =>
OK
J.C. SPICER, EI
11/26/2007
Base length =
9.00 feet
Base width =
9.00 feet
Base Thickness =
30.00 inches
CY of concrete total in base =
7.50 CY
Concrete unit weight in added base >=
142 PCF
2OF2

ABE VOLUME CALCULATORS, PYRAMIDLONG
Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all known values in the form below and press the "CALCULATE" button.
Tg&S 41rA&, gOUAKV�-
C 411�`�- ZCT�ot�
WIDTH I (W I)
LENGTH I (L I)
IDT LENGTH2 HEIGHT
WIDT H? (L2) (h)
VOLUME
8.4
8.4
2.1 2.1
161.74-
The answer
Fcancopyforother use
61.74
CALCULATE
RESET
SELECT ANOTHER SHAPE
Go to Unit Conversion Page
h4: / /www.abe.msstate.edu/ —fto /tools /vol/pyramidlong.html 11/16/2007

BRIER CREEK TOWN CENTER SWMF #2 - 36" RCP
AAC -07041
Anti -Seen Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti -seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti -seep collars shall increase the flow path along the barrel by 15 %.
Anti -seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti .Seep Collar Design =>
SWMF #
J.C. SPICER, EI
11/26/2007
Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti -seep collars shall be used under the structural fill portions of all berms /dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
Flow Length
Min.
Calc'd #
Max.
# of
Use
Pond
along barrel
Projection
of collars
Spacing
collars to
Spacing
Spacing
ID
(feet)
(feet)
required
(feet)
use
(feet)
OK?
2 - 36" RCP
90.0
2.26
2.99
25
3.00
22.5
YES
Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti -seep collars shall be used under the structural fill portions of all berms /dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.

BRIER CREEK TOWN CENTER SWMF #2 - 12" DIP
AAC -07041
Anti -Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti -seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti -seep collars shall increase the flow path along the barrel by 15 %.
Anti -seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti Seep Collar Design =>
# of
Flow Length
Min.
Calc'd #
Max.
Pond
along barrel
Projection
of collars
Spacing
ID
(feet)
(feet)
required
(feet)
SWMF #2 -12" DIP
131.01
2.41
4.08
25
# of
Use
collars to
Spacing
use
(feet)
5.00
21.83333
Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti -seep collars shall be used under the structural fill portions of all berms /dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
J.C. SPICER, EI
11/26/2007
Spacing
OK?
YES

BRIER CREEK TOWN CENTER
AAC -07041
J.C. SPICER, EI
11/26/07
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 7.55 Flow depth (ft) = 0.45
slope S in %: 5.556% Outlet velocity (fps) =11.45
pipe diameter D in in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.0
Outlet velocity (fps) 11.45
Apron length (ft) 24.00
AVG DIAM
STONE
THICKNESS
(inches)
CLASS
(inches)
3
A
9
6
B
22
»13
B or 1
22«
23
2
27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3' +24'
= 27.0 ft
CONCLUSION:
USE NCDOT CLASS `2' RIP RAP
24% x 271W x 22" THK

BRIER CREEK CORPORATE CENTER SWMF #2
0.0
35,751
B.R. FINCH, PE
AAC -07041 Above NWSE
346.0
11/26/2007
Stave - Storage Function - Above Normal Pool
38,077
Average
76,154 2.02
348.0
Estimated
Incremental
Accumulated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S -S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
344.0
0.0
35,751
346.0
2.0
40,403
38,077
76,154
76,154 2.02
348.0
4.0
45,133
42,768
85,536
161,690 3.94
350.0
6.0
50,090
47,612
95,223
256,913 5.96
352.0
8.0
55,273
52,682
105,363
362,276 8.10
Storage vs. Stage
400,000
350,000 ' 122
300,000 Y = 34668x
R2 = 0.9996
v 250,000
0200,000
N 150,000
100,000
50,000
0
0.0 2.0 4.0 6.0 8.0 10.0
Stage (feet)
Ks= 34668
b = 1.122

BRIER CREEK CORPORATE CENTER SWMF #2
0.0 8,093
342.5
B.R. FINCH, PE
AAC -07041 Below NWSE
2.3 21,817 16,273 12,204 26,320 2.24
344.0
11/26/2007
Stage- Storage Function - Below Normal Pool
Average
Estimated
Incremental
Accumulated
Contour Contour
Contour
Contour
Stage
Contour Stage ' Area Area
Volume
Volume
w/ S -S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
341.0
0.0 8,093
342.5
1.5 10,728 9,411 14,116 14,116 1.58
343.25
2.3 21,817 16,273 12,204 26,320 2.24
344.0
3.0 35,751 28,784 21,588 47,908 3.13
Storage vs. Stage
60,000
50,000
40,000 y = 6775.7x''748'
�? R = 0.9926
=30,000--
La
0
y 20,000
10,000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage (feet)
Ks = 6218.6
b = 1.7875

BRIER CREEK CORPORATE CENTER SWMF #2
AAC -07041 Volume Check
I. COMPUTE TOTAL VOLUME OF FACILITY
Volume Above NWSE = 362,276 cf
8.32 acre -ft
Volume Below NWSE = 47,908 cf
1.10 acre -ft
Total Volume of Facility = 410,184 cf
9.42 acre -ft
Total Height of Dam = 17 ft
II. COMPUTE SURFACE REQUIREMENTS
Area of NWSE = 35,751 sf
Area ofMicropool = 5,409 sf
15.1%
Area of Forebay = 5,319 sf
14.9%
Area of 0" -9" Below NWSE = 13,934 sf
39.0%
Area of 9" -18" Below NWSE = 11,089 sf
31.0%
B.R. FINCH, PE
11/26/2007

NITROGEN EXPORT CALCULATIONS
BRIER CREEK TOWN CENTER
AAC -07041

BRIER CREEK TOWN CENTER TWALLOCATION SUMMARY OF RESULTS J.C. SPICER, El
AAC -07041 � 4/1112008
I
TN- Export Area Lots 54e= 73.99 acres
acres
Total Nitrogen Export Area = 7 acres
The total TN export for Brier Creek Town Center is calculated as follows:
TN- Export to Wetlands =
751.11
acres
Percent Removal for Wetland BMPs =
40%
EaportAfter Treatment =
450.66
lbs/year
ktokr&m
Bypass Area
40.08
lbs/year
TN- Export from Unstudie =
4.90
lbs/year
Ad'��* tiQn� TN -F,xpo
11.86
lbs/year
Total TN- Export from Site =
507.50
lbs/year
Allowed Nitrogen Export (TN- Export area x 3.6) =
275.82
lbs/acre/year
Remaining TN- Export to Buydown =
231.68
lbs/acre/year
* Buydown Payment Remitted for Lots 7 - 9 =
$35,925.66
lbs/year
Equivalent TN- Export =
108.87
Remaining TN- Export to Buydown =
122.81
** Remaining Buydown Payment=
$104,453.00
* This figure was calculated using the outdated method of buydown payment assesment, based on an $H fee over
30 years.
** The remaining buydown fee was calculated using the new assessment, based on a $28.35 fee over 30 years.
1 of 1

BRIER CREEK CORPORATE CENTER TN- ALLOCATION SUMMARY OF RESULTS
AAC-04031
Total TN -Export from PPOS -
1186
Ibs/yrar
Total TN -Export from Lot 3 Roadway Corridor -
5833
Ibs/year
Total TN -Export from Lot 4A Roadway Corridor =
2090
Ibs/year
Total TN -Export from Lot 4B Roadway Corridor -
2004
Ibs/ycar
Total TN -Export from Lot 2 Roadway Corridor -
431
Ibs/year
Total TN-Export from Lot 14 -
1238
Ibs/yew
Lot N Actual Lot Area Tom t Area Cage
lacteal
261
156
o port
r .. c..e a...... —0
a..... r
B R FINCK PE
4/11/2008
48
773 1
1071%
2.12
127 1 37.34% 1 84 2179 1 u vs 2u U4
6
546 1
757%
150
090
7ST/e
055
0.94
8
952
1319%
261
156
1319%
097
163
to
996
1380%
273
164
13 80%
1.01
1.71
s�
I A 7 I
a7ai
1 R
IIn _ _ -
_ ___. 928%
068
115
Notes:
1. The additional77,1-Erport values from the Cohanns titled 5 -13 Common ", 'Lots 5 -13 Common lmperwous Area ". and 'Lot 14 Open Space Allocation -assume that there is no nitrogen removal from these areas
In actuality. these arras are treated by eststing smtmwater aMhties loco thin Lot 14 Therefore, the penally load from these common auras will be reduced by 40'/ for those areas draining into the wetlands Thu
table does not accotottfor this rena val efficiency
Iof1

BRIE. ,REEK TOWN CENTER TN- EXPORT FROM ARE. BRAINING TO WETLANDS
AAC -07041
METHOD 2:
Quantifying TN Export from Residential /Industrial / Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column (4) by the total area at the bottom of Column (2).
(1)
(2)
(3)
(4)
Type of Land Cover
Area
TN export coeff.
TN export from use
[acres]
(lbs /ac/yr)
(lbs /yr)
*Permanently protected undisturbed
0.00
0.6
0.00
open space (forest, unmown meadow
*Permanently protected managed
9.71
1.2
11.7
o ens ace (grass, landsca ping, etc)
*Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage
34.88
21.2
739.5
areas, etc)
TOTAL
44.59
- --
751.11
TN -Load = 16.84 lbs /ac/yr
% impervious= 78.2%
J.C. ; ER, El
11/26/2007

BRIEF ..,REEK TOWN CENTER TN- EXPORT Fh_ .vl BYPASS AREA J.C.. ,ER, El
AAC -07041 (Includes Subbasins 1, 2- Bypass, and 3) 11/26/2007
METHOD 2:
Quantifying TNExport from Residential /IndustrialI Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column (4) by the total area at the bottom of Column (2).
(1)
(2)
(3)
(4)
Type of Land Cover
Area
TN export coeff.
TN export from use
[acres]
(lbs /ac/yr)
(lbs /yr)
*Permanently protected undisturbed
0.00
0.6
0.00
open space (forest, unmown meadow)
*Permanently protected managed
13.08
1.2
15.7
open s ace (grass, landscaping, etc.)
*Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage
1.15
21.2
24.4
areas, etc)
TOTAL
14.23
- --
40.08
TN -Load = 2.82 Ibs /ac/yr
% impervious = 8.1%

BRIER t REEK TN-EXPORT FROM UNSTUDIED AREA J. ,..;er, El
CORPORATE CENTER 11/16/2007
AAC -07020
METHOD 2:
Quantifying 71V Export from Residential /Industrial) Commercial Developments when Footprints of all
Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of
Column (4) by the total area at the bottom of Column (2).
(1)
(2)
(3)
(4)
Type of Land Cover
Area
TN export coeff.
TN export from use
[acres]
(lbs /ac/yr)
Qbs/yr)
*Permanently protected undisturbed
0.00
0.6
0.00
open space (forest, unmown meadow
*Permanently protected managed
2.49
1.2
3.0
open space ass, landscaping, etc.
*Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage
0.09
21.2
1.9
areas, etc.)
TOTAL
2.58
- --
4.90
TN -Load = 1.90 lbs /ac/yr
% impervious = 3.5%

BRIE,, ;REEK TOWN CENTER OFFSET PAYMENT — ALCULATION FROM
AAC -07041 JANUARY 2006 (LAST REVISION 8/29/2006) FINAL DESIGN REPORT
_> ALLOCATION OF OFFSET PAYMENT (CALCULATED JANUARY 2006)
* Total Offset Fee = $96,699.27
Lot
Maximum
Allowable
Lot Impervious /
Total Impervious [ %]
* Allocated Offset Fee [$1
5
2.81
7.5%
$7,205.65
6
3.46
9.2%
$8,872.43
7
4.77
12.6%
8
5.17
13.7%
.$12,231.,65
$13,257.36
9
4.07 I
10.8%
$10,436.65
10
6.60
17.5%
$16,924.30
11
1.34
3.6%
$3,436.14
12
7.96
21.1%
$20,411.73
13
1.53
4.1%
$3,423.36
Totals = 37.71 100.0%
$96,699.27
* Buydown Amount Previously Remitted (Lots 7 - 9) = $35,925.66
The remaining lots (5, 6, and 10 -13) will be required to pay a buydown fee calculated using the latest
assesment method, based on a $28.35 fee over 30 years.
J.C. .;ER, EI
11/21/2007
* These figures were calculated for the final design report, dated January 2006, and therefore used the outdated method of buydown calculatic
based on an $11 fee over 30 years.
1 OF 1

_ri
PROGRAM
RECEIPT
NUTRIENT OFFSET PAYMENT
Briar (,i+eek Corporate Center Associates
37W Arco Corporate Drive, Suite 350
Charlotte. NC 28273
Lora! Govem went:
Project Name:
Tn=acdon Number:
Amount Owed:
Amount Paid•
C Numbers
October 19, 2006
City of Raleigh
Brier Creels Cwparate C=ter Lot 7
N-237-05
$12,231.65
$12,231.65
053000196
The North Carolina Ecosystem Enhancement program has received payment for nutrient offset for the refereed
project as indicated above. The named Local COventroenc spedfied and veri W the Amount Owed. Nutrient
offset payments made as pact Of fulfilling the requirements of the Neese River Nutrient Sensitive Waters
Management Strategy shall be paid to NCEEP at a no spedW in 1SA NCAC 02B.0240.
You mast also comply with any other state, federal or local government permits Or authorization associated with
this activity. If you have any questions or need additional information, please contact David Robinson at 919-
751 -2228.
please note teat a Payment to the Ecosystem EWncernent program is p10 reimbursable unless a request for
reullh sen19nt is received within 12 months of the date of this receipt. Any such requests must be accompanied
by letters from the permitting agency stating that the p10mut and/or authorisation have been wscincie.d.
Sinoerely.
r
Aia. . tDilmone. P8
Director
cc: 00 Brown, M City of Raleigh
Ale
Rear ... ... Pro" 0" l
♦ "; 1 1 '� a T� ;
Nore+CWGba Ecosystem EMancenwit ProWM 16W MaB ewvf a Centw, ftW91% t0 278MIG I ets- rts-0476/ vmaier cu W net

Mar 15 06 04:13p DEVELOPMENT SOLUTIONS LL
Pht '%V-
Ecosystem.
wPROORA(M
RECEIPT
March 15, 2006
Brier Creek Office 4, LLP
3700 Arco Corporate Drive, Ste 350
Charlotte, NC 28273
Subject: Brier Creek Corp Ctr, Lot 8
City of Raleigh
9194693138 p.2
The North Carolina Ecosystem Enhancement Program has received a check in the amount of $13,257.36,
check number 10001. as payment for nutrient offset for the abov6 referenced project. The City of Raleigh has
verified the amount of this payment. Nutrient offset payments made as part of fulfilling the requirements of the
Neuse River Nutrient Sensitive Waters Management Strategy shall be paid to NC EEP at a rate specified in 15A
NCAC 02B.0240.
You must also comply with any other state, federal or local government permits or authorization associated
with this activity. If you have any questions or need additional information, please contact David Robinson at
9t9-715-222a.
Please note that a payment to the Ecosystem Enhancement Program is not reimbursable unless a request for
reimimsement is received within 12 months of the date of this receipt. Any such requests must be accompanied
by letters from the permitting agency staring that the permit and/or authorization have been rescinded.
Sincerely,
illiarn D. Gilmore, PE
j Director
cc: Ben Brown, City of Raleigh
File
Rps Pro" our .flag
v A
717• !, 5 .�
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699 -1652 / 919- 715 -0476 /www.nceep.net

Y
PROOR"
RECEIPT
NUTRIENT OFFSET PAYMENT
September 1, 2006
Brier Creek Office 3, L.LC
3700 Arco Corporate Drive, Suite 350
Charlotte, NC 28273
Local Government:
City of Raleigh
Project Name:
Brier Creek Corporate Center Lot 9
Transaction Number.
N -237 -05
Amount Owed:
$ 10,436.65
Amount Paid:
$10,436.65
Cheek Number.
10017
The North Carolina Ecosystem Enhancement Program has received payment for nutrient offset for the referenced
project as indicated above. The named Local Government specified and verified the Amount Owed. Nutrient
offset payments made as part of fulfilling the requirements of the Neuse River Nutrient Sensitive Waters
Management Strategy shall be paid to NCEEP at a rate specified in I SA NCAC 02B.0240.
You must also comply with any other state, federal or local government permits or authorization associated with
this activity. If you have any questions or need additional information, please contact David Robinson at 919-
751 -2228.
Please note that a payment to the Ecosystem Enhancement Program is not reimbursable unless a request for
reimbursement is received within 12 months of the date of this receipt. Any such requests must be accompanied
by letters from the permitting agency stating that the permit and/or authorization have been rescinded.
Sincerely,
JC-frt�
William D. Gilmore, PE
Director
cc: Ben Brown, PE, City of Raleigh
File
I Pro" 0".&&
North Carolina Ecosystem Enhancement Program. 1852 MaN Service Center, Raleigh, NC 27699 -1652 / 919 - 716-04761 www.ra:eep ast

BRIER CREEK TOWN CENTER TN-ALLOCATION SUMMARY OF RESULTS
AAC -07041
J.C. SPICER, El
11/26/2007
TN- Export Area Lots 5 -13 =
PPOS ALLOCATION
SUMMARY
Lot M
Additional TN- Export
Actual Lot Area Total Lot Area Additional TN- Export
* Lot Area from PPOS
jacrea) Percentage acres from PPOS jlbs /year]
Total Additonal
Total TN- Export Lot
Allocated TN- Export
Area ]acres] Jibs/ ear
3
OPEN SPACE LOT = 24.71 ac. (PPOS = 19.77 -ac. / Roadway Corridor = 4.94 -ac.)
- -
5
5.24
6.35%
1.25
0.75
6.49
6
4.94
5.98%
1.18
0.71
6.12 0.71
7
6.55
7.93%
1.57
0.94
8.12 0.94
8
9.52
11.53%
2.28
1.37
11.80 1.37
9
5.41
658%
1,30
0.78
6.73 , Q
10
12.30
1499%
2.94
1.77
15.24 1.77
11
2.50
3.03%
0.60
0.36
3,10 `000
12
11.36
13.76%
2.72
1.63
14.08 1.63
13
2.19-
2:65%
0.52
0.31
2:71
Totals=
60.03
72.69%
14.37
8.62
74.40 8.62
TN- Export Area Lots 5 -13 =
74.40
acres
PublicR/WArea =
1.37
acres
Total Nitrogen Export Area =
75.77
acres
The total TN export for Brier Creek Town Center is calculated as follows:
TN- Export to Wetlands =
751.11
acres
Percent Removal for Wetland BMPs =
40%
TN -Export After Treatment =
450.66
lbs/year
TN- Export from Bypass Area =
40.08
lbs/year
TN -Export from Unstudied Area =
4.90
lbs/year
Additional TN -Export from PPOS =
8.62
lbs /year
Total TN -Export from Site =
504.26
lbs/year
Allowed Nitrogen Export (TN -Export area x 3.6) =
272.78
]bs /acrelyear
Remaining TN -Export to Buydown =
231.48
Ibs /acre/year
* Buydown Payment Remitted for Lots 7 - 9 = $35,925.66 lbs/year
Equivalent TN -Export = 108.87
Remaining TN- Export to Buydown = 122.62
** Remaining Buydown Payment= $104,285.64
* This figure was calculated using the outdated method of buydown payment assesment, based on an $11 fee over
30 years.
** The remaining buydown fee was calculated using the new assessment, based on a $28 35 fee over 30 years
1 of 1

I
T 14
�q SPACE)
12 AC.
tK CORP
S'SOCIATE!
PAGE 344
.000
. . . .....
W,
.40'
ol
c
4`
100,
n-
N
74
0768.03-32-89'�
WARD VENTURES, LLC
DB-8355 PG 1511
24.71 AC.
0.071s
. . . . . . . . . . . .
85
6
V
M
,0F
J,
Mlvyv',�, :4, ­'vp� �P,Wv
"no
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gl�"' `0
LOT I
3.90 AC.
OFFSITE IMPERVIOUS
AREAS
001,
%4k. dp
440
1
3
N/F
BRIER CREEK LIMITED PARTNERSHIP
SERVICE RETAIL 0
%
DB 11051, PG. 362
&
N BM 2004, PG. 1794
PIN: 0768-55-5829
%
�P
oe
X�
�'o
I
age Pumc cum
LOT 11
2.02 AC.
orl'004TAIIIIIIII
W)
LOT 5
5.15 AC.
ig
d
w
NIF
BRIER CREEK
CORPORATE CENTER
ASSOCIATES. I
D811581 PG 182
BOM 2005 PG 19 N/F
BRIER CREEK
CORPORATE CENTER
ASSOCIATES. LP
DS 11581 PG 1824
BOM 2005 PG 1965
It 5 1
LOT 9
6.44 AC.
N/F
SERVICE RETAIL 0
BRIER CREEK LIMITED PARTNERSHIP
DB 11051, PG, 362
BM 2004, PG. 1794
PIN.- 0768-55-7740
d ,CORPORATE DRIVE
do I
Plmuc R/w)
1-1
rinu' J1
. . ...... is
z?
j M
gl"sif l ..........
, D'I
-J
'LOT
"EEN—D
COMMON RIGHT—OF-114AY TO BE
J" a At.
DISTRIBUTED AMONG LOTS 5, 6,
7, 8, 9, 10, 11, 12, AND 13
ROADWAY IMPERVIOUS WITHIN
AREA = 2.62 AC.
LOT 3 TO BE ALLOCATED TO
LOTS 1, 2, 4A, AND 48
ROADWAY IMPERVIOUS TO BE
7N
DISTRIBUTED AMONG LOTS
LOTS I AND 2
LOT 3 PERMANENTLY
AREA = 19.77 AC.
R
IN
PROTECTED OPEN SPAE
Ilr
ROADWAY IMPERVIOUS
AREA = 0.97 AC.
ALLOCATED TO LOT 4A
661
V'N
ROADWAY IMPERVIOUS
AREA = 0.93 AC.
ALLOCATED TO LOT 43
IMPERVIOUS ON LOT 5z
AREA = 0.04 AC.
IMPERVIOUS ON LOT 6
AREA = 0.04 AC.
IV J-5 2
IMPERVIOUS ON LOT 10
AREA = 0.40 AC.
IMPERVIOUS ON LOT li
AREA = 0.47 AC.
IMPERVIOUS ON LOT 12.
AREA = 0.40 AC.
'a
IMPERVIOUS ON LOT 13
AREA = 0.47 AC.
T 14
�q SPACE)
12 AC.
tK CORP
S'SOCIATE!
PAGE 344
.000
. . . .....
W,
.40'
ol
c
4`
100,
n-
N
74
0768.03-32-89'�
WARD VENTURES, LLC
DB-8355 PG 1511
24.71 AC.
0.071s
. . . . . . . . . . . .
85
6
V
M
,0F
J,
Mlvyv',�, :4, ­'vp� �P,Wv
"no
M
gl�"' `0
LOT I
3.90 AC.
OFFSITE IMPERVIOUS
AREAS
001,
%4k. dp
440
1
3
N/F
BRIER CREEK LIMITED PARTNERSHIP
SERVICE RETAIL 0
%
DB 11051, PG. 362
&
N BM 2004, PG. 1794
PIN: 0768-55-5829
%
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LOT 11
2.02 AC.
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LOT 5
5.15 AC.
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BRIER CREEK
CORPORATE CENTER
ASSOCIATES. I
D811581 PG 182
BOM 2005 PG 19 N/F
BRIER CREEK
CORPORATE CENTER
ASSOCIATES. LP
DS 11581 PG 1824
BOM 2005 PG 1965
It 5 1
LOT 9
6.44 AC.
N/F
SERVICE RETAIL 0
BRIER CREEK LIMITED PARTNERSHIP
DB 11051, PG, 362
BM 2004, PG. 1794
PIN.- 0768-55-7740
d ,CORPORATE DRIVE
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COMMON RIGHT—OF-114AY TO BE
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DISTRIBUTED AMONG LOTS 5, 6,
7, 8, 9, 10, 11, 12, AND 13
ROADWAY IMPERVIOUS WITHIN
AREA = 2.62 AC.
LOT 3 TO BE ALLOCATED TO
LOTS 1, 2, 4A, AND 48
ROADWAY IMPERVIOUS TO BE
7N
DISTRIBUTED AMONG LOTS
a T' nt'
T�
C
�F
-100
IMPKE—VIOUS BREAKDOWN
"EEN—D
COMMON RIGHT—OF-114AY TO BE
AREA = 1.98 AC.
DISTRIBUTED AMONG LOTS 5, 6,
7, 8, 9, 10, 11, 12, AND 13
ROADWAY IMPERVIOUS WITHIN
AREA = 2.62 AC.
LOT 3 TO BE ALLOCATED TO
LOTS 1, 2, 4A, AND 48
ROADWAY IMPERVIOUS TO BE
AREA = 0.20 AC.
DISTRIBUTED AMONG LOTS
LOTS I AND 2
LOT 3 PERMANENTLY
AREA = 19.77 AC.
R
IN
PROTECTED OPEN SPAE
Ilr
ROADWAY IMPERVIOUS
AREA = 0.97 AC.
ALLOCATED TO LOT 4A
V'N
ROADWAY IMPERVIOUS
AREA = 0.93 AC.
ALLOCATED TO LOT 43
IMPERVIOUS ON LOT 5z
AREA = 0.04 AC.
IMPERVIOUS ON LOT 6
AREA = 0.04 AC.
IV J-5 2
IMPERVIOUS ON LOT 10
AREA = 0.40 AC.
IMPERVIOUS ON LOT li
AREA = 0.47 AC.
IMPERVIOUS ON LOT 12.
AREA = 0.40 AC.
'a
IMPERVIOUS ON LOT 13
AREA = 0.47 AC.
IMPERVIOUS ON LOT 14 AREA = 0.18 AC.
ADDITIONAL OFFSITE
IMPERVIOUS ALLOCATEL
ACROSS THE SITE
AREA = 0.82 AC.
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