19980816 Ver 1_COMPLETE FILE_19980818

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
A14
NCDENR
DIVISION OF WATER QUALITY
February 5, 1999
Mr. Bob Yelverton
Weeks Corporation
1800 Perimeter Park Drive, Suite 200
Morrisville, NC 27560
Subject
Stormwater Ponds
Paramount Center
Wake County, NC
DWQ# 980816
Dear Mr. Yelverton:
This Office is in receipt of the plans dated January 22, 1999, for the stormwater
management ponds at the subject facility prepared on your behalf by DS Atlantic and submitted
to the Division on January 25, 1999. Staff from the Wetlands Unit reviewed the plans and found
them acceptable.
If you have any questions regarding this matter, please contact Mr. Todd St. John at (919)
733-1786 ext. 260.
e 1 ,
John R. Dorney
Wet nds Unit Supervisor
cc: Mr. Todd St. John, Wetlands Unit
Raleigh Regional Office
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
ern
NCDENR
DIVISION OF WATER QUALITY

February 5, 1999
Memorandum To: John Dorney
From: Todd St. Joh
Subject: Paramount Ce ter
DWQ No. 980816
Wake County
I have reviewed the stormwater management plans for the subject project. The
applicant has reduced his parking lot size by 100 spaces to accommodate the stormwater
management structures. In addition to the required 85% TSS removal the applicant is
required to meet NBR requirements including sheet flow through the buffer.
The applicant converted one of the dry ponds into a wet pond (wet pond #2). The
subsequent wet pond will discharge into zone 2 (which is why a wet pond is necessary),
parallel to the stream. This configuration will spread the flow more than a perpendicular
sheet flow. Also, the discharge of the ten year storm will be reduced from 9.7 cfs to 1.5
cfs, greatly reducing the velocity. The surface area of this pond is 36% larger (surface
area) than required; however, a forebay could not be added to the plan. Also, the inlet is
located at the center of the pond instead of the end located furthest from the outlet. The
discharge is directed away from the outlet towards the far end of the pond. This
configuration is necessary to accommodate the collection system. Nevertheless, I
recommend that this pond design be approved because the inlet is directed toward the far
end of the pond and the pond is oversized.
Wet pond #1 also discharges to zone 2. The outlet will be directed parallel to the
stream and will have a discharge of 2.71 cfs in a ten year storm. This outlet had been
proposed directly into the stream at the road crossing. The pond design does not include a
forebay. However, because of its small size, the pond can easily be accessed for sediment
removal.
Both wet ponds encroach into zone 2. These ponds were originally to be dry
ponds but were converted to wet ponds because sheet flow could not be achieved through
the entire 50 foot buffer. However, stormwater structures can be permitted in the zone 2
if there is not practical alternative. The engineer has indicated that parking has already
been reduced below the minimum number of spaces desired by the developer to
accommodate stormwater management structures. Therefore, I propose that no practical

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alternative exists and that the use of zone 2 for stormwater management structures be
allowed in this instance.
Dry pond #1 will discharge through a 25 foot wide flow-spreading device before
it reaches zone 2. The discharge will be 2.87 cfs in a 10 year storm. The pond is 22%
larger than required (volume).
Dry pond #2 will also discharge through a 25 foot wide flow spreading device;
however, the device and part of the dam are located in zone 2. The discharge will be 2.4
cfs in a 10 year storm. The pond is also 45% larger than required (volume). There do not
appear to be any practical alternatives to the proposed configuration. The existence of the
dry pond will help reduce the peak flow and limit the erosive potential of the stormwater
discharge.
The stormwater management plan, proposed for this project, does not meet all of
the requirements of the Stormwater BMP Manual. However, the ponds are oversized,
according to my calculations, and should provide better protection for the stream and
surfaces waters than would have been provided by simply providing diffuse flow through
the buffer. The ponds should provide nutrient and TSS removal as well as a reduction in
peak flows. I recommend that the stormwater management plan be approved.
DSAtlantl'ec
February 3, 1999
Mr. Todd St. John
NCDENR
Division of Water Quality
Post Office Box 29535
Raleigh, North Carolina, 27626-0535
SUBJECT: LOT 8 - PARAMOUNT CENTER
MORRISVILLE, NORTH CAROLINA
DSAtlantic PROJECT NO. LIC037.000
Dear Todd:
On behalf of Weeks Corporation, we are transmitting herewith the signed and notarized Pond
Maintenance Agreement for the above referenced project.
If you have any questions concerning this submittal, please contact me at your first convenience. We
look forward to the approval of our project and appreciate your efforts to help us through the review
process.
Sincerely,
lr P---J4
Andrew R. Padiak, El
Project Manager
ARP
Attachments: As noted above
cc: Mr. Robert G. Yelverton - Weeks Corporation, w/ atts
Mr. Claude Medlin -- Weeks Corporation, w/ atts
Mr. Alan M. Maness, PE - DSAtIanlic Corporation, w/o atts
File w/o atts
801 Jones Franklin Road Suite 300 Raleigh, NC 27606
[phone] Fax: [phone] www.dsatiantic.com
i 11 ?I'-!i?. ? ¦ i??ii ?.?I;I ¦ ,? ¦ -i i'.?i I¦ I' ??i?.l? ¦ I; ii 11 `.1??.;r ?¦ ?, ir'?. AII',l. ?:t

POND MAINTENANCE REQUIREMENTS
Project Name: Lot 8 - Paramount Center - Dry Ponds # 1 & #2 and Wet Ponds # 1 & #2
Responsible Party: Weeks Corporation
Address: c/o Bob Yelverton
1800 Perimeter Park Drive, Suite 200
Morrisville, North Carolina 27560
Phone Number: [phone] Project Number: LIC037.000
1. Monthly (or after every runoff producing rainfall event if more frequent)
A. Remove debris from the trash rack.
B. Check and clear the orifice of any obstructions
C. Check the pond side slopes; remove trash, repair eroded areas before the next rainfall event.
D. Check the vegetative filter for sediment accumulation, erosion and proper operation of the flow
spreader mechanism. Repair as necessary.
II. Quarterly
A. Inspect the collection system (i.e., catch basins, piping, grassed swales) for proper functioning.
Clear accumulated trash from basin grates, and basin bottoms, and check piping for obstructions.
B. Pond inlet pipes will be checked for undercutting, riprap will be replaced, and broken pipes will be
repaired.
C. Grassed swales, including the vegetative filter, will be reseeded twice a year as necessary. Eroded
areas will be repaired immediately.
III. Biannually
A. Remove accumulated sediment from the bottom of the outlet structure.
B. Check the pond bottom elevation at various points in the pond. If bottom elevation is at or above
1.0 foot of the original design elevation, sediment will be removed to re-establish the original
design elevation.
IV. General
A. Cattails, and other indigenous wetland plants, are encouraged along the pond perimeter, however,
they must be removed when they cover the entire surface area of the pond.
B. The orifice is designed to draw down the pond in two to five days. If drawdown is not
accomplished in that time, the system may be clogged. The source of the clogging must be found
and eliminated. Wet Pond #2 must be drained with a submersible pump.
C. All components of the detention pond will be kept in good working order.

POND MAINTENANCE REQUIREMENTS (CONTINUED)
I, Bob Yelverton , hereby acknowledge that I am
an authorized representative of the financially responsibly party for maintenance of this detention pond. I will
ensure the performance of maintenance as outlined above, as part of the Certification of Compliance with
Stormwater a ulations received for this project.
Signature: ^-? Date: "eta Z ??999
lrl2tf I, f , a N to Public for the State of
County of , do hereby certify that
&he ti personally appeared before me this day of
(llI, and acknowledge the due execution of the foregoing instrument. Witness my hand and
seal
(Notary Public) (Seal)
My Commission Expires ?/j/99 NM
A
POND MAINTENANCE REQUIREMENTS
Project Name: Lot 8 - Paramount Center - Dry Ponds # I & #2 and Wet Ponds # 1 & #2
Responsible Party: Weeks Corporation
Address: c/o Bob Yelverton
1800 Perimeter Park Drive. Suite 200
Morrisville, North Carolina 27560
Phone Number: [phone] Project Number: LIC037.000
1. Monthly (or after every runoff producing rainfall event if more frequent)
A. Remove debris from the trash rack.
B. Check and clear the orifice of any obstructions
C. Check the pond side slopes; remove trash, repair eroded areas before the next rainfall event.
D. Check the vegetative filter for sediment accumulation, erosion and proper operation of the flow
spreader mechanism. Repair as necessary.
II. Quarterly
A. Inspect the collection system (i.e., catch basins, piping, grassed swales) for proper functioning.
Clear accumulated trash from basin grates, and basin bottoms, and check piping for obstructions.
B. Pond inlet pipes will be checked for undercutting, riprap will be replaced, and broken pipes will be
repaired.
C. Grassed swales, including the vegetative filter, will be reseeded twice a year as necessary. Eroded
areas will be repaired immediately.
III. Biannually
A. Remove accumulated sediment from the bottom of the outlet structure.
B. Check the pond bottom elevation at various points in the pond. If bottom elevation is at or above
1.0 foot of the original design elevation, sediment will be removed to re-establish the original
design elevation.
IV. General
A. Cattails, and other indigenous wetland plants, are encouraged along the pond perimeter, however,
they must be removed when they cover the entire surface area of the pond.
B. The orifice is designed to draw down the pond in two to five days. If drawdown is not
accomplished in that time, the system may be clogged. The source of the clogging must be found
and eliminated. Wet Pond #2 must be drained with a submersible pump.
C. All components of the detention pond will be kept in good working order.
POND MAINTENANCE REQUIREMENTS (CONTINUED)
I, Bob Yelverton , hereby acknowledge that I am
an authorized representative of the financially responsibly party for maintenance of this detention pond. I will
ensure the performance of maintenance as outlined above, as part of the Certification of Compliance with
Stormwater a ulations received for this project.
Signature: Date: 4e-13 Z ?qq9
I, l' , a N to Public for the State of
County of I' A7, , do hereby certify that
personally appeared before me this ZC/-- day of
1 19 , and acknowledge the due execution of the foregoing instrument. Witness my hand and
seal.
(Notary Public) (Seal)
My Commission ExpiresN M
R
POND MAINTENANCE REQUIREMENTS
Project Name: Lot 8 - Paramount Center - Dry Ponds #1, #2, & #3 and Wet Pond
Responsible Party: Weeks Corporation
Address: c/o Bob Yelverton
1800 Perimeter Park Drive, Suite 200
Morrisville. North Carolina 27560
Phone Number: [phone]
1. Monthly (or after every runoff producing rainfall event if more frequent)
A. Remove debris from the trash rack.
B. Check and clear the orifice of any obstructions
LIC037.000
C. Check the pond side slopes; remove trash, repair eroded areas before the next rainfall event.
D. Check the vegetative filter for sediment accumulation, erosion and proper operation of the flow
spreader mechanism. Repair as necessary.
II. Quarterly
A. Inspect the collection system (i.e., catch basins, piping, grassed swales) for proper functioning.
Clear accumulated trash from basin grates, and basin bottoms, and check piping for obstructions.
B. Pond inlet pipes will be checked for undercutting, riprap will be replaced, and broken pipes will be
repaired.
C. Grassed swales, including the vegetative filter, will be reseeded twice a year as necessary. Eroded
areas will be repaired immediately.
III. Biannually
A. Remove accumulated sediment from the bottom of the outlet structure.
B. Check the pond bottom elevation at various points in the pond. If bottom elevation is at or above
1.0 foot of the original design elevation, sediment will be removed to re-establish the original
design elevation.
IV. General
A. Cattails, and other indigenous wetland plants, are encouraged along the pond perimeter, however,
they must be removed when they cover the entire surface area of the pond.
B. The orifice is designed to draw down the pond in two to five days. If drawdown is not
accomplished in that time, the system may be clogged. The source of the clogging must be found
and eliminated.
Project Number:
C. All components of the detention pond will be kept in good working order.
POND MAINTENANCE REQUIREMENTS (CONTINUED)
I, Bob Yelverton , hereby acknowledge that I am
an authorized representative of the financially responsibly party for maintenance of this detention pond. I will
ensure the performance of maintenance as outlined above, as part of the Certification of Compliance with
Stormwater Regulations received for this project.
Signature:
I,
Date:
a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of
19 and acknowledge the due execution of the foregoing instrument. Witness my hand and
seal.
(Notary Public) (Seal)
My Commission Expires
f
DSAtlantl*c
January 25, 1999
Mr. Todd St. John
NCDENR
Division of Water Quality
Post Office Box 29535
Raleigh, North Carolina, 27626-0535
SUBJECT: LOT 8 - PARAMOUNT CENTER
MORRISVILLE, NORTH CAROLINA
DSAtlantic PROJECT NO. LIC037.000
Dear Todd:
AN 2 5 IM
On behalf of Weeks Corporation and pursuant to our meeting on January 20, 1999, we are transmitting
herewith the comments and responses for the first review of the above referenced project. Also, please
find the attached one full-sized set and one half-scaled set of revised plans.
REVIEW COMMENTS:
1. Comment: Dry Pond #3 - Convert to a wet pond to obtain 85% TSS Removal. Increase the
storage volume in the pond and demonstrate that the volume and velocity of the water
exiting the outlet barrel is non-erosive.
Response: We have converted the dry pond to a wet pond. We reduced the volume of water
exiting the outlet barrel during a 10 year storm from 9.74 cfs to only 1.54 cfs. We
were not able to increase the size of the outlet protection due to space constraints.
Also, the small volume of water that passes through the outlet barrel during the 10
year storm would quickly be dissipated by the outlet protection shown.
2
3
Comment: Dry Pond #1 - Spread the flow exiting the outlet barrel to create more of a sheet flow
situation.
Response: We increased the size of the outlet protection to be nearly twice the size as shown on
the previous submittal. Also, we labeled the outlet protection pad to have a 0% slope
on detail #1 on the pond sheets. This should allow the water to be dispersed into
more of a sheet flow condition.
Comment: Dry Pond 42 - Spread the flow exiting the outlet barrel to create more of a sheet flow
situation.
Response: As we did for Dry Pond #1, we increased the size of the outlet protection to the 30
foot buffer.
801 Jones Franklin Road Suite 300 Raleigh, NC 27606
[phone] Fax: [phone] www.dsatiantic.com

r Mr. Todd St. John
NCDENR
January 25, 1999
Page 2
4. Comment: Wet Pond - Pond configuration is adequate, however, relocate the riser to the
northeast corner of the pond and extend the barrel along the toe of slope of the
parking lot instead of through the headwall for Culvert #2.
Response: The riser/barrel was relocated to the northeast corner of the pond as shown on sheet
C6.2.
5. Comment: Specify vegetation for the dry ponds.
Response: We have specified vegetation for the dry ponds as shown on the cross-sectional detail
on sheet C6.1.
We trust these items will be to your satisfaction. Upon completion of your review, please transmit any
comments you may have. If you have any questions concerning this submittal, please contact me at your
first convenience.
Sincerely,
?'j4d r. U?k
Andrew R. Padiak, El
Project Manager
ARP
Attachments: As noted above
cc: Mr. Robert G. Yelverton - Weeks Corporation, w/ atts
Mr. Claude Medlin - Weeks Corporation, w/ atts
Mr. Alan M. Maness, PE - DSAtlantic Corporation, w/o atts
File w/o atts
DSAdantic
WET POND #2
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
WET-POND-2. xls 1/22/99
WATERSHED DATA
Lot 8 - Paramount Center - Wet Pond #2

WATERSHED
No. DRAINAGE AR
Measure No.I Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 9.02 8.95 8.98 8.98

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 877 24

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 8.98 ac 4.86 ac 0.92 ac * 64.34%

WET-POND-2. xis 1/22/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp:
INPUT OUTPUT

L= 877 ft
H= 24 ft Tc = 5.8 minutes
9= 195 (10 year
h= 22 storm) 1= 7.02 in/hr
A= 8.98 acres
C= 0.66 QP10 = 42 cfs
g = 290 (100 year
h = 25 storm)
SOLUTION - Tp:
I = 9.43 in/hr
QP1oo = 56 cfs
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 4.71 in
CN = 68 Q* = 1.14 in
TP,o = 10.7 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.47 in
TP100 = 17.3 minutes
TERMINOLOGY
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Wet Pond #2
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q' = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
WET-POND-2. xls 1/22/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Wet Pond #2
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

334 5523 0 0
336 9599 15122 15122 2 9.6239 0.6931 2.03
338 14001 23600 38722 4 10.5642 1.3863 3.89
340 18903 32904 71626 6 11.1792 1.7918 5.93
342 23802 42705 114331 8 11.6469 2.0794 8.19
STAGE-STORAGE FUNCTION:
S=KS*Zb
where: b = 1.45 and KS = 5392
Stage-Storage Function
18
16
14
12
10
N
C
8
6
4
2
0
< , t s
r
(r1''' A ? rt{ r k ? h i ??, T r Y I
s: r
r r ` r T
0.5
0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5
In Z
WET-POND-2. xls 1/22/99
POND VOLUME CALCULATIONS
Lot 8 - Paramount Center - Wet Pond #2
CALCULATE IMPERVIOUS AREA:
Drainage area = 8.98 ac.
Impervious area = 5.78 ac.
Percent Impervious = 64.34%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 6 foot permanent pool depth
Use Table 5. L.1 in Stormwater Management Guidance Manual and interpolate.
SA/DA = 2.75%
For Depth of Pool= 3 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area = 0.25 ac. or 10761 sf.
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.63 DA = 8.98 ac
Volume = Rv x 1" x Drainage Area = 0.47 ac.-ft. or 20506 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q' = Runoff Depth, (in)
CHA/NSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.30 ac Peak Stage = 339.40 ft
Maximum Surface Area = 0.39 ac Rise = 2.40 ft
Peak Outflow = 1.54 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.00 ft
Qp = 42 cfs Lr = 3 ft Barrel:
Tp = 10.7 min Wr = 3 ft Nb = 1
dT = 1 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 5392 Zcr = 339.25 ft Zinv = 336.50 ft
b = 1.45 Drawdown Pipe: Emergency Spillway:
Zo = 334.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.00 in Zcr = 0.00 ft
Z; = 337.00 ft Zcr = 337.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
u u 401v". !J JJ/.VV U 0.0 0,0 O.U U.U
1 1 26594.13 337.00 0 0.0 0.0 0.0 0.0
2 3 26647.36 337.00 0 0.0 0.0 0.0 0.0
3 8 26855.73 337.02 0 0.0 0.0 0.0 0.0
4 13 27307.96 337.06 0 0.0 0.0 0.0 0.0
5 19 28071.95 337.11 0 0.0 0.0 0.0 0.0
6 25 29189.07 337.20 0 0.0 0.0 0.0 0.0
7 30 30670.58 337.31 0 0.0 0.0 0.0 0.0
8 35 32496.71 337.44 0 0.0 0.0 0.0 0.0
9 39 34618.31 337.60 0 0.0 0.0 0.0 0.0
10 41 36961.05 337.76 0 0.0 0.0 0.0 0.0
11 42 39431.77 337.93 0 0.0 0.0 0.0 0.0
12 40 41926.40 338.10 0 0.0 0.0 0.0 0.0
13 37 44338.83 338.27 0 0.0 0.0 0.0 0.0
14 33 46569.97 338.41 0 0.0 0.0 0.0 0.0
15 29 48556.75 338.54 0 0.0 0.0 0.0 0.0
16 26 50316.71 338.65 0 0.0 0.0 0.0 0.0
17 23 51875.75 338.75 0 0.0 0.0 0.0 0.0
18 20 53256.81 338.84 0 0.0 0.0 0.0 0.0
19 18 54480.19 338.92 0 0.0 0.0 0.0 0.0
20 16 55563.91 338.98 0 0.0 0.0 0.0 0.0
21 14 56523.91 339.04 0 0.0 0.0 0.0 0.0
22 13 57374.31 339.09 0 0.0 0.0 0.0 0.0
23 11 58127.62 339.14 0 0.0 0.0 0.0 0.0
24 10 58794.93 339.18 0 0.0 0.0 0.0 0.0
25 9 59386.06 339.22 0 0.0 0.0 0.0 0.0
26 8 59909.70 339.25 0 0.0 0.0 0.0 0.0
27 7 60373.57 339.28 0 0.1 6.9 8.7 0.0
28 6 60777.89 339.30 0 0.3 97 8.7 0.0
29 5 61123.91 339.32 1 0.5 11.5 8.7 0.0
30 5 61416.02 339.34 1 0.7 12.9 8.8 0.0
31 4 61659.35 339.35 1 0.9 13.9 8.8 0.0
32 4 61859.17 339.36 1 1.0 14.7 8.8 0.0
33 3 62020.55 339.37 1 1.2 15.3 8.8 0.0
34 3 62148.25 339.38 1 1.3 15.7 8.9 0.0
35 3 62246.67 339.39 1 1.4 16.1 8.9 0.0
36 2 62319.78 339.39 1 1.4 16.3 8.9 0.0
37 2 62371.15 339.40 1 1.5 16.5 8.9 0.0
38 2 62403.94 339.40 2 1.5 16.6 8.9 0.0
39 2 62420.97 339.40 2 1.5 16.7 8.9 0.0
40 1 62424.68 339.40 2 1.5 16.7 8.9 0.0
WET-POND-2.xls 1/22/99
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Wet Pond
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 339.25 ft
Diameter of Drains = 2.0 in Ending Water Elevation = 337.00 ft
Orifice Coefficient = 0.60 ft Average Head = 1.13 ft
Elevation of Drains = 337.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 0.11 cfs
Vol of Storage Required = 20506 cf
Volume of Storage = 21467 cf OK
Length of Drawdown = 192647 sec or 2.23 days OK
Permanent Pool Drawdown
Bottom drain must completely drain pond In less than 24 hours
INPUT
Number of Drains = 1 Starting Water Elevation = 337.00 ft
Diameter of Drains = 8.0 in Ending Water Elevation = 334.00 ft
Orifice Coefficient = 0.60 ft Average Head = 1.50 ft
Elevation of Drains = 334.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 2.06 cfs
Volume of Storage = 1970 cf
Length of Drawdown = 957 sec or 0.27 hours OK
50
40
30
m
m
r
u
T) 20
D
10
0
0
341.00
340.00
339.00
338.00
Q
337.00
336.00
335.00
10 20 30 40
Time (min)
STAGE-DISCHARGE FUNCTION
50
0.0 0.5 1.0 1.5
DISCHARGE (cfs)
WET-POND-2. xls
2.0
1/22/99
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.30 ac Peak Stage = 340.33
Maximum Surface Area = 0.41 ac Rise = 3.33 ft
Peak Outflow = 10.57 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.00 ft
Qp = 56 cfs Lr = 3 ft Barrel:
Tp = 17.3 min Wr = 3 ft Nb = 1
dT = 1 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 5392 Zcr = 339.25 ft Zinv = 336.50 ft
b = 1.45 Drawdown Pipe: Emergency Spillway:
Zo = 334.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.00 in Zcr = 0.00 ft
Z; = 337.00 ft Zcr = 337.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
V V coong.Ia ooi.UU U U.U U.U U.U U.U
1 0 26594.13 337.00 0 0.0 0.0 0.0 0.0
2 2 26621.81 337.00 0 0.0 0.0 0.0 0.0
3 4 26731.61 337.01 0 0.0 0.0 0.0 0.0
4 7 26975.27 337.03 0 0.0 0.0 0.0 0.0
5 11 27400.10 337.06 0 0.0 0.0 0.0 0.0
6 15 28047.43 337.11 0 0.0 0.0 0.0 0.0
7 20 28951.25 337.18 0 0.0 0.0 0.0 0.0
8 25 30137.08 337.27 0 0.0 0.0 0.0 0.0
9 30 31621.13 337.38 0 0.0 0.0 0.0 0.0
10 35 33409.76 337.51 0 0.0 0.0 0.0 0.0
11 40 35499.28 337.66 0 0.0 0.0 0.0 0.0
12 44 37876.07 337.83 0 0.0 0.0 0.0 0.0
13 48 40517.02 338.01 0 0.0 0.0 0.0 0.0
14 51 43390.30 338.20 0 0.0 0.0 0.0 0.0
15 54 46456.40 338.40 0 0.0 0.0 0.0 0.0
16 55 49669.47 338.61 0 0.0 0.0 0.0 0.0
17 56 52978.79 338.82 0 0.0 0.0 0.0 0.0
18 56 56330.45 339.03 0 0.0 0.0 0.0 0.0
19 55 59669.18 339.23 0 0.0 0.0 0.0 0.0
20 53 62940.10 339.43 2 2.0 18.3 9.0 0.0
21 50 65968.05 339.61 6 5.8 25.9 9.3 0.0
22 34 68603.40 339.76 10 9.9 31.0 9.6 0.0
23 32 70098.15 339.85 10 12.4 33.5 9.7 0.0
24 30 71433.50 339.92 10 14.9 35.6 9.9 0.0
25 28 72621.51 339 99 10 17.2 37.3 10.0 0.0
26 26 73673.29 340.05 10 19.3 38.8 10.1 0.0
27 24 74599.14 340.10 10 21.3 40.0 10.2 0.0
28 22 75408.55 340.15 10 23.0 41.1 10.3 0.0
29 20 76110.30 340.19 10 24.5 42.0 10.3 0.0
30 19 76712.53 340.22 10 25.8 42.7 10.4 0.0
31 18 77222.76 340.25 10 27.0 43.3 10.4 0.0
32 16 77647.96 340.27 10 28.0 43.8 10.5 0.0
33 15 77994.58 340.29 10 28.7 44.2 10.5 0.0
34 14 78268.59 340.31 11 29.4 44.6 10.5 0.0
35 13 78475.52 340.32 11 29.9 44.8 10.5 0.0
36 12 78620.51 340.33 11 30.2 45.0 10.6 0.0
37 11 78708.30 340.33 11 30.4 45.1 10.6 0.0
38 10 78743.31 340.33 11 30.5 45.1 10.6 0.0
39 10 78729.61 340.33 11 30.4 45.1 10.6 0.0
40 9 78670.99 340.33 11 30.3 45.0 10.6 0.0
41 8 78570.96 340.32 11 30.1 44.9 10.6 0.0
42 8 78432.77 340.32 11 29.8 44.8 10.5 0.0
70
60
50
w
40
m
a
m
H 30
'o
20
10
0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
STAGE-DISCHARGE FUNCTION
342.00
I
i
341.00
340.00
339.00
w
D
a
v~i 338.00
337.00
336.00
335.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13
DISCHARGE (cfs)
WET-POND-2. xls 1/22/99

Project No. DWQ 980816
Project Name: Paramount Center
SUBMITTED DESIGN:
REQUIRED DESIGN:
elevations status
Bottom of Basin (ft) 334
Permanent Pool (ft) 337 3 ft. depth ok
Temporary Pool (ft) 339.25 2.25 ft. depth ok
areas
Permanent Pool SA (sq ft) 13068 9594 sq. ft. ok
Drainage Area (ac) 5.98
Impervious Area (ac) 5.78 96.7 % -
volumes
Permanent Pool (cu ft) 92864
Temporary Pool (cu ft) 21467 19969 cu. ft. ok
Forebay (cu ft) 0 0.0% check forebay
other parameters
SAIDA 2.03 3.68
Orifice Diameter (in) 2 0.11 efs drawdown
Design Rainfall (in) 1 2.2 day drawdown ok
Linear Interpolation of Correct SA/DA***
0/0 Impervious
Next Lowest 70
Project Impervious 96.7
Next Highest 100
3 ft. Permanent Pool Depth
SAIDA from Table
2.75
3.68
3.8
NOTES:
*This spreadsheet is designed to perform a quick preliminary check of design requirements and should not
be considered a complete evaluation of any project. Use 'tab' instead of 'enter' to automatically advance
to the next data entry window.
**This spreadsheet is designed to roughly calculate the draw-down time using the average temporary pool
depth and the orifice equation to estimate the change in driving head over time.
***Calculation of the required design parameters requires the SAIDA be computed in the linear
interpolation table provided. If the project % impervious is an even value that can be found directly in
the table then enter this as either the next higher or lower value and complete the table.
pu,,L6? I
Project No. DWQ 980816
Project Name: Paramount Center
SUBMITTED DESIGN:
REQUIRED DESIGN:
elevations status
Bottom of Basin (ft) 326
Permanent Pool (ft) 329 3 ft. depth ok
Temporary Pool (ft) 330.25 1.25 ft. depth ok
areas
Permanent Pool SA (sq ft) 3920.4 2322 sq. ft. ok
Drainage Area (ac) q36 Impervious Area (ac) 171.6 %
volumes
Permanent Pool (cu ft) 17246
Temporary Pool (cu ft) 5452 4788 cu. ft. ok
Forebay (cu ft) 0 0.0% check forebay
other parameters
SAIDA 2.03 2.81 -
Orifice Diameter (in) 1 0.02 cfs drawdown
Design Rainfall (in) 1 3.0 day drawdown ok
Linear Interpolation of Correct SAIDA***
010 Impervious
Next Lowest 70
Project Impervious 71.6
Next Highest 80
3 ft. Permanent Pool Depth
SAIDA from Table
2.75
2.81
3.1
NOTES:
*This spreadsheet is designed to perform a quick preliminary check of design requirements and should not
be considered a complete evaluation of any project. Use 'tab' instead of 'enter' to automatically advance
to the next data entry window.
**This spreadsheet is designed to roughly calculate the draw-down time using the average temporary pool
depth and the orifice equation to estimate the change in driving head over time.
***Calculation of the required design parameters requires the SAIDA be computed in the linear
interpolation table provided. If the project % impervious is an even value that can be found directly in
the table then enter this as either the next higher or lower value and complete the table.
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a dry detention basin worksheet for each
basin, design calculations, plans and specifications showing all basin and outlet structure details, and a
fully executed operation and maintenance agreement. An incomplete submittal package will result in a
request for additional information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person: Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:
Drainage Area: acres Percent Impervious Area:_
II. REQUIRED ITEMS CHECKLIST

The following checklist outlines design requirements per the Stormwater Best Management Practices
Manual (N.C. Department of Environment, Health and Natural Resources, November 1995) and
Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A small permanent pool at outlet orifice is provided to reduce clogging.
An emergency drain to completely empty the basin is provided.
Vegetation plan prepared by a licensed professional is specified.
Basin to be stabilized within 14 days of construction is specified.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85% TSS removal efficiency is provided.
Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
- Mow grass at least twice annually
- Remove trash and debris upon accumulation and at least twice annually
- Inspect for proper operation at least twice annually including:
- outlet clogging or too rapid a release
- erosion on banks
t)-sAtlanti'*C
January 11, 1999
Mr. Todd St. John
NCDENR
Division of Water Quality
Post Office Box 29535
Raleigh, North Carolina, 27626-0535
SUBJECT: LOT 8 - PARAMOUNT CENTER
MORRISVILLE, NORTH CAROLINA
DSAtlantic PROJECT NO. LIC037.000
Dear Todd:
On behalf of Weeks Corporation and pursuant to your 401 Water Quality Certification dated
November 4, 1998, we are transmitting herewith the stormwater plan for the above referenced project.
We have designed three dry detention ponds and one wet detention pond in combination with stream
buffers to serve this site. This submittal includes the following items:
1. Three (3) sets of plans
2. Three (3) sets of design calculations
3. One (1) copy of the Pond Maintenance Agreement
We trust all these items will be to your satisfaction. If you have any questions concerning this
transmittal please contact me at your first convenience.
Si erely,
lan M. Ma es, P.E.
Vice President
Site/Municipal Engineering Group
AMM/kj
Attachments: As noted above
cc: Mr. Robert G. Yelverton - Weeks Corporation w/ atts
Mr. Andrew R. Padiak, EI, DSAtlantic Corporation w/o atts
File w/o atts
801 Jones Franklin Road Suite 300 Raleigh, NC 27606
[phone] Fax: [phone] www.dsatlantic.com
¦ ¦ ¦ ¦ ¦ ¦
0 WE A No
DSAdantic
DRY POND #1
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
?•A
;.?
SE L
(122J`IN
a
o
("6- 09?_.p J
%0 G114
M. M
DRY-POND-1. xls 1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #1

WATERSHED
No. DRAINAGE AR
Measure No.I Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 6.88 6.80 6.85 6.84

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 433 19

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 6.84 ac 3.77 ac 1.11 ac * 71.31%

DRY-POND-1. xls 1/4/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #1
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
INPUT OUTPUT

L= 433 ft
H= 19 ft Tc = 5.0 minutes
9 = 195 (10 year
h= 22 storm) 11= 7.22 in/hr
A= 6.84 acres
C= 0.62 Q010 = 31 cfs
g = 290 (100 year
h = 25 storm)
1= 9.67 in/hr
= 41 cfs
SOLUTION - Tp:
Pn6 = 3.90 in (10 Year Storm)
CN = 66
S = 5.15 in
Q* = 1.03 in
T,10 = 10.0 minutes
Q* = 2.29 in
Tp1oo = 16.7 minutes
TERMINOLOGY
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Pn6 = 5.80 in (100 Year Storm)
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
DRY-POND-1.xls 1/4/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Pond #1
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

335.5 1684 0 0
336 4642 1582 1581.5 0.5 7.3661 -0.6931 0.51
338 8689 13331 14912.5 2.5 9.6100 0.9163 2.34
340 14398 23087 37999.5 4.5 10.5453 1.5041 4.41
342 21145 35543 73542.5 6.5 11.2056 1.8718 6.89
STAGE-STORAGE FUNCTION:
S=Ks*Zb
where: b = 1.48 and
Stage-Storage Function
18
16
14
12
10
c
8
6
4
2
0
KS = 4235
0.5 1.0 1.5 2.0 2.5
In Z
DRY-POND-1.xls 1/5/99
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.07 ac Peak Stage = 338.72 ft
Maximum Surface Area = 0.25 ac Rise = 2.97 ft
Peak Outflow = 2.87 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.00 ft
Qp = 31 cfs Lr = 3 ft Barrel:
Tp = 10.0 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 4235 Zcr = 338.50 ft Zinv = 335.50 ft
b = 1.48 Drawdown Pipe: Emergency Spillway:
Zo = 335.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 335.75 ft Zcr = 335.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
-U-4 o .iU v 0.0 0.0 0.0 U.U
2 3 545.02 335.75 0 0.0 0.0 0.0 0.0
4 11 897.55 335.85 0 0.0 0.0 0.0 0.0
6 20 2172.48 336.14 0 0.0 0.0 0.0 0.0
8 28 4585.96 336.56 0 0.0 0.0 0.0 0.0
10 31 7917.53 337.03 0 0.0 0.0 0.0 0.0
12 28 11594.64 337.48 0 0.0 0.0 0.0 0.0
14 21 14912.26 337.84 0 0.0 0.0 0.0 0.0
16 17 17488.36 338.11 0 0.0 0.0 0.0 0.0
18 13 19473.62 338.31 0 0.0 0.0 0.0 0.0
20 10 21003.53 338.45 0 0.0 0.0 0.0 0.0
22 8 22182.55 338.56 0 0.4 11.0 9.2 0.0
24 6 23038.72 338.64 1 1.5 16.4 9.4 0.0
26 4 23562.90 338.69 2 2.3 19.0 9.5 0.0
28 3 23830.72 338.72 3 2.7 20.1 9.5 0.0
30 3 23921.06 338.72 3 2.9 20.5 9.5 0.0
32 2 23897.23 338.72 3 2.8 20.4 9.5 0.0
34 2 23804.89 338.71 3 2.7 20.0 9.5 0.0
36 1 23675.02 338.70 2 2.4 19.5 9.5 0.0
38 1 23527.78 338.69 2 2.2 18.8 9.4 0.0
40 1 23375.84 338.67 2 2.0 18.1 9.4 0.0
42 1 23226.83 338.66 2 1.7 17.4 9.4 0.0
44 0 23085.09 338.65 2 1.5 16.7 9.4 0.0
46 0 22952.87 338.64 1 1.3 16.0 9.3 0.0
48 0 22831.10 338.62 1 1.2 15,3 9.3 0.0
50 0 22719.90 338.61 1 1.0 14.6 9.3 0.0
52 0 22618.92 338.60 1 0.9 14.0 9.3 0.0
54 0 22527.56 338.60 1 0.8 13.4 9.3 0.0
56 0 22445.08 338.59 1 07 12.9 9.3 0.0
58 0 22370.69 338.58 1 0.6 12.4 9.2 0.0
60 0 22303.63 338.58 1 0.6 11.9 9.2 0.0
62 0 22243.16 338.57 0 0.5 11.4 9.2 0.0
64 0 22188.58 338.56 0 0.4 11.0 9.2 0.0
66 0 22139.29 338.56 0 0.4 10.6 9.2 0.0
68 0 22094.70 338.56 0 0.4 10.2 9.2 0.0
70 0 22054.30 338.55 0 0.3 9.9 9.2 0.0
72 0 22017.65 338.55 0 0.3 9.5 9.2 0.0
74 0 21984.34 338.55 0 0.3 9.2 9.2 0.0
76 0 21954.00 338.54 0 0.2 8.9 9.2 0.0
78 0 21926.32 338.54 0 0.2 8.7 9.2 0.0
80 0 21901.02 338.54 0 0.2 8.4 9.2 0.0
DRY-POND-1. xls 116199
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Pond #1
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 338.50 ft
Diameter of Drains = 1.5 in Ending Water Elevation = 335.75 ft
Orifice Coefficient = 0.60 ft Average Head = 1.38 ft
Elevation of Drains = 335.75 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.07 cfs
Vol of Storage Required = 17178 cf
Volume of Storage = 20956 cf OK
Length of Drawdown = 302420 sec or 3.50 days OK

40
30
u
m
20
?o
r
u
N_
10
0
0
341.00
340.00
339.00
338.00
Q
337.00
336.00
335.00
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
10 20 30
Time (min)
STAGE-DISCHARGE FUNCTION
40
50
ICI
0
DRY-POND-l.xls
1 2
DISCHARGE (cfs)
3 4
115199
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.07 ac Peak Stage = 339.62 ft
Maximum Surface Area = 0.28 ac Rise = 3.87 ft
Peak Outflow = 11.03 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.00 ft
Qp = 41 cfs Lr = 3 ft Barrel:
Tp = 16.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 4235 Zcr = 338.50 ft Zinv = 335.50 ft
b = 1.48 Drawdown Pipe: Emergency Spillway:
Zo = 335.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 335.75 ft Zcr = 335.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
V V J9J.UL JJJ./D U V.U U.U U.U U.U
2 1 545.02 335.75 0 0.0 0.0 0.0 0.0
4 6 718.11 335.80 0 0.0 0.0 0.0 0.0
6 12 1386.13 335.97 0 0.0 0.0 0.0 0.0
8 19 2801.30 336.26 0 0.0 0.0 0.0 0.0
10 27 5110.71 336.64 0 0.0 0.0 0.0 0.0
12 34 8335.68 337.08 0 0.0 0.0 0.0 0.0
14 38 12368.71 337.56 0 0.0 0.0 0.0 0.0
16 41 16988.63 338.06 0 0.0 0.0 0.0 0.0
18 40 21891.71 338.54 0 0.2 8.3 9.2 0.0
20 37 26711.57 338.97 9 8.8 29.8 10.0 0.0
22 24 30101.10 339.27 10 18.1 37.9 10.5 0.0
24 20 31711.42 339.40 11 23.1 41.1 10.7 0.0
26 17 32880.89 339.50 11 26.9 43.3 10.8 0.0
28 15 33677.30 339.56 11 29.6 44.7 10.9 0.0
30 13 34158.14 339.60 11 31.3 45.5 11.0 0.0
32 11 34372.26 339.62 11 32.0 45.9 11.0 0.0
34 9 34361.30 339.62 11 32.0 45.8 11.0 0.0
36 8 34160.78 339.60 11 31.3 45.5 11.0 0.0
38 7 33801.05 339.57 11 30.0 44.9 11.0 0.0
40 6 33308.05 339.53 11 28.4 44.0 10.9 0.0
42 5 32703.97 339.48 11 26.3 43.0 10.8 0.0
44 4 32007.84 339.43 11 24.1 41.7 10.7 0.0
46 4 31235.95 339.36 11 21.6 40.2 10.6 0.0
48 3 30402.29 339.29 10 19.0 38.6 10.5 0.0
50 3 29518.88 339.22 10 16.4 36.7 10.4 0.0
52 2 28596.03 339.14 10 13.8 34.6 10.2 0.0
54 2 27642.64 339.06 10 11.2 32.3 10.1 0.0
56 2 26666.37 338.97 9 8.7 29.7 10.0 0.0
58 1 25823.54 338.90 7 6.7 27.3 9.8 0.0
60 1 25189.86 338.84 5 5.3 25.2 9.7 0.0
62 1 24697.82 338.79 4 4.3 23.5 9.6 0.0
64 1 24305.47 338.76 4 3.6 22.1 9.6 0.0
66 1 23985.62 338.73 3 3.0 20.8 9.5 0.0
68 1 23720.05 338.71 3 2.5 19.7 9.5 0.0
70 1 23496.10 338.69 2 2.2 18.7 9.4 0.0
72 0 23304.81 338.67 2 1.9 17.8 9.4 0.0
74 0 23139.62 338.65 2 1.6 16.9 9.4 0.0
76 0 22995.66 338.64 1 1.4 16.2 9.4 0.0
78 0 22869.20 338.63 1 1.2 15.5 9.3 0.0
80 0 22757.39 338.62 1 1.1 14.9 9.3 0.0
82 0 22657.95 338.61 1 1.0 14.3 9.3 0.0
84 0 22569.09 338.60 1 0.9 13.7 9.3 0.0
50
40
42 30
m
E,
?o
L
u
V 20
o
10
0
0
10
20 30 40
Time (min)
STAGE-DISCHARGE FUNCTION
50 60
342.00
341.00
340.00
339.00
y?
338.00
x
337.00
Q
336.00
335.00
334.00
333.00
332.00
0 1 2 3 4 5 6 7 8 9 10 11 12
DISCHARGE (cfs)
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
Riprap Velocity Dissipator Pad
DRYPOND #1
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCOEHVR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.87 cfs (from Chainsaw Routing Sheet)
V= 2.3 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 8 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft. Use: 4 ft
W = 9.25 ft. Use: 10 ft
Step 4. d-max 0.75 ft. Maximum Stone Diameter (1.5*d-50)
d-max 9 in. Class "B" Rip-Rap
Step 5. Thickness = 1.1 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 14 in. Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
v
DSAdantic
DRY POND #1
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
CARP
Q i
\\ m^mi,13tI n
?FESS/G??' ?`-
SEAL
022092 p'.
w u
??q! FNGINE??
''?, N M. MPS ..
DRY-POND-1.xls
1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #1

WATERSHED
No. DRAINAGE AR
Measure No.l Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 6.88 6.80 6.85 6.84

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 433 19

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 6.84 ac 3.77 ac 1.11 ac * 71.31%

DRY-POND-1.As 1/4/99

HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #1
BACKGROUND: Use the Rational Method
REFERENCES: (Malcom, 1991; Wanielista, 1990)
SOLUTION - Qp: Use the Kirpich Equation & the Rational Method
INPUT OUTPUT

L= 433 ft
H= 19 ft Tc = 5.0 minutes
9= 195 (10 year
h= 22 storm) I= 7.22 in/hr
A= 6.84 acres
C= 0.62 QP10 = 31 cfs
g = 290 (100 year
h = 25 storm)
I = 9.67 in/hr
QP1oo = 41 cfs
SOLUTION - To:
Pn6 = 3.90 in (10 Year Storm)
CN = 66
Pn6 = 5.80 in (100 Year Storm)
S = 5.15 in
Q* = 1.03 in
TP10 = 10.0 minutes
Q* = 2.29 in
TP,oo = 16.7 minutes
TERMINOLOGY
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pr6 = Precipitation from 6 hr storm (in)
CN = Curve Number
DRY-POND-1.xls
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
1/4/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Pond #1
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

335.5 1684 0 0
336 4642 1582 1581.5 0.5 7.3661 -0.6931 0.51
338 8689 13331 14912.5 2.5 9.6100 0.9163 2.34
340 14398 23087 37999.5 4.5 10.5453 1.5041 4.41
342 21145 35543 73542.5 6.5 11.2056 1.8718 6.89
STAGE-STORAGE FUNCTION:
S=Ks*Zb
where-. b = 1.48 and KS = 4235
Stage-Storage Function
18
16
14
12
10
c
8
6
4
2
0
0.5
1.0 1.5 2.0 2.5
In Z
DRY-POND-1.xls 1/5/99
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.07 ac Peak Stage = 338.72 ft
Maximum Surface Area = 0.25 ac Rise = 2.97 ft
Peak Outflow = 2.87 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.00 ft
Qp = 31 cfs Lr = 3 ft Barrel:
Tp = 10.0 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 4235 Zcr = 338.50 ft Zinv = 335.50 It
b = 1.48 Drawdown Pipe: Emergency Spillway:
Zo = 335.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 335.75 ft Zcr = 335.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
v u 545.02 335.75 u 0.0 0.0 0.0 0.0
2 3 545.02 335.75 0 0.0 0.0 0.0 0.0
4 11 897.55 335.85 0 0.0 0.0 0.0 0.0
6 20 2172.48 336.14 0 0.0 0.0 0.0 0.0
8 28 4585.96 336.56 0 0.0 0.0 0.0 0.0
10 31 7917.53 337.03 0 0.0 0.0 0.0 0.0
12 28 11594.64 337.48 0 0.0 0.0 0.0 0.0
14 21 14912.26 337.84 0 0.0 0.0 0.0 0.0
16 17 17488.36 338.11 0 0.0 0.0 0.0 0.0
18 13 19473.62 338.31 0 0.0 0.0 0.0 0.0
20 10 21003.53 338.45 0 0.0 0.0 0.0 0.0
22 8 22182.55 338.56 0 0.4 11.0 9.2 0.0
24 6 23038.72 338.64 1 1.5 16.4 9.4 0.0
26 4 23562.90 338.69 2 2.3 19.0 9.5 0.0
28 3 23830.72 338.72 3 2.7 20.1 9.5 0.0
30 3 23921.06 338.72 3 2.9 20.5 9.5 0.0
32 2 23897.23 338.72 3 2.8 20.4 9.5 0.0
34 2 23804.89 338.71 3 2.7 20.0 9.5 0.0
36 1 23675.02 338.70 2 2.4 19.5 9.5 0.0
38 1 23527.78 338.69 2 2.2 18.8 9.4 0.0
40 1 23375.84 338.67 2 2.0 18.1 9.4 0.0
42 1 23226.83 338.66 2 1.7 17.4 9.4 0.0
44 0 23085.09 338.65 2 1.5 16.7 9.4 0.0
46 0 22952.87 338.64 1 1.3 16.0 9.3 0.0
48 0 22831.10 338.62 1 1.2 15.3 9.3 0.0
50 0 22719.90 338.61 1 1.0 14.6 9.3 0.0
52 0 22618.92 338.60 1 0.9 14.0 9.3 0.0
54 0 22527.56 338.60 1 0.8 13.4 9.3 0.0
56 0 22445.08 338.59 1 0.7 12.9 9.3 0.0
58 0 22370.69 338.58 1 0.6 12.4 9.2 0.0
60 0 22303.63 338.58 1 0.6 11.9 9.2 0.0
62 0 22243.16 338.57 0 0.5 11.4 9.2 0.0
64 0 22188.58 338.56 0 0.4 11.0 9.2 0.0
66 0 22139.29 338 56 0 0.4 10.6 9.2 0.0
68 0 22094.70 338.56 0 0.4 10.2 9.2 0.0
70 0 22054.30 338 55 0 0.3 9.9 9.2 0.0
72 0 22017.65 338.55 0 0.3 9.5 9.2 0.0
74 0 21984.34 338.55 0 0.3 9.2 9.2 0.0
76 0 21954.00 338.54 0 0.2 8.9 9.2 0.0
78 0 21926.32 338.54 0 0.2 8.7 9.2 0.0
80 0 21901.02 338.54 0 0.2 8.4 9.2 0.0
DRY-POND-1. xls 1/6/99
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Pond #1
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 338.50 ft
Diameter of Drains = 1.5 in Ending Water Elevation = 335.75 ft
Orifice Coefficient = 0.60 ft Average Head = 1.38 ft
Elevation of Drains = 335.75 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.07 cfs
Vol of Storage Required = 17178 cf
Volume of Storage = 20956 cf OK
Length of Drawdown = 302420 sec or 3.50 days OK

40
30
v
m
O7 20
a
L
V
N
O
10
0
0
341.00
340.00
339.00
Lq 338.00
I-
337.00
336.00
335.00
10 20 30 40
Time (min)
STAGE-DISCHARGE FUNCTION
50
0 1 2 3 4
DISCHARGE (cfs)
DRY-POND-1. xis 115199
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.07 ac Peak Stage = 339.62 ft
Maximum Surface Area = 0.28 ac Rise = 3.87 ft
Peak Outflow = 11.03 cfs
INPUT
Hydrograph Results: Riser. Nr = 1 Top of Dam: 342.00 ft
Qp = 41 cfs Lr = 3 ft Barrel:
Tp = 16.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 4235 Zcr = 338.50 ft Zinv = 335.50 ft
b = 1.48 Drawdown Pipe: Emergency Spillway:
Zo = 335.5 It (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 335.75 ft Zcr = 335.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
v v 040.UZ a150.iZ) v O.u U.U 0.0 0.0
2 1 545.02 335.75 0 0.0 0.0 0.0 0.0
4 6 718.11 335.80 0 0.0 0.0 0.0 0.0
6 12 1386.13 335.97 0 0.0 0.0 0.0 0.0
8 19 2801.30 336.26 0 0.0 0.0 0.0 0.0
10 27 5110.71 336.64 0 0.0 0.0 0.0 0.0
12 34 8335.68 337.08 0 0.0 0.0 0.0 0.0
14 38 12368.71 337.56 0 0.0 0.0 0.0 0.0
16 41 16988.63 338.06 0 0.0 0.0 0.0 0.0
18 40 21891.71 338.54 0 0.2 8.3 9.2 0.0
20 37 26711.57 338.97 9 8.8 29.8 10.0 0.0
22 24 30101.10 339.27 10 18.1 37.9 10.5 0.0
24 20 31711.42 339.40 11 23.1 41.1 10.7 0.0
26 17 32880.89 339.50 11 26.9 43.3 10.8 0.0
28 15 33677.30 339.56 11 29.6 44.7 10.9 0.0
30 13 34158.14 339.60 11 31.3 45.5 11.0 0.0
32 11 34372.26 339.62 11 32.0 45.9 11.0 0.0
34 9 34361.30 339.62 11 32.0 45.8 11.0 0.0
36 8 34160.78 339.60 11 31.3 45.5 11.0 0.0
38 7 33801.05 339.57 11 30.0 44.9 11.0 0.0
40 6 33308.05 339.53 11 28.4 44.0 10.9 0.0
42 5 32703.97 339.48 11 26.3 43.0 10.8 0.0
44 4 32007.84 339.43 11 24.1 41.7 10.7 0.0
46 4 31235.95 339.36 11 21.6 40.2 10.6 0.0
48 3 30402.29 339.29 10 19.0 38.6 10.5 0.0
50 3 29518.88 339.22 10 16.4 36.7 10.4 0.0
52 2 28596.03 339.14 10 13.8 34.6 10.2 0.0
54 2 27642.64 339.06 10 11.2 32.3 10.1 0.0
56 2 26666.37 338.97 9 8.7 29.7 10.0 0.0
58 1 25823.54 338.90 7 6.7 27.3 9.8 0.0
60 1 25189.86 338.84 5 5.3 25.2 9.7 0.0
62 1 24697.82 338.79 4 4.3 23.5 9.6 0.0
64 1 24305.47 338.76 4 3.6 22.1 9.6 0.0
66 1 23985.62 338.73 3 3.0 20.8 9.5 0.0
68 1 23720.05 338.71 3 2.5 19.7 9.5 0.0
70 1 23496.10 338.69 2 2.2 18.7 9.4 0.0
72 0 23304.81 338.67 2 1.9 17.8 9.4 0.0
74 0 23139.62 338.65 2 1.6 16.9 9.4 0.0
76 0 22995.66 338.64 1 1.4 16.2 9.4 0.0
78 0 22869.20 338.63 1 1.2 15.5 9.3 0.0
80 0 22757.39 338.62 1 1.1 14.9 9.3 0.0
82 0 22657.95 338.61 1 1.0 14.3 9.3 0.0
84 0 22569.09 338.60 1 0.9 13.7 9.3 0.0
50 ,--
40
J2 30
m
m
I L
V
N 20
10
0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
0 10 20 30 40 50 60
Time (min)
STAGE-DISCHARGE FUNCTION
342.00
341.00
340.00
339.00
338.00
x
337.00
336.00
335.00
334.00
333.00
332.00
0 1 2 3 4 5 6 7 8 9 10 11 12
DISCHARGE (cfs)
Riprap Velocity Dissipator Pad
DRY POND W
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (,1'CDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.87 cfs (from Chainsaw Routing Sheet)
V= 2.3 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 8 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft.
W = 9.25 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
TERMINOLOGY: Q10
D-o
d-50
L-a
3*D-o
W
d-max
Thickness
Use: 4 ft
Use: 10 ft
Maximum Stone Diameter (1.5*d-50)
Class "B" Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
Use: 18 in
10-Year Design Storm, Peak Discharge, (cfs)
Pipe Diameter, (in. & ft.)
Mean Stone Diameter of Rip-Rap, (ft.)
Length of Rip-Rap Apron, (ft.)
Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
Width of Rip-Rap Apron @ End of Apron, (ft.)
Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
DSAflantic
DRY POND #1
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
.r•?? N CARO d%
a
9FE8Si®%
w
w
SEAL
022092
,?q1? NGINE????a.
M. M P?
DRY-POND-1. xls 1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #1

WATERSHED
No. DRAINAGE AR
Measure No.l Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 6.88 6.80 6.85 6.84

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 433 19

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 6.84 ac 3.77 ac 1.11 ac * 71.31%

DRY-POND-1.xls 1/4/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp:
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #1
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
T
SOLUTION - Tp:
L = 433 ft
H= 19 ft
g = 195 (10 year
h = 22 storm)
A = 6.84 acres
C = 0.62
Tc = 5.0 minutes
I = 7.22 in/hr
QP,o = 31 cfs
I = 9.67 in/hr
QP1oo = 41 cfs
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 5.15 in
CN = 66 Q* = 1.03 in
TP,o = 10.0 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.29 in
TP100 = 16.7 minutes
TERMINOLOGY.-
g = 290 (100 year
h = 25 storm)
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
DRY-POND-1. xls 1/4/99
STAGE-STORAGE FUNCTION
Lot 8 -Paramount Center - Pond #1
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu k ft ft

335.5 1684 0 0
336 4642 1582 1581.5 0.5 7.3661 -0.6931 0.51
338 8689 13331 14912.5 2.5 9.6100 0.9163 2.34
340 14398 23087 37999.5 4.5 10.5453 1.5041 4.41
342 21145 35543 73542.5 6.5 11.2056 1.8718 6.89
STAGE-STORAGE FUNCTION:
S = Ks * Zb
where: b = 1.48 and KS = 4235
Stage-Storage Function
18
16
14
12
10
c
6
4
2
0
0.5 1.0 1.5 2.0 2.5
In Z
DRY-POND-1.xls 1/5/99
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.07 ac Peak Stage = 338.72 ft
Maximum Surface Area = 0.25 ac Rise = 2.97 ft
Peak Outflow = 2.87 cfs
INPUT
Hydrograph Results: Riser. Nr = 1 Top of Dam: 342.00 ft
Qp = 31 cfs Lr = 3 ft Barrel:
Tp = 10.0 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 4235 Zcr = 338.50 ft Zinv = 335.50 ft
b = 1.48 Drawdown Pipe: Emergency Spillway:
Zo = 335.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 335.75 ft Zcr = 335.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
/ -1-4 JJJ.IJ V V.V 0.0 0.U U.U
2 3 545.02 335.75 0 0.0 0.0 0.0 0.0
4 11 897.55 335.85 0 0.0 0.0 0.0 0.0
6 20 2172.48 336.14 0 0.0 0.0 0.0 0.0
8 28 4585.96 336.56 0 0.0 0.0 0.0 0.0
10 31 7917.53 337.03 0 0.0 0.0 0.0 0.0
12 28 11594.64 337.48 0 0.0 0.0 0.0 0.0
14 21 14912.26 337.84 0 0.0 0.0 0.0 0.0
16 17 17488.36 338.11 0 0.0 0.0 0.0 0.0
18 13 19473.62 338.31 0 0.0 0.0 0.0 0.0
20 10 21003.53 338.45 0 0.0 0.0 0.0 0.0
22 8 22182.55 338.56 0 0.4 11.0 9.2 0.0
24 6 23038.72 338.64 1 1.5 16.4 9.4 0.0
26 4 23562.90 338.69 2 2.3 19.0 9.5 0.0
28 3 23830.72 338.72 3 2.7 20.1 9.5 0.0
30 3 23921.06 338.72 3 2.9 20.5 9.5 0.0
32 2 23897.23 338.72 3 2.8 20.4 9.5 0.0
34 2 23804.89 338.71 3 2.7 20.0 9.5 0.0
36 1 23675.02 338.70 2 2.4 19.5 9.5 0.0
38 1 23527.78 338.69 2 2.2 18.8 9.4 0.0
40 1 23375.84 338.67 2 2.0 18.1 9.4 0.0
42 1 23226.83 338.66 2 1.7 17.4 9.4 0.0
44 0 23085.09 338.65 2 1.5 16.7 9.4 0.0
46 0 22952.87 338.64 1 1.3 16.0 9.3 0.0
48 0 22831.10 338.62 1 1.2 15.3 9.3 0.0
50 0 22719.90 338.61 1 1.0 14.6 9.3 0.0
52 0 22618.92 338.60 1 0.9 14.0 9.3 0.0
54 0 22527.56 338.60 1 0.8 13.4 9.3 0.0
56 0 22445.08 338.59 1 0.7 12.9 9.3 0.0
58 0 22370.69 338.58 1 0.6 12.4 9.2 0.0
60 0 22303.63 338.58 1 0.6 11.9 9.2 0.0
62 0 22243.16 338.57 0 0.5 11.4 9.2 0.0
64 0 22188.58 338.56 0 0.4 11.0 9.2 0.0
66 0 22139.29 338.56 0 0.4 10.6 9.2 0.0
68 0 22094.70 338.56 0 0.4 10.2 9.2 0.0
70 0 22054.30 338.55 0 0.3 9.9 9.2 0.0
72 0 22017.65 338.55 0 0.3 9.5 9.2 0.0
74 0 21984.34 338.55 0 0.3 9.2 9.2 0.0
76 0 21954.00 338.54 0 0.2 8.9 9.2 0.0
78 0 21926.32 338.54 0 0.2 8.7 9.2 0.0
80 0 21901.02 338.54 0 0.2 8.4 9.2 0.0
DRY-POND-i.xls 116199
DRAWDOWN CALCULATIONS
Lot 8 -Paramount Center - Pond #1
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 338.50 ft
Diameter of Drains = 1.5 in Ending Water Elevation = 335.75 ft
Orifice Coefficient = 0.60 ft Average Head = 1.38 ft
Elevation of Drains = 335.75 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.07 cfs
Vol of Storage Required = 17178 cf
Volume of Storage = 20956 cf OK
Length of Drawdown = 302420 sec or 3.50 days OK

GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
40
30
v
m
°.' 20
m
r
L)
N_
10
0
0
341.00
340.00
339.00
x
338.00
337.00
336.00
335.00
STAGE-DISCHARGE FUNCTION
I
50
0 1 2 3 4
DISCHARGE (cfs)
DRY-POND-1. xls 11599
10 20 30 40
Time (min)
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.07 ac Peak Stage = 339.62 ft
Maximum Surface Area = 0.28 ac Rise = 3.87 ft
Peak Outflow = 11.03 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.00 ft
Qp = 41 cfs Lr = 3 ft Barrel:
Tp = 16.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 4235 Zcr = 338.50 ft Zinv = 335.50 ft
b = 1.48 Drawdown Pipe: Emergency Spillway:
Zo = 335.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 335.75 ft Zcr = 335.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft CIS cfs cfs cfs cfs
v V -.VL JJ'./, V U.U U.U U.U U.U
2 1 545.02 335.75 0 0.0 0.0 0.0 0.0
4 6 718.11 335.80 0 0.0 0.0 0.0 0.0
6 12 1386.13 335.97 0 0.0 0.0 0.0 0.0
8 19 2801.30 336.26 0 0.0 0.0 0.0 0.0
10 27 5110.71 336.64 0 0.0 0.0 0.0 0.0
12 34 8335.68 337.08 0 0.0 0.0 0.0 0.0
14 38 12368.71 337.56 0 0.0 0.0 0.0 0.0
16 41 16988.63 338.06 0 0.0 0.0 0.0 0.0
18 40 21891.71 338.54 0 0.2 8.3 9.2 0.0
20 37 26711.57 338.97 9 8.8 29.8 10.0 0.0
22 24 30101.10 339.27 10 18.1 37.9 10.5 0.0
24 20 31711.42 339.40 11 211 41.1 10.7 0.0
26 17 32880.89 339.50 11 26.9 43.3 10.8 0.0
28 15 33677.30 339.56 11 29.6 44.7 10.9 0.0
30 13 34158.14 339.60 11 31.3 45.5 11.0 0.0
32 11 34372.26 339.62 11 32.0 45.9 11.0 0.0
34 9 34361.30 339.62 11 32.0 45.8 11.0 0.0
36 8 34160.78 339.60 11 31.3 45.5 11.0 0.0
38 7 33801.05 339.57 11 30.0 44.9 11.0 0.0
40 6 33308.05 339.53 11 28.4 44.0 10.9 0.0
42 5 32703.97 339.48 11 26.3 43.0 10.8 0.0
44 4 32007.84 339.43 11 24.1 41.7 10.7 0.0
46 4 31235.95 339.36 11 21.6 40.2 10.6 0.0
48 3 30402.29 339.29 10 19.0 38.6 10.5 0.0
50 3 29518.88 339.22 10 16.4 36.7 10.4 0.0
52 2 28596.03 339.14 10 13.8 34.6 10.2 0.0
54 2 27642.64 339.06 10 11.2 32.3 10.1 0.0
56 2 26666.37 338.97 9 8.7 29.7 10.0 0.0
58 1 25823.54 338.90 7 6.7 27.3 9.8 0.0
60 1 25189.86 338.84 5 5.3 25.2 97 0.0
62 1 24697.82 338.79 4 4.3 23.5 9.6 0.0
64 1 24305.47 338.76 4 3.6 22.1 9.6 0.0
66 1 23985.62 338.73 3 3.0 20.8 9.5 0.0
68 1 23720.05 338.71 3 2.5 19.7 9.5 0.0
70 1 23496.10 338.69 2 2.2 18.7 9.4 0.0
72 0 23304.81 338.67 2 1.9 17.8 9.4 0.0
74 0 23139.62 338.65 2 1.6 16.9 9.4 0.0
76 0 22995.66 338.64 1 1.4 16.2 9.4 0.0
78 0 22869.20 338.63 1 1.2 15.5 9.3 0.0
80 0 22757.39 338.62 1 1.1 14.9 9.3 0.0
82 0 22657.95 338.61 1 1.0 14.3 9.3 0.0
84 0 22569.09 338.60 1 0.9 13.7 9.3 0.0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
50
40
Z 30
m
?o
z
u
20
0
10
0
0
STAGE-DISCHARGE FUNCTION

342.00
341 00
340.00
339.00
338.00 4
x
337.00
M 1 ?r,
336.00
335.00
334.00
333.00
332.00
0 1 2 3 4 5 6 7 8 9 10 11 12
DISCHARGE (cfs)
10 20 30 40 50 60
Time (min)
Riprap Velocity Dissipator Pad
DRYPOND #1
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual. Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.87 cfs (from Chainsaw Routing Sheet)
V= 2.3 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 8 ft. Fi-ure 8.06 a
Step 3. 3*D-o = 3.75 ft.
W = 9.25 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
5
Use: 4 ft
Use: 10 ft
Maximum Stone Diameter (1.5*d-50)
Class "B" Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)

DSAdanfic
DRY POND #2
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
*??? ESS%pa /4?
Q49F ?9
SEAL g
Oak
M. MP\?`
DRY-POND-2.xls
1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #2

WATERSHED
No. DRAINAGE AR
Measure No.1 Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 5.79 5.78 5.81 5.79

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 598 34

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 5.79 ac 3.54 ac 0.54 ac * 70.43%

DRY-POND-2. xls 1/5/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp:
INPUT OUTPUT

L= 598 ft
H= 34 ft Tc = 5.0 minutes
9 = 195 (10 year
h= 22 storm) I= 7.22 in/hr
A= 5.79 acres
C= 0.66 Qu1u = 28 cfs
9 = 290 (100 year
h = 25 storm)
SOLUTION - To:
I = 9.67 in/hr
QP1oo = 37 cfs
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 4.71 in
CN = 68 Q* = 1.14 in
TP,o = 10.4 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.47 in
TP100 = 16.8 minutes
TERMINOLOGY
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #2
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
DRY-POND-2. xis 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Pond #2
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu k ft ft

316 373 0 0
318 1818 2191 2191 2 7.6921 0.6931 2.05
320 4155 5973 8164 4 9.0075 1.3863 3.84
322 7788 11943 20107 6 9.9088 1.7918 5.89
324 13223 21011 41118 8 10.6242 2.0794 8.29
STAGE-STORAGE FUNCTION:
S=Ks*Zb
where: b = 2.10 and KS = 486
Stage-Storage Function
18
16
14
12
10
8
6
4
2
0
0.5
DRY-POND-2.xls
1.0
1.5
In Z
2.0
2.5
1/5/99
POND VOLUME CALCULATIONS
Lot 8 - Paramount Center - Pond #2
CALCULATE IMPERVIOUS AREA:
Drainage area = 5.79 ac.
Impervious area = 4.08 ac.
Percent Impervious = 70.43%
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.68 DA = 5.79 ac
Volume = Rv x 1" x Drainage Area = 0.33 ac.-ft. or 14375 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q' = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.01 ac Peak Stage = 322.20 ft
Maximum Surface Area = 0.17 ac Rise = 5.95 ft
Peak Outflow = 2.40 cfs
INPUT
Hydrograph Results: Riser.- Nr = 1 Top of Dam: 324.00 ft
Qp = 28 cfs Lr = 3 ft Barrel:
Tp = 10.4 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 486 Zcr = 322.00 It Zinv = 316.00 ft
b = 2.10 Drawdown Pipe: Emergency Spillway:
Zo = 316.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 316.25 ft Zcr = 316.25 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min
A cfs
A cu-ft ft cfs cfs cfs cfs cfs
.. .. ??.?.+ viv.w v V.V v.v 0.0 0.0
2 2 26.45 316.25 0 0.0 0.0 0.0 0.0
4 9 318.13 316.82 0 0.0 0.0 0.0 0.0
6 17 1382.17 317.65 0 0.0 0.0 0.0 0.0
8 24 3427.30 318.54 0 0.0 0.0 0.0 0.0
10 27 6316.83 319.39 0 0.0 0.0 0.0 0.0
12 26 9616.76 320.15 0 0.0 0.0 0.0 0.0
14 21 12748.61 32074 0 0.0 0.0 0.0 0.0
16 16 15260.25 321.17 0 0.0 0.0 0.0 0.0
18 13 17217.70 321.47 0 0.0 0.0 0.0 0.0
20 10 18743.25 321.70 0 0.0 0.0 0.0 0.0
22 8 19932.20 321.87 0 0.0 0.0 0.0 0.0
24 6 20858.81 322.00 0 0.0 0.0 0.0 0.0
26 5 21580.96 322.10 1 0.8 13.4 13.8 0.0
28 4 22048.54 322.16 2 1.7 17.2 13.9 0.0
30 3 22284.07 322.19 2 2.2 18.8 13.9 0.0
32 2 22359.60 322.20 2 2.4 19.3 13.9 0.0
34 2 22338.32 322.20 2 2.3 19.2 13.9 0.0
36 1 22264.33 322.19 2 2.2 18.7 13.9 0.0
38 1 22165.33 322.17 2 1.9 18.0 13.9 0.0
40 1 22057.66 322.16 2 1.7 17.3 13.9 0.0
42 1 21950.51 322.14 1 1.5 16.5 13.9 0.0
44 0 21848.69 322.13 1 1.3 15.7 13.8 0.0
46 0 21754.51 322.12 1 1.1 14.9 13.8 0.0
48 0 21668.79 322.11 1 0.9 14.2 13.8 0.0
50 0 21591.58 322.10 1 0.8 13.5 13.8 0.0
52 0 21522.45 322.09 1 0.7 12.8 13.8 0.0
54 0 21460.81 322.08 1 0.6 12.2 13.8 0.0
56 0 21405.96 322.07 1 0.5 11.6 13.8 0.0
58 0 21357.20 322.07 0 0.4 11.1 13.8 0.0
60 0 21313.87 322.06 0 0.4 10.5 13.8 0.0
62 0 21275.34 322.05 0 0.3 101 13.7 0.0
64 0 21241.05 322.05 0 0.3 9.6 13.7 0.0
66 0 21210.50 322.05 0 0.3 9.2 13.7 0.0
68 0 21183.24 322.04 0 0.2 8.8 13.7 0.0
70 0 21158.88 322.04 0 0.2 8.5 13.7 0.0
72 0 21137.06 322.04 0 0.2 8.1 13.7 0.0
74 0 21117.49 322.03 0 0.2 7.8 13.7 0.0
76 0 21099.90 322.03 0 0.1 7.5 13.7 0.0
78 0 21084.06 322.03 0 0.1 7.2 13.7 0.0
80 0 21069.76 322.03 0 0.1 7.0 13.7 0.0
DRY-POND-2. xls 116199
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Pond #2
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 322.00 ft
Diameter of Drains = 1.5 in Ending Water Elevation = 316.25 ft
Orifice Coefficient = 0.60 ft Average Head = 2.88 ft
Elevation of Drains = 316.25 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.10 cfs
Vol of Storage Required = 14375 cf
Volume of Storage = 20853 cf OK
Length of Drawdown = 208112 sec or 2.41 days OK

40
30
w
0
m
2 20
M
r
u
N
10
0
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
s,
0
325.00
324.00
323.00
322.00
321.00
x
320.00
Q
I-
319.00
318.00
317.00
316.00
315.00
10 20 30 40 50
Time (min)
STAGE-DISCHARGE FUNCTION
0 1 2 3
DISCHARGE (cfs)
DRY-POND-2.xls 115199
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.01 ac Peak Stage = 322.94 ft
Maximum Surface Area = 0.20 ac Rise = 6.69 ft
Peak Outflow = 14.83 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 324.00 ft
Qp = 37 cfs Lr = 3 ft Barrel:
Tp = 16.8 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 486 Zcr = 322.00 ft Zinv = 316.00 ft
b = 2.10 Drawdown Pipe: Emergency Spillway:
Za = 316.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 316.25 ft Zcr = 316.25 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
V V LV.YU aIO.LV U V.U U.U U.U U.U
2 1 26.45 316.25 0 0.0 0.0 0.0 0.0
4 5 179.05 316.62 0 0.0 0.0 0.0 0.0
6 10 768.47 317.24 0 0.0 0.0 0.0 0.0
8 17 2018.78 317.97 0 0.0 0.0 0.0 0.0
10 24 4063.12 318.75 0 0.0 0.0 0.0 0.0
12 30 6925.35 319.55 0 0.0 0.0 0.0 0.0
14 34 10516.77 320.33 0 0.0 0.0 0.0 0.0
16 37 14648.31 321.07 0 0.0 0.0 0.0 0.0
18 37 19056.58 321.74 0 0.0 0.0 0.0 0.0
20 34 23440.12 322.34 5 5.4 25.3 14.1 0.0
22 22 26858.56 322.76 15 18.1 37.9 14.6 0.0
24 19 27735.75 322.87 15 21.9 40.4 14.7 0.0
26 16 28221.62 322.93 15 24.1 41.7 14.8 0.0
28 14 28376.80 322.94 15 24.8 42.1 14.8 0.0
30 12 28252.97 322.93 15 24.2 41.8 14.8 0.0
32 10 27894.28 322.89 15 22.6 40.8 14.8 0.0
34 9 27338.50 322.82 15 20.1 39.3 14.7 0.0
36 7 26618.09 322.74 15 17.0 37.2 14.6 0.0
38 6 25760.90 322.63 14 116 34.4 14.5 0.0
40 5 24899.57 322.53 10 10.3 31.4 14.3 0.0
42 5 24322.51 322.45 8 8.2 29.2 14.2 0.0
44 4 23897.88 322.40 7 6.8 27.4 14.2 0.0
46 3 23563.77 322.36 6 5.7 25.9 14.1 0.0
48 3 23288.44 322.32 5 4.9 24.5 14.1 0.0
50 3 23054.37 322.29 4 4.2 23.3 14.0 0.0
52 2 22851.17 322.26 4 3.7 22.2 14.0 0.0
54 2 22672.32 322.24 3 3.2 21.2 14.0 0.0
56 2 22513.39 322.22 3 2.8 20.3 14.0 0.0
58 1 22371.27 322.20 2 2.4 19.4 13.9 0.0
60 1 22243.58 322.18 2 2.1 18.6 13.9 0.0
62 1 22128.49 322.17 2 1.9 17.8 13.9 0.0
64 1 22024.49 322.15 2 1.6 17.0 13.9 0.0
66 1 21930.33 322.14 1 1.4 16.3 13.9 0.0
68 1 21844.95 322.13 1 1.3 15.7 13.8 0.0
70 1 21767.43 322.12 1 1.1 15.0 13.8 0.0
72 0 21696.97 322.11 1 1.0 14.4 13.8 0.0
74 0 21632.86 322.10 1 0.9 13.9 13.8 0.0
76 0 21574.47 322.09 1 0.8 13.3 13.8 0.0
78 0 21521.24 322.09 1 0.7 12.8 13.8 0.0
80 0 21472.69 322.08 1 0.6 12.3 13.8 0.0
82 0 21428.36 322.07 1 0.6 11.8 13.8 0.0
84 0 21387.86 322.07 0 0.5 11.4 13.8 0.0
50
40
30
m
rn
m
r
u
0 20
0
10
0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
0 10 20 30 40 50 60
Time (min)
STAGE-DISCHARGE FUNCTION
325.00
324.00
323.00
322.00
321.00
320.00
Q
H
319.00
318.00
317.00
316.00
315.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
DISCHARGE (cfs)
DRY-POND-2.xls 1/5/99
Riprap Velocity Dissipator Pad
DRY POND #2
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.4 cfs (from Chainsaw Routing Sheet)
V= 2.0 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 8 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft.
W = 9.25 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
Use: 4 ft
Use: 10 ft
Maximum Stone Diameter (1.5*d-50)
Class "B" Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
1
DSAdantic
DRY POND #2
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
H CAR04
4?EsS
SEAL
071092 s
w
GIN&
k M. Mpa.??>
DRY-POND-2.xls
1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #2

WATERSHED
No. DRAINAGE AR
Measure No.I Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 5.79 5.78 5.81 5.79

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 598 34

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 5.79 ac 3.54 ac 0.54 ac * 70.43%

DRY-POND-2. xls 1/5/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp:
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #2
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
OUTPUT
SOLUTION - Tp:
L = 598 ft
H = 34 ft
9 = 195 (10 year
h = 22 storm)
A = 5.79 acres
C = 0.66
Tc = 5.0 minutes
I = 7.22 in/hr
0 = 28 cfs
I = 9.67 in/hr
QP100 = 37 cfs
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 4.71 in
CN = 68 Q* = 1.14 in
TP10 = 10.4 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.47 in
TP100 = 16.8 minutes
TERMINOLOGY:
9 = 290 (100 year
h = 25 storm)
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
DRY-POND-2.xls 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Pond #2
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq k cu ft cu k ft ft

316 373 0 0
318 1818 2191 2191 2 7.6921 0.6931 2.05
320 4155 5973 8164 4 9.0075 1.3863 3.84
322 7788 11943 20107 6 9.9088 1.7918 5.89
324 13223 21011 41118 8 10.6242 2.0794 8.29
STAGE-STORAGE FUNCTION:
S = Ks zb
where: b = 2.10 and KS = 486
Stage-Storage Function
18
16
14
12
10
C
8
6
4
2
0

t1!

0.5
DRY-POND-2.xls
1.0 1.5 2.0
In Z
2.5
1/5/99
POND VOLUME CALCULATIONS
Lot 8 - Paramount Center - Pond #2
CALCULATE IMPERVIOUS AREA:
Drainage area = 5.79 ac.
Impervious area = 4.08 ac.
Percent Impervious = 70.43%
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.68 DA = 5.79 ac
Volume = Rv x 1" x Drainage Area = 0.33 ac.-ft. or 14375 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q" = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.01 ac Peak Stage = 322.20 ft
Maximum Surface Area = 0.17 ac Rise = 5.95 ft
Peak Outflow = 2.40 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 324.00 ft
Qp = 28 cfs Lr = 3 ft Barrel:
Tp = 10.4 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 486 Zcr = 322.00 ft Zinv = 316.00 ft
b = 2.10 Drawdown Pipe: Emergency Spillway:
Za = 316.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 316.25 ft Zcr = 316.25 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
w v Lv.Yu a I0.40 0 0.0 U,U 0.0 U.U
2 2 26.45 316.25 0 0.0 0.0 0.0 0.0
4 9 318.13 316.82 0 0.0 0.0 0.0 0.0
6 17 1382.17 317.65 0 0.0 0.0 0.0 0.0
8 24 3427.30 318.54 0 0.0 0.0 0.0 0.0
10 27 6316.83 319.39 0 0.0 0.0 0.0 0.0
12 26 9616.76 320.15 0 0.0 0.0 0.0 0.0
14 21 12748.61 320.74 0 0.0 0.0 0.0 0.0
16 16 15260.25 321.17 0 0.0 0.0 0.0 0.0
18 13 17217.70 321.47 0 0.0 0.0 0.0 0.0
20 10 18743.25 321.70 0 0.0 0.0 0.0 0.0
22 8 19932.20 321.87 0 0.0 0.0 0.0 0.0
24 6 20858.81 322.00 0 0.0 0.0 0.0 0.0
26 5 21580.96 32210 1 0.8 13.4 13.8 0.0
28 4 22048.54 322.16 2 1.7 17.2 13.9 0.0
30 3 22284.07 32219 2 2.2 18.8 13.9 0.0
32 2 22359.60 322.20 2 2.4 19.3 13.9 0.0
34 2 22338.32 322.20 2 2.3 19.2 13.9 0.0
36 1 22264.33 322.19 2 2.2 18.7 13.9 0.0
38 1 22165.33 322.17 2 1.9 18.0 119 0.0
40 1 22057.66 322.16 2 1.7 17.3 13.9 0.0
42 1 21950.51 32214 1 1.5 16.5 13.9 0.0
44 0 21848.69 322.13 1 1.3 15.7 13.8 0.0
46 0 21754.51 322.12 1 1.1 14.9 13.8 0.0
48 0 21668.79 322.11 1 0.9 14.2 13.8 0.0
50 0 21591.58 322.10 1 0.8 13.5 13.8 0.0
52 0 21522.45 322.09 1 0.7 12.8 13.8 0.0
54 0 21460.81 322.08 1 0.6 12.2 13.8 0.0
56 0 21405.96 322.07 1 0.5 11.6 13.8 0.0
58 0 21357.20 322.07 0 0.4 11.1 13.8 0.0
60 0 21313.87 322.06 0 0.4 10.5 13.8 0.0
62 0 21275.34 322.05 0 0.3 10.1 13.7 0.0
64 0 21241.05 322.05 0 0.3 9.6 13.7 0.0
66 0 21210.50 322.05 0 0.3 91 13.7 0.0
68 0 21183.24 322.04 0 0.2 8.8 117 0.0
70 0 21158.88 322.04 0 0.2 8.5 133 0.0
72 0 21137.06 322.04 0 0.2 8.1 13.7 0.0
74 0 21117.49 322.03 0 0.2 7.8 13.7 0.0
76 0 21099.90 322.03 0 0.1 7.5 13.7 0.0
78 0 21084.06 322.03 0 0.1 7.2 13.7 0.0
80 0 21069.76 322.03 0 0.1 7.0 137 0.0
DRY-POND-2. xls 1/6/99
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Pond #2
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 322.00 ft
Diameter of Drains = 1.5 in Ending Water Elevation = 316.25 ft
Orifice Coefficient = 0.60 ft Average Head = 2.88 ft
Elevation of Drains = 316.25 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.10 cfs
Vol of Storage Required = 14375 cf
Volume of Storage = 20853 cf OK
Length of Drawdown = 208112 sec or 2.41 days OK

40
30
v
m
20
i°
t
N_
0
10
0
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
0
325 00
324.00
323 00
322.00
321.00
x
320.00
Q
319 00
318 00
317.00
316.00
315 00
10 20 30
Time (min)
STAGE-DISCHARGE FUNCTION
40 50
1
I
0 1 2 3
DISCHARGE (cfs)
DRY-POND-2. xls
1/5/99
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.01 ac Peak Stage = 322.94 ft
Maximum Surface Area = 0.20 ac Rise = 6.69 ft
Peak Outflow = 14.83 cfs
INPUT
Hydrograph Results: Riser Nr = 1 Top of Dam: 324.00 ft
op = 37 cfs Lr = 3 ft Barrel:
Tp = 16.8 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 486 Zcr = 322.00 ft Zinv = 316.00 ft
b = 2.10 Drawdown Pipe: Emergency Spillway:
Zo = 316.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 316.25 ft Zcr = 316.25 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
V U 40.40 Jl0.LJ U Vu U.0 0.0 0.0
2 1 26.45 316.25 0 0.0 0.0 0.0 0.0
4 5 179.05 316.62 0 0.0 0.0 0.0 0.0
6 10 768.47 317.24 0 0.0 0.0 0.0 0.0
8 17 2018.78 317.97 0 0.0 0.0 0.0 0.0
10 24 4063.12 318.75 0 0.0 0.0 0.0 0.0
12 30 6925.35 319.55 0 0.0 0.0 0.0 0.0
14 34 10516.77 320.33 0 0.0 0.0 0.0 0.0
16 37 14648.31 321.07 0 0.0 0.0 0.0 0.0
18 37 19056.58 321.74 0 0.0 0.0 0.0 0.0
20 34 23440.12 322.34 5 5.4 25.3 14.1 0.0
22 22 26858.56 322.76 15 18.1 37.9 14.6 0.0
24 19 27735.75 322.87 15 21.9 40.4 14.7 0.0
26 16 28221.62 322.93 15 24.1 41.7 14.8 0.0
28 14 28376.80 322.94 15 248 42.1 14.8 0.0
30 12 28252.97 322.93 15 24.2 41.8 14.8 0.0
32 10 27894.28 322.89 15 22.6 40.8 14.8 0.0
34 9 27338.50 322.82 15 20.1 39.3 14.7 0.0
36 7 26618.09 322.74 15 17.0 37.2 14.6 0.0
38 6 25760.90 322.63 14 13.6 34.4 14.5 0.0
40 5 24899.57 322.53 10 10.3 31.4 14.3 0.0
42 5 24322.51 322.45 8 8.2 29.2 14.2 0.0
44 4 23897.88 322.40 7 6.8 27.4 14.2 0.0
46 3 23563.77 322.36 6 5.7 25.9 14.1 0.0
48 3 23288.44 322.32 5 4.9 24.5 14.1 0.0
50 3 23054.37 322.29 4 4.2 23.3 14.0 0.0
52 2 22851.17 322.26 4 3.7 22.2 14.0 0.0
54 2 22672.32 322.24 3 3.2 21.2 14.0 0.0
56 2 22513.39 322.22 3 2.8 20.3 14.0 0.0
58 1 22371.27 322.20 2 2.4 19.4 13.9 0.0
60 1 22243.58 322.18 2 2.1 18.6 13.9 0.0
62 1 22128.49 322.17 2 1.9 17.8 119 0.0
64 1 22024.49 322.15 2 1.6 17.0 13.9 0.0
66 1 21930.33 322.14 1 1.4 16.3 13.9 0.0
68 1 21844.95 322.13 1 1.3 15.7 13.8 0.0
70 1 21767.43 322.12 1 1.1 15.0 13.8 0.0
72 0 21696.97 322.11 1 1.0 14.4 13.8 0.0
74 0 21632.86 322.10 1 0.9 13.9 13.8 0.0
76 0 21574.47 322.09 1 0.8 13.3 13.8 0.0
78 0 21521.24 322.09 1 0.7 12.8 118 0.0
80 0 21472.69 322.08 1 0.6 12.3 118 0.0
82 0 21428.36 322.07 1 0.6 11.8 13.8 0.0
84 0 21387.86 322.07 0 0.5 11.4 13.8 0.0
50
40
30
m
?a
u
u
y 20
0
10
0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
0 10 20 30 40 50 60
Time (min)
STAGE-DISCHARGE FUNCTION
325.00
324.00
323.00
322.00
321.00
x ?
320.00
F I
319.00
318.00
317.00
316.00
315.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
DISCHARGE (cfs)
DRY-POND-2. xls 1/5/99
Riprap Velocity Dissipator Pad
DRYPOND #2
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.4 cfs (from Chainsaw Routing Sheet)
V= 2.0 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 8 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft.
W = 9.25 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
TERMINOLOGY: Q10
D-o
d-50
L-a
3*D-o
W
d-max
Thickness
Use: 4 ft
Use: 10 ft
Maximum Stone Diameter (1.5*d-50)
Class "B" Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
Use: 18 in
10-Year Design Storm, Peak Discharge, (cfs)
Pipe Diameter, (in. & ft.)
Mean Stone Diameter of Rip-Rap, (ft.)
Length of Rip-Rap Apron, (ft.)
Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
Width of Rip-Rap Apron @ End of Apron, (ft.)
Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
1
DSAtlantic
DRY POND #2
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
N CAR
a 44FESS
? SEAL
-« 022(392
'"•'?V M. M
DRY-POND-2.xls
1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #2

WATERSHED
No. DRAINAGE AR
Measure NoA Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 5.79 5.78 5.81 5.79

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 598 34

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 5.79 ac 3.54 ac 0.54 ac * 70.43%

DRY-POND-2.xis 1/5/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp
INPUT OUTPUT

L= 598 ft
H= 34 ft Tc = 5.0 minutes
9= 195 (10 year
h= 22 storm) 1= 7.22 in/hr
A= 5.79 acres
C= 0.66 QP10 = 28 cfs
9 = 290 (100 year
h = 25 storm)
SOLUTION - Tp:
I = 9.67 in/hr
QP1oo = 37 cfs
INPUT OUTPUT
Pns = 3.90 in (10 Year Storm) S= 4.71 in
CN = 68 Q* = 1.14 in
TPto = 10.4 minutes
Pns = 5.80 in (100 Year Storm)
Q* = 2.47 in
TP100 = 16.8 minutes
TERMINOLOGY
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #2
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
DRY-POND-2. xls 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Pond #2
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu k Cu ft ft ft

316 373 0 0
318 1818 2191 2191 2 7.6921 0.6931 2.05
320 4155 5973 8164 4 9.0075 1.3863 3.84
322 7788 11943 20107 6 9.9088 1.7918 5.89
324 13223 21011 41118 8 10.6242 2.0794 8.29
STAGE-STORAGE FUNCTION.
S=Ks - Zb
where: b = 2.10 and KS = 486
Stage-Storage Function
18
16
14
12
10
c
8
6
4
2
0
0.5 1.0 1.5 2.0 2.5
In Z
DRY-POND-2.xls
1/5/99
POND VOLUME CALCULATIONS
Lot 8 - Paramount Center - Pond #2
CALCULATE IMPERVIOUS AREA:
Drainage area = 5.79 ac.
Impervious area = 4.08 ac.
Percent Impervious = 70.43%
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.68 DA = 5.79 ac
Volume = Rv x 1" x Drainage Area = 0.33 ac.-ft. or 14375 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q" = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.01 ac Peak Stage = 322.20 ft
Maximum Surface Area = 0.17 ac Rise = 5.95 ft
Peak Outflow = 2.40 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 324.00 ft
Qp = 28 cfs Lr = 3 ft Barrel:
Tp = 10.4 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 486 Zcr = 322.00 ft Zinv = 316.00 ft
b = 2.10 Drawdown Pipe: Emergency Spillway:
Zo = 316.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 316.25 ft Zcr = 316.25 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min
A cfs
A cu-ft It cfs cfs cfs cfs cfs
.. .. cv. .? 0iv.4 ? v V.V 0.0 0.0 0.U
2 2 26.45 316.25 0 0.0 0.0 0.0 0.0
4 9 318.13 316.82 0 0.0 0.0 0.0 0.0
6 17 1382.17 317.65 0 0.0 0.0 0.0 0.0
8 24 3427.30 318.54 0 0.0 0.0 0.0 0.0
10 27 6316.83 319.39 0 0.0 0.0 0.0 0.0
12 26 9616.76 320.15 0 0.0 0.0 0.0 0.0
14 21 12748.61 320.74 0 0.0 0.0 0.0 0.0
16 16 15260.25 321.17 0 0.0 0.0 0.0 0.0
18 13 17217.70 321.47 0 0.0 0.0 0.0 0.0
20 10 18743.25 321.70 0 0.0 0.0 0.0 0.0
22 8 19932.20 321.87 0 0.0 0.0 0.0 0.0
24 6 20858.81 322.00 0 0.0 0.0 0.0 0.0
26 5 21580.96 322.10 1 0.8 13.4 13.8 0.0
28 4 22048.54 322.16 2 1.7 17.2 13.9 0.0
30 3 22284.07 322.19 2 2.2 18.8 13.9 0.0
32 2 22359.60 322.20 2 2.4 19.3 13.9 0.0
34 2 22338.32 322.20 2 2.3 19.2 13.9 0.0
36 1 22264.33 322.19 2 2.2 187 13.9 0.0
38 1 22165.33 322.17 2 1.9 18.0 13.9 0.0
40 1 22057.66 322.16 2 1.7 17.3 13.9 0.0
42 1 21950.51 322.14 1 1.5 16.5 13.9 0.0
44 0 21848.69 322.13 1 1.3 15.7 13.8 0.0
46 0 21754.51 322.12 1 1.1 14.9 13.8 0.0
48 0 21668.79 322.11 1 0.9 14.2 13.8 0.0
50 0 21591.58 322.10 1 0.8 13.5 13.8 0.0
52 0 21522.45 322.09 1 0.7 12.8 13.8 0.0
54 0 21460.81 322.08 1 0.6 12.2 13.8 0.0
56 0 21405.96 322.07 1 0.5 11.6 13.8 0.0
58 0 21357.20 322.07 0 0.4 11.1 13.8 0.0
60 0 21313.87 322.06 0 0.4 10.5 13.8 0.0
62 0 21275.34 322.05 0 0.3 10.1 13.7 0.0
64 0 21241.05 322.05 0 0.3 9.6 13.7 0.0
66 0 21210.50 322.05 0 0.3 9.2 13.7 0.0
68 0 21183.24 322.04 0 0.2 8.8 13.7 0.0
70 0 21158.88 322.04 0 0.2 8.5 13.7 0.0
72 0 21137.06 322.04 0 0.2 8.1 13.7 0.0
74 0 21117.49 322.03 0 0.2 7.8 13.7 0.0
76 0 21099.90 322.03 0 0.1 7.5 13.7 0.0
78 0 21084.06 322.03 0 0.1 7.2 13.7 0.0
80 0 21069.76 322.03 0 0.1 7.0 13.7 0.0
DRY-POND-2.xls 1/&99
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Pond #2
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 322.00 ft
Diameter of Drains = 1.5 in Ending Water Elevation = 316.25 ft
Orifice Coefficient = 0.60 ft Average Head = 2.88 ft
Elevation of Drains = 316.25 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.10 cfs
Vol of Storage Required = 14375 cf
Volume of Storage = 20853 cf OK
Length of Drawdown = 208112 sec or 2.41 days OK

40
30
m
20
L
V
_N
10
0 III
0
325.00
324.00
323.00
322.00
321.00
x
Lq 320.00
N
319.00
318.00
317.00
316.00
315.00
10 20 30
Time (min)
STAGE-DISCHARGE FUNCTION
40
i
it
li
I
50
0
DRY-POND-2.xls
1 2 3
DISCHARGE (cfs)
115199
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.01 ac Peak Stage = 322.94 ft
Maximum Surface Area = 0.20 ac Rise = 6.69 ft
Peak Outflow = 14.83 cfs
INPUT
Hydrograph Results: Riser Nr = 1 Top of Dam: 324.00 ft
Qp = 37 cfs Lr = 3 ft Barrel:
Tp = 16.8 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 486 Zcr = 322.00 ft Zinv = 316.00 ft
b = 2.10 Drawdown Pipe: Emergency Spillway:
Zo = 316.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.50 in Zcr = 0.00 ft
Z; = 316.25 ft Zcr = 316.25 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
V V L0.9U aio.G.7 V U.U U.U U.0 0.0
2 1 26.45 316.25 0 0.0 0.0 0.0 0.0
4 5 179.05 316.62 0 0.0 0.0 0.0 0.0
6 10 768.47 317.24 0 0.0 0.0 0.0 0.0
8 17 2018.78 317.97 0 0.0 0.0 0.0 0.0
10 24 4063.12 318.75 0 0.0 0.0 0.0 0.0
12 30 6925.35 319.55 0 0.0 0.0 0.0 0.0
14 34 10516.77 320.33 0 0.0 0.0 0.0 0.0
16 37 14648.31 321.07 0 0.0 0.0 0.0 0.0
18 37 19056.58 321.74 0 0.0 0.0 0.0 0.0
20 34 23440.12 322.34 5 5.4 25.3 14.1 0.0
22 22 26858.56 322.76 15 18.1 37.9 14.6 0.0
24 19 27735.75 322.87 15 21.9 40.4 14.7 0.0
26 16 28221.62 322.93 15 24.1 41.7 14.8 0.0
28 14 28376.80 322.94 15 24.8 42.1 14.8 0.0
30 12 28252.97 322.93 15 24.2 41.8 14.8 0.0
32 10 27894.28 322.89 15 22.6 40.8 14.8 0.0
34 9 27338.50 322.82 15 20.1 39.3 14.7 0.0
36 7 26618.09 322.74 15 17.0 37.2 14.6 0.0
38 6 25760.90 322.63 14 13.6 34.4 14.5 0.0
40 5 24899.57 322.53 10 10.3 31.4 14.3 0.0
42 5 24322.51 322.45 8 8.2 29.2 14.2 0.0
44 4 23897.88 322.40 7 6.8 27.4 14.2 0.0
46 3 23563.77 322.36 6 5.7 25.9 14.1 0.0
48 3 23288.44 322.32 5 4.9 24.5 14.1 0.0
50 3 23054.37 322.29 4 4.2 23.3 14.0 0.0
52 2 22851.17 322.26 4 3.7 22.2 14.0 0.0
54 2 22672.32 322.24 3 3.2 21.2 14.0 0.0
56 2 22513.39 322.22 3 2.8 20.3 14.0 0.0
58 1 22371.27 322.20 2 2.4 19.4 13.9 0.0
60 1 22243.58 322.18 2 2.1 18.6 13.9 0.0
62 1 22128.49 322.17 2 1.9 17.8 13.9 0.0
64 1 22024.49 322.15 2 1.6 17.0 13.9 0.0
66 1 21930.33 322.14 1 1.4 16.3 13.9 0.0
68 1 21844.95 322.13 1 1.3 15.7 13.8 0.0
70 1 21767.43 322.12 1 1.1 15.0 13.8 0.0
72 0 21696.97 322.11 1 1.0 14.4 13.8 0.0
74 0 21632.86 322.10 1 0.9 13.9 13.8 0.0
76 0 21574.47 322.09 1 0.8 13.3 13.8 0.0
78 0 21521.24 322.09 1 0.7 12.8 13.8 0.0
80 0 21472.69 322.08 1 0.6 12.3 13.8 0.0
82 0 21428.36 322.07 1 0.6 11.8 13.8 0.0
84 0 21387.86 322.07 0 0.5 11.4 13.8 0.0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
50
40
30
m
rn
m
r
u
20
0
10
0
0
i
i
10 20 30 40 50 60
Time (min)
STAGE-DISCHARGE FUNCTION
325.00
324.00
323.00
322.00
321.00
320.00
Q
319.00
318.00
317.00
316.00
315.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
DISCHARGE (cfs)
DRY-POND-2.xls 1/5/99
Riprap Velocity Dissipator Pad
DRY POND #2
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR. 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.4 cfs (from Chainsaw Routing Sheet)
V= 2.0 fps
d-50 = 0.5 ft.
L-a = 8 ft.
Step 3. 3*D-o = 3.75 ft.
W = 9.25 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
Figure 8.06 a
Figure 8.06 a
Use: 4 ft
Use: 10 ft
Maximum Stone Diameter (1.5*d-50)
Class "B" Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
DSAdantic
DRY POND #3
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
N Co
a SEAL =
022092
DRY-POND-3.xls 1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #3

WATERSHED
No. DRAINAGE AR
Measure No.I Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 9.02 8.95 8.98 8.98

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 877 24

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 8.98 ac 4.86 ac 0.92 ac * 64.34%

DRY-POND-3. xls 1/5/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp:
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #3
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
INPUT OUTPUT

L= 877 ft
H= 24 ft Tc = 5.8 minutes
g = 195 (10 year
h= 22 storm) I= 7.02 in/hr
A= 8.98 acres
C= 0.66 QP10 = 42 cfs
g = 290 (100 year
h = 25 storm)
SOLUTION - To:
I = 9.43 in/hr
QP100 = 56 cfs
Pn6 = 3.90 in (10 Year Storm)
CN = 68
S = 4.71 in
Q* = 1.14 in
TP,o = 10.7 minutes
Q* = 2.47 in
TP100 = 17.3 minutes
TERMINOLOGY
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Pn6 = 5.80 in (100 Year Storm)
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
DRY-POND-3.xls 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Pond #3
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft h

336.5 5159 0 0
338 8345 10128 10128 1.5 9.2231 0.4055 1.51
340 12202 20547 30675 3.5 10.3312 1.2528 3.43
342 16270 28472 59147 5.5 10.9878 1.7047 5.57
STAGE-STORAGE FUNCTION:
S=Ks*Zb
where: b = 1.35 and KS = 5799
Stage-Storage Function
18
16
14
12
10
c
8
6
4
2
0
0.0 0.5 1.0 1.5 2.0
In Z
DRY-POND-3. xls 1/5/99
POND VOLUME CALCULATIONS
Lot 8 - Paramount Center - Pond #3
CALCULATE IMPERVIOUS AREA:
Drainage area = 8.98 ac.
Impervious area = 5.78 ac.
Percent Impervious = 64.34%
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.63 DA = 8.98 ac
Volume = Rv x 1" x Drainage Area = 0.47 ac.-ft. or 20506 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q' = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.11 ac Peak Stage = 339.85 ft
Maximum Surface Area = 0.28 ac Rise = 3.10 ft
Peak Outflow = 9.74 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.25 ft
Qp = 42 cfs Lr = 3 ft Barrel:
Tp = 10.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 5799 Zcr = 339.25 ft Zinv = 336.50 ft
b = 1.35 Drawdown Pipe: Emergency Spillway:
Zo = 336.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.00 in Zcr = 0.00 ft
Z; = 336.75 ft Zcr = 336.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
ovv. io JJO.io 0 0.0 0.0 u.u 0.0
2 3 890.18 336.75 0 0.0 0.0 0.0 0.0
4 13 1306.93 336.83 0 0.0 0.0 0.0 0.0
6 25 2834.91 337.09 0 0.0 0.0 0.0 0.0
8 35 5797.94 337.50 0 0.0 0.0 0.0 0.0
10 41 10041.13 338.00 0 0.0 0.0 0.0 0.0
12 40 14982.57 338.52 0 0.0 0.0 0.0 0.0
14 33 19807.44 338.98 0 0.0 0.0 0.0 0.0
16 26 23781.01 339.34 1 0.7 13.0 8.8 0.0
18 20 26810.68 339.60 6 5.7 25.8 9.3 0.0
20 16 28574.64 339.75 10 9.7 30.8 9.6 0.0
22 13 29346.77 339.82 10 11.6 32.7 9.7 0.0
24 10 29691.48 339.85 10 12.5 33.5 9.7 0.0
26 8 29705.62 339 85 10 12.5 33.5 9.7 0.0
28 6 29464.97 339.83 10 11.9 33.0 9.7 0.0
30 5 29028.91 339.79 10 10.8 31.9 9.6 0.0
32 4 28444.00 339.74 9 9.3 30.4 9.5 0.0
34 3 27770.89 339.69 8 7.8 28.6 9.4 0.0
36 2 27189.88 339.64 6 6.5 26.9 9.3 0.0
38 2 26687.22 339.59 5 5.4 25.4 9.3 0.0
40 1 26251.38 339.56 5 4.6 24.0 9.2 0.0
42 1 25872.64 339.52 4 3.9 22.7 9.1 0.0
44 1 25542.78 339.49 3 3.3 21.4 9.1 0.0
46 1 25254.87 339.47 3 2.8 20.3 9.0 0.0
48 1 25003.01 339 45 2 2.4 19.3 9.0 0.0
50 0 24782.19 339.43 2 2.0 18.3 9.0 0.0
52 0 24588.16 339.41 2 1.8 17.4 8.9 0.0
54 0 24417.27 339.40 2 1.5 16.6 8.9 0.0
56 0 24266.43 339.38 1 1.3 15.8 8.9 0.0
58 0 24132.97 339.37 1 1.1 15.1 8.8 0.0
60 0 24014.63 339.36 1 1.0 14.5 8.8 0.0
62 0 23909.45 339.35 1 0.9 13.8 8.8 0.0
64 0 23815.75 339.34 1 0.8 113 8.8 0.0
66 0 23732.08 339.34 1 0.7 12.7 8.8 0.0
68 0 23657.20 339.33 1 0.6 12.2 8.8 0.0
70 0 23590.02 339.32 1 0.5 11.8 8.7 0.0
72 0 23529.62 339.32 0 0.5 11.3 8.7 0.0
74 0 23475.19 339.31 0 0.4 10.9 8.7 0.0
76 0 23426.02 339.31 0 0.4 10.5 8.7 0.0
78 0 23381.51 339.31 0 0.4 10.2 8.7 0.0
80 0 23341.13 339.30 0 0.3 9.9 8.7 0.0
DRY-POND-3. xls 1/&99
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Pond #3
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 339.25 ft
Diameter of Drains = 2.0 in Ending Water Elevation = 336.75 ft
Orifice Coefficient = 0.60 ft Average Head = 1.25 ft
Elevation of Drains = 336.75 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.12 cfs
Vol of Storage Required = 20506 cf
Volume of Storage = 21871 cf OK
Length of Drawdown = 186204 sec or 2.16 days OK

GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
50
40
4 30
m
m
r
v
M 20
o
10
I
0
0

i
STAGE-DISCHARGE FUNCTION
J4G.UV
341.00
340.00
{
339.00
w
O
a ,
N 338.00
337.00
336.00
d
335.00
0 1 2 3 4 5 6 7 8 9 10
DISCHARGE (cfs)
DRY-POND-3. xis 115199
10 20 30 40 50
Time (min)
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.11 ac Peak Stage = 341.35 ft
Maximum Surface Area = 0.31 ac Rise = 4.60 ft
Peak Outflow = 12.12 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.25 ft
Qp = 56 cfs Lr = 3 ft Barrel:
Tp = 17.3 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 5799 Zcr = 339.25 ft Zinv = 336.50 ft
b = 1.35 Drawdown Pipe: Emergency Spillway:
Zo = 336.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.00 in Zcr = 0.00 ft
Z; = 336.75 ft Zcr = 336.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
1 Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
u u oau. 10 aao. i o u u.u 0.0 0.0 0.0
2 2 890.18 336.75 0 0.0 0.0 0.0 0.0
4 7 1109.78 336.79 0 0.0 0.0 0.0 0.0
6 15 1959.44 336.95 0 0.0 0.0 0.0 0.0
8 25 3767.08 337.23 0 0.0 0.0 0.0 0.0
10 35 6735.18 337.62 0 0.0 0.0 0.0 0.0
12 44 10914.22 338.10 0 0.0 0.0 0.0 0.0
14 51 16196.12 338.64 0 0.0 0.0 0.0 0.0
16 55 22328.33 339.21 0 0.0 0.0 0.0 0.0
18 56 28946.96 339.79 10 10.6 31.7 9.6 0.0
20 53 34469.74 340.24 10 26.5 431 10.4 0.0
22 34 39521.58 340.64 11 44.1 51.0 11.1 0.0
24 30 42333.82 340.85 11 54.8 54.9 11.4 0.0
26 26 44527.34 341.02 12 63.5 57.6 11.6 0.0
28 22 46193.11 341.14 12 70.3 59.6 11.8 0.0
30 19 47408.62 341.23 12 75.4 61.0 12.0 0.0
32 16 48240.03 341.29 12 78.9 61.9 12.0 0.0
34 14 48744.00 341.33 12 81.0 62.5 12.1 0.0
36 12 48969.06 341.35 12 82.0 62.8 12.1 0.0
38 10 48956.86 341.35 12 81.9 62.7 12.1 0.0
40 9 48743.18 341.33 12 81.0 62.5 12.1 0.0
42 8 48358.74 341.30 12 79.4 62.1 12.1 0.0
44 7 47829.98 341.26 12 77.1 61.5 12.0 0.0
46 6 47179.61 341.22 12 74.4 60.8 11.9 0.0
48 5 46427.22 341.16 12 71.3 59.9 11.8 0.0
50 4 45589.64 34110 12 67.8 58.9 11.8 0.0
52 4 44681.39 341.03 12 641 57.8 11.7 0.0
54 3 43714.99 340.96 12 60.2 56.6 11.5 0.0
56 3 42701.21 340.88 11 56.2 55.3 11.4 0.0
58 2 41649.37 340.80 11 52.1 53.9 11.3 0.0
60 2 40567.50 340.72 11 48.0 52.5 11.2 0.0
62 2 39462.55 340.63 11 43.9 50.9 11.0 0.0
64 1 38340.52 340.54 11 39.8 49.3 10.9 0.0
66 1 37206.61 340.46 11 35.7 47.6 10.8 0.0
68 1 36065.33 340.37 11 31.8 45.8 10.6 0.0
70 1 34920.58 340.27 10 28.0 43.9 10.5 0.0
72 1 33775.75 340.18 10 24.3 41.8 10.3 0.0
74 1 32633.81 340.09 10 20.8 39.7 10.2 0.0
76 1 31497.33 340.00 10 17.4 37.5 10.0 0.0
78 1 30368.56 339.90 10 14.3 35.0 9.8 0.0
80 0 29249.49 339.81 10 11.3 32.4 9.7 0.0
82 0 28141.85 339.72 9 8.6 29.6 9.5 0.0
84 0 27151.60 339.63 6 6.4 26.8 9.3 0.0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
70
60
50
N
w
40
m
W
u 30
O
20
10
0
0
I
STAGE-DISCHARGE FUNCTION
JYL. V V
341.00
340.00
339.00
w
Q
V) 338.00
337.00
336.00
335.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13
DISCHARGE (cfs)
DRY-POND-3. xls 1/5/99
10 20 30 40 50 60
Time (min)
Riprap Velocity Dissipator Pad
DRY POND #3
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHYVR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 9.74 cfs (from Chainsaw Routing Sheet)
V= 7.9 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 12 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft.
W = 13.25 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
Use: 4 ft
Use: 14 ft
Maximum Stone Diameter (1.5*d-50)
Class "B" Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)

DSAdantic
DRY POND #3
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
ilrul4r? ?i
?ess?o 9
Q4
SEAL
022092
M. M
111111',
rr IIIIP
DRY-POND-3.xls 1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #3

WATERSHED
No. DRAINAGE AR
Measure No.l Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 9.02 8.95 8.98 8.98

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 877 24

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 8.98 ac 4.86 ac 0.92 ac * 64.34%

DRY-POND-3.xls 1/5/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp.
INPUT OUTPUT

L= 877 ft
H= 24 ft Tc = 5.8 minutes
g = 195 (10 year
h= 22 storm) 1= 7.02 in/hr
A= 8.98 acres
C= 0.66 QP1O = 42 cfs
g = 290 (100 year
h = 25 storm)
SOLUTION - Tp:
I = 9.43 in/hr
QP1oo = 56 cfs
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 4.71 in
CN = 68 Q* = 1.14 in
TP10 = 10.7 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.47 in
TP100 = 17.3 minutes
TERMINOLOGY
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #3
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
DRY-POND-3.xls 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Pond #3
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

336.5 5159 0 0
338 8345 10128 10128 1.5 9.2231 0.4055 1.51
340 12202 20547 30675 3.5 10.3312 1.2528 3.43
342 16270 28472 59147 5.5 10.9878 1.7047 5.57
STAGE-STORAGE FUNCTION:
S=Ks*Zb
where: b = 1.35 and
Stage-Storage Function
18
16
14
12
10
c
8
6
4
2
0
KS = 5799
0.0
0.5 1.0 1.5 2.0
In Z
DRY-POND-3.xls 1/5/99
POND VOLUME CALCULATIONS
Lot 8 - Paramount Center - Pond #3
CALCULATE IMPERVIOUS AREA:
Drainage area = 8.98 ac.
Impervious area = 5.78 ac.
Percent Impervious = 64.34%
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.63 DA = 8.98 ac
Volume = Rv x 1" x Drainage Area = 0.47 ac.-ft. or 20506 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q" = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.11 ac Peak Stage = 339.85 ft
Maximum Surface Area = 0.28 ac Rise = 3.10 ft
Peak Outflow = 9.74 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.25 ft
Qp = 42 cfs Lr = 3 ft Barrel:
Tp = 10.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 5799 Zcr = 339.25 ft Zinv = 336.50 ft
b = 1.35 Drawdown Pipe: Emergency Spillway:
Zo = 336.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.00 in Zcr = 0.00 ft
Z; = 336.75 ft Zcr = 336.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
ovu.ja ooo.io 0 0.0 0.0 0.0 0.0
2 3 890.18 336.75 0 0.0 0.0 0.0 0.0
4 13 1306.93 336.83 0 0.0 0.0 0.0 0.0
6 25 2834.91 337.09 0 0.0 0.0 0.0 0.0
8 35 5797.94 337.50 0 0.0 0.0 0.0 0.0
10 41 10041.13 338.00 0 0.0 0.0 0.0 0.0
12 40 14982.57 338.52 0 0.0 0.0 0.0 0.0
14 33 19807.44 338.98 0 0.0 0.0 0.0 0.0
16 26 23781.01 339.34 1 0.7 13.0 8.8 0.0
18 20 26810.68 339.60 6 5.7 25.8 9.3 0.0
20 16 28574.64 339.75 10 9.7 30.8 9.6 0.0
22 13 29346.77 339.82 10 11.6 32.7 9.7 0.0
24 10 29691.48 339.85 10 12.5 33.5 9.7 0.0
26 8 29705.62 339.85 10 12.5 33.5 9.7 0.0
28 6 29464.97 339.83 10 11.9 33.0 9.7 0.0
30 5 29028.91 339.79 10 10.8 31.9 9.6 0.0
32 4 28444.00 339.74 9 9.3 30.4 9.5 0.0
34 3 27770.89 339.69 8 7.8 28.6 9.4 0.0
36 2 27189.88 339.64 6 6.5 26.9 9.3 0.0
38 2 26687.22 339.59 5 5.4 25.4 9.3 0.0
40 1 26251.38 339.56 5 4.6 24.0 9.2 0.0
42 1 25872.64 339.52 4 3.9 22.7 9.1 0.0
44 1 25542.78 339.49 3 3.3 21.4 9.1 0.0
46 1 25254.87 339.47 3 2.8 20.3 9.0 0.0
48 1 25003.01 339.45 2 2.4 19.3 9.0 0.0
50 0 24782.19 339.43 2 2.0 18.3 9.0 0.0
52 0 24588.16 339.41 2 1.8 17.4 8.9 0.0
54 0 24417.27 339.40 2 1.5 16.6 8.9 0.0
56 0 24266.43 339.38 1 1.3 15.8 8.9 0.0
58 0 24132.97 33937 1 1.1 15.1 8.8 0.0
60 0 24014.63 339.36 1 1.0 14.5 8.8 0.0
62 0 23909.45 339.35 1 0.9 13.8 8.8 0.0
64 0 23815.75 339.34 1 0.8 13.3 8.8 0.0
66 0 23732.08 339.34 1 0.7 12.7 8.8 0.0
68 0 23657.20 339.33 1 0.6 12.2 8.8 0.0
70 0 23590.02 339.32 1 0.5 11.8 8.7 0.0
72 0 23529.62 339.32 0 0.5 11.3 8.7 0.0
74 0 23475.19 339.31 0 0.4 10.9 8.7 0.0
76 0 23426.02 339.31 0 0.4 10.5 8.7 0.0
78 0 23381.51 339.31 0 0.4 10.2 8.7 0.0
80 0 23341.13 339.30 0 0.3 9.9 8.7 0.0
DRY-POND-3. xls 116199
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Pond #3
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 339.25 ft
Diameter of Drains = 2.0 in Ending Water Elevation = 336.75 ft
Orifice Coefficient = 0.60 ft Average Head = 1.25 ft
Elevation of Drains = 336.75 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.12 cfs
Vol of Storage Required = 20506 cf
Volume of Storage = 21871 cf OK
Length of Drawdown = 186204 sec or 2.16 days OK

50
40
30
m
a
`m
L
V
T 20
O
10
0
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
A"
w
?a
'r ?trr
>i
0 10 20 30 40 50
Time (min)
STAGE-DISCHARGE FUNCTION
342.00
i
341.00
340.00
339.00
w
Q
Y) 338.00
337.00
336.00 L
335.00
0 1 2 3 4 5 6 7 8 9 10
DISCHARGE (cfs)
DRY-POND-3. xls 1/5/99
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF. Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.11 ac Peak Stage = 341.35 ft
Maximum Surface Area = 0.31 ac Rise = 4.60 ft
Peak Outflow = 12.12 cfs
INPUT
I-lydrograph Results: Riser: Nr = 1 Top of Dam: 342.25 ft
Qp = 56 cfs Lr = 3 ft Barrel:
Tp = 17.3 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 5799 Zcr = 339.25 ft Zinv = 336.50 ft
b = 1.35 Drawdown Pipe: Emergency Spillway.
Zo = 336.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.00 in Zcr = 0.00 ft
Z; = 336.75 ft Zcr = 336.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
v .... 1. -.I J U V.U U.U U.U U.U
2 2 890.18 336.75 0 0.0 0.0 0.0 0.0
4 7 1109.78 336.79 0 0.0 0.0 0.0 0.0
6 15 1959.44 336.95 0 0.0 0.0 0.0 0.0
8 25 3767.08 337.23 0 0.0 0.0 0.0 0.0
10 35 6735.18 337.62 0 0.0 0.0 0.0 0.0
12 44 10914.22 338.10 0 0.0 0.0 0.0 0.0
14 51 16196.12 338.64 0 0.0 0.0 0.0 0.0
16 55 22328.33 339.21 0 0.0 0.0 0.0 0.0
18 56 28946.96 339.79 10 10.6 31.7 9.6 0.0
20 53 34469.74 340.24 10 26.5 43.1 10.4 0.0
22 34 39521.58 340.64 11 44.1 51.0 11.1 0.0
24 30 42333.82 340.85 11 54.8 54.9 11.4 0.0
26 26 44527.34 341.02 12 63.5 57.6 11.6 0.0
28 22 46193.11 341.14 12 70.3 59.6 11.8 0,0
30 19 47408.62 341.23 12 75.4 61.0 12.0 0.0
32 16 48240.03 341.29 12 78.9 61.9 12.0 0.0
34 14 48744.00 341.33 12 81.0 62.5 12.1 0.0
36 12 48969.06 341.35 12 82.0 62.8 12.1 0.0
38 10 48956.86 341.35 12 81.9 62.7 12.1 0.0
40 9 48743.18 341.33 12 81.0 62.5 12.1 0.0
42 8 48358.74 341.30 12 79.4 62.1 12.1 0.0
44 7 47829.98 341.26 12 77.1 61.5 12.0 0.0
46 6 47179.61 341.22 12 74.4 60.8 11.9 0.0
48 5 46427.22 341.16 12 71.3 59.9 11.8 0.0
50 4 45589.64 341.10 12 67.8 58.9 11.8 0.0
52 4 44681.39 341.03 12 64.1 57.8 11.7 0.0
54 3 43714.99 340.96 12 60.2 56.6 11.5 0.0
56 3 42701.21 340.88 11 56.2 55.3 11,4 0.0
58 2 41649.37 340.80 11 52.1 53.9 11.3 0.0
60 2 40567.50 340.72 11 48.0 52.5 11.2 0.0
62 2 39462.55 340.63 11 43.9 50.9 11.0 0.0
64 1 38340.52 340.54 11 39.8 49.3 10.9 0.0
66 1 37206.61 340.46 11 35.7 47.6 10.8 0.0
68 1 36065.33 340.37 11 31.8 45.8 10.6 0.0
70 1 34920.58 340.27 10 28.0 43.9 10.5 0.0
72 1 33775.75 340.18 10 24.3 41.8 10.3 0.0
74 1 32633.81 340.09 10 20.8 39.7 10.2 0.0
76 1 31497.33 340.00 10 17.4 37.5 10.0 0.0
78 1 30368.56 339.90 10 14.3 35.0 9.8 0.0
80 0 29249.49 339.81 10 11.3 32.4 9.7 0.0
82 0 28141.85 339.72 9 8.6 29.6 9.5 0.0
84 0 27151.60 339.63 6 6.4 26.8 9.3 0.0
70
60
50
H
w
40
m
w
?o
a 30
20
10
0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
0 10 20 30 40 50 60
Time (min)
STAGE-DISCHARGE FUNCTION
i
342.00
341.00
340.00
339.00
w
Q y
H
338.00
337.00
336.00
335.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13
DISCHARGE (cfs)
DRY-POND-3.xls 1/5/99
Riprap Velocity Dissipator Pad
DRY POND #3
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (VCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 9.74 cfs (from Chainsaw Routing Sheet)
V= 7.9 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 12 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft. Use: 4 ft
W = 13.25 ft. Use: 14 ft
Step 4. d-max 0.75 ft. Maximum Stone Diameter (1.5*d-50)
d-max 9 in. Class "B" Rip-Rap
Step 5. Thickness = 1.1 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 14 in. Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
ME M WEE
DSAdanfic
DRY POND #3
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
CJq'q
4?FfcSSy
_= 9 m "
SEAL
022092
r
FHcINct*o
M. M
?PPPP7!M111,?
DRY-POND-3.xls 1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Pond #3

WATERSHED
No. DRAINAGE AREA
Measure No.1 Measure No.2 Measure No.3 Average
(ACRES) (ACRES) (ACRES) (ACRES)

1 9.02 8.95 8.98 8.98

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 877 24

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 8.98 ac 4.86 ac 0.92 ac * 64.34%

DRY-POND-3. xls 1/5/99
BACKGROUND.
REFERENCES:
SOLUTION - Qp
INPUT OUTPUT

L= 877 ft
H= 24 ft Tc = 5.8 minutes
9 = 195 (10 year
h= 22 storm) I= 7.02 in/hr
A= 8.98 acres
C= 0.66 QD1O = 42 cfs
g = 290 (100 year
h = 25 storm)
I = 9.43 in/hr
QP1oo = 56 cfs
SOLUTION - Tp:
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 4.71 in
CN = 68 Q* = 1.14 in
TD10 = 10.7 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.47 in
TP100 = 17.3 minutes
TERMINOLOGY
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Pond #3
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
DRY-POND-3.xls 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Pond #3
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

336.5 5159 0 0
338 8345 10128 10128 1.5 9.2231 0.4055 1.51
340 12202 20547 30675 3.5 10.3312 1.2528 3.43
342 16270 28472 59147 5.5 10.9878 1.7047 5.57
STAGE-STORAGE FUNCTION:
S=Ks*Zb
where-. b = 1.35 and
Stage-Storage Function
18
16
14
12
10
c
8
6
4
2
0
Ks = 5799
0.0
0.5 1.0
In Z
1.5 2.0
DRY-POND-3.xls 1/5/99
POND VOLUME CALCULATIONS
Lot 8 - Paramount Center - Pond #3
CALCULATE IMPERVIOUS AREA:
Drainage area = 8.98 ac.
Impervious area = 5.78 ac.
Percent Impervious = 64.34%
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.63 DA = 8.98 ac
Volume = Rv x 1" x Drainage Area = 0.47 ac.-ft. or 20506 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.11 ac Peak Stage = 339.85 ft
Maximum Surface Area = 0.28 ac Rise = 3.10 ft
Peak Outflow = 9.74 cfs
INPUT
Hydrograph Results: Riser- Nr = 1 Top of Dam: 342.25 ft
Qp = 42 cfs Lr = 3 ft Barrel:
Tp = 10.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 5799 Zcr = 339.25 ft Zinv = 336.50 ft
b = 1.35 Drawdown Pipe: Emergency Spillway:
Zo = 336.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.00 in Zcr = 0.00 ft
Z; = 336.75 ft Zcr = 336.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
.. v oau. i o oou. I o v 0.0 0.0 0.0 0.0
2 3 890.18 336.75 0 0.0 0.0 0.0 0.0
4 13 1306.93 336.83 0 0.0 0.0 0.0 0.0
6 25 2834.91 337.09 0 0.0 0.0 0.0 0.0
8 35 5797.94 337.50 0 0.0 0.0 0.0 0.0
10 41 10041.13 338.00 0 0.0 0.0 0.0 0.0
12 40 14982.57 338.52 0 0.0 0.0 0.0 0.0
14 33 19807.44 338.98 0 0.0 0.0 0.0 0.0
16 26 23781.01 339.34 1 0.7 13.0 8.8 0.0
18 20 26810.68 339.60 6 5.7 25.8 9.3 0.0
20 16 28574.64 339.75 10 9.7 30.8 9.6 0.0
22 13 29346.77 339.82 10 11.6 32.7 9.7 0.0
24 10 29691.48 339.85 10 12.5 33.5 9.7 0.0
26 8 29705.62 339.85 10 12.5 33.5 9.7 0.0
28 6 29464.97 339.83 10 11.9 33.0 9.7 0.0
30 5 29028.91 339.79 10 10.8 31.9 9.6 0.0
32 4 28444.00 339 74 9 9.3 30.4 9.5 0.0
34 3 27770.89 339.69 8 7.8 28.6 9.4 0.0
36 2 27189.88 339.64 6 6.5 26.9 9.3 0.0
38 2 26687.22 339.59 5 5.4 25.4 9.3 0.0
40 1 26251.38 339.56 5 4.6 24.0 9.2 0.0
42 1 25872.64 339.52 4 3.9 22.7 9.1 0.0
44 1 25542.78 339.49 3 3.3 21.4 9.1 0,0
46 1 25254.87 339.47 3 2.8 20.3 9.0 0.0
48 1 25003.01 339.45 2 2.4 19.3 9.0 00
50 0 24782.19 339.43 2 2.0 18.3 9.0 0.0
52 0 24588.16 339.41 2 1.8 17.4 8.9 0.0
54 0 24417.27 339.40 2 1.5 16.6 8.9 0.0
56 0 24266.43 339.38 1 1.3 15.8 8.9 0.0
58 0 24132.97 339.37 1 1.1 15.1 8.8 0.0
60 0 24014.63 339.36 1 1.0 14.5 8.8 0.0
62 0 23909.45 339.35 1 0.9 13.8 8.8 0.0
64 0 23815.75 339.34 1 0.8 13.3 8.8 00
66 0 23732.08 339.34 1 0.7 12.7 8.8 0.0
68 0 23657.20 339.33 1 0.6 12.2 8.8 0.0
70 0 23590.02 339.32 1 0.5 11.8 8.7 0.0
72 0 23529.62 339.32 0 0.5 11.3 8.7 0.0
74 0 23475.19 339.31 0 0.4 10.9 8.7 0.0
76 0 23426.02 339.31 0 0.4 10.5 8.7 0.0
78 0 23381.51 339.31 0 0.4 10.2 8.7 0.0
80 0 23341.13 339.30 0 0.3 9.9 8.7 0.0
DRY-POND-3.xls 1/6/99
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Pond #3
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 339.25 ft
Diameter of Drains = 2.0 in Ending Water Elevation = 336.75 ft
Orifice Coefficient = 0.60 ft Average Head = 1.25 It
Elevation of Drains = 336.75 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.12 cfs
Vol of Storage Required = 20506 cf
Volume of Storage = 21871 cf OK
Length of Drawdown = 186204 sec or 2.16 days OK

50
40
30
m
?o
uu
N 20
0
10
0 111
0
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
STAGE-DISCHARGE FUNCTION

342.00
341.00
340.00
339.00
w
Q
Y) 338.00
337.00
336.00.
335.00
0 1 2 3 4 5 6 7 8 9 10
DISCHARGE (cfs)
DRY-POND-3. xls 115199
10 20 30 40 50
Time (min)
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.11 ac Peak Stage = 341.35 ft
Maximum Surface Area = 0.31 ac Rise = 4.60 ft
Peak Outflow = 12.12 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 342.25 ft
Qp = 56 cfs Lr = 3 ft Barrel:
Tp = 17.3 min Wr = 3 n Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 5799 Zcr = 339.25 ft Zinv = 336.50 ft
b = 1.35 Drawdown Pipe: Emergency Spillway:
Zo = 336.5 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.00 in Zcr = 0.00 ft
Z; = 336.75 ft Zcr = 336.75 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
v v ovu.lo JJO./o U U.U u.u OA U.0
2 2 890.18 336.75 0 0.0 0.0 0.0 0.0
4 7 1109.78 336.79 0 0.0 0.0 0.0 0.0
6 15 1959.44 336.95 0 0.0 0.0 0.0 0.0
8 25 3767.08 337.23 0 0.0 0.0 0.0 0.0
10 35 6735.18 337.62 0 0.0 0.0 0.0 0.0
12 44 10914.22 338.10 0 0.0 0.0 0.0 0.0
14 51 16196.12 338.64 0 0.0 0.0 0.0 0.0
16 55 22328.33 339.21 0 0.0 0.0 0.0 0.0
18 56 28946.96 339.79 10 10.6 31.7 9.6 0.0
20 53 34469.74 340.24 10 26.5 43.1 10.4 0.0
22 34 39521.58 340.64 11 44.1 51.0 11.1 0.0
24 30 42333.82 340.85 11 54.8 54.9 11.4 0.0
26 26 44527.34 341.02 12 63.5 57.6 11.6 0.0
28 22 46193.11 341.14 12 70.3 59.6 11.8 0.0
30 19 47408.62 341.23 12 75.4 61.0 12.0 0.0
32 16 48240.03 341.29 12 78.9 61.9 12.0 0.0
34 14 48744.00 341.33 12 81.0 62.5 12.1 0.0
36 12 48969.06 341.35 12 82.0 62.8 12.1 0.0
38 10 48956.86 341.35 12 81.9 62.7 12.1 0.0
40 9 48743.18 341.33 12 81.0 62.5 12.1 0.0
42 8 48358.74 341.30 12 79.4 62.1 12.1 0.0
44 7 47829.98 341.26 12 77.1 61.5 12.0 0.0
46 6 47179.61 341.22 12 74.4 60.8 11.9 0.0
48 5 46427.22 341.16 12 71.3 59.9 11.8 0.0
50 4 45589.64 341.10 12 67.8 58.9 11.8 0.0
52 4 44681.39 341,03 12 64.1 57.8 11.7 0,0
54 3 43714.99 340.96 12 60.2 56.6 11.5 0.0
56 3 42701.21 340.88 11 56.2 55.3 11.4 0.0
58 2 41649.37 340.80 11 52.1 53.9 11.3 0.0
60 2 40567.50 340.72 11 48.0 52.5 11.2 0.0
62 2 39462.55 340.63 11 43.9 50.9 11.0 0.0
64 1 38340.52 340.54 11 39.8 49.3 10.9 0.0
66 1 37206.61 340.46 11 35.7 47.6 10.8 0.0
68 1 36065.33 340.37 11 31.8 45.8 10.6 0.0
70 1 34920.58 340.27 10 28.0 43.9 10.5 0.0
72 1 33775.75 340.18 10 24.3 41.8 10.3 0.0
74 1 32633.81 340.09 10 20.8 39.7 10.2 0.0
76 1 31497.33 340.00 10 17.4 37.5 10.0 0.0
78 1 30368.56 339.90 10 14.3 35.0 9.8 0.0
80 0 29249.49 339.81 10 11.3 32.4 9.7 0.0
82 0 28141.85 339.72 9 8.6 29.6 9.5 0.0
84 0 27151.60 339.63 6 6.4 26.8 9.3 0.0
70
60
50
40
m
w
?a
w 30
0
20
10
0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
0 10 20 30 40 50 60
Time (min)
STAGE-DISCHARGE FUNCTION
342.00
341.00
340.00
F
339.00
w
c7
a
v~) 338.00
337.00
336.00
335.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13
DISCHARGE (cfs)
DRY-POND-3. xis 1/5/99
Riprap Velocity Dissipator Pad
DRYPOND #3
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 9.74 cfs (from Chainsaw Routing Sheet)
V= 7.9 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 12 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft. Use: 4 ft
W = 13.25 ft. Use: 14 ft
Step 4. d-max 0.75 ft. Maximum Stone Diameter (1.5*d-50)
d-max 9 in. Class "B" Rip-Rap
Step 5. Thickness = 1.1 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 14 in. Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
DSAtlantic
WET POND
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
CARpI?'
,? ?° ?ESSi tiq
Q4 0?
SEAL =
072092
IGI
fill;
WET-POND.xfs 1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Wet Pond

WATERSHED
No. DRAINAGE AR
Measure No.I Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 1.92 1.88 1.90 1.90

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 445 24

WATERSHED
No. 1 ESTIMATION OF IMPE
1 Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 1.90 ac 1.36 ac 0.00 ac * 71.58%

WET-POND.xis 1/5/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp:
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Wet Pond
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
L = 445 ft
H = 24 ft
g = 195 (10 year
h = 22 storm)
A = 1.90 acres
C = 0.68
SOLUTION - Tp:
Tc = 5.0 minutes
I = 7.22 in/hr
QP,o = 9 cfs
I = 9.67 in/hr
QP1oo = 12 cfs
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 4.49 in
CN = 69 Q* = 1.20 in
TP10 = 10.7 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.56 in
TP100 = 16.9 minutes
TERMINOLOGY
g = 290 (100 year
h = 25 storm)
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
WET-POND.xls 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Wet Pond
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

326 1334 0 0
328 2818 4152 4152 2 8.3313 0.6931 2.01
330 4687 7505 11657 4 9.3637 1.3863 3.93
332 6354 11041 22698 6 10.0300 1.7918 6.06
STAGE-STORAGE FUNCTION.
S=Ks*Zb
where: b = 1.54 and KS = 1414
Stage-Storage Function
18
16
14
12
10
U)
C
_ 8
6
4
2
0
0.5
WET-POND.xIs
1.0 1.5
In Z
2.0
1/5/99
POND VOLUME CALCULATIONS
Woodlake Center - Lot 4: Project No. LI0004.010
CALCULATE IMPERVIOUS AREA:
Drainage area = 1.90 ac.
Impervious area = 1.36 ac.
Percent Impervious = 71.58%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 6 foot permanent pool depth
Use Table 51.1 in Stormwater Management Guidance Manual and interpolate.
SA/DA = 2.75%
For Depth of Pool= 3 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area = 0.05 ac. or 2276 sf.
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.69 DA = 1.90 ac
Volume = Rv x 1" x Drainage Area = 0.11 ac.-ft. or 4786 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q" = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.09 ac Peak Stage = 330.47 ft
Maximum Surface Area = 0.11 ac Rise = 1.47 ft
Peak Outflow = 2.71 cfs
INPUT
Hydrograph Results: Riser.- Nr = 1 Top of Dam: 332.00 ft
Qp = 9 cfs Lr = 3 ft Barrel:
Tp = 10.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 1414 Zcr = 330.25 ft Zinv = 326.00 ft
b = 1.54 Drawdown Pipe: Emergency Spillway:
Zo = 326.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.00 in Zcr = 0.00 ft
Z; = 329.00 ft Zcr = 329.00 It Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
i of v.jv Jcy.UU U 0.0 U.U 0.0 u.U
2 1 7679.50 329.00 0 0.0 0.0 0.0 0.0
4 3 7774.08 329.02 0 0.0 0.0 0.0 0.0
6 6 8120.44 329.11 0 0.0 0.0 0.0 0.0
8 8 8790.72 329.28 0 0.0 0.0 0.0 0.0
10 9 9747.61 329.50 0 0.0 0.0 0.0 0.0
12 9 10856.98 329.76 0 0.0 0.0 0.0 0.0
14 7 11933.16 329.99 0 0.0 0.0 0.0 0.0
16 6 12813.57 330.18 0 0.0 0.0 0.0 0.0
18 5 13503.32 330.33 1 0.6 12.1 11.4 0.0
20 4 13973.32 330.43 2 2.0 18.1 11.5 0.0
22 3 14159.32 330.46 3 2.7 20.0 11.6 0.0
24 2 14171.96 330.47 3 2.7 20.1 11.6 0.0
26 2 14106.96 330.45 2 2.5 19.5 11.5 0.0
28 1 14015.26 330.43 2 2.1 18.6 11.5 0.0
30 1 13919.66 330.41 2 1.8 17.6 11.5 0.0
32 1 13829.35 330.40 1 1.5 16.5 11.5 0.0
34 1 13747.57 330.38 1 1.2 15.5 11.4 0.0
36 1 13674.97 330.36 1 1.0 14.6 11.4 0.0
38 0 13611.17 330.35 1 0.9 13.7 11.4 0.0
40 0 13555.37 330.34 1 0.7 12.9 11.4 0.0
42 0 13506.68 330.33 1 0.6 12.1 11.4 0.0
44 0 13464.24 330.32 0 0.5 11.4 11.3 0.0
46 0 13427.23 330.31 0 0.4 10.8 11.3 0.0
48 0 13394.93 330.31 0 0.4 10.2 11.3 0.0
50 0 13366.73 330.30 0 0.3 9.6 11.3 0.0
52 0 13342.06 330.29 0 0.3 9.1 11.3 0.0
54 0 13320.45 330.29 0 0.2 8.6 11.3 0.0
56 0 13301.49 330.29 0 0.2 8.2 11.3 0.0
58 0 13284.83 330.28 0 0.2 7.8 11.3 0.0
60 0 13270.16 330.28 0 0.1 7.4 11.3 0.0
62 0 13257.21 330.28 0 0.1 7.1 11.3 0.0
64 0 13245.77 330.27 0 0.1 6.7 11.3 0.0
66 0 13235.63 330.27 0 0.1 6.4 11.3 0.0
68 0 13226.64 330.27 0 0.1 6.1 11.3 0.0
70 0 13218.64 330.27 0 0.1 5.9 11.3 0.0
72 0 13211.50 330.27 0 0.1 5.6 11.3 0.0
74 0 13205.13 330.27 0 0.1 5.4 11.3 0.0
76 0 13199.42 330.26 0 0.0 5.2 11.3 0.0
78 0 13194.30 330.26 0 0.0 5.0 11.3 0.0
80 0 13189.69 330.26 0 0.0 4.8 11.3 0.0
WET-POND. x/s 1/&99
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Wet Pond
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 330.25 ft
Diameter of Drains = 1.0 in Ending Water Elevation = 329.00 ft
Orifice Coefficient = 0.60 ft Average Head = 0.63 ft
Elevation of Drains = 329.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 0.02 cfs
Vol of Storage Required = 4786 cf
Volume of Storage = 5452 cf OK
Length of Drawdown = 262550 sec or 3.04 days OK
Permanent Pool Drawdown
Bottom drain must completely drain pond in less than 24 hours
INPUT
Number of Drains = 1 Starting Water Elevation = 329.00 ft
Diameter of Drains = 8.0 in Ending Water Elevation = 326.00 ft
Orifice Coefficient = 0.60 ft Average Head = 1.50 ft
Elevation of Drains = 326.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 2.06 cfs
Volume of Storage = 7680 cf
Length of Drawdown = 3730 sec or 1.04 hours OK
12
10
8
m
O7 6
m
L
u
N_
4
2
0
0
F
3?
s
_ r
o
332.00
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
10 20 30 40 50
Time (min)
STAGE-DISCHARGE FUNCTION
331.00
330.00
H
329.00
328.00 L-
0.0
WET-POND. xls
0.5 1.0 1.5 2.0
DISCHARGE (cfs)
2.5 3.0
115199
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.09 ac Peak Stage = 330.78 ft
Maximum Surface Area = 0.12 ac Rise = 1.78 ft
Peak Outflow = 10.30 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 332.00 ft
Qp = 12 cfs Lr = 3 ft Barrel:
Tp = 16.9 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 1414 Zcr = 330.25 ft Zinv = 326.00 ft
b = 1.54 Drawdown Pipe: Emergency Spillway:
Za = 326.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.00 in Zcr = 0.00 ft
Z; = 329.00 ft Zcr = 329.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
- - ?,. N.V V.V u.u u.u
2 0 7679.50 329.00 0 0.0 0.0 0.0 0.0
4 2 7730.50 329.01 0 0.0 0.0 0.0 0.0
6 3 7927.55 329.06 0 0.0 0.0 0.0 0.0
8 6 8345.82 329.17 0 0.0 0.0 0.0 0.0
10 8 9030.37 329.33 0 0.0 0.0 0.0 0.0
12 10 9990.04 329.56 0 0.0 0.0 0.0 0.0
14 12 11196.19 329.83 0 0.0 0.0 0.0 0.0
16 12 12586.65 330.13 0 0.0 0.0 0.0 0.0
18 12 14074.16 330.45 2 2.3 19.2 11.5 0.0
20 12 15277.56 330.69 8 7.9 28.7 11.9 0.0
22 7 15715.65 330.78 10 10.3 31.4 12.0 0.0
24 6 15377.51 330.71 8 8.4 29.4 11.9 0.0
26 6 15139.99 330.66 7 7.1 27.8 11.9 0.0
28 5 14944.72 330.62 6 6.1 26.4 11.8 0.0
30 4 14774.51 330.59 5 5.3 25.2 11.7 0.0
32 3 14622.93 330.56 5 4.6 24.0 11.7 0.0
34 3 14486.77 330.53 4 4.0 22.9 11.7 0.0
36 3 14364.01 330.51 3 3.5 21.9 11.6 0.0
38 2 14253.15 330.48 3 3.0 20.9 11.6 0.0
40 2 14152.91 330.46 3 2.6 19.9 11.6 0.0
42 2 14062.20 330.44 2 2.3 191 11.5 0.0
44 1 13980.08 330.43 2 2.0 18.2 11.5 0.0
46 1 13905.69 330.41 2 1.7 17.4 11.5 0.0
48 1 13838.26 330.40 2 1.5 16.6 11.5 0.0
50 1 13777.12 330.38 1 1.3 15.9 11.4 0.0
52 1 13721.65 330.37 1 1.2 15.2 11.4 0.0
54 1 13671.31 330.36 1 1.0 14.6 11.4 0.0
56 1 13625.60 330.35 1 0.9 13.9 11.4 0.0
58 0 13584.07 330.34 1 0.8 13.3 11.4 0.0
60 0 13546.33 330.34 1 0.7 12.8 11.4 0.0
62 0 13512.01 330.33 1 0.6 12.2 11.4 0.0
64 0 13480.78 330.32 1 0.5 11.7 11.3 0.0
66 0 13452.37 330.32 0 0.5 11.2 11.3 0.0
68 0 13426.49 330.31 0 0.4 10.8 11.3 0.0
70 0 13402.91 330.31 0 0.4 10.3 11.3 0.0
72 0 13381.42 330.30 0 0.3 9.9 11.3 0.0
74 0 13361.82 330.30 0 0.3 9.5 11.3 0.0
76 0 13343.94 330.29 0 0.3 9.2 11.3 0.0
78 0 13327.61 330.29 0 0.2 8.8 11.3 0.0
80 0 13312.69 330.29 0 0.2 8.5 11.3 0.0
82 0 13299.06 330.29 0 0.2 8.1 11.3 0.0
84 0 13286.60 330.28 0 0.2 7.8 11.3 0.0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
14
12
10
10 20 30 40
Time (min)
STAGE-DISCHARGE FUNCTION
50
w
u
8
t
u
a 6
0
4
2
0
0
332.00
331.00
E
330.00
Q
H
y
329.00
328.00

60

0 1 2 3 4 5 6 7 8 9 10 11
DISCHARGE (cfs)
WET-POND.xls 1/5/99
Riprap Velocity Dissipator Pad
WET POND
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDENNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.71 cfs (from Chainsaw Routing Sheet)
V= 2.2 fps
d-50 = 0.5 ft.
L-a = 8 ft.
Step 3. 3*D-o = 3.75 ft.
W = 9.25 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
TERMINOLOGY: Q10
D-o
d-50
L-a
3 * D-o
W
d-max
Thickness
Figure 8.06 a
Figure 8.06 a
Use: 4 ft
Use: 10 ft
Maximum Stone Diameter (1.5*d-50)
Class "B" Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
Use: 18 in
= 10-Year Design Storm, Peak Discharge, (cfs)
= Pipe Diameter, (in. & ft.)
= Mean Stone Diameter of Rip-Rap, (ft.)
= Length of Rip-Rap Apron, (ft.)
= Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
= Width of Rip-Rap Apron @ End of Apron, (ft.)
= Maximum Stone Diameter of Rip-Rap, (ft. & in.)
= Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
I
DSAdantic
WET POND
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
`,11111111
1/DP?F//
CARO
? ?QFESS/p?'9
Q SEAL
- 022092
?/?llllrtYAlyP
WET-POND.As
1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Wet Pond

WATERSHED
No. DRAINAGE AR
Measure No.I Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 1.92 1.88 1.90 1.90

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 445 24

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 1.90 ac 1.36 ac 0.00 ac * 71.58%

WET-PON D. As 1/5/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp:
INPUT OUTPUT

L= 445 ft
H= 24 ft Tc = 5.0 minutes
g = 195 (10 year
h= 22 storm) I= 7.22 in/hr
A= 1.90 acres
C= 0.68 QP10 = 9 cfs
g = 290 (100 year
h = 25 storm)
SOLUTION - To:
1= 9.67 in/hr
QP,oo = 12 cfs
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 4.49 in
CN = 69 Q* = 1.20 in
TP10 = 10.7 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.56 in
TP100 = 16.9 minutes
TERMINOLOGY
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Wet Pond
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
WET-POND.xls 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Wet Pond
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft Cu k cu ft ft ft

326 1334 0 0
328 2818 4152 4152 2 8.3313 0.6931 2.01
330 4687 7505 11657 4 9.3637 1.3863 3.93
332 6354 11041 22698 6 10.0300 1.7918 6.06
STAGE-STORAGE FUNCTION:
S=Ks*Zb
where: b = 1.54 and KS = 1414
Stage-Storage Function
18
16
14
12
10
c
8
6
4
2
0
0.5 1.0
1.5
In Z
2.0
WET-POND.xis 1/5/99
POND VOLUME CALCULATIONS
Woodlake Center - Lot 4: Project No. LI0004.010
CALCULATE IMPERVIOUS AREA:
Drainage area = 1.90 ac.
Impervious area = 1.36 ac.
Percent Impervious = 71.58%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 6 foot permanent pool depth
Use Table 51.1 in Stormwater Management Guidance Manual and interpolate.
SA/DA = 2.75%
For Depth of Pool= 3 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area = 0.05 ac. or 2276 sf.
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.69 DA = 1.90 ac
Volume = Rv x 1" x Drainage Area = 0.11 ac.-ft. or 4786 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q' = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.09 ac Peak Stage = 330.47 ft
Maximum Surface Area = 0.11 ac Rise = 1.47 ft
Peak Outflow = 2.71 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 332.00 ft
Qp = 9 cfs Lr = 3 ft Barrel:
Tp = 10.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 1414 Zcr = 330.25 ft Zinv = 326.00 It
b = 1.54 Drawdown Pipe: Emergency Spillway:
Za = 326.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.00 in Zcr = 0.00 ft
Z; = 329.00 ft Zcr = 329.00 it Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs CIS cfs cfs
0 0 7679.00 329.0u 0 u.u 0.0 0.0 0.0
2 1 7679.50 329.00 0 0.0 0.0 0.0 0.0
4 3 7774.08 329.02 0 0.0 0.0 0.0 0.0
6 6 8120.44 329.11 0 0.0 0.0 0.0 0.0
8 8 8790.72 329.28 0 0.0 0.0 0.0 0.0
10 9 9747.61 329.50 0 0.0 0.0 0.0 0.0
12 9 10856.98 329.76 0 0.0 0.0 0.0 0.0
14 7 11933.16 329.99 0 0.0 0.0 0.0 0.0
16 6 12813.57 330.18 0 0.0 0.0 0.0 0.0
18 5 13503.32 330.33 1 0.6 12.1 11.4 0.0
20 4 13973.32 330.43 2 2.0 18.1 11.5 0.0
22 3 14159.32 330.46 3 2.7 20.0 11.6 0.0
24 2 14171.96 330.47 3 2.7 20.1 11.6 0.0
26 2 14106.96 330.45 2 2.5 19.5 11.5 0.0
28 1 14015.26 330.43 2 2.1 18.6 11.5 0.0
30 1 13919.66 330.41 2 1.8 17.6 11.5 0.0
32 1 13829.35 330.40 1 1.5 16.5 11.5 0.0
34 1 13747.57 330.38 1 1.2 15.5 11.4 0.0
36 1 13674.97 330.36 1 1.0 14.6 11.4 0.0
38 0 13611.17 330.35 1 0.9 13.7 11.4 0.0
40 0 13555.37 330.34 1 0.7 12.9 11.4 0.0
42 0 13506.68 330.33 1 0.6 12.1 11.4 0.0
44 0 13464.24 330.32 0 0.5 11.4 11.3 0.0
46 0 13427.23 330.31 0 0.4 10.8 11.3 0.0
48 0 13394.93 330.31 0 0.4 10.2 11.3 0.0
50 0 13366.73 330.30 0 0.3 9.6 11.3 0.0
52 0 13342.06 330.29 0 0.3 9.1 11.3 0.0
54 0 13320.45 330.29 0 0.2 8.6 11.3 0.0
56 0 13301.49 330.29 0 0.2 8.2 11.3 0.0
58 0 13284.83 330.28 0 0.2 7.8 11.3 0.0
60 0 13270.16 330.28 0 0.1 7.4 11.3 0.0
62 0 13257.21 330.28 0 0.1 7.1 11.3 0.0
64 0 13245.77 330.27 0 01 6.7 11.3 0.0
66 0 13235.63 330.27 0 0.1 6.4 11.3 0.0
68 0 13226.64 330.27 0 0.1 61 11.3 0.0
70 0 13218.64 330.27 0 0.1 5.9 11.3 0.0
72 0 13211.50 330.27 0 0.1 5.6 11.3 0.0
74 0 13205.13 330.27 0 0.1 5.4 11.3 0.0
76 0 13199.42 330.26 0 0.0 5.2 11.3 0.0
78 0 13194.30 330.26 0 0.0 5.0 11.3 0.0
80 0 13189.69 330.26 0 0.0 4.8 11.3 0.0
WET-POND.x/s 115199
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Wet Pond
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 330.25 ft
Diameter of Drains = 1.0 in Ending Water Elevation = 329.00 ft
Orifice Coefficient = 0.60 ft Average Head = 0.63 ft
Elevation of Drains = 329.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 0.02 cfs
Vol of Storage Required = 4786 cf
Volume of Storage = 5452 cf OK
Length of Drawdown = 262550 sec or 3.04 days OK
Permanent Pool Drawdown
Bottom drain must completely drain pond in less than 24 hours
INPUT
Number of Drains = 1, Starting Water Elevation = 329.00 ft
Diameter of Drains = 8.0 in Ending Water Elevation = 326.00 ft
Orifice Coefficient = 0.60 ft Average Head = 1.50 ft
Elevation of Drains = 326.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 2.06 cfs
Volume of Storage = 7680 cf
Length of Drawdown = 3730 sec or 1.04 hours OK
12
10
8
m
6
M
.c
u
N_
O
4
2
0 III
0
x
P
?y?y b f
332.00
331.00
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
10 20 30 40
Time (min)
STAGE-DISCHARGE FUNCTION
50
330.00
a
N
329.00
328.00 L-
0.0
WET-POND. xls
0.5 1.0 1.5 2.0 2.5
DISCHARGE (cfs)
3.0
1/5/99
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.09 ac Peak Stage = 330.78 ft
Maximum Surface Area = 0.12 ac Rise = 1.78 ft
Peak Outflow = 10.30 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 332.00 ft
Qp = 12 cfs Lr = 3 ft Barrel:
Tp = 16.9 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 1414 Zcr = 330.25 ft Zinv = 326.00 ft
b = 1.54 Drawdown Pipe: Emergency Spillway:
Zo = 326.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.00 in Zcr = 0.00 ft
4 = 329.00 ft Zcr = 329.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft It cfs cfs cfs cfs cfs
- - „ V.V V.V u.u u.0
2 0 7679.50 329.00 0 0.0 0.0 0.0 0.0
4 2 7730.50 329.01 0 0.0 0.0 0.0 0.0
6 3 7927.55 329.06 0 0.0 0.0 0.0 0.0
8 6 8345.82 329.17 0 0.0 0.0 0.0 0.0
10 8 9030.37 329.33 0 0.0 0.0 0.0 0.0
12 10 9990.04 329.56 0 0.0 0.0 0.0 0.0
14 12 11196.19 329.83 0 0.0 0.0 0.0 0.0
16 12 12586.65 330.13 0 0.0 0.0 0.0 0.0
18 12 14074.16 330.45 2 2.3 19.2 11.5 0.0
20 12 15277.56 330.69 8 7.9 28.7 11.9 0.0
22 7 15715.65 330.78 10 10.3 31.4 12.0 0.0
24 6 15377.51 330.71 8 8.4 29.4 11.9 0.0
26 6 15139.99 330.66 7 7.1 27.8 11.9 0.0
28 5 14944.72 330.62 6 6.1 26.4 11.8 0.0
30 4 14774.51 330.59 5 5.3 25.2 11.7 0.0
32 3 14622.93 330.56 5 4.6 24.0 11.7 0.0
34 3 14486.77 330.53 4 4.0 22.9 11.7 0.0
36 3 14364.01 330.51 3 3.5 21.9 11.6 0.0
38 2 14253.15 330.48 3 3.0 20.9 11.6 0.0
40 2 14152.91 330.46 3 2.6 19.9 11.6 0.0
42 2 14062.20 330.44 2 2.3 19.1 11.5 0.0
44 1 13980.08 330.43 2 2.0 18.2 11.5 0.0
46 1 13905.69 330.41 2 1.7 17.4 11.5 0.0
48 1 13838.26 330.40 2 1.5 16.6 11.5 0.0
50 1 13777.12 330.38 1 1.3 15.9 11.4 0.0
52 1 13721.65 330 37 1 1.2 15.2 11.4 0.0
54 1 13671.31 330.36 1 1.0 14.6 11.4 0.0
56 1 13625.60 330.35 1 0.9 13.9 11.4 0.0
58 0 13584.07 330.34 1 0.8 13.3 11.4 0.0
60 0 13546.33 330.34 1 0.7 12.8 11.4 0.0
62 0 13512.01 330.33 1 0.6 12.2 11.4 0.0
64 0 13480.78 330.32 1 0.5 11.7 11.3 0.0
66 0 13452.37 330.32 0 0.5 11.2 11.3 0.0
68 0 13426.49 330.31 0 0.4 10.8 11.3 0.0
70 0 13402.91 330.31 0 0.4 10.3 11.3 0.0
72 0 13381.42 330.30 0 0.3 9.9 11.3 0.0
74 0 13361.82 330.30 0 0.3 9.5 11.3 0.0
76 0 13343.94 330.29 0 0.3 9.2 11.3 0.0
78 0 13327.61 330.29 0 0.2 8.8 11.3 0.0
80 0 13312.69 330.29 0 0.2 8.5 11.3 0.0
82 0 13299.06 330.29 0 0.2 8.1 11.3 0.0
84 0 13286.60 330.28 0 0.2 7.8 11.3 0.0
14
12
10
v
8
.o
t
u
_N 6
O
4
2
0
0
10 20 30 40 50
Time (min)
60

STAGE-DISCHARGE FUNCTION
332.00
331 00
E
330.00
329.00
328.00 ' i
0 1 2 3 4 5 6 7 8 9 10 11
DISCHARGE (cfs)
WET-PO N D. xls 1/5/99
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
Riprap Velocity Dissipator Pad
WET POND
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.71 cfs (from Chainsaw Routing Sheet)
V= 2.2 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 8 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft.
W = 9.25 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
b
Use: 4 ft
Use: 10 ft
Maximum Stone Diameter (1.5*d-50)
Class "B" Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
DSAdantic
WET POND
DESIGN
Lot 8 - Paramount Center
Morrisville, North Carolina
Project No.: LIC037.000
Watershed Data
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculation
Chainsaw Routing for the 10-year storm
Drawdown Calculation
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection
N CARD
essi
0
SEAL
n/0 22092
M. M P? ..
10,- r,r
WET-POND.As 1/5/99
WATERSHED DATA
Lot 8 - Paramount Center - Wet Pond

WATERSHED
No. DRAINAGE AR
Measure No.I Measure No.2
(ACRES) (ACRES) EA
Measure No.3 Average
(ACRES) (ACRES)

1 1.92 1.88 1.90 1.90

WATERSHED
No. HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 445 24

WATERSHED
No. ESTIMATION OF IMPE
Watershed Area Pavement Area RVIOUSNESS
Building Area % Imperv.

1 1.90 ac 1.36 ac 0.00 ac * 71.58%

WET-PON D.xls 1/5/99
BACKGROUND:
REFERENCES:
SOLUTION - Qp.
HYDROGRAPH FORMULATION
Lot 8 - Paramount Center - Wet Pond
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
OUTPUT
SOLUTION - To:
L = 445 ft
H = 24 ft
g = 195 (10 year
h = 22 storm)
A = 1.90 acres
C = 0.68
Tc = 5.0 minutes
I = 7.22 in/hr
o = 9 cfs
I = 9.67 in/hr
QP1oo = 12 cfs
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 4.49 in
CN = 69 Q* = 1.20 in
TP10 = 10.7 minutes
Pn6 = 5.80 in (100 Year Storm)
Q* = 2.56 in
TP,oo = 16.9 minutes
TERMINOLOGY
g = 290 (100 year
h = 25 storm)
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pri6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
WET-POND.xIs 1/5/99
STAGE-STORAGE FUNCTION
Lot 8 - Paramount Center - Wet Pond
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

326 1334 0 0
328 2818 4152 4152 2 8.3313 0.6931 2.01
330 4687 7505 11657 4 9.3637 1.3863 3.93
332 6354 11041 22698 6 10.0300 1.7918 6.06
STAGE-STORAGE FUNCTION:
S=Ks*Zb
where: b = 1.54 and
Stage-Storage Function
18
16
14
12
10
c
8
6
4
2
0
KS = 1414
0.5
1.0 1.5
In Z
L.V
WET-POND.xls 1/5/99
POND VOLUME CALCULATIONS
Woodlake Center - Lot 4: Project No. LI0004.010
CALCULATE IMPERVIOUS AREA:
Drainage area = 1.90 ac.
Impervious area = 1.36 ac.
Percent Impervious = 71.58%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 6 foot permanent pool depth
Use Table 51.1 in Stormwater Management Guidance Manual and interpolate.
SA/DA = 2.75%
For Depth of Pool= 3 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area = 0.05 ac. or 2276 sf.
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.69 DA = 1.90 ac
Volume = Rv x 1" x Drainage Area = 0.11 ac.-ft. or 4786 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.09 ac Peak Stage = 330.47 ft
Maximum Surface Area = 0.11 ac Rise = 1.47 ft
Peak Outflow = 2.71 cfs
INPUT
Hydrograph Results: Riser: Nr = 1 Top of Dam: 332.00 ft
Qp = 9 cfs Lr = 3 ft Barrel:
Tp = 10.7 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 1414 Zcr = 330.25 ft Zinv = 326.00 ft
b = 1.54 Drawdown Pipe: Emergency Spillway:
Zo = 326.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.00 in Zcr = 0.00 ft
Z; = 329.00 ft Zcr = 329.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
V W IQIV.ov JZV.UU U U.U U.u U.U U.U
2 1 7679.50 329.00 0 0.0 0.0 0.0 0.0
4 3 7774.08 329.02 0 0.0 0.0 0.0 0.0
6 6 8120.44 329.11 0 0.0 0.0 0.0 0.0
8 8 8790.72 329.28 0 0.0 0.0 0.0 0.0
10 9 9747.61 329.50 0 0.0 0.0 0.0 0.0
12 9 10856.98 329.76 0 0.0 0.0 0.0 0.0
14 7 11933.16 329.99 0 0.0 0.0 0.0 0.0
16 6 12813.57 330.18 0 0.0 0.0 0.0 0.0
18 5 13503.32 330.33 1 0.6 12.1 11.4 0.0
20 4 13973.32 330.43 2 2.0 18.1 11.5 0.0
22 3 14159.32 330.46 3 2.7 20.0 11.6 0.0
24 2 14171.96 330.47 3 2.7 20.1 11.6 0.0
26 2 14106.96 330.45 2 2.5 19.5 11.5 0.0
28 1 14015.26 330.43 2 21 18.6 11.5 0,0
30 1 13919.66 330.41 2 1.8 17.6 11.5 0.0
32 1 13829.35 330.40 1 1.5 16.5 11.5 0.0
34 1 13747.57 330.38 1 1.2 15.5 11.4 0.0
36 1 13674.97 330.36 1 1.0 14.6 11.4 0.0
38 0 13611.17 330.35 1 0.9 13.7 11.4 0.0
40 0 13555.37 330.34 1 0.7 12.9 11.4 0.0
42 0 13506.68 330.33 1 0.6 12.1 11.4 0.0
44 0 13464.24 330.32 0 0.5 11.4 11.3 0.0
46 0 13427.23 330.31 0 0.4 10.8 11.3 0.0
48 0 13394.93 330.31 0 0.4 10.2 11.3 0.0
50 0 13366.73 330.30 0 0.3 9.6 11.3 0.0
52 0 13342.06 330.29 0 0.3 9.1 11.3 0.0
54 0 13320.45 330.29 0 0.2 8.6 11.3 0.0
56 0 13301.49 330.29 0 0.2 8.2 11.3 0.0
58 0 13284.83 330.28 0 0.2 7.8 11.3 0.0
60 0 13270.16 330.28 0 0.1 7.4 11.3 0.0
62 0 13257.21 330.28 0 0.1 7.1 11.3 0.0
64 0 13245.77 330.27 0 0.1 6.7 11.3 0.0
66 0 13235.63 330.27 0 0.1 6.4 11.3 0.0
68 0 13226.64 330.27 0 0.1 6.1 11.3 0.0
70 0 13218.64 330.27 0 0.1 5.9 11.3 0.0
72 0 13211.50 330.27 0 0.1 5.6 11.3 0.0
74 0 13205.13 330.27 0 0.1 5.4 11.3 0.0
76 0 13199.42 330.26 0 0.0 5.2 11.3 0.0
78 0 13194.30 330.26 0 0.0 5.0 11.3 0.0
80 0 13189.69 330.26 0 0.0 4.8 11.3 0.0
WET-POND.xIs 115,99
DRAWDOWN CALCULATIONS
Lot 8 - Paramount Center - Wet Pond
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 330.25 ft
Diameter of Drains = 1.0 in Ending Water Elevation = 329.00 ft
Orifice Coefficient = 0.60 ft Average Head = 0.63 ft
Elevation of Drains = 329.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 0.02 cfs
Vol of Storage Required = 4786 cf
Volume of Storage = 5452 cf OK
Length of Drawdown = 262550 sec or 3.04 days OK
Permanent Pool Drawdown
Bottom drain must completely drain pond in less than 24 hours
INPUT
Number of Drains = 1 Starting Water Elevation = 329.00 ft
Diameter of Drains = 8.0 in Ending Water Elevation = 326.00 ft
Orifice Coefficient = 0.60 ft Average Head = 1.50 ft
Elevation of Drains = 326.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 2.06 cfs
Volume of Storage = 7680 cf
Length of Drawdown = 3730 sec or 1.04 hours OK
12
10
? 8
m
T 6
A
t
u
a
0
4
2
0
0
V
?c
F
7a` s
t
332.00
331.00
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
10 20 30 40
Time (min)
STAGE-DISCHARGE FUNCTION
bU
330.00
329.00
328.00 L-
0.0
WET-POND. xls
0.5 1.0 1.5 2.0
DISCHARGE (cfs)
2.5 3.0
1/5/99
CHA/NSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.09 ac Peak Stage = 330.78 ft
Maximum Surface Area = 0.12 ac Rise = 1.78 ft
Peak Outflow = 10.30 cfs
INPUT
Hydrograph Results: Riser. Nr = 1 Top of Dam: 332.00 ft
Qp = 12 cfs Lr = 3 ft Barrel:
Tp = 16.9 min Wr = 3 ft Nb = 1
dT = 2 min Cwr = 3.00 Db = 15 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 1414 Zcr = 330.25 ft Zinv = 326.00 ft
b = 1.54 Drawdown Pipe: Emergency Spillway:
Za = 326.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 1.00 in Zcr = 0.00 ft
Z; = 329.00 ft Zcr = 329.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
- - ,,.,, V.V U.U u.u
2 0 7679.50 329.00 0 0.0 0.0 0.0 0.0
4 2 7730.50 329.01 0 0.0 0.0 0.0 0.0
6 3 7927.55 329.06 0 0.0 0.0 0.0 0.0
8 6 8345.82 329.17 0 0.0 0.0 0.0 0.0
10 8 9030.37 329.33 0 0.0 0.0 0.0 0.0
12 10 9990.04 329.56 0 0.0 0.0 0.0 0.0
14 12 11196.19 329.83 0 0.0 0.0 0.0 0.0
16 12 12586.65 330.13 0 0.0 0.0 0.0 0.0
18 12 14074.16 330.45 2 2.3 19.2 11.5 0.0
20 12 15277.56 330.69 8 7.9 28.7 11.9 0.0
22 7 15715.65 330.78 10 10.3 31.4 12.0 0.0
24 6 15377.51 330.71 8 8.4 29.4 11.9 0.0
26 6 15139.99 330.66 7 7.1 27.8 11.9 0.0
28 5 14944.72 330.62 6 6.1 26.4 11.8 0.0
30 4 14774.51 330.59 5 5.3 25.2 11.7 0.0
32 3 14622.93 330.56 5 4.6 24.0 11.7 0.0
34 3 14486.77 330.53 4 4.0 22.9 11.7 0.0
36 3 14364.01 330.51 3 3.5 21.9 11.6 0.0
38 2 14253.15 330.48 3 3.0 20.9 11.6 0.0
40 2 14152.91 330.46 3 2.6 19.9 11.6 0.0
42 2 14062.20 330.44 2 2.3 19.1 11.5 0.0
44 1 13980.08 330.43 2 2.0 18.2 11.5 0.0
46 1 13905.69 330.41 2 1.7 17.4 11.5 0.0
48 1 13838.26 330.40 2 1.5 16.6 11.5 0.0
50 1 13777.12 330.38 1 1.3 15.9 11.4 0.0
52 1 13721.65 330.37 1 1.2 15.2 11.4 0.0
54 1 13671.31 330.36 1 1.0 14.6 11.4 0.0
56 1 13625.60 330.35 1 0.9 13.9 11.4 0.0
58 0 13584.07 330.34 1 0.8 13.3 11.4 0.0
60 0 13546.33 330.34 1 0.7 12.8 11.4 0.0
62 0 13512.01 330.33 1 0.6 12.2 11.4 0.0
64 0 13480.78 330.32 1 0.5 11.7 11.3 0.0
66 0 13452.37 330.32 0 0.5 11.2 11.3 0.0
68 0 13426.49 330.31 0 0.4 10.8 11.3 0.0
70 0 13402.91 330.31 0 0.4 10.3 11.3 0.0
72 0 13381.42 330.30 0 0.3 9.9 11.3 0,0
74 0 13361.82 330.30 0 0.3 9.5 11.3 0.0
76 0 13343.94 330.29 0 0.3 9.2 11.3 0.0
78 0 13327.61 330.29 0 0.2 8.8 11.3 0.0
80 0 13312.69 330.29 0 0.2 8.5 11.3 0.0
82 0 13299.06 330.29 0 0.2 8.1 11.3 0.0
84 0 13266.60 330.28 0 0.2 7.8 11.3 0.0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
12
10
N
u
a 8
L
R
r
a 6
0
4
2
0
;lad
a:
s
337.5

i
0
332.00
F
331.00
330.00
Q
WET-POND.xls
329.00
328.00
10 20 30 40 50
Time (min)
STAGE-DISCHARGE FUNCTION
60
0 1 2 3 4 5 6 7 8 9 10 11
DISCHARGE (cfs)
1/5/99
Riprap Velocity Dissipator Pad
WET POND
LOT 8 - PARAMOUNT CENTER
Morrisville, North Carolina
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 2.71 cfs (from Chainsaw Routing Sheet)
V= 2.2 fps
d-50 = 0.5 ft. Figure 8.06 a
L-a = 8 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft. Use: 4 ft
W = 9.25 ft. Use: 10 ft
Step 4. d-max 0.75 ft. Maximum Stone Diameter (1.5*d-50)
d-max 9 in. Class "B" Rip-Rap
Step 5. Thickness = 1.1 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 14 in. Use: 18 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
V D A D in.
69.57143 0.01 0.14 0.12
13.91429 0.05 0.7 0.6
6.957143 0.1 1.4 1.2
3.478571 0.2 2.8 2.4
2.319048 0.3 4.2 3.6
1.739286 0.4 5.6 4.8
1.391429 0.5 7 6
1.159524 0.6 8.4 7.2
_ ??/ ass
fe *; k /?? ?o 4 4 3

(Of vr"Cp ? U-1c;
qovaf,c-,, *f"cj-
j n ?? l ?F 5 s? l55
y?(x? ? 1? g,? y l??ouyGc s /l rrar?
bE ou.??ei?
NA(
ca is s;? 2? ?-?s w?c}cccC atik?''u.?c
... tiDI'cw??- • ?/a ?,ru,Lai (1iw sn?1 SGtuk'? 4AL 'q I^4"
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
November 4, 1998
Wake County
DWQProject # 980816
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS and Neuse River Buffer
Rules
Weeks Kichtin
1800 Perimeter Park Drive; Suite 200
Morrisville, NC 27560
Dear Sirs:
You have our approval, in accordance with the attached conditions and those listed below, to place fill material in 0.37 acres
of wetlands or waters for the purpose of constructing a commercial development at Paramount Center, as you described in your
application dated August 14, 1998. After reviewing your application, we have decided that this fill is covered by General Water
Quality Certification Numbers 3101, 3103 and 3108. These certifications allow you to use Nationwide Permit Numbers 12, 14
and 26 when the Corps of Engineers issues them. This approval is also valid for the Neuse River buffer rules (15A NCAC 2B
.033). In addition, you should get any other federal, state or local permits before you go ahead with your project including (but
not limited to) Sediment and Erosion Control, Coastal Stormwater, Non-Discharge and Water Supply Watershed regulations.
This approval will expire when the accompanying 404 or CAMA permit expires unless otherwise specified in the General
Certification.
This approval is only valid for the purpose and design that you described in your application except as modified below. If
you change your project, you must notify us and you may be required to send us a new application.. If the property is sold, the
new owner must be given a copy of this Certification and approval letter and is thereby responsible for complying with all
conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required
as described in 15A NCAC 2H .0506 (h) (6) and (7). For this approval to be valid, you must follow the conditions listed in the
attached certification and any additional conditions listed below.
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands
and waters or areas within 50 feet of all streams and ponds to notify the state in order to assure compliance for
future wetland and/or water impact. These mechanisms shall be put in place within 30 days of the date of this
letter or the issuance of the 404 Permit (whichever is later).
2. An additional condition is that a final, written stormwater plan including a dry detention basins and stream
buffers which meet the 85% TSS removal standard must be approved by DWQ before wetland (or stream)
impacts occur.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter
150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-
7447. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have
any questions, please telephone John Domey at 919-733-1786.
pirton oward, Jr. P.E.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Raleigh DWQ Regional Office
John Domey
Central Files
Alan Maness; DS Atlantic 980816.1tr
Division of Water (duality • Non-Discharge Branch
4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
10/15/98 13:57 DSRTLRNTIC ? 7339959 N0.012 D01
FACSIMILE
DSAdantic TRANSMITTAL COVER SHEET
TO John Domoy
COMPANY NCDENR
FROM Andy Padiak
DATE 10/15/98 TIME
TELEPHONE
FAX PHONE [phone]
PROJECT Lot 8 Paramount Center
PROJECT NO.
RE:
TOTAL PAGES INCLUDING COVER SHEET 2
ORIGINAL TO BE SENT
REMARKS:
Please see the attached sheet.
Thank you.
The rn ormetion contained in this faceimile meeeage (unless otherwise indicated) is privileged and confidential Information intemood for the use or
the Individual or ontity nomad above. If tho reader of thle moooage Is not the Intanded roolplant, you are hereby notified that any dissemin2tion,
distribution or copying of this communication is strlotiy prohibited. If you received this oommunication In error, please notify us by telephone and
return the original massage to use the address shown below via the U.S. Postal service at our ex ense.
IF YOU DO NOT RECEIVE ALL THE PACES, PLEASE Cr1LL AS SOON AS POSSIBLE.
801 Jones Franklin Road, Suite 300 Raleigh, NC 27606 919-851-6866. fax [phone]
10/15/98 13:57 DSATLANTIC 4 7339959
N0.012 902
We are in receipt of your letter of October 5, 1988 regarding our Water Quality Certification for tho above
referenced project. There seems to have been some confusion on the pert of DWa staff as to our application
of August 14, 1998. Denny Smith of your Regional Office attempted to contact SWE regarding his questions
about this project, not DSAtlantic. S&ME performed wetland delineation for this project but was not involved in
the permitting process. After several days of confusion between Denny and SWE I did eventually most with
Danny Smith on October 6, one day after your letter. I would ask that you pleas@ speak with Danny regarding
our meeting, as we reviewed each proposed crossing In the field that day,
in your letter you also requested a stormwater plan to demonstrate 85% TSS removal. After speaking with Eric
Galemb of your office I understand this to mean a detention pond will be required, I would like to emphasize
again come of the history of this site and some of the issues we feel make a detention pond impossible.
The wetlands on this property consist of three intermittent streams running east to west through the site and
three isolated wetland pockets in the western portion of the site. The Impacts proposed are for roadway and
utility crossings only. No general site fill Is necessary for the propaeed building alto. The intermittent streams
must be crossed by roadways and utilities in order to connect with the existing infrastructure of the Town of
Morrisville. In addition to these impacts we are asking permission to fill the Isolated wetlands In the western
portion of the property. These isolated wetlands are unregulated by the Corps of Engineers and require no
permit from that agency.
Wetland Impacts have been minimized to the extent possible. Crossings for roads and utilities have been kept
close to perpendicular. The roadway sections used are the minimum standards of the Town of Morrisville for
their designation, Both Paramount Parkway and Road 'N have been adopted to the Town of Morrisville Master
Thoroughfare Plan_
We Initially met with DWQ staff to discuss this project In the fall of 1997. At that time we were informed that
"water quality features" would be required. From our experience, we understand that the device of choice has
been a wet detention pond. With this In mind, we designed a wet detention pond to serve not only the first
building site, but approximately two-thirds of the subdivision.
As logic would dictate, the pond was designed to be "online" of one of the Intermittent streams flowing through
the site. With the enactment of the Neuse River Nutrient Sensitive Waters Management Strategy In December
of 1997, the possibility of the pond we designed was eliminated. The buffers placed on this stream by the
Neuse River Rules do not allow for this pond's construction. We explored the potential of building smeller
ponds up-slope of the buffers, but feel this option Is not viable due to topographical and geotechnical
constraints. The site is steeply drained and has rock at shallow depths (T-8) for most of its area.
With this Information in mind, we developed a new water quality strategy which did not include a wet detention
pond. The site was redesigned to provide the required 50 ft. buffers and in most cases provide even more
buffer than required. To the extent possible the site was graded to "sheet draln" to the wetlands. Along the 0 i V'\$
northern side of the site, curb cuts have been utilized at several points to allow water to flow through the buffers Jc;-
and food the wetlands. Piped drainage has been limited to the extent possible.
There are other circumstances that we feel should eliminate the need for a pond on this property. There is an
existing pond In the northwest portion of the site that we intend to sustai )ha lso, the subject property Iles
directly above the Sorrell% Grove Regional Detention Pond owned by WCounty. The combination of these
factors and the natural vegetated buffers should be adequate to perfarm required water quality functions.
down and discuss this
John, we appreciate your time and interest in this project. We would be py to sit
project Mtn you at your convenience. Please respond as soon as you cAlan M. Maness, P.E. i
CivillSite Group Leader c?
DSAtlantic Corp.
[phone]
amanses satlantic.com
Regiona
l Contact WQ Supervisor
"
Vi6noh
Date:
;TAPE REPORT AND RECOMMENDATIONS
?- ? "",tom a #'?7 F •? ,;
/DF.> - County Wake, Win. .. >«}
L .. 1,
County2
a ?±»totyt? ' s Region Raleigh
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8 Recvd By Region
t
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ficetes Stream
Class Acres Feet
Wetland Wetland Stream
Score Index Prim. Supp. Basin Req. Req.
impact ?.?
-H1NF y L ON 27-33-4-2 C NSW 030402 0.37 ;
12'1 ?
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Mitigation Wetland
k ? r+t;;e+t.,? JA C' Acres Feet

J
Is Mitigation required? O Y O N
Did you request more info? Q Y O N
Is Wetland Rating Sheet Attached? Q Y O N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y O N
Recommendation: Q Issue O Issue/Cond O Deny
Comments:

d.

cc: Regional Office
Central Office
Page Number,

Paramount Center
Wake County
-Stream Crossing labeled #3 did not warrant mitigation.
While significant Triassic Basin streams are located at crossings labeled #1 and #2 these stream
are also intermittent and do not have "adequate aquatic function" per DWQ's policy to re ui es
stream mitigation. Accordingly, the RRO recommends that stream mitigation not be required for
the subject project. However, storm water management plan should be required.
This issue was briefly discussed with Mr. Alan Maness with DS Atlantic. He; however, was not
receptive to the idea. That is, he was interested in using the forest vegetation which is maintained
due to NBRs for storm water management, but explained that he could not build a storm water
pond. (Shallow to bed rock) (He also noted the downstream storm water control lake was
providing that function.)
The RRO disagrees with DS Atlantic's approach. The storm water that will be generated from
the subject development should be managed on site. They should be required to revisit the
storm water issue with the caveat that a pond is not the only solution (while using the buffer is a
good idea it may not be adequate).
Also, the RRO's refute to reliance on the nearby storm water control lake is that the control lake
is designed to address peak flow, thereby reduce downstream flooding. It is inappropriate to not ?
consider the affects to water quality to streams above the control structure.
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Au{ , 1'998
Mr. John Dorney v r"
NC Department of Environment and Natural Resources Q,
Division of Water Quality, Wetlands Group O!
4401 Reedy Creek Rd.
Raleigh, NC 27607
SUBJECT: PRE-CONSTRUCTION NOTIFICATION APPLICATION
PARAMOUNT CENTER SUBDIVISION
MORRISVILLE, NORTH CAROLINA
DSAtlantic PROJECT NO.: LIC037.000
Dear Mr. Dorney:
On behalf of Weeks/Lichtin, we are pleased to submit the Pre-Construction Notification for Nationwide
Permits 12, 14 and 26 to fill some portion of the wetlands on the subject property. Please find attached
the following items:
1. Seven (7) copies of the Pre-Construction Notification Application
2. Seven (7) copies of the Vicinity Map
3. Seven (7) copies of the overall Site Layout Plan
4. Seven (7) copies of one (1) plan view and two (2) cross-section views of each proposed
roadway crossing
5. Seven (7) copies of the Wetland Delineation by S&ME, Inc.
6. One (1) set of grading plans.
The wetlands on this property consist of three intermittent streams running east to west through the site
and three isolated wetland pockets in the western portion of the site. The impacts proposed are for
roadway and utility crossings only. No general site fill is necessary for the proposed building site. The
intermittent streams must be crossed by roadways and utilities in order to connect with the existing
infrastructure of the Town of Morrisville. In addition to these impacts we are asking permission to fill
the isolated wetlands in the western portion of the property. These isolated wetlands are unregulated by
the Corps of Engineers and require no permit from that agency.
Wetland impacts have been minimized to the extent possible. Crossings for roads and utilities have been
kept close to perpendicular. The roadway sections used are the minimum standards of the Town of
Morrisville for their designation. Both Paramount Parkway and Road `A' have been adopted to the
Town of Morrisville Master Thoroughfare Plan.
We initially met with DWQ staff to discuss this project in the fall of 1997. At that time we were
informed that "water quality features" would be required. From our experience, we understand that the
device of choice has been a wet detention pond. With this in mind, we designed a wet detention pond to
serve not only the first building site, but approximately two-thirds of the subdivision.
801 Jones Franklin Road Suite 300 Raleigh, NC 27606
[phone] Fax: [phone] www.dsatlantic.com
As logic would dictate, the pond was designed to be "online" of one of the intermittent streams flowing
through the site. With the enactment of the Neuse River Nutrient Sensitive Waters Management Strategy
in December of 1997, the possibility of the pond we designed was eliminated. The buffers placed on this
stream by the Neuse River Rules do not allow for this pond's construction. We explored the potential of
building smaller ponds up-slope of the buffers, but feel this option is not viable due to topographical and
geotechnical constraints. The site is steeply drained and has rock at shallow depths (3'-8') for most of its
area.
With this information in mind, we developed a new water quality strategy which did not include a wet
detention pond. The site was redesigned to provide the required 50 ft. buffers and in most cases provide
even more buffer than required. To the extent possible the site was graded to "sheet drain" to the
wetlands. Along the northern side of the site, curb cuts have been utilized at several points to allow
water to flow through the buffers and feed the wetlands. Piped drainage has been limited to the extent
possible.
There are other circumstances that we feel should eliminate the need for a pond on this property. There
is an existing pond in the northwest portion of the site that we intend to sustain. Also, the subject
property lies directly above the Sorrell's Grove Regional Detention Pond owned by Wake County. The
combination of these factors and the natural vegetated buffers should be adequate to perform the required
water quality functions.
We trust all these items will be to your satisfaction. If you have any questions concerning this
transmittal please contact me at your first convenience.
Si rely,
an M. aness, E.
Civil Project Manager
AMM
Attachments: As noted above
cc: Mr. Robert G. Yelverton - Weeks/Lichtin w/atts
Mr. Keith Brown - S&ME, Inc. w/o atts
Mr. Lester V. Lowe, III, P.E., - DSAtlantic w/o atts
Mr. Andrew R. Padiak, E.I.T., - DSAtlantic w/o alts
File w/atts
WETLAND DELINEATION
PARAMOUNT CENTER
MORRISVILLE, NORTH CAROLINA
S&ME, INC. PROJECT NO. 1051-97-103
Prepared for:
Weeks/Lichtin Properties
1800 Perimeter Park Drive
Morrisville, NC 27560
Prepared By:
S&ME Inc.
3109 Spring Forest Road (27616)
Post Office Box 58069
Raleigh North Carolina 27658-8069
May, 1997
*S&ME
September 30, 1997
Weeks Lichtin Properties, Inc.
1800 Perimeter Park Drive
Morrisville, North Carolina 27560
Attention: Mr. Bob Yelverton
Vice-President - Construction
Reference: Wetland Delineation
Paramount Center
Morrisville, North Carolina
S&ME, Inc. Project No. 1051-97-103
Dear Mr. Yelverton:
Enclosed is the report of findings on the completed wetland delineation at the above
referenced site. The flagged wetland/upland boundary should be surveyed as quickly as
possible in order to alleviate possible problems with tom or deteriorated flags, and in order
for us to accurately determine proposed impacts for any authorization procedures.
Please contact us should you need further assistance in completing this project. We may
be reached at [phone].
Sincerely,
S&ME, INC.
:??-erg 1?,kc??
Joel Hard `ry
Y
Consulting Ecologist
Abne* s, Jr., P.E.
Senior Project Engineer
Attachments
SBME, Inc. 3100 Spring Forest Rood, Raleigh, North Carolina 27616, [phone], Fox [phone]
Moiling address: P.O. Box 58069, Raleigh, North Carolina 27658-8069
INTRODUCTION
This report presents the findings of the wetland assessment recently performed on a site
approximately 113 acres in size located adjacent to Hwy. 54, approximately 4,000 feet west
of Airport Blvd. In Morrisville, North Carolina.
The opinions included. herein are based on information obtained during the study and our
professional experience. The report is based on the observations made on the dates noted
and using the procedures described herein. If additional information becomes available,
we request the opportunity to review the information, reassess the potential environmental
concerns, and if appropriate, modify our conclusions and recommendations.
SITE DESCRIPTION
The site consists of approximately 113 acres of undeveloped property. The property is
currently sparsely wooded and rolling and the majority of the property has recently been
timbered. The remaining timber consists of a hard wood/pine mix. The majority of swales
at the site appear to contain groundwater seepage areas depositing into the perennial and
intermittent streams onsite. The site is bordered on the north, south and east by other
undeveloped lands, and is bordered by residential properties adjacent to Hwy. 54 to the
west. Access is gained through an easement off of Hwy. 54.
A large pond borders the property to the north and outfalls into a smaller pond onsite.
Drainage from these ponds eventually outfalls into a perennial stream that bisects the
property. Three other perennial or intermittent streams bisect the site. Each of these
streams appears to be fed by groundwater seepage both on and offsite, and by runoff. In
addition, a semi-permanently flooded wetland exists along the western boundary of the site.
SCOPE OF SERVICES
On April 26-27, 1997, Weeks/Lichtin Properties, Inc. authorized S&ME, Inc. (S&ME) to

perform a wetland delineation and assessment of the subject site. The scope of services
included the following:
1. Field delineation of all areas of waters of the United States located at the site.
2. Completion of documentation for justification and verification of the
wetland/upland boundary.
WETLAND ASSESSMENT
An on-site reconnaissance of the site was completed on April 26-27, 1997, by Mr. Joel
Hardy, Consulting Ecologist for S&ME. During the site visit, all areas which would be
considered as waters of the United States were identified and the wetland/upland boundary
was marked with individual, sequentially numbered flags. The areas of jurisdiction were
identified using the currently accepted interim methods of wetland determination described
in the 1987 Corps of Engineers Manual for Identifying and Delineating Wetland Areas, and
detailed as follows:
The present methodology for determining the specific location of the wetland
jurisdiction line pursuant to the above definition is present in the Federal
Manual for Identifying and Delineation Wetlands, Reed, 1988 and Hvdric
Soils of the United States Soil Conservation Service 1987. This
methodology was adopted by the federal agencies including the
Environmental Protection Agency (EPA), U.S. Fish and Wildlife Service
(FWS), and the U.S. Department of Agriculture, Soil Conversation Service
(SCS) to provide a concurrent definition of wetlands. This definition states
that under normal circumstances (no site alteration by drainage, clearing,
etc.) an area must compromise three components to be declared
jurisdictional - vegetation, hydrology and soils.
2

Vegetation: The list of hydrophytic (wetland) plants is very broad and
includes perhaps 90 percent of all species occurring in the southeastern
United States (National List of Plant Species That Occur in Wetlands: Reed,
1988). The 1987 manual states that if greater than 51 percent of the
dominant vegetation within the community is FAC, FACW or OBL, the
vegetation community is considered hydrophytic.
Hvdrologv: Traditionally, wetlands are thought to require standing water or at
least very moist soil conditions at the surface. The hydrologic criteria
includes evidence of floods such as water lines on trees, drift lines,
buttressed bases on trees, crayfish burrows, etc., but this criteria can also be
met by a high groundwater table. Generally, the determining factor of
minimal hydrologic conditions are met by groundwater and not surface water
with this federal wetland definition.
Soils: The third requirement for a determination of jurisdiction is hydric soils.
Clearly, hydrology and soils are tied together. Prolonged standing water
obviously implies that the underlying soils are hydric (wet). High water tables
can cause the soils to be hydric within the requirement for standing water;
however, the presence of hydric soil component does not necessarily
demonstrate the presence of the hydrology component. Positive indicators of
hydrology must be visible and confirmed before the hydrology component
can be confirmed.
DELINEATION SURVEY RESULTS
Results of the field delineation of wetlands may be seen on Figure 1 with the estimated
wetland/upland boundary marked on it. In general however, the jurisdictional areas were
restricted to the channels of the streams onsite, and to the waterline of the pond. Several
narrow linear wetland areas resulting from seepage areas exist within the natural drainage
swales at the site and deposit into the streams at the sites. One small depressional
3
palustrine wetland exists along the western boundary of the site. Data substantiating the
jurisdictional determination is attached.
CONCLUSIONS
Federal Regulatory Authority under Section 404 CWA
The Corps of Engineers (COE) generally issues two types of permits, Nationwide Permits
and Individual Permits. Nationwide Permit 33 CFR Part 330.6 (13)(26) or NWP 26 allows
the filling or adverse impact of up to 0.33 acre of headwater [has an average annual flow of
less than 5 cubic feet per second (cfs)] and/or isolated wetlands, and may allow the filling or
adverse impact of between 0.33 and 3 acres of these types of wetlands provided the
applicant notify the District Engineer in accordance with 33 CFR Part 330.6 (C), also
termed a "Pre-discharge Notification." The wetlands at the site associated with the
intermittent streams would be classified as headwater wetlands and therefore would come
under the purview of NWP 26. The stream located at the extreme northeast portion of the
site would be classified as a below head water stream and would not come under the
purview of NWP26.
4
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'" MAY 1997
WO NSMIS • TERM
AD DATA POINT LOCATIOD
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PARAMOUNT CENTER
MORRISVILLE, NORTH CAROLINA 2
mm "o" 1051-97-103
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: -Paramount Center Date: 4/26/96 County:
Applicant/Owner: Weeks/Lichtin Properties. Inc. Wake State: NC_
Investigator: $&ME - Joel Hardy
Do Normal Circumstances exist on the Site? YesX No Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ No_ Transect ID: Plot
Is the area a potential problem area? Yes_ No_, ID: AW
(If needed, explain on reverse)
VEGETATIONS
1. Acer rubrum _T FAC 9.
2.11auidacubar sty. T FAC 10.
3. Juncus eHusus H OBL 11.
4. Rhynchospora sp. _H OBL 12.
5. 13.
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)- 100
Remarks: > 51 % of dominant vegetation FAC, FACW or OBL
HvnRrn nny
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other X Inundated
X Saturated in Upper 12 inches
X No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
Oxidized Root Channels in Upper 12 inches
X Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
_ Other (Explain in Remarks)

Field Observations:
Depth of Surface Water: 4-10 (in.)
Depth to Free Water in Pit: Surf (in.)
Depth to Saturated Soil: Surf (in.)
Remarks: Area is a depressional groundwater discharge area. Area inundated and saturated at time of inspection.
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
(Continued)
AW
SOILS
Map Unit Name Drainage Class:
(Series and Phase): N/A
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes_ No
Profile Descriotion:
Depth Matrix Color Mottle Colors Mottle Texture, Concretions,
finchesi Horizon (Munsell Moist) iMunsell Moistl Abundance/Contrast Structures, etc.
0-3 _A
3.18 10YR 3/1
10YR 412 Sandy Clay Muck
10YR 51
F
_a_
-1830 B_
JOYR 4/1 0
ew Sandy Clav
10YR / Few Sandy Ciav
Hydric Soil Indicators:
_ Histosol _ Concretions
_ Histic Epipedon _ High Organic Content
_ Sulfidio Odor _ Organic Streaking in Sandy Soils
X Aquio Moisture Regime _ Listed on Local Hydric Soils List
Reducing Conditions _ Listed on National Hydric Soils List
TL Gleyed or Low-Chroma Colors Other (Explain in Remarks
Remarks: Munsell reading in hydriz (chroma < 2 w/mottles) in a saturatedfinundated environment
WETLAND DETERMINATION
I Hydrophytic Vegetation? YesX No_ I II
Wetland Hydrology Present Yeses No_ Is this Sampling
Hydric Soils Present? Yeses No_ Point within a Wetland? YesX No_
Remarks: All parameters present
DATA FORM
ROUTINE WETLAND DETERMINATION
(1887 COE Wetlands Delineation Manual)
Project/Site: Paramount Center Date: 4/28/87
Applicant/Owner: Weeks/Lichtin Properties. Inc.
County: Wake
Investigator: Joel Hardy, Sd,ME. Inc.
State: NC
Do Normal Circumstances exist on the Site? Yes,L No_ Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ Nom Transect ID: Plot
Is the area a potential problem area? Yes_ Nom ID: BW
(If needed, explain on reverse)
VEGETATIONS
1. Acer rubrum T FAC 9.
2. Liauidacubar sfv. T FAC 10.
3. O. More T FAC 11.
4. Juncus effusus H OBL 12.
5. Rhynchosoroa so. H OBL 19.
8. Cavex so. _ H OBL 14.
7. 15.
8. 18.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)- 1 t10
Remarks: > 51% of dominant vegetation FAC, FACW or OBL
HYDROLOGY
_ Recorded Data (Describe In Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other X Inundated
_ Saturated in Upper 12 inches
X No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_)?_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
X Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
_ Other (Explain in Remarks)

Field Observations:
Depth of Surface Water: 0-3 (in.)
Depth to Free Water in Pit: Surf. (in.)
Depth to Saturated Soil: Surf. (in.)
Remarks: Area is a groundwater seepage area depositing into a natural drainage swale leading to a stream
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
(Continued)
BW
SOILS
Map Unit Name Drainage Class:
(Series and Phase): N/A
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes_ No
Profile Description:
Depth Matrix Color Mottle Colors Mottle Texture, Concretions,
(Inches) Horizon
04
A (Munsell Molstl
JQ
/
R (Munsell Moist) Abundance/Contrast Structures. etc.
-
4_16 _B 1_
Y
3
411 Sandy Clay
10YR 5/8 Few Sandy Clay
16-30 _.@_ 10YR 4/1 Sandy Clay
Hydric Soil Indicators:
_ Histosol _ Concretions
_ Histic Epipedon _ High Organic Content
_ Sulfidio Odor _ Organic Streaking in Sandy Solis
X Aquio Moisture Regime _ Listed on Local Hydric Soils List
X Reducing Conditions _ Listed on National Hydric Soils List
X Gleyed or Low-Chroma Colors Other (Explain in Remarks
Remarks: Munsell reading in hydriz (chrome < 2 w/mottles) in a saturated/inundated groundwater seepage area.
VVCiLANU
Hydrophytic Vegetation? Yes X No
Wetland Hydrology Present YesX No_ Is this Sampling
Hydric Soils Present? Yes- No_ Point within a Wetland? YesX No_
Remarks: All parameters met.
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Paramount Center Date: 4126/96
Applicant/Owner: Weeks/Uchtin Properties. Inc. County: Wake
Investigator: Joel Hardy - SAME. Inc. State: NC
Do Normal Circumstances exist on the Site? YesX No_ Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ Nom Transect ID: Plot
Is the area a potential problem area? Yes_ No X ID: CW
(If needed. explain on reverse)
VEGETATIONS
1. Acer rubrum T FAC 9.
2. Lipuidacubar sfy. T FAC 10.
3. O. Mora T FAC 11.
4. Juncus effusus F OR[ 12.
5. Cavex so. H_ OBL 13.
6. Sohaanum so. H OBL 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)-
100
Remarks: > 51 % of dominant vegetation FAC, FACW or OBL
HVnRm r]r;Y
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other X Inundated
X Saturated in Upper 12 inches
X No Recorded Data Available _ Water Marks
_ Drift Lines
X Sediment Deposits
X Drainage Patters in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
_ Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
_ Other (Explain in Remarks)

Field Observations:
Depth of Surface Water: 0-3 (in.)
Depth to Free Water in Pit: Surf. (in.)
Depth to Saturated Soil: Surf. (in.)
Remarks: Area is a groundwater seepage area depositing in a natural drainage swale.
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
(Continued)
CW
SOILS
Map Unit Name Drainage Class:
(Series and Phase): NIA
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes_ No
Profile Description:
Depth Matrix Color Mottle Colors Mottle Texture. Concretions.
(Inches) Horizon MMunsell Moist) (Munsell Moist) Abundance/Contrast Structures, etc.
04 A 10YR 312 Sandy Clay Muck
4-20 _@_ 10YR 9/1 Sandy Clay
20-30 B_ 10YR 411 Sandy Clay
Hydric Soil Indicators:
_ Histosol _ Concretions
_ Histic Epipedon _ High Organic Content
_ Sulfidio Odor _ Organic Streaking in Sandy Soils
_j_ Aquio Moisture Regime _ Listed on Local Hydric Soils List
X Reducing Conditions _ Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks
Remarks: Munsell reading is hydriz (chroma < 2 w/o mottles) in a saturated groundwater seepage area
WETLAND DETERMINATION
Hydrophytic Vegetation? YesX No
Wetland Hydrology Present Yes X No Is this Sampling
Hydric Soils Present? Yes X_ No_ Point within a Wetland? YesX No_
Remarks: All parameters met
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Paramount Center Date: 4/28/97
Applicant/Owner:Weeks/Lichtin Properties. Inc. County: Wake
Investigator: Joel Hardy - S&ME. Inc. State: NC
Do Normal Circumstances exist on the Site? YesJL No Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ No_x Transect ID: Plot
is the area a potential problem area? Yes_ No-X,_ ID:DW
(If needed, explain on reverse)
VEGETATIONS
1. Acer rubrum T FAC 9.
2. Llauidacubar sfv. _T FAC 10.
3. Betula Mars _L _QM_ 11.
4._Platanus occ. T FAC 12.
5. O Mara T FAC 13.
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)-
100
Remarks: > 51 % of dominant vegetation FAC, FACW or OBL
Nvnpninrv
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other Inundated
Saturated in Upper 12 inches
CX No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
_ Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
Other (Explain in Remarks)
_
Field Observations:
Depth of Surface Water: 0-10 (in.)
Depth to Free Water in Pit: Surf (in.)
Depth to Saturated Soil: Surf (in.)
Remarks: Area is a bank to bank perennial stream
DATA FORM
ROUTINE WETLAND DETERMINATION
(1887 COE Wetlands Delineation Manual)
(Continued)
DW
SOILS
Map Unit Name Drainage Class:
(Series and Phase): N/A
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes_ No
Profile Description:
Depth Matrix Color Mottle Colors Mottle Texture, Concretions,
(Inches) Horizon fMunsell Moist)
0_
Refusal (Munsell Moist) Abundance/Contrast Structures. etc.
Alluvium
Rock
Hydric Soil Indicators:
_ Histosol _ Concretions
_ Histic Epipedon _ High Organic Content
_ Sulfidio Odor _ Organic Streaking in Sandy Soils
_ Aquio Moisture Regime _ Listed on Local Hydric Soils List
_ Reducing Conditions _ Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks
Remarks: No practical soil profile - Area is an unconsolidated rock bottom for a perennial stream
WtILANU
Hydrophytic Vegetation? YesX No_
Wetland Hydrology Present YesX No_ Is this Sampling
Hydric Soils Present? Yeses No_ Point within a Wetland? YesX No_
Remarks: All parameters met.
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
ProjecVSite: Paramount Center Date: 4126197
Applicant/Owner:_Weeks/Lichtin Progerties. Inc. County: Wake
Investigator: Hardy - S&ME. Inc. State:- NC
Do Normal Circumstances exist on the Site? YesX No Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ No X Transect ID: Plot
Is the area a potential problem area? Yes_ No X ID: AD
(if needed, explain on reverse)
VEGETATIONS
1. Acer rubrum T FAC 9.
2.0. rubrum _T FAC 10.
3. Comus Florida T FACU it.
4. Cercis canadensis T FACU 12.
5. Vbamum so, h FAC 13.
6. 14.
7. 15.
6• I a.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)-
60
Remarks: > 51 % of dominant vegetation FAC, FACW or OBL
Nvnpr)i nr_v
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other _ Inundated
_ Saturated in Upper 12 inches
X No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
_ Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
_ Other (Explain in Remarks)

Field Observations:
Depth of Surface Water: N/A (in.)
Depth to Free Water in Pit: N/A (in.)
Depth to Saturated Soil: 18 (in.)
Remarks: No inundation/saturation within root zone w/o secondary or primary indicators of hydrology
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site:_ Paramount Center Date: 4126197
Applicant/Owner. Weeks/Lichtin Properties. Inc. County: Wake
Investigator: Joel Hardy -S&ME. Inc. State: NC
Do Normal Circumstances exist on the Site? YesX No Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ No X Transact ID: Plot
Is the area a potential problem area? Yes_ No X ID: EW
(If needed, explain on reverse)
VEGETATIONS
Dominant Plant S ecies Serum Indicator
1. Acer rubrum T FAC Dominant Plant Species ;mum Indicator
9.
2.Llquidacubarsty. _T FAC 10.
3.0 niara T FAC 11
4. Betula niara T OBL 12.
5. 13.
6. 14.
7. 15.
6. 16.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)- 100
Remarks: > 51 % of dominant vegetation FAC, FACW or OBL
HYDRnI f)rY
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other X Inundated
X Saturated in Upper 12 inches
X No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
_ Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
Other (Explain in Remarks)
_
Field Observations:
Depth of Surface Water: 0-6 (in.)
Depth to Free Water in Pit: Surf. (in.)
Depth to Saturated Soil: Surf. (in.)
Remarks: Area is a bank to bank intermittent stream system
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
(Continued)
EW
SOILS
Map Unit Name Drainage Class:
(Series and Phase): N/A
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes_ No
Profile Description:
Depth Matrix Color Mottle Colors Mottle Texture, Concretions,
(inches) Horizon IMunsell Moist) (Munsell Moist) Abundance/Contrast Structures. etc.
-04 --A 10YR 3/1
4-10 B_ 10YR 4/1
Refusal Sandy clay
Sandy clay
Rock
Hydric Soil Indicators:
_ Histosol Concretions
_ Histic Epipedon _
_ High Organic Content
_ Sulfidio Odor _ Organic Streaking in Sandy Solis
XAquio Moisture Regime _ Listed on Local Hydric Soils List
_ Reducing Conditions _ Listed on National Hydric Soils List
X Gleyed or Low-Chroma Colors Other (Explain in Remarks
Remarks: Munsell reading is hydric (chroma < 2 w/o mottles) within the bed of an intermittent stream system
WETLAND DETERMINATION
Hydrophytic Vegetation? YesX No_
Wetland Hydrology Present Yes X No_ Is this Sampling
Hydric Soils Present? Yeses No Point within a Wetland? YesX No_
Remarks: All parameters met
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
SOILS
(Continued)
AD
Map Unit Name Drainage Class:
(Series and Phase):

Taxonomy (Subgroup): Field Observations
Confirm Mapped Type? Yes_ No_
Profile Description:
Depth MatHx Color
(Inchesi Horizon IMunsell Moist) Mottle Colors Mottle Texture, Concretions,
(M
ll M
i

.0--8 _ A 10YR 312 unse
o
st) Abundance/Contrast Structures, etc.
Sandy Clay
8-17 B_ 10YR 4/3
17-30 B_ 10YR 4/4 Sandy Clay
Sandy Clay
Hydric Soil Indicators:
- Histosol Concretions
- Histic Epipedon _
_ High Organic Content
- SulBdio Odor _ Organic Streaking in Sandy Soils
_ Aquio Moisture Regime _ Listed on Local Hydric Soils List
- Reducing Conditions _ Listed on National Hydric Soils List
- Gleyed or Low-Chrome Colors Other (Explain in Remarks
Remarks: Munsell reading is non-hydric (chroma > 2 w/o mottles) .
WETLAND DETERMINATION
Hydrophytic Vegetation? Yes_. No
Wetland Hydrology Present Yes_ No X Is this Sampling
Hydric Soils Present? Yes_ No X Point within a Wetland? Yes No _.&
Remarks: Hydric soils and wetland hydrology absent
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: _ Paramount Center Date: 4/28/97
Applicant/Owner: Weeks/Lichtin Properties, inc. County: Wake
Investigator: Joel Hardy-S&ME.Inc. State: NC
Do Normal Circumstances exist on the Site? YesjL No_ Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ No X Transect ID: Plot
Is the area a potential problem area? Yes_ No _)L ID•_ BD
(If needed, explain on reverse)
VEGETATIONS
1. Acer rubrum _ T FAC 9.
2. Liguidacubar sfv. T FAC 10.
3. Q. niara T FAC 11.
4. Viburnum sp. Sh FAC 12.
5. 13.
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)-
100
Remarks: > 51 % of dominant vegetation FAC, FACW or OBL
NvnRni nr_v
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other _ Inundated
_ Saturated in Upper 12 inches
X No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
_ Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
Other (Explain in Remarks)
_
Field Observations:
Depth of Surface Water: N/A (in.)
Depth to Free Water in Pit: N/A (in.)
Depth to Saturated Soil: 8 (in.)
Remarks: No primary or secondary indicators present
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
(Continued)
BD
SOILS
Map Unit Name Drainage Class
(Series and Phase): NIA
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes_ No_
Profile Description:
Depth Matrix Color Mottle Colors Mottle Texture, Concretions,
!(Inches) Horizon (Munsell Moist) (Munsell Moist! Abundance/Contrast Structures. etc.
0-3 A
3-17 a 10YR 2/1
10YR 4/2
_
17-30 B 10YR 4/2 10YR 5/6
Hydric Soil Indicators:
- Histosol Concretions
_ Histic Epipedon _
- High Organic Content
_ Sulfidio Odor _ Organic Streaking in Sandy Soils
- Aquio Moisture Regime _ Listed on Local Hydric Soils List
- Reducing Conditions _ Listed on National Hydric Soils List
_ Gleyed or Low-Chrome Colors Other (Explain in Remarks
Remarks: Munsell reading is non-hydric (chroma 2 2 w/o mottles) in an area w/o primary/secondary indicators of hydrology.
Ut I tKMI
HydrophyUc Vegetation? YesX No_
Wetland Hydrology Present Yes_ Nom Is this Sampling
Hydric Soils Present? Yes_ No_, Point within a Wetland? Yes_ NoX
Remarks: Hydric soils and wetland hydrology absent
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
ProjecVSite: Paramount Center Date: 4/26197
Applicant/Owner: Weeks/Lichtin Properties.Inc. County:- Wake
Investigator: Joel Hardav . S&ME. Inc. State: NC
Do Normal Circumstances exist on the Site? YesX No_ Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ No X Transect ID: Plot
is the area a potential problem area? Yes_ No X ID: CD
(It needed, explain on reverse)
VEGETATIONS
1. Acer rubrum _ T FAC 9.
2. 0. niyra T FAC 10.
3._0. rubrum T FACU 11.
4. Comus Florida T FACU 12.
5. Cercis canadensis T FACU 13.
6. Vibamum sp. Sh FAC 14.
7. 15.
6. 16.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)-
50
Remarks: > 51 % of dominant vegetation FAC, FACW or OBL
Nvnani nr_v
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other _ Inundated
_ Saturated in Upper 12 inches
X No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
_ Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
Other (Explain in Remarks)

Field Observations:
Depth of Surface Water: N/A (in.)
Depth to Free Water in Pit: N/A (in.)
Depth to Saturated Soil: 22 (in.)
Remarks: No primary/ secondary indicators of hydrology
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
SOILS
(Continued)
CD
Map Unit Name Drainage Class:
(Series and Phase): N/A

Taxonomy (Subgroup): Field Observations
Confirm Mapped Type? Yes_ No

Profile Descriotion: _
Depth Matrix Color
(inches) H
i Mottle Colors Mottle Texture, Concretions,
or
zon IMunsell Moist)
A
0
10YR 3/2 (Munsell Moisti Abundance/Contrast Structures, etc.
_
_
5-19 _$_. 10YR 412 Silty Clay
Silty Clay
18-30 10YR 414 Silty Clay
Hydric Soil Indicators:
_ Histosol Concretions
_ Histic Epipedon _
_ High Organic Content
_ Sul idio Odor _ Organic Streaking in Sandy Soils
_ Aqulo Moisture Regime _ Listed on Local Hydric Soils List
_ Reducing Conditions _ Listed on National Hydric Soils List
_ Gleyed or Low-Chrome Colors Other (Explain In Remarks
Remarks: Munsell reading is non-hydric (chroma > 2 w/o mottles)
DD
Hydrophytic Vegetation? YesX No_
Wetland Hydrology Present Yes_ No X Is this Sampling
Hydric Soils Present? Yes_ NoA Point within a Wetland? Yes_ No_&
Remarks: Hydric soils and wetland hydrology absent
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Paramount Center Date: 4/28/97
Applicant/Owner: Weeks/Lichtin Properties. Inc. County: Wake
Investigator: Joel Hardy - SbME. Inc. State: NC
Do Normal Circumstances exist on the Site? YesX No Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ Nom Transect ID: Plot
Is the area a potential problem area? Yes_ No X ID: DD
(If needed, explain on reverse)
Dominant Plant Species Stratum jndicat I
1. 0. niora T FAC Dominant Plant S ecies Stratum Indicat4L
9.
2. 0. rubra T FACU 10. _
3. Comus Florida T FACU
_
it.
4. Cercis canadensis _T FACU 12.
5. Ulmus americana _T FAC 13.
6. 14.
7. 15. _
8. 16.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)_
40
Remarks: < 51 % of dominant vegetation FAC, FACW or OBL
HYDROI Or,Y
_ Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other _ Inundated
_ Saturated in Upper 12 inches
No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
_ Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
Other (Explain in Remarks)

Field Observations:
Depth of Surface Water: N/A (in.)
Depth to Free Water in Pit: N/A (in.)
Depth to Saturated Soil: N/A (in.)
Remarks: No primary/ secondary indicators of hydrology present
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
(Continued)
DD
SOILS
Map Unit Name Drainage Class:
(Series and Phase): N/A
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes_ No-
Profile Description:
Depth
h
(i
) Matrix Color Mottle Colors Mottle Texture, Concretions,
nc
es
Horizon (Munsell Moist) lMunsell Moisti Abundance/Contrast Structures, etc,
0-3 A -JOYR 312 Sandy Clay
-15 -B -10YR 413 Sandy Clay
15-30 10YR 4/4 Sandy Clay
Hydric Soil Indicators:
_ Histosol Concretions
_ Histic Epipedon _
- High Organic Content
_ Sulfidio Odor _ Organic Streaking in Sandy Soils
_ Aquio Moisture Regime _ Listed on Local Hydric Soils List
_ Reducing Conditions _ Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks
Remarks: Munsell reading is non-hydric (chromah > 2 w/o mottles) in an area w/o hydrologic indicators
RMINATION
Hydrophytic Vegetation? Yes_ NoX
Wetland Hydrology Present Yes_ Nom Is this Sampling
Hydric Soils Present? Yes_ NoA Point within a Wetland? Yes_ NoA
Remarks: Hydric soils, hydrophytiz vegetation and wetland hydrology absent
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Slte: Paramount Center Date: 4128197
Applicant/Owner: Weeks/Lichtin Properties Inc County: Wake
Investigator. Joel Hardy - S&ME. Inc. State: NC
Do Normal Circumstances exist on the Site? YesjL No Community ID:
Is the site significantly disturbed (A typical Situation) Yes_ No X Transect ID: Plot
Is the area a potential problem area? Yes_ Nom ID: ED
(If needed, explain on reverse)
Dominant Plant Species Stratum Ipsleato
1. Acer rubrum T FAC Dominant Plant S ecies Stratum Indicato
9
2._Liauidacubar sfv. T FAC 10
3. O. nigra T FAC 11.
4. Viburnum so. Sh FAC 12
5. 13.
6. 14.
7. 15.
a. 16.
Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC)- 100
Remarks: > 51 % of dominant vegetation FAC, FACW or OBL
HYnRnl r1r;Y
_ Recorded Data (Describe In Remarks): Wetland Hydrology Indicators:
-Stream, Lake, Or Tide Gauge Primary Indicators:
-Aerial Photographs
-Other _ Inundated
_ Saturated in Upper 12 inches
No Recorded Data Available _ Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 inches
_ Water-stained Leaves
_ Local Soil Survey Data
_ FAC Neutral Test
Other (Explain in Remarks)
_
Field Observations:
Depth of Surface Water: N/A (in.)
Depth to Free Water in Pit: N/A (in.)
Depth to Saturated Soil: 18 (in.)
Remarks: No surficiai indicators of hydrology present
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
(Continued)
ED
SOILS
Map Unit Name Drainage Class:
(Series and Phase): NIA
Field Observations
Taxonomy (Subgroup): Confirm Mapped Type? Yes_ No
Profile Description:
Depth Matrix Color
(i
h Mottle Colors Mottle Texture, Concretions,
nc
es) Hodi4II (Munsell Moist)
0-5 A 10YR 3/1 (Munsell Moistl Abundance/Contrast Structures. etc.

5-13 _B_ 10YR 412 Sandy Clay
Sandy Clay
13.3_ _B 10YR 413
Sandy Clay
Hydric Soil Indicators:
_ Histosol _ Concretions
_ Histic Epipedon _ High Organic Content
_ Sulfidlo Odor _ Organic Streaking in Sandy Soils
_ Aquio Moisture Regime _ Listed on Local Hydric Soils List
_ Reducing Conditions _ Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks
Remarks: Munsell reading is non-hydric (chromah > 2 w/o mottles)
Hydrophytic Vegetation? Yeses No_
Wetland Hydrology Present Yes_ NoX Is this Sampling
Hydric Soils Present? Yes_ No_& Point within a Wetland? Yes_ No_&
Remarks: Wetland hydrology and hydric soils absent
•
I, NU INI:FRS ¦A]kL'I1111:CTS ¦sUlkvI%YOKg ¦PLANNEIIS
August 14, 1998 *'3 v U i 18
U..STodd J. Tr o 4 (? (? `6
1.15. Army Corps s of Engineers `6
Regulatory Field Office
6508 Falls of the Neuse Road ' q. q g rj f( q,,
Suite 120
FAleigh, NC 27615 IJ {J . ? ? ?a
SUBJECT: PRE, -CONSTRUCTION NOTIFICATION APPLICATION
PARAMOUNT CENTER SUBDIVISION
MORRTSVILLE, NORTH CAROLINA,
I)SAIJantlo PROJECT NO.: L IC037.000
Dear Mr. Tugwe 11:
On behalf of Weeks/Lichtin, we are pleased to submit the Pre-ConsUruction Notification for Nationwide Permits 12,
14 and 26 to fill some portion of the wetlands on the subject property. Please find attached the following items;
1. One (1) copy of the Pre-Consttuction Notification Application
2. One (1) copy of the Vicinity Map
3. Ono (1) copy of the overall Site Layout Plan
4. Ono (1) plan view and two (2) cross-section views of each proposed roadway crossing
5. One (1) copy oftho Wotland Delineation by S&ME, Iuc.
The wetlands on this property consist of three intermittent streams running east to west through the site and three
isolated wetland pockets in the western portion of the site. The impacts proposed are for roadway and utility
crossings only. No general site fill Is necessary for the proposed building site. The intermittent streams must be
crossed by roadways And utilities in order to connect with the existing infrastructure of the Town of Morrisville.
We trust all these items wil.1 be to your satisfaction. If you have any questions conerming this transmittal please
contact me at your first convenience.
Si rely,
an M. ane s, .E.
Civil.Project Manor
AMM
Attachments: As noted above
cc: Mr. Robert G. Yelverton - Weeks/Lichtin what*
Mr. Wes Lowder - S&ME, Inc. w/o atts
Mr. Lester V. Lowe, III, P.E.; - DSAtlantic w/o att's
Mr. Andrew R. Padiak, E.I.T,, - DSAt(ande w/o atts
File w/acts
801 Jones Franklin. Road Suite 300 Ralcigh, NC 27606
[phone] Fax: [phone] wwwdsatlatitio.com
C: It ARL01":'H, NC N CULUM131A, SC N N1 A1 ON I' A ¦ NA C1;V?I 1 TN' ¦ 1) Al rio
Z0'd SZ:91 8661'1Z'80 Adoiuin93d HSI31Ud I4ONJ
RECEIUD AUG 18 1999
DWQ.ID: CORPS ACTION ID: ? q r f?-,;? / o,,.?,-t_
NATIONWIDE PERMIT REQUESTED (PROVIDX NATIONWIDE PERMIT #),12,14,26
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1. NOTIFICATION TO THE CORPS OF ENGINEERS
2. APPLICATION FOR SECTION 401 CERTIFCATION
3. COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND TIME ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE FIELD
OFFICE OF THE CORPS 01: ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
COPIES MUST BE SENT TO THE NC DIVISION OF WATER, QUALITY,
ATTN: JOHN DOI2NEV9, 4401 REEDY CREEK ROAD, RALEIGH, NC
27607. PLEASE PRINT OR 'T'YPE.
1. OWNER'S NAME.- Weeks/Lichtin
2. MAILING ADDRESS: 1800 perimeter Park Drive, Suite 200
CITY: Morrisville STATE: NC
ZIP CODE: 27560
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (fF DIFFERFNT FROM MAILING
ADDRESS ABOVEParamount Center Subdivision
Morrisvile, NC
3. TPLFPI40NEhUMBER: (HOME)
SUBDIVISION NAME: Perimeter Park
Page I of 6
(WORT() [phone]
E0'd 9Z:91 866T'TZ'80 AdGlbin93N HS131UN W021d
4. IF APPLICABLE: AGVNT'S NAME OR RESPON SIDLE CORPORATE OFFICIAL, ADDRESS,
-PHONE NUMBER: Robert G. Yelverton
1800 Perimeter Park Drive, Suite 200, Morrisville, NQ 27560
5. LOCATION OF WORK (PROVIDt A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC MAP
OX AURAL PHO'IL)GRAPHY WITI4 SCALE):
COUNTY: Wake NEAREST TOWN: Morrisville
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ETC.) The site entrance is located
on NC Hwy 54 a roximately 3700 lineal feet north of the intersection of NC' Hvvy 54 and _Airport Blvd
(SR 3016). The site is located to the east of NO Hwy 54 as Shown on the attached vicinity map.
6. IMPACTED OR NEAREST STRUANURIVER: Stirrup Iron Creek
RIYER BASEN: Neuse A
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS 'T'ROUT, TIDAL SALTWATER, (SA), HIGH
QUALITY WATERS (IIQW), OUTSTANDINQ RESOURSE WATERS (OTtW), WATER SUPPLY (WS?I OR
WS41)? YES © NO ® IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION O COASTAL MANAGEMENT
AREA OF E,NVIROMENTAL CONCERN (AEC)? YES F] NO 2
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF COASTAL
COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION? NIA
Page 2 of 6
b0'd 9L:ST 8661'TZ'80 %d0ib1A63N HS131U8 W0dJ
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS PROJECT?
YES 0 NO ® IF YES, PROVIDE ACTION J.D. NUMBER OF PREVIOUS PERMIT AND ANY
ADDITIONAL INFORMATION (INCLUDE P140TOCOPY OF 401 CERTIFICATION):
8b, ARL ADDITIONAL PERMIT REQUESTS EXPECTI?D FOR 1'H IS PROPERTY IN TH ; FUTURE? YES L]
NO ® IF YES, DESCRI13E ANTICIPATED WORK:
9a, ESTIMATED TOTAL NUMBERS OF ACRES IN TRACT OF LAND: 157.46 acres
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
5.49 acres
10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT $Y:
FILLING: Nwd. 14 - 0.13 ac./Nwd. 26 - 0.30 ac. EXCAVATION: N/A
FLOODING: N/A OTHER : Nwd. 12 - 0.01 ac. sanity sewer crossin
DRAINAGE: N/A TOTAL ACRES TO BE IMPACTED: 0.37 acres
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED ]PROJECT (IF RELOCATED,
PROVIDE DISTANCE BOTH BEFORE AND ALTER RELOCATION:
LENGTH BEFORE: Nwd. 14 - 4151Nwd. 26 - 410 FT. AFTER.
FT.
WIDTH BEFORE (based on normal high water contours): A 10, B 15, C 16 FT.
Page 3 of 6
AVERAGE DEPTH BEFORE: 3
I;T.
AFTER: FT.
S0'd 9Z:Si 8661'1Z'80 h8oiuinUa H0131UN W08J
(2) STREAM CHANNEL IMPACTS WILL RESULT ]FROM: (CNF;CK ALL T14A.T APPLY)
OPEN CHANNEL RELOCATION;
CHANNEL EXCAVATION; E7
OTHER: F]
PLACEMENT OF PIPE IN CHANNEL-
CONSTRUCTION OP A. DAM/FLOODING: 0
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED
DRAINING TO THE POND? NIA WHAT IS THE EXPECTED
POND SURFACE AREA-1
12. DESCIUPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYP) OF MECHANICAL
EQUIPMENT TO BE USED? (ATTACH PLANS; 81/2 BY 11 DRAWINGS ONLY)
The work will involve placement of reinforced concrete culvert pipe in the channels covered by earth
backfill to allow four rondwa crossings (A, B, C & D). Nationwide Permit 14 Is requested to cover
Impact Areas 'A' and 'B', Nationwide Permit 2 is re uested to cover Impact Areas 'C' and V. In addition
Nationwide Permit 12 is requested for a gravity sanitary sewer crossing in Impact Area 'E'.
PURPOSE OF PROPOSED WORK: The roadway crossings are to serve an office subdivision and the
general population of Morrisville. Both roadways have been adopted to the Town of Morrisville Master
Thoroughfare Plan. A new gravity sewer stream crossing is also, required to serve the office park. _
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST 13E CARRIED OUT IN
WETLANDS (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS)
The Is bisected by two streams and a third stream separates the parcel from the remainder of
Page 4 of 6
90'd 9z:91 8661'IZ'80 hdoltlu@38 He131U8 W08J
the Town of Morrisvdle's infrastructure. The crossings have been planned to be perpendicular to the
streams and slopes have been designed as steep me possible to limit 1e th of stream Impact.
IS. YOU ARE REQUIRED TO CONTACT THF, US FISH AND WILDLIFE SERVICE ,AND/OR
NATIONAL MARINE FISHERILS SERIVE REGARDING THE PRESENCE OF ANY FEDERALY
LISTED OR PROPOSED FOR LISTING ENDANGERED OR THILCATENED SPECIES OR CRITICAL
HABITAT IN THE PERMITAREA THAT MAY BE AFFECTED BY TRI- PROPOSED PROJECT,
DATE CONTACTED; N/A
16. YOU ARE REQUIRED TO CONTACT 1'HE STATE HISTORIC PRESERVATION OFFICER (SHPO)
REGARDING THE PRESENCE OF HISTORIC PROPERTIES IN THE PERMIT AREA WHICH MAY
BE AFFECTED BY THE PROPOSED PROJECT. DATE CONTACTED NIA
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OT THE USE OF PUBLIC
(STATE) LAND? YES E] NO ® (IF NO, GO TO 16)
a_ IF YES, DOES THF. PROJECT REQUIRE PREPE RATION OF AN ENVIRONMENTAL
DOCUMENT PURUANT TO 1'HF REQUIREM13XTS OF THE NORT11 CAROLINA
ENVIRONMENTAL POLICY ACT? YES © NQ 0
b. IF YES, HAS THE DOCUMENT BEEN REFIEWED THROUGH T14E NORT14 CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGIOUSE YES Fl NO
IF ANSWER 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE- STA1-L
CLEARINGHOUSE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD 13E
DIRECTED TO MS. CHRYS BAGGETI', DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STRF.,ET, RALF-IG1I,
NORTH CAROLINA 27603-8003, TELEPHONE [phone],
I8. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF PROPOSED
ACTIVITY INVOLVES THE DISCHA,ROE OF EXCAVATED OF FILL MATERIAL INTO
WETLANDS;
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES, AND PONDS
ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26, 29, ANb 38). ALL
STREAM (INTERMITTENT AND PERMANENT) ON THE PROPERTY MUST 13E SHOWN ON THE
MAP, MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OF I INCII EQUALS 100 FEET OF
THEIR EQUIVALENT.
b, IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY
PRODUCT.
c. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS
Page 5 of 6
L0'd ZZ:91 866T'IZ'80 ndoiuine38 HE131UN W021d
RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATL•'R MANAGEMENT PLAN IF REQUIRED.
o. WHAT IS LAND USE ON SURROUNDING PROPOERTY? vacant
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SE WAGE DISPOSAL? A sewage lift station
will Pump sewage back down paramount Parkway to an existing Town of Morrisville grravity outfall
g- SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OFTHE U.S. MAY NOT BE IMPACTED PRIOR TO:
I. ISSUANCE OF A SECTION 404 CORPS ON ENGINEERS PERMIT,
3.
OWNER'S/,
2. EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF WATER QUALITY
CERTIFICATION, AND
(IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM TIlt NORTH
CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTLNT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM,
(AGENT'S S1GNA
3
DATE
ONLY IF AUTHORIZATION
Page 6 of '6
801d LZ:SI 8661'TZ'80 nNciui 638 HSI31U8 W08J
Ln, TTER FROM THE OWNER IS PRO VIDED)_
VICINITY MAP
SCALE: 1" = 2000'
60'd ZZ:91 8661'TZ'80 (%doiuinS3N H9I31U8 W021d
OVERALL
PLAN
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1800 PERIMM PARK DRIVE, surm 200
,6..., #.4., MORRISME, NORTH CAROLINA
0T'd LUST 866T'TZ'80
D"'SAtlantic
CHARI&M. NC • COLMIA, AC • MLCON, CA • I<AMMUZ, yx
RAMOH, NC • RWM§dOND, VA r Wft; ON-@W+1, NC
PROJECT No. LIC037.000
DATE 17AUCI"B
smrw gun, FVM
Aaoiuin638 HS131tla woad
IMPACT AREA
w
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1000 PERIMETER PARK DRIVE, SURE 200
MORRISVILLE, NORTH CAROLINA
ZI'd 8L:SS 866I'TZ'80
I"J""SAtlantic
CNHIG4'pE. MC 0 COLUMAIA, SC I MACON, CA • NARMLLR, TN
HAWCH. NC • H[CH{IDND. VA r Ngo"N-BMAI, NC
PROJECT NO. UC037M
DATE 1TAUCT"b
SKF rl4 MCl• rv,
A8ciuinS38 HS131bb WOad
IMPACT AREA
PARAMOUNT CENTER
WEEKS/ LICHTIN
%"EKS REALTY, LP
1800 PERIMETER PARK DRIVE, SUITE 100
+?.e¦.? MORR MLLE, NORTH WOUNA
Zt'd 8Z:SS 866T*TZ'80
T-%SAtlantic
CHAMM- HC ¦ coyPN814 N • MACCH, GA 0 NAMMLL8, TM
HUZU. NC • RI[NYOND, TA • Mmmu-"N. Nc
PROJECT 140: UCD37A00
DA's 17AU01"O
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h8ciuinS38 HSI31d l WOdJ
,
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IMPACT
E .... C
AREA "N370.0
'
CROSS i ..............._._..i,...
SECTION
GRAPHIC SCALE
0 50 100
700 ' I I I
I ' I 1
( IN FEET ) i
!
1 inch = 100 ! i j I
i..
VERTICAL 7" . y0• ft. 360.00....... _ ..... i...__!.._....... i ..... ........
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0.00 20.00 40.00 60.00 00.00 100.00 12Q.00 140.00 160.00 180.00 200.00 220.00
IMPACT AREA
'A'
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1800 PERIMETER PARK C7wL SUITE 20o
MORRISVILLk NORTH CAROUTA
£1'd 81:S1 866T'IZ'80
SAtlantic
c1u?MBM NC . COMA A, He . XWON, GA . )VARMua, 7N
BAWCH. NO • JUCHWOND. va . jMyMN-aujgl. Na
PROJECT No- UC037.000
DATE 17AUC1990
SKFTC'N N(1• Me A
Aaoiuin63d HOI31U8 W08A
IMPACT AREA
,B,
PARAMOUNT CENTER
WEEKSI LICHTI N
WEEKS REALTY, LP
1800 PFX MMR PARK DRIVE, SUITE 200
MORRISNiI & NORTH CAROUNA
bi'd 6Z:ST 866I'TZ'80
il"J"' S Atlantic
ma nzom Plc . coulw" ac . WON, Cry . 14M" W.
Trr
numGH. MC . YA7MM, VA r WrWMM-AAfW NO
PROJECT NQ UC037A00
DAT'E_ 'DAU(,' S
SKFrna NO- rue
haoiuin@38 HSI31U6 WOSzf
IMPACT AREA
'B'
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS Rmly, LP
IWO PERIMETER PARK DRIVE, SUITE 200
MORRISVILLI, NORTH CAROLINA
SSA tla?z tic
A1TS NC • ccWlpL, sc . r?sa?, ce • x?vtus, roc
PRo1ECT NO., UC0NDW
DATE VAUC t"S
SKF rrM N[)' eve
ST'd 6Z:ST 866T'TZ'80 6N0lHlnS3N HB131bb WONJ
IMPACT AREA 'B'
CROSS
SECTION
GRAPHIC SCALE
0 50 100 200
( IN FEET )
1 inch = 100 ft
VERTICAL Y =10"
DATUM ELE1
300. Op
OROUP B
SECTION i
IMPACT AREA
'B'
91 'd
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
10M MW MR f ARX ORK SURE 200
MORRI5MLLE, NORTH CAROLNMA
6L:ST 866T'TZ'80
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PROACf NO: LIC037.000
DATE 17AUG1"8
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6doiuinS38 H@I31U8 W0dJ
U, VV LO.OD ?O.DD 60.00 80.00 100.00 120.00 140.00 160.00 JAO.OD 200.00 220,00 240.00
IMPACT AREA
,C,
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
=0 PERIMETER PARK DRIVE, 5UITE 200
464spK"q MORRISVlI.LE„ NORTH CAROLINA
LI'd 6Z:9I 866I'IZ'80
13SAtlantic
OWUO I NQ • WLwsu, 8C • WON, CA 0 XA"Uj, rx
RAtil4a, No • 21=0NO, 1A • •R19TON4un, Nc
PROJECT NO. LIC037,000
DATE VAUC1998
CVCTru him
(,NOIU InO3b H9I3lUd WONJ
IMPACT AREA
,C,
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LF
1800 PERWIETER PARK DRIVE, SUITE 200
MORRISMLLE; NORTH CAROLINA
8T'd 02:91 8661'TZ'80
l.j
Atlanti
CNARLCI4'R, " • W6U1&1A- !C * MACOn, CA • NA MLIC, TN
KAM= NC ? 7UCHY0Nn, VA + 11II""m-,, wN, NC
PROJECT NO. 00037,000
DA'Z'E 11AUC1995
SKF rl4 Nn- .....
Aaoiuin93N H9I31Ud woad
CROSS i
i
SECTION
i i
GRAPHIC; SCATHE`
50 tao 200:

? i i I I I
1 1
t
1 j
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i f
- - ------ ------
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1 I ,
f i
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1 1 ?
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i
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1
? i
I
40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00220-00 240-00 260.00280.001300,
IMPACT AREA
/C.
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1800 PERIMETER PARK DRIVE, SUITE 200
MORRISVILLE, NORTH CAROUNA
61'd OZ:r.T 8661"TZ'80
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R"011, toe . >deYKum, VA . WwrMN-Lum. NG
PROJECT NO: UC037.000
DAM 1DAUCI"8
na01tlin63N H0I31U8 WONA
IMPACT AREA `D'
AREA = 0.202 AC
WIDTH = 98'
LENGTH = 150'
GRAPHIC SCALE
0 5a Iq0 700
( IN FEET )
1 inch 100 > t.
`

i
WEEKS REALTY. LP
LOT X14 PARAMOUNT CENTER
ZONINQ

F

I
00, AIRPORT OVERT AY 1
USE: VACAN7 1 •
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0.91 AC

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LOT #4
,.,
D&la? ?., `''•' °`.? IMPACT
AREA
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IMPACT AREA
'D'
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1800 PERIMETER PARK DRIVE, SUITE 200
10h,,,01i,q MORRISVILU. NORTH CAROLINA
0Z'd 0£:9T 8661'TZ'80
i..,6Atlantic
CIURIOM. NC • =MBn, Sr, • a=, oA • KAIPI[f ". %W
R"rR. NC . 21011Youm, VA • wmmm-bAlAw. t1C
PROJECT' NO: IJC03T.000
We 17AUC19"
;Mru AIn.
r%8oiNinU38 H9I31UN W02
IMPACT AREA 'D'
PROPOSED ROAD
PROFILE
GRAPHIC SCALE
0 30 100 200
( IN FEET )
1 inch - 1p0 ft.
VIRTICAL 1" = 10'

7
3
i
IMPACT AREA
V
LWeam d"
TZ'd
ijSAtlantic
CNARMQU NC & CIUMM Id • KWON, CA ¦ NAMI" TN
RAl MR. No • NCmmn. VA • IIMM14-MEM, NC
rRoitCT No. UC037MO
DAM 17AUC19%
cvrrrn l h l^
A80lUln93d HS131Ub WMA
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1900 PERIMETER PARK DRIVE, SUITE 200
MORRISVILLk NORTH CAROLINA
TEST 866T'TZ'80
IMPACT AREA 'D'
CROSS
SECTION
GRAPHIC SCALE
0 54 100 200
( IN FEET )
1 Inch = loo ft.
VERTICAL 1' = 10'
VA TUN ELE;
330.00
CROUP D
SECTION 1
IMPACT AREA
.U,
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1800 PERIMETER PARK DRIVE, SUfIE 200
MOMWILLF, NORTH CAROUNA
ZZ'd 12:91 8661'TZ'80
SSA tlantl C
C"lof'[I, HC CpWYBIA, 8C ¦ YAM. CA • NAIRY02J, 81
RAUIGK WC • 1UMOMD, VA • WD10"ll-GAM, NC
PROJECT No., LIC037.000
DATE 17AUCI"b
SKF7f14 kn. .,..?
ha01Hln93N HS131dN woad
0,00 20.00 40.00 60,00 80,00 100.00 120,00 140,00 160,00 180,00
IMPACT AREA 'El
AREA = 0.006 AC
WIDTH : 13.5'
LENGTH = 20'
7
C
"I x
1
I
AMPACT
AREA
I
I
1
I /

GRAPHIC SCALE
0 50 100 200
( IN FEET
1 inch = 100 It,
6 U [V
NOW OR FORMERLY
JESSE MARCOM
20NiND:
AOMRPQRT OVERLAY
USE.
RC51DENTIAL

IMPACT AREA
.E,
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1800 PERIMETER PARK DRIVE SUITE 200
MORRISVILL? NORTH CAROLINA
TzIST 8661'TZ'80
NOW OR FORMERLY
J.A. FERRELL
IONINQ
AD/ARPORT OVERLAY
U$41 VACANT
Atlantic
OUAR14w?M?w.. Nq • COW"a. 8C • MUM, CA • NAM M" TN
PA MON, NC . RiCHHOPM. VA A 1RNOTON-SA=. NO
PROJECT No. LIC037A00
DATE VAUG1995
9lfrT'f u un.
AdOlNln93N H9I31bb w08z

IMPACT AREA 'E'
PROPOSED
PROFILE
GRAPHIC SCALE
0 50 too 200
( IN FEET )
1 inch = 100 It.
VERTICAL 1' = 10'
I
310.QQ .........:.........y....._.:....,,...{...............
p....._j.........i
DATUM ELEV
.300.00
GROUP R
SECTION 1
IMPACT AREA
'E'
UZ'd
PARAMOUNT CENTER
WEEKS/ LICHTI N
WEEKS REALTY, LP
1800 PERWIE7ER PARK DRK sum 200
MORRISALE, NORTH CAROLINA
Z2:9I 8661'1Z'80
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C1IAmmR. NC • cal u"m ac .0 MACON, ".0 l'fACl1"" rN
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PROJECT NO. UC037A00
DATE VAUCIM
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D 150.0 98.0 0.2017
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OVERALL
PLAN DJSAtlantic
PARAMOUNT CENTER
CHARIAITE, NC • COLUMBIA, 8C • YACON, CA • NAHIMLLE, TN
WEEKS/ LICHTIN RAIZIGH, NC • RICHMOND, VA a WINSTON-SALEM. NC
WEEKS REALTY, LP PROJECT NO_ LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUC1998
MORRISVILLE, NORTH CAROLINA SKETCH NO. E)(1
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IMPACT AREA 'A'
AREA = 0.049 AC
WIDTH = 10'
LENGTH = 200'
GRAPHIC SCALE
0 50 100 200
( IN FEET )
1 inch = 100 ft.
IMPACT AREA
'A'
i
,??iAtlantic
PARAMOUNT CENTER
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WEEKS/ LICHTIN CNAR1A17E, NC • COLUMBIA, 8C • YACON, CA 0 NABHYILLB, TN
R=ICH, NC • RICHMOND. VA • MBTON_SALBY, NC
WEEKS REALTY, LP PROJECT NO: LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUC1"8
aeswneL#" MORRISVILLE, NORTH CAROLINA SKETCH NO_ w
IMPACT AREA 'A'
PROPOSED ROAD
PROFILE
GRAPHIC SCALE
0 50 100 200
( IN FEET )
1 inch = 100 ft.
VERTICAL 1" = 10'

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Atlantic
PARAMOUNT CENTER
CHARlD17'6, NC • COLUMBIA, 8C • YACON, CA • NAHHYILLB, TN
WEEKS/ LICHTIN RAUION, NC • RICHMOND. VA • WMSTON-SAMN. NC
WEEKS REALTY, LP PROJECT NO: LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUC1998
,e.e•e•L#" MORRISVILLE, NORTH CAROLINA SKETCH NO. EX3
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IMPACT AREA
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PARAMOUNT CENTER
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WEEKS/ LICHTIN CHARIAl'f6, NC • CDLUYBU, 8C • YACON, CA • NASHVILLE. TN
RALEIGH, NC' RICHMOND, VA • WINBrON-8ALSM, NC
WEEKS REALTY, LP PROJECT NO: LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUG1998
4pp.hbLd , MORRISVILLE, NORTH CAROLINA SKETCH NO: D(4
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00
IMPACT AREA 'B'
AREA = 0.078 AC
WIDTH = 12'
LENGTH = 215'
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IMPACT AREA
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PARAMOUNT CENTER Atlantic
CHABLO'PIE. NC • COLUMBM SC • MACON. GA • HABtV=. TN
WEEKS/ LICHTIN RALEIGH. NC • RICHMOND, VA • 111N6rON-9ALSM, NC
WEEKS REALTY, LP PROJECT NO_ LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE VAUC1998
01d" MORRISVILLE, NORTH CAROLINA SKETCH NO. EX5
IMPACT AREA 'B'
PROPOSED ROAD
PROFILE
GRAPHIC SCALE
0 50 100 zoo
( IN FEET )
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'B'
SAtlantic
PARAMOUNT CENTER
CHARIATI'E, NC • COLUMBIA. 8C • YACON, CA a NASITYILI.E. TN
WEEKS/ LICHTIN 8A,8I6H. NC . RICHMOND, VA • wlNvrON-9AISY. NC
WEEKS REALTY, LP PROJECT NO_ UC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUC1998
...n.,.t,., MORRISVILLE, NORTH CAROLINA SKETCH NO: EX6
IMPACT AREA 'B'
CROSS
SECTION
GRAPHIC SCALE
0 50 100 200
( IN FEET) 3so.on_.__.
1 inch = 100 ft.
VERTICAL 1" = 10'
DATUM ELE
320.00
GROUP 8
SECTION 1
IMPACT AREA
'B'
Atlantic
PARAMOUNT CENTER

WEEKS/ LICHTIN CHART M. NC . COWUMA, SC . AUCON. 6A . NAMMIX. TN
RAMGH, NC . RICHMOND, VA . WINSPON-SAUK, NO
WEEKS REALTY, LP PROJECT NO: LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUC1998
46490 t.d" MORRISVILLE, NORTH CAROUNA SKETCH NO. EX7
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
IMPACT AREA 'C'
AREA = 0.095 AC
WIDTH = 16'
LENGTH = 260'
GRAPHIC SCALE
0 50 100 200
( IN FEET )
1 inch = 100 Pt.
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IMPACT AREA
'C'
PARAMOUNT CENTER
WEEKS/ LICHTIN
WEEKS REALTY, LP
1800 PERIMETER PARK DRIVE, SUITE 200
MORRISVILLE, NORTH CAROLINA
D S Atlantic
CHABL&M NC • COLUMBIA, 8C • MACON, CA • NASHVILLE, TN
RALEIGH. NC • RICHMOND. VA • RINSTON-SALEM. NC
PROJECT NO: LIC037.000
DATE 17AUC1998
SKETCH NO. EX8
IMPACT AREA 'C'
PROPOSED ROAD
PROFILE
GRAPHIC SCALE
0 50 100 200
( IN FEET )
1 inch = 100 ft.
VERTICAL 1" = 10'
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WEEKS REALTY, LP PROJECT NO: 00037000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE: 17AUG1998
N« MORRISVILLE, NORTH CAROLINA SKETCH NO: EX9
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D...SAtlantic
PARAMOUNT CENTER
CHARIATTE, NC • COLUMBIA, 9C • YACON, CA • NASHVILLE, 7N
WEEKS/ LICHTIN RALBIOB, NC • RICHMOND. VA • WINMN-BAIBY, NC
WEEKS REALTY, LP PROJECT NO: 00037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUG1998
??? MORRISVILLE, NORTH CAROLINA SKETCH NO: EK10
IMPACT AREA 'D'
AREA = 0.202 AC
WIDTH = 98'
LENGTH = 150'
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Atlantic
PARAMOUNT CENTER

WEEKS/ LICHTIN CHARlATP6 NC • COLumom 8C • YACON. CA • NAM"= TN
RAL916. NC . RICHMOND, VA • ODVBTON-SALEM, NC
WEEKS REALTY, LP PROJECT NO: LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE: 17AUC1998
-44a bbd" MORRISVILLE, NORTH CAROLINA SKETCH NO-- D01
GRAPHIC SCALE
0 50 100 200
( IN FEET )
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PROPOSED ROAD
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GRAPHIC SCALE
0 50 100 200
( IN FEET )
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Atlantic
PARAMOUNT CENTER CHARLOTTE. NC • COLUMBIA, SC • MACON. OA • NASHVLLIL TN
WEEKS/ LICHTIN RA181TH. NC IT RICHMOND. VA • RINSTON-SAUM. NC
WEEKS REALTY, LP PROJECT NO_ LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUG1998
MORRISVILLE, NORTH CAROLINA SKETCH NO. EX12
IMPACT AREA 'D'
CROSS
SECTION
GRAPHIC SCALE
0 50 100 200
( IN FEET )
1 inch = 100 ft.
VERTICAL 1" = 10'
360.OQ.............. --°-
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330.00
GROUP D
SECTION 1
IMPACT AREA
'D'
I* )"S Atlantic
PARAMOUNT CENTER
WEEKS/ LICHTIN C""R'"?G NC . LUMBIA, D, . YAC IN, CA • NASHVILLE TN
RALEIGH, NC • RICHM CHMOND, VA • IID9S7'ON-9A1.B11, NC
WEEKS REALTY, LP PROJECT NO-- UC03ZOOO
1600 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUC1998
404Csh6L#" MORRISVILLE, NORTH CAROLINA SKETCH NO. EX13
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00
IMPACT AREA 'E'
AREA = 0.006 AC
WIDTH = 13.5'
LENGTH = 20'

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IMPACT AREA
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PARAMOUNT CENTER i.-,,;SAtlantic
CHARl0rM NC • COLUMBIA. SC • YACON, CA • NASMUS, rN
WEEKS/ LICHTIN RALEIGH. NC . RICHMOND, YA . WINgrON-SALEM, NC
WEEKS REALTY, LP PROJECT NO. 00037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUC1"8
4640aMbLO" MORRISVILLE, NORTH CAROLINA SKETCH NO: EX14
NCWRC,HCP,FALLS LAKE TEL:[phone]j9
FAX COVER
Sep 01'98 1542 No.005 P.01
NC Wildlife Resources Commission
Habitat Conservation Program
91421-85 Service Road
IMPACT AREA
'E'
TDNSAdantic
PARAMOUNT CENTER
CHARL0ITE, NC • WWYBIA, 8C • YACON, CA • NAHIML.E, TN
WEEKS/ LICHTIN NAUI°N• NC • ECmroND, YA • WINrMN_SAMM, NC
WEEKS REALTY, LP PROJECT NO: LIC037.000
1800 PERIMETER PARK DRIVE, SUITE 200 DATE 17AUC1998
.$4c@pMbL#p MORRISVILLE, NORTH CAROLINA SKETCH NO: W5
NCWRC,HCP,FALLS LAKE

TF1_:919-528-98:9 -),Pp 01'98 15:42 Nn.005 P.02
ol.ina ?WAcIfe Resources Commission ? -
_ ? Noah Car _ -?-
S12 N. Salisbury Strc Raleigh, gh, North Carolina 27604.1188, 919-733-3391
Charles R. Fullwood, Executive Director
MEMO[tAN ill 1 M
TO: Todd Tugwell
US Army Corps c Engineer '?g1 a1?eig? ?tw
dnt"Re ion Coordinator
8
FROM: Owen F. Anderson in
I labitat Conservation Program
DATE: Auguet 27, 1998
Pre-Uischar c Notification for Weekaiehtin, Paramount Ccntcr, Morrisville, Wake
SUBJECT: 8
County, Stirrup Iron Creole, Nauss River Basin, 199821022/1998212f)41199821205
the wea, Our comments are provided t
Staff biologists witlgt ohn vWv'Idlifeeand ReSOUrc
fishery resources
application to assess impau
in accordance with provisions Stait C401, ns 16RII amended-, lb 1917 S 03361-6.7.)66 et seq.), and the Fish an
Wildlife Coordination Act udes
feet
stre The applicant is requcyt al devoldac 0,43 ?e e $ attnfal olf 5.49 acres of wetlands on t,efor
road construction for a commercial development,
approximately 157-acre site. Three tributaries of Stirrup Iron Creek traverse the site.
We have the following comments and recommendations on this application.
1, Maintain the with the Neuor s ivc Rule vegetated buffers along streams on the property in
accordance
2. Require storntwater best inanagerrtent practiom, including wet detention ponds, to treat
stormwater pollutants from parking lots and highly manicured lawn nreac and to reduce scouring
of streams by high energy stormwater.
3. Require that the remaining wetlandr, on the site be protected from impacts by current or future
owners of the property.
4. Require that sufficient stortnwater be routed to remaining wetlands to maintain wetland
hydrology-
5. Require compensatory mitigation within the upper Neuse River basin for the unavoidable stream
impacts.
We appreciate the opportunity to provide comment on this application. if our oftlce can provide
further assistance, please contact our office at [phone].
cc: John Dorney, Wetland Scientist, I)ivislOn of Water Quslity