20060172 Ver 1_Stormwater Plans_20060619

Horvath Associates, PA ~ ~ ~ ~ ~ 2.,
Civil Engineers • Planners • Landscape Architects
16 Consultant Place Ste. 201 Durham, NC 27707
PO. Box 51806 Durham, NC 27717-1806
(919) 490-4/990 Fax [phone]
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WE ARE SENDING YOU attached via ~b~// ~/~' the following items:
^ Shop drawings Plans ^ Specifications ®~~~l,P/X/!~,'~ f' ~~/i~G'~`~ ~1~/~

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THESE ARE TRANSMITTED as checked below:
^ For approval ^ For your use ^ As requested

^ For review and comment
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If enclosures are not as noted, kindly notify us at once.
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HOPE VALLEY COMMONS
STORMWATER MANAGEMENT PLAN
Hope Valley Commons
NC 751 and NC 54
Durham, North Carolina
Horvath Associates Project Number: 0479
DWQ Project #: 06-0172
F. 8~°"
d~i9/~os
Prepared for: Hughes Baran Development, LLC
6409 Westgate Road
Raleigh, North Carolina 27617
Phone: [phone]
Prepared by: Horvath Associates, PA
Engineers -Planners -Landscape Architects
P.O. Box 51806
Durham, North Carolina 27717
[phone]
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HOPE VALLEY COMMONS
STORMWATER MANAGEMENT PLAN
General Description
Hope Valley Commons is a proposed 17.02 acre shopping center. It is located on the
southeast corner of the intersection of Highway 751 and NC 54. The project is to consist
of the shopping center buildings, parking and utilities. The proposed project is subject to
conditions set for by the associated 401 Water Quality Certification. An extended
detention wetland is required as a condition of the certification.
Extended Detention Wetland
This narrative, the accompanying calculations, drainage map and construction drawings
formulate the stormwater management plan for the -site. Additionally, a future office
building project is proposed on property adjacent to the proposed shopping center. The
extended detention wetland will also treat runoff from this proposed future office
building, and the wetland volume, surface area and routing is designed as if the adjacent
office property is 70% impervious. All post development impervious surfaces from both
projects will be diverted directly to Forebay #1 of the extended detention wetland.
The wetland will consist of two outlet structures. Outlet Structure #1 will consist of a 48-
inch diameter precast manhole riser with a 44 linear foot 18-inch diameter o-ring RCP
barrel. A 4-inch diameter inverted PVC siphon orifice will be provided at elevation
272.00. This orifice will control the water surface elevation to the normal pool of the
wetland and will allow the runoff from the 1-inch rainfall to drain out of the wetland over
an approximately 4 day period. It is notable that the volume ofthe wetland is determined
using the Simple Method as required by the revised DWQ Best Management Practices
Manual.
The wetland will contain an emergency overflow spillway. Site conditions do not favor a
broadcrested weir emergency spillway, which would normally be utilized. A 5-foot
diameter precast riser and 36-inch diameter o-ring RCP barrel will be utilized as the
emergency spillway. This spillway and the water quality riser/barrel pass the runoff
resulting from the 100-year rainfall with 1.6 feet of freeboard to the top of berm. This is
in compliance with City of Durham Stormwater Services standard that requires
impoundments of the proposed height to pass the peak flow resulting from the 100-year
storm event with greater than 1.5-feet of freeboard resulting from the 100-year rainfall
runoff.
Two forebays will be provided, and a block wall will be installed to encourage plug flow
at a minimum length-to-width ratio through the wetland. The block wall will be
constructed to the elevation of the volume of the 1-inch rainfall runoff based upon the
Simple Method as discussed above.

Other water quality aspects of the wetland are based upon the latest Draft NC DWQ Best
Management Practices Manual and City of Durham Stormwater Services regulations.
Vegetation is selected based upon recommendations in the Draft Best Management
Practices Manual and City of Durham requirements. Two forebays are proposed.
Forebay #1 is to be located at the inlet of the site and all runoff from the site is to be
diverted into this forebay. The other forebay is located at the water quality outlet
structure. The remainder of the wetland is to consist of shallow water ranging in depth
from 0 to six inches.
Each outlet structure is to have a plunge pool velocity dissipater at the outlet. The water
quality outlet will discharge into the new beginning point of the stream that is to be
impacted with construction of the wetland. Utilization of the plunge pool velocity
dissipater at each outlet will provide an extra measure of erosion protection and may
serve to collect additional sediment from the runoff of the site.
Conclusion
85% TSS removal will be provided with construction of an extended detention wetland as
a condition of the 401 Water Quality Certification associated with the project. The
wetland is designed according to the latest Draft NC DWQ Best Management Practices
Manual and City of Durham requirements.
Methodolo~y
• Hydrology for the purpose of generating the 1-inch runoff design storm, the 10-
year design storm and the 100-year design storm is based upon the SCS Method.
Soils are Hydrologic Soil Group `D' soils as shown on Map #34 of the Durham
County, North Carolina Soil Survey (1972).
• Time of concentration is assumed to be the minimum 5 minutes due to the large
amount of impervious surfaces and the fact that the majority of the runoff from
the site will reach the wetland through concrete storm drainage system.
• Routing is conducted using the SCS Method as described above and is carried out
using HydroCAD Version 7.10 by HydroCAD Software Solutions, LLC (2005).
• Design of the water quality aspects of the wetland are carried out using "Updated
Draft Manual of Stormwater Best Management Practices", NCDENR, Division of
Water Quality (July, 2005) and City of Durham Stormwater Services
requirements.

WETLAND OPERATION AND MAINTENANCE AGREEMENT
HOPE VALLEY COMMONS
ND DWQ PERMIT # 06-0172
Np~~: ~v7"~~ (~~~, S ~BN~D Vit~~ ~b1~C 7'a ~bGldl
The wetland system is defined as the wetland, pretreatment including forebays and the vegetated filter if one
is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet wetland system for sediment accumulation, erosion, trash accumulation, vegetated
cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland system semi-annually or when depth is reduced to 75%
of the original design depth (see diagram below). Removed sediment shall be disposed of in an
appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wetland or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
For stormwater wetlands: ff the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be
stockpiled for more than two weeks.
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface.
Wetland planting densities in the marsh areas should be maintained by replanting bare areas as
needed. Wetland plants should be encouraged to grow in the marsh areas.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired
and/or replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Page 1 of 2

Print name: Jeff Baran
Title:
Address: 6409 Westgate Road, Raleigh, North Carolina 27617
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of
do hereby certify that
personally appeared before me this day of
,and acknowledge the
due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand
and official seal,
SEAL
My commission expires
Page 2 of 2

Permit No. Dpi ~ Dl~'o2
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form maybe photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: ~opE' VALLEY Co.~~~~'
Contact Person: ~,NM ~, .5"~/1Q~~~_ Phone Number: ~ g/9) ~}'9D - ~ 9 9Q
For projects with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation p~ 6 8. ~Q ft.
Permanent Pool Elevation~j ~a, (~ D ft.
Temporary Pool Elevation ;~ ~~, $Q ft.
areas
Permanent Pool Surface Area 3 3 ~'t 1 sq. ft.
Drainage Area ~9 ac.
Impervious Area / ~j . ~~ ac.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
~y cu. ft.
~ cu. ft.
Z ~! cu. ft.
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(approximately 20% of total volume)
Other parameters
SA/DA 1
Diameter of Orifice
Design Rainfall
Design TSS Removal Z
3•!~ v
l~ in.
in.
8~5 °r°
(surface area to drainage area ratio from DWQ table)
(2 to S day temporary pool draw-down required)
(minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90% TSS removal.
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, February 1999) 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 the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Ap licants Initials
~ a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
f.
g•
h.
i.
J•
k.
~E9
calculations)
The basin length to width ratio is greater than 3: 1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does snot 'ncorporate a vegetated filter at the outlet.
This system (check one) 0 does oes no incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

WATER QUALITY CALCULATIONS

REVISED WETLAND VOLUME.XLS
NEW HOPE COMMONS WETLAND
Wetland Design Sheet
Project Name: HOPE VALLEY COMMONS
Designer: John E. Schrum, P.E.
Job Number: 0479
Date: 6/18/2006
John E. Schrum, P.E.
6/19/2006

Contour

Stage
Contour
Area

Average Contour Area
Incremental
Contour Volume ccumu a e
Contour
Volume s ma e
Stage w/SS
Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
272.0 0.0 33711
274.0 2.0 39754 36733 73465 73465 2.01
276.0 4.0 46062 42908 85816 159281 3.97
278.0 6.0 51209 48636 97271 256552 6.03
Storage vs. Stage
300000 ~-.-_---- _.____._._._____-~----___--
250000 j
y = 33308x''9 ~
I
200000 R2 = 0.9998 j
a i
U ~
~ 150000 ~
.°.
100000 ~
50000
i
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
KS = 33308
b = 1.1359
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1"storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
1 OF 2

REVISED WETLAND VOLUME.XLS
NEW HOPE COMMONS WETLAND
John E. Schrum, P.E.
6/19/2006
Impervious Area, directly connected (DCIA) = 18.37 acres
@CN= 98
Other areas draining to pond (not DCIA) = 6.12 acres
@CN= 80
Total Area = 24.49
Percent Impervious, I = 75.0%
Rv = 0.05 + 0.0091
= 0.725
Total Volume Required = 1.480 acre-feet
= 64459.7 cubic feet
Calculation of depth required for runoff storage pool (above normal pool)

Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 cubic feet
Total storage required for normal + storage pool = 64460 cubic feet
Stage (above invert) associated with this storage = 1.79 feet
Therefore, depth required above normal pool for storm storage = 1.79 feet
21.46 inches
Therefore set crest of principal spillway at stage = 1.80 feet*
and EL = 273.80 feet
At principal spillway crest, storm pool storage provided = 64940 CF
20F2

WETLAND SURFACE AREA.XLS
Volume Check
II. SURFACE AREA CHECK
Impervious Area = 18.37 acres
Drainage Area = 24.49 acres
Impervious = 75%
Average Depth = Z / b
J. E. Schrum, P.E.
6/19/2006
Average Depth = 3.00 ft (Assume min average depth (conservative))
From the DWQ BMP Handbook (1 1 /95), the required SA/DA ratio =_>
3.0 3.00 4.0
Lower Boundary => 70.0 2.88 2.40
Site % impervious => 75.0 3.12 3.12 2.59
Upper Boundary => 80.0 3.36 2.78
Area Required = 33289 sq.ft.
Area Provided = 33711 sq.ft. OK

REVISED WETLAND VOLUME.XLS
Below normal pool
Wetland Design Sheet
Project Name: HOPE VALLEY COMMONS
Designer: John E. Schrum, P.E.
Job Number: 0479
Date: 6/19/2006
John E. Schrum, P.E.
6/19/2006

Contour

Stage
Contour
Area

Average Contour Area
Incremental
Contour Volume ccumu a e
Contour
Volume s ima e
Stage w/SS
Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
268.0 0.0 2303
270.0 2.0 4316 3310 6619 6619 0.24
272.0 4.0 33711 19014 38027 44646 1.29
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1"storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
1 OF 2
Ks = 33308
b = 1.1359

REVISED WETLAND VOLUME.XLS
Forebays
John E. Schrum, P.E.
6/ 19/2006
Impervious Area, directly connected (DCIA) = 18.37 acres
@CN= 98
Other areas draining to pond (not DCIA) = 6.12 acres
@CN= 80
Total Area = 24.49
Percent Impervious, I = 75.0%
Rv = 0.05 + 0.0091
= 0.725
Total Volume Required = 1.480 acre-feet
= 64459.7 cubic feet
Calculation of depth required for runoff storage pool (above normal pool)

Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 cubic feet
Total storage required for normal + storage pool = 64460 cubic feet
Stage (above invert) associated with this storage = 1.79 feet
Therefore, depth required above normal pool for storm storage = 1.79 feet
21.46 inches
Therefore set crest of principal spillway at stage = 1.80 feet*
and EL = 269.80 feet
At principal spillway crest, storm pool storage provided = 64940 CF
20F2

SIPHONS.XLS
WETLAND
Inverted Siphon Design Sheet
D siphon = 4 inches
No. siphons = 1
Ks = 33308
b = 1.1359
Cd siphon = 0.60
Siphon Invert = 272.00 feet
Volume @ Normal Pool = 0 CF
Basin Invert = 272.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
273.800 64940 0.536
273.644 58574 0.510 0.523 6366 12172
273.487 52290 0.482 0.496 6284 12670
273.331 46095 0.453 0.467 6195 13254
273.175 39998 0.421 0.437 6097 13952
273.019 34011 0.387 0.404 5987 14812
272.862 28147 0.350 0.369 5863 15909
272.706 22427 0.308 0.329 5720 17386
272.550 16878 0.260 0.284 5549 19549
272.393 11542 0.200 0.230 5336 23231
272.237 6494 0.103 0.151 5048 33343
Drawdown Time = 2.04 days
John E. Schrum, P.E.
6/ 19/2006
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.817 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 4"Inverted siphon = 0.0873 ft2
Q = 0.3797 cfs
Drawdown Time =Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 1.98 days
Conclusion : Use 1 - 45" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 "storm runoff, with a required time of about 2 days.
SIPHONS.XLS

WETLAND ROUTING CALCULATIONS

Wetland Design Type 11 24-hr 10-Year Rainfall=5.10"
Prepared by {enter your company name here} Page 1
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/19/2006
Pond 2P: Extended Detention Wetland
Inflow Area = 24.490 ac, Inflow Depth > 4.40" for 10-Year event
Inflow = 177.29 cfs @ 11.96 hrs, Volume= 8.985 of
Outflow = 124.02 cfs @ 12.02 hrs, Volume= 7.422 af, Atten= 30%, Lag= 3.6 min
Primary = 123.24 cfs @ 12.02 hrs, Volume= 6.696 of
Secondary = 0.78 cfs @ 12.02 hrs, Volume= 0.726 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 275.59' @ 12.02 hrs Surf.Area= 44,776 sf Storage= 140,757 cf
Plug-Flow detention time= 130.3 min calculated for 7.419 of (83% of inflow)
Center-of-Mass det. time= 56.8 min (824.7 - 767.9 )
Volume Invert Avail.Storage Storag e Description
#1 272.00' 256,552 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 33,711 0 0
274.00 39,754 73,465 73,465
276.00 46,062 85,816 159,281
278.00 51,209 97,271 256,552
Device Routina Invert Outlet Devices
#1 Secondary 252.00' 18.0" x 42.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 250.00' S= 0.0476'/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean
#2 Device 1 276.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 272.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 252.00' 36.0" x 104.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 248.50' S= 0.0337'/' Cc= 0.900 n= 0.013
#5 Device 4 273.80' 60.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=123.10 cfs @ 12.02 hrs HW=275.59' (Free Discharge)
L4=Culvert (Passes 123.10 cfs of 204.42 cfs potential flow)
t-5=Orifice/Grate (Weir Controls 123.10 cfs @ 4.4 fps)
Secondary OutFlow Max=0.78 cfs @ 12.02 hrs HW=275.59' (Free Discharge)
'L1=Culvert (Passes 0.78 cfs of 50.93 cfs potential flow)
~2=Orifice/Grate (Controls 0.00 cfs)
3=Orifice/Grate (Orifice Controls 0.78 cfs @ 8.9 fps)

Wetland Design Type 11 24-hr 10-Year Rainfall=5.10"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/19/2006
Pond 2P: Extended Detention Wetland
Hydrograph
__ :. _ _ _
^ Inflow
177.29 cfs _ C~ Outflow
-.Inflow Area=24.490_ac ®Primary
. . ` ®Secondary
190= Peak E1ev=275.59'
180= _ _ _ -
170. _ _ Stora e-140,757 cf
160. _ _ ~ - __
150- _ - - 124.02 cfs
140- 123.24 cfs
130-
,., 120-
110. ;_ /j,
100 , ~
_0 90- '. -
``t
70 _ ,, rr.
//' _
60. ~ ~`~3
_ _ :~
40=
30- ~:
20
10- 0.78 cfs
p~,
10 11 12 13 14
Time (hours)

Wetland Design Type 11 24-hr 100-Year Rainfall=7.40"
Prepared by {enter your company name here} Page 3
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/19/2006
Pond 2P: Extended Detention Wetland
Inflow Area = 24.490 ac, Inflow Depth > 6.68" for 100-Year event
Inflow = 262.17 cfs @ 11.96 hrs, Volume= 13.632 of
Outflow = 163.76 cfs @ 12.03 hrs, Volume= 12.044 af, Atten= 38%, Lag= 4.2 min
Primary = 152.46 cfs @ 12.03 hrs, Volume= 11.155 of
Secondary = 11.30 cfs @ 12.03 hrs, Volume= 0.889 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 276.40' @ 12.03 hrs Surf.Area= 47,093 sf Storage= 177,937 cf
Plug-Flow detention time= 108.1 min calculated for 12.039 of (88% of inflow)
Center-of-Mass det. time= 50.7 min (808.6 - 757.9 )
Volume Invert Avail.Storage Stora ge Description
#1 272.00' 256,552 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 33,711 0 0
274.00 39,754 73,465 73,465
276.00 46,062 85,816 159,281
278.00 51,209 97,271 256,552
Device Routing Invert Outlet Devices
#1 Secondary 252.00' 18.0" x 42.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 250.00' S= 0.0476 '/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean
#2 Device 1 276.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 272.00' 4.0" Vert. OrificelGrate C= 0.600
#4 Primary 252.00' 36.0" x 104.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 248.50' S= 0.0337'/' Cc= 0.900 n= 0.013
#5 Device 4 273.80' 60.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=152.40 cfs @ 12.03 hrs HW=276.40' (Free Discharge)
t4=Culvert (Passes 152.40 cfs of 207.82 cfs potential flow)
t -5=Orifice/Grate (Orifice Controls 152.40 cfs @ 7.8 fps)
Secondary OutFlow Max=11.20 cfs @ 12.03 hrs HW=276.40' (Free Discharge)
L1=Culvert (Passes 11.20 cfs of 51.77 cfs potential flow)
~2=Orifice/Grate (Weir Controls 10.34 cfs @ 2.1 fps)
3=Orifice/Grate (Orifice Controls 0.86 cfs @ 9.9 fps)

Wetland Design Type /l 24-hr 100-Year Rainfall=7.40"
Prepared by {enter your company name here} Page 4
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/19/2006
Pond 2P: Extended Detention Wetland
Hydrograph
- ^ Inflow
262.17 cfs ! : i Outflow
Inflow Area=24.490 ac ^ Primary
280- ^ Secondary
Peak Elev=276.40'
260
240: Storage=177,937 cf
220
200: 163.76 cfs
180 152.46 cfs
0 160 ~% .
0 140 ~~~ ~1
'~
~` 120: .;'
,,
~v
100 ~ ';
80 ' %~'`,
60-i
40- ,'
,,,,. 11.30 cfs
10 11 12 13 14
Time (hours)

Wetland Design Type 11 24-hr Water Quality Rainfall=1.00"
Prepared by {enter your company name here} Page 5
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC _ 6/19/2006
Pond 2P: Extended Detention Wetland
Inflow Area = 24.490 ac, Inflow Depth > 0.50" for Water Quality event
Inflow = 22.85 cfs @ 11.96 hrs, Volume= 1.027 of
Outflow = 0.36 cfs @ 18.03 hrs, Volume= 0.350 af, Atten= 98%, Lag= 363.8 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.36 cfs @ 18.03 hrs, Volume= 0.350 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 272.90' @ 18.03 hrs Surf.Area= 36,415 sf Storage= 31,384 cf
Plug-Flow detention time= 379.6 min calculated for 0.350 of (34% of inflow)
Center-of-Mass det. time= 252.2 min (1,080.1 - 827.9 )
Volume Invert Avail Storage Storage Description
#1 272.00' 256,552 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 33,711 0 0
274.00 39,754 73,465 73,465
276.00 46,062 85,816 159,281
278.00 51,209 97,271 256,552
Device Routing Invert Outlet Devices
#1 Secondary 252.00' 18.0" x 42.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 250.00' S= 0.0476'/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean
#2 Device 1 276.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 272.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 252.00' 36.0" x 104.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 248.50' S= 0.0337 'P Cc= 0.900 n= 0.013
#5 Device 4 273.80' 60.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=272.00' (Free Discharge)
~4=Culvert (Passes 0.00 cfs of 188.58 cfs potential flow)
'L-5=Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.36 cfs @ 18.03 hrs HW=272.90' (Free Discharge)
't-1=Culvert (Passes 0.36 cfs of 47.99 cfs potential flow)
~2=Orifice/Grate (Controls 0.00 cfs)
3=Orifice/Grate (Orifice Controls 0.36 cfs @ 4.1 fps)

Wetland Design Type 11 24-hr Water Quality Rainfall=1.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/19/2006
Pond 2P: Extended Detention Wetland
Hydrograph
^ Inflow
`_~ Outflow
~ Primary
^ Secondary
v
3
0
LL
10 11 12 13 14
Time (hours)

Wetland Design Type 11 24-hr 10-Year Rainfall=5.10"
Prepared by {enter your company name here} Page 1
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/18/2006
Pond 2P: Extended Detention Wetland
Inflow Area = 24.490 ac, Inflow Depth > 4.40" for 10-Year event
Inflow = 177.29 cfs @ 11.96 hrs, Volume= 8.985 of
Outflow = 124.02 cfs @ 12.02 hrs, Volume= 7.422 af, Atten= 30%, Lag= 3.6 min
Primary = 123.24 cfs @ 12.02 hrs, Volume= 6.696 of
Secondary = 0.78 cfs @ 12.02 hrs, Volume= 0.726 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 275.59' @ 12.02 hrs Surf.Area= 44,776 sf Storage= 140,757 cf
Plug-Flow detention time= 130.3 min calculated for 7.419 of (83% of inflow)
Center-of-Mass det. time= 56.8 min (824.7 - 767.9 )
Volume Invert Avail.Storage Storag e Description
#1 272.00' 256,552 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 33,711 0 0
274.00 39,754 73,465 73,465
276.00 46,062 85,816 159,281
278.00 51,209 97,271 256,552
Device Routinca Invert Outlet Devices
#1 Secondary 252.00' 18.0" x 42.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 250.00' S= 0.0476'/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean
#2 Device 1 276.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 272.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 252.00' 36.0" x 104.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 248.50' S= 0.0337'/' Cc= 0.900 n= 0.013
#5 Device 4 273.80' 60.0" Horiz. OrificelGrate Limited to weir flow C= 0.600
Primary OutFlow Max=123.10 cfs @ 12.02 hrs HW=275.59' (Free Discharge)
L~4=Culvert (Passes 123.10 cfs of 204.42 cfs potential flow)
~=Orifice/Grate (Weir Controls 123.10 cfs @ 4.4 fps)
Secondary OutFlow Max=0.78 cfs @ 12.02 hrs HW=275.59' (Free Discharge)
'L1=Culvert (Passes 0.78 cfs of 50.93 cfs potential flow)
~2=Orifice/Grate (Controls 0.00 cfs)
3=Orifice/Grate (Orifice Controls 0.78 cfs @ 8.9 fps)

Wetland Design Type 1124-hr 10-Year Rainfall=5.10"
Prepared by {enter your company name here} Page 2
HydroCADC~ 7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC _ 6/18/2006
Pond 2P: F~ctended Detention Wetland
Hydrograph

Wetland Design Type 11 24-hr 100-Year Rainfall=7.40"
Prepared by {enter your company name here} Page 3
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/18/2006
Pond 2P: Extended Detention Wetland
Inflow Area = 24.490 ac, inflow Depth > 6.68" for 100-Year event
Inflow = 262.17 cfs @ 11.96 hrs, Volume= 13.632 of
Outflow = 163.76 cfs @ 12.03 hrs, Volume= 12.044 af, Atten= 38%, Lag= 4.2 min
Primary = 152.46 cfs @ 12.03 hrs, Volume= 11.155 of
Secondary = 11.30 cfs @ 12.03 hrs, Volume= 0.889 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 276.40' @ 12.03 hrs Surf.Area= 47,093 sf Storage= 177,937 cf
Plug-Flow detention time= 108.1 min calculated for 12.039 of (88% of inflow)
Center-of-Mass det. time= 50.7 min (808.6 - 757.9 )
Volume Invert Avail.Storage Storage Description
#1 272.00' 256,552 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 33,711 0 0
274.00 39,754 73,465 73,465
276.00 46,062 85,816 159,281
278.00 51,209 97,271 256,552
Device Routing Invert Outlet Devices
#1 Secondary 252.00' 18.0" x 42.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 250.00' S= 0.0476 '/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean
#2 Device 1 276.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 272.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 252.00' 36.0" x 104.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 248.50' S= 0.0337'/' Cc= 0.900 n= 0.013
#5 Device 4 273.80' 60.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=152.40 cfs @ 12.03 hrs HW=276.40' (Free Discharge)
L4=Culvert (Passes 152.40 cfs of 207.82 cfs potential flow)
~=Orifice/Grate (Orifice Controls 152.40 cfs @ 7.8 fps)
Secondary OutFlow Max=11.20 cfs @ 12.03 hrs HW=276.40' (Free Discharge)
L1=Culvert (Passes 11.20 cfs of 51.77 cfs potential flow)
~2=Orifice/Grate (Weir Controls 10.34 cfs @ 2.1 fps)
3=Orifice/Grate (Orifice Controls 0.86 cfs @ 9.9 fps)

Wetland Design Type 1124-hr 100-Year Rainfall=7.40"
Prepared by {enter your company name here} Page 4
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/18/2006
Pond 2P: Extended Detention Wetland
Hydrograph
^ Inflow
262.17 cfs i~ Outflow
'- Inflow -Area=24.490 ac ° P"Mary
^ Secondary
280. Peak Elev=276.40'
2so - - -
Storage=177,937- cf
240
220
163.76 cfs
200: ' , ,.
1 ao _ 152.46 cfs _ _ _
~ 160" ' _ _ _
c 140: '`,A . _ _
LL 120. _ =: _ _ _. _
100- ~ ! -'~ _ _ _ _
~.
60=
40~
11.30 cfs
10 11 12 13 14
Time (hours)

Wetland Design Type 11 24-hr Water Quality Rainfall=1.00"
Prepared by {enter your company name here} Page 5
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/18/2006
Pond 2P: Extended Detention Wetland
Inflow Area = 24.490 ac, Inflow Depth > 0.50" for Water Quality event
Inflow = 22.85 cfs @ 11.96 hrs, Volume= 1.027 of
Outflow = 0.36 cfs @ 18.03 hrs, Volume= 0.350 af, Atten= 98%, Lag= 363.8 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.36 cfs @ 18.03 hrs, Volume= 0.350 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 272.90' @ 18.03 hrs Surf.Area= 36,415 sf Storage= 31,384 cf
Plug-Flow detention time= 379.6 min calculated for 0.350 of (34% of inflow)
Center-of-Mass det. time= 252.2 min (1,080.1 - 827.9 )
Volume Invert Avail.Storage Storage Description
#1 272.00' 256,552 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 33,711 0 0
274.00 39,754 73,465 73,465
276.00 46,062 85,816 159,281
278.00 51,209 97,271 256,552
Device Routing Invert Outlet Devices
#1 Secondary 252.00' 18.0" x 42.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 250.00' S= 0.0476'/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean
#2 Device 1 276.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 272.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 252.00' 36.0" x 104.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 248.50' S= 0.0337'/' Cc= 0.900 n= 0.013
#5 Device 4 273.80' 60.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=272.00' (Free Discharge)
t-4=Culvert (Passes 0.00 cfs of 188.58 cfs potential flow)
t--5=Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.36 cfs @ 18.03 hrs HW=272.90' (Free Discharge)
t1=Culvert (Passes 0.36 cfs of 47.99 cfs potential flow)
~2=Orifice/Grate (Controls 0.00 cfs)
3=Orifice/Grate (Orifice Controls 0.36 cfs @ 4.1 fps)

Wetland Design Type 11 24-hr Water Quality Rainfall=1.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/18/2006
Pond 2P: Extended Detention Wetland
Hydrograph
^ Inflow
:Outflow
® Primary
® Secondary
w
v
3
0
LL
10 11 12 13 14
Time (hours)

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Scale 1:15 840
m DURHAM COUNTY, NORTH CAROLINA NO. 34
This map is compiled on 1972 aerial pno[ography by the U.S. ~epar[ment of Agriculture, Soil Conservation Servicc and cooperating agencies.
Coordinate grid ticks andlantl tlimsion corners. d shown, are approximately posRicned.