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STORMWATER MANAGEMENT PLAN
DOCUMENTS FOR OLDE TOWNE
DEVELOPMENT
S&EC PROJECT NO. 4865
DWQ PROJECT NO. 06-0447, VER. 2
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AUG 2 6 2008
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September 3, 2007
OIDE TOWNF_ - PHASES 13-25
OPERATION S A 1 D MA-M 1'E l``' nA 1?,TOE
Raleigh, Wake Cou I??OA L AND BUDGET
ty, North Carolina
"0 INTRODUCTION
Olde Towne is a mixed use, golf community
Rock Quarry Road and New Hope Road in southeast Raleigh, within Wake C caned on
North Carolina. The property is zoned Planned Unit Development District. Phase ??
is to be comprised of approximately 129 single family detached homes an s 13-25
townhomes on approximately 219 acres. The Ci d 292
this Development is S-45-06, and it is a portion of MP 1103 h Subdivision Number for
The City of Raleigh Stormwater Control and Watercourse Buffer Regulations Part 0,
Chapter 9, applies to this subdivision. Compliance with this ordinance will re u
ire 1 the
q the
installation and perpetual maintenance of a number of Stormwater Control Measures.
The Stormwater Control Measures shall be constructed by the developer, Olde T
Company, LLC. Upon completion of the Stormwater Control Measures and othe?wne
subdivision infrastructure, the measures will be transferred to the Olde Towne
Homeowners Association who will be responsible for the operation and maintenance of
the Stormwater Control Measures. All of these measures are shown on constructio
drawings prepared by ADR Delta, PLLC entitled "Olde Towne, Phases 13-25" an n
originally dated August 28, 2007. d -
2.0 STORMWATER CONTROL DEVICES
2.1 General
The stormwater management plan for Olde Towne - Phases 13-25 calls for the
installation of the following Stormwater Control Measures.
2.2 Wet Ponds
There shall be two Wet Ponds, one at Drainage Point 2, and one at Drainage Point 3,
located within private drainage easements.
2.2.1 Pond #2
The Wet Pond at Drainage Point 2 shall be located on the common open space located at
the southeast quadrant of the intersection of Rock Quarry Road and proposed Carolina
Ash Blvd. of Olde Towne- Phases 13-25, as shown on the plats to be recorded with the
Wake County Register of Deeds. The Wet Pond at Drainage Point 2 design specifications
are detailed in the Olde Towne Subdivision- Phases 13-25 "Stormwater Management
Report" prepared by ADR Delta, PLLC dated August 28, 2007 and on construction
drawings prepared by ADR Delta, PLLC entitled "Olde Towne - Phases 13-25" dated
August 28, 2007. The depth of the permanent pool of the Wet Pond at Drainage Point 2
shall be six feet. The Wet Pond at Drainage Point 2 shall have a storage volume of
approximately 61,200 cubic feet from the bottom of the pond to the normal pool and
approximately 105,050 cubic feet of storage from the normal pool to the top of the
principal spillway. The Wet Pond at Drainage Point 2 shall have variable dimensions of
approximately 80 feet wide, 400 feet long, and approximately 6 feet deep (from the
normal pool elevation to the bottom of the pond). The surface area of the normal pool
shall be approximately 27,200 square feet at elevation 259.0. The bottom of the and
shall be at approximately 253.0. The Wet Pond at Drainage Point 2 shall have four inlet
pipes, a 12" RCP, a 15" RCP, a 24" RCP, and a 30" RCP. The pond shall have a
Permanent 4' by 6' concrete riser with a trash rack as the principal spillway. The top of
the riser shall be 259.8. The pond shall have 57 linear feet of 36" RCP as the barrel with
an invert of 255.02 that ties into the storm drainage pipe system downstream of the Wet
Pond. The top of the dam shall be at elevation 264.0 and shall have a minimum width of
10'. The anticipated draw down time of the volume of runoff stored in the Wet Pond at
Drainage Point 2 shall be approximately two and a half days. All outlet structures shall be
inspected as detailed under the "Maintenance and Inspection Requirements" section
found below.
The storm sewer inlets into the Wet Pond at Drainage Point 2 shall have a stone lined
velocity dissipater pad at all discharge points into the wet pond forebays. A rip-rap lined
velocity dissipater pad shall be downstream of the 48" RCP barrel structure. Design for
velocity dissipater pads shall be as follows: at the 12" FES - length of 6', width of 4',
depth of 24" consisting of class B lip-rap; at the 15" FES - lend of 4',
depth of 24" consisting of class B rip-rap; at the 24" FES - length of 10', width of 6',
depth of 24" consisting of class B rip-rap; and at the 30" FES - length of 10' width
depth of 24" consisting of class B rip-rap. Stone for the riprap dissipater pads shall be 6';
replenished every three years to their original design specifications.
The pond shall provide a minimum of two feet of depth at the bottom of the pond along
with forebays at each inlet for permanent sediment storage. The top of the two-foot
permanent sediment storage zone at the bottom of the pond shall be approximately 256.0.
The two-foot permanent sediment zone shall contain approximately 15,000 cubic feet of
storage. There shall be four forebays for sediment storage, one at each inlet containing
approximately 5,000 cubic feet of storage. The forebays shall be created with Rip Rap
Baffles. All baffles shall have a top elevation of approximately 255.0. The depth of each
forebay shall be approximately six feet. The level of accumulated sediment shall be
checked during the annual inspection of the devices. A minimum of six measurements
shall be taken utilizing a measurement stick or pole to determine sediment build-up. One
measurement shall be taken at each of the forebays, and at least three measurements shall
be taken throughout the remainder of the pond at random locations making sure to check
levels around the edge of the pond and at the center of the pond. Additional
measurements shall be taken until the pond inspector feels he or she has obtained
sediment depths representative of each forebay as well as the remainder of the pond.
Accumulated sediment shall be removed from the pond before the level reaches the top of
the sediment storage zones I baffles - approximately elevation 255.0 for the permanent
sediment storage at the bottom of the Pond and approximately elevation 255.0 for each of
the forebays. It is estimated that accumulated sediment will have to be removed every
five years.
12.2 Pond #3
The Wet Pond at Drainage Point 3 shall be located along Golf Hole Number 2, at the end
of Vansant Circle of Olde Towne - Phases 13-25, as shown on the plats to be recorded
with the Wake County Register of Deeds. The Wet Pond at Drainage Point 3 design
specifications are detailed in the Olde Towne Subdivision- Phases 13-25 "Stormwater
Management Report" prepared by ADR Delta, PLLC dated August 28, 2007 and on
construction drawings prepared by ADR Delta, PLLC entitled "Olde Towne - Phases
13-25" dated August 28, 2007. The depth of the permanent pool of the Wet Pond at
Drainage Point 3 shall be four feet. The Wet Pond at Drainage Point 3 shall have a
storage volume of approximately 81,400 cubic feet from the bottom of the pond to the
normal pool and approximately 18,400 cubic feet of storage from the normal pool to the
top of the principal spillway. The Wet Pond at Drainage Point 3 shall have variable
dimensions of approximately 75 feet wide, 580 feet long, and approximately 4 feet deep
(from the normal pool elevation to the bottom of the pond). The surface area of the
normal pool shall be approximately 34,700 square feet at elevation 269.0. The bottom of
the pond shall be at approximately 265.0. The Wet Pond at Drainage Point 3 shall have
no inlet pipes, only receiving overland flow from surrounding areas. The pond shall have
a permanent 4' by 6' concrete riser with a trash rack as the principal spillway and a rip-
rap (or approved equal) lined emergency spillway. The top of the riser shall be 269.40.
The pond shall have 60 linear feet of 12" RCP as the barrel with an invert of 264.92 that
ties into the storm drainage pipe system downstream of the Wet Pond. The rip-rap (or
approved equal) lined emergency spillway shall be a minimum of 15' wide at elevation
269.50. The top of the dam shall be at elevation 271.0 and shall have a minimum width of
10'. The anticipated draw down time of the volume of runoff stored in the Wet Pond at
Drainage Point 2 shall be approximately two and one half days. All outlet structures shall
be inspected as detailed under the "Maintenance and Inspection Requirements" section
found below.
The pond shall provide a minimum of two feet of depth at the bottom of the pond for
permanent sediment storage. The top of the two-foot permanent sediment storage zone at
the bottom of the pond shall be approximately 267.0. The two-foot permanent sediment
zone shall contain approximately 15,000 cubic feet of storage. The level of accumulated
sediment shall be checked during the annual inspection of the devices. A minimum of six
measurements shall be taken utilizing a measurement stick or pole to determine sediment
build-up. At least three measurements shall be taken throughout the pond at random
locations making sure to check levels around the edge of the pond and at the center of the
pond. Additional measurements shall be taken until the pond inspector feels he or she has
obtained sediment depths representative of each forebay as well as the remainder of the
pond. Accumulated sediment shall be removed from the pond before the level reaches the
top of the sediment storage zones / baffles - approximately elevation 267.0 for the
permanent sediment storage at the bottom of the Pond. It is estimated that accumulated
sediment will have to be removed every five years.
2.3 Extended. Detention Wetland Ponds
There shall be six Extended Detention Wetland Ponds, one each at Drainage Point 4,
Drainage Point 5, Drainage Point 6, Drainage Point 78, Drainage Point 910, and Draina e
Point 15, each located within a private drainage easement. g
2.3.1 Pond #4
Extended Detention Wetland Pond at Drainage Point 4 will be located within an
easement, on the east side of the driving range tee box. Extended Detention Wetland
Pond at Drainage Point 4 shall have a minimum surface area of 4,700 square feet at the
normal pool elevation of 225.0. The Extended Detention Wetland at Drainage Point 4
shall have variable dimensions of approximately 20 feet wide, 180 feet long, and 3 feet
deep. The pond shall provide a 3 foot deep forebay at the each inlet for sediment storage.
The level of accumulated sediment shall be checked during the annual inspection of the
devices. Accumulated sediment shall be removed from the pond before the level reaches
the top of the sediment storage zone. It is estimated that accumulated sediment will have
to be removed every five years. Each inlet to the Extended Detention Wetland Pond shall
have a stone lined velocity dissipater pad located at the forebay. A rip rap lined velocit
dissipater pad shall be downstream of the riser barrel structures. Design for veloci y
dissipater pads are indicated on the plans. The rip rap dissipator pad shall be replenished
every three years. The above mentioned Extended Detention Wetland Pond shall have a
Permanent 4' by 6' concrete riser with a trash rack as the principal spillway and a rip-rap
(or approved equal) lined emergency spillway, with a top elevation of 227.20. The outlet
shall include 40 linear feet of 30" RCP as the barrel with an invert of 224.20 at the riser
and 224.0 at its downstream outlet. The rip'-rap
spillway shall be a (°r approved equal) lined emergency
minimum of 20' wide at elevation 227.20. The top of the dam shall be
at elevation 230.00 and shall have a minimum top width of 10'. The anticipated draw
down time of the volume of runoff stored in the Extended Detention Wetland Pond is
approximately 2.5 days.
2.3.2 Pond #5
Extended Detention Wetland Pond at Drainage point 5 will be located within an
easement, on golf course hole number 1. Extended Detention Wetland Pond at Drainage
Point 5 shall have a minimum surface area of 14,100 square feet at the normal pool
elevation of 234.0. The Extended Detention Wetland at Drainage Point 5 shall have
variable dimensions of approximately 55 feet wide, 300 feet long, and 3 feet deep. The
pond shall provide a 3 foot deep forebay at the each inlet for sediment storage. The level
of accumulated sediment shall be checked during the annual inspection of the devices.
Accumulated sediment shall be removed from the pond before the level reaches the top of
the sediment storage zone. It is estimated that accumulated sediment will have to be
removed every five years. Each inlet to the Extended Detention Wetland Pond shall have
a stone lined velocity dissipater pad located at the forebay. A rip rap lined velocity
dissipater pad. shall be downstream of the riser barrel structures. Design for velocity
dissipater pads are indicated on the plans. The rip rap dissipator pad shall be replenished
every three years. The above mentioned Extended Detention Wetland Pond shall have a
permanent 4' by 6' concrete riser with a trash rack as the principal spillway and a rip-rap
(or approved equal) lined emergency spillway, with a top elevation of 235.70. The outlet
shall include 400 linear feet of 36" RCP as the barrel with an invert of 229.17 at the riser
and 225.0 at its downstream outlet. The rip-rap (or approved equal) lined emergency
spillway shall be a minimum of 40' wide at elevation 235.70. The top of the dam shall at elevation 237.0 and shall have a minimum top width of 10'. The anticipated draw be
down time of the volume of runoff stored in the Extended Detention Wetland Pond is
approximately 2.5 days.
2.3.3 Pond #6
Extended Detention Wetland Pond at Drainage Point 6 will be located within an
easement, beside golf course hole number 7. Extended Detention Wetland Pond at
Drainage Point 6 shall have a minimum
pool elevation of 176 surface area of 17,200 square feet at the norm
.0. The Extended Detention Wetland at Drainage Point 6 shall have
variable dimensions of approximately 50 feet wide, 280 feet long, and 3 feet deep. The
pond shall provide a 3 foot deep forebay at the each inlet for sediment storage. The lev
of accumulated sediment shall be checked durin el
Accumulated sediment shall be removed from the pond before the level oreaches the es.
top
the sediment storage zone. It is estimated that accumulated sediment will have to be of
removed every five years. Each inlet to the Extended Detention Wetland Pond shall have
a stone lined velocity dissipater pad located at the forebay. A rip rap lined velocity
dissipater pad shall be downstream of the riser barrel structures. Design for velocity
dissipater pads are indicated on the plans. The rip rap dissipator pad shall be replenished
every three years. The above mentioned Extended Detention Wetland Pond shall have a
permanent 4' by 6' concrete riser with a trash rack as the principal spillway and a rip-rap
(or approved equal) lined emergency spillway, with a top elevation of 177.70. The p
outlet include 70 linear feet of 42" RCP as the barrel with an invert of 172.38 at the riser
and 172.00 at its downstream outlet. The rip-rap (or approved equal) lined emergency
spillway shall be a minimum of 25' wide at elevation 177.70. The top of the dam shall
at elevation 179.0 and shall have a minimum top width of 10'. The anticipated draw be
down time of the volume of runoff stored in the Extended Detention Wetland Pond is
approximately 2.5 days.
2.3.4 Pond #78
Extended Detention Wetland Pond at Drainage Point 78 will be located within an
easement, beside golf course hole number 9, Extended Detention Wetland Pond at
Drainage Point 78 shall have a minimum surface area of 23,600 square feet at the normal
pool elevation of 195.0. The Extended Detention Wetland at Drainage Point 6 shall have
variable dimensions of approximately 40 feet wide, 420 feet long, and 3 feet deep. The
pond shall provide a 3 foot deep forebay at the each inlet for sediment storage. The level
of accumulated sediment shall be checked during the annual inspection of the devices.
Accumulated sediment shall be removed from the pond before the level reaches the top of
the sediment storage zone. It is estimated that accumulated sediment will have to be
removed every five years. Each inlet to the Extended Detention Wetland Pond shall have
a stone lined velocity dissipater pad located at the forebay. A rip rap lined velocity
dissipater pad shall be downstream of the riser barrel structures. Design for velocity
dissipater pads are indicated on the plans. The rip rap dissipator pad shall be reple shed
every three years. The above mentioned Extended Detention Wetland Pond shall have a
permanent 4' by 6' concrete riser with a trash rack as the principal spillway and a rip-rap
(or approved equal) lined emergency spillway, with a top elevation of 196.60. The outlt
shall include 37 linear feet of 42" RCP as the barrel with an invert of 190.67 at the riser
and 190.00 at its downstream outlet. The ri-ra
spillway shall be a minimum of 45' wide at elevaion196.60. The to offtth d mg ha
at elevation 198.0 and shall have a minimum top width of 10'. The anticipated draw all be
down time of the volume of runoff stored in the Extended Detention Wetland Pond is
approximately 2.5 days.
2.3.5 Pond #910
Extended Detention Wetland Pond at Drainage point 910 will be located within an
easement, beside golf course hole number 4 and behind a number of future townhomes.
Extended Detention Wetland Pond at Drainage point 910 shall have a minimum surface
area of 22,200 square feet at the normal pool elevation of 236.0. The Extended Detention
Wetland at Drainage Point 910 shall have variable dimensions of approximate) 50 feet
wide, 400 feet long, and 3 feet deep. The pond shall provide a 3 foot deep foreba at the
each inlet for sediment storage. The level of accumulated sediment shall be checked
dig the annual inspection of the devices. Accumulated sediment shall be removed
from the pond before the level reaches the top of the sediment storage zone. It is
estimated that accumulated sediment will have to be removed every five years. Each inlet
to the Extended Detention Wetland Pond shall have a stone lined velocity dissi ater ad
located at the forebay. A rip rap lined velocity P p
riser barrel structures. Design for velocity dissipate rpadspaare indices be on the eam of the
rip rap dissipator pad shall be replenished eve plans. The
Extended Detention Wetland Pond shall have permanent 4' by 6 b oncrete riser
user with a
trash rack as the principal spillway and a ap (or approved equal) lined e
spillway, with a top elevation of 23 8.10. The outlet hall include 80 linear feeteof 18"
RCP as the barrel with an invert of 234.79 at the riser and 234.00 at its downstream
outlet. The rip-rap (or approved equal) lined emergency spillway shall be a minimum of
28' wide at elevation 238.0. The top of the dam shall be at elevation 240.0 and shall have
a minimum top width of 10'. The anticipated draw down time of the volume of runoff
stored in the Extended Detention Wetland Pond is approximately 2.5 days.
2.3.6 Pond #15
Extended Detention Wetland Pond at Drainage Point 15 will be located within an
easement, beside golf course hole number 6, and west of the commercial area at the
entrance off New Hope Road. Extended Detention Wetland Pond at Drainage Point 15
shall have a minimum surface area of 27,600 square feet at the normal pool elevation of
195.0. The Extended Detention Wetland at Drainage Point 15 shall have variable
dimensions of approximately 90 feet wide, 320 feet long, and 3 feet deep. The pond shall
provide a 3 foot deep forebay at the each inlet for sediment storage. The level of
accumulated sediment shall be checked during the annual inspection of the devices.
Accumulated sediment shall be removed from the pond before the level reaches the top of
the sediment storage zone. It is estimated that accumulated sediment will have to be
removed every five years. Each inlet to the Extended Detention Wetland Pond shall have
a stone lined velocity dissipater pad located at the forebay. A rip rap lined velocity
dissipater pad shall be downstream of the riser barrel structures. Design for velocity
dissipater pads are indicated on the plans. The rip rap dissipator pad shall be replenished
every three years. The above mentioned Extended Detention Wetland Pond shall have a
permanent 4' by 6' concrete riser with a trash rack as the principal spillway and a rip-rap
(or approved equal) lined emergency spillway, with a top elevation of 197.70. The outlet
shall include 162 linear feet of 48" RCP as the barrel with an invert of 191.96 at the riser
and 189.77 at its downstream outlet. The ri-ra
spillway shall be a minimum of 20' wide at lev e(or levation 199.0• The op lof the dam shall
at elevation 201.0 and shall have a be
down time of the volume of runoff stored the Extended Detentiion Wetl ated draw
approximately 2.5 days. Wetland Pond is
3.1 General
All maintenance and inspections shall be carried out in accordance with the requirements
and recommendations contained in the latest revision of cc ante's Storm-water Best
NCDENR
Management Practices the latest revision of the City of Ra
leigh Stormwater Design
Manual, and Part 10, Chapter 9 of the Code of Ordinances of the City of Raleigh. Persons
and/or organizations responsible for maintenance should obtain copies and thoroughly
familiarize themselves with this information. The majority of the following general
maintenance guidelines for each type of device are taken directly from the latest edition
of NCDENR's Stormwater Best Mana ement Practices in place at the time of preparation
of the Maintenance Plan. Persons and/or organizations responsible for maintenance and
operation of the stormwater devices for Olde Towne, Phases 13-25, should also obtain
the latest copies of the detailed construction plans and design information for Olde
Towne, Phases 13-25, including any revisions to the design details and/or construction
plans occurring after the latest revision date of this manual, and thoroughly familiarize
themselves with the plans and design of all of the devices.
??uV1--a i.uuLJne Maitenance:
a) Mowing -Mow all areas surrounding pond on a regular
season (April -October or as necessary). basis during the mowing
All grassed areas of a Wet Pond should be
mowed to a maximum height of six inches.
b) Debris removal - remove all trash and debris from pond and surrounding banks.
Inspect orifice trash guard at spillway and remove debris as required. (inspect monthly or
after storms of more than 1 inch of rainfall in 24 hours)
c) Minor slope failures - Repair by seeding or sodding as soon after detection as possible.
d) Periodic Inspection - Inspect pond after all major storm events (more than 1 inch of
rainfall in 24 hours) or after extended periods of rain (more than 2 to 3 days). Look for
damage to inlet channels, spillways, debris build-up at spillway and trash guard, and
eroded or slumped embankments.
e) Trees and Brush - Trees and brush shall not be permitted on embankments or mi
spillways. Regular mowing shall prevent unwanted growth.
fl Miscellaneous items - excessive plant growth, algae blooms, odors, discoloration,
animal pests, etc. should be addressed with the governmental office having jurisdiction
for watershed protection on an as needed basis. Solutions to these types of problems
should be non-chemical and deemed safe for drinking water supply reservoir application.
g) Annual Inspections - Semi-Annual maintenance inspections shall be performed by the
owner's engineer.
3.2.1 Non-routine Maintenance:
These maintenance items will require a registered professional engineer to prepare a plan
and/or details and to certify completion in
revisions and accordance with the plan and/or details. All
repairs shall be done in
guidelines and specifications accordance with City of Raleigh and NCDENR
.
a) Sediment clean-out - Sediment removal from the pond, forebays, or rip rap baffles
shall be detailed to indicate finish elevations, removal and disposal methods of sediment,
stabilization of disturbed areas, erosion control, and stabilization of spoil areas.
b) Channel Stabilization - Repair small rills by sodding. Reshaping and revegetation of
waterway will be necessary for larger failures. Maintain rip rap channels to prevent
tree/brash growth on banks and bottoms. Replace rip rap as required to maintain design
capacity. c) Principal Spillway -Inspect spillways for improper alignment, cracks, leaks, corrosion,
blockage, etc. Spillway repairs shall be detailed, approved, constructed, and certified in
accordance with City of Raleigh and NCDENR guidelines.
d) Dam Failures - Failures which endanger the structural integrity or water tightness of
the dam shall have a plan and detail prepared to repair said damage.
e) Seepage - Seepage control measures will be required if the safety of the dam is
threatened. All methods to control seepage must be designed to and constructed under the
supervision of and certified by a professional engineer experienced with dams.
f) Catastrophic Device Failures as described in Section 4.2 - PRINCfpAL TYPES OF
DEVICE F-Affi RE AANIDJ E A TF T •y WAG SIGNS.
3.2.2 Additional Maintenance Notes and R uirements:
The Wet Pond requires frequent mowing of slopes and unclogging of outlets. Poorly
designed ponds with steep side slopes may be hazardous to mow with power equipment
creating difficult and/or expensive maintenance. Trash, debris and sediment accumulation
is rapid in most ponds, requiring frequent cleaning.
All grassed areas of a Wet Pond should be mowed to a maximum height of six inches.
323 Reseedin of an areas not erminatin with ound cover
Periodic reseeding may be required to establish grass on areas where seed did not take or
has been destroyed.. Before seeding, fertilizer (12-12-12) shall be applied at a minimum
rate of 12 to 15 pounds per 1000 square feet. The seed should be covered with soil to a
depth of approximately 1 /4 of an inch. Immediately following the planting, the area
should be mulched with straw. At a minimum, semi annual maintenance should include
seeding and fertilizing of the Wet Pond and shall be performed by the grounds keeping
contractor or individual otherwise noted.
Wet Ponds will tend to collect debris. It should be removed whenever it accumulates, or
at least quarterly.
The Pond should be inspected semi-annually to ensure that it is operating as designed.
At a minimum, items that should be included in the semi-annual inspection and addressed
are:
clogging of the outlet or too rapid a release,
erosion on the banks,
erosion at the inlet and outlet,
sediment accumulation and the need for removal,
condition of the emergency spillway,
woody vegetation in the embankment, and condition of embankment,
embankments shall be kept clear of any woody vegetation,
rip-rap pads, channels, and slope protection shall be repaired or replaced as
needed.
Replenish all rip rap pads every 3 years to their original design specifications.
Inspect Wet Pond after rainfall events of one inch or more in 24 hours to ensure that
debris is removed from inlets and outlets and the crest of the spillway.
Extended Detention Wetland Ponds require frequent mowing of slopes and unclogging of
outlets. Basins with steep side slopes may be hazardous to mow with power equipment
creating difficult and/or expensive maintenance. Trash, debris and sediment accumulation
is rapid in most basins, requiring frequent cleaning.
Extended Detention Wetland Ponds usually do not normally fail structurally; however,
many Extended Detention Wetland Ponds are not functioning as designed mainly because
they do not empty completely between storms. This reduces the effective storage volume
and detention times for incoming storm flows.
Maintenance Requirements are as follows:
All grassed areas of an Extended Detention Wetland Ponds should be mowed to a
o maximum height of six inches.
Reseeding of any areas not germinating with
ground may be required to establish grass on areas where seed did of take or has be n
destroyed. Before seeding, fertilizer (12-12-12) shall be applied at a minimum
rate of 12 to 15 pounds per 1000 square feet. The seed should be covered with soil
to a depth of approximately 1/4 of an inch.
the area should be mulched with straw. At a Immediately following minimum, semi annualhmaintenan
should include seeding and fertilizing of the Extended Detention Wetland Pondse
shall be performed by the grounds keeping contractor or individual otherwise
noted.
c Extended Detention Wetland Ponds will tend to collect debris. It should be
removed whenever it accumulates, or at least quarterly.
E The Ponds should be inspected annually and after a rain event of more than one
inch to ensure that it is operating as designed and that debris is removed from
inlets and outlets and the crest of the spillway.
E At a minimum, items that should be included in the annual inspection and
addressed are:
o clogging of the outlet or two rapid a release,
o erosion on the banks,
o erosion at the inlet and outlet,
o sediment accumulation and the need for removal,
o condition of the emergency spillway,
o woody vegetation in the embankment, and condition of embankment
o embankments shall be kept clear of any woody vegetation.
rip rap pads, channels, and slope protection shall be repaired or replaced as
needed.
Example Maintenance Schedule for Plantings in Extended Detention Wetland Ponds
Description Method Plants . Frequency Time of Year
Remove and
replacement of all a
diseased vegetation
considered beyond
treatment and
replant per See planting
N?QU s ecincations Twice a year
Treat all diseased Mechanical or by
plants
Watering plant hand N/A
material shall take
place at the end of
each day for
fourteen consecutive Immediately after
days and after completion of
planting has been project
completed as

needed
?-L

By hand as to accommodate

an?? ro,.l..«4.?
15 to 4/3 0 and
10/1 to 11/30
Varies, but will
depend on insect or
diseased infestation
N/A
3.4 Inspections
During the first year period commencing when the devices are placed in operation,
inspections of all major components shall be conducted quarterly by the owner's
representative. At the conclusion of the initial year operating period, the devices should
be inspected annually, and reports filed with the Stormwater Division of the Public
Works Department in accordance with Section 10-9028 of the City of Raleigh Munici al
Code by a qualified registered Professional En p
Professional Landscape Architect. Any deficiencies noted at that timeshould beoc , orrected
as soon as possible. A registered geotechnical engineer shall perform an inspection on the
conditions of the embankment every five years.
3.5 Reports and Record keening
Copies of all inspection reports and records of any remedial or corrective action taken
shall be maintained in the files of the Homeowners Association.
Regularly Scheduled and Preventive Ma;,,r
enance -The owner shall establish and
mamtam a schedule of regular maintenance as referenced above and as prescribed by the
City requirements and State guidelines contained in Ston7nwater Best Management
Practices. A report detailed scheduled and preventative maintenance activities undertaken
shall be maintained by the Homeowners Association.
3.6 Items of S ecial Concern
The owner's representative shall inspect the outlet structures and discharge channels after
any rainfall event in excess on one inch in 24 hours for any sign of erosion or
deterioration of any type. Should any instability become evident, the Homeowners
Association should immediately request an inspection by a registered Professional
Engineer or the City of Raleigh. Should erosion or deterioration of the devices occur
eroded areas should be repaired by backfilling with earth and covering with sod or
planted in accordance with the original design '
problem, an alternate remedial meas e should of tdeveloped device. land s beg is a reoccurring
for their review and approval. All repairs must be carried out under the direction to the Ci
of aty
registered Professional Engineer.
4.0 Eft R?EI`TCY ACTION PLAN
4.1 IDENTIFICATION OF EMERGENCY CONDITIONS
Representatives of the Homeowners Association and maintenance personnel must be
prepared to act promptly and effectively when a stormwater control measure exhibits
signs of failure. They should be familiar with principal types of failure and their
identifiable signs. Because of their familiarity with the measures and associated
appurtenances, the owners and maintenance personnel can more readily detect changes in
the devices.
The seven (7) principal types of catastrophic device failure the owner and maintenance
personnel should be aware of are as follows:
1. Overtopping of Wet Pond or Extended Detention Wetlands
2. Piping of Wet Pond or Extended Detention Wetlands
3. Development of a large slide of the Wet Pond or Extended Detention Wetlands
4. Failure of an appurtenant structure of Wet Pond or Extended Detention Wetlands
5. Seepage of Wet Pond or Extended Detention Wetlands
6. Extended Detention Wetlands Pond Chief Repair
7. Wet Pond Chief Repair
If any of the above conditions are noticed, the EMERGENCY ACTION PLAN should be
implemented immediately. A description of these conditions is as follows:
Overtopping - The water level of should be monitored during periods of heavy rainfall
and anoff. The likelihood of the device being overtopped is slight due to the minimum
freeboard at the spillway design storm and storage capacity of the device. However,
overtopping could result if a large slide or slough in the upstream or downstream slope of
the embankment significantly lowered the device crest. Overtopping could also occur if
the primary and emergency spillways are not working adequately. The crest areas of the
spillways must be cleaned hi-annually of any accumulated debris to maintain proper
operations of flows.
P- r- - Piping is usually indicated by a rapid increase in seepage rate, a muddy
discharge at or near the downstream toe; sinkholes on or near the embankment and/or a
whirlpool (eddy) in the reservoir. Boils at or near the downstream toe may be an
indication that piping is beginning. The downstream side of all devices and
embankments, particularly in the area of the outlet device should be monitored regularly
for any signs of change.
Development of any Slide or Slump - A slide or slump could develop in either the
upstream or downstream slope of the embankment and threaten to release any impounded
water. The slopes should be periodically inspected for signs
be made immediately. The upstream face is especially vulnerable due tosatura repairs should
conditions and changes in water level. Arch shaped cracks are indications that slides are
slipping or beginning to slip.
Failure of an AnDurtenant Structure - The sudden or rapid failure of an appurtenant
structure could threaten complete failure of the device and release of its impoundment.
The concrete or metal outlet devices through the embankment ose the
the dam's stability due to the potential for piping. p greatest threat to
Any large cracks in the walls could be signs of instability and potential piping. Cracks in these tructures could
also be signs of slope instability and a potential large slide. Culvert slabs and walls d
should be periodically inspected for signs of cracking and/or seepage. A "crack map"
sketch should be kept to identify old and new cracks of monitoring.
Sete age - Seepage may vary in appearance from a soft, wet area to a flowing spring. It
may show up first as only an area where vegetation is more lush and darker green.
Cattails, reeds, mosses, and other marsh vegetation often become established in a seepage
area. The downstream abutment areas where the embankment fill and natural ground
interface are very common locations of seepage. Also, the contact between the
embankment and the spillway conduit is a very common location, which is attributed to poor compaction around the conduit. Due to the way in which conduits are
installed, this is generally more evident on the underside of the conduit. Slides may result
from excessively saturated embankment slopes.
Extended Detention Wetland Pond Chief Re airs - Accumulation of sediment or unusual
diseased or dying plant material. Chief repairs to Extended Detention Wetland Ponds to
consist of the removal and replacement of 33 % of plant material.
Wet Pond Chief Reuairs - Accumulation of sediment or unusual diseased or dying plant
material. Chief repairs to consist of removal sediment in excess of 50% of the sediment
storage capacity.
4.3 EMERGENCY NOTIFICATION
The response to an identified emergency situation should proceed in four (4) steps:
1. The owner or person who identifies the emergency should notify local law
enforcement officials. Law enforcement and local officials should then proceed at
their discretion with warning and evacuation plans for potentially affected areas.
2. The owner should notify the City of Raleigh Engineering Department Stormwater
officials. Remedial actions to repair items under section 4.2 are major repair items
for which escrow funds held by the City may be used.
3. The owner should notify downstream property owners that would be affected by a
failure of the measure. y
4. After notifying local law enforcement, City of Raleigh officials, and downstream
property owners, the owner should initiate efforts to prevent or delay the failure
and repair the problem.
EMERC, dry N?C3 TIFICATTON FLAN
If you are aware of any peculiarities or sudden changes in the Stormwater management
measures, water level, device embankments, or outlet structures, please:
FIRST - DIAL 9-1-1
Calmly identify yourself, state your location and describe the situation.
Then notify the ,,no-
4-State Warning Point (Non-Business Hours) [phone]
State Emergency Management Agency [phone]
City of Raleigh Police Department
[phone]
City of Raleigh Public Works Department [phone]
Dept of Environment, Health & Natural Resources, Land Quality Section
Raleigh Regional Office (Business Hours
[phone]
Mr./Ms. , President
Olde Towne Homeowner's Association (919) (work)
(919) (home)
Mr./Ms. , Sec. & Treasurer
(work)
Olde Towne Homeowner's Association
(919) (home)
Emergency Management Agency, Wake County
Sheriffs Department
Wak
C [phone]
,
e
ounty
Mr. Rocky Keim, Land Development Manager [phone]
[phone]
Olde Towne Company LLC
(919)
This Emergency Action Plan should be constantly updated to reflect changes in
downstream development that may be affected by potential failures. Names and
telephone numbers should be constantly kept up-to-date for all the above listed contract
personnel.
Personnel should use their discretion in identifyi the conditions described above are signs of imp nding emergency excemt sgmall o amounts
of seepage through small cracks in appurtenances and minor erosion of upstream and
downstream embankment faces. However, these conditions should be checked as soon as
possible by a qualified professional. When in doubt, call the City of Raleigh Public
Works Department.
4.4 EMERGENCY REPAIRS
After making the appropriate notifications for implementing warning procedures, the
owner should initiate efforts to prevent or delay failure of the device.
It is also important to know what type of emergency repairs should be attempted for the
different modes of failure. The following descriptions of possible actions to take to avoid
failure are offered. Extreme caution must be exercised by those working around the
device during implementation of any of these emergency repairs.
Be sure that the spillways are not blocked with debris and are functioning as efficiently as
possible. Debris removal may be difficult due to pressure from high velocity flow and
should be accomplished using long poles or hooks. Personnel should not be allowed
close to spillway inlets.
Open the drain valves on the primary outlet device to lower the water level
Great care should be taken when attempting to temporarily raise the top of embankments
with sandbags or other means to try to prevent overtopping of the device. This is because
flood inflow may still increase and result in the overtopping of the raised device. If the
temporary raised device fails, the release of an even greater volume and depth of water
would result.
If an eroded area has not developed too widely, a temporary remedy may be to cover the
discharge area with sand and gravel, or rip-rap stone, to temporarily prevent further
erosion.
If a whirlpool (vortex) is visible in the impounded water, attempt to plug the "pipe" at the
upstream end of the device by dumping material into the whirlpool or sinkhole. Straw has
been used effectively for this purpose. If straw is not readily available, anything (earth
rock, etc.) should be tried. Extreme caution should be taken during any attempts at
temporary repairs. If the "pipe" is plu
temporary gged, the owner should be aware this is only a
repair. The device should be frilly drained and a qualified professional should
be contacted to recommend permanent remedial measures.
Attempt emergency repairs to prevent or delay failure. Extreme caution should be
taken during any attempts at emergency repairs. Slides may be caused by seepage
pressures, a saturated slope, a slope which is too steep or possibly an earthquake. If a
large slide in the upstream or downstream slope has occurred which significantly lowers
the crest of the device and threatens to release impounded water, sandbags can be used to
temporarily raise the crest to prevent overtopping.
result if the embankment slope protection fails and bare ssopil is exposed to overto Ce may
flow. Temporary repair of the device and a pp'ng
of the problem. Extreme caution should be ken during c aturny es will dp is at i s at on the nature
repairs. attem temporary
5.0 MAJOR REPAIRS
Major repairs for the Wet Ponds include repairs whose cost exceeds one-third of the
original cost to construct the Wet Pond. Examples of major repairs include rehabilitation
or replacement of the Wet Pond dam to correct seepage, slides and slumps and piping
and/or substantial replacement of appurtenant structures listed in section 4.2. Major
repairs of Extended Detention Wetlands include any repair that consists of the removal
and replacement of 33% of the plant material. Major repairs are eligible to be funded b
withdrawal from the Replacement Fund deposited with the City of Raleigh, which must
be replenished in accordance with the schedule of contributions specified by the City of
Raleigh prior to withdrawal of funds.
6.0 BUDGET
The following annual Budget was developed from information provided by Olde Towne,
LLC.
1.
2. Liability Insurance and Property Insurance Premiums
Admin., Management, and Annual Inspection Re
o
t
$ 3,500.00
3. p
r
Maintenance Cost for mowing, seeding, fertilizing,
and trash removal. $ 7,500.00
$ 18,000.00
4.
5. Sediment removal (every 5 years) annualized cost
Riprap replenishment (every 3
e
$ 10,000.00
6. y
ars) annualized cost
Plant replacement (every 5 years) annualized cost $ 6,000.00
7. Replacement fund payments to the City of Raleigh $ 7,700.00
$ 30,275.pp
Total Annual Budget
$ 82,975.00
" ".r?A 9 ?14;ML+ IVT E+ Lj'\TD PALM MNT TO CITY OF RA LEIGII
The following Initial Construction Cost Budget was developed from information
provided by Olde Towne, LLC.
INITIAL CONSTRUCTION COST BUDGET
Location Outlet Pipe & Earthwork
Outlet Control & Overflow TPlanting Total
Pond #2 $ 9,100 $ 17,500
$ 800
$ 27,400
Pond #3 $ 6,900 $ 14,500
$ 800
$ 22,200
Pond #4 $ 7,100 $ 4,500
$ 3,600
$ 15,200
Pond #5 $ 28,500 $ 9,800
$ 4,800
$ 43,100
0
Pond #6 $ 10,500 $ 12,400
$ 5,000
$ 27,900
Pond #78 $ 10,200 $ 17,400
$ 7,200
$ 34,800
Pond #910 $ 8,500 $ 16,400
$ 7,500
$ 32,400
Pond #15 $ 22,300 $ 32,000
$ 8,500
$ 62,800
Total $ 265,800
(Due July 1 st)
These numbers are based on initial costs.
f For years 2-5, the annual replacement fund payment construction cost multiplied by 0.85, multiplied by 0.67 divided y five
Year 1 equals the 2nd year replacement o
construction cost. payment plus 15 /o of the total
For years 6-10, the annual replacement fund is calculated as total construction
cost multiplied by 0.85, multiplied by 0.33 and divided by five.
2008 - $ 70,145.00
2009 - $ 30,275.00
2010 - $ 30,275.00
2011 - $ 30,275.00
2012 - $ 30,275.00
2013 - $ 14,911.00
2014 - $ 14,911.00
2015 - $ 14,911.00
2016 - $ 14,911.00
2017 - $ 14,911.00
STORMWATER. DEVICE INSPEMON REPORT FORM DATE
REASoN FOR WSpECnoN
f ] FIRST YEAR QUAp TERLY
] I INCH RAINFALL
f I ANNUAL CERTIFICATION
REPORTED PROBLEM
1 OTHER.
DEVTCE INFORMATION
ID NUAMER
TYPE
Loo-ATION
OBSERVAT70NS AND CaMNMNTS
ITER48 REQUR'NG R NM ACTION
NAME (PRINTED)
SIGNATURE
OL®E TOWNS SUBDIVISION
Stormwater Management Report
EXECUTIVE SUMMARY
OVERVIEW: Olde Towne is located on Rock Quarry Road and New Hope Road in southeast Raleigh,
North Carolina. This is a mixed use, golf community consisting of commercial, office and institution,
residential, and recreational uses.
HYDROLOGY: We utilized the SCS TR-20 Method with Hydraflow to determine PRE & POST
Development flows for the major drainage tributary areas. The Rational Method was used to determine
flows to individual catch basins.
STORM SEWER PIPES: The storm sewer pipes are sized for just full capacity for the 10-year frequency,
24-hour duration storm event. The catch basin locations have been designed to limit the spread on the
pavement to less than one half of a lane width during a 2-year storm, according to the City's requirements.
PROPOSED PONDS: The proposed drainage system calls for two wet ponds and six extended detention
wetland systems on the site. The wet ponds are located at Drainage Points #2 and #3. The extended
detention wetland systems are located at Drainage Points #4, #5, #,6, #78, #910, and #15. The wet ponds
at Drainage Points #2 and #3, as well as the extended detention wetland system at Drainage Point #910
provide both water quality and stormwater detention. They outlet to the south side of Rock Quarry Road.
Each of the other extended detention wetlands at Drainage Points #4, #5, #6, #78, and #15 provide only
water quality; no stormwater detention is required in these ponds. The extended detention wetlands at
Drainage Points #4, #5, and #78 outlet to the Neuse River, and #6 and #15 outlet to Walnut Creek. The
proposed ponds were analyzed by modeling the inflow/outflow in Hydraflow. We created inflow
hydrographs for the 2-, 10-, and 100-year storms and then routed them through the proposed ponds and
outlet structures. The outflow was determined using storage vs. stage and discharge vs. stage data.
7`
,` s ?..},?e?i^ F 61
032822
Wet Pond
Drainage Point #2 Cit of Ralei h 2002
Design Requirement Meets?
Drainage Area acres 15.81
Percent Impervious Cover 39%
SAIDA Ratio 1.73 - _
Surface Area Required SF 29,485 11,914 Yes
Length to Width Ratio 3:1 3:1 min. Yes
Drawdown Time Exceeds 2 days 2 day minimum Yes
Foreba 10% 5-15% Yes
Side Slopes 3:1 3:1 Yes
Sized for Ultimate Build-out Yes Yes Yes
In Recorded Easement Yes Yes Yes
Maintenance Plan Provided Yes Yes Yes
Permanent Pool Avg. Depth 3 ft 3 ft. min. Yes
Freeboard 2.5 ft 1 ft. min. Yes
Wet Pond
Drainage Point
#3 City of Raleigh (2002
r)-l- Requirement Meets?
Drainage Area acres 14.04
Percent Impervious Cover 5%
SA/DA Ratio 0.59
Surface Area Re wired SF 35,107 3,608 Yes
Length to Width Ratio 5.5:1 3:1 Yes
Drawdown Time Exceeds 2 days 2 day minimum Yes
Foreba N/A N/A Yes
Side Slopes 3:1 3:1 Yes
Sized for Ultimate Build-out Yes Yes Yes
In Recorded Easement Yes Yes Yes
Maintenance Plan Provided Yes Yes Yes
Permanent Pool Avg. Depth 3.3 ft 3 ft. min. Yes
Freeboard 1 ft. 1 ft. min. Yes
Ex tended Detention Wetland
Drainage Point #4 City of Ralei h 2002
Design Requirement Meets?
Drainage Area (acres) 12.32
Surface Area Required SF 7,827 5,367 Yes
Length to Width Ratio 4:1 2:1 min. Yes
Drawdown Time Exceeds 2 days 2 day minimum Yes
Forebay 9.4% 10% Yes
High Marsh 38.6% 35% Yes
Low Marsh 42.7% 45% Yes
Dee Pool 9.4% 10% Yes
Clay Liner Provided Yes Yes Yes
Side Slo es 3:1 3:1 Yes
Sized for Ultimate Build-out Yes Yes Yes
In Recorded Easement Yes Yes Yes
Maintenance Plan Provided Yes Yes Yes
Ex tended Detention Wetland
Drainage Point #5 City of Ralei h 2002
Design Requirement Meets?
Drainage Area acres 20.22
Surface Area Required SF 20,680 8,808 Yes
Length to Width Ratio 3:1 2:1 min. Yes
Drawdown Time Exceeds 2 days 2 day minimum Yes
Foreba 11.0% 10% Yes
High Marsh 35.0% 35% Yes
Low Marsh 44.2% 45% Yes
Dee Pool 9.8% 10% Yes
Clay Liner Provided Yes Yes Yes
Side Slopes 3:1 3:1 Yes
Sized for Ultimate Build-out Yes Yes Yes
In Recorded Easement Yes Yes Yes
Maintenance Plan Provided Yes Yes Yes
Ex tended Detention Wetland
Drainage Point #6 City of Ralei h 2002
Design Requirement Meets?
Drainage Area acres 15.13
Surface Area Required SF 20,938 6,591 Yes
Length to Width Ratio 2.5:1 2:1 min. Yes
Drawdown Time Exceeds 2 days 2 day minimum Yes
Foreba 10.2% 10% Yes
High Marsh 35.1% 35% Yes
Low Marsh 44.7% 45% Yes
Dee Pool 10.0% 10% Yes
Clay Liner Provided Yes Yes Yes
Side Slopes 3:1 3:1 Yes
Sized for Ultimate Build-out Yes Yes Yes
In Recorded Easement Yes Yes Yes
Maintenance Plan Provided Yes Yes Yes
Ex tended Detention Wetland
Drainage Point #78 City of Ralei h 2002
Design Requirement Meets?
Drainage Area acres 24.05
Surface Area Required SF 29,131 10,476 Yes
Length to Width Ratio 4:1 2:1 min. Yes
Drawdown Time Exceeds 2 days 2 day minimum Yes
Foreba 10.7% 10% Yes
High Marsh 33.5% 35% Yes
Low Marsh 45.7% 45% Yes
Deep Pool 10.1% 10% Yes
Clay Liner Provided Yes Yes Yes
Side Slopes 3:1 3:1 Yes
Sized for Ultimate Build-out Yes Yes Yes
In Recorded Easement Yes Yes Yes
Maintenance Plan Provided Yes Yes Yes
Ex tended Detention Wetland
Drainage Point #910 City of Raiei h 2002
Design Requirement Meets?
Drainage Area acres 14.48
Surface Area Required SF 24,191 6,307 Yes
Length to Width Ratio 3.5:1 2:1 Yes
Drawdown Time Exceeds 2 days 2 day minimum Yes
Foreba 10.0% 10% Yes
Hi h Marsh 34.4% 35% Yes
Low Marsh 45.5% 45% Yes
Dee Pool 10.1% 10% Yes
Clay Liner Provided Yes Yes Yes
Side Slopes 3:1 3:1 Yes
Sized for Ultimate Build-out Yes Yes Yes
In Recorded Easement Yes Yes Yes
Maintenance Plan Provided Yes Yes Yes
Ex tended Detention Wetland
Drainage Point #15 City of Raleigh 2002
Design Re uirement Meets?
Draina a Area acres 39.48
Surface Area Required SF 36,040 17,197 Yes
length to Width Ratio 2.5:1 2:1 Yes
Drawdown Time Exceeds 2 days 2 day minimum Yes
Foreba 10.2% 10% Yes
High Marsh 35.3% 35% Yes
Low Marsh 44.4% 45% Yes
Deep Pool 10.1% 100% Yes
Clay Liner Provided Yes Yes Yes
Side Slopes 3:1 3:1 Yes
Sized for Ultimate Build-out Yes Yes Yes
In Recorded Easement Yes Yes Yes
Maintenance Plan Provided Yes Yes Yes
0tde Towne
Table of Contents
Appendix A ....................................... PRE & POST Development Tributary Maps
Appendix B .......................... PRE/POST Development Hydrology & Pond Data
Appendix C .......................................................... Storm Sewer Tributary Map
Appendix D ............................................................ Storm Sewer Calculations
Appendix E .......................................... Pavement Spread and Inlet Capacity
Appendix F ............................................................... Culvert Calculations
Appendix
PRE & POST Development Tributary Maps
Brief Overview:
The Existing Tributary Areas Map shows all of the area in which the stormwater
runoff drains to the site. The areas that will not be affected by the project are not
included in the PRE-Development or POST-Development areas.
The path used to determine the PRE-Developed Time of Concentration (Tc) is
shown on the Existing Tributary Areas Map. The type of flow - "Sheet Flow",
"Sballow Concentrated Flow", and "Channel Flow" - is labeled on the map. ,
Appendix
PRE & POST Development Hydrology and Pond Data
Brief Overview:
Q The "Stormwater Management Summary Data" sheet shows the pre-development
and post-development outflow from each drainage point for 2-, 10-, and 100-year
storms. Detention is required for Drainage Points #2, #3, and #910. The
summary sheet shows that the stormwater management design provides detention
that meets the City's requirements for each of these drainage points. Water
Quality requirements are met at each of the drainage points as well.
o Pond data summary sheets including pond hydrology, pond hydraulics, water
quality calculations, pond geometrics, outlet structure details, design data are
included for each pond.
o The SCS TR-20 Method was used to determine the Pre &: Post Development
storm water runoff volume.
o Hydrographs for the pre-development, post-development, and pond outflow
conditions are included for the 2-, 10-, and 100-year storms for each of the ponds.
e The Reservoir Report data sheet for each pond is included in this section.
STORMWATER MANAGEMENT SUMMARY DATA
WATER

DRAINAGE POINTS #2 & #3
2YR STORM
10YR STORM
100YRSTORMJ DETENTION
REQUIRED? QUALITY
PROVIDED?
TOTAL PRE-DEVELOPED OUTFLOW CFS
( ) 19.63 51.08 112.38 YES YES
TOTAL POST-DEVELOPMENT OUTFLOW (CFS) 14.44 43.19 75.87
WATER

DRAINAGE POINT #4
2YR STORM
10YR STORM
100YR STORM DETENTION
REQUIRED? QUALITY
PROVIDED?
PRF-f1F1lFI nDGn ni iTn 01nr mcek
rca Yts
POST-DEVELOPMENT OUTFLOW (CFS) 3.45 32.97 56.09
WATER

DRAINAGE POINT #5
2YR STORM
10YR STORM
100YR STORM DETENTION
REQUIRED? QUALITY
PROVIDED?
PRE-DEVELOPED OUTFLOW CH
( ) 7.44 24.12 58.70 NO YES
POST-DEVELOPMENT OUTFLOW (CFS) 29.39 65.99 118.10
WATER

DRAINAGE POINT #6
2YR STOR
M
100YR STOR TDEE TEN TION
QUIRED? QUALITY
PROVIDED?
PRE-DEVELOPED OUTFLOW CFS
{ ) 5.77 17.03 39.86 NO YES
POST-DEVELOPMENT OUTFLOW (CFS) 25.33 57.09 96.17
WATER

078
POINT
2YR STORM
1DYR STORM
100YR STORM DETENTION
REQUIRED? QUALITY
PROVIDED?
PRE-DEVELOPED O OU U
TFLOW (CF-)
7.19 23.68 58.55 NO YES
POST-DEVELOPMENT OUTFLOW (CFS) 53.88 93.72 155.89
WATER

DRAINAGE POINT #910
2YR STORM
10YR STORM
100YR STORM DETENTION
REQUIRED? QUALITY
PROVIDED?
PRE-DEVELOPED OUTFLOW (CFS) (TOTAL) 47.52 160.55 375.00 YES YES
DRAINAGE AREA ROUTED THROUGH POND 5.33 17.27 42.04
UNDISTURBED AREA 42.19 143.28 332.96
POST-DEVELOPMENT OUTFLOW (CFS) (TOTAL) 45.99 154.27 325.70
DRAINAGE AREA ROUTED THROUGH POND 16.66 54.65 94.20
UNDISTURBED AREA 29.33 99.62 231.50
WATER

DRAINAGE POINT #15
2YR STORM
10YR STORM
100YR STORM DETENTION
REQUIRED? QUALITY
PROVIDE

PRE-DEVELOPED OUTFLOW {CFS) D?
11.80 38.87 96.11 NO YES
POST-DEVELOPMENT OUTFLOW (CFS) 47.27 132.72 227.30
POND #2 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA (AC) CN SOIL GROUP
OFFSITE R-4 ZONING 2.10 75 B
CLEARED FIELDS 3.70 69 B
UNDISTURBED WOODED AREAS 10.01 60 B
Total 15.61 64.1 B
POST-DEV. RUNOFF COEFFICIENTS CN C SOIL GROUP
Golf Course 61 0.30 B
Pond Area 98 0.95 B
Multi-family (R-10) 85 0.60 B
Road Right of Way 95 0.85 B
Total 79.74 0.57 B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA AC IMPERVIOUS % I[dIPERVIOUS
Golf Course 5.21 0.10
Pond Area 0.75 0.02
Multi-family (R-10) 6.64 3.32
Road Right of Way 3.21 2.73
Total 15.81 6.17 39%
POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 15 MINUTES
MATER QUALITY P Rv A
WQv=(P)(Rv)(A)/12 RAINFALL(IN) 0.05+0.009(1) AREA (AC)
INPUT VALUES 1 0.40 15.81
WATER QUALITY VOLUME (WQv) (REQ'D) 0.528 AC-FT
23,019 CU FT
WQ OUTFLOW: Qmax (48hr drawdown time) 0.13 CFS
WQ ORIFICE SIZE 3 INCH
WQ ORIFICE ELEVATION 259.00 FT
WQ ELEVATION 259.80 FT
WQ VOLUME 25,388 CU FT
POND #2
POND HYDROLOGY AREA (AC) CM (AVG) Tc Mlht
POST DEVELOPMENT CONDITIONS
15.81 79.7 15.0
POND HYDRAULICS 2YR STORM 10YR STORM 100YR STORM
PEAK INFLOW TO POND (CFS)
PEAK OUTFLOW FROM POND (CFS)
MAXIMUM WATER SURFACE ELEVATION
MAXIMUM STORAGE VOLUME (CF)
29.26 54.99 97.80
14.44 43.20 75.88
260.18 260.60 261.49
34,388 47,654 77,574
WATER QUALITY FLOW(CFS VOLUME (CF) ELEVATION
DATA: 48HR MINIMUM DRAWDOWN TIME 0.13 25,388 259.80
POND GEOMETRICS WIDTH ELEVATION
BOTTOM OF POND
NORMAL WATER SURFACE
EMERGENCY SPILLWAY
TOP OF BERM
256.00
259.00
10 FEET 263.25
264.00
OUTLET STRUCTURE DETAILS SIZE ELEVATION
(A) RISER SIZE (L x W) 4'x6'
(B) TOP OF RISER (WEIR) 259.80
(C) OUTLET PIPE DATA 36" PIPE 255.02
(D) POND DRAIN DATA 4 INCH 256.00
(E) WATER QUALITY ORIFICE DATA 3.00 INCH 259.00
(F) STORMWATER ORIFICE n/a n/a
Hydrocgraph Summary Report
Page 1
1 Hyd.
?. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 9.58 2 730 42,995 2 ---- -- --- DP #2 - 2 YR PRE
2 SCS Runoff 25.85 2 730 100,158 10 --- --- --- DP #2 - 10 YR PRE
3 SOS Runoff 57.85 2 728 214,254 100 - --- ------ DP #2 - 100 YR PRE
4 SCS Runoff 29.26 6 720 91,158 2 - ----- ----- DP #2 - 2 YR POST
5 SCS Runoff 54.99 6 720 168,863 10 DP #2 - 10 YR POST
6 SCS Runoff 97,80 6 720 302,644 100 - - - ------ DP #2 - 100 YR POS
7 SCS Runoff 10.05 2 730 42,905 2 ---- ----- ------ DP #3 - 2 YR PRE
8 SCS Runoff 25.23 2 730 96,375 10 -- -- -- DP #3 - 10 YR PRE
9 SCS Runoff 54.53 2 728 201,056 100 -- -- ---- DP #3 - 100 YR PRE
10 SCS Runoff 7.47 6 732 37,326 2 --- --- ------ DP #3 - 2 YR POST
11 SCS Runoff 20.43 6 732 88,017 10 DP #3 - 10 YR POST
12 SCS Runoff 45.91 6 732 189,840 100 --- --- ----- DP #3 - 100 YR POS
13 Combine 19.63 2 730 85,901 2 1 + 7 2 YR COMBINED PRE
14 Combine 51.08 2 730 196,534 10 2+8 --- 10 YR COMBINED PRE
15 Combine 112.38 2 728 415,309 100 3+9 100 YR COMBINED PR
Reservoir 1.09 6 816 35,938 2 10 269.45 16,655 DP #3 - 2 YR OUTFL
17 Reservoir 10.52 6 750 86,621 10 11 269.76 27,919 DP #3 - 10 YR OUTF
18 Reservoir 33.81 6 738 188,436 100 12 270.25 47,015 DP #3 - 100 YR OUT
19 Combine 29.27 6 720 127,096 2 4+16 -__ ---- 2YR Combined Flow
20 Combine 55.04 6 720 255,483 10 5+17 - -- ----- 10YR Combined Flow
21 Combine 107:22 6 726 491,080 100 6+18 --- ---- 100YR Combined Flo
22 Reservoir 14.44 6 732 125,031 2 19 260.18 34,388 DP #2 - 2 YR Outfl
23 Reservoir 43.20 6 732 253,409 10 20 260.60 47,654 DP #2 - 10 YR Outf
24 Reservoir 75,88 6 732 488,997 100 21 261.49 77,574 DP #2 - 100 YR Out
Proj. file: Drainage Point #2 & #3 GAU file: City of Raleigh, IDF Run date: 08-20-2007
Reservoir Report Page 1
English
Reservoir No. 1 - WET POND (DP #2)
I
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
0.00 259.00
1.00 260.00.
2.00 261.00
3.00 262.00
4.00 263.00
5.00 264.00 Contour area
sgft
27,216
30,052
33,382
36,712
40,500
47,520 Incr. Storage Total storage
cuft cult
0 0
28,634 28,634
31,717 60,351
35,047 95,398
38,606 134,004
44,010 178,014
Culvert 1 Orifice Structures Weir Structures
[A] [13] [O] [D] [A] [S] [D] [DZ
Rise in = 36.0 3.0 0.0 0.0 Crest Len ft = 20.00 10.00 0.00 0.00
Span in = 36.0 3.0 0.0 0.0 Crest El. ft = 259.80 263.25 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.00 3.00 0.00 0.00
Invert El. ft = 255.02 259.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 0.00 0.00
Length ft = 57.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Muiti-Stage = ----- Yes No No Tailwater Elevation = 0.00 ft

Stage / Storage / Discharge Table Note: All outFlows have been analyzed under Inlet and outlet control.
Stage Storage Elevation Civ A CIv B CIv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuff ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 259.00 46.17 0.00 --- --- 0.00 0.00 --- --- 0.00
1.00 28,634 260.00 61.77 0.22 --- --- 5.37 0.00 --- --- 5.59
2.00 60,351 261.00 72.03 0.13 --- --- 78.87 0.00 --- --- 72.03
3.00 95,398 262.00 79.66 0.00 --- --- .195.79 0.00 --- --- 79.66
4.00 134,004 263.00 86,63 0.00 --- --- 343,46 0.00 --- --- 86.63
5.00 178,014 264.00 93.07 0.00 --- --- 516.45 19.49 --- --- 112.56
Hydrograph Plot
English
Hyd. No. 6
DP #2 - 100 YR F
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
'OST
= SCS Runoff
= 100 yrs
= 15.81 ac
= 0.0 %
= USER
= 8.00 in
=24hrs
Peak discharge = 97,80 cfs
Time interval = 6 min
Curve number = 80
Hydraulic length = 0 ft
Time of conc. (Tc) = 15 min
Distribution = Type II
Shape factor = 484
Total Volume = 302,644 auft
6 m S CS Runoff a 100 Yr - P? 97.80 ds
100-
80-
60-
40-
20-
OL . .. ...
0 5 10 15 20 25
Time (hrs)
/ Hyd. 6
Hydrograph Plot
English
! Hyd. No. 22
DP #2 - 2 YR Outflow
Hydrograph type = Reservoir Peak discharge = 14.44 cfs
Storm frequency = 2 yrs Time interval = 6 min
Lnflow hyd. No. = 19 Reservoir name = WET POND (DP #2
Max. Elevation = 260.18 ft Max. Storage = 34,388 cuft
Storage Indication method used. Total Volume = 125,031 auft
22 © Reservoir - 2 Yr - 0-p =14.44 ds
30
25--
20-
15-
10-
0 5
0
20 40 60 80 100
Time (hrs)
Hyd. 19 / Hyd. 22
Hydrogra.ph Mot
English
Hyd. No. 23
DP #2 - 10 YR Outflow
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 20
Max. Elevation = 260.60 ft

Storage Indication method used.
Peak discharge = 43.19 cfs
Time interval = 6 min
Reservoir name = WET. POND (DP #2
Max. Storage = 47,652 cuft
Total Volume = 253,409 ouit
23, Reservoir - 10 Yr - p = 43.19 cis
60
50
40
ea 30
C
20-
10-
0 ,
5 10 15 20 25' 30
Time (hrs)
?` Hyd. 20 Hyd. 23
Hydrocgraph Plot
English
Hyd. No. 24
DP#2-100YR(
Hydrograph type
Storm frequency
Inflow hyd, No.
Max. Elevation
Storage Indication method used.
)utflow
= Reservoir
= 100 yrs .
= 21
= 261.49 ft
Peak discharge = 75.87 cfs
Time interval = 6 min
Reservoir name = WET POND (DP #2
Max. Storage = 77,560 cuft
Total Volume = 488,996 cuff
POND 93
POND HYDROLOGY AREA (AC) CIzI (RVG) ? TC (6t?lt?) I
POST DEVELOPMENT CONDITIONS 14.04 63.5 20.0
POND HYDRAULICS 2YR STORM 10YR STORM 100YR STORM
PEAK INFLOW TO POND (CFS) 7.47 20.43 45.91
PEAK OUTFLOW FROM POND (CFS) 1.09 10.52 33.81
MAXIMUM WATER SURFACE ELEVATION 269.45 269.76 270.25
MAXIMUM STORAGE VOLUME (CF) 16,655 27,919 47,015
WATER QUALITY FLOW(CFS) VOLUIVIE (CF) ELEVATlOI?
DATA: 48HR MINIMUM DRAWDOWN TIME 0.04 6,937 269.10
POI?ID GEOMETRICS WIDTH ELEVATION

BOTTOM OF POND 265.00
NORMAL WATER SURFACE 269.00
EMERGENCY SPILLWAY 15 FEET 269.50
TOP OF BERM 271.00
OUTLET STRUCTURE DETAILS SIZE ELEVATION
(A) RISER SIZE (L x W) 4'x6'
(B) TOP OF RISER (WEIR) 269.40
(C) OUTLET PIPE DATA 12 PIPE 264.92
(D) POND DRAIN DATA 4 INCH 265.00
(E) WATER QUALITY ORIFICE DATA 2.50 INCH 269.00
(F) STORMWATER ORIFICE n/a n/a
POND 93 DESIGN DATA

PRE-i3EV. DRAINAGE AREA BREAKDOWN AREA AiC CN SOfL 7P71
OFFSITE R4 ZONING 5.60 75 B
CLEARED FIELDS 0.00 69 B
UNDISTURBED WOODED AREAS 8.44 60 B
Total 14.04 66.0 B
POST-DEV. RUNOFF COEFFICIENTS Cif C SOIL GROUP
Golf Course 61 0.30 B
Pond Area 98 0.95 B
Total 63.50 0.34 B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA AC IMPERVIOUS % IMPERVIOUS
Golf Course 13.09 0.65
Pond Area 0.95 0.02
Total 14.04 0.67 5%
POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 20 MINUTES
WATER QUALITY P Rv A
WQv=(P)(Rv)(A)!12
INPUT VALUES RAINFALL(IN)
1 0.05+0.009(1)
0.09 AREA (AC)
14.04
WATER QUALITY VOLUME (WQv) (REQ'D) 0.109 AC-FT
4,749 CU FT
WQ OUTFLOW: Qmax (48hr drawdown time) 0.04 CFS
WQ ORIFICE SIZE 2.5 INCH
WQ ORIFICE ELEVATION 269.00 FT
WQ ELEVATION 269.10 FT
WQ VOLUME 6,937 CU FT
Hydrograph Summary Report
Page I.
:(yd. Hydrograph
type Peak
flow Time
Interval Time to
k Volume Return Inflow Maximum Maximum
Hydrograph

(origin}
(cfs
)

(min) pea

(min)

(cult)
period
(yr's)
hyd(s)
elevation storage
description
description
(ft)
(cuff)
1 SCS Runoff 9.58 2 730 42,995 2
-`-
"-'- --~-- DP #2 - 2 YR PRE
2 SCS Runoff 25.85 2 730 100,158 10
-
-'-? °--- DP #2 - 10 YR PRE
3 SCS Runoff 57.85 2 728 214254 100 ----
_
"'""" --
-
DP #2 - 100 YR PRE
4 SCS Runoff 29.26 6 720 91,158 2 -`
_"--- --- DP #2 - 2 YR POST
5 SCS Runoff 54,99 6 720 168,863 10
?-
---- --- DP #2 - 10 YR POST
6 SCS Runoff 97.80 6 720 302,644 100
'"-'" ---- DP #2 - 100 YR POS
7 SCS Runoff 10.05 2 730 42,905 2
----
'° ---- DP #3 - 2 YR PRE
8 SCS Runoff 25.23 2 730 96,375 10 -
-"°" --- DP #3 - 10 YR PRE
9 SCS Runoff 54.53 2 728 201,056 100
'" ---- DP #3:100 YR PRE
10 SCS Runoff 7.47 6 732 37,326 2
-"""- °---- DP #3 - 2 YR POST
11 SCS Runoff 20.43 6 732 88,017 10 ____
---'"- -- DP #3 - 10 YR POST
12 SCS Runoff 45.91 6 732 189,84D 100
-
--'? °- DP #3 - 100
YR POS
13 Combine 19.63 2 730 85,901 2 1 +7 .
------ 2 YR COMBINED PRE
14 Combine 51.08 2 730 196,534 10 2+8

15
Combine
112.38
2
728
415
319
1 ----- 10 YR COMBINED PRE
, 00 1+9
-- -----
100 YR COMBINED PR
Reservoir 1,09 6 816 35,938 2 10 269.45 16,655
DP #3 - 2 YR OUTFL
17 Reservoir 10.52 6 750 86,621 10 11 269.76 27,919 DP #3 - 10 YR OUTF
18 Reservoir 33.81 6 738 188,436 100 12
270.25 47
015

19
Combine
29.27
6
720
127
096
2 , DP #3 - 100 YR OUT
, 4+16 _____
----
2YR Combined Flow
20 Combine 55:04 6 720 255,483 10 5+17

21
Combine
1 D7.22
6
726
491
080'
1 --- 10YR Combined Flow
, 00 6+18
---
100YR Combined Flo
22 Reservoir 14.44 6 732 125,031 2
19
260.18 34
388

23
Reservoir
43.20
6
732
253
409
10 , DP #2 - 2 YR Outfl
, 20 260.60 47,654 DP #2 -10 YR Outf
24 Reservoir 75.88 6 732 488,997 100 21 261.49 77
574
, DP #2 - 100 YR Out
Proj, file: Drainage Point #2 & #3 GROF file: City of Raleigh.IDF
Run date: 08-20-2007
I
Reservoir Report
Page 1
.I Reservoir No. 2 - WET POND (DP #3)
Pond Data
Pond storage is based on kno wn contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft tuft cuft
0.00 269.00 34,684 0 0
1.00 270.00 38,918 36,801 36,801
2.00 271.00 43,766 41,342 78,143
English
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in = 12.0 2.5 0.0 0.0
Span in = 12.0. 2.5 0.0 0.0
No. Barrels = 1 1 0 0
Invert El. ft = 264.92 269.00 0.00 0.00
Length ft = 326.0 0.0 0.0 0.0
Slope % = 0.65 0.00 0.00 0,00
N-Value = .013 .013 013 .013
Orif. Coeff, = 0.60 0.60 0.60 0.60
Multi-Stage = ----- Yes No No
Stage I Storage I Discharge Table
Weir Structures
[A] [B] [C] [Q]
Crest Len ft = 20.00 15.00 0.00 0.00
Crest El. ft = 269,40 269.50 0.00 0.00.
Weir Coeff. = 3.00 3.00 3.00 3,00
Eqn. Exp. = 1.50 1.50 1.50 1.50
Multi-Stage = Yes No No No
Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under Inlet and outlet control..
Stage Storage Elevation CIv A Civ B Clv C Clv D !Mr A Wr B Wr C Wr D Discharge
ft cuff ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 269.00 4.22 0.00 --- --- 0.00 0.00 --- --- 0
00
1.00 36,801 270.00 4.61 0.00 --- --- 27,89 15,91 .
20
52
2.00 78,143 271.00 4.97 0.00 --- --- 121.43 82.67 --- --- ,
87.64
Hydrograph Plot
English
Hyd. No. 7
DP#3-2YRPRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip,
Storm duration
= SCS Runoff
= 2 yrs
= 14.04 ac
= 0.0%
= USER
= 3.60 in
= 24 hrs
Peak discharge = 10,05 cfs
Time interval = 2 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 25 min
Distribution = Type If
Shape factor = 484
Total Volume = 42,905 cuft
Hydrograph Plot
Hyd. No. 8
DP#3-10YR PRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 14.04 ac
= 0.0%
= USER
= 5.28 in
= 24 hrs
English
Peak discharge = 25.23 cfs
Time interval = 2 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 25 min
Distribution = Type 11
Shape factor = 484
Total Volume = 96,375 cuft
Cy
I w 10 20 25
Time (hrs)
/ Hyd. 8
3 m SCS Runoff 610 Yr - Qp = 25.23 cfs
Hydrograph Plot
Hyd. No. 9
DP #3 - 100 YR PRE
Hydrograph type
Storm frequency
Drainage area
Bashi Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 14.04 ac
= 0.0%
= USER
= 5.00 in
= 24 hrs
English
Peak discharge = 54.53 cfs
Time interval = 2 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 25 min
Distribution = Type II
Shape factor = 484
Total Volume = 201,056 cuft
9 ® SCS Runoff ®10.0 Yr - Qp ? 54.53 ds
60
50-
40-
30-
20-
10-
0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 9
Hydrograph Plot
Hyd. No. 10
DP #3 - 2 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 14.04 ac
= 0.0%
= USER
= 3.60 in
= 24 hrs
English
Peak discharge = 7.47 cfs
Time interval = 6 min
Curve number = 63.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 20 min
Distribution = Type II
Shape factor = 484
Total Volume = 37,326 cuft
Hydrograph Plot
Hyd. No. 11
DP #3 - 10 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 14.04 ac
= 0.0%
= USER
= 5.28 in
= 24 hrs
English
Peak discharge = 20.43 cfs
Time interval = 6 min
Curve number = 63.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 20 min
Distribution = Type II
Shape factor = 484
Total Volume = 88,017 tuft
4
11®SCSRunoff ®1Q`fir®Qp=20.43ds

10 Lu 25
Time (hrs) _
/ Hyd. 11
Hydrograph Plot
} Hyd. No. 12
DP #3 - 100 YR POST
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 14.04 ac
Basin Slope = 0.0 %
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
English
Peak discharge = 45.91 cfs
Time interval = 6 min
Curve number = 63.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 20 min
Distribution = Type II
Shape factor = 484
Total Volume = 189,840 cuff
12-SCS Runoff - 100 Yr - Qp - 45.91 ds
50-
40-
30-

20-
10-
0
0 5 1 0 1 5 2 0 2 5
Time (hrs)
/ Hyd. 12
Hydrograph Plot
i Hyd. No. 13 English
2 YR COMBINED PRE
Hydrograph type = Combine Peak discharge = 19.63 cfs
Storm frequency = 2 yrs Time interval = 2 min
1st inflow hyd. No, = 1 2nd inflow hyd. No.= 7
Total Volume = 85,901 ouft
`l3-Combine m2Yr®Qp=19.63cfs
Hydrogr aph Plot
Hyd. No. 14
10 YR COMBINED PRE
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No. = 2
English
Peak discharge = 51.08 cfs
Time. interval = 2 min
2nd inflow hyd. No.= 8
Total Volume = 196,534 cuft
Hydrograph Plot
Hyd. No. 15
100 YR COMBINED PRE
Hydrograph type = Combine
Storm frequency = 100 yrs
1 st inflow hyd. No. = 3
Engl1sh
Peak discharge = 112.38 cfs
Time interval = 2 min
2nd inflow hyd. No.= 9
Total Volume = 415,309 cult
15 ® Combine m 100 Yr e p. 112.38 cis
150-
100-
U
50-
0
0 5 10 15 20 25
Time (hrs)
Hyd. 3 Hyd. 9 Hyd. 15
Hydrograph 'tot
Hyd. No. 16
DP #3 - 2 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 10
Max. Elevation = 269.45 ft
Storage Indicatlon method used,
English
Peak discharge = 1.09 cfs
Time interval = 6 min
Reservoir name = WET POND (DP #3
Max, Storage = 16,655 cuft
Total Volume = 35,936 cult
Hydrograph Plat
Hyd. No. 17
DP#3-10YR0
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
Storage Indication method used.
UTFLOW
= Reservoir
= 10 yrs
= 11
= 269.76 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 10.51 cfs
= 6 min
WET POND (DP #3
= 27,940 cuft
Total Volume = 66,621 cult
17 - Reservoir -10 Yr p.10.51 efs
25
20
15
0
C'
1a
5
0
0 10 20 30 40 50 60
Time (hrs)
" Hyd. 11 Hyd. 17

Hydrograph Plot
Hyd. No. I8
DP#3-100YR?
Hydrograph type
Storm frequency
Inflow hyd, No.
Max. Elevation
Storage Indication method used.
DUTFLOW
= Reservoir
100 yrs
= 12
= 270.25 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 33,80 cfs
= 6 min
WET POND (DP #3
= 47,034 tuft
Total Volume = 188,436 tuft
18 m esenFoir - 100 Yr e Qp v 33880 Gfs
50
40
30
v
C?
20
10
0
0 5 10 1,5 20 25 30
Time (hrs)
?° Hyd. 12 Hyd. 18
Hydrograph Plat
Hyd. No. 19
2YR Combined Flow
Hydrograph type = Combine
Storm frequency = 2 yrs
1 st inflow hyd. No. = 4
English
Peak discharge = 29.27 cfs
Time interval = 6 min
2nd inflow hyd. No.= 16
Total Volume =127,096 cuft
19-Combine ®2Yr-Qp?29.27ifs
30
25
20
15
CY
10
5
0
0 5 10 15 20 25
Time (hrs)
Hyd. 4' Hyd. 16' Hyd. 19

Hydrograph Pict
Hyd. No. 20 .
10YR Combined Flow
English
Hydrograph type = Combine Peak discharge = 55,04 cfs
Storm frequency = 10 yrs Time interval = 6 min
1st inflow hyd. No, = 5 2nd inflow hyd. No.= 17
Total Volume = 255,483 ouft
20 ® Combine - 10 Yr m p 55.04 efs
60-
50-
40-
U 30
C
20-
10-
0
0 5 10 15 20 25
Time (tars)
Hyd. 5 Hyd. 17 Hyd. 20

Hydrograph Plat
Hyd. No. 21
100YR Combined Flow
Hydrograph type = Combine
Storm frequency = 100 yrs
1 st inflow hyd. No. = 6
1
ea
English
Peak discharge = 107.21 cfs
Time interval = 6 min
2nd inflow hyd. No.= 18
10 20
Time (hrs)
Hyd. 6 f Hyd. 18 Hyd. 21
Total Volume = 491,060 cuff
25
21 ® Combine A 100 Yr ® p - 107021. ds
POND #4
POND HYDROLOGY AREA (AC) CN (AVG Tc (MIN)

POST DEVELOPMENT CONDITIONS 12.32 67.5 16.0

POND HYDRAULICS 2YR STORM 10YR STORM 100YR STORM'

PEAK INFLOW TO POND CFS 11.42 26.66 56.76
PEAK OUTFLOW FROM POND CFS 3.45 32.97 56.09
MAXIMUM WATER SURFACE ELEVATION 227.29 227.62 227.80
MAXIMUM STORAGE VOLUME (CF) 14,617 17,360 18,854

WATER QUALITY FLOW(CFS) VOLUME (CF) ELEVATION

DATA: 48HR MINIMUM DRAWDOWN TIME 0.05 8,971 227.20

POND GEOMETRICS WIDTH ELEVATION

BOTTOM OF POND 222.00
NORMAL WATER SURFACE 225.00
EMERGENCY SPILLWAY 20 FEET 227.20
TOP OF BERM 230.00

SURFACE AREA AREA SF % TOTAL

SURFACE AREA 4,696.0 100.0%
FOREBAY 439.5 9.4%
HIGH MARSH 1,810.4 38.6%
LOW MARSH 2,006.6 42.7%
DEEP POOL 439.5 9.4%

OUTLET STRUCTURE DETAILS SIZE ELEVATION

A) RISER SIZE (L x W 4'x6'
LB) TOP OF RISER WEIR 227,20
(C OUTLET PIPE DATA 30" PIPE 224.20
(D POND DRAIN DATA 4 INCH 224.20
E WATER QUALITY ORIFICE DATA 1.50 INCH 225.00
(F STORMWATER ORIFICE n/a n/a
I POND #4 DESIGN DATA I
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA AC CN SOIL GROUP
OFFSITE R-4 ZONING 0.00 75 B
CLEARED FIELDS 0.00 69 B
UNDISTURBED WOODED AREAS 12.32 60 B
Total 12.32 60.0 B
POST-DEV. RUNOFF COEFFICIENTS CN C SOIL GROUP

Golf Course 61 0.30 B
Pond Area 98 0.95 B
Multi-family (R-10) 85 0.60 B
Road Right of Way 95 0.85 B
Total 67.49 0.39 B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA AG IMPERVIOUS % IMPERVIOUS
Golf Course 9.47 0.19
Pond Area 0.09 0.00
Multi-family (R-10) 1.72 0.86
-Road Right of Way 1.04 0.88
Total 12.32 1.93 16%
POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 16 MINUTES
WATER QUALITY P Rv A
WQv=(P)(Rv)(A)/12
INPUT VALUES RAINFALL(IN)
1 0.05+0.009(1)
0.19 AREA (AC)
12.32
WATER QUALITY VOLUME (WQv) (REQ'D) 0.196 AC-FT
8,548 CU FT
WQ OUTFLOW: Qmax (48hr drawdown time) 0.05 CFS
WQ ORIFICE SIZE 1.5 INCH
WQ ORIFICE ELEVATION 225.00 FT
W Q ELEVATION 227.20 FT -
WQ VOLUME 8,971 CU FT
Hydrograph Summary Report
d. Hydrograph
type
(origin) Peak
flow
(cfsj Time
interval
(min) Time to
peak
(min) Volume

(cult Return

period
(yrs) Inflow

hyd(s) Maximum

elevation
(ft) Maximum

storage
(cuft)
1 SCS Runoff 3,11 6 744 25,077 2
2 SCS Runoff 10.19 6 744 63,993 10 ____
-_M-
3 SCS Runoff 25.28 6 744 145,345
100
_- --
4 SCS Runoff 11.42 6 726 39,125
5 SCS Runoff 26.66 6 720 85,566 10
6 SCS Runoff 56.76 6 720 175,179 100 --_-
7

8

9 Reservoir

Reservoir

Reservoir 3.45

32,97

56.09 6

6

6 744

726

726 39,111

85,551

175,164
2

10
100
4

5
6
227.29

227,62

227.60
14,617

17,360

18,854
Hydrograph
description
DP #4 - 2 YR PRE
DP #4 - 10 YR PRE
DP #4- 100 YR PRE
DP #4 - 2 YR POST
DP #4 - 10 YR POST
DP #4 - 100 YR POS
2 YR OUTFLOW
10 YR OUTFLOW
100 YR OUTFLOW
Page 1
Proj, file: Drainage Point #4.GP? OF file: City of Raleigh.lDF Run date., 08-20-2007
Reservoir Report
) Reservoir No. 1 - EXTENDED DETENTION WETLND
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
0.00 225.00
1.00 226.00
2.00 227.00
3.00 228.00
4.00 229.00
5.00 230.00
Contour area Incr. Storage Total storage
sqft cuft tuft
4,692 0 0
6,117 5,405 5,405
7,542 6,830 12,234
8,967 8,255 20,489
10,722 9,845 30,333
12,478 11,600 41,933
Culvert / Orifice Structures
[A] [s] [C]
Rise in = 30.0 1.5 0.0
Span in = 30.0 1.5 0.0
No. Barrels = 1 1 0
Invert El. ft = 224.20 225.00 0.00
Length ft = 40.0 0.0 0.0
Slope % = 0.50 0.00 0.00
N-Value = .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.00
Multi-Stage = ---- Yes No
Stage / Storage / Discharge Table
Stage - Storage Elevation Civ A
ft tuft ft cfs
0.00 0 225.00 3.49
1.00 5,405 226.00 10.26
2.00 12,234 227.00 20.39
3.00 20,489 228.00 35.31
4.00 30,333 229.00 44.53
5.00 41,933 230.00 50.41
Weir Structures
[D] [A] [S] [C]
0.0 Crest Len ft = 20.00 20.00 0.00
0.0 Crest El. ft = 227.20 227.20 0.00
0 Weir Coeff. = 3.00 3.00 0,00
0.00 Eqn. Exp. = 1.50 1.50 0.00
0.0 Multi-Stage = Yes No No
0.00
.000
0.00
No Tailwater'Elevation = 0. 00 ft
page 1
English
[D]
0.00
0.00
0.00
0.00
No
Note: All Outflows have been analyzed under Inlet and outlet control.
Civ B
cfs Civ C Civ D Wr A Wr B Wr C Wr D
cf Discharge
s cfs cfs cfs cfs cfs cfs
0.00
0
06 --- --- 0.00 0.00 --
--
---
- 0.0
.
0.08 - --- 0.00 0.00
--- --- 0.00 0
00 0.06
6
0.00
0
00 .
--- --- 42.93 42.93 -- ---
-
--- 78.25
.
0
00 -- --- 144.90 144.90 ---
--
- 11899.42
.4
. - --- 281.12 281.12 --- --
- 331.53
Hydrograph Pict
Hyd. No. 1
DP#4-2YRPRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 12.32 ac
= 2.6%
= LAG
= 3.60 in
= 24 hrs
English
Peak discharge = 3.11 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 1222 ft
Time of conc. (Tc) = 40.1 min
Distribution = Type II
Shape factor = 484
Total Volume = 25,077 cult
1 SCS Runoff m 2 Yr - p = 3.11 ifs
4-
3-
42
0 2
1
0
0 5 10 15 20 25
Time (hrs)
Hyd. 1
}
Hydrograplh
FADE
Hyd. No. 2
DP#4-10YR PRE
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 12.32 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.28 in
Storm duration = 24 hrs
English
Peak discharge = 10.19 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 40.1 min
Distribution = Type II
Shape factor = 484
Total Volume = 63,993 cuff;
1
In
CY
?u 25
Time (hrs)
-
/ Hyd, 2
2-SCSRunoff@10 Yr- p®10.19CfS
3
Hydr graph Plot
Hyd. No. 3
DP #4 - 100 YRPRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip..
Storm duration
English
Peak discharge = 25.28 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 40.1 min
Distribution = Type II
Shape factor = 484
Total Volume = 145,345 cuff
3-SC Runoff s100Yr-Qp-25.28ds
30
25
20
402
U
15
C
10-
5-
0
0 5 10 15 20
25
Time (hrs)
/ Hyd. 3
= SCS Runoff
= 100 yrs
= 12.32 ac
= 0.0%
= USER
= 8.00 in
= 24 hrs

?I
a
Hydrograph Plot
Hyd. No. 4
DP#4-2YRPOST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 12.32 ac
= 0.0%
= USER
= 3.60 in
= 24 hrs
Engllsh
Peak discharge = 11.42 cfs
Time interval = 6 min
Curve number = 67,6
Hydraulic length = 0 ft
Time of conc. (Tc) = 16 min
Distribution = Type II
Shape factor = 484
Total Volume = 38,125 cult
Hydrograph Plot
Hyd. No. 5
DP #4 - 10 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 12.32 ac
= 0.0%
= USER
= 5.28 in
=24hrs
English
Peak discharge = 26.66 cfs
Time interval = 6 min
Curve number = 67.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 16 min
Distribution = Type II
Shape factor = 484
Total Volume = 85,566 cult
Hydrograph Plat
Hyd. No. 6
DP #4 - 100 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip,
Storm duration
= SCS Runoff
= 100 yrs
= 12.32 ac
= 0.0 %
= USER
= 8.00 in
= 24 hrs
English
Peak discharge = 56.76 cfs
Time interval = 6 min
Curve number = 67.5
Hydraulic length = 0 ft
Time of conc. (Tc) = 16 min
Distribution = Type 11
Shape factor = 484
Total Volume = 175,179 ouft
6 e SCS Runoff - 100 Yr - Qp ? 56.76 ohs
60
------------
50-
40-
30-
20-
10-
0.
0 5 10 15 20 25
Time (firs) -
/ Hyd. 6
Hyd r ograph Plot
Hyd. No. 7
2 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 4
Max. Elevation = 227.29 ft
English
Peak discharge = 3.45 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 14,617 cuft
used.
Total Volume = 39,111 cuft

1
r?
CY
7 - Reservoir - 2 Yr - Qp = 3.45cfs
5
0

5

a
n n n e. , 1
Lu +U ou 80
Time (hrs)
Hyd. 4 Hyd. 7
Hydrograph Plot
Hyd. fora. 8
10 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Iriflow hyd. No. = 5
Max. Elevation = 227,62 ft
Storage Indication method used.
English
Peak discharge = 32.97 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 17,360 cult
Total Volume = 85,551 cuft
8 m Reservoir m 10 Yr R QP m 32.97 cfs
40
30
Y 20-
10-
0
0 5 10 15 20 25
Time (hrs)
Hyd. 5 Hyd. 8
Hydrograph Plot
English
Hyd. No. 9
100 YR OUTFLOW
Hydrograph type
Storm frequency = Reservoir
= 100 yrs Peak discharge = 56.09 cfs

Inflow hyd. No.
Max
Elevati
= 6
= Time interval
Reservoir name = 6 min
= EXTENDED DETENT
.
on 227.80 ft Max. Storage = 18,854 cult
Storage Indication method used.
Total Volume = 175,164 cuft
9 0 Reservoir m 100 Yr - p m 56.09 ds
60-
50-
40-
10
'30-
20-
10-
0
0 5 10 15 20 25
Time (hrs)
Hyd. 6 / Hyd. 9
J
POND ##5 DESIGN DATA .11 PRE-DEV. DRAINAGE AREA BREAKDO1filN AREA (AC) CN SOIL GROUP

OFFSITE R-4 ZONING 0.00 75 B
CLEARED FIELDS 0.00 69 B
UNDISTURBED WOODED AREAS 20.22 60 B
Total 20.22 60.0 B
POST-DEV. RUNOFF COEFFICIENTS CN C SOIL GROUP
Golf Course 61 0.30 B
Pond Area 98 0.95 B
Multi-family (R-10) 85 0.60 B
Road Right of Way 95 0.85 B
Total 78.66 0.55 R
POST-DEV. DRAINAGE AREA BREAKDOWN AREA ;) I IMPERVIOUS % IMPERVIOUS
Golf Course 7.31 0.15
Pond Area 0.45 0.01
Multi-family (R-10) 8.31 4.16
Road Right of Way 4.15 3.52
Total 20.22 7.84 3<
POST-DEV. TIME OF CONCENTRATION To
PER STORM SEWER CALCULATIONS 18 MINUTES
WATER QUALTTI' P Rv A

WQv=(P)(Rv)(A)/12 RAINFALL(IN) 0.05+0.009(1) AREA (AC)
INPUT VALUES 1 0.40 20.22
WATER QUALITY VOLUME (WQv) (REQ'D) 0.672 AC-FT
29,268 CU FT
WQ OUTFLOW: Qmax (48hr drawdown time) 0.25 CFS
WQ ORIFICE SIZE 3 INCH
WO ORIFICE ELEVATION 234.00 FT
WQ ELEVATION 235.70 FT
WQ VOLUME 30,940 CU FT
Hydro€graph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Return
period
(Yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 7.44 6 732 42,213 2 ---- ----- -- DP #5 - 2 YR PRE
2 SCS Runoff 24.12 6 732 107,720 10 --- ---- ------ DP #5 - 10 YR PRE
3 SCS Runoff 58.70 6 732 244,662 100 --- --- ----- DP #5 - 100 YR PRE
4 SCS Runoff 35.66 6 720 111,666 2 --- ---- -- - DP #5 - 2 YR POST
5 SCS Runoff 67.54 6 720 207,541 10 -- -- ---- DP #5 - 10 YR POST
6 SCS Runoff 122.02 6 720 376,592 100 -- --- ---- DP #5 - 100 YR POS
7 Reservoir 25.00 6 732 111,583 2 4 236.05 39,482 2 YR OUTFLOW
8 Reservoir 64.30 6 726 207,457 10 5 236.36 48,204 10 YR OUTFLOW
9 Reservoir 117.38 6 726 376,508 100 6 236.68 57,419 100 YR OUTFLOW
Proj. file: Drainage Point #5.GP OF file: City of Raleigh.IDF Run date: 10-19-2007
Reservoir Report
Weir Structures
[A] [13] [C]
Reservoir No. 1 - EXTENDED DETENTION WETLND
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area. Incr. Storage Total storage
ft ft sgft tuft tuft
0.00 234.00 14,107 0 0
1.00 235.00 17,973 16,040 16,040
2.00 236.00 26,292 22,133 38,173
3.00 237.00 30,019 28,156 66,328
Culvert / Orifice Structures
[A] [13] [C] [D]
Rise in = 36.0 3.0 0.0 0.0
Span in = 36.0 3.0 0.0 0.0
No. Barrels = 1 1 0 0
Invert El. ft = 231.81 234.00 0.00 0.00
Length ft = 458.0 0.0 0.0 0.0
Slope % = 1.40 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
®rif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = ----- Yes No No
Stage / Storage / Discharge Table
Crest Len ft = 20.00 20.00 0.00
Crest El. ft = 235.70 235.70 0.00
Weir Coeff. = 3.00 3.00 0.00
Eqn. Exp. = 1.50 1.50 0.00
Multi-Stage = Yes No No
Tailwater Elevation = 0.00 ft
Page 1
English
[D]
0.00
0.00
0.00
0.00
No
Note: All outflows have been analyzed under Inlet and outlet control.
Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 234.00 28.43 0.00 --- --- 0.00 0.00 --- --- 0
00
1.00 16,040 235.00 44.24 0.22 --- --- 0.00 0.00 --- .
--- 0
22
2.00 38,173 236.00 55.81 0.32 --- --- 9.86 9.86 --- .
--- 20
04
3.00 66,328 237.00 65.37 0.00 --- --- 88.93 88.93 --- .
--- 154.31
Hydrograph Plot
Hyd. No. 1
DP#5-2YRPRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 20.22 ac
= 0.0%
= USER
= 3.60 in
= 24 hrs
English
Peak discharge = 7.44 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 25 min
Distribution = Type II
Shape factor = 484
Total Volume = 42,213 cuff
1 SCSRunoff -2Yr- p=7.44 ds
8-
6-
4-
2-
0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 1
Hydrograph Plea
Hyd, No. 2
DP#5-10YR PRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 20.22 ac
= 0.0%
= USER
= 5.28 in
= 24 hrs
English
Peak discharge = 24.12 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 25 min
Distribution = Type it
Shape factor = 484
Total Volume = 107,720 cult
drug aph Plot
Hyd. No. 3
DP#5-100YR PRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 20.22 ac
= 0.0%
= USER
= 8.00 in
=24hrs
English
Peak discharge = 58.70 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 25 min
Distribution = Type II
Shape factor = 484
Total Volume = 244,662 cuft
Hydrograph Plat
Hyd. No. 4
DP#5-2YRPOST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 20.22 ac
= 0.0%
= USER
= 3.60 in
= 24 hrs
English
Peak discharge = 35.66 cfs
Time interval = 6 min
Curve number = 78.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 18 min
Distribution = Type II
Shape factor = 484
Total Volume = 111,666 cuft
Hydrograph Plot
Hyd. No. 5
DP#5-10YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 20.22 ac
= 0.0%
= USER
= 5.28 in
= 24 hrs
English
Peak discharge = 67.54 cfs
Time interval = 6 min
Curve number = 78.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 18 min
Distribution = Type 11
Shape factor = 484
Total Volume = 207,540 cuft
Hydrograph Plea
Hyd. No. 6
DP #5 - 100 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 20.22 ac
= 0.0%
= USER
= 8.00 in
= 24 hrs
English
Peak discharge = 122.02 cfs
Time interval = 6 min
Curve number = 78.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 18 min
Distribution = Type II
Shape factor = 484
Total Volume = 376,592 cuft
Hydrograph Plot
English
Hyd. No. 7
2 YR OUTFLOW
Hydrograph type = Reservoir Peak discharge = 25.00 cfs
Storm frequency = 2 yrs Time interval = 6 min
Inflow hyd. No. = 4 Reservoir name = EXTENDED DETENT
Max. Elevation = 236.05 ft Max. Storage = 39,482 cult
Storage Indication method used.
Total Volume = 111,583 cult
Hydrograph Plot
Hyd. No. 8
10 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 5
Max. Elevation = 236.36 ft
Storage Indication method used.
English
Peak discharge = 64.30 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 48,204 cuff
Total Volume = 207,457 cult
Hydrograph Plot
Hyd. No. 9
100 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 236.68 ft
storage Indication method used.
English
Peak discharge = 117.38 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 57,419 cuff
Total Volume = 376,508 cuft
BOND #6
POND HYDROLOGY AREA AC) CN (AVG Tc (MIN)

POST DEVELOPMENT CONDITIONS 15.13 84.0 14.0

POND HYDRAULICS 2YR STORM 1 OYR STORM 1 OOYR STORM

PEAK INFLOW TO POND (CFS)
PEAK OUTFLOW FROM POND (CFS
MAXIMUM WATER SURFACE ELEVATION
MAXIMUM STORAGE VOLUME (CF) 33.87
25.33
178.02
39,326 58.95
57.09
178.26
44,693 100.20
96.17
178.49
50,037

WATER QUALITY FLOW CFS VOLUME (CF) ELEVATION

DATA: 48HR MINIMUM DRAWDOWN TIME 0.30 34,122 177.70

POND GEOMETRICS WIDTH ELEVATION

BOTTOM OF POND 173.00
NORMAL WATER SURFACE 176.00
EMERGENCY SPILLWAY 25 FEET 177.70
TOP OF BERM 179.00

SURFACE AREA AREA SF % TOTAL

SURFACE AREA 17307.6 100.0%
FOREBAY 1764.4 10.2%
HIGH MARSH 6081.4 35.1%
LOW MARSH 7731.0 44.7%
DEEP POOL 1730.8 10.0%

OUTLET STRUCTURE DETAILS SIZE ELEVATION

A RISER SIZE L x W 4'x6'
(B TOP OF RISER WEIR 177
70
(C OUTLET PIPE DATA 42" PIPE .
172
38
(D POND DRAIN DATA 4 INCH .
173
00
E WATER QUALITY ORIFICE DATA 3.50 INCH .
176
00
F STORMWATER ORIFICE n/a .
n/a
POND #6 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAKDO{!6'N AREA AC CN SOIL GROUP
OFFSITE R-4 ZONING
CLEARED FIELDS
UNDISTURBED WOODED AREAS
Total
15.13
B
B
B
B
POST-DEV. RUNOFF COEFFICIENTS CN C SAIL GROUP
Pond Area 98 0.95 B
Multi-family (R-4) 75 0.50 B
Road Right of Way 95 0.85 B
Total 83.96 0.66 B
POST-DEV. DRAINAGE AREA BREAKDOt?ilN AREA (AC) IMPERVIOUS -T-0/6 IMPERVIOUS
Pond Area 0.40 0.01
Multi-family (R-4) 8.42 4.21
Road Right of Way 6.32 5.37
Total 15.13 9.59 63%
POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 14 MINUTES
ATER QUALITY P Rv A

WQv=(P)(Rv)(A)/12 RAINFALL(IN) 0.05+0.009(1) AREA (AC)
INPUT VALUES 1 0.62 15
13
WATER QUALITY VOLUME (WQv) (REQ'D) 0.782 .
AC-FT
34,070 CU FT
WQ OUTFLOW: Qmax (48hr drawdown time) 0.30 CFS
WQ ORIFICE SIZE 3.5 INCH
WQ ORIFICE ELEVATION 176.00 FT
WQ ELEVATION 177.70 FT
WO VOLUME 34,122 CU FT
0.00 75
3.75 69
11.38 60
Hydrograph Summary Report
Page 1
Y Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
type
(origin) flow
(cfs) interval
(min) peak
(min)
(cuff) period hyd(s) elevation storage description
(Yrs) (ft} (cuff)
1 SCS Runoff 5,77 6 738 38,060 2 --- --- ------ DP #6 - 2 YR PRE
2 SCS Runoff 17.03 6 738 92,263 10 DP #6 - 10 YR PRE
3 SCS Runoff 39.86 6 738 202,700 100 ---
--- DP #6 -100 YR PRE
4 SCS Runoff 33.87 6 720 104
131 2 --
, - ---- DP #6 - 2 YR POST
5 SCS Runoff 58.95 6 720 181,630 10 - ----- DP #6 - 10 YR POST
6 SCS Runoff 100.20 6 720 313,839 100 ---- ---- --- DP #6 -100 YR POS
7 Reservoir 25.33 6 732 104,059 2 4 178.02 39,326 2 YR OUTFLOW
8 Reservoir 57.09 6 726 181,558 10 5 178.26 44,693 10 YR OUTFLOW
9 Reservoir 96.17 6 726 313,767 100 6 178.49 50,037 100 YR OUTFLOW

EjPro file: Drain age Poi nt #6.CG ID F file: Cit y of Ra leigh.lD F Run date: 08-20-2007
Reservoir Report
Reservoir No. 1 - EXTENDED DETENTION WETLND
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cuff cuff
0.00 176.00 17,217 0 0
1.00 177.00 19,406 18,312 18
312
2.00 178.00 21,595 20,501 ,
38
812
3.00 179.00 23,784 22,690 ,
61,502
Culvert I Orifice Structures
[A] [B] [C] [D]
Rise in = 42.0 3.5 0.0 0.0
Span in = 42.0 3.5 0.0 0.0
No,. Barrels = 1 1 0 0
Invert El. ft = 172.38 176.00 0.00 0.00
Length ft = 70.0 0.0 0.0 0.0
Slope % = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .013 000
Orif. Goeff. = 0.60 0.60 0.60 0.00
Multi-Stage = ---- Yes No No
Weir Structures
[A] [i3l [C]
Crest Len ft = 20.00 25.00 0.00
Crest El.,ff = 177.70 177.70 0.00
Weir Coeff. = 3.00 3.00 0.00
Eqn. Exp. = 1.50 1.50 0.00
Multi-Stage = Yes No No
Page 1
English
[®]
0.00
0.00
0.00
0.00
No
Tallwater Elevation = 0.00 ft
Stage I Storage I Discharge Table Note: All outflows have been analyzed under Inlet and outlet control
Stage
ft Storage
cuff Elevation
ft Civ A
cfs Civ B
cfs GIv C Civ D Wr A
cfs cfs cfs Wr B Wr C Wr D
cfs cfs cfs Discharge
cfs
0.00
1.00

2.00
3.00 0
18,312

38,812
61,502 176.00
177.00

' 178.00
179.00 38.30
67.73

87.80
102.22 0.00
0.30

0.44
0.39 --- --- 0.00
---
--- 0.00
---
--_ --- 9.86
88.93 0.00
--- '-'
0.00

1 --- ---
11111.1 .17 --- __-
0.00
0.30

22.62
200.49
Hydrograph Plot
Hyd. No. I
DP#6-2YRPRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip,
Storm duration
= SOS Runoff
= 2 yrs
= 15.13 ac
=4.1%
= LAG
= 3.60 in
=24hrs
English
Peak discharge = 5,77 cfs
Time interval = 6 min
Curve number = 622
Hydraulic length = 1227 ft
Time of conc. (Tc) = 30.3 min
Distribution = Type 11
Shape factor = 484
Total Volume = 38,060 cult
I SCS Runoff e 2 'fir - P = 5.77 cis
6 '
5
4
3
2
1
00 5 10 15 20 25
Time (hrs)
/ Hyd. 1

Hydrograph Plot
Hyd. No. 2
DP#6-10YRPRE
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 15.13 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.28 in
Storm duration = 24 hrs
English
Peak discharge = 17.03 cfs
Time interval = 6 min
Curve number = 62.2
Hydraulic length = 0 ft
Time of conc. (Tc) = 30.3 min
Distribution = Type II
Shape factor = 484
Total Volume = 92,263 cuft
2mSCSRunoff -10YraQp=17.03ds
20
15
10
C-f
5-
0
L11 I
0 5 10 15 20 25
Time (hrs) -
Hyd, 2

Hy drograph Plot
1
Hyd. Noe 3
DP#6-100YR PRE
English
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 15.13 ac
0.0%
= USER
= 8.00 in
= 24 hrs
Peak discharge = 39.86 cfs
Time interval = 6 min
Curve number = 62.2
Hydraulic length = 0 ft
Time of conc. (Tc) = 30.3 min
Distribution = Type fl
Shape factor = 484
Total Volume = 202,700 tuft

Hyd mgrs ph Plat
Hyd, NO. 4
DP #6 - 2 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 15.13 ac
= 0.0%
= USER
= 3.60 in
=,24 hrs
English
Peak discharge = 33.87 cfs
Time interval = 6 min
Curve number = 84
Hydraulic length = 0 ft
Time of conc. (Tc) = 14 min
Distribution = Type II
Shape factor = 484
Total Volume = 104,131 cult

4 SCs Runoff - 2 Yr Q P = 33.87 cg's
40
30
20-
10-
01,
0 .5 10 15 20 25
Time (hrs)
Hyd, 4

Hydrograph Plot
Hyd. No. 5
DP#6-10YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 15.13 ac
= 0.0%
= USER
= 5.28 in
= 24 hrs
English
Peak discharge = 58.95 cfs
Time interval = 6 min
Curve number = 84
Hydraulic length = 0 ft
Time of conc. (Tc) = 14 min
Distribution = Type] I
Shape factor = 484
Total Volume = 181,630 cuft
60-
50-
40 40
5 30
20-
10-
0
0 5 10 15 20 25
Time (hrs)
Hyd. 5
Hydragraph Plot
Hyd. No. 6
DP #6 - 100 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 15.13 ac
= 0.0%
= USER
= 8.00 in
=24hrs
English
Peak discharge = 100.20 cfs
Time interval = 6 min
Curve number = 84
Hydraulic length = 0 ft
Time of conc. (Tc) = 14 min
Distribution = Type II
Shape factor = 484
Total Volume = 313,839 cult

Hydrograph Plot
Hyd. No, 7
2 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 4
Max. Elevation = 178.02 ft
Storage Indication method used.
41-0
Q
a
Total Volume = 104,059 cult
"w JV 4u 50 60
Time (hrs)
Hyd. 4 / Hyd. 7
English
Peak discharge = 25.33 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 39,326 cult

7- Reservoir R 2 Yr m p- 2533 cfs
Hydrograph Plot
Hyd. No. 8
10 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd, No, = 5
Max, Elevation = 178,26 ft
Storage Indication method used,
English
Peak discharge = 57,09 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 44,693 cult
Total Volume = 181,558 cuft

Hydrograph Plot
Hyd. No, 9
100 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 178.49 ft
English
Peak discharge = 96.17 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 50,037 cult
Storage Indication method used.
Total Volume = 313,767 cuft
9 ® Reservoir Q 100 Yr - p .? 96.17 ds
150-
100-
50-
01
0 5 10 15 20 25
Time (hrs)
Hyd. 6 Hyd. 9
POND #78
POND HYDROLOGY AREA AC CN AVG Tc MIIN

POST DEVELOPMENT CONDITIONS 24.05 85.6 17.0

POND HYDRAULICS 2YR STORM 10YR STORM 100YR STORM

PEAK INFLOW TO POND (CFS) 56.95 97.13 162.66
PEAK OUTFLOW FROM POND CFS 53.88 93.72 155.89
MAXIMUM WATER SURFACE ELEVATION 197.02 197.21 197.46
MAXIMUM STORAGE VOLUME (CF) 54,710 60,674 68,438

WATER QUALITY FLOW CFS VOLUME (CF) ELEVATION

DATA: 48HR MINIMUM DRAWDOWN TIME 0.38 44,455 196.60

POND GEOMETRICS WIDTH ELEVATION

BOTTOM OF POND 192.00
NORMAL WATER SURFACE 195.00
EMERGENCY SPILLWAY 45 FEET 196.60
TOP OF BERM 198.00

SURFACE AREA AREA (SF) % TOTAL

SURFACE AREA 23,568.0 100.0%
FOREBAY 2,512.7 10.7%
HIGH MARSH 7,886.9 33.5%
LOW MARSH 10,778.7 45.7%
DEEP POOL 2,389.7 10.1%

OUTLET STRUCTURE DETAILS SIZE ELEVATION

A) RISER SIZE (L x W) 4'x6'
B TOP OF RISER (WEIR) 196.60
(C OUTLET PIPE DATA 42" PIPE 191.07
(D) POND DRAIN DATA 4 INCH 192.00
(E WATER QUALITY ORIFICE DATA 4.00 INCH 195.00
(F) STORMWATER ORIFICE n/a n/a
? POND #78 DESIGN DATA -?
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA (AC) CN SOIL GROUP

OFFSITE R-4 ZONING 0.00 75 B
CLEARED FIELDS 0.00 69 B
UNDISTURBED WOODED AREAS 24.05 60 B
Total 24.05 60.0 B

POST-DEV. RUNOFF COEFFICIENTS CN C SOIL GROUP
Golf Course 61 0.30 B
Pond Area 98 0.95 B
Multi-family (R-10) 85 0.60 B
Road Right of Way 95 0.85 B
Total 85.65 0.65 B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA (AC) IMPERVIOUS - T-9/6 IMPERVIOUS

Golf Course 2.53 0
05
Pond Area 0.56 .
0
01
Multi-family (R-10) 14.06 .
6
19
Road Right of Way 6.91 .
5
87
Total 24.05 .
12.12 5n o/
POST-DEV. TIME OF CONCENTRATION Te
PER STORM SEWER CALCULATIONS 17 MINUTES
WATER QUALITY P Rv
A
WQv=(P)(Rv)(A)/12
INPUT VALUES RAINFALL(IN) 0.05+0.009(1) AREA (AC)

WATER QUALITY VOLUME (WQv) (REQ'D) 1
1.009 0.50 24.05
AC-FT

WQ OUTFLOW: Qmax (48hr drawdown time) 43,963
0.38 CU FT
CFS
WQ ORIFICE SIZE 4 INCH
WQ ORIFICE ELEVATION 195.00 FT -
WO ELEVATION 196.60 FT
WQ VOLUME 44,455 CU FT
ydrograph Summary Report
I

Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum
• tYPe
(origin) flow
f interval peak period hyd(s) elevation storage
(c
s) (min) (min) (cult) (Yrs)
(ft)
(cult)
1 SOS Runoff 7.19 6 738 51,778 2
2 SOS Runoff 23.68 6 738 132,128 10
3 SOS Runoff 58.55 6 738 300,099 100
4 SOS Runoff 56.95 6 720 174,889 2
5 SOS Runoff 97.13 6 720 300,220 10 -- ?_
6 SOS Runoff 162.66 6 720 512,39b 100
7 Reservoir 53.88 6 726 174,674 2 4 197.02 54,710
8 Reservoir. 93.72 6 . 726 300,004 10 5 19721 60,674
9 Reservoir 155.89 6 726 512,175 100 6 197.46 68,438
Hydrograph
description
DP #78 - 2 YR PRE
DP #78 - 10 YR PRE
DP #78 - 100 YR PR
OP #78 - 2 YR POST
DP #78 -10 YR POS
DP#78-100YR PO
2 YR OUTFLOW
10 YR OUTFLOW
100 YR OUTFLOW
Page 1
Pro!, file: Drainage Point #78.GP? OF file: City of Raleigh.IDF Run date: 08-20-2007
Reservoir Report
.) Reservoir No. 1 - EXTENDED DETENTION WTLND
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
fit ft
0.00 195.00
1.00 196.00
2.00 197.00
3.00 198.00
Page 1
English
Contour area Incr. Storage Total storage
sgft cult cuff
23,568 0 0
27,023 25,296 25,296
30,536 28,780 54,075
32,147 31,342 85,417
Culvert / Orifice Structures
(A] [B] [C] [a]
Rise in = 42.0 4.0 0.0 0.0
Span in = 42.0 4.0 0.0 0.0
No. Barrels = 1 1 0 0
Invert El. ft = 190.67 195.00 0.00 0.00
Length ft = 37.0 0.0 0.0 0.0
Slope % = 1.80 0.00 0.00 0.00
1 N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0,00
Mufti-Stage = ---- Yes No No
Weir Structures
[A] [B] [Cl
Crest Len ft = 20.00 45.00 0.00
Crest EI. ft = 196.60 196.60 0.00
Weir Coeff. = 3.00 3.00 0.00
Egn..Exp. = 1.50 1.50 0.00
Multi-Stage = Yes No No
[D]
0.00
0.00
0.00
0.00
No

C Tallwater Elevation = 0.00 ft
Stage / Storage 1 Discharge Table Note: All outflows have been analyzed under inlet and outlet control
Stage Storage Elevation
ft ' tuft ft
0.00 0 195.00
1.00 25,296 196.00
2.00 54,075 197.00
3.00 85,417 198.00
Civ A
cfs
72.07
87.64
99.13
109.42
Civ B
cfs
0.00
0.38
0.57
0.57
Clv C CIv D Wr A Wr B Wr C Wr D Discharge
cfs cfs cfs cfs cfs cfs cfs
--- --- 0.00 0.00 --- --- 0.00
- - --- 0.00 0.00 --- --- 0.38
--- --- 15.18 34.15 --- --- - 49.90
" °- 99.39 223.63 --- --- 323.59
Hydrograph Plot
Hyd. No. 1
DP#78-2YRPRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 24.05 ac
= 4.4%
= LAG
= 3.60 in
= 24 hrs
English
Peak discharge = 7.19 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 1487 ft
Time of conc. (Tc) = 36 min
Distribution = Type 11
Shape factor = 484
Total Volume = 51,778 cuff

Hydrograph Plot
} Hyd. No. 2
DP#78-10YR PRE
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 24.05 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.28 in
Storm duration = 24 hrs
English
Peak discharge = 23.68 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 36 min
Distribution = Type II
Shape factor = 484
Total Volume = 132,128 cuff
2-SCSRunoff - 10Yr- p-23.68ds
25-
20-
15-
ca
CY
10
5
0
0 5 1 0 1 5 2 0 2 5
Time (hrs)
Hyd. 2
Hydragraph Plot
Hyd, No, 3
DP #78 - 100 YR PRE
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 24.05 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
English
Peak discharge = 58.55 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 36 min
Distribution = Type II
Shape factor = 484
Total Volume = 3oo,ogg ouft
3 - SCS Runoff s 100 Yr - Qp = 58.55 cfs
60-
50
40-

30-

20-
10,
0
0 5 1 0 15 2 0 25
Time (hrs)
Hyd. 3

Hydrograph Plot
Hyd. No. 4
DP #78 - 2 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 24.05 ac
= 0.0%
= USER
= 3.60 in
= 24 hrs
English
Peak discharge = 56.95 cfs
Time interval = 6 min
Curve num.ber = 85.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Total Volume = 174,889 ouft
4 ° SCS Runoff - 2 Yr - Qp ® 55.95 ifs
60-
50-
40
30
20
10
0
0 5 1,0 15 2'0 25
Time (hrs) -
Hyd. 4

Hydr®cgraph Plot
Hyd. No. 5
DP #78 - 10 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 24.05 ac
= 0.0%
= USER
= 5.28 in
= 24 h rs
English
Peak discharge = 97.13 cfs
Time interval = 6 min
Curve number = 85.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type II
Shape factor = 484
Tatai Volume = 300,219 duR
Hydrocgraph Plot
Hyd, No. 6
DP #78 - 100 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 24.05 ac
= 0.0%
= USER
= 8.00 in
= 24 hrs
English
Peak discharge = 162.66 cfs
Time interval = 6 min
Curve number = 85.4
Hydraulic length = 0 ft
Time of conc. (Tc) = 17 min
Distribution = Type it
Shape factor = 484
Total Volume = 512,390 ouft
6 ® CS Runoff - I00 `firm p - 162.66 CfS
200-
150-
100-
50-
0
0 5 10 15 20 25
Time (hrs) -
?' Hyd. 6

Hydr®graph Plot
Hyd. No. 7
2 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 4
Max. Elevation = 197.02 ft
Storage Indicatlon method used.
English
Peak discharge = 53,88 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 54,710 cult
Total Volume =174,674 ouft
7 - Reservoir - 2 Yr - Qp 53.88 cfs
60
50
40
30
CY
20
10
0
0 10 20 30 40 50
Time (hrs) -
Hyd, 4 Hyd.. 7

Hydrocgraph Plot
s
4
Herd. No. 8
10 YR OUTFLOW
Hydrograph type = Reservoir
Ston-n frequency = 10 yrs
Inflow hyd. No. = 5
Max. Elevation = 197.21 ft
Storage Indication method used.
English
Peak discharge = 93.72 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 60,674 cuft
Total Volume = 300,004 cuft
8 - Reservoir -10 r - Qp - 93.72 ds

Hydrograph Plot
Hyd. No. 9
100 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 197.46 ft
Storge Indication method used.

English
Peak discharge = 155.89 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 68,438 cult
i otai Volume = 512,175 cuft
iv 10. 20 25
Time (hrs)
Hyd. 6 . ' Hyd. 9

9 a Reservoir m 100 Yr ® P =155.89 Cfs
POND #910
POND HYDROLOGY
AREA (AC)
CN (AVG)
Tc FViIN)
POST DEVELOPMENT CONDITIONS
14.48
88.1
14.0
POND HYDRAULICS
2YR STORM
10YR STORM
100YR STORM
PEAK INFLOW TO POND CFS
37.93
62.30
101.56
PEAK OUTFLOW FROM POND (CFS)
16.66
54.65
MAXIMUM WATER SURFACE ELEVATION238.27
238.61
94.20
MAXIMUM STORAGE VOLUME (CF)
55,502
65,156
238.96
74,978
WATER QUALITY
FLOW CFS
VOLUME (CF)
ELEVATION
DATA: 48HR MINIMUM DRAWDOWN TIME
0.26
29,946
237.20
POND GEOMETRICS
WIDTH
ELEVATION
BOTTOM OF POND
NORMAL WATER SURFACE
235.00
EMERGENCY SPILLWAY
28 FEET
236.00
238.00
TOP OF BERM
240.00
SURFACE AREA
AREA (SF)
% TOTAL
SURFACE AREA
22,205.9
100.0%
FOREBAY
2,212.7
10.0%
HIGH MARSH
7,638.5
34 4°/u
LOW MARSH
10,103.7
45.5%
DEEP POOL
2,251.0
10.1%
OUTLET STRUCTURE DETAILS
SIZE
ELEVATION
(A) RISER SIZE (L x W)
I6'
(B TOP OF RISER (WEIR
(C) OUTLET PIPE DATA
18" PIPE
238.10
234.79
D POND DRAIN DATA
4 INCH
235.00
(E WATER QUALITY ORIFICE DATA
3.50 INCH
236.00
F) STORMWATER ORIFICE
n/a
n/a

POND ##910 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAIGDOWN AREA AC CN SOIL GROUP
OFFSITE R-4 ZONING 0
00 75

CLEARED FIELDS .
0
00
69 B

UNDISTURBED WOODED AREAS .
14.48
60 B

Total
14.48
60.0 B
B
POST-DEV. RUNOFF COEFFICIENTS CN C
SOIL GROUP
Pond Area 98 0.95 B
Multi-family (R-10) 85 0
60

Road Right-of-Way
95 .
0
85 B

Total
88.15 .
0.68 B
B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA (AC Ilt9lPERV10US % IhlIPERViOUS
Pond Area
Multi-family (R-10)
Road Right-of-Wa,
Total
0.58 0.01
10.10 5.05
3.80 3.23
POST-DEV. TIME OF CONCENTRATION To
PER STORM SEWER CALCULATIONS 14 MINUTES
WQv=(P)(Rv)(A)/12
INPUT VALUES
WATER QUALITY VOLUME (W
RAINFALL(IN) 0.05+0.009(1)
1 0.57
Ktu'u)
WQ OUTFLOW: Qmax (48hr drawdown time)
WQ ORIFICE SIZE
WQ ORIFICE ELEVATION
WQ ELEVATION
WQ VOLUME
0.682 AC-FT
29,722 CU FT
0.26 CFS
3.5 INCH
236.00 FT
237.20 FT
29,946 CU FT
AREA (AC)
14.48
Hydrograph Summary Repo
d. Hydrograph
type Peak
fl Time Time to Volume Return Inflow Maximum Maximum

(origin) ow
(cfs) interva
(min) l peak
(min)
(cult) period hyd(s) elevation storage
(yrs)
(ft)
(cuff)
1 SCS Runoff 5.33 6 732 30,230 2
2 SCS Runoff 17.27 6 732 77,141 10
3 SCS Runoff 42.04 6 732 175,208 100
?-
4 SCS Runoff 37.93 6 720 116,734 2
5 SCS Runoff 62.30 6 720 194,446 10
6 SCS Runoff 101,56 6 720 324,246 100
7 Reservoir 16.66 6 738 116,432 2 4 238.27
55,502
8 Reservoir 54.65 6 726 194,142 10
5
238.61
65,136
9 Reservoir 94.20 6 726 323,941 100 6 238,96 74,978
Hydrograph
description
DP #910 - 2 YR PRE
DP#910-10YR PR
DP #910 - 100 YR P
DP #910 - 2 YR POS
DP#910-10YR Po
DP #910 - 100 YR P
2 YR OUTFLOW
10 YR OUTFLOW
100 YR OUTFLOW
Page 1
Proj. file: Drainage Point #910.GltWIDF file: City of Raleigh.IDF Run date: 08-20-2007
Reservoir Report
Reservoir No. 1 - EXTENDED DETENTION WTLND
Pond Data
Pond storage is based on known contour areas
F Stage / Storage Table
Stage Elevation
ft ft
0.00 236.00
1.00 237.00
2.00 238.00
3.00 239.00
4.00 240.00
Contour area Incr. Storage Total storage
sgft cuff cuft
22,206 0 0
23,703 22,955 22,955
26,143 24,923 47,878
30,448 28,296 76,173
35,202 32,825 108,998
Culvert / Orifice Structures
[A] [B] [C]
Rise in = 18.0 3.5 0.0
Span in = 18.0 3.5 0.0
No. Barrels = 1 1 0
Invert El. ft = 234.79 236.00 0.00
Length ft = 80.0 0.0 0.0
Slope % = 1.00 0.00 0.00
N-Value = .013 .013 .013
OrIf. Coeff. = 0.60 0.60 0.60
Multi-Stage = ----- Yes No
Stage / Storage / Discharge Table
Stage Storage Elevation Glv A
ft cuff ft cfs
0.00 0 236.00 5.74
1.00 22,955 237.00 10.15
2.00 47,878 238.00 13.09
3.00 76,173 239.00 15.48
4.00 108,998 240.00 17.55
'heir Structures
[D] [q] [B] [C]
0.0 Crest Len ft = 20.00 28.00 0.00
0.0 Crest El. ft = 238.10 238.00 0.00
0 Weir Coeff. = 3.00 3.00 0.00
0.00 Eqn. Exp. = 1.50 1.50 0.00
0.0 Multi-Stage = Yes No ' No
0.00
.000
0.00
No Tailwater Elevation = 0 .00 ft
Page 1
English
[D]
0.00
0.00
0.00
0.00
No
Note: All outflows have been analyzed under Inlet and outlet control.
CIv B
cf Civ C CIv D Wr R Wr B Wr C Wr D Discharge
s cfs cfs cfs cfs cfs cfs cfs
0.00
0
30 --- --- 0.00 0.00 --
- 0.00
.
0
44 --- --- 0.00 0.00 --
-
--- - 0.30
.
0
00 -- --- 0.00 0.00 -_ 0.44
.
0
00 --- 51.23 84.00 ---
-
-- 99.48
. -- --- 157.14 237.59 --- -
- 255.14
Hydrogralph Plot
Hyd. No. 1
DP #910 - 2 YR PRE
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 14.48 ac
Basin Slope = 0.0 %
Tc method = USER
Total precip. = 3.60 in
Storm duration = 24 hrs
Peak discharge = 5.33 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 20 min
Distribution = Type II
Shape factor = 484
English
Total Volume = 30,230 ouft
I ® SCS Runoff - 2 Yr m p ® 5.33 ifs
6-
5-
4-

3-

2-
1
0
0 5 1 0 15 20
25
Time (hrs)
Hyd. 1

Hydrograph Plat
Hyd. No. 2
DP#910-10YR PRE
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 14.48 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.28 in
Storm duration = 24 hrs
Engllsh
Peak discharge = 17.27 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of canc. (Tc) = 20 min
Distribution = Type li
Shape factor = 484
Total Volume = 77,141 cult
2 S Runoff -1® Yr - p 17.27 ds
20
15
0 10
CY
5
0
0 5 10 15 20 25
Time (hrs) -
Hyd. 2

Hydracgraph Plot
Hyd. No. 3
DP#910-100YR PRE
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 14.48 ac
Basin Slope = 0.0 %
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
English
Peak discharge = 42.04 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 20 min
Distribution = Type II
Shape factor = 484
Total Volume = 175,208 cuft
3 - SCS Runoff - 100 'fir 4 p. ? 42.04 its
50
40
30
CY
20-
10-
0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 3

Hydragraph.Plot
Hyd. No, 4
DP #910 - 2 YR POST
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 14.48 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.60 in
Storm duration = 24 hrs
English
Peak discharge = 37.93 cfs
Time interval = 6 min
Curve number = 88.1
Hydraulic length = 0 ft
Time of conc. (Tc) = 14 min
Distribution = Type If
Shape factor = 484
Total Volume = 116,734 cuft
4-SCS Runoff 02YrmQp-37.93ds
40-
30-
42

20

10
0
0 5 1 0 15 20 25
Time (hrs)
Hyd. 4
r
Hydragraph Plot
Hyd. No. 5
DP#910-10YR POST
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 14.48 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.28 in
Storm duration = 24 hrs
English
Peak discharge = 62.30 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
6 min
88.1
0 ft
14 min
Type 11
484
Total Volume = 194,446 cuft
Hydrograph Plot
Hyd. No. 6
DP #910 - 100 YR POST
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 14.48 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
English
Peak discharge = 101.56 cfs
Time interval = 6 min
Curve number = 88.1
Hydraulic length = 0 ft
Time of conc. (Tc) = 14 min
Distribution = Type II
Shape factor = 484
Total Volume = 324,246 cult
6 ° SCS Runoff m 100 Yr e Qp - 101.66 cfs
150
100-
U)
50-
0
0 5 1,10 15 20 25
Time (hrs) -
/ Hyd. 6
Hydrograph Plat
Hyd. No. 7
2 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 4
Max. Elevation = 238.27 ft
Storage Indication method used.
English
Peak discharge = 16.66 cfs
Time interval = 6 rain
Reservoir name = EXTENDED DETENT
Max. Storage = 55,502 cuft
Total volume = 116,432 cuft
Hydrograplh Plot
Hyd. No. 8
10 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 5
Max. Elevation = 238.61 ft
Storage Indication method used.

English
Peak discharge = 54.65 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 65,136 cuft
Total Volume =194,142 cuff
- ou 4U 50 Time (hrs) Hyd. 5 / Hyd. 8
8 - Reservoir ®14 Yr o p = 54.65 cis
Hydrograph Plot
Hyd. No. 9
100 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max, Elevation = 238.96 ft
English
Peak discharge = 94.20 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 74,978 cuft
Storage Indicatton method used.
Total Volume = 323,941 cult
1
Hydr®graph Summary Report
Llyd.
9. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuff
) Return
period

(YT's) Inflow
hyd(s) Maximum
elevation

(ft) Maximum
storage

(cuff) -

1 SCS Runoff 42.19 6 732 239,436 2
2 SCS Runoff 143.28 6 732 636,359 10 ----
3 SCS Runoff 332.96 6 732 1,387,749 100
4 SCS Runoff 29.33 6 732 166,473 2
5 SCS Runoff 99.62 6 732 442,439 10
6 SCS Runoff 231.50 6 732 964,854 100
)
Proj. file: DP #910 UNDISTURB D.PFvfile: City of Raleigh.IDF
Hydrograph
description
2 YR PRE-DEVELOPED
10 YR PRE-DEVELOPE
100 YR PRE-DEVELOP
2 YR POST-DEVELOPE
10 YR POST-DEVELOP
100 YR POST-DEVELO
Run date: 08-20-2007
Page 1
Hydrograph Plot
1 Hyd. No. 1
2 YR PRE- UNDISTURBED AREA
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 114.69 ac
= 0.0%
= TR55
= 3.60 in
=24hrs
English
Peak discharge = 42.19 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.1 min
Distribution = Type 11
Shape factor = 484
Total Volume = 239,438 cuft
I m SCS Runoff - 2 Yr - Qp ® 42.19 efs
50-
40-
30-
20-
10-
0
0 5 10 15 20 25
Time (hrs) --
Hyd. 1
Hydroegraph Plot
Hyd. No. 2
10 YR PRE- UNDISTURBED AREA
English
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 114.69 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 5.38 in
Storm duration = 24 hrs
Peak discharge = 143.28 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.1 min
Distribution = Type 11
Shape factor = 484
Total Volume = 636,359 cult
Hydrograph Plat
Hyd. No. 3
100 YR PRE-UNDISTURBED AREA
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 114.69 ac
= 0.0%
= TR55
= 8.00 in
= 24 hrs
English
Peak discharge = 332.96 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.1 min
Distribution = Type 11
Shape factor = 484
Total Volume = 1,387,749 cuft
3 - SCS Runoff ® 100 `fir m P 332.96 ifs
400
300
200-
100
0
0 5 10 15 20 25
Time (hrs)
Hyd. 3
Hydrograph Plot
Hyd, No. 4
2 YR POST- UNDISTURBED AREA
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 79.74 ac
0.0%
= TR55
= 3.60 in .
= 24 hrs
English
Peak discharge = 29.33 cfs
Time interval = 6 min
Curve number = 60
Hydraulic lengfih = 0 ft
Time of conc. (Tc) = 27.1 min
Distribution = Type II
Shape factor = 484
Total Volume = 166,473 cuft
Hydrogra ph Plat
Hyd. No. 5
10 YR POST- UNDISTURBED AREA
English
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs ,
Drainage area = 79,74 ac
Basin Slope = 0,0%
Tc method = TR55
Total precip, = 5,38 in
Storm duration = 24 hrs
Peak discharge = 99,62 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.1 min
Distribution = Type II
Shape factor = 484
Total Volume = 442,439 cuft
5 SCS Runoff - 10 Yr - p ® 99.62 ifs
100-
80-
60-
40-
20-
0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 5
Hydrograph Plot
Hyd. No. 6
100 YR POST- UNDISTURBED AREA
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 7974 ac
Basin Slope = 0.0%
Tc method = TR55
Total precip. = 8.00 in
Storm duration = 24 hrs
English
Peak discharge = 231.50 cfs
Time interval = 6 min .
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 27.1 min
Distribution = Type II
Shape factor = 484
Total Volume = 964,864 tuft
G

` r
L
1
1

. 1
io 20 25
Time (hrs)
/ Hyd. 6
6 @ CS Runoff -100 Yr - Qp ® 231.50 as
FOND #15
POND HYDROLOGY AREA (AC) CN AVG) Tc (MIN

POST DEVELOPMENT CONDITIONS 39.48 85.0 16.0

POND HYDRAULICS 2YR STORM 1 QYR STORM 100YR STORM

PEAK INFLOW TO POND (CFS
PEAK OUTFLOW FROM POND (CFS)
MAXIMUM WATER SURFACE ELEVATION
MAXIMUM STORAGE VOLUME (CF) 92.03
47.27
198.54
118,689 157.86
132.72
199.30
149,181 265.47
227.30
200.18
186,449

WATER QUALITY FLOW(CFS) VOLUME CF ELEVATION

DATA: 48HR MINIMUM DRAWDOWN TIME 0.51 89,469 197.70

POND GEOMETRICS WIDTH ELEVATION

BOTTOM OF POND 192
00
NORMAL WATER SURFACE .
195
00
EMERGENCY SPILLWAY 20 FEET .
199
00
TOP OF BERM .
201.00

SURFACE AREA AREA (SF) % TOTAL

SURFACE AREA 27,557.4 100
0%
FOREBAY 2,803.9 .
10
2%
HIGH MARSH 9 738 1 .
35
3%
LOW MARSH 12,242.2 .
44
4%
DEEP POOL 2,773.2 .
10.1%

OUTLET STRUCTURE DETAILS SIZE ELEVATION

(A) RISER SIZE (L x W) 4'x6'
(B) TOP OF RISER (WEIR) 197
70
(C OUTLET PIPE DATA 48" PIPE .
191
96
D POND DRAIN DATA 4 INCH .
192
00
(E WATER QUALITY ORIFICE DATA 4.00 INCH .
195
00
(F) STORMWATER ORIFICE n/a .
nla
I POND #15 DESIGN DATA
?
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA AC CN SOIL GROUP

OFFSITE R-4 ZONING 0.00 75 B
CLEARED FIELDS 0.00 69 B
UNDISTURBED WOODED AREAS 39.48 60 B
Total 39.48 60.0 B
POST-DEV. RUNOFF COEFFICIENTS CN C SOIL GROUP

Golf Course 61 0.30 B
Pond Area 98 0.95 B
Lawn/Landscape Area 61 0.30 B
Buildings & Streets 98 0.95 B
Total 85.05 0.72 B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA(AC) IPAPERVIOUS % IIAPERVIOUS
Golf Course
Pond Area
Lawn/Landscape Area
Buildings & Streets
4.37 0.09
1.00 0.02
9.45 0.19
24.66 24.66
24.96 63
POST-DEV. T ME OF CONCENTRATION Te
PER STORM SEWER CALCULATIONS 16 MINUTES
WATER QUALITY P Rv A

WQv=(P)(Rv)(A)/12 RAINFALL(IN) 0.05+0.009(1) AREA (AC)
INPUT VALUES 1 0.62 39
48
WATER QUALITY VOLUME (WQv) (REQ'D) 2.036 .
AC-FT
88,697 CU FT
WQ OUTFLOW: Qmax (48hr drawdown time) 0.51 CFS
WQ ORIFICE SIZE 4 INCH
WQ ORIFICE ELEVATION 195.00 FT
WQ ELEVATION 197.70 FT
WQ VOLUME 89,469 CU FT
Hydrograph Summary Report
y d.
• Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation

(ft) Maximum
storage

(cuff)
1 SCS Runoff 11.80 6 738 84,998 2
2 SCS Runoff 38.87 6 738 216,899 10 ----
3 SCS Runoff 96.11 6 738 492,636 100
4 SCS Runoff 92.03 6 720 282,647 2
5 SCS Runoff 157.86 6 720 487,405 10 ---- ___
6 SCS Runoff 265.47 6 720 834,782 100 ___
7 Reservoir 47.27 6 732 281,869 2 4 198.54 118,689
8 Reservoir 132.72 6 726 486,621 10 5 199.30 149,181
9 Reservoir 227,30 6 726 833,993 100 6 200,18 186,449
Hydrograph
description
DP #15-2YR PRE
DP#15-10YR PRE
DP #15 - 100 YR PR
DP 415 - 2 YR POST
DP #15 - 10 YR POS
DP#15-100YR PO
2 YR OUTFLOW
10 YR OUTFLOW
100 YR OUTFLOW
Page 1
Proj. file: Drainage Point #15,GP OF file: City of Raleigh.IDF Run date: 08-20-2007
Reservoir Report
Reservoir No. 1 - EXTENDED DETENTION WETLND
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
0.00
1.00
2.00
3.00
4.00
5.00
6.00
195.00
196.00
197.00
198.00
199.00
200.00
201.00
Contour area Incr. Sfiorage Total storage
sgft tuft cuff
27,557 0 0
31,390 29,474 29,474
34,125 32,758 62,231
36,860 35,493 97,724
40,366 38,613 136,337
43,873 42,120 178,456
47,380 45,627 224,083
Culvert / Orifice Structures
[A) [13] [C]
Rise in = 48.0 4.0 0.0
Span in = 48.0 4.0 0.0
No. Barrels = 1 1 0
Invert El. ft = 191.96. 195.00 0.00
Length ft = 182.4 0.0 0.0
Slope. % = 1.35 0.00 0.00
N-Value = .013 .013 .000
Crif. Coeff. = 0.60 0.60 0.00
Multi-Stage = ----- Yes No
Stage / Storage / Discharge Table
Stage Storage Elevation
ft cuff ft
0.00 0 195.00
1.00 29,474 196.00
2.00 62,231 197.00
3.00 97,724 198.00
4.00 136,337 199.00
5.00 178,456 200.00
6.00 224,083 201.00
Weir Structures
[D] [A] [B] [C]
0.0 Crest Len ft = 20.00 20.00 0.00
0.0 Crest El. ft = 197.70 199.00 0.00
0 Weir Coeff. = 3.00 3.00 0.00
0.00 Eqn. Exp. = 1.50 1.50 0.00
0.0 Multi-Stage = Yes No No
0.00
.000
0.00
No Tailwater Elevation = 0 .00 ft
Page 1
English
[D]
0.00
0.00
0.00
0.00
No
Note; All oufflows have been analyzed under Inlet and outlet control.
Giv A Glv B Giv C Clv D Wr A Wr B Wr C, Wr D Discharge
cfs cfs cfs cfs cfs cfs oft Cfs cfs
60.93 0.00 --- --- 0.00 0.00 ---
--- 0
00
86.41 0.38 --- --- 0.00 0.00 --- .
0
38
105.48 0.57 --- 0.00 0.00 --- - .
0
57
121.60 0.71 --- --- 9,86 0.00 --- .
10
57
135.82 0.77 --- 88.93 0.00 --- --- .
89
70
148.69 0.00 --- --- 209.29 60.00 -- -- .
208
69
160.52 0.00 --- --- 359.69 169.71 --- - .
330.23
Hydrocgraph Plot
Hyd. No. 1
DP#15-2YRPRE
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 39.48 ac
Basin Slope = 5.3 %
To method = LAG
Total precip. = 3.60 in
Storm duration = 24 hrs
English
Peak discharge = 11,80 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 1498 ft
Time of conc. (To) = 33 min
Distribution = Type li
Shape factor = 484
Total Volume = 84,998 cult
I SCS Runoff - 2 Yr A p -11.80 ds
15
10
14,
U
5
0 4
0 5 10 15 20 25
Time (hrs) -
/ Hyd. 1
Hydrograph Plot
Hyd. No. 2
DP#15-10YR PRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 39.48 ac
= 0.0%
= USER
= 5.28 in
= 24 hrs
English
Peak discharge = 38.87 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 33 min
Distribution = Type II
Shape factor = 484
Total Volume = 216,899 cuff
2 SCS Runoff - 10 Yr - P 38.37 des
40-
30
20-
10- 0
0 5 10 15 20 25
Time (hrs) -
/ Hyd. 2
Hydragraph Plot
Hyd. No. 3
DP#15-100YR PRE
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 39,48 ac
= 0.0%
= USER
= 8.00 in
= 24 hrs
English
Peak discharge = 96,11 cfs
Time interval = 6 min
Curve number = 60
Hydraulic length = 0 ft
Time of conc. (Tc) = 33 min
Distribution = Type Il
Shape factor = 484
Total Volume = 492,636 cult
3 SCS Runoff Q 100 Yr a Cep ? 96.11 ifs
100-
80-
60-
40-
20-
0
0 5 10 15 20 25
Time (hrs)
/ .Hyd, 3
Hydrograph Plot
Herd. No. 4
DP #15 - 2 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 39.48 ac
= 0.0%
= USER
3.60 in
= 24 h rs
English
Peak discharge = 92.03 cfs
Time interval = 6 min
Curve number = 85
Hydraulic length = 0 ft
Time of conc. (Tc) = 16 min
Distribution = Type Il
Shape factor = 484
Total Volume = 282,647 cuft
SCS Runoff e 2 Yr - p 92.03 ds
100-
80-
60-
40-
20-
0 0
5 10 15 20 25
Time (hrs) -
/ Hyd. 4
Hydragraph Plat
' Hyd. No. 5
DP #15 - 10 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
English
Peak discharge = 157.86 cfs
Time interval = 6 min
Curve number = 85
Hydraulic length = 0 ft
Time of conc. (Tc) = 16 min
Distribution = Type 11
Shape factor = 484
Total Volume = 487,405 cuft
5 e SCS Rona 010 Yr - P 157.86 ds
200
150
100
CY
50-
0
0 5 10 15 20 25
Time (hrs)
Hyd. 5
= SCS Runoff
= 10 yrs
= 39.48 ac
0.0%
= USER
= 5.28 in
=24hrs
Hydrograph Plot
Hyd. No. 6
DP ##15 - 100 YR POST
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 39.48 ac
= 0.0 %
= USER
= 8.00 in
= 24 h rs
English
Peak discharge = 265.47 cfs
Time interval = 6 min
Curve number = 85
Hydraulic length = 0 ft
Time of conc. (Tc) = 16 min
Distribution = Type II
Shape factor = 484
Total Volume = 834,782 tuft
6 e SCS Runoff - 100 'fir - p ® 265.47 efs
Time (hrs)
/ Hyd. 6
Hydrograph Plot
Hyd. No. 7
2 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd, No. = 4
Max. Elevation = 198.54 ft
Storaoe Indlcatlon method used.
7 - Reservoir a 2 Yr - p = 47.27 cis

Total Volume = 281,869 cuft
1t" ou 80
The (hrs) --
Hyd. 4 / Hyd. 7
English
Peak discharge = 47,27 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max, Storage = 118,689 cult
Hydrvgraph Plot
10 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 10 yrs
inflow hyd. No. = 5
Max. Elevation = 199.30 ft
Storage Indication method used.
English
Peak discharge = 132.72 cfs
Time interval = G min
Reservoir name = EXTENDED DETENT
Max. Storage = 149,181 cult
Total Volume = 486,621 cuft
® - Reservoir - 10 Yr - p = 132.72 ds
42
J LU 25 30
Time (hrs) --
? Hyd. 5 Hyd. 8
Hydrograph Plat
i Hyd. No. 9
100 YR OUTFLOW
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 200.18 fit
Storage Indication method used.
English
Peak discharge = 227.30 cfs
Time interval = 6 min
Reservoir name = EXTENDED DETENT
Max. Storage = 186,449 coil
Total Volume = 833,993 tuft

402
0
1
CY
1
'J 2u 25
Hyd' 6 Hyd. 9
9 ® Resenloir - 100 yr. p 27.30 ? -q
Appendix
Storm Sewer Tributary Map
Brief Overview:
® The tributary areas to each storm sewer catch basin or curb inlet are shown on
map.
Appendix
Storm Sewer Calculations
Brief Overview:
e
We utilized the Rational Method to determine flows to individual catch basins.
® The storm seiner pipes are sized for full flow at the 10-year storm event.
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Appendix
Pavement Spread and Inlet Capacity
Brief Overview:
The inlet locations have been designed to limit the spread on the pavement to
meet the City of Raleigh's design requirements.
The curb inlets in the roadway are placed in such a way that the spread of water
the 2-year storm does not exceed one half of a lane width on 2 or 3 lane streets
and one lane width on wider streets.

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Appendix F
Culvert Calculations
Brief Overview;
a Our culvert design calls for an 84" pipe under Public Street 1 East.
o The culvert tributary map shows the tributary area to the culvert.
o The flow through the culvert was determined using the SCS TR-20 Method.
0 Data sheets showing the design data and flow information are included.
Culvert Report
Hydraflow Express by Intelisoive
Culvert for Neuse River
Invert Elev Dn (ft) = 214.60
Pipe Length (ft) = 110.00
Slope (%) = 1.50
Invert Elev Up (ft) = 216.25
Rise (in) = 84.0
Shape = Cir
Span (in) = 84.0
No. Barrels = 1
n-Value = 0.012
Inlet Edge = Projecting
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5
Embankment
Top Elevation (ft) = 234.83
Top Width (ft) = 90.00
Crest Width (ft) = 300.00
Elev (ft)
238.00
234.00
230.00
226.00
22200
21 S.DO
214.00
210.00
Culvert for Meuse River

ln
cori of
-- --
!ai??`f.,

17.75
13.75
9.75
5.75
1.75
-2.25
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 -6.25
Or Culvert ^° HGL Embank
Reach (ft)
Wednesday, Nov 21 2007
Calculations
Qmin (cfs) = 166.03
Qmax (cfs) = 370.00
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 366.03
Qpipe (cfs) = 366.03
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 10.38
Veloc Up (ft/s) = 12.27
HGL Dn (ft) = 220.63
HGL Up (ft) = 221.32
Hw Elev (ft) = 224.06
Hw/D (ft) = 1.12
Flow Regime = Inlet Control
Hw Depth (ft)
21.75
0 V66- ? Depth HGL
Total Pipe` Over; Dh " Up ?', Dn t UP Dn
77
-
(efs) (cfs) ; (Cfs) (rt/s) (ftlS)` (in) ; . (In)-'' (ft)
166.03 166.03 0.00 5.44 9.10 62.14 40.29 219.78
191.03 191.03 0.00 6.10 9.51 63.72 43.44 219.91
216.03 216.03 0.00 6.74 9.92 65.18 46.37 220.03
241.03 241.03 0.00 7.37 10.32 66.54 49.07 220.14
266.03 266.03 0.00 8.00 10.74 67.77 51.54 220.25
291.03 291.03 0.00 8.60 11.14 68.99 53.98 220.35
316.03 316.03 0.00 9.20 11.51 70.19 56.37 220.45
341.03 341.03 0.00 9.80 11.91 71.26 58.52 220.54
366.03 366.03 0.00 10.38 12.27 72.40 60.80 220.63
Hydraflow Express - Culvert for Neuse River - 11/21/07 1
FiGI
UP s Hw' HVv/D
(ft) (ft) ;. - - -
219.61 220.98 0.68 „
219.87 221.39 0.73
220.11 221.78 0.79
220.34 222.17 0.85
220.55 222.55 0.90
220.75 222.93 0.95
220.95 223.31 1.01
221.13 223.69 1.06
221.32 224.06 1.12
Hydraflow Express - Culvert for Neuse River - 11/21/07 2
Hydrograph Summary Report Page 1
Hydrograph Plot
Hyd. No. 1
2 YR CULVERT
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
English
= SCS Runoff Peak discharge = 74.92 cfs
= 2 yrs Time interval = 6 min
= 84.71 ac Curve number = 70
= 0.0% Hydraulic length = 0 ft
= USER Time.of conc. (To) _ 20 min
= 3.60 in Distribution = Type li
= 24 hrs Shape factor = 484
Total Volume = 329,140 cuft
1 - SCS Runoff - 2 Yr - p -74.92 DTs
80-
60-
4-'
40-
20-
0
0 5 10 15 20 25
Time (hrs) -
Hyd. 1
Hydroegraph Plot
Hyd. No. 2
10 YR CULVERT
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
English
= SCS Runoff Peak discharge = 166.03 cfs
= 10 yrs Time interval = 6 min
= 84.71 ac Curve number = 70
= 0.0% Hydraulic length = 0 ft
= USER Time of conc. (Tc) = 20 min
= 5.28 in Distribution = Type 11
= 24 hrs Shape factor = 484
Total Volume = 690,717 cuff
2 SCS Runoff - 10 Yr - Qp ®196.03 cfs
200-
150-
L
U 100
C
50
0
0 5 1,0 15 20 25
Time (hrs)
Hyd. 2
Hydrograph Plot
Hyd. No. 3
100 YR CULVERT
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
English
= SCS Runoff Peak discharge = 337.33 cfs
= 100 yrs Time interval = 6 min
= 84.71 ac Curve number = 70
= 0.0 % Hydraulic length = 0 ft
= USER Time of conc. (Tc) = 20 min
= 8.00 in Distribution = Type II
= 24 hrs Shape factor = 484
Total Volume = 1,372,755 cuft
3 ° SCS Runoff 4100 Yr ® Qp ® 337.33 cis
400-
300-
200-
100-
0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 3