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Soil & Environmental Co*ly'A
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
September 18, 2009
S&EC Project # 4865.P1
DWQ No. # 06-0447, Ver. 2
Division of Water Quality
Attn: Ian McMillan/Annette Lucas
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
Re: Reply to the Division of Water Quality's August 5, 2009 request for additional
information
Olde Towne
Wake County, North Carolina
Dear Mr. McMillan and Ms. Lucas:
This letter is in response to your letter dated August 5, 2009 which requested additional
information for the proposed Olde Towne development. The following restates your
questions/comments and is then followed by our response.
Additional Information Requested
1. Please provide a clear, current summary of the current status of the
stormwater management plan for each phase of the project.
Please see the attached letter from Priest, Craven & Associates which addresses this
comment in detail.
2. For each phase that is currently approved by the City of Raleigh, please
provide documentation of the City's approval of the stormwater management
plan for this project by providing EITHER:
• The outlet devices for the Wet Detention Ponds must be redesigned such that
A valid approval letter from the City of Raleigh indicating that the proposed
activity has an approved SMP and one copy of the approved SMP, including
plan details, calculations and other supporting information, OR.
• A set ofstormwaterplan details and calculations stamped as "Approved" by
the City of Raleigh.
Please see attached exhibit "C" provided by the City of Raleigh.
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
3. Any phases of the project that are proposed to be treated by a wet detention
pond must meet the requirements of the Neuse Buffer Rule. Per the
requirements of the Neuse Riparian Buffer Rule, all stormwater drainage
that is not being treated by a BMP that removes 85% of TSS and 30% of TN
must be discharged through a correctly designed level spreader. Level
spreader design requirements are set forth in Chapter 8 of the North
Carolina Stormwater BMP Manual, available at:
http://h2o.enr.state.nc.us/su/bmp- orms.htm. Please provide on Level
Spreader Supplement Form for each proposed leve3l spreader, available at
the same web address. Please include the Required Items checklist and all
items listed therein.
Please see the attached letter from Priest, Craven & Associates which addresses this
comment in detail.
4. For any phases of the project that do not yet have approved stormwater
management plans from the City of Raleigh, Please provide a conceptual
stormwater management plan for the project that includes the following:
a. A depiction of the drainage areas on the site.
b. An estimation of the percentage imperviousness associated with
each of the drainage areas.
c. A calculation of the water quality volume associated with each
drainage area.
d. A depiction of a proposed BMP (state the type of BMP you plan to
use) on the site plan that is correctly sized based on the water quality
volume.
Please see the attached letter from Priest, Craven & Associates which addresses this
comment in detail.
Please feel free to call me if you require any further explanation.
Sincerely
Nicole J. homson
Regulatory Specialist
Attachments: 5 copies of Response letter
5 copies of DWQ Request For More Information Letters (dated August 5, 2009)
5 copies of Revised Stormwater Management Plans
A ??
A"
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
August 5, 2009
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Charles A. Buttle
National City Bank
One Chagrin Highlands
2000 Auburn Drive, Suite 400
Beachwood, OH 44122
Subject Property: Olde Towne
Walnut Creek [030402, 27-34-(4), C, NSW]
Walnut Creek [030402,27-34-11, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Buttle:
Dee Freeman
Secretary
DWQ Project # 06-0447, Ver. 2
Wake County
On June 6, 2008, the Division of Water Quality (DWQ) received your application dated June 6, 2008, to
fill or otherwise impact 0.4375 acres of 404/wetland (0.1752 acres permanent impact and 0.2623 acres
temporary impact), 803 linear feet of stream (300 linear feet permanent, perennial stream impact, 114
temporary, perennial stream impact, 49 linear feet permanent, intermittent stream impact, and 340 linear
feet temporary, intermittent stream impact) and 36,710 square feet of Zone 1 Neuse River basin protected
riparian buffers and 27,840 square feet of Zone 2 Neuse River basin protected riparian buffers to
construct a residential development at the site. On August 14, 2008, August 26, 2008, and June 16, 2009,
the DWQ received additional information from you, however, the DWQ has determined that your
application remains incomplete and/or provided inaccurate information as discussed below. The DWQ
will require additional information in order to process your application to impact protected wetlands
and/or streams on the subject property. Therefore, unless we receive five copies of the additional
information requested below, we will place this project on hold as incomplete until we receive this
additional information. If we do not receive the requested information, your project will be formally
returned as incomplete. Please provide the following information so that we may continue to review your
project.
Additional Information Requested:
1. Please provide a clear, current summary of the current status of the stormwater management plan
for each phase of this project.
2. For each phase that is currently approved by the City of Raleigh, please provide documentation of
the City's approval of the stormwater management plan for this project by providing EITHER:
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
Location: 2321 Crabtree Blvd., Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone]
Internet: http://h2o.enr.state.nc.us/ncwetlands/
NorthCarolina
naturally
An Equal Opportunity 1 Affirmative Action Employer
National City Bank
Page 2 of 2
August 5, 2009
• A valid approval letter from the City of Raleigh indicating that the proposed activity has an
approved SMP and one copy of the approved SMP, including plan details, calculations and
other supporting information, OR
• A set of stormwater plan details and calculations stamped as "Approved" by the City of
Raleigh.
Any phases of the project that are proposed to be treated by a wet detention pond must meet the
requirements of the Neuse Buffer Rule. Per the requirements of the Neuse Riparian Buffer Rule,
all stormwater drainage that is not being treated by a BMP that removes 85% of TSS and 30% of
TN must be discharged through a correctly designed level spreader. Level spreader design
requirements are set forth in Chapter 8 of the North Carolina Stormwater BMP Manual, available
at: http://h2o.enr.state.nc.us/su/bmp forms.htm. Please provide one Level Spreader Supplement
Form for each proposed level spreader, available at the same web address. Please include the
Required Items checklist and all items listed therein.
4. For any phases of the project that do not yet have approved stormwater management plans from
the City of Raleigh, please provide a conceptual stormwater management plan for the project that
includes the following:
a. A depiction of the drainage areas in the future phases.
b. An estimation of the percentage imperviousness associated with each of the drainage
areas.
c. A calculation of the water quality volume associated with each drainage area.
d. A depiction of a proposed BMP (state the type of BMP you plan to use) on the site plan
that is correctly sized based on the water quality volume.
Please submit this information within 30 calendar days of the date of this letter. If we do not receive this
requested information within 30 calendar days of the date of this letter, your project will be withdrawn and
you will need to reapply with a new application and a new fee.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters or
protected buffers. Please be aware that any impacts requested within your application are not authorized (at
this time) by the DWQ. Please call Ms. Cyndi Karoly or Mr. Ian McMillan at 919-733-1786 if you have
any questions regarding or would like to set up a meeting to discuss this matter.
Sinc ely, OL
zqu Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/Ym
cc: Lauren Witherspoon, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Nicole Thomson, S&EC, P.A., 11010 Raven Ridge Road, Raleigh, NC 27614
Filename: 060447 V er2OldeTowne(W ake)On_Hold2
' P?D
PRIEST, CRAVEN & ASSOCIATES"INO 99
wt l LmoS AND STdtiliWATER BRANCH
LAND USE CONSULTANTS
PLANNERS/LANDSCAPE DESIGNERS/ENGINEERS/SURVEYORS
LETTER OF TRANSMITTAL
Attention:
Ian J. McMillan, PWS, GISP Date:
September 17, 2009
To: NC Division of Water Quality
Coordinator 401/Wetlands Permitting and Oversight Unit Regarding:
Olde Towne - DWQ Project # 06-0447
2321 Crabtree Blvd. Suite 250 Request For More Information
Raleigh, NC 27604

Sending Attached By: ( )Mail ( )Fax ( )PC&A ( )Overnight ( )Pickup ( Other
( )Specifications ( )Computer Disk (See Note) ( )Contracts
( X )Plans/Prints ( X )Letters (X )Other
Number of
Copies Number of
Sets Project
Number Description
5 2009-007.002 Response Letter to Request For More Information
5 2009-007.002 Additional Information Requested and Supporting Documentation

These Are Being Sent:
(X )For Your Approval ( )For Review/Comment (X )As Requested By: DWQ
(X )For Your Use/Information ( )For Your Signature ( )Other
Notes: Please find attached our response to our Request For More Information DW Project #06-0447
dated August 5, 2009. If you have an questions or require an additional information, lease let us know.
Thanks in advance for our time and consideration.

Note: Priest, Craven & Associates, Inc. accepts no liability, expressed or implied .
for the accuracy or the currentness of my information data transmitted by computer
disk to others. Signature: t??-77
Brad q e ? V owl i ncl,
F
3803 B Computer Drive, Suite 104, Raleigh, NC 27609 Phone [phone] Fax [phone] Email: [e-mail]
Alpha: Numeric:
PRIEST, CRAVEN, & ASSOCIATES, INC.
LAND USE CONSULTANTS (?
September 17, 2009
Ian J. McMillan, PWS, GISP E P 1 R 2009
Coordinator 401 /Wetlands Permitting and Oversight Unit
2321 Crabtree Blvd. Suite 250 DknR • roAfER UAUTY
YIETLAIIDS AND STORM WAIN ellAllCll
Raleigh, NC 27604
Re: Olde Towne - DWQ Project # 06-0447
Dear Ian,
In the following letter, we have addressed your Request For More Information for the above-referenced project.
A narrative responding to each of the additional information requests from the North Carolina Division of Water
Quality is provided within this letter.
We have included three exhibits as supporting documentation for this response letter. Please see the attached
Exhibits "A", "B", and "C".
Two of the exhibits are overall exhibits for the Olde Towne Project. Exhibit "A" is an Overall Stormwater
Management Plan Exhibit prepared by our office and Exhibit "B" is an Overall Subdivision Plan prepared by
Elam, Todd, D'Ambrosi (ETD). Exhibit "B" has been included for reference to show the most current Lot and
Tract information for the project. It should be noted that the layout shown on Exhibit "A" is generally based on
the original Master Plan approved by the City of Raleigh under Raleigh Master Plan Case #MP-1-03 and is
slightly different than the later ETD layout shown on Exhibit "B". The differences in the two layouts have little
effect on the Overall Stormwater Management Plan for the project. The drainage patterns, lot/unit counts, and
impervious surface amounts are in general accordance between the two exhibits. For all areas of future
development that do not currently have a Stormwater Management Plan (SMP) approved by the City of Raleigh, a
final SMP will be submitted to the City for review and approval based on future Preliminary and Construction
Plans approved by the City of Raleigh for the Olde Towne Development.
The third Exhibit "C" is the approved stormwater plans, details, calculations, and paperwork provided to us by the
City of Raleigh for Olde Towne - Phases 13-25.
Narrative response to Request For More Information (responses in blue):
Please provide a clear, current summary of the current status of the stormwater management plan
for each phase of this project.
The Final Stor nwater Management Plan for Olde Towne - Phases 13-25, designed by ADR, has
been approved by the City of Raleigh. This final plan is an extension of the Preliminary
Stormwater Management Plan approved by the City of Raleigh under Raleigh Preliminary Case
#S-45-06. Eight BMP devices (six extended detention wetlands & two wet detention ponds) were
approved by the City in the final SMP. Based on the drainage patterns for the overall
development, the eight BMP devices included in the approved SMP were sized to account for
areas of future development that will discharge into these eight devices. The areas in green on the
attached Exhibit "A" depict the approximate drainage areas that these eight stormwater devices
have been designed for and approved by the City of Raleigh.
PLANNERS / LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609, Phone: [phone] Fax [phone]
The Lots and Tracts included in the Final Stormwater Management Plan approved by the City of
Raleigh are: Lot 5003 - Tract SF-5, Tract TH-1, and Tract TH-3. Future Development Lots and
Tracts included in the Final Stormwater Management Plan approved by the City of Raleigh are:
Lot 5004 - a portion of MR-1, Lot 5005 - Tract TH-6, Tract RR-2, a portion of Tract RR-1, a
portion of Tract VR-1, a portion of VR-2, Lot 5006 - Tract TH-4, a portion of Tract TH-7, and
Lot 5007 - a portion of Tract TH-5. See Exhibit "B" for Lot and Tract information.
The Stormwater Management Plan for SF-1 has preliminary approval from the City of Raleigh
under Raleigh Case #5-45-06. The areas in blue on the attached Exhibit "A" depict the
approximate drainage areas that the BMP devices in SF-1 have been designed for and Preliminary
SMP approval issued by the City of Raleigh.
The Lots and Tracts included in the Preliminary Stormwater Management Plan approved by the
City of Raleigh are: Lot 5003 - Tract SF-1. See Exhibit "B" for Lot and Tract information.
The Stormwater Management Plans for the remainder of Olde Towne have not been approved by
the City of Raleigh. The areas in red on the attached Exhibit "A" depict the approximate drainage
areas that will be treated by stormwater BMP devices in the future development of Lots and
Tracts that currently do not have a SMP approved by the City of Raleigh.
The Lots and Tracts that do not have a Preliminary or Final Stonnwater Management Plan
approved by the City of Raleigh are: Lot 5003 - Tract TH-2, Lot 5004 - a portion of MR-1, Lot
5005 - a portion of Tract RR-1, a portion of Tract VR-l, a portion of VR-2, Lot 5006 - a portion
of Tract TH-7, Lot 5007 - a portion of Tract TH-5, Lot 5008 - Tract C-1, Lot 5010 - Tract SF-2,
Lot 5011 Tract SF-4, Lot 5012 - Tract SF-3, Lot 5013 Tract SF/TH-3, Lot 5015 SF/TH-1,
and Lot 5016 - Tract SF/TH-2. See Exhibit "B" for Lot and Tract information.
Tract RS-1 and RS-2 on the west side of New Hope Road are under separate ownership and have
not been included as part of this submittal. The owner/developer of Tracts RS-1 and RS-2 will be
responsible for submitting a Final SMP for review and approval by the City of Raleigh during the
City's future development review process for those Tracts.
2. For each phase that is currently approved by the City of Raleigh, please provide documentation of
the City's approval of the stormwater management plan for this project by providing EITHER:
A valid approval letter from the City of Raleigh indicating that the proposed activity has
an approved SMP and one copy of the approved SMP, including plan details, calculations
and other supporting information, OR
A set of stormwater plan details and calculations stamped as "Approved" by the City of
Raleigh.
Please see Exhibit "C" for a set of approved stormwater plans, details, calculations, and
paperwork provided to us by the City of Raleigh for Olde Towne - Phases 13-25. These
approved documents are referenced under City of Raleigh Transaction #214550 and City of
Raleigh Stormwater Tracking Permit #33834. Plan Details for each of the eight BMP devices
(six extended detention wetlands & two wet detention ponds) are the 24" X 36" Sheets included
with Exhibit "C" that have Raleigh's Approval Block signed by the City of Raleigh's
Conservation Engineering Department indicating their official approval on January 10, 2008.
Any phases of the project that are proposed to be treated by a wet detention pond must meet the
requirements of the Neuse Buffer Rule. Per the requirements of the Neuse Riparian Buffer Rule, all
stormwater drainage that is not being treated by a BMP that removes 85% of TSS and 30% of TN
must be discharged through a correctly designed level spreader. Level spreader design requirements
are set forth in Chapter 8 of the North Carolina Stormwater BMP Manual, available at:
http//:h2o.enr.state.nc.us/su/bmp forms.htm. Please provide one Level Spreader Supplement Form
for each proposed level spreader, available at the same web address. Please include the Required
Items checklist and all items listed therein.
Currently, only two stormwater BMP devices for the Olde Towne Development are planned to be wet
detention ponds. Both of these ponds have been approved by the City of Raleigh in the Final
Stonnwater Management Plan for Olde Towne - Phases 13-25. Please see Exhibit "C".
The Wet Pond at DP#3 is upstream of the Wet Pond at DP#2. The flow from the outlet pipe of the
Wet Pond at DP#3 discharges upstream of the Wet Pond at DP#2. The discharge from the Wet Pond
at DP#3 will flow through the Wet Pond at DP#2 and there will be no direct discharge into a Neuse
Buffer; therefore, no level spreader is required at the outlet of the Wet Pond at DP#3.
The outlet of the Wet Pond at DP#2 discharges to an existing pipe under Rock Quarry Road and there
will be no direct discharge into a Neuse Buffer; therefore, no level spreader is required at the outlet of
the Wet Pond at DP#2.
4. For any phases of the project that do not yet have approved stormwater management plans from the
City of Raleigh, please provide a conceptual stormwater management plan for the project that
includes the following:
a. A depiction of the drainage areas in the future phases.
b. An estimation of the percentage imperviousness associated with each of the drainage areas.
c. A calculation of the water quality volume associated with each drainage area
d. A depiction of a proposed BMP (state the type of BMP you plan to use) on the site plan that is
correctly sized based on the water quality volume.
All of the information requested above has been provided on Exhibit "A" for any future development
areas that do not have a Preliminary or Final Stormwater Management Plan approved by the City of
Raleigh.
All tract layouts, drainage areas, impervious surface information, calculations, stormwater BMP types, stonnwater
BMP sizes, stonnwater BMP shapes, and stormwater BMP locations shown on Exhibit "A" for areas that do not have
a Preliminary or Final SMP approved by the City of Raleigh are preliminary in nature and subject to change based on
future Preliminary and Construction Plans approved by the City of Raleigh for the Olde Towne Development. The
owner/developer will be responsible for submitting a Final SMP for review and approval to the City of Raleigh during
the City's future development review process for any future development areas that do not have a SMP approved by
the City of Raleigh.
As requested, we have included five copies of the additional information requested along with five copies of the
response letter. If you have any further questions or require any additional information, please do not hesitate to
call. We will be happy to assist you in any way that we can. Thank you in advance for your time and
consideration.
Sincerely,

Bradley Bowling, PE
Priest, Craven, & Associates, Inc.
CC: Mr. Charles Buttle, National City Bank
Nikki Thomson, Soil and Environmental Consultants, PA
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DENR • WATER QUALITY
yETIJM AND STOWAWA RRAWA
• EXHIBIT "C"
•
Address: ROCK QUARRY RD (5205)
Groups at Address
Group: 182397
Grading
Permit 33834
Work Type
Storm Water Tracking
Designer

Inspections Required
Nitrogen Llbs. Best Management Practice
-:j
21
Offset Fee 149165.45 Conditions / Comments
Acres Approved §4.32 8 BMP'S - 2 WET PONDS, 6 EXTENDED
Acres Impervious 10 DETENTION WELANDS.
ed By: LOCKLEARSP Authorized Work FINE GRADING PHASES 13-25
Plan Routing
Application
Fees Ditto
Permits On/Off 1
Save.
is
7I Transaction: 214550
OL®E TOKINE 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 94, 95, #,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.
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Wet Pond
Drainage Point #2 City of Ralei h 2002
Design Requirement Meets?
Drainage Area (acres) 15.81
Percent Impervious Cover 39%
SA/DA 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 1'0% 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
0

•
Wet Pond
Drainage Point #3 City of Raleigh (2002)
Design Requirement Meets?
Drainage Area (acres) 14.04
Percent Impervious Cover 5%u
SA/DA Ratio 0.59 - _
Surface Area Required 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
Forebay 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
0
•
•
Extended Detention Wetland
Drainage Point #4 City of Raleigh (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
Deep Pool 9.4% 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
0
•
0
Ext ended Detention Wetland
Drainage Point #5 City of Rail i 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
Forebay 11.0% 10% Yes
High Marsh 35.0% 35% Yes
Low Marsh 44.2% 45% Yes
Deep 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
11
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0
Extended Detention Wetland
Drainage Point #6 City of Raleigh (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
Forebay 10.2% 10% Yes
High Marsh 35.1% 35% Yes
Low Marsh 44.7% 45% Yes
Deep 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

•
•
Ext ended 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
is
•
•
Ext ended Detention Wetland
Drainage Point #910 Cit 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
Forebay 10.0% 10% Yes
High Marsh 34.4% 35% Yes
Low Marsh 45.5% 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 #15 City of Raleigh 2002
Design Requirement Meets?
Drainage 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
Forebay 10.2% 10% Yes
High Marsh 35.3% 35% Yes
Low Marsh 44.4% 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
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W
DRAINAGE POINTS #2 & #3
TOTAL PRE-DEVELOPED OUTFLOW (CFS} 2YR STORM 90YR STORM 10DYR STORM DETENTION
EQUIRED?

TOTAL- POST-DEVELOPMENT OUTFLOW (CFS) 19.63
1 51.08
112.38
YES
YES
4.44 43.19 75.87
WATER-
DRAINAGE POINT #4
P12E-DEl/ELOpEO OUTFLOW (CFS)
Z2YRSTORM
l0YR STORM
1 DOYR STORM DETENTION
REQUIRED? QUALITY
PROVIDED'
POST-DEVELOPMENT OUTFLOW (CFS) 10.19 25.28 YES YES
3.45 32.97 56.09
E
::EZ R
DRAINAGEPOINT#5
ii :i: PRE-DEVELOPED OUTFLOW (CFS)
M
V
OY7RSTORM
:100YR?:S?TORM DETENTION
REQUIRED? QUALITY
PROVIDED'

POST-DEVELOPMENT OUTFLOW (CFS)
7.44
24.12
58.70
NO .
YES
29.39 65.99 118.10

DRAINAGEPOINT#6
PRE-DEVELOPED OUTFLOW (CFS)
2YR STORM
VIVO STORM
100YR SM
TOR
DETENTION
REQUIRED? =
PROVIDEDI
POST-DEVELOPM
ENT OUTFLOW CFS
( )
5'.3
17.03
39.88
NO
YES
25.33 67.09 96.17

DRAINAGE POINT #76
PRE-DEVELOPED OUTFLOW (CFS)
2YR STORM
90YR STORM
100YR STORM
DETENTION
REQUIRED? =PROVIDED?
POST-DEVELOPMENT OUTFLOW (CFS) 7.19 23.68 58.55 NO YES
63.88 93.72 155.89
LIKAINAGEPOINT#910
PRE-DEVELOPED OUTFLOW (CFS) TOTAL
( )
12,1`1:1 STORM
VIVO STORM 11
100YR STORM 1 DETENTION
REQUIRED? QUALITY
PROVIDE

DRAINAGE AREA ROUTED THROUGH POND
47.52
160.55
375.00
YES D

YES
UNDISTURBED AREA
POST-DEVELOPMENT OUTFLOW (CFS) (TOTAL) 5.33
42.19 17.27
143.28 42.04
332.96

DRAINAGE AREA ROUTED THROUGH POND 45.911 154 27
325.70
UNDISTURBED AREA 16.66
29.33
99
99.65
62 9420
. 23t6
31.60
DRAINAGE POINT#15
PRE-DEVELOPED OUTFLOW (CFS)
2YR STORM
VIVO STORM
100YR STORM DETENTION
REQUIRED? QUALITY
PROV
'
POST-DEVELOPMENT OUTFLOW CFS
)
(
11.80
38.67
96.19
NO IDED

4727
132.72
227.30 YES

{
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POND #2
POND HYDROLOGY AREA AC CN AVG 7c K
POST DEVELOPMENT CONDITIONS
15.81 79.7 15.0
POND HYDRAULICS 2YR STORM R 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 ELEVATIOI4
(A) RISER SIZE (L x W)
(B) TOP OF RISER (WEIR)
(C) OUTLET PIPE DATA
(D) POND DRAIN DATA
(E) WATER QUALITY ORIFICE DATA
(F) STORMWATER ORIFICE
4'x6'
259.80
36" PIPE 255.02
4INCH 256.00
3.00 INCH 259.00
n/a n/a

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POND #2 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA a) I CN SOIL GROUP
OFFSITE R-4 ZONING
CLEARED FIELDS
UNDISTURBED WOOI
Total
2.10 75 B
3.70 69 B
10.01 60 B
LOST-DEV. RUNOFF COEFFICIENTS CN C
SOtL 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 iMPIrRVIOUS % IMPERVIOUS
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 wr n• .
__
39%
POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 15 MINUTES
WATER QUAUTy P Rv A
WQv--(P)(Rv)(A)/12 RAINFALL(IN) 0.05+0.009(1)
INP
UT VALUES 1 0.40
ATER
AREAS
Ktu.u)
WQ OUTFLOW: Qmax (48hr drawdown time)
WO ORIFICE SIZE
WQ ORIFICE ELEVATION
WQ ELEVATION
WQ VOLUME
23,019 CU FT
0.13 CFS
3 INCH
259.00 FT
259.80 FT
25,388 CU FT
AREA (AC)
15.81

•
i
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i
POND #3
POND HYDROLOGY AREA AC CN AVG Tc MIN
POST DEVELOPMENT CONDITIONS
14.04 63.5 20.0
POND HYDRAULICS 2YR STOI.Mi 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 VOLUME CF ELEVATION
DATA: 48HR MINIMUM DRAWDOWN TIME 0.04 6,937 269.10
POND GEOMETRICS WIDTH ELEVATION
BOTTOM OF POND
NORMAL WATER SURFACE
EMERGENCY SPILLWAY
TOP OF BERM
265.00
269.00
15 FEET 269.50
271.00
OUTLET STRUCTURE DETAILS SIZE ELEVATION
(A) RISER SIZE (L x W)
(B) TOP OF RISER (WEIR)
(C) OUTLET PIPE DATA
(D) POND DRAIN DATA
(E) WATER QUALITY ORIFICE DATA
(F) STORMWATER ORIFICE
4'x6'
269.40
12" PIPE 264.92
4INCH 265.00
2.50 INCH 269.00
n/a Na
0
t
t
I POND #3 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA AC CN SOIL GROUP

OFFSITE R-4 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 CN C SOIL GROUP
Golf Course
Pond Area
Total
61 0.30 B
98 0.95 B
63.50 0.34 B
POST DEV. DRAINAGE AREA BREAKDOWN AREA AC IMPERVIOUS 1-6/6-Imp
ERVIOUS
Golf Course
Pond Area
Total
13.09 0.65
0.95 0.02
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)(AN12
INPUT VALUES RAINFALL(IN) 0.05-0.009(1) AREA (AC)

WATER QUALITY VOLUME (WQv) (REQ'D) 1
0.109 0.09 14.04
AC-FT

WO OUTFLOW: Qmax (48hr drawdown time) 4,749
0.04 CU FT
CFS
WQ ORIFICE SIZE 2.5 INCH
WQ ORIFICE ELEVATION 269.00 FT
WO ELEVATION 269.10 FT
WQ VOLUME 6,937 CU FT
0
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S
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
MAXIMUM STORAGE VOLUME(CF) 227.29
14,617 227.62
17,360 227.80
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 .
4%
9
HIGH MARSH 1,810.4 .
38
6%
LOW MARSH
DEEP POOL 2,006.6
439.5 .
42.7%
9.4%

OUTLET STRUCTURE DETAILS SIZE ELEVATION

A RISER SIZE L x W 4'x6'
B TOP OF RISER WEIR
C OUTLET PIPE DATA
30" PIPE 227.20
224
20
D POND DRAIN DATA 4 INCH .
224
20
E WATER QUALITY ORIFICE DATA 1.50 INCH .
225
00
F STORMWATER ORIFICE Na .
n/a
0
POND #4 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA AC CN SOIL GROUP
OFFSITE R-4 ZONING 0.00 75 B
i CLEARED FIELDS 0.00 69 B
f UNDISTURBED WOODED AREAS 12.32 60 B
Total
y 12.32 60.0 B
!
POST-DEV. RUNOFF COEFFICIENTS CN C SOIL GROUP
Golf Course 61 0.30 B
1 Pond Area 98 0.95 B
Multi-family (R-10) 85 0.60 B
E Road Right of Way 95 0.85 B
Total 67.49 0.39 B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA (AC) I 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
i p Rv A
WQv=(P)(Rv)(AU12 RAINFALL(IN) 0.05+0.009(1) AREA (AC)
INPUT VALUES 1 0.19 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
WQ ELEVATION 227.20 FT
WQ VOLUME 8,971 CU FT
0

POND #5
POND HYDROLOGY AREA AC CN AVG Tc MIN

POST DEVELOPMENT CONDITIONS 20.22 78.7 18.0

POND HYDRAULICS 2YR STORM 10YR STORM 100YR STORM

PEAK INFLOW TO POND CFS 35.66 67.54 122.02
PEAK OUTFLOW FROM POND CFS' 25.00 64.30 117.38
MAXIMUM WATER SURFACE ELEVATION 236.05 236.36 236.66
MAXIMUM STORAGE VOLUME CF 39,482 48,204 57,419

WATER QUALITY FLOW CFS VOLUME CF ELEVATION

DATA: 48HR MINIMUM DRAWDOWN TIME 0.25 30,940 235.70

POND GEOMETRICS WIDTH ELEVATION

BOTTOM OF POND 232.00
NORMAL WATER SURFACE 234.00
EMERGENCY SPILLWAY 20 FEET 235.70
TOP OF BERM 237.00

SURFACE AREA AREA SF % TOTAL

SURFACE AREA 17,358.3 100.0%
FORESAY 1,915.2 11.0%
HIGH MARSH 6,072.5 35.0`Yo
LOW MARSH 7,664.0 44.2%
DEEP POOL 1,706.6 9.8%

OUTLET STRUCTURE DETAILS SIZE ELEVATION

A RISER SIZE L x W 4'x6'
8 TOP OF RISER EIR 235.70
C OUTLET PIPE DATA 36" PIPE 231.81
Q POND DRAIN DATA 4 INCH 232.00
E WATER QUALITY ORIFICE DATA 3.00 INCH 234.00
(F STORMWATER ORIFICE n/a n/a
E
POND #5 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA AC CN SOIL GROUP
OFFSITE R4 ZONING 0.00 75 B
CLEARED FIELDS 0.00 69 B
UNDISTURBED WOODED AREAS 20.22 60 8
Total 20.22 60.0 B
POST-DEV. RUNOFF COEFFICIENTS CN G SOIL GROUP
Golf Course 61 0.30 B
Pond Area 98 0.95 B
Multi family (R-10) 85 0.60 6
Road Right of Way 95 0.85 B
Total 78.66 0.55 B
POST-Dl:11. DRAINAGE AREA BREAKDOWN AREA(AC) 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 39%
0 1 POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 18 MINUTES
WATER QUALITY P Rv A
W0v=(P)(Rv)(A)J12 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
WO OUTFLOW: Qmax (48hr drawdown time) 0.25 CFS
WO ORIFICE SIZE 3 INCH
WO ORIFICE ELEVATION 234.00 FT
WQ ELEVATION 235.70 FT
WQ VOLUME 30,940 CU FT
0
i
•

POND #6
POND HYDROLOGY AREA AC CN AVG Tc MIN

POST DEVELOPMENT CONDITIONS 15.13 B4.0 14.0

POND HYDRAULICS 2YR STORM 10YR STORM 100YR STORM

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

WAFER 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%a
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 nla nla
.7

E
i
POND #6 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA (AC) I CN SOIL GROUP
OFFSITE R-4 ZONING 0.00 75 B
CLEARED FIELDS 3.75 69 B
UNDISTURBED WOODED AREAS 11.38 60 B
Total 15.13 62.2 B
POST-DEV. RUNOFF COEFFICIENTS CN C SOIL 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 BREAKDOWN AREA (AC) I IMPERVIOUS % IMPE9Vi_0U_S_ij
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%a
POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 14 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 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
WO ORIFICE ELEVATION 176.00 FT
WQ ELEVATION 177.70 FT
WQ VOLUME 34,122 CU FT
0
•
POND #78
POND HYDROLOGY AREA AC CN AVG Tc MIN

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 CF5 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 185.00
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 EIR) 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 (NCH 195.00
F STORMWATER ORIFICE n/a nla

f
POND #78 DESIGN DATA
0,
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA (AC) I 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
Goff 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 % 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 50%
POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 17 MINUTES
WATER QUALITY P Rv A
WQv=(P)(Rv)(A)112 RAINFALL(IN) 0.05+0.009(1) AREA (AC)
INPUT VALUES 1 0.50 24.05
WATER QUALITY VOLUME (WQv) (REQ'D) 1.009 AC-FT
43,963 CU FT
WQ OUTFLOW: Qmax (48hr drawdown time) 0.38 CFS
WQ ORIFICE SIZE 4 INCH
WQ ORIFICE ELEVATION 195.00 FT
WO ELEVATION 196.60 FT
WO VOLUME 44,455 CU FT
0
I
POND #910
POND HYDROLOGY AREA AC CN AVG) Tc MIN

POST DEVELOPMENT CONDITIONS 94.48 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 94.20
MAXIMUM WATER SURFACE ELEVATION 238.27 238.61 238.96
MAXIMUM STORAGE VOLUME CF 55,502 65,136 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 235.00
NORMAL WATER SURFACE 236.00
EMERGENCY SPILLWAY 28 FEET 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%
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 4'x6'
B TOP OF RISER WEIR 238.10
C OUTLET PIPE DATA 18" PIPE 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
E
POND #910 DESIGN DATA

PRE-DEV. DRAINAGE AREA BREAKDOWN AREA AG CN SOIL GROUP
OFFSITE R-4 ZONING 0.00 75 B
CLEARED FIELDS 0.00 69 B
UNDISTURBED WOODED AREAS 14.48 60 B
Total 14.48 60.0 B
POST-DEV. RUNOFF COEFFICIENTS CN C SOIL GROUP
Pond Area 96 0.95 8
Multi-family (R-10) 85 0.60 B
Road RigZt-of-Way 95 0.85 B
Total - 88.15 0.68 B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA AC IMPERVIOUS % IMPERVIOUS
Pond Area 0.58 0.01
Multi-family (R-10) 10.10 5.05
Road Right-of-Way 3.80 3.23
Total 14.48 8.29 57%
POST-DEV. TIME OF CONCENTRATION Tc
PER STORM SEWER CALCULATIONS 14 MINUTES
WATER QUALITY P Rv A
WQv=(P)(P.v)(A)/12 RAINFALL(IN) 0.05+0.009(1) AREA (AC)
INPUT VALUES 1 0.57 14.48
WATER QUALITY VOLUME (WQv) (REQ'D) 0.682 AC-FT
29,722 CU FT
WQ OUTFLOW: Qmax (48hr drawdown time) 0.26 CFS
WO ORIFICE SIZE 3.5 INCH
WQ ORIFICE ELEVATION 236.00 FT
WO ELEVATION 237.20 FT
WO VOLUME 29,946 CU FT
0

POND #15
POND HYDROLOGY AREA AC CN AVG Tc (MIN)

POST DEVELOPMENT CONDITIONS 39.48 85.0 16.0

POND HYDRAULICS 2YR STORM 10YR STORM 100YR STORM

PEAK INFLOW TO POND CFS 92.03 157.86 265.47
PEAK OUTFLOW FROM POND CFS 47.27 132.72 227.30
MAXIMUM WATER SURFACE ELEVATION 198.54 199.30 200.18
MAXIMUM STORAGE VOLUME (CF) 1'48,689 149,181 186,449

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/s nl?
L--.Ij
4
1
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,
i
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POND #15 DESIGN DATA
PRE-DEV. DRAINAGE AREA BREAKDOWN AREA (AC) 1 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 80.0 B
POST-DEV. RUNOFF COEFFICIENTS CN C SOIL GROUP
Golf Course 61 0.30 B
Pond Area 98 0.95 B
LawnlLandscape Area 61 0.30 B
Buildings & Streets 98 0.95 B
Total 85.05 0.72 B
POST-DEV. DRAINAGE AREA BREAKDOWN AREA (AC) I IMPERVIOUS % IMPERVIOUS
Golf Course 4.37 0.09
Pond Area 1.00 0.02
Lawn/Landscape Area 9.45 0.19
Buildings & Streets 24.66 24.66
_
Total _--? -_ - 39.46 24.96 63%
POST-DEV. TIME OF CONCENTRATION To
PER STORM SEWER CALCULATIONS 16 MINUTES
WATER QUALITY P Rv A
WQv=(PXRv)(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 S1ZE 4 INCH
WQ ORIFICE ELEVATION 195.00 FT
WQ ELEVATION 197.70 FT
WQ VOLUME 59,469 CU FT
0
• ADR DELTA, PLLC
ADR Delta, PLLC
1111 Haynes St., Suite i11
Raleigh, NC 27604
919-$56-o966
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Design . Engineering . Innovation
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BUDGET
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•
September 3, 2007
OLDE TOWNE - PHASES 13-25
OPERATIONS D -M TENAACE MANUAL
AND ]BUDGET
Raleigh, Wake County, North Carolina
1.0 INTRODUCTION
Olde Towne is a mixed use, golf community proposed for 621 acres of land located on
Rock Quarry Road and New Hope Road in southeast Raleigh, wi Wake Coun
North Carolina. The property is zoned Planned Unit Development thin District. Phase ty
is to be comprised of approximately 129 single family detached homes and 292 25
townhomes on approximately 219 acres. The City of Raleigh Subdivision Number for
this Development is S-45-06, and it is a portion of MP-1_03.
The City of Raleigh Stormwater Control and Watercourse Buffer Regulations, Part 1e
Chapter 9, applies to this subdivision. Compliance with this ordinance will r uire the
installation
and perpetual ? e'
maintenance of a number of S
tormwater Control Measures.
The Stormwater Control Measures shall be constructed by the developer, Olde Company, LLC. Upon completion of the Stormwater Control Meas Towne
subdivision infrastructure, ures and other
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 construction
drawings prepared by ADR Delta, PLLC entitled "Olde Towne, Phases 13-25" and
originally dated August 28, 2007.
2.0 STo 7ATER 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 .Tip-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 ripra • at the 15" FES - length of 8', width of 4',
depth of 24" consisting of class B rip-rap; p; at the 24" FES - length of 10', width of ',
depth of 24" consisting of class B rip-rap; and at the 30" FES -ength of 10', width 6o
depth of 24" consisting of class B rip-rap. Stone for the riprap dissipater pads shalof 6',
replenished every three years to their original design specifications.
•
The.pond shall provide a minimum of two
with forebays at each inlet for permanent sediment storage. The op of thehtwo-footlong
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.
2.2.2 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.
•
0
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 thee.
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 ha11
have a stone lined velocity dissipater pad located at the forebay. A rip rap lined veloci
dissipater pad shall be downstream of the riser barrel structures. Design for veloci ty
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 ri -ra user
spillway shall be a P p (or 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 Pon
approximately 2.5 days. d is
•
23.2 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
at elevation 237.0 and shall have a minimum top width of 10'. The anticipated dray, all 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 surface area of 17,200 square feet at the no
pool elevation of 176.0. 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 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 t
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, shall include 70 linear feet of 42" RCP as the barrel with an invert of 172.3 8 t thhee outlet
and 172.00 at its downstream outlet. The rip-rap t riser
spillway shall be a (or approved equal) lined emergency
minimum of 25' wide at elevation 177.70. The top of the dam shall be
at elevation 179.0 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.
2.3.4 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 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 196.60. The outlet
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 (or approved equal) lined emergency
spillway shall be a minimum of 45' wide at 196.60. The top of the dam 'shall b
40 at elevation 198.0 and shall have a minimum top width of 10'. The anticipated draw e
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 approximately 50 feet
wide, 400 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
spillway, with a top elevation of 238.10. The outlet hall include 80 linear feet of 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 rip-rap (or approved equal) lined emergency
spillway shall be a minimum of 20' wide at elevation 199.0. The top of the dam shall be
at elevation 201.0 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.
0
3.0 I'ENA6NCE AND INSPECTI ElN RE SEMEN }'S
3.1 General
All maintenance and inspections shall be carried out in accordance with the requirements
and recommendations contained in the latest revision of NCDENR's Stormwater Best
Management Practices, the latest revision of the City of Raleigh 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.
3.2 Wet Pond Maintenance Guidelines Routine Maintenance:
a) Mowing - Mow all areas surrounding pond on a regular basis during the mowing
season (April - October or as necessary). 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 in
spillways. Regular mowing shall prevent unwanted growth.
f) 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.
C
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 accordance with the plan and/or details. All
revisions and repairs shall be done in accordance with City of Raleigh and NCDENR
guidelines and specifications.
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/brush 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 - PRINCIPAL T 'PES OF
I?EV) CE FA,I?,?7RE AI?rD EARLY M'ARNING SIGNS.
0
. 3.2.2 Additional Maintenance Notes and Re 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.
3.2.3 Reseedin of an areas not ermmatin with ground 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.
r:
3.3 Extended Detention Wetland Pond Maintenance Guidelines
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:
f All grassed areas of an Extended Detention Wetland Ponds should be mowed to a
o maximum height of six inches.
E Reseeding of any areas not germinating with
ground 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 Extended Detention Wetland Ponds
shall be performed by the grounds keeping contractor or individual otherwise
noted.
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.
F. 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, f
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.
o rip rap pads, channels, and slope protection shall be repaired or replaced as
needed.
0
Example Maintenance Schedule for Plantings in Extended Detention Wetland Ponds
0
Description Method Frequency Time of Year
Plants
Remove and
replacement of all a
diseased vegetation
considered beyond
treatment 'and
replant per
landscape plan See planting
specificatio 3115 to 4/30'and
ns Twice a year
10/1 to 11/30
Treat all diseased Mechanical or by vanes, but will
plants

Watering plant hand
N/A depend on insect or
diseased infestation
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 as to accommodate
needed By hand any replanting N/A
0
33= ections
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 Municipal
Code by a qualified registered Professional Engineer, Professional Land Surveyor, or
Professional Landscape .Architect. Any deficiencies noted at that time should be corrected
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 keeping
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 Maintenance -
The owner shall establish and
maintain a schedule of regular maintenance as referenced above and as prescribed by the
City requirements and State guidelines contained in Stormwater Best Mana ement
Practices. A report detailed scheduled and preventative maintenance activities undertaken
shall be maintained by the Homeowners Association.
0 3.6 Items of Special 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 of the device. If the area is a reoccurring
problem, an alternate remedial measure should be developed and submitted to the City
for their review and approval. All repairs must be carried out under the direction of a
registered Professional Engineer.
0
4.0 EMERGENCY 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:
I . 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:
0
4.2 PRINCIPAL TYPES OF DEVICE FAILURE AND PARTV WARNING SIGNS
Overto_ p - The water level of should be monitored during periods of heavy rainfall
and runoff. 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_ lUm? - 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 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
s should
be made immediately. The upstream face is especially vulnerable due tosaturated
conditions and changes in water level. Arch shaped cracks are indications that slides are
slipping or beginning to slip.
Failure of an A urtenant 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 pose the greatest threat to
the dam's stability due to the potential for piping. Any large cracks in the slab, sides or
walls could be signs of instability and potential piping. Cracks in these structures could
also be signs of slope instability and a potential large slide. Culvert slabs and walls
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.
See a e - 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 generally
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.
0
• Extended Detention Wetland Pond Chief R
diseased or e airs - Accumulation of sediment or unusual
dying pl ant material. Chief repairs to Extended Detention Wetland Ponds to
consist of the removal and replacement of 33 % of plant material.
Wet Pond Chief Repairs - 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
enforcement the emergency should notify local law
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.
0
. EMERGENCY NOTMCA, TON PURL
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 otif the following:
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]
?i N&-/Ms. , President (919) (work)
Olde Towne Homeowner's Association
(919) (home)
Mr./Ms. , Sec. & Treasurer
(work) (919)
Olde Towne Homeowner's Association
(919) (home)
Emergency Management Agency, Wake County [phone]
Sheriffs Department, Wake County [phone]
Mr. Rocky Keim, Land Development Manager [phone]
Olde Towne Company LLC
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 identi
the conditions described above are signs of impending emerg condition ex? ptrgmall ooss of
of seepage through small cracks in appurtenances and minor erosion of upstream and is
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 trust 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 ma be
discharge area with sand and gravel, or rip-rap stone, to temporarily y to cover the
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 plugged, the owner should be aware this is only a
temporary 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. A complete breach of the device may
result if the embankment slope protection fails and bare soil is exposed to overtopping
flow. Temporary repair of the device and appurtenant structures will depend on the nature
of the problem. Extreme caution should be taken during any attempts at temporary
. repairs.
• 5.0 1Aj®R 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 by
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.
E
0

11
n
U
6.0 BUDGET
The following annual Budget was developed from information pro
LLC vided by Olde Towne,
.
ANIVIIAL INSPECTION MANAGEMENT AND
MAINTENANCE
. B UDGET
1. Liability Insurance and Property Insurance Premiums
2
500
00
$ 3
. Admin., Management, and Annual Inspection Report
3. Maintenance Cost for m
i ,
.
$ 7,500.00
ow
ng, seeding, fertilizing,
and trash removal. $ 18,000.00
4. Sediment removal (every 5 years) annualized cost
5. Riprap replenishment (every 3 years) an
li $ 10,000.00
nua
zed cost
6. Plant replacement (every 5 years) annualized cost
$ 6,000.00
7. Replacement fund payments to the City of Raleigh $ 30,275.00
Total Annual Budget
$ 82,975.00
7.0 REPLACEMENT FUND PAY ANT TO CITY O
F RA1 =,EIGFf
The following Initial Construction Cost Budget was developed from
provided by Olde Towne, LLC. information
INITIAL CONSTRUCTION COST BUDGET
Location Outlet Pipe & Earthwork
Outlet Control & Overflow Planting 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 1S)
•
These numbers are based on initial costs.
For years 2-5, the annual replacement fund payment construction cost multiplied by 0.85, multiple by 0.67 divide by five
Year 1 equals the 2nd year replacement payment o
construction cost. 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
0
. STOR WATER. ]DEVICE INSPECTION REPORT FORM DATE
REASON FOR WSPECTIQN
I FrR;ST YEAR Chi TA TERLy
] I ITCH RAINFALL
ANNUAL CERTIFICATION
REPORTED PROBLEM
C OTHER
DEVICE INFORMATION
ID NUNMER
TYPE
LOCATION
OBSER VA'I IONS AND CONWS
ITEI? RF-QL'M NG REMMIAL A.CT10I,T
NAME (PRINTED)
SIGNATURE
0
-EroS stem s
;.P
PROGRAM
RECEIPT
NUTRIENT OFFSET PAYMENT
May 6, 2008
Olde Towne Company, LLC
387 Medina Road Suite 600
Medina, OH 44256
Local Government: City of Raleigh
Project Name: Olde Towne (Phases 12-25)
Transaction Number: 214550
Amount Owed: $149,165.45 Nutrient: Nitrogen
Amount Paid: $149,165.45 Total Amount Offset: 5261.57 pounds
Check Number: 1692 Basin/CU: Neuse/ 03020201
• You have elected to fulfill your permitted nutrient requirements by paying into the EEP Nutrient Offset
In-Lieu Fee Mitigation Program. The North Carolina Ecosystem Enhancement Program has received payment
for nutrient offset for thereferenced project as indicated above. The named Local Government specified and
verified theramount of the offset necessary for permit approval. Nutrient offset payments made to EEP as part of
fulfilling the requirements of the Neuse River Nutrient Sensitive Waters Management Strategy shall be at a rate
specified in 15A NCAC 0213.0240 and Session Law 2007-438.
You must alsd'comply with any other state, federal or local government permits or authorization associated with
this activity. Payments into the Nutrient Offset Program are not transferable. If you have any questions or need
additional information, please contact Valerie Mitchener at [phone].
Please note that a payment to the Ecosystem Enhancement Program is not reimbursable unless a request for
reimbursement is received within 12 months of the date of this receipt. Any such requests must be accompanied
by letters from the permitting agency stating that the permit and/or authorization have been rescinded.,
Sincerely,
"William D. Gilmore, PE
Director
• cc: Susan Locklear, City of Raleigh
File
Pvrot-ect?r2? Orr, Itatte,
NCDENR
Vorth Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / vww.nceep.net
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