20060758 Ver 1_COMPLETE FILE_20060505

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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
June 29, 2006
Mr. David Ravin
Crosland Group, Inc.
4000 West Chase Boulevard, Suite 475
Raleigh, NC 27607
Subject Property: Southpoint Village
Crooked Creek [030605, 16-41-1-16-(1), WSIV, NSW]
Approval of 401 Water Quality Certification with Additional Conditions
Dear Mr. Ravin:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 06-0758
Durham County
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 23 linear feet of perennial stream to construct the proposed subdivision at the
subject property, as described within your application dated May 3, 2006, and received by the Division of
Water Quality on May 5, 2006. After reviewing your application, we have decided that the impacts are
covered by General Water Quality Certification Number(s) 3404 (GC3404). The Certification(s) allows
you to use Nationwide Permit(s) NW 14, when issued by the US Army Corps of Engineers (USACE). In
addition, you should obtain or otherwise comply with any other required federal, state or local permits
before you go ahead with your project including (but not limited to) Erosion and Sediment Control, Non-
discharge, and other regulations. Also, this approval to proceed with your proposed impacts or to
conduct impacts to waters as depicted in your application shall expire upon expiration of the 404 or
CAMA Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 21-1.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
Conditions of Certification:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
401 Oversght/Express Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Ralegh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htto://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer- 50%Recycled/10% Post Consumer Paper
t471t Carolina
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Crosland Group, Inc.
Page 2 of 4
June 29, 2006
impact Type Amount Approved Units Plan Location or Reference
Stream - perennial 23 linear feet PCN page 8 of 12
Sediment and Erosion Control:
2. Erosion and sediment control practices must be in full compliance with all specifications governing
the proper design, installation and operation and maintenance of such Best Management Practices in
order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. Sufficient materials required for stabilization and/or repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
3. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the
footprint of the impacts depicted in the 404/401 Permit Application. All construction activities,
including the design, installation, operation, and maintenance of sediment and erosion control Best
Management Practices, shall be performed so that no violations of state water quality standards,
statutes, or rules occur;
4. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum extent
practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within six months of the date that the
Division of Land Resources has released the project;
5. Protective Fencing - The outside buffer, wetland or water boundary and along the construction corridor
within these boundaries approved under this authorization shall be clearly marked with orange warning
fencing (or similar high visibility material) for the areas that have been approved to infringe within the
buffer, wetland or water prior to any land disturbing activities to ensure compliance with 15 NCAC 2H,
Section.0500;
6. Deed Notifications - Deed notifications or similar mechanisms shall be placed on all retained
jurisdictional wetlands, waters and protective buffers in order to assure compliance for future
wetland, water and buffer impact. These mechanisms shall be put in place prior to impacting any
wetlands, waters and/or buffers approved for impact under this Certification Approval and
Authorization Certificate. A sample deed notification can be downloaded from the 401/Wetlands Unit
web site at http://h2o.enr.state.nc.us/ncwetiands. The text of the sample deed notification may be
modified as appropriate to suit to this project.
7. Culvert Installation
Culverts required for this project shall be installed in such a manner that the original stream profiles are
not altered. Existing stream dimensions (including the cross section dimensions, pattern, and
longitudinal profile) must be maintained above and below locations of each culvert. Culverts shall be
designed and installed to allow for aquatic life movement as well as to prevent head cutting of the
Crosland Group, Inc.
Page 3 of 4
June 29, 2006
streams. If any of the existing pipes are or become perched, the appropriate stream grade shall be re-
established or, if the pipes installed in a perched manner, the pipes shall be removed and re-installed
correctly.
Culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of the stream up
or down stream of the culvert(s). Existing stream dimensions (including the cross section dimensions,
pattern and longitudinal profile) shall be maintained above and below locations of each culvert.
Placement of culverts and other structures in waters, streams, and wetlands must be placed below the
elevation of the streambed by one foot for all culverts with a diameter greater than 48 inches, and 20
percent of the culvert diameter for culverts having a diameter less than 48 inches, to allow low flow
passage of water and aquatic life. Design and placement of culverts and other structures including
temporary erosion control measures shall not be conducted in a manner that may result in
disequilibrium of wetlands or streambeds or banks, adjacent to or upstream and down stream of the
above structures. The applicant is required to provide evidence that the equilibrium shall be maintained
if requested in writing by DWQ.
The establishment of native, woody vegetation and other soft stream bank stabilization techniques must
be used where practicable instead of rip rap or other bank hardening methods. If rip-rap is necessary, it
shall not be placed in the stream bed, unless specifically approved by the Division of Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed
to adequately accommodate high water or flood conditions.
8. Construction Stormwater Permit NCGO10000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division of Land
Resources (DLR) or a DLR delegated local erosion and sedimentation control program, an NPDES
General stormwater permit (NCGO10000) administered by DWQ is automatically issued to the
project. This General Permit allows stormwater to be discharged during land disturbing construction
activities as stipulated by conditions in the permit. If your project is covered by this permit
[applicable to construction projects that disturb one (1) or more acres], full compliance with permit
conditions including the sedimentation control plan, self-monitoring, record keeping and reporting
requirements are required. A copy of this permit and monitoring report forms may be found at
http://h2o.enr.state.nc.us/su/Forms Documents.htm.;
Certificate of Completion:
9. Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
Also, this approval to proceed with your proposed impacts or to conduct impacts to waters as
depicted in your application shall expire upon expiration of the 404 or CAMA Permit.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMA Permit.
--0 - • -- -
June 29, 2006
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days, of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Cyndi Karoly or Ian McMillan in the Central Office in
Raleigh at 919-733-1786 or Eric Kulz in the DWQ Raleigh Regional Office at 919-791-4200.
Sincerely,
Alan W. Klimek, P.E.
AWK/cbk/Um
Enclosures: GC 3404
Certificate of Completion
cc: Eric Kulz, DWQ Raleigh Regional-Office
USACE Raleigh Regulatory Field Office
DLR, Raleigh Regional Office
File Copy
Central Files
John Altizer, The John R. McAdams Company, 2905 Meridian Parkway, Durham, NC 27713
Filename: 060758SouthpointVillage(Durham)101
Southpoint Village 20060758 Durham Co.
Subject: Southpoint Village 20060758 Durham Co.
From: Eric Kulz <[e-mail]>
Date: Mon, 05 Jun 2006 08:23:02 -0400
To: Ian McMillan <[e-mail]>
Ian:
Impacts are minimal on this one; they are extending an existing culvert to add a
turn lane to an existing road. However, there are possible SW treatment issues
Site is to be 70% impervious. The existing commercial development at the site uses
a SW pond and constructed wetlands for stormwater treatment. They are proposing to
fill in the old pond and construct two new ponds to handle the stormwater. They
say the constructed WL will not be disturbed.
Don't they need to treat the SW for N reduction? It is my understanding that ponds
alone do not provide satisfactory N removal rates. They did not talk about routing
all the pond discharges to the WL, and it seems that if they were planning to do
this, they would need to increase the size of the WL to handle the additional
capacity.
Let me know if I am correct about the N removal thing.
My comments are on BIMS.
Eric
Eric Kulz <Eric.KulzPncmail.net>
Environmental Specialist III
Surface Water Protection
NC Division of Water Quality
1 of 1 6/29/2006 1:01 PM
1z
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
May 3, 2006
Ms. Cyndi Karoly
NC Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699
Re: GC 3404 (PCN)
Southpoint Village, Durham, NC
Project No.: CPR-05030
Dear Ms. Karoly:
2 0 0 60 7 5 8
212@20YON
MAY 2006
DENR - R UAL I

On behalf of the Crosland Group, we are submitting a Pre-Construction
Notification (PCN) in accordance with GC 3404, for impacts to waters of the U.S.,
associated with a project known as Southpoint Village. The site is located in the
northeast quadrant of Massey Chapel Road (SR 1106) and Fayetteville Road (SR
1118), adjacent to Crooked Creek, in Durham, North Carolina.
WETLAND/STREAM/BUFFERS: A jurisdictional determination was issued
for the subject property by Mr. Todd Tugwell of the USACE on 04/16/2001. The
only jurisdictional area is Crooked Creek per Todd Tugwell's determination. This
project is located in a DWQ WS-IV watershed, and an F/J-B watershed in Durham
County, within the Cape Fear River Basin.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
IMPACTS: There is (1) proposed culvert extension on the inlet side of the SR
1106, to facilitate the construction of a deceleration lane for safe entrance into the
site. The deceleration lane is confined to this particular area due to the limited
road frontage on SR 1106. There is only one permanent impact of 23 linear feet of
I important stream channel proposed on the entire site. A headwall was
incorporated to minimize impacts associated with the permanent road impact. The
remaining length of Crooked Creek will be placed in open space. Notification to
DWQ was triggered because the impact is proposed along a perennial stream as
depicted in the USGS quadrangle "Southwest Durham", and is located within a
WS-IV watershed.
TOTAL IMPACTS:
Stream Impact (acres): 0.01
Wetland Impact (acres): n/a
Open Water Impact (acres): n/a
Total Impact to Waters of the U.S. (acres) 0.01
Total Stream Impact (linear feet): 23 if
Comprehensive Land Development Design Services
11'e help our clients succeed.
Sinve 1979
THE JOHN R. McADAMS COMPANY, INC.
Ms. Cyndi Karoly
May 3, 2006
Page Two
MITIGATION: Mitigation is not proposed at this time, due to the avoidance and
minimization of the streams on-site. However, the remaining length of Crooked
Creek will be placed into Open Space.
STORMWATER: The existing impervious is 0%. The proposed impervious is
approximately 70%. A stormwater management plan is proposed for the site.
Attached is a notebook with the Stormwater Impact Analysis and a Stormwater
Facility Design, Also included are DWQ worksheets, and construction detail
sheets inserted into the back of the binder.
Please find enclosed for your review the following items:
• Pre-Construction Notification w/ $200 check
• Agent Authorization Form
• USGS Quad - Southwest Durham
• Durham County Soils Survey
• Jurisdictional Determination issued on 04/16/01
• Overall Site Map w/ Stream Impact Maps 1-4
• Stormwater Impact Analysis/Facility Design
Consideration of this project is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact me at
[phone].
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Management Group
JKY/dkb
I Enclosures
Office Use Only: Form Version March 05
20060758
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I: Processing ? 1 P ',!I'I ,EL"I ? ?T
:.
1. Check all of the approval(s) requested for this project: R C E I V E D
? Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: GC 3404
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information @???? D
?f D
1. Owner/Applicant Information
Name: Crosland Group, Inc. Attn: Mr. David Ravin WAV 5 2006
Mailing Address: 4000 West Chase Blvd., Suite 475
Telephone Number: [phone] Fax Number:
E-mail Address: dravin(a)crosland.com
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: The John R. McAdams Company
Company Affiliation: Attn: John Altizer
Mailing Address: 2905 Meridian Pkwy
Durham North Carolina 27713
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: altizer(a iohnrmcadams.com
Page 5 of 12
III. Project Information
5
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Southpoint Village
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN):_
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number):
Directions to site (include road numbers/names, landmarks, etc.): The site is located in the
northeast quadrant of Massey Chapel Road (SR 1106 and Fayetville Road (SR 1118), in
Durham North Carolina.
Site coordinates (For linear projects, such as a road or utility line, attach
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.8974 ON -78.9424
6. Property size (acres):
7. Name of nearest receiving body of water: Crooked Creek WS-IV watershed
8. River Basin: Cape Fear
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The majority of the site is under construction with a few
single family homes on the southern side of Massey Chapel Road. Land use in the vicinity is
primarily commercial.
a sheet that
aW
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used: The
proposed project will consist of apartment homes, a small commercial center, and associated
infrastructure, utilities, and landscaping. Conventional heavy equipment will be used: front
end loader, grader, and earth movers
11. Explain the purpose of the proposed work: The purpose of the proposed work is to provide
residential housing and a compact commercial center to southwest Durham County.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. A jurisdictional determination was issued for the subject property by
Mr. Todd Tugwell of the USACE on 04/16/2001. The only jurisdictional area is Crooked Creek
per Todd Tugwell's determination.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
None known at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: There is (1) proposed culvert
extension to facilitate the construction of a deceleration lane for safe entrance into the site.
Page 7 of 12
Attached is an impact map with an inset map of the culvert plan view, and cross-sections on
maps.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year
Floodplain Nearest
Stream Impact
(acres)
(indicate on map) herbaceous, bog, etc.) (yes/no) (linear feet)
N/A

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property:
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.); excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
Number
(indicate on ma)
Stream Name
Type of Impact Perennial or
Intermittent? Average
Stream Width
Before Impact Impact
Length
(linear feet) Area of
Impact
(acres)
1 Crooked Creek Culvert/fill Perennial 10' 23' 0.01

Total Stream Impact (by length and acreage) 23 0.01
Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact Name of Waterbody Type of Waterbody Area of
Site Number (if applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
(indicate on ma) ocean, etc.) (acres)

N/A

Total Open Water Impact (acres)
Page 8 of 12
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.01
Wetland Impact (acres): n/a
Open Water Impact (acres): n/a
Total Impact to Waters of the U.S. (acres) 0.01
Total Stream Impact (linear feet): 23 perennial
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation- N/A
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
There is (1) nronosed culvert extension to facilitate the construction of a deceleration lane for
safe entrance into the site. The deceleration lane is confined to this particular area due to the
limited road frontage on SR 1106.There is a network of roads to access the parcel, however there
is only one permanent impact of 23 linear feet of important stream channel proposed on the
entire site. A headwall was incorporated to minimize impacts associated with the permanent
road impact. The remaining length of Crooked Creek will be placed in open space.
VIII. Mitigation
Page 9 of 12
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/stn-ngide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Mitigation is not proposed at this time, due to the avoidance and minimization of the
streams on-site. However, the remaining length of Crooked Creek will be placed into Open
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at htlp:Hh2o.enr.state.ne.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Page 10 of 12
Amount of Coastal wetland mitigation requested (acres): N/A
IX.
X;
Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ? No
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* Impact Multiplier Required
(square feet) Mitigation
1 N/A 3
2 N/A 1.5
Total I N/A
* Zone I extends out 30 feet perpendicular
additional 20 feet from the edge of Zone 1.
the top of the near bank of channel; Zone 2 extends an
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or.0260. N/A
Page 11 of 12
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. The existing impervious is 0%. The proposed
impervious is approximately 70% A stormwater management plan is proposed for the site.
Attached is notebook with the Stormwater Impact Analysis and a Stormwater Facility Design.
The construction detail sheets are inserted into the back of the binder.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
N/A
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Applicant/
03_. 63//,0.
Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Since 1979
- ? THE JOHN R.1VMcADAMS COMPANY, INC;.
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner
Nan'te: Crosland, Attn: Mr. David Ravin
Address: 4000 West Chase Blvd. Suite, 390. .Raleigh, NC' 27607
Phone. [phone]
........ _.____.__ ..................................... -..... __............ ..... .._................. _-..___
Project Name/Description: Southpoint Village - Durham, NC
Date: 04-24-06
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
6508 falls of Neuse Road, suite 120
Raleigh, NC 27615
Attn: Eric A1snleyer
Field Office: Raleith Regulatory Field. Office
Re: Wetlands Related Consulting and Permitting
To Whorn It May Concern:
I, the current 1) rope rty!agent owner, hereby designate a.nd authorize "I'he John R. McAdams
Company, Inc. to act in my behalf as my agent in the processing of'pennit applications, to
furnisli upon request supplemental information in support ol'applications, etc. from this day
l'ortivard, The Z tfa.v of
I'l:is notification supersedes any previous correspondence concerning the agent fbr this project.
NOTICE: This authorization, for liability and professional courtesy' reasons, is valid only
for government officials to enter the property when accompanied by The John R.
N' cAdarns Company, Inc. staff. You should call The John R. NIcAdarns Company, Inc. to
arrange-a-,site meeting prior to visiting the site,
V,
Print 1roperty Agent O: ner's Name Property/Agent Owns s Signature
cc: Nlr. Cyndi Karoli
NCDENR-DWQ
2321 Crabtree Boulevard
7 Raleigh, NC 27604
C I V I L E N G I N E E R I N G . L A N D P L A N N I N G . S U R V E Y I N G
PO Box 14005 ® Research Triangle Park, NC 27709 • [phone] . fax [phone]
www.johnrmcadams.com

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THE JOHN R. McADAMS
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DURHAM. NORTH CAROLINA RESEARCH TRIANGLE PARK. NC
P.O. BOX 14005 ZIP 27709-4005
te OATE:
04-21-06 [phone]

Oct 03 02 07:47a Lee ird Rindner 70' 847 0185 p-2
U.S. Adoo
ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 200020661 County: Durham
NOTIFICATIQN OF JURISDICTIONAL DETERMINATION
Property
Owner _ Crosland Group, Inc.
Attn: David Ravin
Address 4000 WestChase Blvd., Suite 475
Raleigh NC 27607
Telephone Number 919-754-8990
Authorized
Agent Leonard S. Rindner
Address3714 Spokeshave Lane
Matthews NC 28105
Telephone Number 704-846-0461
Size and Location of Property (waterbody, Highway name/number, town, etc.): The property is
located on the east side of Fayetteville Road (SR 1118), approximately 500 feet north of Barbee Road (SR
1106), south of Durham, in Durham County, North Carolina. The site is adjacent to Crooked Creek,
above headwaters, In the Cape Fear River Basin.
Indicate Which of the Following Apply:
X -There are. waters of the-U.S. on-the above described property which we strongly suggest should be surveyed. The
surveyed lines must be verif d b our staff before the Co ERs wi
LW-E a final Jurisdictional determination on your
property, a jurisdictional areas on the property are confined wit in the banks of Crooked Creek.
Because o the size o your property and our present workload, our identification and delineation of your wetlands
cannot be accomplished in a timely manner. You may wish to obtain a consultant to obtain a more timely
delineation of the wetlands. Once the consultant has flagged a wetland line on the property, Corps staff will
review it, and, if it is accurate, we strongly recommend that you have the line surveyed for final approval by the
Corps. The Corps will not make a final jurisdictional determination on your property without an approved survey.
X . The waters of the U.S., on your lot have been delineated, and the limits of the Corps jurisdiction have been
explained to you. Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
--There are no waters of the U.S., to include wetlands, present on the above described property which are subject to
the permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed five years from the
date of this notification.
_ This project is located in the Neuse River or Tar-Parnlico River basin. You should contact the North Carolina
Division of Water Quality at [phone] to determine additional requirements s ecific to ill is river basin.
Placement of dredged or fill material in wetlands on this property without a Department of the
Army Permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A
permit is not required for work on the property restricted entirely to existing high ground; -' ;rcyo:€t
have any questions regarding the Corps of Engineers regulator program, please contact
Todd DMLA l at telephone number (919) 876 - 8441 extension 26
i Project Manager Signature
Date April 16 2001 Expiration Date_ April 16, 2006
SURVEY PLAT OR FIELD SKETCH OF THE DESCRIBED PROPERTY AND THE WE'T'LAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS, FORM.
280
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SHEET 2 OF 4
PROJECT NO. MDL-04000 THE JOHN
SOUTHPOIN'T VILLAGE COMPANY, INC CAnAMs
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SCALE: ,.=40'(H) WEST CULVERT PROFILE ENGINEERS/PLANNERS/SURMORS
1 4(V) RESEARCH TRIANGLE PARS, NC
cn DATE: MASSEY CHAPEL ROAD STREAM CROSSING P.O. BOX 14005 ZIP 27709-4005
04-28-06 [phone]
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PRORCT NO. MDL-04000 THE JOHN R. McADAMS
?.=. ,,?, ,?T so=POINT VILLAGE MCOMPANY, INC.
EAST CULVERT PROFILE R'S `ANGLE PC ?
g`"M` 1"=40'(H) 4'(V) ssssexca rxtexcts PARK. . NC
DAM- MASSEY CHAPEL ROAD STREAM CROSSING P.0. E03 14005 ZIP 27700-4005
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rn 04-28-06 (91a) s51-5000
PROJECT NO. MDL-04000 THE JOHN R. McADAMS
9 PII.ENAMI: MDLD4000-CULVERT SOUTHPOINTVILIAGENI COMPANY, INC.
SCALE: CROSS-SECTION AT HEADWALL ENGI fl=/PLANNERS/SURYEYORS
1"=40'(H) 4'(V) RESEARCH TRIANGLE PART. NC
DATE: MASSEY CHAPEL ROAD STREAM CROSSING P.O. BOX 14005 ZIP 27709-4005
04-28-06 [phone]
PROJECT NO. MDL-04000 THE JOHN R. McADAMS
FILENAME: MDL04000-CULVERT SOUTHPOINT VILLAGE COMPANY
INC
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SCALE:
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' PLAN ENGINEERS/PLANNERS/SURVEYORS
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DATE
MASSEY CHAPEL ROAD STREAM CROSSING RESEARCH TRIANGLE PARR. NC
P.O. BOX 14005 ZIP 27709-4005
(Q : 04-28-06
[phone]
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmeadams.com
June 13, 2006
Mr. Sam Aghimien
North Carolina Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604
Re: Southpoint Village - Durham, NC
Stormwater Review - Additional Information
CPR-05030
Dear Mr. Aghimien:
JUN 1 4 2006
DENR - WATER QUALITY
WETLANDS AND STOFWWATER BRANCH
On behalf of Crosland Properties, Inc., we are responding to your phone call on
May 18, 2006, regarding the request for additional information for the
Southpoint Village Review Permit application. An initial telephone conference
call was held including James Caldwell and Sam Aghimien to discuss the
comments. Please find below the comments and the corresponding responses:
Comment 1: Please provide an Operation and Maintenance agreement.
J Response 1: Per a conversation with Jacob Chandler at the City of
Durham, the executed O & M will not be completed by the
city for a month. Attached is the "un-executed" O & M for
your review. The final copy will be sent upon execution.
Comment 2: Please provide a site plan showing pond locations.
Response 2: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. The Water Quality Pond
Drainage Area Map is located at the very end of this section.
This map shows both pond locations as well as there
relationship to the Southpoint Village Property Boundary.
J Comment 3: Please provide a planting plan for the ponds (trees and grass).
Response 3: Please see the sheet PD-1 within the construction drawing set
submitted with the design report. A Temporary and
Permanent Seeding schedule as well as the Seedbed
Comprehensive Land Development Design Services
We help our clients succeed.
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 2
Preparation can be found on this Stormwater Pond #1 Detail
Sheet. This seeding schedule pertains to the pond area and
embankment.
The followinz comments apply to Pond #1
Comment 4: Please provide DWQ worksheets for all structural stormwater
BMPs
,A Response 4: Enclosed are NC DWQ worksheets for stormwater wetlands
1& 2.
Comment 5: Please provide total impervious areas to each pond.
J Response S: This can be found on the NC DWQ worksheet included in
this package.
Comment 6: Please check calculations for normal pool volume. 33,500 cf
are needed and 32,268 cf are provided.
Response 6: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. Page 2 of the Water
Quality Pond Design Sheet, for pond #1, shows 32,268 cf of
storage are required, while 34,471 cf of storage are provided.
This runoff volume was calculated by the SCS loss method,
which has been approved by DWQ.
Comment 7: Please check calculations for the forebay volume. 12,700 cf of
%A storage are required and 19,000 cf are provided. This exceeds
the 20% requirement.
Response 7: Due to the necessary bottom with required by the forebay,
grading dictated the size. This design cannot be changed do
to the physical constraints of the stormdrain system into the
pond.
Since.1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 3
Comment 8: Please check pond depth. 6 feet of depth is preferred this
design provides 8 feet of depth.
J Response 8: Additional depth is required to meet surface area
requirements for water quality benefits. This design cannot
be changed do to the physical constraints of the site.
Comment 9: Please check calculations for the surface area to drainage area
ratio.
Response 9: The impervious area, drainage area and impervious
calculations appear to be correct. Design is adequate.
The following comments refer to Pond 42
Comment 10: Please show bottom elevation of the pond on summary sheet
and check 6' pond depth.
Response 10: Bottom elevation is now on NC DWQ summary sheet in the
design report. The elevation difference between bottom and
normal pool is indeed six feet.
Comment 11: Please check Surface Area Check calculations. The impervious
area seems to be incorrect, which may change the impervious
percentage.
Response 11: The impervious area is incorrect. Please see attached Volume
Check spreadsheet and insert into your copy of the design
report. The impervious percentage is still 69% so the SAIDA
ratio is still correct.
Comment 12: Please check temporary pool calculations. 89,000 cf are
j
required but only 75,986 cf are provided.
Response 12: Please see section S of the design report, page 2 of the Water
Quality Pond Design Sheet, for pond #2, shows 75,986 cf of
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 4
I storage are required and 77,720 cf are provided. This runoff
J volume was calculated by the SCS loss method, which has
been approved by DWQ.
Comment 13: Please check calculations for the forebay volume. 36,700 cf of
storage are required and onlyl5,445 cf are provided. This does
not meet the 20% requirement.
Response 13: Due to the proximity to the floodplain and the stormdrain
system entering the pond, the forebay berms cannot be moved
and the volumes have been maximized. This design cannot be
changed do to the physical constraints of the site.
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
THE JOHN eMC DAMS COMPANY, INC.
C/
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Department J nes W. Caldwell, PE
Project Manager
Stormwater and Environmental Department
Enclosures
Project No. D
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT IN ORMATION (please complete the following information):
Project Name
Contact Person: Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: FA, Mn K
Basin Bottom Elevation 2'/,, .O ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 246. ft. (elevation of the orifice invert out)
Temporary Pool Elevation 2,91,-75 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area x.7'7 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume {'1(o4 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 68 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 6414 cu. ft.
SA/DA used S09 - (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
" VXtt The temporary pool controls runoff from the 1 inch storm event.
"T-21i The basin length to width ratio is greater than 3:1.
~rgN The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
-The temporary pool draws down in 2 to 5 days.
o>EPrµ =3.5L'
-rkti The forebay volume is approximately equal to 20% of the total basin volume.SEE Des" eALCS .
J];tj Sediment storage is provided in the permanent pool.
TRH Access is provided for maintenance.
TRH A minimum 30-foot vegetative filter is provided at the outlet.
:tM A site specific operation and maintenance (O&M) plan is provided.
TAO A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page I of 1
Project No.
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INRMATION (plea$e complete the following information):
Project Name : TNR'? t?tC ?t.t??f
Contact Person: ?yAtA JG 'mot [? ?? - i--=- Phone Number:
For projects with multiple basins, specify which basin thi s worksheet applies to: k4n
_
Basin Bottom Elevation ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation (eitp ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume cu. ft. (volume detained on top of the permanent pool)
Forebay Volume cu. ft.
SA/DA used (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I fa requirement has not been met, attach an explanation of
why.
T
V V1 he temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
I-KH The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
mti The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume Q951" CW-C$.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
701.1 A minimum 30-foot vegetative filter is provided at the outlet.
_rIzIt A site specific operation and maintenance (O&M) plan is provided.
I-VT A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the 0&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
J-RiA responsible party is designated ih the 0&M plan.
FORM SWGI00 09/97 Page 1 of 1
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
MDL-04000 6/13/2006
RENAISSANCE CENTER IV - WO POND DESIGN
1. FOREBAY VOLUNIE CHECK
Per NCDENR "Stormwater Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE = 279
Stage - Storage Function
Ks= 22956
b= 1.1522
Z.o = 273
Volume= 130918 ft3
B. Forebay Volume
Forebay 1: Volume Forebay 2: Volume
Stage - Storage Function Stage - Storage Function
Ks = 1194.7 Ks = 695.71
b= 1.4054 b= 1.5193
Zo = 273 Zo = 273
Volume = 14821 ft3 Volume = 8631 ft3
% Foreba = 13% THINK BIGGER

11. SURFACE AREA CHECK
Impervious Area = 24.85 acres
Drainage Area = 36.20 acres
% Impervious = 69%
Average Depth = Accumulated Contour Volume /Surface Area
ACV = 183829 cf
SA = 41762 sf
Average Depth = 4.40 ft.
From the Greensboro Stormwater Handbook, the required SA/DA ratio =_>
4.0 4.40
Lower Boundary => 60.0 2.03
Site % impervious => 68.6 2.35 2.22
Upper Boundary => 70.0 2.40
Area Required = 34973 sq.ft.
Area Provided = 41762 s .ft. O.K.
Water Quality Pond Dimension Check(WQPond#2).XLS I OF 1
5.0
1.71
2.02
2.07
Volume Check
Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3"" Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, 3.''d Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATER FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
L Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on September 10, 2002 at Book 3568, Pages 434-442 at the Durham County Register of
Deeds. The City has adopted, and from time to time will adopt, stormwater management regulations applicable to
certain real property in which Permittee holds an interest. That property is generally located southeast of the
intersection of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is
described in the deeds recorded with the Durham County Register of Deeds at the following book and page
numbers: Deed Book 5028, Page 731. This development hereafter is referred to as "the Property". Within the
Property may be a particular tract or group of tracts owned by the Permittee upon which the Facility is located. That
property is found at Deed Book 5028, Page 731., and is referred to in this Agreement as "the Site". Within the Site
is the Facility which is a Stormwater Wet Detention Pond (Wet Pond #1) designed to have a water quality
storm event surface area of 22,296 square feet. It is located on the northeast side of the Property. The Site
and the Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stormwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
conshucted within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
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C. Definitions. The terns defined above are supplemented by the following terms, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Permittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. Fees: Title Opinion: Construction Inspections and Maintenance.
The Permittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section 6.
C. Construct the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any structure on the Property, it being agreed that no building on the
Property is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
i. Grass and Vegetative Cover
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
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E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
from erosion, sloughing, animal burrows, and woody vegetation.
Removal and Disposal of Trash, Debris and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Permittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site.
e. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
f. If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works.
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3. Transfer of the PropeLty_. If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair find shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
4. Bond/Security. In order to secure the Permittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar instruments which are acceptable to the City
in substance, form, and guarantor, in the amount of fifty one thousand, seven hundred and eleven dollars
($51,711.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by the
Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
Durham, stating that "the Pennittee's obligation under Section 4 of the Storrawater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
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5. Right of Entry on Site. The Permittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
Remedies for Violations; Lien on Property; Future Obligations Secured.
a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Permittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 -'/2%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief. The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. The Permittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Permittee's obligations under this Agreement shall
include said attorney's fees.
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
7. Release of Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
writfen certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
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Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person making the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
8, Warrant The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Perrnittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. Notice. When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. `these addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or future breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
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I la. Agreement Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Petmittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
1 lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in 11 a above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the' Site and not with the Property. Byway of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12. Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
C. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination PoUgL The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severability. Invalidation of any teen or provision in this Agreement by a court of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
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STATE OF NORTH CAROLINA
Renaissance Fayetteville Road III, LLC
Manager:____ i
Printed Name:
COUNTY OF AZ
a notary public for said County and State, certify that
S-ai 0.fP Ott a;::. JVL--L'?`°rlj ersonally appeared b efore in e this d ay, (1) s tated that h e o r s he is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC and (3) acknowledged execution of the foregoing contract/deed under seal with the City of Durham on
behalf of said company.
This the day of 6 r , 20 ti(,'
My commission expires:
ATTEST:
By:
City Clerk
[Affix Municipal Seal]
Notary Public ! `"P!?.•`• '=1J<?
CITY OF D
CATHY L. SPARKS
Notary Public. Stato of ONO
My £:ornniisslon E.c; ios
July 31, 200,"
City Manager
STATE OF NORTH CAROLINA COUNTY OF DURHAM
a notary public in and for the County of Durham, North Carolina
certify that _ _ _`personally appeared before me this day and acknowledged that
he/she is City Clerk of the CITY OF DURHAM, a municipal corporation, and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its City Manager and attested
by himself/herself as its said City Clerk or Deputy City Clerk.
Witness my hand and notarial seal., the _ day of __, 20__
My commission expires:
Notary Public
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Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3rd Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, 3"d Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATER FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
1. Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on January 20, 2004 at Book 4253, Pages 813-821 at the Durham County Register of Deeds.
The City has adopted, and from time to time will adopt, stormwater management regulations applicable to certain
real property in which Permittee holds an interest. That property is generally located southeast of the intersection
of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is described in the
deeds recorded with the Durham County Register of Deeds at the following book and page numbers: Deed Book
5028, Page 731. This development hereafter is referred to as "the Property". Within the Property may be a
particular tract or group of tracts owned by the Permittee upon which the Facility is located. That property is found
at Deed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site is the Facility
which is a Stormwater Wet Detention Pond (Wet Pond #2) designed to have a water quality storm event
surface area of 51,149 square feet. It is located on the southeast side of the Property. The Site and the
Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stormwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City, to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
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C. Definitions. The terms defined above are supplemented by the following terms, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director. of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Pemlittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. Fees: Title Opinion: -Construction Inspections and Maintenance.
The Permittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section 6.
C. Constrict the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any structure on the Property, it being agreed that no building on the
Property is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
i. Grass and Vegetative Cover.
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (1) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
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E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
fi•om erosion, sloughing, animal burrows, and woody vegetation.
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing.. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Periittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
'The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site,
e. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility,
f. If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works.
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Transfer of the Property. If the Permittee proposes to Transfer any interest in the Site, the Permitter shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair fund shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
4. ; Bond/Security. In order to secure the Penmittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar- instruments which are acceptable to the City
in substance, form, and guarantor, in the amount of two hundred fifteen thousand, one hundred and five dollars
($215,105.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by
the Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
Durham, stating that "the Permittee's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
-4-
5. Right of Entry on Site. The Pennittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
6. Remedies for Violations: Lien on Property; Future Oblitrations Secured
a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Pennittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Pennittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 - '/2%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and maybe collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. The Pennittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Per?nittee's obligations under this Agreement shall
include said attorney's fees.
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
7. Release of Liens Certificate,
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Pennittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person making the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
8. Warranty. The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that tittle is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. Notice, When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 3044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or future breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
I I a. Agreement Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
I lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in 11 a above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12.' Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
C. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination Policy_ The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severabilit . Invalidation of any terns or provision in this Agreement by a. court of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written,
-7-

Renaissance Fayettev }le oa III, LI_,C
Manager:.
Printed Name:
STATE OF NORTH G2VRt0'1JI'NA COUNTY OF DtU? R-A-M
I, a notary public for said County and State, certify that
personally appeared before me this day,( 1) stated that he or she is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC and (3) acknowledged execution of the foregoing contract/deed under seal with the City of Durham on
behalf of said company.
This the / M-day of 20 t6
My commission expires:
ATTEST:
By:
City Clerk
[Affix Municipal Seal]
Notary Pu
CITY OF
s?,P
of
I}14?-IAIVI
D
G/q 'HY !_.. SPA"'
Notary Public, atato o
Nly Gam;mission Ex,.
July 31, 20011
City Manager
STATE OF NORTH CAROLINA COUNTY OF DURHAM
11 a notary public in and for the County of Durham, North Carolina
certify that -personally appeared before me this day and acknowledged that
lie/she is City Clerk of the CITY OF DURHAM, a municipal corporation., and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its _! City Manager and attested
by himself/herself as its said City Clerk or Deputy City Clerk.
Witness my hand and notarial seal, the _ day of , 20__
My commission expires:
Notary Public
-8-
L
J
U
?O
a`
PR07ECT N0. MDL-04000 THE JOHN R. M ADAMS
FILENAME:MDL-04000.DW7 RENAISSANCE CENTER IV COMPANY; INC.
SCALE: DURHAM NORTH CAROLINA ENGINEERS/PLANNERS/SURVEYORS
y 1„-40' RESEARCH TRIANGLE PARK, NC
WQ POND #I GRADING P.O. BOX 14005 ZIP 27709-4005
DATE: 12-19-05 [phone]
x
RENAISSANCE CENTER IV Above NWSE JW Caldwell, PE
MDL-04000 3/9/2006
Stage-Storage Function
. Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
Average Incremental Accumulated Estimated ?.
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
_286.0_ 0.0 18185
288.0 2.04 21911 20048 40096 40096 y 2.00
290.0 4.0 25863 23887 47774 87870 4.00
i
I
•
Storage vs. Stage
100000
90000 Y . 18296x1.1311
80000 R2 = 1
70000
U 60000--
50000--
40000--
W
30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 18296
b = 1.1319
•
Water Quality Pond Dimension Check(WQPond#1).XLS 1 OF 1
Above NWSE
RENAISSANCE CENTER IV Below NWSE JW Caldwell, PE
MDL-04000 3/9/2006
Stage-Storage Function
• Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
278.0 0.0
_ 3048
280.0 2.0 4898 3973 7946 7946 2.06
282.0 4.0 6963 5931 11861 19807 3.83
284.0 6.0
9403 8183 16366 36173 5.76
286.0 8.0 18185 13794 27588 63761 8.45
i
Storage vs. Stage
70000-
60000--
50000-- y = 2729.7x1.4164
R2 = 0.9931
v 40000--
C)
CM
0 30000
20000
10000
0
0.0 2.0 4.0 6.0 8.0 10.0
Stage (feet)
Ks = 2729.7
b = 1.4764
Water Quality Pond Dimension Check(WQPond#1).XLS 1 OF 1
Below NWSE
RENAISSANCE CENTER IV Forebay 1 JW Caldwell, PE
MDL-04000 3/9/2006
Stage-Storage Function
® Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
279.0 _0.0 667
280.0 1.0 1355 1011 1011 1011 1.25
282.0 3.0 2143 1749 3498 4509 3.04
284.0 5.0 3190 2667 5333 9842 4.83
286.0 7.0 6012 4601 9202 19044 7.15
e
Storage vs. Stage
20000 __
18000 y = 691.11 x1.6863 •
16000 R2 = 0.9951
14000
v 12000--
10000--
8000--
6000--
4000--
2000--
0- 0.0 2.0 4.0 6.0 8.0
Stage (feet)
Ks = 691.11
b = 1.6863
Water Quality Pond Dimension Check(WQPond#1).XLS 1 OF 1
Forebay 1
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
MDL-04000 3/9/2006
RENAISSANCE CENTER IV - WO POND DESIGN
1. FOREBAY VOLUME CHECK
Per NCDENR "Stormwater Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE = 286
Stage - Storage Function
Ks= 2729.7
b= 1.4764
Zo = 278
Volume = 58808 ft3
B. Forebay Volume
Forebay 1: Volume
Stage - Storage Function

'
Volume = 18392

Ks= 691.11
b= 1.6863
Zo = 279

ft3
% Foreba = 31.3% O.K.

11. SURFACE AREA CIIECK
Impervious Area = 10.77 acres
Drainage Area = 13.58 acres
% Impervious = 79%
Average Depth = Accumulated Contour Volume / Surface Area
ACV = 63761 cf
SA = 18185 sf
i
Average Depth = 3.51 ft.
From the Greensboro Stormwater Handbook, the requi red SA/DA ratio ==>
3.0 3.51
Lower Boundary => 70.0 2.88
Site % impervious => 79.3 3.33 3.04
Upper Boundary => 80.0
i 3.36
Area Required = 17963 sq.ft.
Area Provided = 18185 sq. ft. O.K.
•
4.0
2.40
2.75
2.78
Water Quality Pond Dimension Check(WQPond#1).XLS I OF 1 Volume Check
RENAISSANCE CENTER IV
MDL-04000
Water Quality Pond Design Sheet
Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006

•
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
286.0 0.0 18185
288.0 2.0 21911 20048 40096 40096 2.00
290.0 4.0 25863 23887 47774 87870 4.00
Storage vs. Stage
100000
90000 1319
80000 Y = 18296x'-
70000 R2 = 1
0 60000
ai 50000
m
0 40000
N
30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 1829fi
b= 1.1319
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 10.77 acres
@ CN = 98
WaterQualityPondSizing.xls
JW Caldwell, PE
3/9/2006
WQ Pond #1
RENAISSANCE CENTER IV
MDL-04000
Other areas draining to pond (not DCIA) = 2.81 acres
@ CN = 83
•
Runoff from DCIAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 30921 CF
Runoff from non-connected areas =>
Precipitation amount = 1.0 inches
S = 2.048 inches (calculated)
Q* = 0.132 inches (calculated)
Runoff volume = 1347 CF
JW Caldwell, PE
3/9/2006
Therefore, total runoff from precipitation in question = 32268 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
•
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 32268 CF
Stage (above invert) associated with this storage = 1.65 feet
Therefore, depth required above normal pool for stone storage = 1.65 feet
19.81 inches
i
Therefore set crest of principal spillway at stage = 1.75 feet
and EL = 287.75 feet
At principal spillway crest, storm pool storage provided = 34471 CF
•
WaterQualityPondSizing.xls
WQ Pond #1
RENAISSANCE CENTER IV
MDL-04000
Stage-StorajZe Function
• Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/8/2006
JW Caldwell, PE
3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

286.00 0.0 181.85
288.0 2.0 21911 20048 40096 40096 2.00
290.0 4.0- 1 25863 23887 47774 87870 4.00

Storage vs. Stage
100000
90000 y = 18296x113'9
80000 R2 = 1
70000
U 60000
50000
A
40000
N
30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 18296
b = 1.1319
•
Stage-Storage Function.XLS
WQ Pond #1
RENAISSANCE CENTER IV STAGE-STORAGE FUNCTION JW Caldwell, PE
MDL-04000 3/9/2006
==> Stage - Storage Function
• Ks = 17291
b= 1.1608
Zo = 286.00
100-yr Routing
Elevation Stora e
? Storage
[feet] [cf] _
[acre-feet
]
[cfJ
[acre-feet]
286 0 0.000 n/a n/a
286.2 2670 0.061 n/a n/a
286.4 5969 0.137 n/a n/a
286.6 9556 0.219 n/a n/a
286.8 13345 _
0.306
y n/a n/a
287 17291 0.397 n/a n/a
287.2 21367 0.491 n/a n/a
287.4 25553 0.587 n/a n/a
287.6 29838 0.685
_ n/a n/a
287.75 33108 0.760 0.000 0
287.8 34209
_ 0.785 1100.567 0.025
288 _38659 0.887 5551.018 0.127
288.2 43182 0.991 10073.723 0.231
288.4 47772 1.097 14663.112 0.337
288.6 52423_
` _ 1.203 19314.479 0.443
288.8 57132 1.312 24023.790 0.552
V 289
4 61896
- 1.421 28787.546 0.661
~289.2 66711 1.531 33602.679 0.771
289.4 71575 1.643 38466.478 0.883
289.6 76485 1.756 43376.525 0.996
289.8 81439 1.870 48330.653 1.110
• M 290 86435 1.984 53326.904 1.224

•
Stage-StorageFunction.XLS S-S Function-WQ Pond #1
iyLl-... v-- -y- ,.,,spa raye l.Vl
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 286.00 ft
Increment = .20 ft
Max. Elev.= 290.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 287.750 290.000
Culvert-Circular BA ---> TW 280.000 290.000
TW SETUP, DS Channel

I
SIN: 621701207003
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 4:47 PM Date: 3/8/2006
•
•
Type.... uuclec lnpuc vaca
Name.... WQ Pond #1
Page 1.U3
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type =
-------
----- Culvert-Circular
-
------
No. Barrels = -----------
1 ------
Barrel Diameter = 3.0000 ft
Upstream Invert = 280.00 ft
Dnstream Invert = 279.55 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.00 ft
Barrel Slope = .00500 ft/ft
OUTLET CONTROL DATA ...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .007228 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = 001 +/- ft
i
INLET CONTROL DATA.
..
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 283.47 ft ---> Flow = 42.85 cfs
At T2 Elev = 283.91 ft ---> Flow = 48.97 cfs
0
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
lypc.... 1Aiu-luual VUL1 Vui VCS rage 1.U3
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
•
•
Pond WS
Elev.
ft
286.00
286.20
286.40
286.60
286.80
287.00
287.20
287.40
i
287.60
287.75
287.80
288.00
288.20
288.40
288.60
288.80
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
- ------- ------ ------ ------- -------
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.63 287.80 Free 280.37 .000 .000 Free Outfall
Weir: H =.05
7.07 288.00 Free 281.29 .000 .000 Free Outfall
Weir: H =.25
17.07 288.20 Free 282.08 .000 .000 Free Outfall
Weir: H =.45
29.63 288.40 Free 282.86 .000 .000 Free Outfall
Weir: H =.65
44.32 288.60 Free 283.65 .000 .000 Free Outfall
Weir: H =.85
60.84 288.80 Free 284.95 .000 .000 Free Outfall
Weir: H =1.05
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
_e..
..
?rr uu
_..
u_ .- u
-
------ ------ rays 1.U0
ame
N...
. WQ
Pond
1
#
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
--------
289.00 -------- ------- -------- ------- ------ ------
79.03 289.00 Free 286.98 .000 .000 ------- -------
Free Outfall
Weir: H =1.25
289.20 95.06 289.20 289.20 289.20 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.40 96.37 289.40 289.40 289.40 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.60 97.66 289.60 289.60 289.60 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.80 98.94 289.80 289.80 289.80 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
290.00 100.20 290.00 290.00 290.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
E
0
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
-l r...... ----------- ------ raye t .u i
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
• RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 50.73 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
286.00 .00 280.00 Free Free .000 .000 Free Outfall
286.20 .00 280.00 Free Free .000 .000 Free Outfall
286.40 .00 280.00 Free Free .000 .000 Free Outfall
I
286.60 .00 280.00 Free Free .000 .000 Free Outfall
286.80 .00 280.00 Free Free .000 .000 Free Outfall
287.00 .00 280.00 Free Free .000 .000 Free Outfall
287.20 .00 280.00 Free Free .000 .000 Free Outfall
287.40 .00 280.00 Free Free .000 .000 Free Outfall
287.60 .00 280.00 Free Free .000 .000 Free Outfall
287.75 .00 280.00 Free Free .000 .000 Free Outfall
i
• 287.80 .63 280.37 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .083ft Dcr= .245ft CRIT.DEPTH
288.00 7.07 281.29 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .299ft Dcr= .836ft CRIT.DEPTH
288.20 17.07 282.08 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .503ft Dcr= 1.321ft CRIT.DEPTH
288.40 29.63 282.86 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .731ft Dcr= 1.763ft CRIT.DEPTH
288.60 44.32 283.65 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .900ft hwDi= 2.303ft Lbw= 90.0ft
288.80 60.84 284.95 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =4.95
I
SIN: 621701207003
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 4:47 PM Date: 3/8/2006

e
.yNc. iu iv vuuicu ?uivCS rage l.uu
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
-----------------------------
Mannings open channel maximum ---------
capacity:
50.73
cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
------- ft ft
- ------- -- ft +/-ft +/- cfs ft +/-ft

289.00
79.03 ------
286.98 Free -------
Free ------ ---
.000 ---
.000 -----
Free -- -------
Outfall
INLET CONTROL... Submerged: HW =6.98
289.20 95.06 289.20 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.20
289.40 96.37 289.40 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.40
289.60 97.66 289.60 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.60
289.80 98.94 289.80 Free Free .000 .000 Free Qutfall
INLET CONTROL... Submerged: HW =9.80
290.00 100.20 290.00 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =10.00
SIN: 621701207003 The John R. McAdams Company
Pon dPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
•
Type.... Composite Rating Curve
Name.... WQ Pond #1
Page 1.09
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
WS Elev, Total Q
Elev. Q
ft
--- cfs
-----
286.00 -------
.00
286.20 .00
286.40 .00
286.60 .00
286.80 .00
287.00 .00
287.20 .00
287.40 .00
287.60 .00
287.75 .00
287.80 .63
288.00 7.07
288.20 17.07
288.40 29.63
288.60 44.32
288.80 60.84
289.00 79.03
289.20 95.06
289.40 96.37
289.60 97.66
289.80 98.94
290.00 100.20
•
•
SIN: 621701207003
PondPack Ver. 8.0068
***** COMPOSITE OUTFLOW SUMMARY ****
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: RIBA)
(no Q: RI, BA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
The John R. McAdams Company
Time: 4:47 PM Date: 3/8/2006
eye- ... -' -y- -- rage 1.U1
Name.... WQ Pond #1-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
Project Comments:
•
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 287.75 ft
Increment = .20 ft
Max. Elev.= 290.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 287.750 290.000
Culvert-Circular BA ---> TW 280.000 290.000
TW SETUP, DS Channel
•
SIN: 6217012070C3
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 9:26 AM Date: 3/9/2006
Type.... Outlet Input Data
Name.... WQ Pond #1-100yr
f
•
Page 1.03
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type =
------------------- Culvert-Circular
-----------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 280.00 ft
Dnstream Invert = 279.55 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.00 ft
Barrel Slope = .00500 ft/ft
OUTLET CONTROL DATA ...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .007228 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 283.47 ft ---> Flow = 42.85 cfs
At T2 Elev = 283.91 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 9:26 AM Date: 3/9/2006
0
•
•
Type.... Individual Outlet Curves
Name.... WQ Pond #1-100yr
Page 1. US
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
287.75 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
287.95 5.06 287.95 Free 281.08 .000 .000 Free Outfall
Weir: H =.20
288.15 14.31 288.15 Free 281.88 .000 .000 Free Outfall
Weir: H =.40
288.35 26.28 288.35 Free 282.66 .000 .000 Free Outfall
Weir: H =.60
288.55 40.46 288.55 Free 283.45 .000 .000 Free Outfall
Weir: H =.80
288.75 56.55 288.75 Free 284.55 .000 .000 Free Outfall
Weir: H =1.00
288.95 74.34 288.95 Free 286.40 .000 .000 Free Outfall
Weir: H =1.20
289.15 94.72 289.15 289.15 289.15 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.35 96.05 289.35 289.35 289.35 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.55 97.35 289.55 289.55 289.55 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.75 98.62 289.75 289.75 289.75 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.95 99.89 289.95 289.95 289.95 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
290.00 100.20 290.00 290.00 290.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
•
•

'Type.... inaiviaual Uutlet Curves Page 1.06
Name.... WQ Pond #1-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, HI
Project Title: Renaissance Center IV
Project Comments:
Pond WS
Elev.
ft
287.75
287.95
288.15
288.35
288.55
288.75
288.95
289.15
289.35
289.55
i
289.75
289.95
290.00
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 50.73 cfs
UPStream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- ------- -------- ------- ------ ------ ------- -------
.00 280.00 Free Free .000 .000 Free Outfall
5.06 281.08 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .249ft Dcr= .704ft CRIT.DEPTH
14.31 281.88 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .451ft Dcr= 1.205ft CRIT.DEPTH
26.28 282.66 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .670ft Dcr= 1.656ft CRIT.DEPTH
40.46 283.45 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .872ft hwDi= 2.142ft Lbw= 90.Oft
56.55 284.55 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =4.55
74.34 286.40 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =6.40
94.72 289.15 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.15
96.05 289.35 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.35
97.35 289.55 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.55
98.62 289.75 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.75
99.89 289.95 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.95
100.20 290.00 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =10.00
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
Type.... Composite Rating Curve
Name.... WQ Pond #1-100yr
Page 1.07
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, BI
Project Title: Renaissance Center IV
• Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
--------
287.75 -------
.00 -------- -----
Free Outfall --------------------------
(no Q: RIBA)
287.95 5.06 Free Outfall RIBA
288.15 14.31 Free Outfall RIBA
288.35 26.28 Free Outfall RIBA
288.55 40.46 Free Outfall RIBA
288.75 56.55 Free Outfall RIBA
288.95 74.34 Free Outfall RIBA
289.15 94.72 Free Outfall RI,BA
289.35 96.05 Free Outfall RIBA
289.55 97.35 Free Outfall RIBA
289.75 98.62 Free Outfall RIBA
289.95 99.89 Free Outfall RIBA
290.00 100.20 Free Outfall RIBA
i
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
RENAISSANCE CETNER IV SIPHON DESIGN SHEET
MDL-04000
•
•
E
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert =
Volume @ Normal Pool =
Basin Invert =
2.5 inches
1
18296
1.1319
0.60
286.00 feet
0 CF
286.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs Incr. Vol.
(cf) Incr. Time
(sec)
287.650 32250 0.204
287.509 29150 0.194 0.199 3100 15577
287.368 26088 0.184 0.189 3062 16179
287.227 23068 0.174 0.179 3020 16878
287.086 20093 0.162 0.168 2975 17704
286.945 17169 0.150 0.156 2924 18703
286.804 14302 0.137 0.144 2867 19950
286.664 11500 0.123 0.130 2801 21574
286.523 8777 0.106 0.114 2723 23830
286.382 6150 0.086 0.096 2627 27319
286.241 3978 0.061 0.073 2172 29572
Conclusion : Use 1 - 2.5" Diameter Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2 days.
Drawdown Time = 2.40 days
JW Caldwell, PE
3/10/2006
SIP HONS.XLS POND #1
RENAISSANCE CENTER IV RISER ANTI-FLOATATION CALCULATIONS
MDL-04000 Pond #1
Unit Wei ht of Water (pct) = 62.4
Unit Weight of Concrete (pcf) = 142
4MW
Riser Inside Diameter (ft) (3.001
Riser Wall Thickness (in)
Riser Top Elevation ft = 287.75
_
Riser Inside Bottom Elevation A) - 280.00`
Outside Diamater of Barrel Pipe (in) =
Diameter of Drain Pipe (in) = ` 45.50
8.00'
Volume of Trashrack" cf = 115.70
Weight of Riser*" (#) - 12312.86
Amount of Water Displaced by Riser Structure (cf) = 428.33
'Note: Assuming trashrack is 100% ciogged
"Note: Does not include weight of trashrack or barrel pipe
RECTANGULAR ANTI-FLOAT BASE
_ Base Width & Length (ft) = 9.00
Base Thickness in) _ _ 42.00
Weight of Base (#) = 40257.00
Amount of Water Digplaced by Base (cf) = ?- 283.50
Weight of Water Displaced by Riser and base (#) = 44417.98
Weight of Riser and Base (#? = 52569.86
m a.
J
•
FACTOR OF SAFETY AGAINST FLOATATION = 1.18
JW Caldwell, PE
3/13/2006
Riser Anti-Float Calcs.xls Prepared by The John R. McAdams Company, Inc. Pond #1
RENAISSANCE CENTER IV JW Caldwell, PE
MDL-04000 12/19/2005
I
Anti-Seep Collar Design Sheet
• This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements ==>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the r
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length
along barrel Min. Calc'd #
Pond through embankment Projection of collars
ID (feet) (feet) required
WQ POND 1 65.0 3.00 1.63
ninimum collar projection
Max. 'I of Use,
Spacing collars to Spacing, Spacing
(feet) use (feet) OK?
22 2.00 21.6667 YES
f
• Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
j
•
antiseep collars.xis POND #1
RENAISSANCE CENTER IV
MDL-04000
• NRCD Land Quality Section
NYDOT Dissipator Design Results

Pipe diameter (ft) 3.00
Outlet velocity (fps) 10.68
Apron length (ft) 24.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
6 B 22
» 13 Bor1 22
23 2 27
-- Dissipator, Pipe or Quit (D P or Q) --
•
•
JW Caldwell, PE
12/19/2005
POND #1
•
WATER QUALITY POND #2 DESIGN
0

Southpoint Village
CPR-05030
4�
'y'l
1
PROJECT N0. MDL -04000
THE JOHN R. McADAMS
RENAISSANCE CENTER IV
I.
COMPANY,
PILENAME:MDL-04000.DWG
INC.
SCALE:
DURHAM, NORTH CAROLINA
ENGINEERS/PLANNERS/SURVEYORS
a
4
,,.=50
WQ POND #2 GRADING
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
L7
DATE: 12-19-05 1
[phone]

RENAISSANCE CENTER IV Above NWSE JW Caldwell, PE
MDL-04000 3/9/2006
Stage-Storat
• Project Name:
Designer:
Job Number:
Date:
le Function
Renaissance Center IV
TR McCormack
MDL-04000
3/9/2006
I

Contour
(feet)

tage
(feet)

Contour
Area
(SF)
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
Estimated
Stage
w/ S-S Fxn
(feet)
279.0
280.0 0.0
1.0 41762
48672
45217
45217
45217
1.00
i 282.0 3.0 53856 _ 51264 102528 147745 2.98
284.0 5.0 58635 56246 112491 260236 5.02

is
Storage vs. Stage
300000
250000 Y = 45120x1.0859
LL 200000 R2 = 1
150000
0
(n 100000
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks= 45120
b = 1.0859
• I
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF I Above NWSE
RENAISSANCE CENTER IV Below NWSE JW Caldwell, PE
MDL-04000 3/9/2006
Stake-Storage Function
Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 12/15/2005

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)
273.0 0.0 23909
275.0 2.0 27589 25749 51498 51498 2.02
277.0
279.0 4.0
6.0 31490
41762 29540
36626 59079
73252 110577
183829 3.91
6.08

• I,
Storage vs. Stage
200000
180000 1.1522
160000 y = 22956x
140000 R2 = 0.9988
U 120000--
100000--
80000
60000
40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks= 22956
b = 1.1..
•
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF 1 Below NWSE
RENAISSANCE CENTER IV
MDL-04000
•
Forebay 1
Stage-Storage Function
Project Name: Renaissance Center 1V
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 12/15/2005
JW Caldwell, PE
3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

273. 0.0 1304
275.0 2.0 1938 1621 3242 3242 2.03
277.0 4.0 2672 2305 4610 7852 3.82
279.0 6.0 4921 3797 7593 15445 6.18
•
Storage vs. Stage
18000-
16000--
14000-- y = 1194.7x1.aosa
lzooo z U R = 0.9946
m 10000--
8000--
(n 6000
4000
2000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 1194.7
b = 1.4054
•
Water Quality Pond Dimension Check(WQPond#2).XLS I OF I
Forebay 1
RENAISSANCE CENTER IV Forebay 2 JW Caldwell, PE
MDL-04000 3/9/2006
Stage-Storage Function
• Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 12/15/2005

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

273.0 0.0 734
275.0 2.0 1315 1025 2049 2049 2.04
277.0 4.0 1948 1632 3263 5312 3.81
279.0 6.0 3826 2887 5774 11086 6.19

•
Storage vs. Stage
12000
10000 y = 695.71x 15193
LL 8000 R2 = 0.9942
U
rn 6000
m
`o
4000
2000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 695.71
b = 1.5193
•
Water Quality Pond Dimension Check(WQPond#2).XLS I OF 1 Forebay 2
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
M DL-04000 3/9/2006
i
RENAISSANCE CENTER IV - WO POND DESIGN
I
1. I+OREBAV VOI UML CRL+CK
Per NCDENR 'Stormwater Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE= 279
i
Stage - Storage Function
Ks= 22956
b= 1.1522
Zo = 273
Volume = 180918 ft3
B. Forebay Volume
Forebay 1: Volume Forebay 2: Volume
Stage - Storage Function Stage - Storage Function
Ks = 1194.7 Ks = 695.71
b= 1.4054 b= 1.5193
Zo = 273 Zo = 273
Volume= 14821 ft3 Volume= 8631 ft3
% Foreba = 13% THINK BIGGER
11. SURFACE AREA CHECK.
Impervious Area = 24.85 acres
Drainage Area = 36.20 acres
% Impervious = 69%
Average Depth = Accumulated Contour Volume / Surface Area
ACV = 183829 cf
SA = 41762 sf
Average Depth = 4.40 ft.
From the Greensboro Stormwater Handb ook, the required SA/DA ratio =_>
4.0 4.40 5.0
Lower Boundary => 60.0 2.03 1.71
Site % impervious => 68.6 2.35 2.22 2.02
Upper Boundary => 70.0 2.40 2.07
Area Required = 34973 sq.ft.
Area Provided = 41762 s .ft. O.K.
• I
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF 1 Volume Check
RENAISSANCE CENTER IV
MDL-04000
Water Quality Pond Design Sheet
i
Project Name: Renaissance Center IV
• ',
Designer: TR McCormack
Job Number: MDL-04000
Date: 3/9/2006

.?.._ Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

-? _?...?_-???
279.0 ? 0.0 41762
280.0 1.0 48672 45217 45217 45217 1.00
282.0 3.0 53856 51264 102528 147745 2.98
284.0 5.0 58635 56246 112491 260236 5.02
• ?ili
Storage vs. Stage
300000 - - - --
25000o y = 45120x1.os5g
LL 200000 R2 = 1
U
rn 150000
0
N 100000
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 45120
b = 1.0859
c
Calculation of Runoff Volume required for storage
The runoff to the pond for the V storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 24.85 acres
• @ CN = 98
JW Caldwell, PE
3/9/2006
WaterQualityPondSizing.xls WQ Pond #2
RENAISSANCE CENTER IV
MDL-04000
Other areas draining to pond (not
i
Runoff from DCIAs =>
Precipitation amount
S=
Q* _
Runoff volume =
Runoff from non-connected areas =>
DCIA) = 11.20 acres
@CN= 82
1.0 inches
0.204 inches (calculated)
0.791 inches (calculated)
71344 CF
Precipitation amount = 1.0 inches
S = 2.195 inches (calculated)
Q* = 0.114 inches (calculated)
Runoff volume = 4642 CF
JW Caldwell, PE
3/9/2006
Therefore, total runoff from precipitation in question = 75986 CF
i
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
• Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 75986 CF
Stage (above invert) associated with this storage = 1.62 feet
F Therefore, depth required above normal pool for storm storage = 1.62 feet
19.39 inches
i
Therefore set crest of principal spillway at stage = 1.65 feet
and EL = 280.65 feet
At principal spillway crest, storm pool storage provided = 77720 CF
E
WaterQualityPondSizing.xls
WQ Pond #2
RENAISSANCE CENTER IV
MDL-04000
State-Storage Function

Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
JW Caldwell, PE
3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

279.0 0.0 41762
280.0 1.0 48672 45217 45217 45217 1.00
282.0 3.0 53856 51264 102528 147745 2.98
284.0 5.0 58635 56246 112491 260236 5.02
C
Ks 45120
b = 1.0859
-0
Storage vs. Stage
300000
45120x"""
250000 y -
R2=1
LL 200000
U
a 150000
m
w
N 100000
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Stage-StorageFunction.XLS
WQ Pond #2
RENAISSANCE CENTER IV STAGE-STORAGE F
MDL-04000
• __> Stage - Storage Function
Ks= 45120
b = 1.0859
Zo= 279.00
Elevation?Stora e _
[feet] [cf] [acre-feet]
279 0 0.000
279.2 7859 0.180
279.4 16682 0.383
279.6 25910 , 0.595 M
279.8 35411 0.813
280 Y 45120 - 1.036
280.2_ _5_4999 1.263
280.4 - 65020 - - - 1.493
280.6 75166 1.726
280.65 77720 1.784 °?.
280.8 _ 85422 1.961
281 95776 - 2.199
281.2 106220 2.438
281.4 116746 _ 2.680
281.6 127347 2.923_
281.8 138019 3.168!
282 148756 3.415
282.2---- ---- 159555 3.663-
282.4 170413 3.912
282.6 181325 4.163
• _ 282.8 _ 192290 4.414
283 203304 4.667 -
283.2 2_1436_6 4.921
^283.4 225473- _5.176
283.6 236623 5.432
-283.8 _ 247816 ` 5.689
_ 284 259048 5.947

UNCTION TR McCormack
3/9/2006
100-yr Routings
Stora e
R
[cfJ [acre-feet]
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
n/a n/a
0 0.000
7702 0.177
18056 0.415
28500 0.654
39025 0.896
49627 1.139
60298 1.384
71036 1.631
_ 81835 1.879
92692 2.128
103605 2.378
y 114569 2.630
125584 2.883
136645 3.137
147753 3.392
158903 3.648
170095 3.905
_ 181328 4.163
Stage-StorageFunction.XLS S-S Function-WQ Pond #2
Table of Contents
Table of Contents
******************** OUTLET STRUCTURES *********************
• WQ Pond #2...... Outlet Input Data 1.01
Individual Outlet Curves ........... 1.04
Composite Rating Curve ............. 1.08
r \ I'
I, lQ?? ft?
Sf?l(Lk1FlY ??A?tac> l_1?RV?
usEO Foy. 1C?- ? 25- YR
ANALY:SaS
P-.?
0
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
Type.... vuciec input uaca rage l.ut
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 279.00 ft
Increment = .20 ft
Max. Elev.= 284.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 280.650 284.000
Culvert-Circular BA ---> TW 272.450 284.000
TW SETUP, DS Channel
•
0
SIN: 621701207003
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 8:05 AM Date: 12/19/2005
•

•
't'ype.... VULleL lIIPUL VaLG ray, t.v.i
Name.... WQ Pond #2
iFile.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
!Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 4.5000 ft
Upstream Invert = 272.45 ft
Dnstream Invert = 272.00 ft
Horiz. Length = 57.00 ft
Barrel Length = 57.00 ft
Barrel Slope = .00789 ft/ft
OUTLET CONTROL DATA...
Mannings n .0130
Ke = .5000 (forward entrance loss)
Kb = .004209 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 277.65 ft ---> Flow = 118.08 cfs
At T2 Elev = 278.31 ft ---> Flow = 134.95 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005

type.... 111U1V1uual VLLLICL LLLivuS C0.yc ?.?Y
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pip e)
-
------------------------------
Upstream ID = (Pond Water -------
Surface )
DNstream ID = BA (Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
%Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft + /-cfs ft
-
----- +/-ft
-------
--------
279.00 --------
.00 ------- --------
... ------- ------ - -----
... -
278.00 .000
WS below an invert; no flow.
279.20 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
279.40 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
279.60 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
279.80 .00 ... ... 278.00 .000
WS below an invert; no flow.
280.00 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.20 .00 ... ... ... 278.00 .000
WS below an invert; no flow.
280.40 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.60 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.65 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.80 4.38 280.80 Free 278.00 .000 .000 278.00 .000
Weir: H =.15
• 281.00 15.61 281.00 Free 278.03 .000 .000 278.00 .000
Weir: H =.35
281.20 30.76 281.20 Free 278.10 .000 .000 278.00 .000
Weir: H =.55
281.40 48.97 281.40 Free 278.26 .000 .000 278.00 .000
Weir: H =.75
281.60 69.82 281.60 Free 278.52 .000 .000 278.00 .000
Weir: H =.95
281.80 92.98 281.80 Free 278.92 .000 .000 278.00 .000
Weir: H =1.15
• 'i
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
Project Comments:
•

•
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
282.00 118.27 282.00 Free 279.50 .000 .000 278.00 .000
Weir: H =1.35
282.20 145.50 282.20 Free 280.26 .000 .000 278.00 .000
Weir: H =1.55
282.40 202.87 282.40 282.40 282.40 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
282.60 207.44 282.60 282.60 282.60 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
282.80 211.90 282.80 282.80 282.80 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.00 216.27 283.00 283.00 283.00 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.20 220.56 283.20 283.20 283.20 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.40 224.77 283.40 283.40 283.40 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.60 227.62 283.60 283.60 283.60 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.80 230.41 283.80 283.80 283.80 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
284.00 233.15 284.00 284.00 284.00 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
•
E
L
Type.... Individual outlet Curves
Name.... WQ Pond #2
LFile.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date- 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-
-- Circular)
---------
-------------
Mannings open -------
channe -------
l maximum capacity: 187.95 cfs
UPstream ID = RI (Stand Pi pe)
DNstream ID = TW ( Pond Outf all)
Pond WS. Device (into) Co nverge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL D S HGL DS HGL Error Error TW Error
ft cfs ft ft ft
----- +/-ft +/
------ -- -cfs
---- ft
------- - +/-ft
------
--------
279.00 --------
.00 ------- --
278.00 ------
278.00 --
278.00 .000 .000 278.00 .000
279.20 .00 278.00 278.00 278.00 .000 .000 278.00 .000
j279.40 .00 278.00 278.00 278.00 .000 .000 278.00 .000
279.60 .00 278.00 278.00 278.00 .000 .000 278.00 .000
279.80 .00 278.00 278.00 278.00 .000 .000 278.00 .000
280.00 .00 278.00 278.00 278.00 .000 .000 278.00 .000
280.20 .00 278.00 278.00 278.00 .000 .000 278.00 .000
'280.40 .00 278.00 278.00 278.00 .000 .000 278.00 .000
280.60 .00 278.00 278.00 278.00 .000 .000 278.00 .000
280.65 .00 278.00 278.00 278.00 .000 .000 278.00 .000
280.80 4.38 278.00 278.00 278.00 .000 .000 278.00 .000
FULL FLOW .. .Lfull= 57.00ft Vh=.001ft HL=.002ft
281.00 15.61 278.03 278.00 278.00 .000 .000 278.00 .000
FULL FLOW .. .Lfull= 57.00ft Vh=.015ft HL=.026ft
281.20 30.76 278.10 278.00 278.00 .000 .000 278.00 .000
FULL FLOW .. .Lfull= 57.00ft Vh=.058ft HL=.101ft
;281.40 48.97 278.26 278.00 278.00 .000 .000 278.00 .000
FULL FLOW .. .Lfu11= 57.00ft Vh=.147ft HL=.256ft
1281.60 69.82 278.52 278.00 278.00 .000 .000 278.00 .000
FULL FLOW .. .Lfull= 57.00ft Vh=.299ft HL=.521ft
281.80 92.98 278.92 278.00 278.00 .000 .000 278.00 .000
FULL FLOW .. .Lfu11= 57.00ft Vh=.531ft HL=.924ft
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
iYV- ... ?....... ----- ------ ---- - -- -
Name.... WQ Pond #2
File .... _X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
Project Comments:
• RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 187.95 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Pond WS
Elev.
ft
282.00
282.20
282.40
282.60
i
282.80
283.00
283.20
283.40
283.60
283.80
284.00
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- ------- -------- ------- ------ ------ ------- -------
118.27 279.50 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.859ft HL=1.495ft
145.50 280.26 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=1.301ft HL=2.263ft
202.87 282.40 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.529ft HL=4.400ft
207.44 282.60 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.644_ft HL=4.600ft
211.90 282.80 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.759ft HL=4.800ft
216.27 283.00 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.874ft HL=5.000ft
220.56 283.20 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfu11=57.00ft Vh=2.989ft HL=5.200ft
224.77 283.40 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=3.104ft HL=5.401ft
227.62 283.60 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.15
230.41 283.80 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.35
233.15 284.00 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.55
SIN: 621701207003
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 8:05 AM Date: 12/19/2005
Type.... Composite Rating Curve
Name.... WQ Pond #2
Page 1.08
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
Project Comments:
i
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
j279.00 .00 278.00 .000 (no Q: RIBA)
279.20 .00 278.00 .000 (no Q: RIBA)
279.40 .00 278.00 .000 (no Q: RIBA)
279.60 .00 278.00 .000 (no Q: RIBA)
279.80 .00 278.00 .000 (no Q: RIBA)
280.00 .00 278.00 .000 (no Q: RIBA)
280.20 .00 278.00 .000 (no Q: RIBA)
280.40 .00 278.00 .000 (no Q: RIBA)
280.60 .00 278.00 .000 (no Q: RIBA)
280.65 .00 278.00 .000 (no Q: RIBA)
1280.80 4.38 278.00 .000 RIBA
;281.00 15.61 278.00 .000 RIBA
281.20 30.76 278.00 .000 RIBA
281.40 48.97 278.00 .000 RIBA
281.60 69.82 278.00 .000 RIBA
281.80 92.98 278.00 .000 RIBA
282.00 118.27 278.00 .000 RIBA
282.20 145.50 278.00 .000 RIBA
282.40 202.87 278.00 .000 RIBA
282.60 207.44 278.00 .000 RI,BA
282.80 211.90 278.00 .000 RIBA
283.00 216.27 278.00 .000 RIBA
• '.283.20 220.56 278.00 .000 RIBA
1283.40 224.77 278.00 .000 RIBA
283.60 227.62 278.00 .000 RIBA
283.80 230.41 278.00 .000 RIBA
284.00 233.15 278.00 .000 RIBA
SIN: 621701207003
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 8:05 AM Date: 12/19/2005
Job File: X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Rain Dir: X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\
JOB TITLE
E Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
PoND
?2
51P U-kA? 94-n NG LARVE
U?E.p Fog ?.CU - YR
At*LgS6
is
0
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
Table of Contents
i
Table of Contents
•
******************** OUTLET STRUCTURES *********************
WQ Pond #2-100yr Outlet Input Data .................. 1.01
Individual Outlet Curves ........... 1.04
Composite Rating Curve ............. 1.08
•
E
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
•
Type.... Outlet Input Data
Name.... WQ Pond #2-100yr
Page 1.02
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI.
Project Title: Renaissance Center IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
-----------------
# of Openings -------------
= 1 ------
Invert Elev. = 280.65 ft
Diameter = 8.0000 ft
Orifice Area = 50.2655 sq.ft
Orifice Coeff. _ .600
Weir Length = 25.13 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000

•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
Type.... Outlet Input Data Page 1.01
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 280.60 ft
Increment = .20 ft
Max. Elev.= 284.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 280.650 284.000
Culvert-Circular BA ---> TW 272.450 284.000
TW SETUP, DS Channel

• I
SIN: 6217012070C3
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 9:27 AM Date: 3/9/2006
• f
•
•
Type.... Outlet Input Data
Name.... WQ Pond #2-100yr
Page 1.03
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type =
------------------- Culvert-Circular
-----------------
No. Barrels = 1
Barrel Diameter = 4.5000 ft
Upstream Invert = 272.45 ft
Dnstream Invert = 272.00 ft
Horiz. Length = 57.00 ft
Barrel Length = 57.00 ft
Barrel Slope = .00789 ft/ft
OUTLET CONTROL DATA ...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .004209 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 277.65 ft ---> Flow = 118.08 cfs
At T2 Elev = 278.31 ft ---> Flow = 134.95 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
Type.... Individual Outlet Curves Page 1.04
Name.... WQ Pond #2-100yr
File.... X: \ Proj ects\MDL\MDL- 0 4 0 0 0 \S torm\Construct ion Drawings Submittal \WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
e Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
i
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
280.60 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.65 .00 ... ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.80 4.38 280.80 Free 278.00 .000 .000 278.00 .000
Weir: H =.15
281.00 15.61 281.00 Free 278.03 .000 .000 278.00 .000
Weir: H =.35
281.20 30.76 281.20 Free 278.10 .000 .000 278.00 .000
Weir: H =.55
281.40 48.97 281.40 Free 278.26 .000 .000 278.00 .000
Weir: H =.75
281.60 69.82 281.60 Free 278.52 .000 .000 278.00 .000
Weir: H =.95
281.80 92.99 281.80 Free 278.92 .000 .000 278.00 .000
Weir: H =1.15
282.00 118.27 282.00 Free 279.50 .000 .000 278.00 .000
Weir: H =1.35
282.20 145.50 282.20 Free 280.26 .000 .000 278.00 .000
Weir: H =1.55
282.40 202.87 282.40 282.40 282.40 .000 .000 278.00 .000
• DS HGL+Loss > crest: Flow set to Downstream outlet.
282.60 207.44 282.60 282.60 282.60 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
282.80 211.90 282.80 282.80 282.80 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.00 216.27 283.00 283.00 283.00 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.20 220.56 283.20 283.20 283.20 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.40 224.77 283.40 283.40 283.40 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
Type.... Individual Outlet Curves Page 1.05
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal \WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
------ -------- ------- -------- ------- ------ ------ ------- -------
283.60 227.62 283.60 283.60 283.60 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.80 230.41 283.80 283.80 283.80 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
284.00 233.15 284.00 284.00 284.00 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.

E
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006

Type.... Individual Outlet Curves Page 1.06
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 187.95 cfs
Upstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- ------- -------- ------- ------ ------ ------- -------
.00 278.00 278.00 278.00 .000 .000 278.00 .000
.00 278.00 278.00 278.00 .000 .000 278.00 .000
4.38 278.00 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.001ft HL=.002ft
15.61 278.03 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.015ft HL=.026ft
30.76 278.10 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.058ft HL=.101ft
48.97 278.26 278.00 278.00 .000 .000 278.00 .000
FULL FLOW...Lfull=57.00ft Vh=.147ft HL=.256ft
69.82 278.52 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.299ft HL=.521ft
92.99 278.92 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.531ft HL=.924ft
118.27 279.50 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.859ft HL=1.495ft
145.50 280.26 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=1.301ft HL=2.263ft
202.87 282.40 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.529ft HL=4.400ft
207.44 282.60 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.644ft HL=4.600ft
211.90 282.80 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.759ft HL=4.800ft
216.27 283.00 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.874ft HL=5.000ft
220.56 283.20 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.989ft HL=5.200ft
224.77 283.40 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=3.104ft HL=5.401ft
Pond WS.
Elev.
ft
280.60
280.65
280.80
281.00
281.20
281.40
281.60
281.80
282.00
282.20
• 282.40
282.60
282.80
283.00
283.20
283.40
0
SIN: 621701207003
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 9:27 AM Date: 3/9/2006
Type.... Individual Outlet Curves Page 1.07
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawi ngs Submi ttal \WQPONDS-.TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments :
•
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 187.
95 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs ft ft ft +/-ft +/-cfs
-------- ------- ------- ft +/-ft

283.60 - ------- ------ ------
227.62 283.60 278.00 278.00 .000 .000 -------
278.00 -------
.000
INLET CONTROL... Submerged: HW =11.15
283.80 230.41 283.80 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.35
284.00 233.15 284.00 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.55
•
•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
Type.... Composite Rating Curve
Name.... WQ Pond #2.-100yr
Page 1.08
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissa nce Center IV
• Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft
-------- +/-ft
----- Contributing Structures
------------

280.60
.00
278.00
.000 --------------
(no Q: RI,BA)
280.65 .00 278.00 .000 (no Q: RIBA)
280.80 4.38 278.00 .000 RIBA
281.00 15.61 278.00 .000 RIBA
281.20 30.76 278.00 .000 RIBA
281.40 48.97 278.00 .000 RIBA
281.60 69.82 278.00 .000 RI,BA
281.80 92.99 278.00 .000 RIBA
282.00 118.27 278.00 .000 RIBA
282.20 145.50 278.00 .000 RIBA
282.40 202.87 278.00 .000 RI,BA
282.60 207.44 278.00 .000 RIBA
282.80 211.90 278.00 .000 RI,BA
283.00 216.27 278.00 .000 RIBA
283.20 220.56 278.00 .000 RIBA
283.40 224.77 278.00 .000 RIBA
283.60 227.62 278.00 .000 RIBA
283.80 230.41 278.00 .000 RIBA
284.00 233.15 278.00 .000 RIBA
i
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
RENAISSANCE CETNER IV SIPHON DESIGN SHEET
MDL-04000
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert =
Volume @ Normal Pool =
Basin Invert =
•
is
4 inches
1
45120
1.0859
0.60
279.00 feet
0 CF
279.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
280.650 77720 0.511
280.505 70325 0.485 0.498 7396 14848
280.360 62990 0.458 0.472 7335 15548
280.215 55722 0.429 0.444 7268 16375
280.069 48529 0.399 0.414 7193 17374
279.924 41419 0.365 0.382 7110 18618
279.779 34405 0.328 0.347 7014 20230
279.634 27503 0.287 0.308 6902 22443
279.489 20737 0.238 0.262 6766 25784
279.344 14143 0.176 0.207 6594 31811
279.198 3978 0.079 0.128 10165 79611
Drawdown Time = 3.04 days
Conclusion : Use 1 - 4" Diameter Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3 days.
JW Caldwell, PE
3/10/2006
SIPHONS.XLS
POND #2
RENAISSANCE CENTER IV RISER ANTI-FLOATATION CALCULATIONS JW Caldwell, PE
MDL-04000 Pond #2 3/10/2006
Unit Weight of Water cf = 62.4
Unit Weight of Concrete (pcf) = 142
Riser Inside Diameter (ft) 8.00
Riser Wall Thickness in 8.50:
Riser Top Elevation (ft) = 280.65
_ Riser Inside Bottom Elevation (fQ
-: 272.45
_
_
Outside Diameter of Barrel Pipe (in)k' 66.50
Diameter of Drain Pipe 8.00'
Volume of Trashrack cf 235.75:
Weight of Riser** (#) _ 20103.31
Amount of Water Displaced by Riser Structure (cf) =
fk
'YG':"
4?
iti
f
e4'
2
"?
"`:
?.•••- -.•r•... `°
%
•'
"
'
" 806.83
- '
.
.
.
r
r
sr
..
a
a
5:SM6x4T.S.Ti
x
.vd3II53?Tii
i5wd:.s±1
?
s Yri:?i?aS
*Note: Assuming trashrack is 100% clogged s..
#sII
**Note: Does not include weight of trashrack or barrel pipe
RECTANGULAR ANTI-FLOAT BASE
_ z 1z-
Base Width & Len th ft = :
13.00
Base Thickness (in) = 48.00
Weight of Base (#) = 95992.00
Amount of Water Displaced by Base (cf) = 676.00
Weight of Water Displaced by Riser and Base (#) = 2528.69
Weight of Riser and Base (#) = 116095.31
• FACTOR OF SAFETY AGAINST FLOATATION = 1.25

Riser Anti-Float Calcs.xls Prepared by The John R. McAdams Company, Inc. Pond #2
RENAISSANCE CENTER IV
MDL-04000
Anti-Seep Collar Design Sheet
•
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements ==>
Anti-seep collars shall increase the flow path along the barrel by 15%.
JW Caldwell, PE \
12/19/2005
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design ==>
Flow Length
along barrel Min. Calc'd # Max. # of Use
Pond through embankment Projection of collars Spacing collars to' Spacing Spacing
ID (feet) (feet) required (feet) use (feet);' OK?
WQ POND #2 57.0 3.00 1.43 20 2.00 1.9 YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
•
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.

antiseep collars.xls POND #2
RENAISSANCE CENTER IV
MDL-04000
• NRCD Land Quality Section
ator Design Results
NYDOT Dissi
p
Pipe diameter (ft) 4.50
Outlet velocity (fps) 12.47
Apron length (ft) 36.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
6 B 22
» 13 Bor1 22
23 2 27
-- Dissipator, Pipe or Quit (D P or Q) --
E
•
JW Caldwell, PE
12/19/2005
POND #2

Project Name: Southpoint
Project No. DWQ 06-0758
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
5/17/2006
elevations I0 ?S average depth status
Bottom of Basin (ft) 278
Permanent Pool (ft) 286 8 ft. depth check depth
Temporary Pool (ft) 287.75 1.75 ft. depth ok
areas
Permanent Pool SA (sq ft) 18185 8162 sq. ft. ok
Drainage Area (ac) 13.48 ? 776 L; based on avg depth ok
Impervious Area (ac) 9.436 * 70.0%
-
volumes
Permanent Pool (cu ft) 63761
Temporary Pool (cu ft) )t 32268 33274 cu. ft. check tempo
Forebay (cu ft) V 19044 29.9% check forebt
other parameters
SA/DA 3.04 1.39 -
Orihce Diameter (in) 2.5 0.15 cfs drawdown
Design Rainfall (in) 1 2.4 day drawdown ok
Linear Interpolation of Correct SAIDA*
8 ft. Permanent Pool Depth
% Impervious SA/DA Iron (Avg. Depth)
Next Lowest 60 1.18 1.129375859 1.08
0
Project Impervious 70.0 1.39 „ _.[ 3Y ? 1.26
Next Highest 80 1.6 1.513938961 1.43
aft 4
' t?
amp

Project Name: Southpoint
Project No. DWQ 06-0758
Pond No.
SUBMITTED DESIGN: 2
5/17/2006
elevations
Bottom of Basin (ft)
Permanent Pool (ft)
Temporary Pool (ft)
areas
Permanent Pool SA (sq ft)
Drainage Area (ac)
Impervious Area (ac)
volumes
Permanent Pool (cu ft)
Temporary Pool (cu ft)
Forebay (cu ft)
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
279
280.65
41762
36.05
25.235
REQUIRED DESIGN:
44 average depth
279 ft. depth
1.65 ft. depth
21828 sq. ft.
1.8856 based on avg depth
70.0 %
183829 Mao
75986 15445 _ 3 670
2.22
4
1
88986 cu. ft.
8.4%
1.39
0.38 cfs drawdown
2.3 day drawdown
status
check depth
ok
ok
ok
check tempo
checkforebt
ok
Linear Interpolation of Correct SAIDA * * *
279 ft. Permanent Pool Depth
% impervious SA/DA fron (Avg. Depth)
Next Lowest 60 1.18 1_.03.98. 17537 1.08
Project Impervious 70.0 1.39 1.
-4 201.26
Next Highest 80 1.6 _ 1.361689814 1.43
3' ft 4
TfIE JOHN R. McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Mr. Sam Aghimien Date
NC Division of Water Quality
401 Wetlands Unit - 2321 Crabtree Blvd.
Raleigh, North Carolina 27604
919-715-3473
Re: Southpoint Village Job No.
I am sending you the following item(s):
June 13, 2006
** FEDERAL EXPRESS "
CPR-05030
COPIES DATE NO. DESCRIPTION
5 Response to Comments Letter
5 DWQ Worksheet for Pond #1
5 DWQ Worksheet for Pond #2
5 Volume Check Spreadsheet
5 O&M Agreement
These are transmitted as checked below:
? As requested
? For approval
? For review and comment
Remarks:
® For your use

Copy to:
Signed??
Sr. E it nmental/Wetland Scientist
FOR INTERNAL USE ONLY P@,213016R p
? Copy Letter of Transmittal Only to File JUN l 4 2006
® Copy Entire Document to File
DtiVR - WATER CiL'ALiTY
WETLANDS AND STCftMATER @R CH
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
June 13, 2006
Mr. Sam Aghimien
North Carolina Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604
Re: Southpoint Village - Durham, NC
Stormwater Review - Additional Information
CPR-05030
Dear Mr. Aghimien:
r4g-401612P
JUN 1 4 2006
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
On behalf of Crosland Properties, Inc., we are responding to your phone call on
May 18, 2006, regarding the request for additional information for the
Southpoint Village Review Permit application. An initial telephone conference
call was held including James Caldwell and Sam Aghimien to discuss the
comments. Please find below the comments and the corresponding responses:
Comment 1: Please provide an Operation and Maintenance agreement.
Response 1: Per a conversation with Jacob Chandler at the City of
Durham, the executed O & M will not be completed by the
city for a month. Attached is the "un-executed" O & M for
your review. The final copy will be sent upon execution.
Comment 2: Please provide a site plan showing pond locations.
Response 2: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. The Water Quality Pond
Drainage Area Map is located at the very end of this section.
This map shows both pond locations as well as there
relationship to the Southpoint Village Property Boundary.
Comment 3: Please provide a planting plan for the ponds (trees and grass).
Response 3: Please see the sheet PD-1 within the construction drawing set
submitted with the design report. A Temporary and
Permanent Seeding schedule as well as the Seedbed
Comprehensive Land Development Design Services
We help oatr clients succeed.
Sake 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 2
Preparation can be found on this Stormwater Pond #1 Detail
Sheet. This seeding schedule pertains to the pond area and
embankment.
The following comments apply to Pond #1
Comment 4: Please provide DWQ worksheets for all structural stormwater
BMPs
Response 4: Enclosed are NC DWQ worksheets for stormwater wetlands
I& 2.
Comment 5: Please provide total impervious areas to each pond.
Response S: This can be found on the NC DWQ worksheet included in
this package.
Comment 6: Please check calculations for normal pool volume. 33,500 cf
are needed and 32,268 cf are provided.
Response 6: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. Page 2 of the Water
Quality Pond Design Sheet, for pond #1, shows 32,268 cf of
storage are required, while 34,471 cf of storage are provided.
This runoff volume was calculated by the SCS loss method,
which has been approved by DWQ.
Comment 7: Please check calculations for the forebay volume. 12,700 cf of
storage are required and 19,000 cf are provided. This exceeds
the 20% requirement.
Response 7: Due to the necessary bottom with required by the forebay,
grading dictated the size. This design cannot be changed do
to the physical constraints of the stormdrain system into the
pond.
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 3
Comment 8: Please check pond depth. 6 feet of depth is preferred this
design provides 8 feet of depth.
Response 8: Additional depth is required to meet surface area
requirements for water quality benefits. This design cannot
be changed do to the physical constraints of the site.
Comment 9: Please check calculations for the surface area to drainage area
ratio.
Response 9: The impervious area, drainage area and impervious
calculations appear to be correct. Design is adequate.
The following comments refer to Pond #2
Comment 10: Please show bottom elevation of the pond on summary sheet
and check 6' pond depth.
Response 10: Bottom elevation is now on NC DWQ summary sheet in the
design report. The elevation difference between bottom and
normal pool is indeed six feet.
Comment 11: Please check Surface Area Check calculations. The impervious
area seems to be incorrect, which may change the impervious
percentage.
Response 11: The impervious area is incorrect. Please see attached Volume
Check spreadsheet and insert into your copy of the design
report. The impervious percentage is still 69% so the SAIDA
ratio is still correct.
Comment 12: Please check temporary pool calculations. 89,000 cf are
required but only 75,986 cf are provided.
Response 12: Please see section S of the design report, page 2 of the Water
Quality Pond Design Sheet, for pond #2, shows 75,986 cf of
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 4
storage are required and 77,720 cf are provided. This runoff
volume was calculated by the SCS loss method, which has
been approved by DWQ.
Comment 13: Please check calculations for the forebay volume. 36,700 cf of
storage are required and only15,445 cf are provided. This does
not meet the 20% requirement.
Response 13: Due to the proximity to the floodplain and the stormdrain
system entering the pond, the forebay berms cannot be moved
and the volumes have been maximized This design cannot be
changed do to the physical constraints of the site.
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
THE JOHN R. MC DAMS COMPANY, INC.
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Department
J es W. Caldwell, PE
Project Manager
Stormwater and Environmental Department
Enclosures
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT IN ORMATION (please complete the following information):
Project Name
Contact Person: Phone Number: alA
N
For projects with multiple basins, specify which basin this worksheet applies to: kin
Basin Bottom Elevation ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation 9,91 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ISIP6 sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume .- -11o4 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume cu. ft. (volume detained on top of the permanent pool)
Forebay Volume cu. ft.
SA/DA used (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
'911 An emergency drain is provided to drain the basin. 2 ?+
MY) The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). 4W' , vemw =3.5d
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.jEF- ©ES164 CWS .
19 Sediment storage is provided in the permanent pool.
" 1ZN Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM S WG 100 09/97 Page 1 of 1
Project No.
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Manaizement Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT IN ORMATION (plea a complete the following information):
Project Name
Contact Person: Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: EWO 09
Basin Bottom Elevation ft. (average elevation of the floor of the basin)
Permanent Pool Elevation . ft. (elevation of the orifice invert out)
Temporary Pool Elevation ft. (elevation of the outlet structure invert in)
(to be provided by DWQ)
Permanent Pool Surface Area 4 sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area 2126 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
cu, ft.
_4A 3. A 'rn cu. ft.
cu. ft.
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
SA/DA used
Diameter of Orifice
in.
(surface area to drainage area ratio)
(draw down orifice diameter)
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I fa requirement has not been met, attach an explanation of
why.
A licants Initials
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume. 0016M CWX-s,
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
VA specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page I of 1
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
M DL-04000 6/13/2006
RENAISSANCE CENTER IV - WO POND DESIGN
1. FOREBAY VOLUME CHECK
Per NCDENR "Stormwater Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
i
A. Water Quality Pond - Below Normal Pool
NWSE = 279
Stage - Storage Function
Ks= 22956
b= 1.1522
Zo = 273
Volume= 180918 ft3
B. Forebay Volume
Forebay 1: Volume Forebay 2: Volume
Stage - Storage Function Stage - Storage Function
Ks= 1194.7 Ks = 695.71
b= 1.4054 b= 1.5193

Zo =
i
273
Zo = 273
I
Volume = 14821
ft3
Volume = 8631 ft3
% Foreba = 13% THINK BIGGER
II. SURFACE AREA CHECK
Impervious Area = 24.85 acres
Drainage Area = 36.20 acres
i
i
% Impervious = 69%
Average Depth = Accumulated Contour Volume / Surface Area
ACV = 183829 cf
SA = 41762 sf
Average Depth = 4.40 ft.
From the Greensboro Stormwater Handbook, the required SA/DA ratio =>
4.0 4.40 5.0
Lower Boundary => 60.0 2.03 1.71
Site % impervious => 68.6 2.35 2.22 2.02
Upper Boundary => 70.0 2.40 2.07
Area Required = 34973 sq.ft.
i
Area Provided = 41762 sq. ft.
O.K.
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF I Volume Check
Prepared by City of Durham Department ofPublic Works, 101 City Hall Plaza, 3rd Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, 3'*d Floor, Durham,
NC,' 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATER FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on September 10, 2002 at Book 3568, Pages 434-442 at the Durham County Register of
Deeds. The City has adopted, and from time to time will adopt, stormwater management regulations applicable to
cert ain real property in which Permittee holds an interest. That property is generally located southeast of the
intersection of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is
described in the deeds recorded with the Durham County Register of Deeds at the following book and page
numbers: Deed Book 5028, Page 731. This development hereafter is referred to as "the Property". Within the
Property may be a particular tract or group of tracts owned by the Permittee upon which the Facility is located. That
property is found at Deed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site
is the Facility which is a Storrnwater Wet Detention Pond (Wet Pond #1) designed to have a water quality
storm event surface area of 22,296 square feet. It is located on the northeast side of the Property. The Site
and the Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stormwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
-1-
C. Definitions. The terms defined above are supplemented by the following teems, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Permittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. Fees: Title Opinion: Construction Inspections and Maintenance.
The Permittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section 6.
C. Constrict the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any structure on the Property, it being agreed that no building on the
Properly is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
Grass and Vegetative Cover.
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
-2-
E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works,
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
from erosion, sloughing, animal burrows, and woody vegetation.
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Permittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site.
e. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
f. If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works.
-3-
Transfer of the Property. If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair fund shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
4. 1 Bond/Security. In order to secure the Permittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar instruments which are acceptable to the City
in substance, form, and guarantor, in the amount of fifty one thousand, seven hundred and eleven dollars
($51,711.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by the
Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
Durham, stating that "the Pennittee's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
-4-
5. Right of Entry on Site. The Permittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
6. Remedies for Violations; Lien on Property; Future Obligations Secured.
a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Permittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 -'/2%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and maybe collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief. The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. The Permittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Permittee's obligations under this Agreement shall
include said attorney's fees.
i
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
7. Release of Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
i. Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person making the request specifies the naive of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
8. Warran . The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. Notice. When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Pennittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. No Waiver- of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or future breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
11 a. Agreement Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
1 lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in 11 a above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12. Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
C. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13.Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination Policy. The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severability. Invalidation of any term or provision in this Agreement by a court of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
-7-
STATE OF NORTH CAROLINA
Renaissance Fayetteville Road III, LLC
C
Manager:
Printed Name:'
COUNTY OF D.UR441
a notary public for said County and State, certify that
,s_T/-t" q a OW b ersonally appeared before me this day,( 1) stated t hat h e or she is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC and (3) acknowledged execution of the foregoing ,,ontract/deed under seal with the City of Durham on
behalf of said company. p
f
This the r day of 20
My commission expires:
ATTEST:
By:_
City Clerk
[Affix Municipal Seal]
Notary Public (t /
SPARKS
CATHY L.
'
T uhfic. State of Chic
Notary ;
tiy Coinnnl!ss'tan F.(, ifQS
J,ul,y '31, 2001
CITY OF DY
..,+a•..cy r
City Manager
STATE OF NORTH CAROLINA COUNTY OF DURHAM
I, a notary public in and for the County of Durham, North Carolina
certify that -----`----personally appeared before me this day and acknowledged that
he/she is City Clerk of the CITY OF DURHAM, a municipal corporation, and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its City Manager and attested
by himself/herself as its said City Clerk or Deputy City Cleric.
Witness my hand and notarial seal, the
My commission expires:
day of , 20_
Notary Public
-8-
Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3'*d Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, 3`d Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATER FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on January 20, 2004 at Book 4253, Pages 813-821 at the Durham County Register of Deeds.
The City has adopted, and from time to time will adopt, stormwater management regulations applicable to certain
real property in which Permittee holds an interest. That property is generally located southeast of the intersection
of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is described in the
deeds recorded with the Durham County Register of Deeds at the following book and page numbers: Deed Book
5028, Page 731. This development hereafter is referred to as "the Property". Within the Property may be a
particular tract or group of tracts owned by the Permittee upon which the Facility is located. That property is found
at Deed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site is the Facility
which is a Stormwater Wet Detention Pond (Wet Pond #2) designed to have a water quality storm event
surface area of 51,149 square feet. It is located on the southeast side of the Property. The Site and the
Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stormwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
-1-
C. Definitions. The terms defined above are supplemented by the following terms, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Pere- ittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. Fees: Title Opinion: 'Construction Inspections and Maintenance.
The Pennittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section 6.
C. Construct the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any stricture on the Property, it being agreed that no building on the
Property is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perforin routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
Grass and Vegetative Cover.
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
_2._
E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
fiom erosion, sloughing, animal burrows, and woody vegetation.
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing.. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Permittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site.
e. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
f. If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works.
-3-
3. Transfer of the Property. If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair fund shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
4. Bond/Security. In order to secure the Pennittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar instruments which are acceptable to the City
in substance, form, and guarantor, in the amount of two hundred fifteen thousand, one hundred and five dollars
($215,105.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by
the Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
Durham, stating that "the Permittee's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
-4-
5. Right of Entry on Site. The Permittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
Remedies for Violations; Lien on Property; Future Obligations Secured.
a. If the Peimittee fails to perform its obligations under this Agreement, the City may send notice to the
Permittee to demand that it so perform. If the Peimittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Peimittee at the rate
of one and one-half percent (1 - ''/Z%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief. The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. The Peimittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Permittee's obligations under this Agreement shall
include said attorney's fees.
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
7. Release of Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person making the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
8. Warranty. The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. ! Notice. When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10.' No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or future breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
11 a. Agreement Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
I lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in 11 a above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12.; Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
c. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination Policy. The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severability. Invalidation of any term or provision in this Agreement by a court of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN,WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
-7-

Renaissance Fayettev'll oa III, LLC
Manager: 5 R
Printed Name:
STATE OF NORTH CAR-0 n4NA COUNTY OF DURRA-M
`L a notary public for said County and State, certify that
I, 6
1il
z«? ?? 'r< It(' personally appeared before me this day,( 1) stated t hat h e or she is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC and (3) acknowledged execution of the foregoing contract/deed under seal with the City of Durham on
behalf of said company.
i
This the P_,' '-day of
My commission expires:
t
ATTEST:
?
11
Notary Publi` f.; ..............
yt f ? w8
1 t
CITY OF DTJR- 1 AN - '"
By:
City Clerk City Manager
[Affix Municipal Seal]
S'T'ATE OF NORTH CAROLINA COUNTY OF DURHAM
at,sKIl-1 4 I.... SPX
Notary Pubk $tato c;
RGV f 4,`t1t11i5 lOt1 EX,
hby 31, 2008
I, , a notary public in and for the County of Durham, North Carolina
certify that personally appeared before me this day and acknowledged that
he/she is City Clerk of the CITY OF DURHAM, a municipal corporation, and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its City Manager and attested
by himself/herself as its said City Clerk or Deputy City Clerk.
Witness my hand and notarial seal, the
My commission expires:
day of , 20_
Notary Public
-8-
i
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
June 13, 2006
Mr. Sam Aghimien
North Carolina Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604
Re: Southpoint Village - Durham, NC
Stormwater Review - Additional Information
CPR-05030
Dear Mr. Aghimien:
Q5@ROW1,9
JUN 1 4 2006
DENR - WATER DUAUTY
WETLANDS AND STQRMWATER BRANCH
On behalf of Crosland Properties, Inc., we are responding to your phone call on
May 18, 2006, regarding the request for additional information for the
Southpoint Village Review Permit application. An initial telephone conference
call was held including James Caldwell and Sam Aghimien to discuss the
comments. Please find below the comments and the corresponding responses:
Comment 1: Please provide an Operation and Maintenance agreement.
Response 1: Per a conversation with Jacob Chandler at the City of
Durham, the executed O & M will not be completed by the
cityfor a month. Attached is the "un-executed" O & M for
your review. The final copy will be sent upon execution.
Comment 2: Please provide a site plan showing pond locations.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527.2003 Fax
www.johnimcadams.com
Response 2: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. The Water Quality Pond
Drainage Area Map is located at the very end of this section.
This map shows both pond locations as well as there
relationship to the Southpoint Village Property Boundary.
Comment 3: Please provide a planting plan for the ponds (trees and grass).
Response 3: Please see the sheet PD-1 within the construction drawing set
submitted with the design report. A Temporary and
Permanent Seeding schedule as well as the Seedbed
Comprehensive Land Development Design Services
We help onr clients mcceecl.
t
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 2
Preparation can be found on this Stormwater Pond #1 Detail
Sheet. This seeding schedule pertains to the pond area and
embankment.
The following comments apply to Pond #1
Comment 4: Please provide DWQ worksheets for all structural stormwater
BMPs
Response 4: Enclosed are NC DWQ worksheets for stormwater wetlands
1& 2.
Comment 5: Please provide total impervious areas to each pond.
Response S: This can be found on the NC DWQ worksheet included in
this package.
Comment 6: Please check calculations for normal pool volume. 33,500 cf
are needed and 32,268 cf are provided.
Response 6: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. Page 2 of the Water
Quality Pond Design Sheet, for pond #1, shows 32,268 cf of
storage are required, while 34,471 cf of storage are provided.
This runoff volume was calculated by the SCS loss method,
which has been approved by DWQ.
Comment 7: Please check calculations for the forebay volume. 12,700 cf of
storage are required and 19,000 cf are provided. This exceeds
the 20% requirement.
Response 7: Due to the necessary bottom with required by the forebay,
grading dictated the size. This design cannot be changed do
to the physical constraints of the stormdrain system into the
pond.

Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 3
Comment 8: Please check pond depth. 6 feet of depth is preferred this
design provides 8 feet of depth.
Response 8: Additional depth is required to meet surface area
requirements for water quality benefits. This design cannot
be changed do to the physical constraints of the site.
Comment 9: Please check calculations for the surface area to drainage area
ratio.
Response 9: The impervious area, drainage area and impervious
calculations appear to be correct. Design is adequate.
The following comments refer to Pond #2
Comment 10: Please show bottom elevation of the pond on summary sheet
and check 6' pond depth.
Response 10: Bottom elevation is now on NC DWQ summary sheet in the
design report. The elevation difference between bottom and
normal pool is indeed six feet.
Comment 11: Please check Surface Area Check calculations. The impervious
area seems to be incorrect, which may change the impervious
percentage.
Response 11: The impervious area is incorrect. Please see attached Volume
Check spreadsheet and insert into your copy of the design
report. The impervious percentage is still 69% so the SAIDA
ratio is still correct.
Comment 12: Please check temporary pool calculations. 89,000 of are
required but only 75,986 cf are provided.
Response 12: Please see section S of the design report, page 2 of the Water
Quality Pond Design Sheet, for pond #2, shows 75,986 cf of
THE JOHN
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 4
Since 1979
R. McADAMS COMPANY, INC.
storage are required and 77,720 cf are provided. This runoff
volume was calculated by the SCS loss method, which has
been approved by DWQ.
Comment 13: Please check calculations for the forebay volume. 36,700 cf of
storage are required and only15,445 cf are provided. This does
not meet the 20% requirement.
Response 13: Due to the proximity to the floodplain and the stormdrain
system entering the pond, the forebay berms cannot be moved
and the volumes have been maximized. This design cannot be
changed do to the physical constraints of the site.
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
THE JOHN R. MCADAMS COMPANY, INC.
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Department
J nes W. Caldwell, PE
Project Manager
Stormwater and Environmental Department
Enclosures
Project No.
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT IN ORMATION (please complete the following information):
Project Name :
Contact Person: Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: K
Basin Bottom Elevation 2-7;3,6 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation . ft. (elevation of the orifice invert out)
Temporary Pool Elevation 7 `7 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area AM6 sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area _f0.?7`7 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume cu. ft. (combined volume of main basin and forebay)
Temporary Pool -Volume cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 4 cu. ft.
SA/DA used (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
_V#km The temporary pool controls runoff from the 1 inch storm event.
'T121'? The basin length to width ratio is greater than 3:1.
`Jy The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin. kA1
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).Awv, CePTH -3.5
The temporary pool draws down in 2 to 5 days.
?X_The forebay volume is approximately equal to 20% of the total basin volume SEE DES16N CW,S .
19ti Sediment storage is provided in the permanent pool.
'1]KH Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
TA 0 A vegetation management/mowing schedule is provided in the O&M plan.
T9M Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
-ram A responsible party is designated in the O&M plan.
FORM S WG 100 09/97 Page 1 of 1
Project No. DW
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
j A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT IN ORMATION (plea le complete the following information):
Project Name
Contact Person: Phone Number:
For projects with multiple basins, specify.which basin this worksheet applies to:
Basin Bottom Elevation ft.
Permanent Pool Elevation ft.
Temporary Pool Elevation ft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area 4 sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
cu. ft.
9% cu. ft.
154415 cu. ft.
in.
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I.f a requirement has not been met, attach an explanation of
why.
Aonlicants Initials
The temporary pool controls runoff from the 1 inch storm event.
--- " V The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
TRI An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume. DES169 CAUS.
Sediment storage is provided in the permanent pool.
m1i Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the 0&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
-MIR A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
MDL-04000 6/13/2006
RENAISSANCE CENTER IV - WO POND DESIGN
?I. FORFBAYVOLUMECHECK
Per NCDENR "Stormwater Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE = 279
Stage - Storage Function
Ks= 22956
b= 1.1522
Zo = 273
Volume= 180918 ft3
B. Forebay Volume
Forebay 1: Volume Forebay 2: Volume
Stage - Storage Function Stage - Storage Function
Ks= 1194.7 Ks = 695.71
b= 1.4054 b= 1.5193
Zo = 273 Zo = 273
Volume = 14821 ft ` Volume = 8631 ft3
% Foreba = 13% THINK BIGGER
11. SURFACE. AREA CHECK
i
Impervious Area = 24.85 acres
Drainage Area = 36.20 acres
% Impervious = 69%
Average Depth = Accumulated Contour Volume/ Surface Area
ACV = 183829 cf
SA = 41762
i sf
Average Depth = 4.40 ft.
From the Greensboro Stormwater Handbook, the required SA/DA ratio =_>
4.0 4.40
Lower Boundary => 60.0 2.03
Site % impervious => 68.6 2.35 2.22
Upper Boundary => 70.0 2.40
Area Required = 34973 sq.ft.
Area Provided = 41762 sq. ft. O.K.
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF 1
i
5.0
1.71
2.02
2.07
Volume Check
Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3rd Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, 3"d Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATER FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
Bqc round
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on September 10, 2002 at Book 3568, Pages 434-442 at the Durham County Register of
Deeds. The City has adopted, and from time to time will adopt, stormwater management regulations applicable to
certain real property in which Permittee holds an interest. That property is generally located southeast of the
intersection of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is
described in the deeds recorded with the Durham County Register of Deeds at the following book and page
numbers: Deed Book 5028, Page 731. This development hereafter is referred to as "the Property". Within the
Property may be a particular tract or group of tracts owned by the Permittee upon which the Facility is located. That
property is found at Deed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site
is the Facility which is a Stormwater Wet Detention Pond (Wet Pond #1) designed to have a water quality
storm event surface area of 22,296 square feet. It is located on the northeast side of the Property. The Site
and the Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stormwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
-1-
C. Definitions. The terms defined above are supplemented by the following teams, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Permittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. Fees: Title Opinion: Construction Inspections and Maintenance.
The Permittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section 6.
C. Construct the Facility in accordance with the plans approved by the Director of Public Works before
applying f.'or a certificate of compliance for any structure on the Property, it being agreed that no building on the
Properly is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
i. Grass and Vegetative Cover.
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
-2-
E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
from erosion, sloughing, animal burrows, and woody vegetation.
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Permittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site.
C. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
f. If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works.
-3-
Transfer of the Properj. If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair find shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
4. Bond/Security. In order to secure the Permittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar instruments which are acceptable to the City
in substance, form, and guarantor, in the amount of fifty one thousand, seven hundred and eleven dollars
($51,711.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by the
Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
Durham, stating that "the Pennittee's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
-4-
5. Right of Entry on Site. The Permittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
6. Remedies for Violations; Lien on Property, Future Obligations Secured.
a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Permittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 -'V2%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief. The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
a The Permittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Permittee's obligations under this Agreement shall
include said attorney's fees.
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
i
7. Release of Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person making the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
8. WaiTgnty. The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. Notice. When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. ' No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or future breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
I 1 a. Agreement. Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
I lb. ! Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in 11 a above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12. ! Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall snot create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
C. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words Include and including mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination Policy. The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severability. Invalidation of any term or provision in this Agreement by a court. of competent jurisdiction
shall'not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
-7-
(C I Alt-? C,
STATE OF NORTH CAROLINA
Renaissance Fayetteville Road III, LLC
Manager: C
Printed Name:' `
COUNTY OF I)U-
I, ` %qr?:- :- , a notary public for said County and State, certify that
ersonally appeared before me this day, (1) stated that he or she is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC sand (3) acknowledged execution of the foregoing gontract/deed under seal with the City of Durham on
behalf of said company.
This the, day of t'r f 20 t Cc € '
Notary Public i ?PI • •
My commission expires: `-? ' ?;? 11,/x' `,•??°„
CAT'HY I- SPARKS
?,? PEutary r kkk)itc. atatU of Ohio
g?k fiAy t t?rnnn tun E=?c6;uus
July 31, 200!3
ATTEST: CITY OF
By:__
City Clerk
[Affix Municipal Seal]
City Manager
STATE OF NORTH CAROLINA COUNTY OF DURHAM
1, a notary public in and. for the County of Durham, North Carolina
certify that appeared before me this day and acknowledged that
he/shc is City Clerk of the CITY OF DURHAM, a municipal corporation, and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its --. City Manager and attested
by himself/herself as its said City Clerk or Deputy City Clerk.
Witness my hand and notarial seal, the day of 20__.
My commission expires:
Notary Public
-8-
i
Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3"d Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, 3"d Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATER FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
1. Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on January 20, 2004 at Book 4253, Pages 813-821 at the Durham County Register of Deeds.
The City has adopted, and from time to time will adopt, stormwater management regulations applicable to certain
real property in which Permittee holds an interest. That property is generally located southeast of the intersection
of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is described in the
deeds recorded with the Durharn County Register of Deeds at the following book and page numbers: Deed Book
5028, Page 731. This development hereafter is referred to as "the Property". Within the Property may be a
particular tract or group of tracts owned by the Permittee upon which the Facility is located. That property is found
at Deed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site is the Facility
which is a Stormwater Wet Detention Pond (Vet Pond #2) designed to have a water quality storm event
surface area of 51,149 square feet. It is located on the southeast side of the Property. 'The Site and the
Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stormwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
-1-
C. Definitions. The terms defined above are supplemented by the following terms, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.-
Pei -niittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. Fees: Title Opinion: 'Construction Inspections and Maintenance.
The Pennittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section C.
C. Construct the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any structure on the .Property, it being agreed that no building on the
Property is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work.
Grass and Vegetative Cover.
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and. keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
-2-
E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
fi•om erosion, sloughing, animal burrows, and woody vegetation.
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stoimwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing.. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Permittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site.
e. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
f. If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works
-3-
Transfer of the Property. If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair fund shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
4. Bond/Security. In order to secure the Penmittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar instruments which are acceptable to the City
in substance, form, and guarantor, in the amount of two hundred fifteen thousand, one hundred and five dollars
($215,105.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by
the Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
.Durham, stating that "the Permittee's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
4
5. I Right of Entry on Site. The Permittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
6. Remedies for Violations, Lien on Property, Future Obligations Secured.
j a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Permittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 -'h%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief. The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. The Permittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Pennittee's obligations under this Agreement shall
include said attorney's fees.
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
7. Release.of__Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person malting the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
8. Warranty- The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. Notice., When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone], If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or future breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
11a. Agreement Binding, until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
1 lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in l la above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12. Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
C. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination _PolicY. `Ile City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severabilii Invalidation of any terns or provision in this Agreement by a court of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
-7-
Renaissance Fayette 111, LLC
Manager:
Printed Name:
1
STATE OF NORTH CXROrMn- A COUNTY OF DUR A-M
a notary public for said County and State, certify that
az m5l"'? l-L" ' p ersonally appeared b efore in e t his d ay, (1) s tated that h e o r s he is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC and (3) acknowledged execution of the foregoing contract/deed under seal with the City of Durham on
behalf of said company.
This the 10 day of Arf i. ft\ , 20
Notary Pu
My commission expires:
?
Viol 3(a"
I
ATTEST:
By:
City Clerk
[Affix Municipal Seal]
City Manager
STATE OF NORTH CAROLINA COUNTY OF DURHAM
11 a notary public in and for the County of Durham, North Carolina
certify that ersonally appeared before me this day and acknowledged that
he/she is City Clerk of the CITY OF DURHAM, a municipal corporation, and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its City Manager and attested
by himself/herself as its said City Clerk or Deputy City Clerk.
Witness my hand and notarial seal, the
My commission expires:
i

;yak
6TIVIk
CITY OF D66
cf-o-w 1... SPIA
Notmy Public, atato e
My Coiimission Ex;
July 31, 2003
day of , 20`
Notary Public
-8-

Since 1979
THE JOHN R. McADAMS COMPANY, INC.
June 13, 2006
Mr. Sam Aghimien
North Carolina Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604
Re: Southpoint Village - Durham, NC
Stormwater Review - Additional Information
CPR-05030
Dear Mr. Aghimien:
Qg?[9 adLE ?
JUN 1 4 2006
DENT - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
On behalf of Crosland Properties, Inc., we are responding to your phone call on
May 18, 2006, regarding the request for additional information for the
Southpoint Village Review Permit application. An initial telephone conference
call was held including James Caldwell and Sam Aghimien to discuss the
comments. Please find below the comments and the corresponding responses:
Comment 1: Please provide an Operation and Maintenance agreement.
Response 1: Per a conversation with Jacob Chandler at the City of
Durham, the executed O & M will not be completed by the
cityfor a month. Attached is the "un-executed" O & M for
your review. The final copy will be sent upon execution.
Comment 2: Please provide a site plan showing pond locations.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646 I
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
Response 2: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. The Water Quality Pond
Drainage Area Map is located at the very end of this section.
This map shows both pond locations as well as there
relationship to the Southpoint Village Property Boundary.
Comment 3: Please provide a planting plan for the ponds (trees and grass).
Response 3: Please see the sheet PD-1 within the construction drawing set
submitted with the design report. A Temporary and
Permanent Seeding schedule as well as the Seedbed
Comprehensive Land Development Design Services
We help our clients succeed.
I
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 2
Preparation can be found on this Stormwater Pond #1 Detail
Sheet. This seeding schedule pertains to the pond area and
embankment.
The following comments apply to Pond 41
Comment 4: Please provide DWQ worksheets for all structural stormwater
BMPs
Response 4: Enclosed are NC DWQ worksheets for stormwater wetlands
1& 2.
Comment 5: Please provide total impervious areas to each pond.
Response 5: This can be found on the NC DWQ worksheet included in
this package.
Comment 6: Please check calculations for normal pool volume. 33,500 cf
are needed and 32,268 cf are provided.
Response 6: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. Page 2 of the Water
Quality Pond Design Sheet, for pond #1, shows 32,268 cf of
storage are required, while 34,471 cf of storage are provider.
This runoff volume was calculated by the SCS loss method,
which has been approved by DWQ.
Comment 7: Please check calculations for the forebay volume. 12,700 cf of
storage are required and 19,000 cf are provided. This exceeds
the 20% requirement.
Response 7. Due to the necessary bottom with required by the forebay,
grading dictated the size. This design cannot be changed do
to the physical constraints of the stormdrain system into the
pond.
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 3
Comment 8: Please check pond depth. 6 feet of depth is preferred this
design provides 8 feet of depth.
Response 8: Additional depth is required to meet surface area
requirements for water quality benefits. This design cannot
be changed do to the physical constraints of the site.
Comment 9: Please check calculations for the surface area to drainage area
ratio.
Response 9: The impervious area, drainage area and impervious
calculations appear to be correct. Design is adequate.
The following comments refer to Pond #2
Comment 10: Please show bottom elevation of the pond on summary sheet
and check 6' pond depth.
Response 10: Bottom elevation is now on NC DWQ summary sheet in the
design report. The elevation difference between bottom and
normal pool is indeed six feet.
Comment 11: Please check Surface Area Check calculations. The impervious
area seems to be incorrect, which may change the impervious
percentage.
Response 11: The impervious area is incorrect. Please see attached Volume
Check spreadsheet and insert into your copy of the design
report. The impervious percentage is still 69% so the SAIDA
ratio is still correct.
Comment 12: Please check temporary pool calculations. 89,000 cf are
required but only 75,986 cf are provided.
Response 12: Please see section S of the design report, page 2 of the Water
Quality Pond Design Sheet, for pond #2, shows 75,986 cf of
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 4
storage are required and 77,720 cf are provided. This runoff
volume was calculated by the SCS loss method, which has
been approved by DWQ.
Comment 13: Please check calculations for the forebay volume. 36,700 cf of
storage are required and only15,445 cf are provided. This does
not meet the 20% requirement.
Response 13: Due to the proximity to the floodplain and the stormdrain
system entering the pond, the forebay berms cannot be moved
and the volumes have been maximized. This design cannot be
changed do to the physical constraints of the site.
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
THE/ JOHN R. MC DAMS COMPANY, INC.
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Department
J nes W. Caldwell, PE
Project Manager
Stormwater and Environmental Department
Enclosures
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT IN ORMATION (please complete the following information):
Project Name
Contact Person: Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: Qhmn 04
Basin Bottom Elevation 2-3,6 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation 7• `7 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ASIV6 sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area -fD.7-7 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume - _-11v4 cu. ft. (combined volume of main basin and forebay)
Temporary Pool .Volume 6 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 4 cu. ft.
SA/DA used (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials
-TXtA The temporary pool controls runoff from the 1 inch storm event.
"T"al"l The basin length to width ratio is greater than 3:1.
(`l The basin side slopes are no steeper than 3:1.
?A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
1. DEP?M =3.5?
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume SEE OE5160 CALCS .
't Sediment storage is provided in the permanent pool.
11z" Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
V vegetation management/mowing schedule is provided in the O&M plan.
emi-annual inspections are specified in the O&M plan.
debris check is specified in the 0&M plan to be performed after every sturn? event.
specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page I of 1
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT IN ORMATION (plea le complete the following information):
Project Name
Contact Person: Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: _
Basin Bottom Elevation ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 141 _X:i!2_ sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
cu. ft.
cu. ft.
cu. ft.
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
SA/DA used
Diameter of Orifice
in.
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H.1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
TRI An emergency drain is provided to drain the basin.
rKm The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
_MtA The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume of .%m C Au&
Sediment storage is provided in the permanent pool.
_ Access is provided for maintenance.
T1{? A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the 0&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
A responsible party is designated in the 0&M plan.
FORM SWG100 09/97 Page 1 of 1
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
MDL-04000 6/13/2006
RENAISSANCE CENTER IV - WO POND DESIGN
1. FOREBAY VOLUME CHECK
Per NCDEN R "Stormwater Best Management Practices", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE = 279
Stage - Storage Function
Ks= 22956
b= 1.1522
Zo = 273
Volume= 180918 ft3
B. Forebay Volume
Forebay 1: Volume
Stage - Storage Function
Ks= 1194.7
b= 1.4054
Zo = 273
Volume = 14821 ft3
% Foreba = 13% THINK BIGGER
i
it. SURFACE AREA CHECK
Impervious Area = 24.85 acres
Drainage Area = 36.20 acres
% Impervious = 69%
Average Depth = Accumulated Contour Volume / Surface Area
ACV = 183829 cf
SA = 41762 sf
Average Depth = 4.40 ft.
From the Greensboro Stormwater Handbook, the required SA/DA ratio =_>
4.0 4.40
Lower Boundary => 60,0 2.03
Site % impervious => 68.6 2.35 2.22
Upper Boundary => 70.0 2.40
Area Required = 34973 sq.ft.
Area Provided = 41762 s .ft. O.K.
Water Quality Pond Dimension Check(WQPond#2).XLS I OF 1
Forebay 2: Volume
Stage - Storage Function
Ks = 695.71
b= 1.5193
Zo = 273
Volume = 8631 ft3
5.0
1.71
2.02
2.07
Volume Check
Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3"d Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, Y'd Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATER FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on September 10, 2002 at Book 3568, Pages 434-442 at the Durham County Register of
Deeds. The City has adopted, and from time to time will adopt, stormwater management regulations applicable to
certain real property in which Permittee holds an interest. That property is generally located southeast of the
intersection of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is
described in the deeds recorded with the Durham County Register of Deeds at the following book: and page
numbers: Deed hook 5028, Page 731. This development hereafter is referred to as "the Property". Within the
Property may be a particular tract or group of tracts owned by the Permittee upon which the Facility is located. 'T'hat
property is found at Deed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site
is the Facility which is a Storinwater Wet Detention Pond (Wet Pond #1) designed to have a water quality
storm event surface area of 22,296 square feet. It is located on the northeast side of the Property. 'I'he Site
and the Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stonrwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
-1-
c. Definitions. The terms defined above are supplemented by the following terms, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Permittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. Fees: Title Opinion: Construction Inspections and Maintenance.
The Permittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section 6.
C. Construct the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any structure on the Property, it being agreed that no building on the
Property is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
Grass and Vegetative Cover.,
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
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E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
from erosion, sloughing, animal burrows, and woody vegetation.
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Permittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site.
C. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
f If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works.
-3-
Transfer of the Pro eLly. If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair fund shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
d. Bond/Security. In order to secure the Permittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar instnurrients which are acceptable to the City
in substance, form, and guarantor, in the amount of fifty one thousand, seven hundred and eleven dollars
($$1,711.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by the
Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
Durham, stating that "the Pennittec's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
-4-
5. Right of Entry on Site. The Permittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
6. Remedies for Violations, Lien on Property; Future Obligations_ Secured.
a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Permittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 -'Y2%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief. The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. The Permittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Permittee's obligations under this Agreement shall
include said attorney's fees.
i
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
%. Release of Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person making the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
8. Warranty. The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. Notice_ When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or fixture breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
I 1 a. Agreement Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
l lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in 11 a above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12. Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
C. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13.I Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean.,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination Polio. The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severabili . Invalidation of any term or provision in this Agreement by a court: of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
-7-
STATE OF NORTH C-A-ROIANA
Renaissance Fayetteville Road III, LLC
Manager: '- \. ,
Printed Name:' % im
COUNTY OF DID
I, { ;.? rg...f , a notary public for said County and State, certify that
I x'- at lt;'Ef!L/b ersonally appeared before me this day, (1) s tated t hat he o r s he is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC and (3) acknowledged execution of the foregoing contract/deed under seal with the City of Durham on
behalf of said company. 1
This the day of ' (( ):
f
Notary Public "?P.•• "?J?C
My commission expires: r> `?,?` 1 ??% {fC'
,t t ?. +i ?> -?'• CATHY L. SPARKS
wq "v ac?"c Ptatary Public, a•atD of Ohio
}, , ?ffl = Y; My Cornrn lion F.c ,rc?s
2003
1 1
ATTEST: CITY OF DUI';`
By:
City Clerk
[Affix Municipal Seal]
City Manager
STATE OF NORTH CAROLINA COUNTY OF DURHAM
1, a notary public in and for the County of Durham, North Carolina
certify that appeared before me this day and acknowledged that
he/she is City Clerk of the CITY OF DURHAM, a municipal corporation, and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its City Manager and attested
by himself/herself as its said City Clerk or Deputy City Clerk.
Witness my hand and notarial seal, the
My commission expires:
day of __, 20_
Notary Public
-8-
Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3'd Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, 3id Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATER FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this . day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
1. Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on January 20, 2004 at Book 4253, Pages 813-821 at the Durham County Register of Deeds.
The City has adopted, and from time to time will adopt, stormwater management regulations applicable to certain
real property in which Permittee holds an interest. That property is generally located southeast of the intersection
of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is described in the
deeds recorded with the Durham County Register of Deeds at the following book and page numbers: Deed Book
5028, Page 731. This development hereafter is referred to as "the Property". Within the Property may be a
particular tract or group of tracts owned by the Permittee upon which the Facility is located. That property is found
atNed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site is the Facility
which is a Stormwater Wet Detention Pond (Wet Pond #2) designed to have a water quality storm event
surface area of 51,149 square feet.. It is located on the southeast side of the Property. The Site and the
Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stormwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City, to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
-1-
c. Definitions. The terms defined above are supplemented by the following terms, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Permittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business busts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. Fees: Title Opinion -Construction Inspections and Maintenance.
The Pennittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount detennined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section C.
C. Construct the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any structure on the Property, it being agreed that no building on the
Property is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
Grass and Vegetative Cover.
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and. keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
-2-
E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
fi•om erosion, sloughing, animal burrows, and woody vegetation,
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing., Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided. that the Permittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site.
e. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
I If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of. Public Works.
-3-
Transfer of the Property. If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair fund shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter- into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount. (defined in Section 4).
4. Bond/Security. In order to secure the Permittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar instruments which are acceptable to the City
in substance, form, and guarantor, in the arnount of two hundred fifteen thousand, one hundred and five dollars
($215,105.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by
the Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
Durham, stating that "the Permittee's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
-4-
5. Right of Entry on Site. The Permittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
6. Remedies for Violations; Lien _on_Property; Future Oblip-ations Secured.
a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Permittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 -'/2%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the frill face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. I71e Permittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Pennittee's obligations under this Agreement shall
include said attorney's fees,
d.. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under I:his Agreement.
7. Release of Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (1)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Properly;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person making the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. . Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
c. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
8. Warranty. The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. Notice_ When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or future breach of the same or any other obligation or covenant.
T'he' City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
I la. Agreement Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
I lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in l la above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12. Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
C. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. 'The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination Policy, The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severability. Invalidation of any term or provision in this Agreement by a court of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
-7-
}i
STATE OF NOILTH C2R(7r-IWA
Renaissance Fayettev lI oa III, LLC
Manager: Printed Name:
COUNTY OF-DURHAM
? ? ? •° ? '? ? ??
I, 'ili- t / .. ?:: ?..?' , a notary public for said County and State, certify that
Z'-. r AlEll' 111,,1/ personally appeared before me this day,( 1) stated that he or she is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC and (3) acknowledged execution of the foregoing contract/deed under seal with the City of Durham on
behalf of said company. 4i
This the /611/1-day of (d , 20
My commission expires:
f ,
_...,lt ,..3 .Sr ??QQX _
m7rES f:
By:
,City Clerk
[Affix Municipal Seal]
1J
Notary Publi` 'r
GAI-HY L.. SPA'
Notaty Public, stato o
E'o
Y My Commission Ex;
$ :July 31, 2041:1
CITY OF DORHAJII`
City Manager
STATE OF NORTH CAROLINA COUNTY OF DURHAM
11 a notary public in and for the County of Durham, North Carolina
certify that ersonally appeared before me this day and acknowledged that
he/she is City Clerk of the CITY OF DURHAM, a. municipal corporation., and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its City Manager and attested
by h.imself/herself as its said City Clerk or Deputy City Clerk.
Witness my hand and notarial seal, the
My commission expires:
day of , 20_
Notary Public
-8-
eSince 1979
THE JOHN R. McADAMS COMPANY, INC.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704.527-2003 Fax
www.johnrmcadams.com
June 13, 2006
Mr. Sam Aghimien
North Carolina Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604
Re: Southpoint Village - Durham, NC
Stormwater Review - Additional Information
CPR-05030
Dear Mr. Aghimien:
Q911 @ [9 ow [2 N
JUN 1 4, 2006
DENR - WATER QUALITY
WETLANDS AND STORMMATER BRANCH
On behalf of Crosland Properties, Inc., we are responding to your phone call on
May 18, 2006, regarding the request for additional information for the
Southpoint Village Review Permit application. An initial telephone conference
call was held including James Caldwell and Sam Aghimien to discuss the
comments. Please find below the comments and the corresponding responses:
Comment 1: Please provide an Operation and Maintenance agreement.
Response 1: Per a conversation with Jacob Chandler at the City of
Durham, the executed O & M will not be completed by the
cityfor a month. Attached is the "un-executed" O & M for
your review. The final copy will be sent upon execution.
Comment 2: Please provide a site plan showing pond locations.
Response 2: Please see section 5 of the Stormwater Impact Analysis -
Stormwater Facility Design report. The Water Quality Pond
Drainage Area Map is located at the very end of this section.
This map shows both pond locations as well as there
relationship to the Southpoint Village Property Boundary.
Comment 3: Please provide a planting plan for the ponds (trees and grass).
Response 3: Please see the sheet PD-1 within the construction drawing set
submitted with the design report. A Temporary and
Permanent Seeding schedule as well as the Seedbed
Comprehensive Land Development Design Services
lVe help our clierits succeed.
w Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 2
Preparation can be found on this Stormwater Pond #1 Detail
Sheet. This seeding schedule pertains to the pond area and
embankment.
The followinE comments apply to Pond 41
Comment 4: Please provide DWQ worksheets for all structural stormwater
BMPs
Response 4: Enclosed are NC DWQ worksheets for stormwater wetlands
1& 2.
Comment 5: Please provide total impervious areas to each pond.
Response S: This can be found on the NC DWQ worksheet included in
this package.
Comment 6: Please check calculations for normal pool volume. 33,500 cf
are needed and 32,268 cf are provided.
Response 6: Please see section S of the Stormwater Impact Analysis -
Stormwater Facility Design report. Page 2 of the Water
Quality Pond Design Sheet, for pond #1, shows 32,268 cf of
storage are required, while 34,471 cf of storage are provided.
This runoff volume was calculated by the SCS loss method,
which has been approved by DWQ.
Comment 7: Please check calculations for the forebay volume. 12,700 cf of
storage are required and 19,000 cf are provided. This exceeds
the 20% requirement.
Response 7. Due to the necessary bottom with required by the forebay,
grading dictated the size. This design cannot be changed do
to the physical constraints of the stormdrain system into the
pond.

Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 3
Comment 8: Please check pond depth. 6 feet of depth is preferred this
design provides 8 feet of depth.
Response 8: Additional depth is required to meet surface area
requirements for water quality benefits. This design cannot
be changed do to the physical constraints of the site.
Comment 9: Please check calculations for the surface area to drainage area
ratio.
Response 9: The impervious area, drainage area and impervious
calculations appear to be correct. Design is adequate.
The following comments refer to Pond #2
Comment 10: Please show bottom elevation of the pond on summary sheet
and check 6' pond depth.
Response 10: Bottom elevation is now on NC DWQ summary sheet in the
design report. The elevation difference between bottom and
normal pool is indeed six feet.
Comment 11: Please check Surface Area Check calculations. The impervious
area seems to be incorrect, which may change the impervious
percentage.
Response 11: The impervious area is incorrect. Please see attached Volume
Check spreadsheet and insert into your copy of the design
report. The impervious percentage is still 69% so the SAIDA
ratio is still correct.
Comment 12: Please check temporary pool calculations. 89,000 cf are
required but only 75,986 cf are provided.
Response 12: Please see section S of the design report, page 2 of the Water
Quality Pond Design Sheet, for pond #2, shows 75,986 cf of
THE JOHN R.
Mr. Sam Aghimien
Southpoint Village
June 13, 2006
Page 4
Since 1979
McADAMS COMPANY, INC.
storage are required and 77,720 cf are provided. This runoff
volume was calculated by the SCS loss method, which has
been approved by DWQ.
Comment 13: Please check calculations for the forebay volume. 36,700 cf of
storage are required and onlyl5,445 cf are provided. This does
not meet the 20% requirement.
Response 13: Due to the proximity to the floodplain and the stormdrain
system entering the pond, the forebay berms cannot be moved
and the volumes have been maximized. This design cannot be
changed do to the physical constraints of the site.
Consideration of this response is greatly appreciated.
questions or require additional information, please do
me at [phone].
Sincerely,
THE JOHN R. MC DAMS COMPANY, INC.
I'd
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Department
O
J nes W. Caldwell, PE
Project Manager
Stormwater and Environmental Department
If you should have any
not hesitate to contact
Enclosures
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT IN ORMATION (please complete the following information):
Project Name: !ZCLA-MQ?l t.
Contact Person: Phone Number: a1A
For projects with multiple basins, specify which basin this worksheet applies to: E76mn *:L.
Basin Bottom Elevation 2-A.6 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation 7 -75 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 4 cu. ft.
SA/DA used (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
Il. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials
"MA The temporary pool controls runoff from the l inch storm event.
:1311 The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
-(fir A submerged and vegetated perimeter shelf at less than 6:1 is provided.
'TKrI Vegetation to the permanent pool elevation is specified.
`t'om An emergency drain is provided to drain the basin. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). Aye , MPTH --3051L'
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volumeSEE OE'.S16N CW-S .
I-PH Sediment storage is provided in the permanent pool.
:10 Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWGI00 09/97 Page 1 of 1
Project No.
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT IN ORMATION (plea le complete the following information):
Project Name AA.Q
Contact Person: Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation ft. (average elevation of the floor of the basin)
Permanent Pool Elevation sc? ft. (elevation of the orifice invert out)
Temporary Pool Elevation ft. (elevation of the outlet structure invert in)
(to be provided by DWQ)
Permanent Pool Surface Area 41 _Ya!Z sq. ft. (water surface area at permanent pool elevation)
Drainage Area ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
cu. ft.
cu. ft.
cu. ft.
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
SA/DA used
Diameter of Orifice
in.
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume oesi& A cats.
_TM Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
VA site specific operation and maintenance (O&M) plan is provided.
vegetation management/mowing schedule is provided in the O&M plan.
emi-annual inspections are specified in the 0&M plan.
debris check is specified in the O&M plan to be performed after every storm event.
specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
responsible party is designated in the 0&M plan.
FORM SWG100 09/97 Page 1 of 1
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
MDL-04000 6/13/2006
RENAISSANCE CENTER IV - WO POND DESIGN
L FOREBAY VOLUME CHECK
Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE = 279
Stage - Storage Function
Ks= 22956
b= 1.1522
Z.o = 273
Volume= 130918 ft3
B. Forebay Volume
Forebay 1: Volume
Stage - Storage Function
Ks= 1194.7
b= 1.4054
Zo = 273
Volume= 14821 ft3
Foreba = 13% THINK BIGGER
11. SURFACE AREA CHECK
Impervious Area = 24.85 acres
Drainage Area = 36.20 acres
% Impervious = 69%
Average Depth = Accumulated Contour Volume / Surface Area
ACV = 183829 cf
SA = 41762 st
Average Depth = 4.40 ft.
From the Greensboro Stormwater Handb ook, the required SA/DA ratio =_>
4.0 4.40
Lower Boundary => 60.0 2.03
Site % impervious => 68.6 2.35 2.22
Upper Boundary => 70.0 2.40
Area Required = 34973 sq.ft.

Area Provided = 41762 s .ft. O.K.
Forebay 2: Volume
Stage - Storage Function
Ks = 695.71
b= 1.5193
Zo = 273
Volume = 8631 ft3
5.0
1.71
2.02
2.07
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF 1 Volume Check
Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3"d Door, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 City Hall Plaza, 3"d Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
STORMWATF_R FACILITY AGREEMENT
AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on September 10, 2002 at Book 3568, Pages 434-442 at the Durham County Register of
Deeds. The City has adopted, and from time to time will adopt, stormwater management regulations applicable to
certain real property in which Permittee holds an interest. That property is generally located southeast of the
intersection of Fayetteville Road and IIerndon Road, and is commonly known as Renaissance IV and is
described in the deeds recorded with the Durham County Register of Deeds at the following book and page
numbers: Deed Book 5028, Page 731. This development hereafter is referred to as "the Property". Within the
Property may be a particular tract or group of tracts owned by the Permittee upon which the Facility is located. That
property is found at Deed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site
is the Facility which is a Stormwater Wet Detention Pond (Wet Pond #1) designed to have a water quality
storm event surface area of 22,296 square feet. It is located on the northeast side of the Property. The Site
and the Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stonnwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
-1-
j C. Definitions. The terms defined above are supplemented by the following teens, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Permittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the storrrrwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
i
2. Fees: Title Opinion: Construction Inspections and Maintenance.
The Permittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section 6.
C. Construct the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any structure on the Property, it being agreed that no building on the
Property is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
Grass and Vegetative Cover.
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
-2-
E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
from erosion, sloughing, animal burrows, and woody vegetation.
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Permittee shall first submit
information on the proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site.
C. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
f. If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
rcpair,or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works.
-3-
3. Transfer of the Property. If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair fund shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
4. Bond/Security. In order to secure the Permittee's obligations under this Agreement, the Permittee shall
immediately deliver to the. City one or more bonds, sureties, or similar instruments which are acceptable to the City
in substance, form, and guarantor, in the amount of fifty one thousand, seven hundred and eleven dollars
($51,711.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by the
Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
Durham, stating that "the Pennittee's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument has been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
-4-
5. Right of Entry on Site. The Permittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
6. Remedies for Violations; Lien on Property; Future Obligations Secured.
a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Peimittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 -'/2%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy'available in law or in equity, including but not
limited to injunctive relief. The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. The Permittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. The liability of a surety or other Person guaranteeing the Permittee's obligations under this Agreement shall
include said attorney's fees.
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
7. Release of Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person making the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
i. By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Property pursuant to this Agreement shall
bind the City.
S.' Warranty. The Permittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. Notice. When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or fixture breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
I la. Agreement Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
I lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in 11 a above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12. Benefit of this Agreement.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
C. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination Policy. The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severability. Invalidation of any term or provision in this Agreement by a court of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
-7-
STATE OF NORTH CAR0LINA
Renaissance Fayetteville Road III, LLC
L
Manager: X. ,
Printed Name: `
COUNTY OF RUR r
X 1, 1i t.t 1-l 1;,?....
t ;, t,?' < f! jgIQ a notary public for said County and State, certify that
1 t' Ct Al -.,l &Li &•V? ersonally appeared before me this day, (1) stated that he or she is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC and (3) acknowledged execution of the foregoing pntract/deed under seal with the City of Durham on
behalf of said company.
? /t k
This the F , day of t7 t. rs.G ; , 20%?a'
PF'`..,
Notary Public
My commission expires:
TLJ
CA f Y L.. SPARKS
s a ?. ><Y,%r1 iii u ":r
' P?<otary pi.lbfic, State of Ohio
?a N 5f fly Com is,,ion F_uplwn
J!.Ily 31, 200"R
CITY OF DU .AW?,;.;:';•,,1
ATTEST:
By: __
City Clerk City Manager
[Affix Municipal Seal]
STATE OF NORTH CAROLINA COUNTY OF DURHAM
I, _ a notary public in and for the County of Durham, North Carolina
certify that ________personally appeared before me this day and acknowledged that
he/she is City Clerk of the CITY OF DURHAM, a municipal corporation, and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its _ City Manager and attested
by himself/herself as its said City Cleric or Deputy City Cleric.
Witness my hand and notarial seal., the _ day of ____, 20__
My commission expires:
Notary Public
-8-
Prepared by City of Durham Department of Public Works, 101 City Hall Plaza, 3"d Floor, Durham, NC, 27701
Return to Department of Public Works - Storm Water Services Division 101 Ciol Hall Plaza, 3'*d Floor, Durham,
NC, 27701
STATE OF NORTH CAROLINA STORMWATER FACILITY AGREEMENT
COUNTY OF DURHAM AND COVENANT VERSION 082203
THIS AGREEMENT ("Agreement") is made and entered into this day of , 20_, by and
between Renaissance Fayetteville Road III, LLC. ("Permittee") and the City of Durham, a North Carolina
municipal corporation ("City").
1. Background
a. This Agreement concerns the perpetual maintenance of a stormwater facility ("the Facility") on
property owned by the Permittee, and related requirements regarding the Facility and supersedes the Agreement for
the Facility recorded on January 20, 2004 at Book 4253, Pages 813-821 at the Durham County Register of Deeds.
The City has adopted, and from time to time will adopt, stormwater management regulations applicable to certain
real property in which Permittee holds an interest. That property is generally located southeast of the intersection
of Fayetteville Road and Herndon Road, and is commonly known as Renaissance IV and is described in the
deeds recorded with the Durham County Register of Deeds at the following book and page numbers: Deed Book
5028, Page 731. This development hereafter is referred to as "the Property". Within the Property may be a
particular tract or group of tracts owned by the Permittee upon which the Facility is located. That property is found
at Deed Book 5028, Page 731, and is referred to in this Agreement as "the Site". Within the Site is the Facility
which is a Stormwater Wet Detention Pond (Wet Pond #2) designed to have a water quality storm event
surface area of 51,149 square feet. It is located on the southeast side of the Property. The Site and the
Property may be the same (see definition of Site in c. below).
b. The City's ordinances require that stormwater facilities be created and maintained on some
properties. The ordinances further require that, before an occupancy permit may be issued for any structure
constructed within a property which includes a stormwater facility, the owner must enter into an Agreement with the
City to provide for the operation and maintenance of the Facility. This Agreement is intended to comply with that
requirement.
-1-
C. Definitions. The terms defined above are supplemented by the following terms, which, as used in
this Agreement, are defined as follows:
"Director of Public Works" means the City's Director of Public Works or his or her designee.
"City Manager" means the Durham City Manager or an Assistant City Manager.
"Facility" means the privately-owned stormwater control facility that is the subject of this Agreement, and
that satisfies the requirements of the City's ordinances and regulations for such facilities.
"Pemlittee" means the party executing this Agreement with the City and successor owners of the Site.
"Person" includes natural persons, business trusts, joint ventures, governments, governmental subdivisions,
governmental agencies, firms, corporations, associations, partnerships, and other legal entities.
"Property" means the larger development that, when developed, requires a stormwater Facility to serve it.
"Site" means the one or more lots or tracts within the Property, one of which contains the stormwater
Facility. In a residential development, such lots will be those that are intended to be owned by all residents, through
a homeowners' association. In nonresidential developments and apartments, the Site will generally be the same as
the Property.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in the Site or Property.
Transfers do not include acquisitions of mortgages or similar encumbrances.
2. ; Fees: Title Opinion: 'Construction Inspections and Maintenance.
The Permittee shall cause the following to be done:
a. At the time of delivering this Agreement executed by the Permittee to the City, pay the stormwater
permit fee in the amount determined by the Director of Public Works:
b. Provide to the City an opinion of title of the Property or the Site, as directed by the City, by an
attorney licensed to practice law in North Carolina and update that opinion to the time of recording this Agreement.
The'opinion(s) shall show that the party or parties executing this Agreement have title, in fee, to the Property, or to
the Site. The Director of Public Works shall indicate whether the opinion shall pertain to the Property or the Site, if
such are different. The opinion shall indicate no liens or encumbrances that the Director of Public Works deems to
interfere with the City's having adequate security in accordance with Section 6.
C. Construct the Facility in accordance with the plans approved by the Director of Public Works before
applying for a certificate of compliance for any structure on the Property, it being agreed that no building on the
Property is eligible for a certificate of compliance until the Facility has been so constructed;
d. Inspect the Facility, perform routine maintenance on the Facility, and make all necessary repairs to
the Facility, all as directed by the Director of Public Works. This shall include the following work:
i. Grass and Vegetative Cover.
A. Design, install and maintain landscaping around the Facility so that it will not reduce the
capacity or hinder the operation and maintenance of the Facility.
B. Maintain the vegetative cover of the Facility to prevent erosion.
C. Except as provided in 2 (d) (i) (D) below, mow the area as needed to prevent the grass and other
plants (other than maintained shrubs and trees) from exceeding a height of fifteen (15) inches.
D. Keep open channels free of undesirable growth and maintained to the design cross-section and
area as shown on the Plans, and keep the height of the vegetation on the slopes and bottom from
exceeding eight (8) inches.
-2-
E. Replace landscape materials that fail to live and prosper, as required by the Director of Public
Works.
ii. Embankments, Slopes, and Dams. Inspect and repair embankments, slopes, and dams for damage
. fi•om erosion, sloughing, animal burrows, and woody vegetation,
iii. Removal and Disposal of Trash, Debris, and Sediment.
A. Keep the Facility's outlet structure cleared of all blockages.
B. Clean the channels and pipes as necessary to provide for the free conveyance of stormwater as
designed.
C. Remove debris and sediment as needed to maintain the primary outlet capacity and Facility
storage volume when the depth of the Facility has been reduced by more than one (1) foot from the
design depth, or when the Facility's storage volume has been reduced by twenty percent (20%) from
the design volume.
D. Remove all sediment from sediment forebays, traps, and basins.
iv. Insects, Odors, and Algae.
A. Maintain the Facility in a manner to control odors and algae to the extent that the Director of
Public Works determines to be necessary.
B. Apply, when and as directed by the Director of Public Works, a larvicide approved by the
Durham County Health Department for insect control, and take other measures to control insects as
directed by the Director of Public Works.
V. Fencing. Nothing in this Agreement is intended to prevent the Permittee from placing fencing and
other security measures near or around the Facility, provided that the Permittee shall first submit
information on the. proposed construction to the Director of Public Works and obtain her consent.
The Director of Public Works shall grant permission if she finds that the fencing and other measures
will not interfere with the Facility. Nothing in this Agreement is intended to affect the Permittee's
obligation, if any, to exercise care with respect to persons who may enter the Site,
e. Cause the Facility to be inspected, by a registered professional engineer or a registered landscape
architect, on an annual basis beginning one year after the Facility is accepted by the Director of Public Works and,
after each inspection, without specific request by the City, provide the Director of Public Works with two copies of
such report. The Facility is accepted upon the Director of Public Works acceptance of the as-built plans of the
Facility.
£ If the Director of Public Works reasonably determines that the Facility is in need of maintenance or
repair or other work, she shall so notify the Permittee, who shall promptly take necessary actions to maintain or
repair the Facility, including doing any work specified by the Director of Public Works.
-3-
3. Transfer of the Property- If the Permittee proposes to Transfer any interest in the Site, the Permittee shall,
prior to transfer:
a. Notify the intended Transferee that it is required to execute an Agreement, in a form approved by
the Director of Public Works, and deliver the appropriately executed Agreement to the City, along with title
opinions regarding the ownership by the Transferee; and
b. If the intended Transferee is an owners' association, unit owner's association, or homeowners'
association, provide the Director of Public Works a copy of the association's recorded declaration. In addition,
Permittee must ensure that the declaration provides:
i. That the Facility is a part of the common elements and shall be subject to the Agreement;
ii. That the requirements of this Agreement shall receive the highest priority for expenditures by the
association except for City and County assessments, ad valorem property taxes, insurance, and any
other expenditures which are required by law to have a higher priority;
iii. That a separate fund shall be maintained by the association for the reconstruction and repair of the
Facility, separate from the fund(s) for routine maintenance of the Facility and from all other funds;
iv. That the reconstruction and repair fund shall contain at all times the dollar amount reasonably
determined from time to time by the Director of Public Works to be adequate to pay for the probable
reconstruction and repair cost for a three-year period; that the fund shall be listed as a separate line
in the association's budget; and it shall be kept in an account insured by the FDIC or by another
entity acceptable to the Director of Public Works;
V. Upon the vote of 2/3 of the members of the association, special assessments shall be charged to each
member of the association, to pay for the obligations under this Agreement;
vi. That, to the extent permitted by law, the association shall not enter into voluntary dissolution unless
the Facility is transferred to a Person who has executed an Agreement.
If the Permittee Transfers, or permits the Transfer of, an interest without complying with this Section 3, that failure
to comply shall not invalidate the Transfer, but Transferee shall remain obligated under this Agreement. In
addition, the City may in its discretion require the surety referred to in Section 4 to pay the City some or all of the
Face Amount (defined in Section 4).
4. Bond/Security. In order to secure the Pennittee's obligations under this Agreement, the Permittee shall
immediately deliver to the City one or more bonds, sureties, or similar instruments which are acceptable to the City
in substance, form, and guarantor, in the amount of two hundred fifteen thousand, one hundred and five dollars
($21S,10S.00) ("the Face Amount"), which is twenty (20) times the average annual maintenance cost estimated by
the Director of Public Works. The bond or other instrument shall remain in effect permanently unless the City of
Durham (by its City Manager) and the Permittee execute an Agreement, under the official seal of the City of
.Durham, stating that "the Permittee's obligation under Section 4 of the Stormwater Facility Agreement and
Covenant made on [date] between the City of Durham and [name of Permittee] to provide a bond or other
instrument ha.s been changed as follows [stating the new requirement or that it has been eliminated]." If the
Director of Public Works notifies the Permittee that an instrument, surety, or other guarantor is unacceptable to the
Director of Public Works, the Permittee shall, within thirty (30) days substitute an acceptable instrument, surety, or
other guarantor or pay the City the Face Amount.
-4-
5. Right of Entry on Site. The Pennittee hereby grants to the City the right of ingress, egress, and regress over
and across the Property and the Site for the purpose of inspecting the Facility and for the purpose of correcting,
repairing, replacing, and maintaining the Facility and exercising the other rights of the City that are provided for by
this Agreement.
Remedies for Violations; Lien on Property; Future Obligations Secured.
a. If the Permittee fails to perform its obligations under this Agreement, the City may send notice to the
Permittee to demand that it so perform. If the Permittee fails to comply with such demand within thirty (30) days
from the date of mailing thereof, the City may enter the Property and the Site and perform some or all of the work
that the Permittee was required to do in carrying out its obligations under this Agreement, and the City may do any
of such work as the Director of Public Works deems appropriate to place the Facility in proper working condition.
The Permittee shall pay the City for the cost incurred by the City to do that work, including reasonable amounts,
calculated under procedures established by the Director of Public Works, for the City's overhead and use of City
employees, equipment, and property. Interest shall accrue on those monetary obligations of the Permittee at the rate
of one and one-half percent (1 - ''/2%) per month until paid. Without limiting other remedies available to the City,
including recourse to the bond or other instrument referred to in Section 4, it is agreed that those monetary
obligations shall be a lien on the Site and may be collected as unpaid taxes in accordance with N.C.G.S. 160A-193.
If the City collects on the bond, letter of credit, or other instrument furnished pursuant to this Agreement the
proceeds shall be applied to the amounts due under this paragraph and the Permittee shall replace the bond/security
to the full face amount in Section 4.
b. This Agreement may be enforced by any remedy available in law or in equity, including but not
limited to injunctive relief. The remedies provided by this Section 6 are cumulative, and are in addition to any other
remedies available to the City.
C. The Permittee shall pay an attorney's fee of fifteen percent (15%) of the outstanding balance of the
amount owed to the City under Section 6(a) of this Agreement if the balance is collected by or through an attorney
at law. T'he liability of a surety or other Person guaranteeing the Pennittee's obligations under this Agreement shall
include said attorney's fees.
d. The City may withhold any or all permits or other approvals necessary to complete the development
of the Property if the Permittee has failed to perform its obligations under this Agreement.
7. Release _of Lien by Certificate.
a. Duty to Furnish a Certificate -- On the request of any of the Persons prescribed in subdivision (a) (i)
below, and upon the condition prescribed by subsection (a) (ii) below, the Director of Public Works shall furnish a
written certificate stating the amount of any monetary liabilities owed by the Permittee to the City pursuant to this
Agreement (together with any interest and costs accrued thereon) that are a lien on the Property or the Site.
-5-
i. Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
j B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest or estate in the Property;
E. A Person having a contract to purchase or lease the Property or a Person having contracted
to make a loan secured by the Property;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through
(E) above.
ii. Duty of Person Making Request -- The Director of Public Works shall not be required to furnish a
certificate unless the Person malting the request specifies the name of the Permittee, specifies the Book and Page in
the office of Register of Deeds where this Agreement or a memorandum thereof is recorded, and provides a copy of
the first page of this Agreement.
b. Reliance on the Certificate -- When a certificate has been issued as provided in Section 7(a) above,
all monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property for the
period covered by the certificate shall cease to be a lien against the Property, except to the extent of monetary
liabilities stated to be due in the certificate, as to all Persons obtaining such a certificate and their successors in
interest who rely on the certificate:
L By paying the amount of monetary liabilities stated therein to be a lien on the Property;
ii. By purchasing or leasing the Property; or
iii. By lending money secured by the Property.
C. Without limiting the effect of this Section 7, it is agreed that no oral statement made by any City
employee as to the amount of monetary liabilities that are a lien on the Properly pursuant to this Agreement shall
bind the City.
8. Warranty. The Per•rxrittee covenants with the City, that Permittee is seized of the Property and the Site in fee
simple, has the right to convey the same in fee simple, that title is free and clear of all encumbrances, and that
Permittee will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions stated in the attorney's opinion of title provided in accordance with Section 2 (b) above.
9. , Notice. When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, or upon the Permittee, at
Renaissance Fayetteville Road III, LLC, 8044 Montgomery Road, Suite 710, Cincinnati, Ohio 45236,
Attention: John Silverman [phone]. If mailed, the notice shall be by certified mail, return receipt
requested. These addresses may be changed by sending a notice of the new address attached to a copy of this
Agreement.
10. No Waiver of Breach. If the City waives any breach of any obligation or covenant in this Agreement, that
waiver shall not constitute a waiver of any other or future breach of the same or any other obligation or covenant.
The City's failure to exercise any right under this Agreement shall not constitute a waiver of that right.
-6-
I Ia. Agreement Binding until City Waives Agreement. This Agreement and all the covenants in it shall bind
Permittee until the City releases Permittee in writing, signed by the Director of Public Works, from the obligations
of this Agreement. The City shall release Permittee from the obligations of this Agreement when a responsible and
financially capable successor has signed an Agreement with the City. The responsibility and financial capacity of
any successor shall be determined solely by the City in its reasonable discretion.
1 lb. Covenants Herein to Run with the Land. The obligations of this Agreement run with the Property and with
the Site and shall bind all owners of any interest in the Property and the Site. However, where the City has, by
written release described in 11 a above, accepted an owner of the Site as being responsible and financially capable,
and such successor owner owns the Site, but not the Property, then this Agreement shall thereafter run solely with
the Site and not with the Property. By way of example and not limitation, all owners of any interest in the Site shall
be jointly and severally liable to fulfill the Permittee's obligations under this Agreement as if each of them were the
Permittee. Unless the context otherwise requires, the term "Permittee" in this Agreement includes all such owners.
12. Benefit of this Agreement.
';
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work;
but nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work referred to in this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work; but nothing herein is
intended to release any other Person for any liability for that work.
c. Except to the extent otherwise explicitly provided in this Agreement, this Agreement is not intended
to be for the benefit of any Person other than the parties hereto and their heirs, successors, and assigns.
13. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" acrd "including" mean,
respectively, "include but not limited to", and "including but not limited to".
14. Nondiscrimination _Polic . The City of Durham opposes discrimination on the basis of race and sex and
urges all of its contractors to provide a fair opportunity for minorities and women to participate in their work force
and as subcontractors and vendors under City contracts.
15. Severability. Invalidation of any term or provision in this Agreement by a court of competent jurisdiction
shall not invalidate the remaining terms and provisions.
IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have
executed this under seal by their proper officers, the date first above written.
-7-
Renaissance Fayettev 11? oa III, LLC
Manager
Printed Name: [` '!
?.-'?i, t Itr
STATE OF NOR=TH CARGMA COUNTY OF-DUR-H'701
I, ?f ?fi... a.,mt a notary public for said County and State, certify that
s. ..-
k?;/??i ersonally appeared b efore m e t his d ay, (1) s tated t hat h e o r s he is a manager of
Renaissance Fayettevill Road III, LLC, a limited liability company organized and existing under the laws of
North Carolina, (2) acknowledged that the foregoing instrument carries on in the usual way the business of the
LLC' and (3) acknowledged execution of the foregoing contract/deed under seal with the City of Durham on
behalf of said company. /-`\
This the f 6•/l t.da of .. ?? + U A , 20-: /! P i. 4
Notary Publi+??"
1
My commission expires:
-<
r °'
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`.
w ? x
SPA'
GA I k V I
?l .a
- Ill i 1
tii } .,.
Notary Publk Stag, c.
My c amnz sriori L?
July 31, 200t'
ATTEST: CITY OF DMkN? ,
y
By: _
City Clerk
[Affix Municipal Seal]
STATE OF NORTH CAROLINA
City Manager
COUNTY OF DURHAM[
11 a notary public in and for the County of Durham, North Carolina
certify that __personally appeared before me this day and acknowledged that
he/she is City Clerk of the CITY OF DURHAM, a. municipal corporation, and that by authority duly given
and as the act of the City, the foregoing contract was signed in its name by its _- City Manager and attested
by himself/herself as its said City Clerk or Deputy City Clerk.
Witness my hand and notarial seal, the . _ day of , 20_
My commission expires:
Notary Public
-8-
Fik`I?'` r 2 0 0 0 0 7 5 8
s',i C E i t rr
TIE JOHN R MCADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Ms. Cyndi Karoly
NC Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699
Re: Southpoint Village
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
5 sets Pre-Construction Notification
1 each 5/3/06 #63563 Check for $200.00
5 sets Agent Authorization Form
5 sets USGS Quad - Southwest Durham
5 sets Jurisdictional Determination issued on 4/16/01
These are transmitted as checked below:
? As requested ? For your use
® For approval ?
? For review and comment ? For Signature
Remarks: Please do not hesitate to contact me if you have any questions. Have a nice day!
Copy to:
Date: May 3, 2006
REGULAR MAIL
Job No.: MDL-04000
Signed:

Danielle Baker, CE
Group Facilitator (?
FOR INTERNAL USE ONLY 0 vQ8?7
® Copy Letter of Transmittal Only to File
MAY 5 2006
? Copy Entire Document to File
R - WATER OU
A-y
CIVIL ENGINEERING • LAND PLANNING • SURVEYING arvDSrAQr
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrTncadams.com
THE JOHN R MCADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Ms. Cyndi Karoly Date: May 3, 2006
NC Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center REGULAR MAIL
Raleigh, NC 27699
Re: Southpoint Village Job No.: MDL-04000
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
5 sets Overall Site Ma w/ Stream Impact Maps 1-4
5 sets Stormwater Impact Analysis/Facility Design

These are transmitted as checked below:
? As requested ? For your use
® For approval ?
? For review and comment ? For Signature
Remarks: Please do not hesitate to contact me if you have any questions. Have a nice day!
Copy to: Signed: L ??ffi '
Danielle Baker, C
Group Facilitator
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax[phone]
www.johnrmcadams.com
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
11 May 3, 2006
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
Ms. Cyndi Karoly RECEi%1ED
NC Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699
Re: GC 3404 (PCN)
Southpoint Village, Durham, NC
Project No.: CPR-05030
Dear Ms. Karoly:
20060?58
212@20MR1
MAY 5 2006
mYETtANOS ST AW ^TFN ? H
On behalf of the Crosland Group, we are submitting a Pre-Construction
Notification (PCN) in accordance with GC 3404, for impacts to waters of the U.S.,
associated with a project known as Southpoint Village. The site is located in the
northeast quadrant of Massey Chapel Road (SR 1106) and Fayetteville Road (SR
1118), adjacent to Crooked Creek, in Durham, North Carolina.
WETLAND/STREAM/BUFFERS: A jurisdictional determination was issued
for the subject property by Mr. Todd Tugwell of the USACE on 04/16/2001. The
only jurisdictional area is Crooked Creek per Todd Tugwell's determination. This
project is located in a DWQ WS-IV watershed, and an F/J-B watershed in Durham
County, within the Cape Fear River Basin.
IMPACTS: There is (1) proposed culvert extension on the inlet side of the SR
1106, to facilitate the construction of a deceleration lane for safe entrance into the
site. The deceleration lane is confined to this particular area due to the limited
road frontage on SR 1106. There is only one permanent impact of 23 linear feet of
important stream channel proposed on the entire site. A headwall was
incorporated to minimize impacts associated with the permanent road impact. The
remaining length of Crooked Creek will be placed in open space. Notification to
DWQ was triggered because the impact is proposed along a perennial stream as
depicted in the USGS quadrangle "Southwest Durham", and is located within a
WS-IV watershed.
TOTAL IMPACTS:
Stream Impact (acres): 0.01
Wetland Impact (acres): n/a
Open Water Impact (acres): n/a
Total Impact to Waters of the U.S. (acres) 0.01
Total Stream Impact (linear feet): 23 if
Comprehensive Land Development Design Services
www.johnrmcadams.com We help our clients succeed.
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Ms. Cyndi Karoly
May 3, 2006
Page Two
MITIGATION: Mitigation is not proposed at this time, due to the avoidance and
minimization of the streams on-site. However, the remaining length of Crooked
Creek will be placed into Open Space.
STORMWATER: The existing impervious is 0%. The proposed impervious is
approximately 70%. A stormwater management plan is proposed for the site.
Attached is a notebook with the Stormwater Impact Analysis and a Stormwater
Facility Design, Also included are DWQ worksheets, and construction detail
sheets inserted into the back of the binder.
Please find enclosed for your review the following items:
• Pre-Construction Notification w/ $200 check
• Agent Authorization Form
• USGS Quad - Southwest Durham
• Durham County Soils Survey
• Jurisdictional Determination issued on 04/16/01
• Overall Site Map w/ Stream Impact Maps 1-4
• Stormwater Impact Analysis/Facility Design
Consideration of this project is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact me at
[phone].
Sincerely,
THE JOHN R. cADAMS COMPANY, INC.
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Management Group
JKY/dkb
Enclosures
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PRaj::cr No. CPR-05030 JOHN R. McADAMS
??NA?& CPR0503OX SOUTHWEST DURHAM QUAD L COMPANY, INC.
SCALE: SOT l?i?LTDt1T1? TZ R T A !'1T.V 11
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7 ENGINEERS/PLANNERS/SURVEYORS
AS SHOWN t
1
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? RESEARCH TRIANGLE PARK, NC
DURHAM, NORTH CAROLINA P.O. BOX 14005 ZIP 27709-4005
DATE:
04-21-06 [phone]
t?lt??? -e.nt??r i?, .35.897=1°(`d, 78.94???°tr'rJ (`.?lG,=,?-}JirJP,D`3"
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® PR0S8Cf "0. CPR-05030
THE JOHN R. McADAMS
®
?? " CPR0503OX DURHAM COUNTY SOIL SURVEY COMPANY, INC.
9 SCALE'
000• - S0UrHP0Wr VILLAGE ENGINEERS/PLANNERS/SURVEYORS
•
DURHAM, NORTH CAROLINA RESEARCH TRIANGLE PARK. NC
P.O. BOX 14005 21P 27709-4005
DATE
04-21-06 [phone]

Oct 03 02 07:47a Ler ird Rindner 70e 847 0105 p-2
Cc ke.,2,9 4 AdO
U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 200020661 County: Durham
NOTIFICATIQN OF JURISDICTIONAL DETERMINATION
Property
Owner Crosland Group, Inc.
Attn: David Ravin
Address 4000 WestChase Blvd. Suite 475
Raleigh NC 27607
Telephone Number 919-754-8990
Authorized
Agent Leonard S. Rindner
Address 3714 Spokeshave Lane
Matthews NC 28105
Telephone Number 704-846-0461
Size and Location of Property (waterbody, Highway name/number, town, etc.): The property is
located on the east side of Fayetteville Road (SR 1118), approximately 500 feet north of Barbee Road (SR
1106), south of Durham, in Durham County, North Carolina.. The site is adjacent to Crooked Creek,
above headwaters, In the Cape Fear River Basin.
Indicate Which of the Following Apply:
%?There are. waters of the U.S. on the above described property which we strongly suggest should be surveyed. The
surveyed lines must be verified b our staff before the Co !Rs wi a final 'urisdictional determination on your
property. he jurisdictional areas on the property are confined within the b ks of Crooked Creek.
Because o the size o your property and our present workload, our identification and delineation of your wetlands
cannot be accomplished in a timely manner. You may wish to obtain a consultant to obtain a more timely
delineation of the wetlands. Once the consultant has flagged a wetland line on the property, Corps staff will
review it, and, if it is accurate, we strongly recommend that you have the line surveyed for final approval by the
Corps. The Corps will not make a final jurisdictional determination on your property without an approved survey.
_ The waters of the U.S., on your lot have been delineated, and the limits of the Corps jurisdiction have been
explained to you. Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to
the permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed five years from the
date of this notification.
_ This project is located in the Neuse River or Tar-Pamlico River basin. You should contact the North Carolina
Division of Water Quality at [phone] to determine additional requirements specific to rhis river basin.
Placement of dredged or till material in wetlands on this property without a Department of tine
Army Permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A
permit is not required for work oil the property restricted entirely to existing high ground; ;;.,?yet':t
have any questions regarding the Corps of Engineers regulatory program, please contact
Todd Tugwell at telephone dumber (919) 876 - 8141 extension 26
Project Manager Signature
Date _ April 16, 2001 Expiration Date__ April 16 2006
SURVEY PLAT OR FIELD SKETCH OF THE DESCRIBED PROPERTY AND THE WETLAND
DELINEATION FORM[ MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS, FORM.
PROJECT NO. MDL-04000
THE JOHN McADAMS
FILENAME: MDL04000-CULVERT SOUTHPOINT VILLAGE A COMPANY
I NC
,
.

SCALE: 1.._20•
.
PLAN ENGINEERS/PLANNERS/SURVEYORS
? RESEARCH TRIANGLE PARK, NC
MASSEY CHAPEL ROAD STREAM CROSSING P.O. BOX 14005 ZIP 27709-4005
?, DATE:
04-28-06 [phone]
280
EXISTING
27
EXISTING
ARCH CU
27
0
L
0
26
26
DATUM ELEI
260.00
GRADE
ED 7' X 11'
XTENSIONS
HEADWAL
79
SHEET 2 OF 4
E0JZC-r MDL-04000 THE JOHN R. MC ADAMS
DL04000-CULVERT SOUTHPOINTVILIAGENO COMPANY, INC.
WEST` CULVERT PROFILE ?'G?`/"870
=40'(H) 4'(V) RESEARCH TRIANGLE PARR, NC
MASSEY CHAPEL ROAD STREAM CROSSING P.O. BOX 14005 ZIP 27700-4005
04-28-06 [phone]
10+00 10+50 10+96.57
Zb
EXISTING
27
EXISTING
ARCH CU!
27
i
2E
2E
DATUM ELEI
260.00
GRADE
7'X11'
ENSIONS
EADWAL
3
Q?
?J oJQ
SHEET 3 OF 4
/ PROMT NO.
MDL-04000 THE JOHN R. McADAMS
SOU BPOINT VILLAGE ® COMPANY, INC.
FAST CULVERT PROFILE ENGII?RS/PLANNERS/SURVEYORS
sceLa 1"=40'(H) 4'(V) RESELUM TRIANGLE PARE. NC
DATE: MASSEY CHAPEL ROAD STREAM CROSSING P.O. BOX 14005 zip 27709-4005
04-28-06 [phone]
10+00 10+50 10+88.09
PROJECT NO. MDL-04000 THE JOHN R. McADAMS
g FnINAME: NDL04000-CULVERT SOUTHPOINT VILLAGE COMPANY, INC.
sue` CROSS-SECTION AT HEADWALL ENGINESR.4/PLANNER8/SURVEYORS
1'=40'(H) 4'(V) RESEARCH TRIANGLE PARS. NC
D,,$; MASSEY CHAPEL ROAD STREAM CROSSING P.O. BOX 14005 ZIP 27709-4005
rj2 04-28-06 [phone]

•
•
DURHAM City of Durham
Public Works Department
IN Stormwater Services Divisions
1
8 b 9 101 City Hall Plaza, Durham, North Carolina, 27701
1 of MEDICINE Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a wet detention pond design summary for
each pond, design calculations, plans and specifications showing pond, forebay, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name: trXXT- n1 NT' VtiLgl3E Phase
Tax Map Number: 0' ? AWr- t y -A PIN: 5EE. F4F N0iX A Case #: DU
Design Contact Person: SA ti ES Cig cu Phone (L) 3U-6_
Legal name of owner: :W=-VICI AO III, U-r-
Owner contact: Phone #: 6.4,5 10
mi-
Owner Address: 4
Deed Book ly J?Page #,?O or Plat Book Page# for sw basin property
k?
For projects with multiple basins, specify which pond this worksheet a lies to: Pp KO
Does the proposed pond also incorporate stormwater detention. Yes(NO)
Detention provided for: R/A -1 -year _ 2-year _ year _ other
Elevations
Pond bottom elevation 0 ft.
(f oor of the pond)
Permanent pool elevation ft. (invert elevation of the orifice)
Temporary pool elevation 7. ft. (elevation of the discharge structure overflow)
orifice/weir elevation , Q ft. (invert elevation)
l-1,X1+ storm water surface elevation ft.
2-year stonn orifice/weir elevation R$ ft. (invert elevation)
2-year storm water surface elevation ? ft.
I0-year storm orifice/weir elevation ft. (invert elevation)
I0-year storm water surface elev. ft.
Emergency spillway elevation ft. (invert of emergency spillway)
Top of embankment/dam ft. (elevation)
Maximum water surface elevation q .' ft. (from max. storm pond can safely pass)
Depth from design storm to DtSTAaACV- (RDH ? 4p, 1A.S.P •
Lowest orifice elevation 3• ?.? ft. -rO N0*1At--'PCOL- ?.S•?
Areas ?,) n- t-
Permanent pool area provided ?C?CZ - sq. ft. (water surface area at the orifice elevation)
Minimum required perm. pool area ! /, `=1C sq. ft. (calculated surface area required)
Design storm surface area _sq. ft. (Sped frequency event: I 1 NUS
Drainage area ?1 ac. (on-site and off-site drainage to the pond

Discharges (Specify only applicable frequency events 112110)
1-year 2-year 10-year
• Predevelopment cfs ?_ cfs cfs - WA Post-development w/o detention WA cfs _ cfs cfs
With detention 1?/A cfs cfs cfs
Volumes
Permanent pool volume G3 7(pl _ cu. ft. (combined volume of main pond and forebay)
Temporary pool storage volume 3 cu. ft. (volume detained above the permanent pool)
Forebay volume cu. ft. (approximately 20% of total volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool ft. ff
V i olume of temporary pool plus the volume of the normal pool divided by surface area of temporary pool y.`3l ft.
Other parameters
SA/DA' ? (from DWQ table)
Diameter of orifice in.
Draw-down time hrs
Depth of orifice below perm pool in.
Design rainfall in.
Design TSS removal %
(must provide draw down over 2 to 5 day period)
(orifice inlet depth below permanent pool)
(minimum 85% removal required)
Footnotes:
1. When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may
be used for values between table entries.)
• Riser/Principal and Emergency Spillway Information
1-Ixo4 storm orifice/weir diameter in. length ft.
2-year storm orifice/weir diameter in. length ft.
IO year storm orifice/weir diameter in. length ft.
year storm orifice/weir diameter in. length ft.
Principal spillway ?_; , , ."_ •-_ t t " ,tt W ACI_
Emergency spillway width it. side slopes ?1 slope
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following design
requirements have been met and supporting documentation is attached.
Applicant's initials
-MM a. The permanent pool depth is between 3 and 6 feet (required minimum hydraulic depth of 3 feet)
rRK b. The forebay volume is approximately equal to 20% of the pond volume.
`mm c. The temporary pool controls runoff for water quality design storm.
"TGZH d. The temporary pool draws down in 2 to 5 days.
-MA e. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide calculations).
'CAM f. The pond length to width ratio is greater than or equal to 3:1.
T-J7, 1 g. The pond side slopes above the permanent pool area are no steeper than 3:1.
-MH h. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the perimeter
• of the pond (show on plan and profile and provide a vegetation plan).
'i i. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
• I j. A surface baffle, trash rack or similar device is provided for both the overflow and orifice. Flat top
trash racks are not acceptable.
k. A recorded drainage easement is provided for each pond including access to the nearest right-of-
way.
1. If the basin is used for sediment and erosion control during construction, a note requiring clean out
and vegetative cover being established prior to use as a wet detention basin shall be provided on the
construction plan.
1 in. A mechanism is specified which will drain the pond for maintenance and emergencies. Valves
used shall be plug valves.
n. Anti-floatation calculations are provided for riser structure.
o. A plan view of the pond with grading shown is provided.
,:::m p. A profile through the forebay, main pond and spillway is provided. Water surface elevations are
shown on the profile.
q. Riser structure details are provided.
" 1IZH r. Compaction specifications for the embankment are shown on the plan.
-MH s. A minimum of 10 feet has been provided for the pond embankment top width.
Consideration should be given to the use of anti-seep collars, filter diaphragms, anti-vortex devices, watertight
joints, clay core and cutoff trench.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit fee
($2,000 per facility), and payment of surety are required prior to construction drawing approval.
0
E
k

DURHAM City of Durham
Public Works Department
Stormwater Services Divisions
1 8 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
Cm' OF MEDICINE Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
'A complete stormwater management construction plan submittal includes a wet detention pond design summary for
each pond, design calculations, plans and specifications showing pond, forebay, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name:
Tax Map Number:
Design Contact Person: ::5ArtrC
_6
Legal name of owner:
Owner contact: -,50NN SILyEf1,H
OwnerAddress: SMQ [1omT6oHr-

PIN:
11 f:e-
R
=Q9
t
l?N
q aa. m--710
Phase 11A
Case #:
Phone #: 04(4) 3"-
VOAO JIEr LLB.
Phone #: &3 )enL-
?tlC`JAlA1R?1 aNl? 3?D
Deed Book ? ?Page # 3400 or Plat Book Page# for sw basin proper,
?t
For projects with multiple basins, specify which pond this worksheet a lies to: ?
Does the proposed pond also incorporate stormwater detention? Yes No
Detention provided for: "11A _ 1-year _ 2 -year _ 10-year _ other
Elevations
Pond bottom elevation
Permanent pool elevation ft.
??. Q ft. (floor of the pond)
(invert elevation of the orifice)
Temporary pool elevation !2AO - Co5 ft. (elevation of the discharge structure overflow)
orifice/weir elevation 2-7q,t'_') ft. (invert elevation)
1-.;i!.I;storm water surface elevatio n ft.
2-year storm orifice/weir elevation ft. (invert elevation)
2-year storm water surface elevation J? ft.
10-year storm orifice/weir elevation ft. (invert elevation)
10-year storm water surface elev. ?} ft.
Emergency spillway elevation q 1A ft. (invert of emergency spillway)
Top of embankment/dam .(? ft. (elevation)
Maximum water surface elevation ft. (from max. storm pond can safely pass
60-
C)
g
Depth from design storm to
Lowest orifice elevation
ft. YA
6ti
,5-rAMft_. n
Areas
Permanent pool area provided
"t ll? sq.
ft. (water surface area at the orifice elevation)
Minimum required perm. pool area ?011 3 sq. ft. (calculated surface area required)
±
Design storm surface area sq. lty(A
ft. (Sped frequency event:
Drainage area .61?-> ac. (on-site and off-site drainage to the pond
0
,
Discharges (Speck only applicable frequency events 112110)
1-year 2-year 10-year
Predevelopment cfs ?'VA cfs _J_ cfs
• Post-development w/o detention cfs )VA cfs cfs
With detention R?A cfs VVA- cfs cfs
Volumes
Permanent pool volume cu. ft. (combined volume of main pond and forebay)
Temporary pool storage volume '] G cu. ft. (volume detained above the permanent pool)
Forebay volume y cu. ft. (approximately 20% of total volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool 4 .yc? ft.
Volume of temporary pool plus the volume of the normal pool divided by surface area of temporary pool ,6 ft.
Other parameters
SA/DA'
Diameter of orifice
Draw-down time
Depth of orifice below perm pool
Design rainfall
Design TSS removal
Footnotes:
14 . in.
-]3 hrs
17- in.
in.
%
(from DWQ table)
(must provide draw down over 2 to S day period)
(orifice inlet depth below permanent pool)
(minimum 85% removal required)
When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may
be used for values between table entries.)
S
Riser/Principal and Emergency Spillway Information
1- lNC storm orifice/weir diameter Ll in. length ft.
2-year storm orifice/weir diameter A in. length ft.
10-year storm orifice/weir diameter A in. length ft.
year storm orifice/weir diameter in. length ft.
Principal spillway eA9,9@c-
Emergency spillway widthN A ft. side slopes ?l slope %
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following design
requirements have been met and supporting documentation is attached.
Applicant's initials
'Mti a.
_Mt b.
_MM C.
'MM d.
TRH e.
'n2A f.
TRM g.
-mt-k h.
r?
V
The permanent pool depth is between 3 and 6 feet (required minimum hydraulic depth of 3 feet)
The forebay volume is approximately equal to 20% of the pond volume.
The temporary pool controls runoff for water quality design storm.
The temporary pool draws down in 2 to 5 days.
Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide calculations).
The pond length to width ratio is greater than or equal to 3:1.
The pond side slopes above the permanent pool area are no steeper than 3:1.
A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the perimeter
of the pond (show on plan and profile and provide a vegetation plan).
i. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
• 'j ?,? j. A surface baffle, trash rack or similar device is provided for both the overflow and orifice. Flat top
trash racks are not acceptable.
k. A recorded drainage easement is provided for each pond including access to the nearest right-of-
way.
1. If the basin is used for sediment and erosion control during construction, a note requiring clean out
and vegetative cover being established prior to use as a wet detention basin shall be provided on the
construction plan.
m. A mechanism is specified which will drain the pond for maintenance and emergencies. Valves
used shall be plug valves.
-1'QH n. Anti-floatation calculations are provided for riser structure.
TRM o. A plan view of the pond with grading shown is provided.
p. A profile through the forebay, main pond and spillway is provided. Water surface elevations are
shown on the profile.
'i-?Lt J q. Riser structure details are provided.
'TQ t1 r. Compaction specifications for the embankment are shown on the plan.
-MH s. A minimum of 10 feet has been provided for the pond embankment top width.
Consideration should be given to the use of anti-seep collars, filter diaphragms, anti-vortex devices, watertight
joints, clay core and cutoff trench.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit fee
($2,000 per facility), and payment of surety are required prior to construction drawing approval.
•
,•
Office Use Only: Form Version March 05
USACE Action ID No. DWQ No. 2 o o 60 X 5 8
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
L Processing pp ,`;? ?T
Check all of the approval(s) requested for this project: R EC r_ i i_
? Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: GC 3404
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of .
Environmental Concern (see the top of page 2 for further details), check he D
II. Applicant Information D
MAY 5 2006
1. Owner/Applicant Information
Name: Crosland Group, Inc. Attn: Mr. David Ravin I SANne WATER UAL
Mailing Address: 4000 West Chase Blvd. Suite 475 _' rnrn1?Y1t1
Raleigh NC 27607
Telephone Number: [phone] Fax Number:
E-mail Address: dravin(a)crosland.com
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: The John R. McAdams Company
Company Affiliation: Attn: John Altizer
Mailing Address: 2905 Meridian Pkwy
Durham North Carolina 27713
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: altizer(i iohnrmcadams.com
Page 5 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Southpoint Village
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN):_
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number):
Directions to site (include road numbers/names, landmarks, etc.): The site is located in the
northeast quadrant of Massey Chapel Road (SR 1106) and Fayetville Road (SR 1118), in
Durham North Carolina.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.8974 ON -78.9424 °W
6. Property size (acres): 12.5
7. Name of nearest receiving body of water: Crooked Creek WS-IV watershed
8. River Basin: Cape Fear
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.ne.us/admin/mgps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The majority of the site is under construction with a few
single family homes on the southern side of Massey Chapel Road. Land use in the vicinity is
primarily commercial.
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used: The
proposed project will consist of apartment homes, a small commercial center, and associated
infrastructure, utilities, and landscaping.. Conventional heavy equipment will be used: front
end loader, grader, and earth movers
11. Explain the purpose of the proposed work: The purpose of the proposed work is to provide
residential housing and a compact commercial center to southwest Durham County.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. A jurisdictional determination was issued for the subject property by
Mr. Todd Tugwell of the USACE on 04/16/2001. The only jurisdictional area is Crooked Creek
per Todd Tugwell's determination.
V.! Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
None known at this time.
VI,' Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
Provide a written description of the proposed impacts: There is (1) proposed culvert
extension to facilitate the construction of a deceleration lane for safe entrance into the site.
Page 7 of 12
Attached is an impact map with an inset map of the culvert plan view, and cross-sections on
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year
Floodplain Nearest
Stream Impact
(acres)
(indicate on map) herbaceous, bog, etc.) (yes/no) (linear feet)
N/A

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property:
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
Number
(indicate on ma)
Stream Name
Type of Impact
Perennial or Intermittent?
ittent? Average
Stream Width
Before Impact Impact
Length
(linear feet) Area of
Impact
(acres)
1 Crooked Creek Culvert/fill Perennial 10' 23' 0.01

Total Stream Impact (by length and acreage) 23 0.01
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact Name Waterbody Type of Waterbody Area of
Site Number (if applicable) e) Type of Impact (lake, pond, estuary, sound, bay, Impact
(indicate on ma) ocean, etc. (acres)
N/A

Total Open Water Impact (acres)
Page 8 of 12
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.01
Wetland Impact (acres): n/a
Open Water Impact (acres): n/a
Total Impact to Waters of the U.S. (acres) 0.01
Total Stream Impact (linear feet): 23 perennial
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USAGE.
8. Pond Creation- N/A
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
j Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area:_
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
There is (1) nronosed culvert extension to facilitate the construction of a deceleration lane for
safe entrance into the site. The deceleration lane is confined to this particular area due to the
limited road frontage on SR 1106.There is a network of roads to access the parcel, however there
is only one impact of 23 linear feet of important stream channel proposed on the
entire site. A headwall was incorporated to minimize impacts associated with the permanent
road impact. The remaining length of Crooked Creek will be placed in open space.
i
VIII. Mitigation
Page 9 of 12
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http:i'/h2o.enr.state.ne.us/newettands/stn-ngide.hti-ni.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Mitigation is not proposed at this time, due to the avoidance and minimization of the
streams on-site. However, the remaining length of Crooked Creek will be placed into Open
Space.
Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Page 10 of 12
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B.0259 (Tar-Pamlico), 15A NCAC 0213.0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ? No
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Impact Required
Zone* , ,....._o c _.% Multiplier
1 N/A 3
2 NIA 1.5
Total N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B.0242 or.0244, or.0260. N/A
Page 11 of 12
XI.
XII.
Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. The existing impervious is 0%. The proposed
impervious is approximately 70%. A stormwater management plan is proposed for the site.
Attached is notebook with the Stormwater Impact Analysis and a Stormwater Facility Design.
The construction detail sheets are inserted into the back of the binder.
Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
N/A
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

Applicant/Agent!O'ignature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Since 197 9
'i
THE JOHN R. McADAMS COMPANY, INC.
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In fly The. Current Landowner
Name: Crosland, Attn: Nir. David Ravin
--_-......._._..._..._._._.__..__..._.__........... -...... ....
.__--.
Address: ..4000
.............._..._'?''est Chase Blvd. Suite, 390..Ralei, NC 27607
Phone: [phone]
Pro ; .... ..... . ........
jectName'Description: _4outhpoint Village - Durharn, NC
.................... ........... .__.....
U.S. Army Corps o:f .Engineers
Raleigh Regulatory Field Office
6508 Falls ot'Neuse Road, suite 120
Raleigh, NC '37615
Attn: _Eric Alsniever
Field Office: Rai Qigh Regulatory Field Office
Re: Wetlands Related Consulting and Permitting
'I'c> Whorn It May Concern.:
I, the current property/agent owner, hereby designate and authorize The Jahn R. McAdams
Company, Inc. to act in my behalfas my agent in the processing ofpernait applications, to
furnish upon request supplemental information in support of applications, etc. from this day
forward. -1-he 2. day of
'I'17is notification supersedes any previous correspondence concerning the agent for this project.
N011CE: 'I'bis authorization, for liability and professional courtesy reasons, is valid only
for government officials to enter the property when accompanied by 'rhe John R.
McAdams Company, Inc. staff. You should call The John R. McAdarns Company, Inc. to
arrarrg -a- ?ite erecting prior to visiting the site. -?
?f?i 117. -a` 1y„ l j!?
Print Property Agent Owner's Name Property/Agent Owners Signature
cc: Nlr. Cyndi Karoli
NCDENR-DWQ
43 )21 Crabtree Boulevard
Raleigh, NC 27604
C I V I L E N G I N E E R I N G . L A N D P L A N N I N G + S U R V E Y I N G
PO Box 14005 . Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
2 0 0 60 7 b 9
Southpoint village
Durham, North Carolina
Stormwater Impact Analysis
Stormwater Facility Design
@m0
MAY - 6 2006
DER- WATER CUALITY
METUMC13 toND STC?R'yW ATER M%'CN
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733.5646
704-527-0800
704-527-2003 Fax
www.johnrmeadams.com
Project Number: CPR-05030
Designed By: TR McCormack
Checked By: JW Caldwell, PE
Date: March 10, 2006
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Comprehensive Land Development Design Services
We help our clietza succeed.
•
Appendix A
1. PROJECT INFORMATION
Tax Map Number: 525-01-OIIA
505-01-008A
PIN: 0718-04-93-0149
0718-04-82-3485
0

171
0
1 RAINFALL INFORMATION
WATERSHED SOIL & USGS
2 INFORMATION
PRE-DEVELOPMENT
3 HYDROLOGIC CALCULATIONS
POST-DEVELOPMENT
4 HYDROLOGIC CALCULATIONS
5 WATER QUALITY POND DESIGN
0

0
•
1
•
•
Southpoint Village
Stormwater Impact Analysis
Stormwater Facility Design
General Description
Located on Fayetteville Road, across from The Streets at Southpoint Mall and just south
of I-40 in Durham, NC is the proposed development of Renaissance Center IV.
Renaissance Center IV consists of the previously approved and already constructed
Renaissance Center, and the previously approved but not yet constructed Southpoint
Village. Renaissance Center IV will combine these two projects into one large mixed use
project, with the site layout for the former Southpoint Village to be redesigned. The new
site will consist of apartment buildings, parking lots, shopping area, and commercial area.
This report addresses the impact associated with increased stormwater runoff due to the
proposed development.
Stormwater management for these two sites was previously approved and has already
been constructed. Stormwater management for the existing Renaissance Center site
consists of an existing stormwater wetland and an existing water quality pond.
Stormwater management for the Southpoint Village site consists of an existing water
quality pond. In order to provide stormwater management for the proposed Renaissance
Center IV, the existing water quality pond at the Southpoint Village project will be
reconstructed (i.e. expanded) to accommodate additional impervious area from the
proposed development plan. Also, a "new" water quality pond is proposed behind the
Renaissance Center for water quality treatment. The existing water quality pond at the
Renaissance Center will be filled in, while the existing stormwater wetlands will not be
• disturbed. The "new" water quality pond behind the Renaissance Center, along with the
reconstructed (i.e. expanded) water quality pond at Southpoint Village, will serve as
water quality treatment for Renaissance Center IV. Please refer to the attached drainage
maps for the portions of the site that will be treated by these two facilities.
In post-development, the site shall be graded so that all the proposed impervious surfaces
and consequently the vast majority of the site will drain east to the "new" water quality
pond, the proposed reconstructed (i.e. expanded) water quality pond, and the existing
stormwater wetlands, and then into Crooked Creek. The site is to be developed with a
maximum of 70% impervious area. Contained in this report is a brief explanation of the
applicable Stormwater regulations for the proposed development. This report also
contains design calculations for both the "new" water quality pond and the proposed
reconstructed (i.e. expanded) water quality pond.
The proposed development is located in the Cape Fear River basin, within the B. Everett
Jordan Lake watershed protection district, designation F/J-B. For this reason, water
quality facilities will be required to treat stormwater runoff from all impervious surfaces
for 85% removal of total suspended solids (TSS). In order to satisfy this requirement, the
previously mentioned "new" water quality pond will provide water quality treatment.
The existing water quality pond (which was approved under the Southpoint Village
project) will be reconstructed (i.e. expanded) will also provide water quality treatment for
the stormwater runoff from impervious areas before release off-site into Crooked Creek.
The existing stormwater wetlands will not be disturbed, and will continue to provide the
necessary water quality for portions of the existing Renaissance Center.
V
trJpJ?
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According to Durham City Code section 23-145a, all sites that are proposed for
• development must submit a stormwater impact analysis determining the impact of
stormwater runoff on the areas downstream of the site in both the 2- and 10-year return
periods. If the peak flowrates increase from pre- to post-development in either the 2- or
10-year return period by more than 10%, then stormwater detention is required. As
shown in the summary of results, the post-development peak flowrate at the culvert under
Massey Chapel Road (which is basically the southern property line) increases less than
10% from pre- to post-development in both the 2- and 10-year events. Conclusively,
stormwater detention is not required for the proposed development.
It is important to note that the Renaissance Center IV development contains proposed fill
areas that are located within the limits of the floodway fringe. According to Section
11.2.2 of the City of Durham Floodplain Protection Standards (Under the Durham Zoning
Ordinance), a property owner/developer may fill/or use for development up to 10% of the
floodway fringe area contained within the site boundaries. The total on-site floodway
fringe area is 489,950 square feet. The total amount of proposed fill within the floodway
fringe area is 48854 square feet. Therefore, the proposed site will result in approximately
9.97% of the total onsite floodway fringe area to be filled in, which is less than the
allowable 10%.
Calculation Methodolo
? Off-site topography used in the analysis is from the City of Durham GIS. On-site
topography (the topography used for the preliminary pond grading) is from a
survey performed by The John R. McAdams Company, Inc.
? Using the Durham County Soil Survey, the predominant on-site soil type was
• determined to be primarily from Hydrologic Soil Group `D'. Therefore, the SCS
Curve Numbers from the HSG `D' soil group are used in further hydrologic
calculations.
? Rainfall data for the Raleigh-Durham region is from the USWB Technical Paper
No. 40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency table describing rainfall depth vs. time for varying return periods in the
RDU region. Rainfall depths from this table were then used as input to HEC-HMS
Version 2.2.2 for hydrologic calculations.
? HEC-HMS Version 2.2.2, by the U.S. Army Corps of Engineers, was used to
produce pre- and post-development hydrographs, as well as routing calculations
for the proposed water quality pond. Outlet structure rating curves and stage-
storage functions for the proposed water quality ponds was generated externally
and then input into HEC-HMS.
? A composite SCS curve number was calculated for the on- and off-site watersheds
for the pre- and post-development conditions. Please reference the attached
calculations for detailed composite curve number information.
? The pool can be drawn down for maintenance through the 8" plug valve in the
riser structure. If drawdown of the pool is needed, it should be limited to
approximately 1 (one) vertical foot per day to ensure stability of the embankment.
A qualified Geotechnical Engineer shall supervise drawdown of the pool at a
greater rate.
0
•
RAINFALL INFORMATION
0
J
Southpoint Village
CPR-05030

Z
•
0

WA TERSHED SOILS & USGS INFORMA TION

E
Southpoint Village
CPR-05030
v.ia r
SCALE: I"= 1.320'
SOURCE: Soil Survey of Durham County: Map #'s 31 & 35
W-Q
S ?WAS
1?'_ ;, , 1 J?1\? 11 r \?t 1 1, 4c?: alt\? - 1?-
1?
°?'? ? ?? ?? _ <7,(? ti ? t `?? c ;??I?"'< t 'i'ce ?? ? ? ,.?? -_ ? ? ! ? ?? ? ? ?? ? ? l?? r-= ?? i? ' ,- ? '?
r
C,!? ?.,U ?/o?/l I`??? _ ? '}?^??1?{?? ?r•? ???!1(?? ? ? ? __ ? _ } J `T l >J/??`L??„ 4? ??. ?? ?
lni
A
1 ti ?(1 k ( ?, ?°
jI\J )/? ?_ _ ,?\ / y?/1 ??\ ?? \ ? J'\ ?' 1 l \J; 'f r.? ? 1 (_, I j 7' l? + ` f \ I ?•` , ? -
- '1 ?)?'?I ?:?Qi ?fo°-''?. l ?V, .? ? ? ?9 ??. ? lL..-rs 'l tt 9f ? ? ??'°V? -
Jlr is F r ?g
G - 1
\ Ii. AS
d ; yr ,, it l j 5
`/ -t /1 •j t? 1
Lnok?)+ Tawer'} Opp' , ?igcu¢
'Al YT;
M "
c_
_ ,l I : mfr
bPel fr• ? tl i? ? / ? a` _. 7 ? ???? ??'.t. t ?-.
l:
1 I f?, Mc
? Q? t f ? ` i ?. ? II =, u ? ? "\ ti? .? I c 11 / ,,, ` ?' 1?-C?` . " ?,i 1 '1" ` •
j" ?t i?\?
ICt -,15'? +,
17
?` V-
, LL 1 A, ?? 1 ?1 1?? (J
t•' ' scam
ire _A? i A t Atip$
h j ?`it . ll
I , / , 1 ?`. ?? ?.? ? ,_ ? ?????- ? ?? Z I I ??i?\II -? ?? ? 1 ' ? ? ht? ,tl? ?; I ??? A 6 ? 'r ? •?
u
?,' _ y??' 1(( ):,? ter ? (?\• ?? ?t \?\ _, ? J t
lot
y won
i ' -' I?r??--. ??`_- ,\l,};J` !?!i i tl ? _ ?, ?1???./ 1i:?\?S. .i??,?? ??.:?.t ? i I.".•? ?',\'?'\! i,_. .?,tN \\,\ ? ?.,. ?-.•, 3:?'j zlii
PROJECT: Fayetteville Road Property
• PROJECT #: MDL-99000
DATE: August 4, 1999
BY: B.R. Finch, E.I.
SITE SOIL INFORMATION
REFERENCES:
• SOIL SURVEY: DURHAM COUNTY NORTH CAROLINA. UNITED STATES DEPARTMENT
OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN COOPERATION WITH NORTH
CAROLINA AGRICULTURE EXPERIMENT SECTION). JULY 1976. MAPS 31 & 35.
• SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL CONSERVTION
SERVICE. 1986.
SYMBOL NAME HYDROLOGIC SOIL
GROUP
Cc Carteca & Chewacla soils C
Ch Chewacla & Wedhadkee soils C / D
CrB Creedmoor sand loam C
GrB Granville sand loam B
HeB Helena sand loam C
IrB Iredell loam C / D
MfB Ma odan sand loam B
•
PIC Pinkston fine, sand loam B
Ur Urban land '
Wh Wahee loam D
Wn Wehadkee silt loam D
WsB White Store sand loam D
WSC White Store sandy loam D
WvC2 White Store clay loam D
WvE2 White Store clay loam D
CONCLUSIONS:
Judging from the soil survey map, the majority of the watershed consists of Hydrologic Soil Group `D'
soils. Therefore, assume HSG `D' soils for any further hydrologic calculations (SCS CN values in
particular).
i
0
RENAISSANCE CENTER IV
MDL-04000

Im pervious
•
Open
98
80 Assume good condition
HYDROLOGIC CALCULATIONS
Pre-Development - Onsite Area
Cover Condition
SCS CN - HSG D
Comments

Wooded 77 Assume good condition
J. FINCH, EI
1/28/2005
_> Onsite Area
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
On-site open 80 0.00 Assume good condition
On-site impervious 98 0.00 _
On-site wooded 77 75.49 Assume good condition
Off-site open 80 0.00 Assume good condition
Off-site im ervious 98 0.00
Off-site wooded 77 0.00 Assume good condition
Total area = 75.49 acres
0.1180 sq.mi.
Composite SCS CN = 77
% Impervious = 0%
B. Time of Concentration Information
***Time of concentration is calculated usin g the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 75 ft
Height = 4 ft
Slope= 0.0533 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
•
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 10.86 minutes
Segment 3: Channel Flow
Length = 854 ft
Height = 24.2 ft
Slope= 0.0283 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4 sf (Assume 2'x 2' Channel)
Wetted Perimeter = 6 ft (Assume 2'x 2' Channel)
Channel Velocity= 4.25 ft/sec
Segment Time = 3.35 minutes
•
Time of Concentration = 16.35 minutes
SCS Lag Time = 9.81 minutes (SCS Lag = 0.6* Tc)
Time Increment= 2.84 minutes = 0.29*SCS La
Segment 2: Concentrated Flow
Length = 486 ft
Height = 26.8 ft
Slope= 0.0551 ft/ft
Paved? - No
Velocity = 3.79 ft/sec
Segment Time = 2.14 minutes
I OF I
RENAISSANCE CENTER IV HYDROLOGIC CALCULATIONS J. FINCH, El
MDL-04000 Pre-Development - Bypass Area 1/28/2005
G: AM
•

Cover Condition Assumed % Impervious
(From Approved FEMA
Flood Study)

Total Area of Land Use (Acres)
Commercial 85% 49.80
Residential; 1/2 Ac. 25% 156.90
Townhomes/A is 65% 186.20
Open/Wooded 0% 237.41
Residential; 1/4 Ac. 38% 446.40
Residential; 1 Ac. 20% 189.10
Residential; 2 Ac. 12% 27.60
I-40 Corridor 30% 30.10
Cover Condition SCS CN - HSG D Comments
Impervious 98
Open 80 Assume good condition
Wooded 77 Assume good condition
_> Bypass Area
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
On-site open 80 0.00 Assume good condition
On-site impervious 98 0.00
On-site wooded 77 0.00 Assume good condition
Off-site open 80 182.14 Assume good condition
Off-site impervious 98 422.38
Off-site wooded 77 643.50 Assume good condition
Total area = 1248.02 acres
is 1.9500 sq.mi.
Composite SCS CN = 85
% Impervious = 34%
B. Time of Concentration Information
***Time ojconcentration is calculated using the SCS Segmen tal Approach (TR-55).
Segment 1: Overland Flow
Length = 75 ft
Height = 1.7 ft
Slope = 0.0227 ft/ft
Manning's n = 0.24 Dense Grasses
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 10.17 minutes
Segment 3: Channel Flow
Length = 4236 ft
Height= 36.4 ft
Slope = 0.0086 ft/ft
Manning's n = 0.050 Natural Channel - Stony
Flow Area = 12 sf (Assume 4'x 3' Channel)
Wetted Perimeter = 10 ft (Assume 4'x 3' Channel)
Channel Velocity = 3.12 ft/sec
Segment Time = 21.63 minutes
•
Segment 1: Concentrated Flow
Length = 1487 ft
Height = 39.8 ft
Slope= 0.0268 ft/ft
Paved? = No
Velocity = 2.64 ft/sec
Segment Time = 9.39 minutes
Segment 3: Channel Flow
Length = 9655 ft
Height = 34 ft
Slope = 0.0035 ft/ft
Mauning's n = 0.050 Natural Channel - Stony
Flow Area = 18 sf (Assume 6'x 3' Channel)
Wetted Perimeter = 12 ft (Assume 6'x 3' Channel)
Channel Velocity = 2.32 ft/see
Segment Time = 69.44 minutes
Time of Concentration = 111.63 minutes
SCS Lag Time = 66.98 minutes (SCS Lag = 0.6* Tc)
Time Increment = 19.42 minutes = 0.29*SCS La
1 OF 1
-NCE CENTER IV jNull,'i
-+000 • • 1/28/2005
1. INPUT DATA
Location: Durham, North Carolina

2-Year :100-Year Source
5 minute ? 0.48 0.81
«__ .............
? NOAA Hydro .35
____ __....
15 minute ...........
1.01 1.81 NOAA H dm-35
60 minute 1.70 3.50 NOAA Hydro-35
24 hour 3.60 8.00 USWB TP-40
H. DEPTH-DURATION-FREQUENCY TABLE

R..fi.rn PPA.A
Duration 2-Year i 5-Year 10-Year 25-Year 50-Year 100-Year
[inches] (inches] [inches] [inches] [inches] [inches]
5 minutes

utes 0.48

0
0:55
0:60
' 0
.68
0............
0.75
.....................
0.81
.._..................
.........
.............
._........
10 minutes 0.79 »
........
0.92 ______________
_
1.02 1.17
.................... .r..............».....
. 1.28
......»....-._.... 1.40
.._......_......?..
15 minutes _.«....._...._....
1.01 -....a......_......
1.18 ..
.
1.31 1.51 1.66 1.81
30 minutes 135 1.64 1.85 2.16 2.40 2.64
60 minutes 1.70 2.12 2.41
........
..... .._ 2.84
...__._.. 3.17
_ 3.50
_....._. «......
2 hours «_.......,.
1.91 2.40 2.74
------
----
.
...
.
. 3.23
. 3.61 4.00
3 hours 2.12 2.68 _.........-..
.
.--.--
-
3.07 :
-
-- 3.62 4.06 4.49
6 hours 2.65 338 3.90 4.62 5.19 5.75
12 hours 3.13 ? 4.02 4.64 552
:
. 6.20......
.......
.......
.......6:88
_
........
.
.............
24 hours 3.60 ..................

4.65
........._..._.....
.............
5.38 ...
. ...
.....
6.41

7.21

8.00
III. INTENSITY-DURATION FREQUENCY DATA
77ufi.r.. Pa.:?A
Duration 2-Year E 5-Year 10-Year E 25-Year 50-Year 100-Year
[in/hr] [in/h'] [i-fh'] [in/h'] [in/hr) [in/hr]
5 minutes 5.76 E 6.58 7.22 «$.19 8.96 .9.72
_
10 minutes 4.76 5.54 6.13 7.01 7.71 8.40
15 minutes 4.04 4.74 5.25 6.03 6.64 7.24
30 minutes 2.70 3.28 3.71 4.32
........ «4.80 -5.28
_
60 minutes .......................
1.70 ........ ....................
2.12 ............. ................
41
2 ........
`-
. ...........
...? 84_.....
.. ..... _3.17._... _....3.50
....._
..«.........._...__.....s
2 hours 0.95 ..«..
.
1.20 ..........«..
.........
1.37 ...
. .
1.62 1.81 2.00
3 hours 0.71 0.89 1.02 1.21 135 1.50
6 hours 0.44 0.56 ..0.65 0.77 0.86 0.96
12 hours ......
0.26 0.33 ..........
0.39 0.46 0.52 0.57
24 hours 0.15 0.19 0.22 0.27 030 033
IV. RESULTS
Return Period g h
2 132 18
....
..............................
5 «....... ..... .....
169 ..................
21
«..........
.................. ............
10 ...... __..........
14.
.
..... ..........
2
.... _.._. ..........
.... _............ __.....
25 .._.
.
232 23
50 261 24
100 290 25
1 OF 2
,,ICE CENTER IV
,4000
1//28/2 28/2005
5
• •
CALCULATIONS:
,R
..
Duration .......... ..z_.....
2-Year ..... .....................
5-Year ......... ...........................
10-Year .......................
25-Year .....................
50-Year .... ................
100-Year
5 0.17 0.15 0.14 0.12 0.11 0.10
10 0.21 0.18 0.16 0.14 0.13 0.12
15 0.25 0.21 0.19
......................... 0.17
,.................... 0.15
------ ...-._..--_.. 0.14
.--.-.-.....-...._...
..................................
0:37
30 ....,......_............
x_30 ...........
...27
.....
.
. ...... 0.23 .............. ___..... 0.21_ .x:19...._.
......
__..._._.__.
60 0.59 0.47 .....
.
.
.... ......
0.41 035 0.32 0.29
120 1.05 0.83 0.73 0.62 0.55 0.50
180 1.42 1:12 0.98.............
.
. . - 0.83
0 ............ 0.74
............. .... 0.67
........
...........
360 ......
.......
.........
I.77
2.26 .....
........
1.54
................
1.30

........_..........
1.16

...._....._........ 1.04
1.04
720 3.84 _
2.99 ........
2.59 2.18 1.94 1.75
1440 6.67 5.16 4.46 3.75 3.33 3.00
2-Year 5-Year 10-Year E 25-Year 50-Year IOU-Year
slope: 0.00760 ; 0.00592 0.00513 0.00430 0.00383 0.00344
Y-Intermit: 0.13587 0.12225
...., 011255
...... E 0.10001
....., ..................... 0.09181
.. _.._.............. 0.08486
. 132...__ ..;..._ 169 .195 ....... ..__.:._.._.232....... 261._.... . .290
_ ...............
h: _......
18 21 22 23 24 25
20F2
•
•
3
C
•
PRE-DEVLOPMENT HYDROLOGIC
CALCULATIONS

0
Southpoint Village
CPR-05030
Summary & Discussion of Results
• The table shown below contains the peak flow rates at the existing culvert located under
Massey Chapel Road. The % increase in peak flowrate in both the 2- and 10-year storms
at this culvert is less than 10%. Conclusively, stormwater detention is not required.
However, since the site is located within a watershed protection district, water quality (i.e.
TSS removal) must be provided.
SUMMARY OF RESULTS
PRE- & POST-DEVELOPMENT FLOWRATES
RETURN PRE-DEVELOPMENT POST-DEVELOPMENT DIFFERENCE % INCREASE/
PERIOD CFS CFS CFS % DECREASE
MASSEY
CHAPEL RD
CULVERT
2-YEAR 959.8 976.3 16.5 1.72%
10-YEAR 1618.8 1643.1 24.3 1.50%

0

HEC-ISMS
Project: MDL-04000

Basin Model:
Project MDL-04000 Run Name : 2-Year Pre
Start of Run 070ct04 0100 Basin Model : Pre-Development
• End of Run 08Oct08 0100 Met. Model : 2-Year Storm
Execution Time 08Oct04 1430 Control Specs : 3-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Onsite Area 129.62
Bypass Area 949.01
Pre-Dev@MasseyChapel 959.75

07 Oct 04 1312 9.4259 0.118
07 Oct 04 1412 217.89 1.950
07 Oct 04 1412 227.31 2.068

Project : MDL-04000 Run Name : 10-Year Pre
Start of Run : 07OctO4 0100 Basin Model Pre-Development
End of Run ! 08Oct08 0100 Met. Model 10-Year Storm
Execution Time : 080ct04 1430 Control Specs 3-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
nsite Area 228.28 07 Oct 04 1312 18.448 0.118
ypass Area 1598.8 07 Oct 04 1412 385.54 1.950
re-Dev@MasseyChapel 1618.8 07 Oct 04 1412 403.98 2.068
11
U
•
•
4
9
•
POST-DEVLOPMENT HYDROLOGIC
CALCULATIONS
0
40
Southpoint Village
CPR-05030
RENAISSANCE CENTER IV
MDL-04000
i
i ,ACC` c IJR??F i\'Liti1I3T 1??" -
•
I P05T D NtLOPIIL ti l
A. WQ Pond 41 - Watershed Breakdown
HYDROLOGIC CALCULATIONS
Post-Development: WQ Pond 91
Cover Condition
SCS CN - HSG D
Comments
I
m ervi
ous.
98.
Assume good- condition
Open 80 Assume good condition .
Wooded 7
7
Assume good condition
Contributing Area SCS CN Area
[acres] Comments
_ Off-site Open 80 0.08 Assume good condition
Off-site Impervious 98 0.08 -
Off-site Wooded 77 0.00 Assume good condition
Off-site Pond 100 0.00 -
On-site Open 80 2.35 Assume good condition
On-site Impervious 98 10.69
On-site Wooded 77 0.00
On-site Pond 100 0.38 Assume good condition
Total area = 13.58 acres
0.0212 sq.mi.
Composite SCS CN = 95
% Impervious = 79.31%
•B. Time of Concentration Information
The post-development time of concentration was assumed to be 5 minutes
Time of Concentration = 5.0 minutes
SCS Lag Time = 3.0 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
JW Caldwell, PE
12/15/2005
I
•
Post-Development HEC-HMS Input.xls I OF 1
WQ Pond #1
RENAISSANCE CENTER IV HYDROLOGIC CALCULATIONS 1W Caldwell, PE
MDL-04000 Post-Development: WQ Pond 42 12/15/2005
I Sc???- ?1C tai I
Impervious
Cover Condition SCS CN - HSG D Comments
98 Assume good condition
Open 80 Assume good condition
Wooded 77 Assume good condition
A. WQ Pond #2 - Watershed Breakdown
Contributing Area

Off-site Open SCS CN

80 Area
(acres)
2.02 Comments

Assume good condition _
_
Off-site Impervious 98 1.09 -
Off-site Wooded 77 0.00 Assume good condition
Off-site Pond 100 0.00 -
On-site Open 80 8.49 Assume o? od condition
_
On-site Impervious _
98 23.76 -
On-site Wooded 77 0.00
On-site Pond 100 0.69 Assume good condition
Total area = 36.05 acres
0.0563 sq.mi.
Composite SCS CN = 93
% Impervious = 68.93%
• B. Time of Concentration Information
The post-development time of concentration was assumed to be 5 minutes
Time of Concentration = 5.0 minutes
SCS Lag Time = 3.0 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
Post-Development HEC-HMS Input .xis
I OF I
WQ Pond #2
L?. c3, } -
?.
•
ararw wYUY..4i? i i?G .. lei V17
Project : .MDL-04000 Run Name 10-yr-post(rev)
Start of Run 070ct04 0100 Basin Model : Post(Revised)
• End of Run 080ct04 0100 Met. Model : 10-Year Storm
Execution Time 09Mar06 1704 Control Specs : 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQ Pond #1 89.039 07 Oct 04 1304 5.4186 0.021
WQ Pond #1 72.446 07 Oct 04 1307 4.6331 0.021
To WQ Pond #2 230.64 07 Oct 04 1304 13.715 0.056
WQ Pond #2 - 181.96 07 Oct 04 1308 11.893 0.056
To Pond #1 (100-yr) 89.039 07 Oct 04 1304 5.4186 0.021
Pond #1 - 100 yr 72.673 07 Oct 04 1307 5.4153 0.021
WQ Pond #2 (100-yr) 230.64 07 Oct 04 1304 13.715 0.056
Pond #2 (1 00-yr) 181.99 07 Oct 04 1308 13.644 0.056
•
•
HMS * summary of Results tor WQ Pond 41
Project : MDL-04000
• Start of Run 070et09 0100
End of Run 080ct04 0100
Execution Time 09Mar06 1704
Run Name 10-yr-post.(rev)
Basin Model : Post(Revised)
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 89.039 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 72.446 (cfs) Date/Time of Peak Outflow 07 Oct 04 1307
Total Inflow 4.79 (in) Peak Storage 1.3858(ac-ft)
Total Outflow 4.10 (in) Peak Elevation 288.93(ft)
0

Mms x summary or xesuits ror wQ Pona 42
Project : MDL-04000
Start of Run 070ct04 0100
• End of Run 080ct04 0100
Execution Time 09Mar06 1704
Run Name : 10-yr-post(rev)
Basin Model Post(Revised)
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 230.64 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 181.96 (cfs) Date/Time of Peak Outflow : 07 Oct 04 1308
Total Inflow 4.57 (in) Peak Storage 3.8212(ac-ft)
Total Outflow 3.96 (in) Peak Elevation 282.33(ft)
•
is
+?.+.? .?uuuuctl Y yr tcesutLs
Project MDL-04000 Run Name 25-yr-post(rev)
Start of Run ; 070ct04 0100 Basin Model : Post(Revised)
• End of Run 080ct04 0100 Met. Model : 25-Year Storm
Execution'Time 09Mar06 1705 Control Specs : 1-Minute dT'
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQ Pond #1 102.15 07 Oct 04 1304 6.5742 0.021
WQ Pond #1 84.139 07 Oct 04 1307 5.7865 0.021
To WQ Pond #2 266.24 07 Oct 04 1304 16.764 0.056
WQ Pond #2 205.49 07 Oct 04 1308 14.921 0.056
To Pond #1 (100-yr) 102.15 07 Oct 04 1304 6.5742 0.021
Pond #1 - 100 yr 85.789 07 Oct 04 1307 6.5701 0.021
WQ Pond #2 (100-yr) 266.24 07 Oct 04 1304 16.764 0.056
Pond #2 (100-yr) 205.50 07 Oct 04 1308 16.677 0.056
.7
•
nrio - oummary or xesutLS ror wu tuna Ri
Project : MDL-04000
Start of Run 070ct04 0100
• End of Run : 080ct04 0100
Execution Time 09Mar06 1705
Run Name : 25-yr-post(rev)
Basin Model Post(Revised)
Met. Model 25-Year Storm
Control Specs : 1-Minute dT
Computed Results
Peak Inflow 102.15 (cfa) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow ; 84.139 (cfs) Date/Time of Peak Outflow 07 Oct 04 1307
Total Inflow 5.81 (in) Peak Storage 1.4617(ac-ft)
Total Outflow 5.12 (in) Peak Elevation 289.06(ft)
E
0
aa.ao -- awe n-Y vi a W;.UiLa &VL rru rullu ff6
Project : MDL-04000
Start of Run 070ct04 0100
is End of Run 080ct04 0100
Execution Time 09Mar06 1705
Run Name : 25-yr-post(rev)
Basin Model Post(Revised)
Met. Model 25-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 266.24 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 205.49 (cfs) Date/Time of Peak Outflow 07 Oct 04 1308
Total Inflow 5.58 (in) Peak Storage 4.0558(ac-ft)
Total Outflow 4.97 (in) Peak Elevation 282.51(ft)
•
0
aaaaV -- vYUUUais VL [<C .7-LL11.C
Project MDL-04000 Run Name 100YrPost(Rev)
Start of Run 070ct04 0100 Basin Model Post(Revised)
• End of Run 08Oct04 0100 Met. Model 100-Year Storm
r Execution Time 09Mar06 1705 Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQ Pond #1 122.78 07 Oct 04 1304 8.3620 0.021
WQ Pond #1 95.730 07 Oct 04 1308 7.5710 0.021
To WQ Pond #2 321.86 07 Oct 04 1304 21.490 0.056
WQ Pond #2 215.80 07 Oct 04 1309 19.616 0.056
To Pond #1 (100-yr) 122.78 07 Oct 04 1304 8.3620 0.021
Pond #1 - 100 yr 95.723 07 Oct 04 1308 8.3568 0.021
WQ Pond #2 (100-yr) 321.86 07 Oct 04 1304 21.490 0.056
Pond #2 (1 00-yr) 215.80 07 Oct 04 1309 21.380 0.056
•
•
•aa a.? -IUIIQLy UL nt;:ZU.LL b LUL rullu ffl - LUU
Yr
Project : MDL-04000 Run Name : 100YrPost(Rev)
• Start of Run 070ct04 0100 Basin Model Post(Revised)
End of Run 08Oct04 0100 Met. Model 100-Year Storm
Execution Time 09Mar06 1705 Control Specs 1-Minute dT
Computed Results
Peak Inflow : 122.78 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 95.723 (cfs) Date/Time of Peak Outflow 07 Oct 04 1308
Total Inflow 7.40 (in) Peak Storage 0.74871(ac-ft)
Total Outflow 7.39 (in) Peak Elevation : 289.15(ft)

nri5 - awlunary vz rcesu.LLS =or rona if6
(100-yr)
Project : MDL-04000• Run Name : 100YrPost(Rev)
• Start of Run 07Oct04 0100 Basin Model Post(Revised)
End 'of Run 080ct04 0100 Met. Model 100-Year Storm
Execution Time 09Mar06 1705 Control Specs 1-Minute dT
Computed Results
Peak Inflow 321.86 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 215.80 (cfs) Date/Time of Peak Outflow 07 Oct 04 1309
Total Inflow 7.16 (in) Peak Storage 2.8557(ac-ft)
Total Outflow 7.12 (in) Peak Elevation 282.98(ft)
0

•

0
5

RENAISSANCE CENTER IV
MDLr04000
•
HYDROLOGIC CALCULATIONS
Pre-Development - Bypass Area

Cover Condition Assumed % Impervious
(From Approved FEMA
Flood Study)

Total Area of Land Use (Acres)
Commercial 85% 49.80
Residential; I/2 Ac. 25% 156.90
Townhomes/A is 65% 186.20
en/Wooded 0% 237.41
Residential; 1/4 Ac. 38% 446.40
Residential; 1 Ac. 20% 189.10
Residential; 2 Ac. 12% 27.60
I-40 Corridor 30% 30.10
Impervious 98
Open
r
_> Bypass Area
A. Watershed Breakdown
Cover Condition SCS CN - HSG D Comments

80 Assume good condition
Wooded
77
Assume good condition
J. FINCH, El
1/28/2005
Contributing Area SCS CN Area [acres] Comments
On-site open 80 0.00 Assume good condition
On-site impervious 98 0.00
On-site wooded 77 0.00 Assume good condition
Off-site open 80 182.14 Assume good condition
Off-site impervious 98 422.38
Off-site wooded 77 643.50 Assume good condition
Total area = 1248.02 acres
1.9500 sq.mi.
Composite SCS CN = 85
% Impervious = 34%
i
B. Time of Concentration Information
***Time ofconcentration is calculated using the SCSSegmen tal Approach (TR-55).
Segment I: Overland Flow Segment 2: Concentrated Flow
Length = 75 ft Length = 1487 ft
Height = 1.7 ft Height = 39.8 ft
Slope = 0.0227 ft/ft Slope = 0.0268 ft/ft
Manning's n = 0.24 Dense Grasses Paved? = No
P (2-year/24-hour) = 3.6 inches (Wake County, NC) Velocity = 2.64 ft/sec
Segment Time = 1.03 .7 minutes Segment Time = 9.39 minutes
Segment 3: Channel Flow Segment 3: Channel Flow
Length = 4236 ft Length = 9655 ft
Height = 36.4 ft Height = 34 ft
Slope= 0.0086 ft/ft Slope= 0.0035 ft/ft
Manning's n = 0.050 Natural Channel - Stony Manning's n = 0.050 Natural Channel - Stony
Flow Area = 12 sf (Assume 4'x 3' Channel) Flow Area = 18 sf (Assume 6'x 3' Channel)
Wetted Perimeter = 10 ft (Assume 4'x 3' Channel) Wetted Perimeter = 12 ft (Assume 6'x 3' Channel)
Channel Velocity = 3.12 ft/sec Channel Velocity = 2.32 ft/sec
Segment Time = 22.63 minutes Segment Time = 69.44 minutes
is
Time of Concentration - 111.63 minutes
SCS Lag Time = 66.98 minutes (SCS Lag = 0.6* Tc)
Time Increment - 19.42 minutes = 0.29*SCS La
1 OF 1
HEC-HMS

Project: MDL-04000
Basin Model:
A
Dr -Dwj i 1-?

Project MDL-04000 Run Name : 2-Year Pre
I
Start of Run 070ct04 0100 Basin Model : Pre-Development
End of Run 080ct08 0100 Met. Model : 2-Year Storm
Execution Time 08Oct04 1430 Control Specs : 3-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Onsite Area 129.62
Bypass Area 949.01
Pre-Dev@MasseyChapel 959.75
i

i
i
• i
07 Oct 04 1312 9.4259 0.118
07 Oct 04 1412 217.89 1.950
07 Oct 04 1412 227.31 2.068
Project : MDL-04000 Run Name : 10-Year Pre
Start of Run : 07Oct04 0100 Basin Model : Pre-Development
End of Run : 08Oct08 0100 Met. Model : 10-Year Storm
Execution Time : 080ct04 1430 Control Specs : 3-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(of a) ft) (sq mi)
Onsite Area 228.28 07 Oct 04 1312 18.448 0.118
Bypass Area 1598.8 07 Oct 04 1412 385.54 1.950
Pre-Dev®MasseyChapel 1618.8 07 Oct 04 1412 403.98 2.068
•
i
i
i
i
•
RENAISSANCE CENTER IV
MDL-04000
UNIB
•
HYDROLOGIC CALCULATIONS
Pre-Development - Onsite Area
Cover Condition SCS CN - HSG D Comments
Impervious 98
Open 80 Assume good condition
Wooded 77 Assume good condition
J. FINCH, El
1/28/2005
sp ...,
-> Onsite Area
A. Watershed Breakdown
Contributing Area SCS CN Area [acres) Comments
On-site open 80 0.00 Assume good condition
On-site impervious 98 0.00
On-site wooded 77 75.49 Assume good condition
Off-site open 8o 0.00 Assume good condition
Off-site impervious 98 0.00
Off-site wooded 77 0.00 Assume good condition
Total area = 75.49 acres
0.1180 sq.mi.
Composite SCS CN = 77
% Impervious = 0%
B. Time of Concentration Information
***Time of concentration is calculated usin g the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Length = 75 ft
Height = 4 ft
Slope= 0.0533 ft/ft
Manning's n = 0.40 Woods - Light Underbrush
•
P (2-year/24-hour) = 3.6 inches (Wake County, NC)
Segment Time = 10.86 minutes
Segment 3: Channel Flow
Length = 854 ft
Height = 24.2 ft
Slope= 0.0283 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4 sf (Assume 2'x 2' Channel)
Wetted Perimeter = 6 ft (Assume 2'x 2' Channel)
Channel Velocity = 4.25 ft/sec
Segment Time = 3.35 minutes
I
•
Time of Concentration = 16.35 minutes
SCS Lag Time = 9.81 minutes (SCS Lag = 0.6* Tc)
Time Increment= 2.84 minutes = 0.29*SCS La
Segment 2: Concentrated Flow
Length = 486 ft
Height = 26.8 ft
Slope = 0.0551 ft/ft
Paved ? = No
Velocity = 3.79 ft/sec
Segment Time = 2.14 minutes
1 OF 1
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Southpoint Village
Durham, North Carolina
20000758
PAW4' 5W
RECE VED
Stormwater Impact Analysis
Stormwater Facility Design
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
Project Number:
Designed By:
Checked By:
Date:
CPR-05030
TR McCormack
JW Caldwell, PE
March 10, 2006

9 S t:•v
•, w (C
4;0 o6
Comprehensive Land Development Design Services
We help our clients succeed.
Southpoint Village
Stormwater Impact Analysis
Stormwater Facility Design
General Description
Located on Fayetteville Road, across from The Streets at Southpoint Mall and just south
of I-40 in Durham, NC is the proposed development of Renaissance Center IV.
Renaissance Center IV consists of the previously approved and already constructed
Renaissance Center, and the previously approved but not yet constructed Southpoint
Village. Renaissance Center IV will combine these two projects into one large mixed use
project, with the site layout for the former Southpoint Village to be redesigned. The new
site will consist of apartment buildings, parking lots, shopping area, and commercial area.
This report addresses the impact associated with increased stormwater runoff due to the
proposed development.
Stormwater management for these two sites was previously approved and has already
been constructed. Stormwater management for the existing Renaissance Center site
consists of an existing stormwater wetland and an existing water quality pond.
Stormwater management for the Southpoint Village site consists of an existing water
quality pond. In order to provide stormwater management for the proposed Renaissance
Center IV, the existing water quality pond at the Southpoint Village project will be
reconstructed (i.e. expanded) to accommodate additional impervious area from the
proposed development plan. Also, a "new" water quality pond is proposed behind the
Renaissance Center for water quality treatment. The existing water quality pond at the
Renaissance Center will be filled in, while the existing stormwater wetlands will not be
disturbed. The "new" water quality pond behind the Renaissance Center, along with the
reconstructed (i.e. expanded) water quality pond at Southpoint Village, will serve as
water quality treatment for Renaissance Center IV. Please refer to the attached drainage
maps for the portions of the site that will be treated by these two facilities.
In post-development, the site shall be graded so that all the proposed impervious surfaces
and consequently the vast majority of the site will drain east to the "new" water quality
pond, the proposed reconstructed (i.e. expanded) water quality pond, and the existing
stormwater wetlands, and then into Crooked Creek. The site is to be developed with a
maximum of 70% impervious area. Contained in this report is a brief explanation of the
applicable stormwater regulations for the proposed development. This report also
contains design calculations for both the "new" water quality pond and the proposed
reconstructed (i.e. expanded) water quality pond.
The proposed development is located in the Cape Fear River basin, within the B. Everett
Jordan Lake watershed protection district, designation F/J-B. For this reason, water
quality facilities will be required to treat stormwater runoff from all impervious surfaces
for 85% removal of total suspended solids (TSS). In order to satisfy this requirement, the
previously mentioned "new" water quality pond will provide water quality treatment.
The existing water quality pond (which was approved under the Southpoint Village
project) will be reconstructed (i.e. expanded) will also provide water quality treatment for
the stormwater runoff from impervious areas before release off-site into Crooked Creek.
The existing stormwater wetlands will not be disturbed, and will continue to provide the
necessary water quality for portions of the existing Renaissance Center.
i MAY 6 2006
VOLMr = 4ATER QUALITY
According to Durham City Code section 23-145a, all sites that are proposed for
• development must submit a stormwater impact analysis determining the impact of
stormwater runoff on the areas downstream of the site in both the 2- and 10-year return
periods. If the peak flowrates increase from pre- to post-development in either the 2- or
10-year return period by more than 10%, then stormwater detention is required. As
shown in the summary of results, the post-development peak flowrate at the culvert under
Massey Chapel Road (which is basically the southern property line) increases less than
10% from pre- to post-development in both the 2- and 10-year events. Conclusively,
stormwater detention is not required for the proposed development.
It is important to note that the Renaissance Center IV development contains proposed fill
areas that are located within the limits of the floodway fringe. According to Section
11.2.2 of the City of Durham Floodplain Protection Standards (Under the Durham Zoning
Ordinance), a property owner/developer may fill/or use for development up to 10% of the
floodway fringe area contained within the site boundaries. The total on-site floodway
fringe area is 489,950 square feet. The total amount of proposed fill within the floodway
fringe area is 48854 square feet. Therefore, the proposed site will result in approximately
9.97% of the total onsite floodway fringe area to be filled in, which is less than the
allowable 10%.
Calculation Methodolo
? Off-site topography used in the analysis is from the City of Durham GIS. On-site
topography (the topography used for the preliminary pond grading) is from a
survey performed by The John R. McAdams Company, Inc.
• ? Using the Durham County Soil Survey, the predominant on-site soil type was
determined to be primarily from Hydrologic Soil Group `D'. Therefore, the SCS
Curve Numbers from the HSG `D' soil group are used in further hydrologic
calculations.
? Rainfall data for the Raleigh-Durham region is from the USWB Technical Paper
No. 40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency table describing rainfall depth vs. time for varying return periods in the
RDU region. Rainfall depths from this table were then used as input to HEC-HMS
Version 2.2.2 for hydrologic calculations.
? HEC-HMS Version 2.2.2, by the U.S. Army Corps of Engineers, was used to
produce pre- and post-development hydrographs, as well as routing calculations
for the proposed water quality pond. Outlet structure rating curves and stage-
storage functions for the proposed water quality ponds was generated externally
and then input into HEC-HMS.
? A composite SCS curve number was calculated for the on- and off-site watersheds
for the pre- and post-development conditions. Please reference the attached
calculations for detailed composite curve number information.
? The pool can be drawn down for maintenance through the 8" plug valve in the
riser structure. If drawdown of the pool is needed, it should be limited to
approximately 1 (one) vertical foot per day to ensure stability of the embankment.
A qualified Geotechnical Engineer shall supervise drawdown of the pool at a
greater rate.
•
2
Summary & Discussion of Results
is The table shown below contains the peak flow rates at the existing culvert located under
Massey Chapel Road. The % increase in peak flowrate in both the 2- and 10-year storms
at this culvert is less than 10%. Conclusively, stormwater detention is not required.
However, since the site is located within a watershed protection district, water quality (i.e.
TSS removal) must be provided.
SUMMARY OF RESULTS
PRE- & POST-DEVELOPMENT FLOWRATES
RETURN PRE-DEVELOPMENT POST-DEVELOPMENT DIFFERENCE % INCREASE/
PERIOD CFS CFS CFS % DECREASE
MASSEY
CHAPEL RD
CULVERT
2-YEAR 959.8 976.3 16.5 1.72%
10-YEAR 1618.8 1643.1 24.3 1.50%
L__.]
0
•
•
DURHAM City of Durham
Public Works Department
Stormwater Services Divisions
1 8 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CrTY OF MEDICINE Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a wet detention pond design summary for
each pond, design calculations, plans and specifications showing pond, forebay, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name: `_??!1'T?M' Vli gwr. Phase
Tax Map Number: 'j APer_& iXA PIN: SEE Ap *tA01X A Case #: ??.
Design Contact Person: AH ES CAL4D e L , PE Phone #: (?) 2a-6C60_
Legal name of owner: _ FAgpMr_y1L eQDAO 3U, LLr-
Owner contact: E Phone #: (513) mi-262(0
Owner Address:
Deed Book g43-7 Page #M?1_ or Plat Book
jects with multi
le basins
s
ecif
which
ond this
Fo Page#-31,- for sw basin property
p k? L
worksheet a lies to: P
QP{I
p
,
p
y
p
r pro
Does the proposed pond also incorpo rate stormwater detent ion? Yes No
Detention provided for: R/A _ 1-year _ 2-year _ year _ other
Elevations
Pond bottom elevation
??S.b ft.
(floor of the pond)
Permanent pool elevation 2q(o . 0 ft. (invert elevation of the orifice)
Temporary pool elevation 'Z _?, 76 ft. (elevation of the discharge structure overflow)
orifice/weir elevation , 0 ft. (invert elevation)
1-1,gL14 storm water surface elevation , ft.
2-year stonn orifice/weir elevation R/A ft. (invert elevation)
2-year storm water surface elevation ;y/A ft.
10'-year storm orifice/weir elevation ft. (invert elevation)
10-year storm water- surface elev. ft.
Emergency spillway elevation ft. (invert of emergency spillway)
Top of embankment/dam 296. 0 ft. (elevation)
Maximum water surface elevation q . ' ft. (from max. storm pond can safely pass)
Depth from design storm to Dtb-I-AI,?e F?ZH JC6" qg, 1A. J.Q .
Lowest orifice elevation . ft. fi0 ?t?tlAt QCbL.5
i
Areas

Permanent pool area provided
r ,
-
1
? bsq, ft.

water surface area at the orifice elevation)
Minimum required perm. pool area ! 1, ?I C:?? sq. ft. (calculated surface area required)
Design storm surface area 2 ?1 sq. ft. (Sped frequency event: ) NW
Drainage area t1 ac. (on-site and off-site drainage to the pond
•
Discharges (Specify only applicable frequency events 112110)
1-year 2-year 10-year
• Predevelopment A cfs R cfs cfs _WA Post-development w/o detention cfs cfs 11 A cfs
With detention cfs cfs cfs
Volumes 2
Permanent pool volume G3-760i_ cu. ft. (combined volume of main pond and forebay)
Temporary pool storage volume 3 cu. ft. (volume detained above the permanent pool)
Forebay volume cu. ft. (approximately 20% of total volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool ?,?j? ft.
Volume of temporary pool plus the volume of the normal pool divided by surface area of temporary pool y.3 L ft.
Other parameters
SA/DA'
Diameter of orifice in.
Draw-down time hrs
Depth of orifice below perm pool in.
Design rainfall in.
Design TSS removal %
Footnotes:
(from DWQ table)
(must provide draw down over 2 to 5 day period)
(orifice inlet depth below permanent pool)
(minimum 85% removal required)
When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may
be used for values between table entries.)
• Riser/Principal and Emergency Spillway Information
1-)rtes storm orifice/weir diameter in.
2-year storm orifice/weir diameter in.
10-year storm orifice/weir diameter in.
year storm orifice/weir diameter in.
Principal spillway
Emergency spillway width It.
II. REQUIRED ITEMS CHECKLIST
length ft.
length ft.
length ft.
length ft.
side slopes .1 slope
The following checklist outlines design requirements. Initial in the space provided to indicate the following design
requirements have been met and supporting documentation is attached.
Applicant's initials
-TIZM a. The permanent pool depth is between 3 and 6 feet (required minimum hydraulic depth of 3 feet)
- j kH b. The forebay volume is approximately equal to 20% of the pond volume.
`1"jZrt c. The temporary pool controls runoff for water quality design storm.
-Tgt'f d. The temporary pool draws down in 2 to 5 days.
TRM e. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide calculations).
-TVkH f. The pond length to width ratio is greater than or equal to 3:1.
T:?,1'( g. The pond side slopes above the permanent pool area are no steeper than 3:1.
7-RH h. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the perimeter
• of the pond (show on plan and profile and provide a vegetation plan).
_ i. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
• j. A surface baffle, trash rack or similar device is provided for both the overflow and orifice. Flat top
trash racks are not acceptable.
k. A recorded drainage easement is provided for each pond including access to the nearest right-of-

TAM 1. way.
If the basin is used for sediment and erosion control during construction, a note requiring clean out
and vegetative cover being established prior to use as a wet detention basin shall be provided on the

m. construction plan.
A mechanism is specified which will drain the pond for maintenance and emergencies. Valves
used shall be plug valves.
n. Anti-floatation calculations are provided for riser structure.
o. A plan view of the pond with grading shown is provided.
-t"LZI`i p. A profile through the forebay, main pond and spillway is provided. Water surface elevations are
shown on the profile.
H q. Riser structure details are provided.
'"MH r. Compaction specifications for the embankment are shown on the plan.
`M H s. A minimum of 10 feet has been provided for the pond embankment top width.
Consideration should be given to the use of anti-seep collars, filter diaphragms, anti-vortex devices, watertight
joints, clay core and cutoff trench.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit fee
($2,000 per facility), and payment of surety are required prior to construction drawing approval.
•
0

•
DURHAM
111
1 B 6 9
My OF MMUNE
City of Durham
Public Works Department
Stormwater Services Divisions
101 City Hall Plaza, Durham, North Carolina, 27701
Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:_
A complete stormwater management construction plan submittal includes a wet detention pond design summary for
each pond, design calculations, plans and specifications showing pond, forebay, inlet and outlet structure details.
1. PROJECT IN=RMATION
Project Name: p,?j,?
Tax Map Number: Sa
Design Contact Person:
Legal name of owner:
Owner contact: ow
PIN: ?C_r_ pt ?X Ft Case #: QD5 X21
:/I _ Phone #: fiq_) - y
Etrac ?u,t.E Ro+?O ?, LLL_
Phone #: (5W?AJ
OwnerAddress:?Mq FIDNT60MEQY ISO nM IJU I_ArA JR9A-n UH)Q !M4 ,2W
Deed Book LP4 37 Page # 344 or Plat Book Page# for sw basin propert
For projects with multiple basins, specify which pond this worksheet a lies to: it
Does the proposed pond also incorporate stormwater detention? Yes No
Detention provided for: HIA _ 1-year - 2-year _ 10-year _ other
Elevations
Pond bottom elevation
ti
l
l
r
eva
on
e
manent poo
Pe
Temporary pool elevation
orifice/weir elevation 2`1q,4
1-.;i;(!,;istonn water surface elevation . (JD
2-year storm orifice/weir elevation -
2-year storm water surface elevation _
10-year storm orifice/weir elevation MIA;
10 year storm water surface elev. q1A
Emergency spillway elevation 414 A
Top of embankment/dam .?
Maximum water surface elevation 2Q2•gf?
ft. (floor of the pond)
ft. (invert elevation of the orifice)
ft. (elevation of the discharge structure overflow)
ft. (invert elevation)
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
Depth from design storm to
ti
if
l
n P
eva
o
ice e
Lowest or •
Areas
Permanent pool area provided
6?Z sq. ft.
Minimum required perm. pool area 341 G'73 sq. ft.
Design storm surface area t?)J_LLA sq, ft.
Drainage area x•05 ac.
(invert elevation)
(invert elevation)
(invert of emergency spillway)
(elevation)
(from max. storm pond can safely pass
(water surface area at the orifice elevation)
(calculated surface area required)
(Specify frequency event: I JW t-U
(on-site and off-site drainage to the pond
E
Discharges (Specify only applicable frequency events 112110)
1-year 2-year 10-year
• Predevelopment IA/A cfs __Y1,/A cfs cfs
Post-development w/o detention cfs IVA cfs t-OA cfs
With detention - cfs V?JA cfs i 1 A; cfs
Volumes
Permanent pool volume ocu. f. (combined volume of main pond and forebay)
Temporary pool storage volume 115 % G cu. ft. (volume detained above the permanent pool)
Forebay volume JUM(Aut) cu. ft. (approximately 20% of total volume)
Hydraulic Depths ,,
Volume of normal pool divided by surface area of normal pool `tq6 ft.
Volume of temporary pool plus the volume of the normal pool divided by surface area of temporary pool ft.
Other parameters
SA/DA'
Diameter of orifice
Draw-down time
Depth of orifice below perm pool
Design rainfall
Design TSS removal
Footnotes:
y . in.
-73 hrs
112, in.
in.
%
(from DWQ table)
(must provide draw down over 2 to 5 day period)
(orifice inlet depth below permanent pool)
(minimum 85% removal required)
When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may
be used for values between table entries.)
Riser/Principal and Emergency Spillway Information
storm orifice/weir diameter 14 in. length ft.
2-year storm orifice/weir diameter A in. length ft.
10-year storm orifice/weir diameter in. length ft.
_- year storm orifice/weir diameter in. length ft.
Principal spillway
Emergency spillway widthll A ft. side slopes .1 slope %
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following design
requirements have been met and supporting documentation is attached.
Applicant's initials
_Myl a. The permanent pool depth is between 3 and 6 feet (required minimum hydraulic depth of 3 feet)
7RH b. The forebay volume is approximately equal to 20% of the pond volume.
c. The temporary pool controls runoff for water quality design storm.
-MA d. The temporary pool draws down in 2 to 5 days.
-M H e. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide calculations).
't'am f. The pond length to width ratio is greater than or equal to 3:1.
TRH g. The pond side slopes above the permanent pool area are no steeper than 3:1.
"fGCht h. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the perimeter
• of the pond (show on plan and profile and provide a vegetation plan).
i. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
• permitted on the embankment.
j. A surface baffle, trash rack or similar device is provided for both the overflow and orifice. Flat top
trash racks are not acceptable.
i? k. A recorded drainage easement is provided for each pond including access to the nearest right-of-
way.
T(?M 1. If the basin is used for sediment and erosion control during construction, a note requiring clean out
and vegetative cover being established prior to use as a wet detention basin shall be provided on the
construction plan.
in. A mechanism is specified which will drain the pond for maintenance and emergencies. Valves
used shall be plug valves.
_T1911 n. Anti-floatation calculations are provided for riser structure.
MM o. A plan view of the pond with grading shown is provided.
-r-fkt-1 p. A profile through the forebay, main pond and spillway is provided. Water surface elevations are
shown on the profile.
TRM q. Riser structure details are provided.
-TV 1 r. Compaction specifications for the embankment are shown on the plan.
-rad s. A minimum of 10 feet has been provided for the pond embankment top width.
Consideration should be given to the use of anti-seep collars, filter diaphragms, anti-vortex devices, watertight
joints, clay core and cutoff trench.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit fee
($2,000 per facility), and payment of surety are required prior to construction drawing approval.
•
A*

0
Appendix A
1. PROJECT INFORMATION
Tax Map Number: 525-01-OIIA
505-01-008A
PIN: 0718-04-93-0149
0718-04-82-3485
10
r?
U
•
RAINFALL INFORMATION

2 WATERSHED SOIL & USGS
INFORMATION

3 PRE-DEVELOPMENT
HYDROLOGIC CALCULATIONS

4 POST-DEVELOPMENT
HYDROLOGIC CALCULATIONS
WATER QUALITY POND DESIGN
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CJ
RAINFALL INFORMATION

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Southpoint Village
CPR-05030
0 .riCE CENTER N
1000
• • ..vt;tt, rl
• 1/28/2005

1. INPUT DATA N. RESULTS
Location: Dunham, North Carolina Return Period g h
2 132 18

2-Year 100-Year Source .............................. »
-5
............. ...................
1F9
........ .. ...... .........
Zl
. .........
5 minute 0.48 0.81 NOAA Hydro-35
..........
..
_.._....10.._............
»..» r?' »..... 22
.»...... ........
......
_ »___ »_ --._. _....._ ........... ....... .._...._... ...............
15 minute 1.01 1 .. .81 NOAH _ H dro-35 25 232 23
60 minute 1.70 3.50 NOAA Hydro-3 5 50 261 24
24 hour 3.60 8.00 USWB TP-40 100 290 25
H. DEPTH-DURATION-FREQUENCY TABLE
R.+f„r.. Pori?ri
Duration 2-Year ? 5-Year 10-Year i 25-Year 50-Year 100-Year
[inches] [inches] [inches] [inches] [inches] [inches]

5 minutes
0.48
0.55 ------------- -------
0.60 -
0.68
0.75
.....
0.81
.»...... »_..»...
10 minutes 0.79 0.92 »1.02
.......... 1.17
................. 1.28 ___ 1 40 _
......_»» ............
15 minutes ....»»__"""'"__....
1.01 .r........-__»_
1.18 . 1.31 1.51 1.66 1.81
30 minutes 135 1.64 1.85 2.16 2.40 2.64
60 minutes 1.70 2.12 2:41
_ ......._...
.....3. 2.84
.....»... . 3:17 .3.50
.»» -.......» ..................}
2 hours 1.91 ........«....
2.40 2.74 3.23
.. 3.61
..... 4.00
3 hours 2.12 2.68 ............-------- ----- ..
3.07 ..--_ .........-......
3.62 4.06 4.49
6 hours 2.65 338 3.90 4.62 5.19 5.75
12 hours 3.13 4.02 :
4 5 :52 620.._... .......6:$8.
_
......
...
_..._......_---- .. _.._......
24 hours 3.60 4.65 .
..............
: .......
5.38 ....... ......
...-
6.41 .__...

7.21

8.00
M. INTENSITY-DURATION FREQUENCY DATA
Return Period
------
---
Duration 2-Year 5-Year 10-Year i 25-Year 50-Year 100-Year
[in/h-1 [in/hr1 [in/h'1 [ 1 (in/hr) [ 1
5 minutes 5.76 6.58
6 7.22 ..
.
. ...... ..... 8.19 .---.. -_....8.96...... ......9.72_.....
_............_.?.
10 minutes ..._... ---_ .........
4.76 .........
........ .
5.54 .
...
.
.
..
6.13
7.01
7.71
8.40
15 minutes 4.04 4.74 5.25 6-03 6.64 7.24
30 minutes 2.70 3.28 3.71
.........
........ 432
......... . 4:80 5.28
_......»..
60 minutes -
1.70 2.12 2.41
.........
..
...... 2.84
....... _........... 3.17
...................... 3.50
......... __..........
..
2 hours ..............»............
0.95 .....................
1.20 ....._............
..
1.37 1.62 1.81 2.00
3 hours 0.71 0.89 1.02 1.21 1.35 1.50
6 hours 0.44 0.56 0.65 0.77 0.86 0.96
12 hours 0.26 033 0.39 ? 0.46
. -...... 0.52
.....__ -..»... 0.57

__».»...».
------
24 hours 0.15 ........ .».»._ ....
0.19 ............
0.22 0.27 030 0.33
1 OF 2
1QCE CENTER N •
,.+000
CALCULATIONS:
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Duration __..-._ .........
2-Year .....................
5-Year .............................
10-Year -.........---•--......
25-Year ......-.....-----....
50-Year ._.. - -
100-Year
5 0.17 0.15 0.14 0.12 0.11 0.10
10 0.21 0.18 0.16 0.14 0.13 0.12
15 0.25 0.21 0.19
........................
.
. 0.17
.................... 0.15
..................... 0.14
..._......_...._._
_ ........................
30 ......._................
x:37 ....................
0 30 .......
.
..
.. ?: ?............. .:..-......23...... .._.-? ......... ..... 0 19.--•_•
...._.
.
60 .........
.
_ 0.59 .....
........
0.47 ............
0.41 0.35 0.32 0.29
120 1.05 0.83 0.73 0.62 0.55 0.50
180 1.42 1:12
: .........:....0:98...-.-....... .. 0.83
............. 0.74 0.67
_..........
............
_
360 ........
........
?
26 ......
_
..
1.77 1.54 ..1 30 .....
. ......1:16...... .._. 1:04 _....
_ _
.....
._.. .
_ ...............
:
720 3.84 2.99 ..............
...---.......
2.59 ...
.
2.18
1.94
1.75
1440 6.67 5.16 4.46 3.75 3.33 3.00

5-Year
2-Year
10-Year 25-Year
50-Year
100-Year
Slo e: 0.00760 0.00592 0.00513 0.00430 0.00383 0.00344
Y-Intermit: 0.13587 :• _ 0._12225 0.11255 z 0.10001 0.09181 0.08486
? _...._132 __ ._ ._... 169 ..... .. .........195.-••---.----..:.......232 261 290
_
_....._
h: 18 E 21 22 23 24 25
• /2C? 05
1/28/2005
2OF2
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WA TERSHED SOILS & USGS INFORMA TION
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Southpoint Village
CPR-05030
S£ T £ S,# drW :f4unoo =,qm(I JO XOn.MS i?OS :aDH lOS
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PROJECT: Fayetteville Road Property
PROJECT #: MDL-99000
DATE: August 4, 1999
BY: B.R. Finch, E.I.
SITE SOIL INFORMATION
REFERENCES:
• SOIL SURVEY: DURHAM COUNTY NORTH CAROLINA. UNITED STATES DEPARTMENT
OF AGRICULTURE: SOIL CONSERVATION SERVICE (1N COOPERATION WITH NORTH
CAROLINA AGRICULTURE EXPERIMENT SECTION). JULY 1976. MAPS 31 & 35.
• SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL CONSERVTION
SERVICE. 1986.
NAME HYDROLOGIC SOIL
SYMBOL GROUP
Cc Carteca & Chewacla soils C
Ch Chewacla & Wedhadkee soils C / D
CrB Creedmoor sand loam C
GrB Granville sand loam B
HeB Helena sand loam C
IrB Iredell loam C / D
MfB Ma odan sand loam B
•
PfC Pinkston fine, sand loam B
Ur Urban land -
Wahee loam D
Wn Wehadkee silt loam D
WsB White Store sand loam D
WSC White Store sandy loam D
WvC2 White Store clay loam D
WvE2 White Store clay loam D
CONCLUSIONS:
Judging from the soil survey map, the majority of the watershed consists of Hydrologic Soil Group `D'
soils. Therefore, assume HSG 'D' soils for any further hydrologic calculations (SCS CN values in
particular).

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3

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PRE-DEVLOPMENT HYDROLOGIC
CALCULATIONS
40
0
Southpoint Village
CPR-05030
•
•
4
0

POST-DEVLOPMENT HYDROLOGIC
CALCULATIONS
0
0
Southpoint Village
CPR-05030
RENAISSANCE CENTER IV
MDL-04000
_ [I SCS?GUR Vi+. \ I 1 ?1I31 1cti
Impervious . 98 . Assume good- condition
HYDROLOGIC CALCULATIONS
Post-Development: WQ Pond #1
Cover Condition SCS CN - HSG D Comments

Open 80 Assume good condition
Wooded 77 Assume good condition
II P,OS 1„ llI \!E Lt?P>\II{ I' I'f
A. WQ Pond #1- Watershed Breakdown
Contributing Area SCS CN Area
[acres] Comments
Off-site Open 80 0.08 Assume good condition
Off-site Impervious 98 0.08 -
Off-site Wooded 77 0.00 Assume good condition
Off-site Pond 100 0.00
On-site Open 80 2.35 Assume good condition
On-site Impervious 98 10.69

On-site Wooded
77
0.00 _
On-site Pond 100 0.38 Assume good condition
Total area = 13.58 acres
0.0212 sq.mi.
Composite SCS CN = 95
% Impervious = 79.31%
*B. Time of Concentration Information
The post-development time of concentration was assumed to be 5 minutes
Time of Concentration = 5.0 minutes
SCS Lag Time = 3.0 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
JW Caldwell, PE
12/15/2005
Post-Development HEC-HMS Input.xls 1 OF 1 WQ Pond #1
RENAISSANCE CENTER IV
MDL-04000
i ? CSC' U :v 'NL ll7 I717J
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HYDROLOGIC CALCULATIONS
Post-Development: WQ Pond U
Cover Condition SCS CN - HSG D Comments
Impervious 98 Assume good condition
Open 80 Assume good condition
Wooded 77 Assume good condition '
ill POS1 ll1??I1,0(?1?1Li\;'I
A. WQ Pond #2 - Watershed Breakdown
Contributing Area SCS CN Area
[acres] Comments
Off-site Open 80 2.02 Assume good condition
Off-site Impervious 98 1.09 -
Off-site Wooded 77 0.00 Assume good condition
Off-site Pond 100 0.00 -
On-site Open 80 8.49 Assume good condition _y
On-site Impervious 98 23.76
On-site Wooded 77 0.00 -
On-site Pond 100 0.69 Assume good condition
Total area = 36.05 acres
0.0563 sq.mi.
Composite SCS CN = 93
% Impervious = 68.93%
• B. Time of Concentration Information
The post-development time of concentration was assumed to be 5 minutes
•
Time of Concentration = 5.0 minutes
SCS Lag Time = 3.0 minutes (SCS Lag = 0.6* Tc)
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
JW Caldwell, PE
12/15/2005
Post-Development HEC-HMS Input.xls 1 OF 1 WQ Pond #2
HEC-HMS Project: MDL-04000 Basin Model:

Project : .MDL-04000 Run Name : 10-yr-post(rev)
Start of Run 070ct04 0100 Basin Model : Post(Revised)
End of Run 080ct04 0100 Met. Model : 10-Year Storm
Execution Time 09Mar06 1704 Control Specs : 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQ Pond #1 89.039 07 Oct 04 1304 5.4186 0.021
WQ Pond #1 72.446 07 Oct 04 1307 4.6331 0.021
To WQ Pond #2 230.64 07 Oct 04 1304 13.715 0.056
WQ Pond #2 181.96 07 Oct 04 1308 11.893 0.056
To Pond #1 (100-yr) 89.039 07 Oct 04 1304 5.4186 0.021
Pond #1 - 100 yr 72.673 07 Oct 04 1307 5.4153 0.021
WQ Pond #2 (100-yr) 230.64 07 Oct 04 1304 13.715 0.056
Pond #2 (100-yr) 181.99 07 Oct 04 1308 13.644 0.056
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HMS * Summary of Results for WQ Pond #1
Project : MDL-04000
• Start of Run 070ct04 0100
End of Run 080ct04 0100
Execution Time 09Mar06 1704
Run Name 10-yr-post.(rev)
Basin Model Post(Revised)
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 89.039 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 72.446 (cfs) Date/Time of Peak Outflow 07 Oct 04 1307
Total Inflow 4.79 (in) Peak Storage 1.3858(ac-ft)
Total Outflow 4.10 (in) Peak Elevation 288.93(ft)
•
is
HMS * Summary of Results for WQ Pond #2
Project : MDL-04000
Start of Run 070et04 0100
End of Run 080ct04 0100
Execution Time : 09Mar06 1704
Run Name : 10-yr-post(rev)
Basin Model : Post(Revised)
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 230.64 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 181.96 (cfs) Date/Time of Peak Outflow : 07 Oct 04 1308
Total Inflow 4.57 (in) Peak Storage 3.8212(ac-ft)
Total Outflow 3.96 (in) Peak Elevation 282.33(ft)
•
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aasvv -- .?uuuua?.y V1 nUC jU.LLS
Project MDL-04000 Run Name 25-yr-post(rev)
Start of Run 07OctO4 0100 Basin Model : Post(Revised)
• End of Run 080ct04 0100 Met. Model : 25-Year Storm
Execution•Time 09Mar06 1705 Control Specs : 1-Minute dT•
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQ Pond #1 102.15 07 Oct 04 1304 6.5742 0.021
WQ Pond #1 84.139 07 Oct 04 1307 5.7865 0.021
To WQ Pond #2 266.24 07 Oct 04 1304 16.764 0.056
WQ Pond #2 205.49 07 Oct 0.4 1308 14.921 0.056
To Pond #1 (100-yr) 102.15 07 Oct 04 1304 6.5742 0.021
Pond #1 - 100 yr 85.789 07 Oct 04 1307 6.5701 0.021
WQ Pond #2 (100-yr) 266.24 07 Oct 04 1304 16.764 0.056
Pond #2 (100-yr) 205.50 07 Oct 04 1308 16.677 0.056

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nm5 - bummary oz xesuius ror wu Yona ff1
Project : MDL-04000
Start of Run 070Ct04 0100
• End of Run 080ct04 0100
Execution Time 09Mar06 1705
Run Name : 25-yr-post(rev)
Basin Model Post(Revised)
Met. Model 25-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 102.15 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 84.139 (cfs) Date/Time of Peak Outflow 07 Oct 04 1307
Total Inflow 5.81 (in) Peak Storage 1.4617(ac-ft)
Total Outflow : 5.12 (in) Peak Elevation 289.06(ft)
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,...., ..,u,--y - aa.ZU U? LU.L nu runu fFt
Project : MDL-04000
Start of Run 070ct04 0100
• End of Run : 080ct04 0100
Execution Time 09Mar06 1705
Run Name : 25-yr-post(rev)
Basin Model : Post(Revised)
Met. Model 25-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 266.24 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 205.49 (cfs) Date/Time of Peak Outflow 07 Oct 04 1308
Total Inflow 5.58 (in) Peak Storage : 4.0558(ac-ft)
Total Outflow 4.97 (in) Peak Elevation 282.51(ft)
•
0
....... .. aau.a..u a.s va. a?cau?. V.?
Project MDL-04000 Run Name 100YrPost(Rev)
Start of Run 070ct04 0100 Basin Model Post(Revised)
• End of Run 080ct04 0100 Met. Model 100-Year Storm
Execution Time 09Mar06 1705 Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQ Pond #1 122.78
WQ Pond #1 95.730
To WQ Pond #2 321.86
WQ Pond #2 215.80
To Pond #1 (100-yr) 122.78
Pond #1 - 100 yr 95.723
WQ Pond #2 (100-yr) 321.86
Pond #2 (100-yr) 215.80
is
07 Oct 04 1304 8.3620 0.021
07 Oct 04 1308 7.5710 0.021
07 Oct 04 1304 21.490 0.056
07 Oct 04 1309 19.616 0.056
07 Oct 04 1304 8.3620 0.021
07 Oct 04 1308 8.3568 0.021
07 Oct 04 1304 21.490 0.056
07 Oct 04 1309 21.380 0.056
0
nma - auimnary o= xesuius LOr vona $i - iuu
yr
Project : MDL-04000 Run Name : 100YrPost(Rev)
• Start of Run 070ct04 0100 Basin Model Post(Revised)
End of Run 08Oct04 0100 Met. Model : 100-Year Storm
Execution Time 09Mar06 1705 Control Specs : 1-Minute dT
Computed Results
Peak Inflow 122.78 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 95.723 (cfs) Date/Time of Peak Outflow 07 Oct 04 1308
Total Inflow 7.40 (in) Peak Storage 0.74871(ac-ft)
Total Outflow 7.39 (in) Peak Elevation 289.15(ft)
0
E
(100-yr)
Project : MDL-04000 Run Name : 100YrPost(Rev)
• Start of Run 070ct04 0100 Basin Model Post(Revised)
End of Run 080ct04 0100 Met. Model 100-Year Storm
Execution Time 09Mar06 1705 Control Specs 1-Minute dT
Computed Results
Peak Inflow 321.86 (cfs) Date/Time of Peak Inflow 07 Oct 04 1304
Peak Outflow 215.80 (cfs) Date/Time of Peak Outflow 07 Oct 04 1309
Total Inflow 7.16 (in) Peak Storage 2.8557(ac-ft)
Total Outflow 7.12 (in) Peak Elevation 282.98(ft)

0
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5

•
WATER QUALITY POND DESIGN
0
0
Southpoint Village
CPR-05030
•
WATER QUALITY POND #1 DESIGN

0
Southpoint Village
CPR-05030
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PROJECT NO. MDL-04000
FILENAME: MDL- 04000. DV
SCALE: 1 "= 40'
DATE: 12-19-05
RENAISSANCE CENTER IV 81THE JOHN R. McADAMS
COMPANY; INC.
DURHAM, NORTH CAROLINA ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
WQ POND #1 GRADING P.O. BOX 14005 ZIP 27709-4005
[phone]
x
RENAISSANCE CENTER IV Above NWSE JW Caldwell, PE
MDL-04000 319/2006
Stage-Storage Function
• Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
i
Average Incremental
Accumulated
Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
286.0 0.0 18185
288.0 2.0? 21911 20048 40096 ?? 40096 _
290.0 4.0 25863 23887 47774 87870 4.00

Storage vs. Stage
100000
90000 y = 18296x11319
80000 R2 = 1
70000
LL 60000
M 50000--
12
0 40000
y
30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks= 18296
b = 1.1319
Water Quality Pond Dimension Check(WQPond#1).XLS I OF I
Above NWSE
RENAISSANCE CENTER IV Below NWSE
MDL-04000
Stage-Storage Function
Project Name: Renaissance Center IV
•, Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
JW Caldwell, PE
3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

278.0 0.0 3048
280.0 2.0 4898 3973 7946 7946 -2.06
282.0 4.0 6963 5931 11861 19807 3.83
284.0 6.0 9403 8183 16366 36173 5.76 r
286.0 8.0 18185 13794 27588 63761 8.45

• j
i
Storage vs. Stage
70000
60000
y = 2729.7X1.4764
50000
LL R2 = 0.9931
v 40000
rn
2 30000
U)
20000
10000
0
0.0 2.0 4.0 6.0 8.0 10.0
Stage (feet)
Ks = 2729.7
b = 1.4764
•
Water Quality Pond Dimension Check(WQPond#1).XLS 1 OF 1
Below NWSE
RENAISSANCE CENTER IV Forebay 1 JW Caldwell, PE
MDL-04000 3/9/2006
Stage-Storage Function
Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) eet) (feet) (SF) (SF) (CF) (CF) (feet)
279.0 _0.0 667
280.0 1.0 1355 1011 1011 1011 1.25
282.0 3.0 2143 1749 3498 4509 3.04
284.0 5.0 3190 2667 5333 9842 4.83
286.0 7.0 6012 4601 _ 9202 19044 7.15--.-
0
Storage vs. Stage
20000
11000 y = 691.11 x1'6163 •
16000 R2 = 0.9951
14000
U 12000- -
10000- -
8000- -
6000- -
4000
2000
-
-
0-

0.0 2.0 4.0 6.0 8.0
Stage (feet)
==1.68?63
•
Water Quality Pond Dimension Check(WQPond#1).XLS 1 OF 1
Forebay 1
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
MDL-04000 3/9/2006
RENAISSANCE CENTER IV - WO POND DESIGN
7 FORFBAYVOLWME CHECK I
Per NCDENR "Stormwater Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE = 286
Stage - Storage Function
Ks = 2729.7
b= 1.4764
Zo = 278
Volume = 58808 ft3
B. Forebay Volume
Forebay 1: Volume
Stage - Storage Function
Ks= 691.11
b= 1.6863
Zo = 279
Volume = 18392 ft3
% Foreba = 31.3% O.K.
•
It. SURFACE AIZEA CHECK
Impervious Area = 10.77 acres
Drainage Area = 13.58 acres
% Impervious = 79%
Average Depth = Accumulated Contour Volume / Surface Area
ACV = 63761 cf
SA = 18185 sf
Average Depth = 3.51 ft.
From the Greensboro Stormwater Handbook, the required SA/DA ratio =_>
3.0 3.51 4.0
Lower Boundary => 70.0 2.88 2.40
Site % impervious => 79.3 3.33 3.04 2.75
Upper Boundary => 80.0 3.36 2.78
Area Required = 17963 sq.ft.
Area Provided = 18185 s .ft. O.K.
i
Water Quality Pond Dimension Check(WQPond#1).XLS 1 OF I Volume Check
RENAISSANCE CENTER IV JW Caldwell, PE
MDL-04000 3/9/2006
Water Quality Pond Design Sheet
Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

286.0 0.0 181.85
288.0 2.0 21911 20048 40096 40096 2.00
290.0 4.0 25863 23887 47774 87870 4.00
Storage vs. Stage
100000
90000
80000
0
y = 18296x1.1319
R2=1
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
70000
cLLi 60000
rn 50000
m
40000
30000
20000
10000
0
Ks= 18296
b = 1.1319
Calculation of Runoff Volume required for storage
The runoff to the pond for the V stonn detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 10.77 acres
@ CN = 98
•
WaterQualityPondSizing.xls
WQ Pond #1
RENAISSANCE CENTER IV
MDL-04000
Other areas draining to pond (not DCIA) = 2.81 acres
@ CN = 83
•
Runoff from DCIAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 30921 CF
Runoff from non-connected areas =_>
Precipitation amount = 1.0 inches
S = 2.048 inches (calculated)
Q* = 0.132 inches (calculated)
Runoff volume = 1347 CF
JW Caldwell, PE
3/9/2006
Therefore, total runoff from precipitation in question = 32268 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
• Storage provided at permanent pool depth 0 CF (calculated)
Total storage required for normal + storage pool = 32268 CF
Stage (above invert) associated with this storage = 1.65 feet
Therefore, depth required above normal pool for stone storage = 1.65 feet
19.81 inches
Therefore set crest of principal spillway at stage = 1.75 feet
and EL = 287.75 feet
At principal spillway crest, storm pool storage provided = 34471 CF
•
WaterQualityPondSizing.xls WQ Pond #1
RENAISSANCE CENTER IV JW Caldwell, PE
MDL-04000 3/9/2006
State-Storage Function
Project Name: Renaissance Center IV
•, Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/8/2006
- Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
286.00 0.0 18185
288.0 2.0 21911 20048 40096 40096 2.00
290.0 4.0 25863 23887 47774 87870 4.00
•
Storage vs. Stage
100000
90000 y = 18296x1 ""
80000 R2 = 1
70000
v 60000
50000
A
40000
N
30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 18296
b = 1.1319
•
Stage-Storag e Functi on.XLS
WQ Pond #1
RENAISSANCE CENTER IV STAGE-STORAGE FUNCTION
MDL-04000
> Stage -
• Ks =
b=
Zo = Storage Function
17291
1.1608
286.00

00-yr Routing
Elevation Stora a Storage
[feet] [cf] [acre-feet] [cf] [acre-ft
286 0 0.0
00 n/a n/a
286.2 2670 _
0.061 n/a n/a
286.4 5969 0.137 n/a n/a
286.6 _
9556 _ 0.219 n/a n/a
286.8 13345 0.306 n/a n/a
287 17291 0.397 _ n/a n/a
28_7.2
-287.4 - 21367
25553 0.49_1_
0.587 n/a
n/a n/a
n/a
287.6 _ 29838 0.685 n/a n/a
287.75 33108 0.760_ 0.000 0
_ 287.8 34209 0.785 1100.567 0.025
288 _
38659 0.887 5551.018 0.127
288.2 43182 0.991 10073.723 0.231
288.4 47772 1.097 14663.112 0.337
288.6 52423 1.203 19314.479 0.443
288.8 57132 1.312 _ 24023.790 0.552
289 61896 1.421 28787.546 0.661
289.2 66711 1.531 33602.679 0.771
289.4
289.6 71575 _
76485 1.643
1.756 38466.478
43376.525 0.883
0.996
Y 289.8
290 81439
86435 1.870
1.984 48330.653
53326.904 1.110
1.224

•
Stage-StorageFunction.XLS
JW Caldwell, PE
3/9/2006
S-S Function-WQ Pond #1
i. .i .iii. «. '-J 11- ?iuL luu--- \--1-N-.-u?: t.l Vlt -a--J5 .7UU11L1LLCl1 \YVVYVIVLJ--IMI.YYW
Rain Dir: X:\Projects\MDL\MDL-04000\Storm\COnstruction Drawings Submittal\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
• Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
pnNc)-4j-
AU nNAG (-(A gc)E
(.1SED FoR ?.O- ? ??Y?
?Ngc_YsiS
•

SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
1 c1UlC UL l Ull Ut!lIUB
1
Table of Contents
•
•
•
******************** OUTLET STRUCTURES *********************
WQ Pond #1...... Outlet Input Data .................. 1.01
Individual Outlet Curves ........... 1.05
Composite Rating Curve ............. 1.09
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
?.Zk- . . . -1- ur u- ---- Yaye L. V1
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
S REQUESTED POND WS ELEVATIONS:
Min. Elev.= 286.00 ft
Increment = .20 ft
Max. Elev.= 290.00 ft
f
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
------- --------- ---------
Stand Pipe RI ---> BA 287.750 290.000
Culvert-Circular BA ---> TW 280.000 290.000
TW SETUP, DS Channel
•.
SIN: 621701207003
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 4:47 PM Date: 3/8/2006
.r t.- ... - P-1 - rage 1.UJ
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
0
•
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 280.00 ft
Dnstream Invert = 279.55 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.00 ft
Barrel Slope = .00500 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss;
Kb = .007228 (per ft of full flow)
Kr = .5000 (reverse entrance loss;
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 283.47 ft ---> Flow = 42.85 cfs
At T2 Elev = 283.91 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 4:47 PM Date: 3/8/2006
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
Pond WS
Elev.
ft
286.00
286.20
286.40
286.60
286.80
287.00
287.20
287.40
287.60
287.75
287.80
• 288.00
288.20
j
288.40
288.60
288.80
•
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- ------- ------ ------ ------- -------
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
.63 287.80 Free 280.37 .000 .000 Free Outfall
Weir: H =.05
7.07 288.00 Free 281.29 .000 .000 Free Outfall
Weir: H =.25
17.07 288.20 Free 282.08 .000 .000 Free Outfall
Weir: H =.45
29.63 288.40 Free 282.86 .000 .000 Free Outfall
Weir: H =.65
44.32 288.60 Free 283.65 .000 .000 Free Outfall
Weir: H =.85
60.84 288.80 Free 284.95 .000 .000 Free Outfall
Weir: H =1.05
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
i
'YN°...
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
RATING TABLE FOR ONE OUTLET TY PE
Structure ID = RI ( Stand Pip e)
-------------
Upstream ID -----------------
= (Pond Water --------
Surface)
DNstream ID = BA ( Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
------- ft
- --- ft ft +/-ft +/-cfs ft +/-ft

289.00
79.03 ---- --
289.00 ------
Free -------
286.98 ------ ------
.000 .000 ------- -------
Free Outfall
Weir: H =1.25
289.20 95.06 289.20 289.20 289.20 .000 .000 Free Outfall
i
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
289.40 96.37 289.40 289.40 289.40 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.60 97.66 289.60 289.60 289.60 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.80 98.94 289.80 289.80 289.80 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
290.00 100.20 290.00 290.00 290.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
'type.... lnaiviaual outlet curves rage l.ui
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:

•
•
Pond WS
Elev.
ft
286.00
286.20
286.40
286.60
286.80
287.00
287.20
287.40
287.60
287.75
287.80
288.00
288.20
288.40
t 288.60
288.80
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 50.73 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
----- ------ ------- -------
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.00 280.00 Free Free .000 .000 Free Outfall
.63 280.37 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .083ft Dcr= .245ft CRIT.DEPTH
7.07 281.29 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .299ft Dcr= .836ft CRIT.DEPTH
17.07 282.08 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .503ft Dcr= 1.321ft CRIT.DEPTH
29.63 282.86 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .731ft Dcr= 1.763ft CRIT.DEPTH
44.32 283.65 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .900ft hwDi= 2.303ft Lbw= 90.Oft
60.84 284.95 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =4.95
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
iyi-... iuuiviuual --' '-- rays l.uo
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
is
Pond WS.
Elev.
ft
289.00
289.20
289.40
289.60
289.80
290.00

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 50.73 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft . ft +/-ft +/-cfs ft +/-ft
-- ------ ------- -------
79.03 286.98 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =6.98
95.06 289.20 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.20
96.37 289.40 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.40
97.66 289.60 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.60
98.94 289.80 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.80
100.20 290.00 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =10.00
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
Type.... Composite Rating Curve Page 1.09
Name.... WQ Pond #1
File.... X:\Projects\MDL\MDL-04000\Storm\Construction.Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converge ------- ------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures

286.00
.00
Free Outfall
(no Q: ----------------
RIBA)
286.20 .00 Free Outfall (no Q: RIBA)
286.40 .00 Free Outfall (no Q: RIBA)
286.60 .00 Free Outfall (no Q: RIBA)
286.80 .00 Free Outfall (no Q: RIBA)
287.00 .00 Free Outfall (no Q: RIBA)
287.20 .00 Free Outfall (no Q: RIBA)
287.40 .00 Free Outfall (no Q: RI,BA)
287.60 .00 Free Outfall (no Q: RIBA)
287.75 .00 Free Outfall (no Q: RIBA)
287.80 .63 Free Outfall RIBA
288.00 7.07 Free Outfall RIBA
288.20 17.07 Free Outfall RI,BA
288.40 29.63 Free Outfall RI,BA
288.60 44.32 Free Outfall RIBA
288.80 60.84 Free Outfall RI,BA
289.00 79.03 Free Outfall RIBA
289.20 95.06 Free Outfall RI BA
289.40 96.37 Free Outfall RIBA
289.60 97.66 Free Outfall RI,BA
289.80 98.94 Free Outfall RIBA
290.00 100.20 Free Outfall RIBA
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
'''NN ca.ui? n
Index of Starting Page Numbers for ID Names
----- W -----
WQ Pond #1... 1.01, 1.05, 1.09

•
•
A-1
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 4:47 PM Date: 3/8/2006
Job File: X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Rain Dir: X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\
--------------------------
--------------------------
JOB TITLE
--------------------------
•
Project Date: 1/26/2005
Project Engineer: Jeremy Finch, El
Project Title: Renaissance Center IV
Project Comments: -i? f
Pot?1D
?PILLkAS ?TI tyCG (2-Ltp,vP-

0

SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
Table of Contents
i
Table of Contents
•
•

******************** OUTLET STRUCTURES *********************
WQ Pond 41-100yr Outlet Input Data .................. 1.01
Individual Outlet Curves ........... 1.05
Composite Rating Curve ............. 1.07
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
•
•
•
Type.... Outlet Input Data Page 1.01
Name.... WQ Pond #1-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 287.75 ft
Increment = .20 ft
Max. Elev.= 290.00 ft
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 287.750 290.000
Culvert-Circular BA ---> TW 280.000 290.000
TW SETUP, DS Channel
SIN: 6217012070C3
PondPack Ver. 8.0068
The John R. McAdams Company
Time: 9:26 AM Date: 3/9/2006
Type.... Outlet Input Data Page 1.UL
Name.... WQ Pond #1-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
----------------
--------------------
# of openings = 1
Invert Elev. = 287.75 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000

•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
•

Type.... Outlet Input Data
Name.... WQ Pond #1-100yr
Page 1.03
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 280.00 ft
Dnstream Invert = 279.55 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.00 ft
Barrel Slope = .00500 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .007228 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control X = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 283.47 ft ---> Flow = 42.85 cfs
At T2 Elev = 283.91 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
Type.... Individual Outlet Curves rage ?.vj
Name.... WQ Pond #1-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
'Row RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
------ -------- ------- -------- ------- ------ ------ ------- -------
287.75 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
287.95 5.06 287.95 Free 281.08 .000 .000 Free Outfall
Weir: H =.20
288.15 14.31 288.15 Free 281.88 .000 .000 Free Outfall
Weir: H =.40
288.35 26.28 288.35 Free 282.66 .000 .000 Free Outfall
Weir: H =.60
288.55 40.46 288.55 Free 283.45 .000 .000 Free Outfall
Weir: H =.80
288.75 56.55 288.75 Free 284.55 .000 .000 Free Outfall
Weir: H =1.00
288.95 74.34 288.95 Free 286.40 .000 .000 Free Outfall
Weir: H =1.20
289.15 94.72 289.15 289.15 289.15 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.35 96.05 289.35 289.35 289.35 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.55 97.35 289.55 289.55 289.55 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.75 98.62 289.75 289.75 289.75 .000 .000 Free Outfall
• DS HGL+Loss > crest: Flow set to Downstream outlet.
289.95 99.89 289.95 289.95 289.95 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
290.00 100.20 290.00 290.00 290.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
.•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
•
Type.... Individual Outlet Curves Page 1.06
Name.... WQ Pond #1-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
Pond WS
Elev.
ft
287.75
287.95
288.15
288.35
288.55
288.75
288.95
289.15
289.35
289.55
• 289.75
289.95
290.00
•
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 50.73 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- ------- -------- ------- ------ ------ ------- -------
.00 280.00 Free Free .000 .000 Free Outfall
5.06 281.08 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .249ft Dcr= .704ft CRIT.DEPTH
14.31 281.88 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .451ft Dcr= 1.205ft CRIT.DEPTH
26.28 282.66 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .670ft Dcr= 1.656ft CRIT.DEPTH
40.46 283.45 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .872ft hwDi= 2.142ft Lbw= 90.Oft
56.55 284.55 Free Free .000 .000 Free outfall
INLET CONTROL... Submerged: HW =4.55
74.34 286.40 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =6.40
94.72 289.15 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.15
96.05 289.35 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.35
97.35 289.55 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.55
98.62 289.75 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.75
99.89 289.95 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.95
100.20 290.00 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =10.00
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
Type.... Composite Rating Curve Page 1.07
Name.... WQ Pond #1-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
• Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
287.75 .00 Free Outfall (no Q: RIBA)
287.95 5.06 Free Outfall RIBA
288.15 14.31 Free Outfall RIBA
288.35 26.28 Free Outfall RIBA
288.55 40.46 Free Outfall RIBA
288.75 56.55 Free Outfall RIBA
288.95 74.34 Free Outfall RIBA
289.15 94.72 Free Outfall RIBA
289.35 96.05 Free Outfall RIBA
289.55 97.35 Free Outfall RIBA
I 289.75 98.62 Free Outfall RI BA
289.95 99.89 Free Outfall RIBA
290.00 100.20 Free Outfall RIBA
Cl
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:26 AM Date: 3/9/2006
RENAISSANCE CETNER IV SIPHON DESIGN SHEET
MDL-04000
• D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert =
Volume @ Normal Pool =
Basin Invert =
•
10
2.5 inches
1
18296
1.1319
0.60
286.00 feet
0 CF
286.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
287.650 32250 0.204
287.509 29150 0.194 0.199 3100 15577
287.368 26088 0.184 0.189 3062 16179
287.227 23068 0.174 0.179 3020 16878
287.086 20093 0.162 0.168 2975 17704
286.945 17169 0.150 0.156 2924 18703
286.804 14302 0.137 0.144 2867 19950
286.664 11500 0.123 0.130 2801 21574
286.523 8777 0.106 0.114 2723 23830
286.382 6150 0.086 0.096 2627 27319
286.241 3978 0.061 0.073 2172 29572
Drawdown Time = 2.40 days
Conclusion : Use 1 - 2.5" Diameter Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2 days.
JW Caldwell, PE
3/10/2006
SIPHONS.XLS POND #1
RENAISSANCE CENTER IV RISER ANTI-FLOATATION CALCULATIONS
MDL-04000 Pond #?
Unit Weight of "Vater 62.4
• - Unit Weight of Concrete (pcf) = 142
Riser Inside Diameter (ft) = 6.00
Riser Wall Thickness in = 7.00,
Riser Top Elevation ft = 287.75
Riser Inside Bottom Elevation (ft) _ 280.00!
_
Outside Diamater of Barrel Pipe (in) _ 45.50
Diameter of Drain Pipe (in)f- 8.00
Volume of Trashrack* cf) = 115.70
Weight of Riser** (# = 12312.86
Amount of Water Displaced by Riser Structure (cf) = 428.33
"Note: Assuming trashrack is 100% clogged
**Note: Does not include weight of trashrack or barrel pipe
RECTANGULAR ANTI-FLOAT BASE
•

Base Width & Len th ftj = 9.00
Base Thickness (in) = 42.00
Weight of Base (#) _ 40257.00
Amount of Water Displaced by Base (cf) = 283.50
Weight of Water Displaced by Riser and Base (#) = 444-17.98
Weight of Riser and Base (#) = 52569.86
9 . -. 9 M f:.3.5 .:.'s 4
FACTOR OF SAFETY AGAINST FLOATATION = 1.18
JW Caldwell, PE
3/13/2006
Riser Anti-Float Calcs.xls Prepared by The John R. McAdams Company, Inc. Pond #1
RENAISSANCE CENTER IV
MDL-04000
Anti-Seep Collar Design Sheet
• This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements ==>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design ==>
Flow Length
along barrel
Pond through embanks
ID (feet)
WQ POND 1
JW Caldwell, PE
12/19/2005
Min. Calc'd # Max. # of Use
nent Projection of collars Spacing collars'to' Spacing Spacing
(feet) required (feet) use (feet) OK?
65.0 3.00 1.63 22 2.00 21.6667 YES
• Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•
antiseep collars.xls POND #1
:z'
r.

1&6 -
7 1-
i V! I ' 1
v
C! 2\
9 / `\? _------282---
- T
I \ / - - --2 8ig
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b I ?I I ?_
-1.
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II I
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o1

I
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coo _ - ' ' \ / \
\ _ \ \
;-3 z
\ \ \\ \ \ GRAPRIG \SCALE\
\ ?? "I \ \ 50 1 0 25 \ \50 \ 100
c
D
E
j 66, 1 inch = 50 ft. \ \
PROJECT NO. MDL-04000 THE JOHN R. McADAMS
j PILENAOE:MDL-04000.DWC RENAISSANCE CENTER IV = COMPANY
INC
,
.
N SCALE: 1 n=50, DURHAM, NORTH CAROLINA ENGINEERS/PLANNERS/SURVEYORS
Z5 9
4 RESEARCH TRIANGLE PARK
NC
(/1 DATE: W9 POND #2 GRADING ,
P.0. BOX 14005 ZIP 27709-4005
0 12-9-05 [phone]
/
RENAISSANCE CENTER IV
MDL-04000
•
Above NWSE
Stage-Storage Function
Project Name: Renaissance Center IV
Designer: TR McCormack
Job Number: MDL-04000
Date: 3/9/2006
7W Caldwell, PE
3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
279.0 0.0 41762
280.0 1.0 48672 45217 45217 45217 1.00
282.0 3.0 53856 51264 102528 147745 2.98
r
Storage vs. Stage
300000
250000 y = 45120x1.0859
LL 200000 R2 = 1
U
rn 150000--
100000--
50000--
0-1
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
= 0859
b
IL_ b = i.08S9
Water Quality Pond Dimension Check(WQPond#2).XLS I OF 1
284.0 5.0 58635 56246 112491 260236 5.02
Above NWSE
RENAISSANCE CENTER IV Below NWSE JW Caldwell, PE
MDL-04000 3/9/2006
Statze-Storage Function
• Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 12/15/2005
M Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
273.0 0.0 23909
- _
275.0 2.0 27589 25749 51498 51498 2.02
277.0 4.0 31490 29540 59079 110577 3.91
279.0 6.0 41762 36626 73252 183829 6.08
•
Storage vs. Stage
200000
180000 11522
160000 y= 22956x
140000 R2 = 0.9988
tLL> 120000
rn 100000
R
0 80000
60000
40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 22956
b = 1.1522
•
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF 1
Below NWSE
RENAISSANCE CENTER 1V Forebay 1 JW Caldwell, PE
3/9/2006
MDL-04000
Stake-Storage Function
• Project Name: Renaissance Cen ter 1V
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 12/15/2005
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
273.0 0.0 1304 __
275.0 w _ 2.0 1938 1621 3242 3242 2.03
277.0 4.0 2672 2305 4610 7852 3.82
279.0 6.0 4921 3797 7593 15445 6.18

Storage vs. Stage
18000-
16000--
14000-- y = 1194.7x'•4154
U lzooo R2 = 0.9946
10000
8000
0
U) 6000
4000
2000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 1194.7
b = 1.4054
•
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF 1
Forebay 1
RENAISSANCE CENTER IV Forebay 2 JW Caldwell, PE
MDL-04000 3/9/2006
Stake-Storage Function
• Project Name: Renaissance Center IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 12/15/2005
.? .? ? Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
273.0 0.0 734
275.0 2.0 1315 1025 2049 2049 2.04
277.0 4.0 1948 1632 3263 5312 3.81
279.0 6.0 3826 2887 5774 11086 6.19

Storage vs. Stage
12000
10000 y = 695.71 x1.5113
LL 8000 R2 = 0.9942
U
rn 6000--
4000--
2000--
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 695.71
b = 1.5193
0
Water Quality Pond Dimension Check(WQPond#2).XLS 1 OF I Forebay 2
RENAISSANCE CENTER IV Volume Check JW Caldwell, PE
MDL-04000 3/9/2006
RENAISSANCE CENTER IV - WO POND DESIGN
I. EOREBAY VOLUi'N1 E CHECK
Per NCDENR °Stormwater Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond -Below Normal Pool
NWSE = 279
Stage - Storage Function
Ks= 22956
b= 1.1522
Zo = 273
Volume = 180918 ft3
B. Forebay Volume
Forebay 1: Volume Forebay 2: Volume
Stage - Storage Function Stage - Storage Function
Ks= 1194.7 Ks= 695.71
b= 1.4054 b= 1.5193
Zo = 273 Zo = 273
Volume= 14821 ft3 Volume= 8631 ft3
• % Foreba = 13% THINK BIGGER
11. SURFACE AREA CHECK
Impervious Area = 24.85 acres
Drainage Area = 36.20 acres
% Impervious = 69%
Average Depth = Accumulated Contour Volume / Surface Area
ACV = 183829 cf
SA = 41762 sf
Average Depth = 4.40 ft.
From the Greensboro Stormwater Handb ook, the required SA/DA ratio =>
4.0 4.40 5.0
Lower Boundary => 60.0 2.03 1.71
Site % impervious => 68.6 2.35 2.22 2.02
Upper Boundary => 70.0 2.40 2.07
Area Required = 34973 sq.ft.
Area Provided = 41762 sa.ft. O.K.
F- r -I
LA
Water Quality Pond Dimension Check(WQPond#2).XLS I OF 1 Volume Check
RENAISSANCE CENTER IV
MDL-04000
Water Quality Pond Desil4n Sheet
• Project Name: Renaissance Center IV
Designer: TR McCormack
Job Number: MDL-04000
Date: 3/9/2006

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF)
- Estimated
Stage
w/ S-S Fxn
(feet)
??
279.0 0.0 41762
280.0 1.0 48672 45217 45217 45217 1.00
282.0
284.0 3.0
5.0 53856
58635 51264
56246 102528
112491 147745
260236 2.98
5.02

Storage vs. Stage
300000
250000 y = 45120x1.0151
LL 200000 R2 = 1
v
rn 150000
m
`o
in 100000
50000
0-
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks= 4512(1
b = 1.0859
Calculation of Runoff Volume required for storage
The runoff to the pond for the I" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DC1As). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 24.85 acres
• @ CN = 98
JW Caldwell, PE
3/9/2006
WaterQualityPondSizing.xls WQ Pond #2
RENAISSANCE CENTER IV
MDL-04000
Other areas draining to pond (not DCIA) = 11.20 acres
• @CN= 82
Runoff from DCIAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 71344 CF
Runoff from non-connected areas =>
Precipitation amount = 1.0 inches
S = 2.195 inches (calculated)
Q* = 0.114 inches (calculated)
Runoff volume = 4642 CF
JW Caldwell, PE
3/9/2006
Therefore, total runoff from precipitation in question = 75986 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
• Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 75986 CF
Stage (above invert) associated with this storage = 1.62 feet
1 Therefore, depth required above normal pool for storm storage = 1.62 feet
19.39 inches
Therefore set crest of principal spillway at stage = 1.65 feet
and EL = 280.65 feet
At principal spillway crest, storm pool storage provided = 77720 CF
•
WaterQualityPondSizing.xls
WQ Pond #2
RENAISSANCE CENTER IV JW Caldwell, PE
MDL-04000 3/9/2006
Stare-Storage Function
• Project Name: Renaissance Cen ter IV
Designer: JW Caldwell, PE
Job Number: MDL-04000
Date: 3/9/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
279.0 0.0 41762
280.0 1.0 48672 45217 45217 45217
_ 1.00
282.0 3.0 53856 51264 102528 147745 2.98
284.0 5.0 58635 56246 112491 260236 5.02
•
Storage vs. Stage
30000D
45120x' •0859
280000 Y =
= 1
R2
200000
LL
U
rn 150000
.2
y 100000
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 4-5120
j b = 1.0859
Stage-StorageFunction.XLS
WQ Pond #2
RENAISSANCE CENTER IV STAGE-STORAGE FUNCTION TR McCormack
3/9/2006
MDL-04000
Stage - Storage Function
Ks= 45120
b = 1.0359
Zo = 279.00
100-yr Routing
Elevation Sto age Storage
[feet] [cf] [acre-feet] [cf] [acre-feet]
279 0 0.000 n/a n/a
279.2 7859 0.180 n/a n/a
279.4 16682 0.383 n/a n/a
279.6 _
25910 0.595 n/a n/a
279.8 35411 0.813_
.0.813
_ n/a n/a
280 _ 45120 __
1.036 n/a n/a
280.2 54999 1.263 n/a n/a
280.4 65020 1.493 n/a n/a
280.6 75166 1.726 n/a n/a
280.65 ~ 77720 -- 1.784 : 0 0.000
280.8 85422 1.961 7702 0.177
281 95776 2.199 18056 0.415
281.2 106220 2.438 28500 0.654
281.4 116746 2.680 39025 0.896
281.6 127347 2.923 49627 1.139
^ 281.8 138019 3.168 60298 1.384
2
82 148756 _3.415_ 71036 1.631 .
_
_
_
282.2 159555 3.663 81835 1.879
282.4 170413 _ 3.912 _
_ 92692 2.128
282.6 _
_
181325 4.163 103605 2.378
• 282.8
283 192290
203304 4.414
4.667 114569
125584 2.630
2.883
283.2 214366 4.921 136645 3.137
283.4 T 225473 5.176 147753 3.392
283.6 236623 5.432 158903 3.648
_
_
Y 283.8 247816 5.689 170095 3.905
284 259048 5.947 181328 4.163
i
Stage-StorageFunction.Xi-S S-S Function-WQ Pond #2
Type.... outlet input Data rage 1.vi
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 279.00 ft
Increment = .20 ft
Max. Elev.= 284.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 280.650 284.000
Culvert-Circular BA ---> TW 272.450 284.000
TW SETUP, DS Channel
•
•
S/N: 621701207003
PondPack Ver. 8.0068
i
The John R. McAdams Company
Time: 8:05 AM Date: 12/19/2005
lyYC. . . . --, V-- ----
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type =
----- Culvert-Circular
-----------------
--------------
No. Barrels = 1
Barrel Diameter = 4.5000 ft
Upstream Invert = 272.45 ft
Dnstream Invert = 272.00 ft
Horiz. Length = 57.00 ft
Barrel Length = 57.00 ft
Barrel Slope = .00789 ft/ft
OUTLET CONTROL DATA ...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .004209 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA. ..
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
• Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 277.65 ft ---> Flow = 118.08 cfs
At T2 Elev = 278.31 ft ---> Flow = 134.95 cfs
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
l/
I
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pip e)
------------------------------
Upstream ID = (Pond Water --------
Surface)
DNstream ID = BA (Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
--------
279.00 --------
.00 ------- --------
... ------- ------
... ------
... -------
278.00 -------
.000
WS below an invert; no flow.
279.20 .00 ... ... ... 278.00 .000
WS below an invert; no flow.
279.40 .00 ... ... ... 278.00 .000
WS below an invert; no flow.
279.60 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
279.80 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.00 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.20 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.40 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.60 .00 278.00 .000
WS below an invert; no flow.
280.65 .00 ... ... ... ... 278.00 .000
WS below an invert; no flow.
280.80 4.38 280.80 Free 278.00 .000 .000 278.00 .000
Weir: H =.15
I
281.00 15.61 281.00 Free 278.03 .000 .000 278.00 .000
Weir: H =.35
281.20 30.76 281.20 Free 278.10 .000 .000 278.00 .000
Weir: H =.55
281.40 48.97 281.40 Free 278.26 .000 .000 278.00 .000
Weir: H =.75
1281.60 69.82 281.60 Free 278.52 .000 .000 278.00 .000
Weir: H =.95
281.80 92.98 281.80 Free 278.92 .000 .000 278.00 .000
Weir: H =1.15
•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
•
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, BI
Project Title: Renaissance Center IV
Project Comments:
Pond WS
Elev.
ft
282.00
282.20
282.40
282.60
282.80
283.00
283.20
283.40
283.60
283.80
284.00
• ,I
•
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- ------- --------
282.00 Free 279.50 .000 .000 278.00 .000
Weir: H =1.35
145.50 282.20 Free 280.26 .000 .000 278.00 .000
Weir: H =1.55
202.87 282.40 282.40 282.40 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
207.44 282.60 282.60 282.60 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
211.90 282.80 282.80 282.80 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
216.27 283.00 283.00 283.00 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
220.56 283.20 283.20 283.20 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
224.77 283.40 283.40 283.40 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
227.62 283.60 283.60 283.60 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
230.41 283.80 283.80 283.80 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
233.15 284.00 284.00 284.00 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
Type.... Individual Outlet curves
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, BI
Project Title: Renaissance Center IV
Project Comments:
• RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
Mannings open channel maximum capacity: 187.95 cfs
UPstream ID = RI (Stand Pi pe)
DNstream ID = TW (Pond Outf all)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft
---- +/-ft +/
------ -- -cfs
---- ft
------- +/-ft
-----
--------
279.00 --------
.00 ------- -
278.00 ------- ---
278.00 278.00 .000 .000 278.00 .000
279.20 .00 278.00 278.00 278.00 .000 .000 278.00 .000
279.40 .00 278.00 278.00 278.00 .000 .000 278.00 .000
279.60 .00 278.00 278.00 278.00 .000 .000 278.00 .000
279.80 .00 278.00 278.00 278.00 .000 .000 278.00 .000
280.00 .00 278.00 278.00 278.00 .000 .000 278.00 .000

280.20
i
.00
278.00
278.00 278.00
.000
.000
278.00
.000
280.40 .00 278.00 278.00 278.00 .000 .000 278.00 .000
280.60 .00 278.00 278.00 278.00 .000 .000 278.00 .000
280.65 .00 278.00 278.00 278.00 .000 .000 278.00 .000
• 280.80 4.38 278.00
FULL FLOW . 278.00 278.00
..Lfull=57.00ft .000
Vh=.001ft .000 278.00
HL=.002ft .000
281.00 15.61 278.03 278.00 278.00 .000 .000 278.00 .000
FULL FLOW . ..Lfull=57.00ft Vh=.015ft HL=.026ft
281.20 30.76 278.10 278.00 278.00 .000 .000 278.00 .000
FULL FLOW . ..Lfull=57.00ft Vh=.058ft HL=.1 01ft
281.40 48.97 278.26 278.00 278.00 .000 .000 278.00 .000
FULL FLOW. ..Lfull=57.00ft Vh=.147ft HL=.256ft
281.60 69.82 278.52 278.00 278.00 .000 .000 278.00 .000
FULL FLOW . ..Lfull=57.00ft Vh=.299ft HL=.521ft
281.80 92.98 278.92 278.00 278.00 .000 .000 278.00 .000
FULL FLOW . ..Lfull=57.00ft Vh=.531ft HL=.924ft
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
Type.... Inaiviaual uuLiec t-u--
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
• ONE OUTLET TYPE
RATING TABLE FOR
Structure ID = BA (Culvert-Circular)
-----------
-------------
Mannings open --------------
channel maximum capacity: 187.95 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Co nverge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL D S HGL DS HGL Error E rror TW Error
ft cfs ft ft ft +/-ft +/
-- ------ --
-- -cfs ft
---- ------- +/-ft
-------
--------
282.00 -------- ------- --
118.27 279.50 -
------ --
278.00 278.00 .000 .000 278.00 .000
FULL FLOW ... Lfull=57.00ft Vh=.859ft HL=1.495ft
282.20 145.50 280.26 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ... Lfull=57.00ft Vh=1.301ft HL=2.263ft
282.40 202.87 282.40 278.00 278.00 .000 .000 278.00 .000
FULL FLOW... Lfull=57.00ft Vh=2.529ft HL=4.400ft
282.60 207.44 282.60 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ... Lfull=57.00ft Vh=2:644ft HL=4.600ft
282.80 211.90 282.80 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ... Lfull=57.00ft Vh=2.759ft HL=4.800ft
283.00 216.27 283.00 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ... Lfull=57.00ft Vh=2.874ft HL=5.000ft
283.20 220.56 283.20 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ... Lfu11=57.00ft Vh=2.989ft HL=5.200ft
283.40 224.77 283.40 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=3.104ft HL=5.401ft
283.60 227.62 283.60 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.15
283.80 230.41 283.80 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.35
j 284.00 233.15 284.00 278.00 278.00 .000 .000 278.00 .000
• INLET CONTROL... Submerged: HW =11.55
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
Type.... Composite Rating Curve Page 1.08
Name.... WQ Pond #2
File.... X:\Projects\MDL\MDL-04000\storm\Construction Drawings Submittal\WQPONDS.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
WS Elev, Total Q Notes
------- ------ -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
279.00 .00 278.00 .000 (no Q: RIBA)
279.20 .00 278.00 .000 (no Q: RIBA)
279.40 .00 278.00 .000 (no Q: RI,BA)
279.60 .00 278.00 .000 (no Q: RIBA)
279.80 .00 278.00 .000 (no Q: RIBA)
280.00 .00 278.00 .000 (no Q: RIBA)
280.20 .00 278.00 .000 (no Q: RIBA)
280.40 .00 278.00 .000 (no Q: RIBA)
280.60 .00 278.00 .000 (no Q: RIBA)
280.65 .00 278.00 .000 (no Q: RIBA)
280.80 4.38 278.00 .000 RIBA
281.00 15.61 278.00 .000 RIBA
281.20 30.76 278.00 .000 RIBA
281.40 48.97 278.00 .000 RIBA
281.60 69.82 278.00 .000 RIBA
281.80 92.98 278.00 .000 RIBA
282.00 118.27 278.00 .000 RIBA
282.20 145.50 278.00 .000 RIBA
282.40 202.87 278.00 .000 RIBA
282.60 207.44 278.00 .000 RI,BA
282.80 211.90 278.00 .000 RIBA
283.00 216.27 278.00 .000 RIBA
• 283.20 220.56 278.00 .000 RIBA
283.40 224.77 278.00 .000 RIBA
283.60 227.62 278.00 .000 RIBA
283.80 230.41 278.00 .000 RIBA
284.00 233.15 278.00 .000 RIBA
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 8:05 AM Date: 12/19/2005
Job File: X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Rain Dir: X:\Project s\MDL\MDL-04000\Storm\Construction Drawings Submittal\
JOB TITLE
Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments: -R 2
DNS
5Piu-qAL? 94,nN& O-LARVE
LA-ED w2

SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
•
Type.... Outlet Input Data Page 1.U1
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 280.60 ft
Increment = .20 ft
Max. Elev.= 284.00 ft
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
•
•
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 280.650 284.000
Culvert-Circular BA ---> TW 272.450 284.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
•
Type.... Outlet Input Data
Name.... WQ Pond #2-100yr
Page 1.03
File...: X: \Projects \MDL\MDL- 04 0 0 0 \S torm\Construct ion Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-------------------
-----------------
No. Barrels = 1
Barrel Diameter = 4.5000 ft
Upstream Invert = 272.45 ft
Dnstream Invert = 272.00 ft
Horiz. Length = 57.00 ft
Barrel Length = 57.00 ft
Barrel Slope = .00789 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004209
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
•
•
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 277.65 ft --> Flow = 118.08 cfs
At T2 Elev = 278.31 ft ---> Flow = 134.95 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
Type.... Individual Outlet Curves Page 1.U4
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
• Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
-----------------------
Upstream ID = (Pond Water Surface)
DNStream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
280.60 .00 ... ... 278.00 .000
WS below an invert; no flow.
280.65 .00 ... ... ... 278.00 .000
WS below an invert; no flow.
280.80 4.38 280.80 Free 278.00 .000 .000 278.00 .000
Weir: H =.15
281.00 15.61 281.00 Free 278.03 .000 .000 278.00 .000
Weir: H =.35
281.20 30.76 281.20 Free 278.10 .000 .000 278.00 .000
Weir: H =.55
281.40 48.97 281.40 Free 278.26 .000 .000 278.00 .000
Weir: H =.75
281.60 69.82 281.60 Free 278.52 .000 .000 278.00 .000
Weir: H =.95
281.80 92.99 281.80 Free 278.92 .000 .000 278.00 .000
Weir: H =1.15
282.00 118.27 282.00 Free 279.50 .000 .000 278.00 .000
Weir: H =1.35
282.20 145.50 282.20 Free 280.26 .000 .000 278.00 .000
Weir: H =1.55
• 282.40 202.87 282.40 282.40 282.40 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
282.60 207.44 282.60 282.60 282.60 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
282.80 211.90 282.80 282.80 282.80 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.00 216.27 283.00 283.00 283.00 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.20 220.56 283.20 283.20 283.20 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.40 224.77 283.40 283.40 283.40 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
J
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
0
E
•
Type.... Individual Outlet Curves
Name.... WQ Pond #2-100yr
Page 1.05
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
'-------- ------- ------- -------- ------- ------ ------ ------- -------
283.60 227.62 283.60 283.60 283.60 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
283.80 230.41 283.80 283.80 283.80 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
284.00 233.15 284.00 284.00 284.00 .000 .000 278.00 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
•
Type.... Individual Outlet Curves Page 1.06
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
Pond WS
Elev.
ft
280.60
280.65
280.80
281.00
281.20
281.40
281.60
281.80
282.00
282.20
• 282.40
282.60
282.80
283.00
283.20
283.40
•
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 187.95 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Q HW HGL DS HGL DS HGL Error Error TW Error
cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- ------- -------- ------- ------ ------ ------- -------
.00 278.00 278.00 278.00 .000 .000 278.00 .000
.00 278.00 278.00 278.00 .000 .000 278.00 .000
4.38 278.00 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.001ft HL=.002ft
15.61 278.03 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.015ft HL=.026ft
30.76 278.10 278.00 278.00 .000 .000 278.00 .000
FULL FLOW...Lfu11=57.00ft Vh=.058ft HL=.101ft
48.97 278.26 278.00 278.00 .000 .000 278.00 .000
FULL FLOW...Lfull=57.00ft Vh=.147ft HL=.256ft
69.82 278.52 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.299ft HL=.521ft
92.99 278.92 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.531ft HL=.924ft
118.27 279.50 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=.859ft HL=1.495ft
145.50 280.26 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=1.301ft HL=2.263ft
202.87 282.40 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.529ft HL=4.400ft
207.44 282.60 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.644ft HL=4.600ft
211.90 282.80 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.759ft HL=4.800ft
216.27 283.00 278.00 278.00 .000 .000 278.00 .000
FULL FLOW...Lfull=57.00ft Vh=2.874ft HL=5.000ft
220.56 283.20 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=2.989ft HL=5.200ft
224.77 283.40 278.00 278.00 .000 .000 278.00 .000
FULL FLOW ...Lfull=57.00ft Vh=3.104ft HL=5.401ft
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
-rype.... Lnalviauai uur.eL curves rage l.ui
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawi ngs Submi ttal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
•
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 187.
95 cfs
UPstream ID = RI (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs ft ft ft +/-ft +/-cfs
-------- ----- ft +/-ft

283.60 -- -------- ------- ------ ------
227.62 283.60 278.00 278.00 .000 .000 -------
278.00 -------
.000
INLET CONTROL... Submerged: HW =11.15
283.80 230.41 283.80 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.35
284.00 233.15 284.00 278.00 278.00 .000 .000 278.00 .000
INLET CONTROL... Submerged: HW =11.55
•

SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
Type.... Composite Rating Curve Page 1.08.
Name.... WQ Pond #2-100yr
File.... X:\Projects\MDL\MDL-04000\Storm\Construction Drawings Submittal\WQPONDS-TRM.PPW
Title... Project Date: 1/26/2005
Project Engineer: Jeremy Finch, EI
Project Title: Renaissance Center IV
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
280.60 .00 278.00 .000 (no Q: RIBA)
280.65 .00 278.00 .000 (no Q: RIBA)
280.80 4.38 278.00 .000 RIBA
281.00 15.61 278.00 .000 RIBA
281.20 30.76 278.00 .000 RIBA
281.40 48.97 278.00 .000 RIBA
281.60 69.82 278.00 .000 RIBA
281.80 92.99 278.00 .000 RIBA
282.00 118.27 278.00 .000 RI,BA
282.20 145.50 278.00 .000 RIBA
282.40 202.87 278.00 .000 RIBA
282.60 207.44 278.00 .000 RIBA
282.80 211.90 278.00 .000 RIBA
283.00 216.27 278.00 .000 RIBA
283.20 220.56 278.00 .000 RI,BA
283.40 224.77 278.00 .000 RIBA
283.60 227.62 278.00 .000 RI,BA
283.80 230.41 278.00 .000 RIBA
284.00 233.15 278.00 .000 RIBA

•
S/N:,6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0068 Time: 9:27 AM Date: 3/9/2006
RENAISSANCE CETNER IV SIPHON DESIGN SHEET
MDL-04000
D siphon =
No, siphons =
Ks =
b=
Cd siphon =
Siphon Invert =
Volume @ Normal Pool =
Basin Invert =
is
•
4 inches
1
45120
1.0859
0.60
279.00 feet
0 CF
279.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
280.650 77720 0.511
280.505 70325 0.485 0.498 7396 14848
280.360 62990 0.458 0.472 7335 15548
280.215 55722 0.429 0.444 7268 16375
280.069 48529 0.399 0.414 7193 17374
279.924 41419 0.365 0.382 7110 18618
279.779 34405 0.328 0.347 7014 20230
279.634 27503 0.287 0.308 6902 22443
279.489 20737 0.238 0.262 6766 25784
279.344 14143 0.176 0.207 6594 31811
279.198 3978 0.079 0.128 10165 79611
Drawdown Time = 3.04 days
Conclusion : Use 1 - 4" Diameter Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3 days.
JW Caldwell, PE
3/10/2006
SIPHONS.XLS POND #2
RENAISSANCE CENTER IV RISER ANTI-FLOATATION CALCULATIONS JW Caldwell, PE
MDL-04000 Pond #2 3/10/2006
Unit Weight of Water ( cf = 62
4
Unit Weight of Concrete (pcf) =
r _ - b M VIM .
142
Riser Inside Diameter (ft) = 8.00;
Riser Wall Thickness in- 8.50:
_
Riser Top Elevation ft = 280,65
Riser Inside Bottom Elevation (ft) = 272.45
Outside Diamater of Barrel Pipe (in) = 66.50
Diameter of Drain Pippin --' 8.00,
Volume of Trashrack* cf 235.75,
Weight of Riser" (#) _ 20103.31
Amount of Water Displaced by Riser Structure 806.83

*Note: Assuming trashrack is 100% clogged -M 4all,
"Note: Does not include weight of trashrack or barrel pipe
RECTANGULAR ANTI-FLOAT BASE

Base Width & Length si!??- = wwlw 4
13.00
i Base Thickness (in) = 48.00
r Weight of Base (#) = 95992.00
Amount of Water Displaced by Base (cf) =
'M?M?11a? MA 676.00
Weight of Water Displaced by Riser and Base (#) _ 92528.69
Weight of Riser and Base (#) _ 1_16095.31
• FACTOR OF SAFETY AGAINST FLOATATION = 1.25
•
Riser.Anti-Float Calcs.xls Prepared by The John R. McAdams Company, Inc. Pond #2
RENAISSANCE CENTER IV
MDL-04000
Anti-Seep Collar Design Sheet
•
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-Seep Collar Design ==>
Flow Length
along barrel
Pond through embanks
ID (feet)
WQ POND #2
•
•
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
JW Caldwell, PE
12/19/2005
Min. Calc'd # Max. # of Use
vent Projection of collars Spacing cellars to I Spacing Spacing
(feet) required (feet) use (feet);, OK?
57.0 3.00 1.43 20 2.00 1YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
antiseep collars.xis
POND #2
•
RENAISSANCE CENTER IV
MDL-04000
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 4.50
Outlet velocity (fps) 12.47
Apron length (ft) 36.00
AVG DIAM
(inches)
STONE
CLASS
THICKNESS
(inches)
3
6
» 13
23
A
B
Bor1
2
9
22
22
27
-- Dissipator, Pipe or Quit (D P or Q) --
E
•
POND #2
JW Caldwell, PE
12/19/2005
GENERAL NOTES:
~ V / 1. OWNER/DEVELOPER TO BE RESPONSIBLE FOR OBTAINING AND COMPLYING W1TH ALL APPLICABLE FEDERAL, STATE AND LOCAL PERMITS INCLUDING WET AN AN
~ -may\\ t / / r I ~ ~ 7 I TRASH RACK ( L DS D STATE DAM SAFETY PERMITS) FOR CONSTRUCTION OF THE PROJECT.
GRADING LEGEND ~ ~ ~ ~ I g I (SEE DETAIL) 2. CONSTRUCTION SEQUENCE FOR DAM AND OUTLET STRUCTURE SHALL BE SPECIFIED IN THE GEOTECHNICAL
, r y~ y ~ ~ / , ~ , ~ NOTES: REPORT.
~ ~ - ~ / t j ~ 1. ALL REBAR TO BE 4 REBAR. STORM DRAINAGE ~ ~ - ~ 1 1 I # ~ 2. ALL REBAR AND ANGLES TO BE GALVANIZED OR BE PROVIDED WITH A BITUMINOUS COATING. A IMINOUS COATING. ELEV. = 280.65 3. REFER TO GEOTECHNICAL REPORT FOR SOIL COMPACTION REQUIREMENTS.
280 ~ ~ I ~ II ~ i f r ' 10' CONTOUR ENDwAL I I ~ r 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR fHE REBAR OUTLET STRUCTURE NOTES:
286 - - - I ~ r I ~ TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE 2' CONTOUR ~ I ( ~ ~ MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER. ITO THE (TOP OF RISER) 1 V 36 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING ASTM C76. THE
"N^•~~>->«~. EXISTING 10' CONTOUR ~ a3 ' ~,%~3 t,a, I ~ ~ ~ ' JOINTS SHALL BE CONFINED 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443 AND ASTM C-361.
EXISTING 2' CONTOUR A''A, ~ ~ f 1 - I I ~ 4.71' RADIUS ~ LO -4.71' RADIUS g,5"(TYP,) 2. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1'-2" ON CENTER. STEPS SHALL BE IN • a p
, ; o ~ 1 ~ t ~.r ~ I , r 86 - i ~ "r'~ I I b ACCESS GATE CENTERED ACCORDANCE WITH NCDOT STD. 840.66 AND CENTERED UNDER THE ACCESS GATE IN THE TRASH RACK. ~ U d~
~ 13.42' DIA. RIP RAP APRON ~ / i r ~ ~ I ( 'f / L I ~ ~ Y I t ~ ON MA REBAR RIN NHOLE STEPS) END 13.42' DIA. AM R H ~ w zl REBAR RING i MANHOLE RISER GUIDE STE~1 3, RISER SECTION AND ANTI-FLOTATION BLOCK SHALL BE PRE-CAST A N IT ~ p
~ r r ~ ly' t t - f i OF ACCESS GATE SHALL 4 ~ ~7~ ~ I I'r,1 BRACKETS S 0 E UN .SHOP DRAWINGS SHALL PRE-CAST SECTIONS) BE PROVIDED TO THE DESIGN ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. ~ x O SECURELY ~ ~
~ ~ t ~ l OVERLAP ON TOP OF 9.42' FASTENED TO RISER U1 ~ ~
1 DIA. REBAR RING. y\ ~ r ,'J~` ` I ~ r TO BE PROVIDED ~ p~ PER OUTLET STRUCTURE MATERIAL SPECIFICATIONS: a a
0 ~1 ~ MANUFACTURER'S 1. POND DRAWDOWN IS VIA AN 8" PLUG VALVE. THE VALVE SHALL BEAM&H STYLE 820 X-CENTRIC VALVE ~4 W WW N ra
r 1 4 iv RECOMMENDATIONS OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5 AND SHALL BE OPERABLE ~ z L7 ' a DIAMETER FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL). GUIDE STEM BRACKETS TO BE PROVIDED ~ p
~ ~yl In' r INVERTED PER MANUFACTURER'S RECOMMENDATIONS. W p o
, PVC BARREL INV. IN = 272.45 SIPHON AT ~ (~'i ~ LlO
t r , SPILLWAY OUTLET I t oo t tt , 1 ~ It r r STRUCTURE SEE r(I w ~ 1 1 1' RADIUS 2. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI ~ ~ INVERT (28 DAY) UNLESS OTHERWISE NOTED. ~ .•I I
1' y ~ ~ r i ( I I 3.7 \ r~ I ~ DETAILS) I t! ~ I t y ELEVATION ~ ~ ix x ~ 279,00 54" DIA. 0-RING RCP 3. THE DRAWDOWN ORIFICE SHALL BE 4 INCH DIAMETER PVC SIPHON. W U ~ cD
~ ~ ~ I I ~ I ~ ~ FABRICATED HINGES W ~ ~ c~
~ ~ i ( " ~ I i 7.42' DIA. REBAR RING INV 4. GEOTEXTILE FABRIC FOR THE 54 INCH OUTLET BARREL JOINTS SHALL BE NON-WOVEN FABRIC APPROVED z W ^ ELEV. = 272.45 ~ FOR USE BY GEOTECHNICAL ENGINEER. C7 to ~ ~
~ 1 r I r ( RIPRAP TO BE ~ t I I I 9.42 DIA. REBAR RING ` ~ ~ ~ ! ~I 1 1 1 ~ I ~ JG ~ z W ~ 0~
. r~,,, ~ ~ t , I ~ PLACED AFTER THE 1 I I I ~ ACCESS GATE DETAIL I I SITE IS STABILIZED I I I ~ I ' 2g. / tl ~ I I ~ AIL a . ° ~ ~ w ~ C4 a a ~ ° d
Z2g ~ ~ 11 I ~ ^l (]~~~«pp I I 1 i t , 2.0 FT O a BERM SOIL AND COMPACTION SPECIFICATIONS:
~ ~ ~ ~ ! I 1 1 I I I I ~ ~ I i ~ , 13.42 FT ~ NOTE: ALL NEB~R 7D BE REBAR _I I I l y I I I ~ ~ 11 11.42 Ff 8 HOT-DIP 9r.1M1Q,Ep OR L0111ED MIN ° ~ 1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT ~`~'~j11~~J~~~~ pip tNM LEAST 98x STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED Q(
~ ~ ; I t I 11! ~ I I I '~•SQ , Y I ~ I I y ~ i 9.42 Ff 8 A WATERTIGHT fP'D71Y COAIRI6 IMS 13.0' MATERIALS-SHALL 6E USED IN 1HE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT 0~ ESST''.,
rr l l/ I 111 b\ ~ I j l 1 , 1 7.42 Ff 0 1 I I I ~ 1 ' SHRINK WELL OR DISPERSIVE CHARACTERISTICS. A GEO I ~ 3 X 13X48 /S TECHN CAL ENGINEER SHALL APPROVE THE SOILS TO ~ . ~ RECTANGULAR CONCRETE SIDE VIEW BE USED IN THE EMBANKMENT CONSTRUCTION, TAKING INTO ACCOUNT ANY AND ALL FUTURE USES OF THE : Q EAL/
~ r I ~ , 1 ~ ` \ \ , I I k,1 QUAUFlED ' _ i i rl \ 1 11~ \ 1 / I GE NICAL ENGI 2 2 ANTI-FLOTATION BLOCK TO EMBANKMENT SECTION.
- - DOIMN OF THE BE PROVIDED WITH MINIMUM TEMPERATURE AND 2. IN ALL FILL AREAS OF THE BERM A SOILS COMPACTION TEST SHALL t~
~ Fr. 1 ti ~ ` - EL 2Q0.65 (TOP OF RISER) 1 ~ ~ ~ - ~ k'a_ ' i POOL>,IF Iu< IS TO OCCU 0 ' I ~ ~ - ` ~ ' - / AT A REA• R RATE 1 Fr. ~ Fr. I BE CONDUCTED EACH 2500 SQUARE „ 9 .Cnj~ ~Q;: „ SHR NKAGE STEEL FEET PER VERTICAL FOOT OF FlLL FlLL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8 INCHES LOOSE ~ • I Nti,. ~
~ ~ / t ` ~ ~ THAN 1 VE CAL FOOT 1 Fr. THICKNESS. GEOTECHNICAL ENGINEER MAY SPECIFY MORE COMPREHENSIVE SOIL TESTING REQUIREMENTS. FS POMD #2 -OUTLET STRUCTURE DETAIL w, Via,
0 i '~n ;c~$-2------- ` ~ z i ~ PER DAY. H REBAR 3. A KEY TRENCH IS TO BE PROVIDED. TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING N.T.S.
I t \ I 1\ r \ ~ ~ ~ . -T ~ ~ i . ` 1 I ~ , /4 REEkR GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL MEET ALL REQUIREMENT OF ~ji ABOVE.
I I t ~ 1 \ --i I I 54" ENDWALL ~ „ „ I t ~ t ~ I , t 1 13.42 LF 2x2 xt 4" HANDWHEEL 4. NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION.
I 1 ~ I ~ ~ „y INV. OUT ELEV. ~ 72:D0 / I 6 1 ' ~ ' ~ :y I ~ ANGLE 2 FT. I ~ I ELEV. 285.0 TRASH RACK (SEE DETAIL)
~ ~ 1 1 ` I ~ 8 ~ (TYP.) 5. MAXIMUM FILL LIFT THICKNESS FOR BOTH THE EMBANKMENT SECTION AND KEY TRENCH = 8". ~
t I N 1 ~ ~ li ~ z
NOTES TO CONTRACTOR: Lil
~ ~ I 1 1 ELEVAl10N VIEW y 1 ~ ~ , ' I ACCESS GATE (CENTERED ATE (CENTERED ELEV. = 280.65 STORMWATER PONDS USED AS SEDIMENT BASINS DURING CONSTRUCTION SHALL BE CLEANED OUT (LE. ~
~ 1 ~ r~ \ I,.' ~ , ~ ~ "n ON MANHOLE STEPS) END ~ 1 ~J ~ t ~ ' 2-7-4-' OF ACCESS GATE SHALL 1 ~ ~ \ ti V ~ ~ 2 )LE STEPS) END (TOP OF RISER) SEDIMENT, TRASH, ETC.) AND REVEGETATED (IF NECESSARY) PRIOR TO USE AS STORMWATER PONDS. } S GATE SHALL ~ U
~ ~ I w ; . k ~ , ' MAX. OPENING = 2.0 FT OVERLAP ON TOP OF 8.1' ON TOP OF 8.1'
ti \ y' ~ y t o ~ ~ 13.42 LF 2"x2"xt 4" DIA. REBAR RING. ~ o, ~ ~ ~ ~ / R RING. A QUALIFIED GEOTECHNICAL ENGINEER SHALL SUPERVISE DRAWDOWN OF THE POOL IF IT IS TO OCCUR AT A w RATE GREATER THAN 1 VERTICAL FOOT PER DAY. a - s Fr. an~ETER 8.5" (TYP.) ~
N ~ ~ - ~ ~ ~ ' ~ 'R ~ 1 ANGLE s Fr. aAA1ETER \ ~ '+1 1 ~ / MANHOLE RISER \ ` ~ 1 MANHOLE RISER DI ETER ~ ~
y ~ ~ , ~ ~ I ! ~ ~ ' / ~ MANHO RISER CONCRETE ANTI-SEEP COLLAR z N
y ~ - r ~ (PRE-CAS sECnoNS) (FOR 54" RCP) O N I N.T.S. ~ M
0 ~ 1 y ~ `y ~ f ,f ~ ° N W
a a , 1 t ~ ~ A ~l 1 ~ y ~ 't;•1 v ~ a
9~ ~ !D ~ \ \ ~ ~ I ~ y I I 1 4"
~ 9 I \ 1 , ~ ~ ~ RIP RAP APRON ~ ( ) DIAMETER 3.0' MIN PROJECTION 12" MIN, (rn'•) INVERTED ~ ~
/ 96 I , \ 1 (SEE DETAIL) ~ ~ ~ 5~ FACILfII' 1 PVC 0, O
\ 6 ~ I~' \ 1 ' ~ ~ EMENT I ~ t ( 1 \ ' \ , y 1 ~ l ~ r (r4 REBAR SIPHON AT 54" DIA. ~ ~ t` INVERT ' ` O
1 ~ I ~ WELDED (TYP.) (SEE NOTE) t~ 0-RI RCP ELEVATON U W
WATER QUALITY POND GRADING GRAPHIC SCALE 279.00 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 DAY i.~•'' ~ STRENGTH ~ H 2 COLLARS SHALL ~ CONNECTED TO 54' 0-RING RCP XTIH ~ ' ' z `r0 ~
ao 0 20 ao ao A WATER 71GHT JOINT. 54"m • ~ ~ w t/j ~ INV 3. COLLARS SHALL BE SPACED ALONG BARREL 0-RING 54"0 (L,' ~
PLAN 7.42 Fr ~ ~ _ PIPE AT 19.0' O.C. ~ : 5.~' RCP 0-RING O.D. ~ 88.5' W " ~ ELEV. - 272.45 RcP a ~ A 4, COLLARS SHALL BE PLACED A MWIMUM i ~
SCALE: 1 "=40' 9.a2 Fr ~ 1 inch = 40 ft. 1142 Fr l ' - OF 2' FROM PIPE JaN1S Opp ~ d ' ° ~ Q CONCRETE COLLARS 10 BE PR041DFD INTH MINIMUM : • ' ~ s . • a
NCDOT CLASS 1 13.a2 Fr rE d Q ~ ~ ° ~t TEMPERATURE ANO SNRRlKA~ SiF,EI.. W H ai x .Y, j• 'J p
RIP-RAP 36'L x 30'W s.i1' 2 FT B • d il•• W 4 t r : W',~,~
x 22" THICK 12' WIDE , ~ O W Ey ,x „ ~
13' x 13 48" FRONT VIEW ~ ~ RECTANGULAR CONCRETE E+ p z
A A ANTI-FLOTATON BLOCK TO Z Ch ~
~4 REBAR TRASH RACK (ABOVE) BE PROVIDED WITH MINIMUM ~ C7 z U TEMPERATURE AND F+ p Z
SHRINKAGE STEEL ~ ~ U
w NOTE. R~ 4~1N1 BE CLASS POND #2 -OUTLET STRUCTURE DETAIL A ~
gN ~uR wRE Y6H 54" 0-RING N.T.S. W O
2' p~g m i• zsr'ra e a ~ RCP • % 4' s a WEIR WIRE FABRIC MIO~ND PERaItlER Of ANCHOR TRASH RACK T ~p f- 0 MANHOLE WALL WITH FOUR EQUALLY S~ & i0P) EQUALLY A O
SPACED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH 54" ENDWALL 36' CLAMP ATTACHED TO MANHOLE RISER BY 2-3 x1 4 CH O ~
/ z~ ~ PT+wue sLr ag BIP PLAN CONCRETE ANCHOR BOLTS. EACH CLAMP TO BE COATED W/A ED W/A NOTESi CITY OF DURHAM
22" LAYER OF BITUMINOUS COATING. crr~ of D~~ ST P L'l1~LL1iWt7111~L TJBLIC ll0Rli5 DEPARTMENT
" CLASS '1' 9'g OIP ORNA PIPE (atF) o~Eta~) ~ RING RIP-RAP 1. TRASH RACK TO BE SECURELY APPROVBD FASTENED TO RISER STRUCTURE. SPECIFICATIONS ARE 1~0 BE USED
z a ~eNn-rtarAnoN eLaac ~ 2. ALL REBAR TO BE ~4 REBAR HOT DIP ENGH~(EBEtMTG: DATE
H GALVANIZED OR PROVIDED WITH A
BITUMINOUS COATNG STORM TiATER DATE
r~ TI I 4" FILTER BLANKET SECTION A-A I I 3. ALL RISER STRUCTURE PENETRATIONS I TRANSPORTATION DATE TO 8E GROUTED WATTRIIGFR
a• aooo Psl caNCaEIE 4• I FILTER BLANKET
SEE NOTE TRASH RACK DETAIL NOTE: ( ) 4. RISER ANTI-FLOATATION BASE TO BE DATE_ PROVIDED WITH MINIMUM TEMPERATURE AND DATE
A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND N.T.S. a' SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A MINIMUM SHRINKAGE STEEL AND SECUREEY ATTACHED
4" THICK LAYER OF STONE (~57) UNDERLNN WITH GEOTEXTILE PER TO RISER STRUCTURE
8" DRAIN TRASH GUARD DETAIL NTS GEOTECH REPORT. 5. STEPS TO BE PROVIDED AT 1'-2" O.C. AND IN ACCORDANCE WITH NCDOT STD.
N~ GUTLET BARREL VELOCITY DISSIPATOR 840.66
N.T.S. A
0 N
N C y TEMPO amEF stT EL ~ (sEE oErNu To'
a R o ARY S EEDING SCH EDUL E r PERMANENT SE T N T E E U L TOP OF BERM El. 284.00 E S EDING SCH
~ SEmING MIXTURE APPUCATKIN RATE 100 YR W.S.E. 282.98 O
~ NOTES JAN i -MAY 1 RYE (GRAIN) 120 LESS/AC SEEDING DATE SEEDING MIX KOBE LFSPEDEZA 50 LBS/AC AUG 25 -OCT. (E1EST) TALL FESCI ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL. 200 LBS/~ II I. ~ TALL FESCUE - a
M STEPS DIFFERING IN DIMENSIONS, CONFIGURATION DR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED MAY 1 -AUG 15 GERMAN MILLET 40 LESS/AC FEB. -APR 15 (POSSIBLE) ;I TOP OF RISER ELEV. =280.65 1' S10RAGE EL 280.65 Y` a II-. NCDOT STAND BLE) 1~ , ~ I I - ARD 54 ENDWA ~ NN
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. AUG 15 -DEC 30 RYE (GRAIN) 120 LBS AC SOIL AMENDMENTS o / NORMAL POOL 7 O ( I' Z' W g EL 2 9.00 ~ I~I~ w
N N SOIL AMENDMENTS APPLY LIME A,YD FERTILIZER ACCORD 1• GROUND AGRICULTURAL LIMESTONE A FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE 4" INVERTED PVC T ~ I I~ I TURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILZER. SIPHON INVERT « -
N ~ FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND ~ ~ AGRICULTURE LIMESTONE AND 750 LB AC 10-10-10 FERTILIZER FROM AUG NoN-wo~EN cEOTexnLe INV. OI,T = 272.00
m 1' T ci / ( ldUi&II ~ •o\0 15 -DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). APPLY 4000 LB/AC STRAW. ANCHOR ~r rAeac stMU eE PLacED ATTOUO JOMTTS aF RCP AC STRAW. ANCHOR STRAW BY TACKING WRH ASPHALT, NEffING, BARREL w 2' WIDE STRIPS
o. JdOL~H OR A MULCH ANCHORING TOOL. A DI ~ ~ ~ APPLY 4000 LB AC STRAW. AN H R T W Y TA i BE USED AS A MULCH ANCHORING 1 ;HORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN I ~ CENTERED ~ • IULCH ANCHORING TOOL. ~
C 0 S RA B CK NG WITH ASPHALT, NE:TIING, n. OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN .I I~ A
o ~ ~ BE USED AS A MULCH ANCHORING TOOL. .tdAIC~9NGE ~ - INSPECT AND REPAIR MULCH FREQUE ~I I ~ FAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE PO EL. 272 0 ~ ~ s4' o-La+c RCP a a~L (cL. RI RcP)
~ PLAN ~ I I JAN i -AUG 15: FOLLOWING YEAR; USE SOIL TESTS 0 USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW
~ PLAN m N SIDE RE:SEEDUREFERTILZ AND MULCH MM DIATELYTE. REGULARLY TO A HEIGHT OF 2-4 IN SIDE FOLLOWING EROSION OR OTHER DAMAGE. HEIGHT OF 2-4 INCHES. ° ° ° ° BARREL INV. ~ ~ ~
o 'v ~ ELEVATION ELEVATION NURSE PLANTS ~ \ AUG 15 -DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDWTEIY. BETWEEN MAY i AND AUG. 15, ADD IN=272.45 DRAIN TRASH GUARD 1' 'L- AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE SEE DETAIL 5' FT. MIN.
i ~ TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. GERMAN MILLET. BEFORE MAY 1, OR 9EFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). ( CONCRETE ANR-SETiP COLLARS TO
iF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND ~ M 1/2' CAST IRON JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEOEZA IN 8" DIP DRAIN PIPE BE SPACED AT 19' o.c. (SEE DETAL>
N 00 I~ 1'-0' ~ LATE FEBRUARY OR EARLY MARCH. 8" DIA, PLUG VALVE NCDOT CLASS "1 " RIP-RAP
N ~ CAST IRON ELEVATION NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT M ELEVATION CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. (SEE OUTLET STRUCTURE ~ KEY TRENCH TO 36'L x 30'W x 22"THICK MATERIAL SPECIFICATIONS '
4 5 FT. MIN. BE PROVIDED THROUGH
SEEDBED P PRE ARATIO N N 1 3/16' CONCRETE ANn-FLOTAnON BLOCK WAIERTiGFTi SEAL TO BE PROVIDED ENTIRE EMBANKMENT "4 GRADE 8 STAINLESS STEEL (SEE OUTLET STRUCTURE DETAIL AT RISER/BARREL MITERFACE SECTION.
m 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS. .3 11/4• #6 BAR OR 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. CONCRETE LAG SCREW ) PBO>ecx No. MDL-04000
0 1' 8 3l4' m #8 BAR 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY MOOTH )TH MDL04000-PD2
c a+ 1/4' ~ GALV D. AND UNIF S o ~ ~ Q P LYPROPYLENE ORM.
5/B \ a PLASTIC 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE 7 ~ M \ =E DESIGNED BY: ~WC
® BELOW=). o T ~ 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 12" x 3" x GALVANIZED STEEL PERMANENT BERM CROSS SECTION 4 TO STRAP (4 PFR MANHOLE JOINTI DRAITN BY. JWC
D v2' PLAN SIDE SIDE b INL'HLS DEEP. (NTS) FSH : N.T.S.
-f°i ELEVATION PLAN ELEVATION 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER 4' 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. 4. NOTE: EACH MANHOLE JOINT TO HAVE AN PRINK' ~~Ti
C) COMPOSITE 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING O-RING GASKET (ASTM C-443) AND BE MADE DATE: 12-19-05 VG WATER TIGHT WITH A NON-SHRINK Mp
REINFORCING STEEL IQ; a R #3 DEFORMED SEASON. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND R AND CEMENTITIOUS GROUT ON THE INSIDE AND Y 3 2006 P No.
o I/4 STEEL ROD SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. 2 12. SECTION A-A 12' NOTE- BE USED IN 9•) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT OUTS IDE. sNENT JOhnR, Mcftm Co., Itlca
o ELEVATION COVER IS ESTABLISHED. ~ SANITARY SEWER MANHOLES.
ELEVATION RISER JOINT DETAIL
# See seasonal application schedule 0 McADAMS N.T.S. FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION
n`.
X

_ ~ .
/ \ w~ r ',M~ ~ i1
- % \ \ J 9 S ~ - ~ _ i`,,
~Y~ ~ ~ _ / \ . / - _
,;,d,
~ \ i~ 1 f~ ~ ~ , v" ~;d.~ A
_ - 1
~ _ - / > I. - - '17 / , . + ;;~1 U `,`j,; „ •
I`~ ~ ~ _ p li L- r ~ t I + 1,~,, ,,e, , , ~ to
- a, 0 0
, \ I. / ` %`~~;L, ~ ~ V
4 7 ~
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if DATE: 01-28-2005
~ E! e 4 0 r x E! b I I sir No.
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GENERAL NOTES:
1. OWNER/DEVELOPER TO BE RESPONSIBLE FOR OBTAINING AND COMPLYING WITH ALL APPLICABLE FEDERAL,
TRASH RACK STATE, AND LOCAL PERMITS (INCLUDING WETLANDS AND STATE DAM SAFETY PERMITS) FOR CONSTRUCTION
/ C,~° ~ ~ ~ ri IP4 ~a . I r V ~ ~ `~'.~d''~` ~ TES: / ~ ~ t\ ~ ~ r.: ~ 1. ALL REBAR TO BE 4 REBAR. OF THE PROJECT. (SEE DETAIL)
/ ~ ~ ~ ~ .~I ~ ~ GRADING LEGEND ~ 1 / ~ ~ ~ \ ~ ~ ~ / 2 ALL REBAR AND ANGLES TO BE HOT DIP GALVANIZED OR PROVIDED WITH A BITUMINOUS COATING. IINOUS COATING. 2. CONSTRUCTION SEQUENCE FOR DAM AND OUTLET STRUCTURE SHALL BE SPECIFIED IN THE GEOTECHNICAL
~ ' ` r~ ` ' ~ r y" ~ ~ " 4°"~ - IPP D GALVANIZED 2"x2"xi 4" ANGLES SHALL BE WELDED TO THE REBAR e 1 ;l ~ l ~ ~ ~ ~ I / > >'J' t ~ 3. THE HOT D E , / ' , d~ l r ~ ~ ' ~ ' ~ ~ n1, I f I o> TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE 3AR REPORT. . A
~ f i' ` t~ I I ~ 1 1`},' MANHOLE RISER YNTH ANGLES SITTING DIRECTLY ON TOP OF RISER. STORM DRAINAGE _ / ; '4V / ~ \ ~,I!> sJ~ I I c~ ~ ~•Cy,~ 3. REFER TO GEOTECHNICAL REPORT FOR SOIL COMPACTION REQUIREMENTS.
280 ~ i / ~ ~ ~ b . r I , ~ ~ ELEV. = 287.75 OUTLET STRUCTURE NOTES: (TOP OF RISER) ASS III R P M I AN PI T MEETING ASTM C76. THE C",
10' CONTOUR ~ ~ ~ 3, II ° I ~ I ~ / ~ , r~ 24 ENDWALL . \ ~i I w I t ~ ~ ~ 286 2' CONTOUR . 1 I~ / ~ ~:'+a / I I , ~ I ~ ~ i. 36 RCP OUTLET BARREL SHALL BE CL C , ODIF ED BELL D S GO , JOINTS SHALL BE CONFINED 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443 AND ASTM C-361. T ,
- I NOTE: SAFETY RAIL 1~0 BE ~ ~ : ~ t' V ~ ~
EXISTING 10' CONTOUR : ~ ~ ~ ~ ~ ~91'.~~.'~~ \ / INSTALLED ON TOP OF ~a ~ rli 2136 ` ~ ~ ~ o - / m ');~1"`",~ EXISTING 2' CONTOUR , / ~ ENDWALL (SEE DETAIL ON . w` , / i `~j ~+.F 2. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1'-2" ON CENTER. STEPS SHALL BE IN • D" O 7" (TYP,) ACC R ANCE WITH NCDOT STD. 840.66 AND CENTERED UNDER THE ACCESS GATE IN THE TRASH RACK. O U ~
~ , , ~ ~ SHEET C-9) , .,,y ~a ~ ' ~ ~ /`~~~`'/yet OD ~ ~ 6' DIAM TER GUIDE STEM W Z I
I` ~ ~ bra ~c~,~ ,v ~y s~ ~ / r , 1 >l ~ a ;u 1 MANHOLE RISEk 3, RISER SECTION AND ANTI-FLOTATION BLOCK SHALL BE PRE-CAST AS ONE UNIT. CONTRACTOR SHALL ~ ~
RIP RAP APRON ~ ~ ~ I ~ N ~'~(v~~ ~ ~ I ~ I ?g ~ _w___•y ~ , r., ACCESS GATE (CENTERED ~4 I - ~ ~ 2 B a ~ ~ ~ / 4 ~ ON MANHOLE STEPS) END 6.1 RADIUS PRE-CAST SECTIONS) BRACKETS PROVIDE SHOP DRAWINGS TO THE DESIGN ENGINEER AND THE CITY OF DURHAM STORMWATER DEPARTMENT "?4 SECURELY FOR REVI W PRIOR TO CONSTRUCTION. CONTRACTOR SHALL ENSURE THAT THE ANTI-FLOTATION BLOCK AND ~ a t`
I 94 ~ ~ J ~ r l I ~ 28 ~ / / R u;~T ii OF ACCESS GATE °HALL , FASTENED TO RISER E ~ ~ ~ TO BE PROVIDED RISER STRUCTURE ARE INTEGRALLY ATTACHED. ~ p,~
~ I ~ ~ r I 2 - RIPRAP TQ;''•BE ~ ? ~ ~Y ~ 9.4 DIA. I ~ ~ ~ , l~ 1 ~ , / ,t, , OVERLAP ON TOP OF 7.68 ~ ~ ~ , I -'t " A(ACED s,AFTaj fHE l 9 ,y;, REBAR RING PER OUTLET STRUCTURE MATERIAL SPECIFICATIONS: ~ ~I a a RING MANUFACTURER'S ~y W N
~ ~ ~ / / / , ~ ~ . , DIA. REBAR RING. ~ ~ ~ r i / l I 2 SfTE IS°i'STgBILIZED / / ~ y~ ~n RECOMMENDATIONS 1. POND DRAWDOWN IS VIA AN 8" PLUG VALVE. THE VALVE SHALL BEAM&H STYLE 820 X-CENTRIC VALVE 1~ Z ~
I , I I ! / / A~,U l 1 - 2.5" ~ OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE DIAMETER r: FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL), GUIDE STEM BRACKETS TO BE PROVIDED N 00
/ ~ / ~ / TO ~ ~ 1 ~ , f r/ ~ ! INVERTED W r, O
fh. PVC BARREL INV. IN = 280.00 PER MANUFACTURER'S RECOMMENDATIONS. pa R; O O SIPHON AT O ~ ~ ~ ~
F ti ~ / / I ~ ~ ~ ~ ~ / ~ / , / INVERT 2. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED. rA I~ [~~xx
I ~ ~ ~ ~ ` ~ / / / 1' RADIUS a~ ~ ~ ~ ~i ~ / / / t,~~ . 3 ELEVATION 3. THE DRAWDOWN ORIFlCE SHALL BE 2.5 INCH DIAMETER PVC SIPHON. W U k ~ 286,00 36" DIA. 0-RING RCP W f~ O e7
W ro ~ 1 ~ ~ ~ ~ ~ r i / / i INGES z d Ga
~ o ~ t ~ , ~ / / FABRICATED H INV 4. GEOTEXTILE FABRIC FOR THE 36 INCH OUTLET BARREL JOINTS SHALL BE NON-WOVEN FABRIC APPROVED ~ W _ FOR USE BY GEOTECHNICAL ENGINEER. ~ O ~ ELEV. - 280.00 Z W • p~
_ ~ ~ ` ' / / ' ~ 6.5' DIA. REBAR RING . ~ W 0;a`.
: • ' , cU 7+ ~ 1 ~ / ` , 8.1' DIA. REBAR RING a • . a - ~ . ~ ~ ~ BERM SOIL AND COMPACTION SPEgFlCATIONS: ~ v ~ ~ 1. ALL FILL SOILS FOR 8ERA1 SECTION SHALL BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT
~ ~ S / , \ / ~ , / , ACCESS GATE DETAIL .~r ~ ~ ~ , ~ , a~ _ d . LEAST 98~ STANDARD PROCTOR MA)OMUM DRY DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED
° ~ `<r • ~ /I I ~ ~ 1 i / ~ / / ' / 2' DIA. REBAR RING MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFlCANT ~ CARP
~ ? 6.5 DIA. REBAR RING 9 0' SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS. A GEOTECHNICAL ENGINEER SHALL APPROVE THE SOILS TO ~ p. ~ ~ti BE USED IN THE EMBANKMENT CONSTRUCTION, TAKING INTO ACCOUNT ANY AND ALL FUTURE USES OF THE ~ U`-~' J ti' ;
~ ~ ~ ~ OV / ~ /'~•9`~.! / ,a 8.1 DIA. REBAR RING ~ ~ ~ I 1 e ~ / r ~ / / 9.4' DIA. REBAR RING 2 9' X 9' X 42° EMBANKMENT SECTION. ~ , f 2' RECTANGULAR CONCRETE SIDE VIEW EAL, !1;
ANTI-FLOTATION BLOCK TO 2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST SHALL 8E CONDUCTED EACH 2500 SQUARE % 99T
BE PROVIDED WITH MINIMUM FO )T OF FILL. FILL SHALL BE PLACE IN IFTS N T T EX 8 INCHES LOOSE .l~ ~iP'~ FEET PER VERTICAL l D L 0 0 CEED , ~ ,•l~ ; 1~ TEMPERATURE AND THICKNESS. GEOTECHNICAL ENGINEER MAY SPECIFY MORE COMPREHENSIVE SOIL TESTING REQUIREMENTS. ~9 •"N~lNEF'•: v
. A ~ . , I , ~ . r ELEV 287.75 SHRINKAGE STEEL ~ , S ~
` i I I ~ / i / / r:-~' / (TOP OF RISER) 1 / I ~ / '~~RMWATER / ' 1 - R ETAIL 3, A KEl TRENCH IS TO BE PROVIDED. TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING fi W, POMD ,~1 OUTLET STRUCTU E D GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL MEET ALL REQUIREMENT OF 1 ABOVE. % ' iL `
i ~ ' ` - _ ~ACILfIY ACC S''~ ~ / p4 REBAR N.T.S.
`iJ ~ ° S ~ ~ /EASEMENT , / ~i / (TYP.) ~ # /h \ /f ~ / ~ ,,a ~ • ~ i #4 REBAR 6' LD, 4, NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION,
~ ~ s / ! ~ MANHOLE RISER /l - / / ~ / , ~ a OLE RISER HANDWHEEL ELEV. 291.00 TRASH RACK 5. MAXIMUM FILL LIFT THICKNESS FOR 80TH THE EMBANKMENT SECTION AND KEY TRENCH = 8". m N
rv 9A ~ , t', ~ /f , NOTE: A QUALIFIED / ~ Y f ~ / ' ~ ' / GEOTECHNICAL ENGINEER 1.12' (SEE DETAIL) z z
' ~ f ~ ' ,!f / ~ TYP. ~ ~ fit, , ~ ' ~ j / ~ t - r - i i , / SHALL SUPERVISE a . NTRACTOR: NOIETOCO
_ j ~ ~ /f, ~ - ~ ~ / , / RAWDOWN OF THE POOL IF ~ 2 ~ / IT IS TO OCCUR AT A RATE l STORMWATER PONDS USED AS SEDIMENT BASINS DURING CONSTRUCTION SHALL BE CLEANED OUT (I.E.
j ~ ~ . / f ~ r , / ~ / GREATER THAN 1 VERTICAL ACCESS GATE (CENTERED 1TE {CENTERED - SEDIMENT, TRASH, ETC.) AND REVEGETATED {IF NECESSARY) PRIOR TO USE AS STORMWATER PONDS. F ~
i ' r / ' ~'v ~ T P DAY. ' 9,4 LF 2"x2"x1 4" ANGLE ANHO E STEPS END - r ~ ~ SPILLWAY OUTLEJ' / ~ / F00 r ERy, / ON M L ) _ ELEVATION VIEW LE STEPS) END ELEV. - 287.75 v ~
/o: ~ ' / / OF ACCESS GATE SHALL / ~ STRUCTURE (S~ ~ ~ / • ~ ~ I GATE SHALL (TOP OF RISER) A QUALIFIED GEOTECHNICAL ENGINEER SHALL SUPERVISE IF DRAWDOWN OF THE POOL OCCURS AT A RATE IN TOP OF 8.1' GREATER THAN 1 VERTICAL F00T PER DAY, w w
' ' ' DETAILS ' .r` / i / OVERLAP ON TOP OF 8.1 ,~q~ ~U_~ ) , ~ / / , „r` / DIA. REBAR RING. C~ a r ~ a .J / , / ~ she RING. a a
~ ~,"`~c°''y.`\2~ / ' / / / 9.4 LF 2"x2"xl 4" ANGLE ~ ~ l / ' , 6' GALVANIZED CHAIN-LINK FENCE TO BE INSTALLED ON TOP OF 36" ENDWALL AT OUTFALL OF POND. 7" (TYP.) o `0 i o
/ / / / ~ GALVANIZED ~ ~ ,CHAIN-LINK FENCE 6' of ETER CONCRETE ANTI-SEEP COLLAR z N
J , ~ , / / X36 ENDWALL MANHO RISER (FOR 36" RCP ~ " i (PRE-CAS SECTIONS) N.T.S. ~ ~
, ~ ~r ~ 455.00 ~ / / INV OUT = 279.55 / ' 0 0
V SAS w V 'I ~ YJ ' ~ q / 19j` .n W a
_ ! I - ~ I ~.G-~~-~'~-' ,1 ~ t-
~ - - "4 / 1` ~1 / ~ 1 ~ ~ i / ` ' / - ~ ~ I 10' (TYP., 1 - 2.5"
- ~,n I ~ _ / 10' TYP. DIAMETER ~ ( ) 3.0' MIN PROJECTION 12" MIN, z STEPS INVERTED ~ ~ d O
~ f~ t 1~ RAP AP.ROK : , 9 ~ (SEE DETAIL) PVC ~ • 0.
rr ~ I / ~ F~ DE1l~L) 36" DIA. SIPHON AT O INVERT NOTES: _
7 ~ 0-RI RCP U W ~ ~ ELEVATION 1 FOR COLLARS SHALL BE 3000 PSI (LAIN.) 28 9AY H
6' DIAMETER ~ 286.00 STRENGTH ^ ~ ~ ~ -6 DIAMETER 2 COLLARS MALL BE CONNECTED TO J8' 0-RING RCP xlni ? ` Zi
WATER QUALITY POND GRADING GRAPHIC SCALE 4 REBAR WELDED MANHOLE RISEF 40 D 20 40 80 MANHOLE RISER A WATER nGHT JOINT. ~ 3s"~ W ~ ~ ~ INV 3. COLLARS SHALL BE SPACED ALONG BARREL ~ 0 Rc~PC 36"m ~ ~i „
PLAN (TYP.) (SEE NOTE) 2' DIA. REBAR RING PIPE AT 21.7' O.C. 0 RING )IA. REBAR RING V. = 280.00 ~ ~ m RcP o.D. -ass' a W ELE ~ ~ q, COLLARS SHALL BE PUCED A MINIMUM C, O
SCALE: 1"=40' 6.5' DIA. REBAR RING 1 inch = 40 ft. (ENDS ON ACCESS GATE )IA. REBAR RING ~ ~ . ~ of z' ~RaM PDE JOINTS _ ~ O O N ACCESS GATE d ~ ~ Q _ cV 5. CONCRETE CalARS TO BE PROVIDED N1ni MINIMUM ; ? W H x+
NCDOT CLASS 1 8.1' DIA. REBAR RING . d d ~ d ~ TEMPERATURE ANO SHkNKACF S1EEL.. 'J O d 'r~• W W REBAR RING a A Z a ~
RIP-RAP 24'L x 20'W O W F
x 22" THICK 9.4' DIA. REBAR RING IEBAR RING , " „ U ~ 9 X 9 X 42 FRONT VIEW F x O z
6.0' WIDE 4.T RECTANGULAR CONCRETE z Z O H
A A PLAN VIEW ANTI-FLOTATION BLOCK TO ~ E" U ~ zz BE PROVIDED WITH MINIMUM
TEMPERATURE AND ~ O U
SHRINKAGE STEEL ~ A ~
~ #4 REBAR TRASH RACK (ABOVE) POND ~1 -OUTLET STRUCTURE DETAIL a z ~ 0
NOTE: 6 REBAR {HML BE CLASS 50 NJD 36" 0-RING 4 IMO CONCRETE BASE N.T.S. W O A
2, SHALL ~ 42~•%~•8 6~~SflK1 ~N RCP yy' x 4. 6/6 WELDED WIRE FABRIC AROIRiD PERIMEITR OF BASE. &&11SSEE O ~
`EPDH SIDE 8 TOP1 36" ENDWALL- 24' ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY
PLAN ~~SPACED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP 8 REBAR P FRAME LY MP NOTES; CITY OF DURHAM
z' x z• x z ~ 6ro °p 22" LAYER OF ATTACHED TO MANHOLE RISER BY 2-3"xi 4" CONCRETE ANCHOR ~ / )HOR PI'Y OF DURHAM STANDARDS AND PUBLIC eORxs DEPARTMENT C
R6fR ~ 36 CLASS '1' BOLTS. EACH CLAMP TO BE COATED W/A BITUMINOUS COATING. eY aP DRAM PPE (eu'j ~ 0-RING RIP-RAP NG. 1. TRASH RACK TO BE SECURELY APPROVED FASTENED TO RISER STRUCTURE. ~ ~ ARE Tp ~ USED
Z• 3' ~~Allp-RAOOI011 ~OL1( SPECII~iCA 0 2. ALL REBAR TO BE ~4 REBAR HOT DIP ENGII'iBBBING: DATB
6• H GALVANIZED OR PROVIDED WITH A
HIS 4" FILTER BLANKET BITUMINOUS COATING STORY HATER DATE
r SECTION A-A I 3. ALL RISER STRUCTURE PENETRATIONS TRANSPORTATION DATE TO BE GROUTED WATERTIGHT
4• I FILTER BLANKET TRASH RACK DETAIL DATE
z' aooo Psl coNCRETE (SEE NOTE) NOTE: N.T.S. 4. RISER ANTI-FLOATATION BASE TO BE PROVIDED WITH MINIMUM TEMPERATURE AND DATE
A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND SHRINKAGE STEEL AND SECUREEY ATTACHED TO RISER STRUCTURE
s' SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A MINIMUM 4" THICK LAYER OF STONE (~57) UNDERLAIN WITH GEOTEXTILE PER
„ GEOTECH REPORT. 5. STEPS TO BE PROVIDED AT 1'-2" O.C. AND IN ACCORDANCE WITH NCDOT STD.
8 DRAIN TRASH GUARD DETAIL NTS OUTLET BARREL VELOCITY DISSIPATOR 840.66 A
N.T.S
11ANDWHEEL ~
ui oLmaT snLUCruRE a 2B1.oo (SEE OETANJ 10' (MIN.) 1 U
Y DING SCHEDULE TEMPORARY SEE A ENT SE PERM N 1~ D U L E TOP OF BERM EL. 290.00 HE EDING SC LENT SE
r SEEDING MIXNRE APPLICIInON B9IE 100 YR W.S.E. 289.15 0=' - SEEDING YI%NRE 200 LBS/AC _ 1=III~~,
~ JAN 1 - MAY 1 RYE (GRAIN) 120 L85/AC SEEDING DATE S®B4G MI%I n. NDTESI KOBE LESPEDEZA 50 LBS/AC AUG 25 - OCT. (BEST) TALL FESCI TALL FESCUE ~ I I~ I I_. (W TOP OF RISER ELEV. = 287.75 1" STORAGE EL 287.75 X111 - - 6' GAVANIZED 0
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE DF STRUCTURE WALL, MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC -APR i5 (POSSIBLE) IBLE t ~ I I=III=~ ?s. ~ Z tx ) p I I~ I4 , CHAIN-LINK FENCE
~ STEPS DIFFERING IN DIMENSIONS, CONFIGURATION DR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS DF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FR~I THE ENGINEER FOR THE USE OF SUCH STEPS, AUG 15 -DEC 30 RYE (GRaIN) 120 LBS/AC SOIL AMENDMENTS ~ NORMAL POOL EL. 286.00 II-III-
0 a ~ ~ GROUND AGRICULTURAL UMESTONE A N 1' ao FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND FERTILIZER ACCORDING TO 501E TESTS, OR APPLY 4000 lB/ACRE 2.5" INVERTED PVC ~II~i INV OUT = NRAL UMESiONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. SIPHON INVERT g:i NON-WOVEN GEOn0f11LE 279.55
N ~ AGRICULTURE LIMESTONE AND 750 LB AC 10-10-10 FERTILIZER FROM AUG FABRIC SHALL BE PLACED 12' AROUND JOINTS Gf RCP
~ ~ - I - - / I I ER TO 1000 LB AC ( 1 ~ M 15 DEC 3D, NCREASE 10 10 10 FERTLZ / ) ~ ~ APPLY 4000 LB/AC STRAW. ANCHOR 4C STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, BARREL IN 2' WIDE STRIPS
~ ~ ~llLQli OR A MULCH ANCHORING TOOL A DI :HORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN 7 I I I=11. ti~ CEtgTERED ON JOINTS. IULCH ANCHORING TOOL. I ~ I I - A
~ APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETi1NG, BE USED AS A MULCH ANCHORING T ~ - W OR A MULCH ANCHORING TOOL A DISK WfTH BLADES SEi NEARLY STRAIGHT CAN i I=III-I w ~II~I
0 5/8' n BE USED AS A MULCH ANCHORING TOOL. 0 0 FAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE I I-1I ~ I- 90 LF 36' 0-RING RCP 0 O.SX (CL III RCP)
o FOLLOWING~DYEARP USEMSOILHTESTS 0 USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW P01~17I~. EL. 278. P , HEIGHT of 2-4 INCHES. BARREL INV. NCDOT STANDARD 36" ENDWALL ; a
p ~ ~ JAN 1 -AUG 15: REFERTIUZE IF GROWfH IS NOT FULLY ADEQUATE. REGULARLY TO A HEIGHT OF 2-4 IN ~ ; PLAN ~ RESEED REFERTILIZE AND MULCH IMMEDIATELY 1 1 IN=280.00 1 1
PLAN SIDE ~ SIDE - iA ELEVATION FOLLOWING EROSION OR OTHER DAMAGE. NURSE PLANTS .0 ELEVATION AUG 15 -DEC 30: REPAIR AND REFERTIUZE DAMAGED AREAS IMMEDIATELY. BETWEEN MAY 1 AND AUG. 15, ADD DRAIN TRASH GUARD 5' FT. MIN. , r AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 lB/ACRE SEE DETAIL
~ TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. GERMAN MILLET. BEFO MAY 1, BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). ( ) coNCRETE ANn-SEEP coLURS 10
~ ~ IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND 'E l4 U2' CAST IRAN JUNE 15, OvERSEEO WITH 5a LB/AC KOBE LESPEDEZA IN 8" DIP DRAIN PIPE DETAIL)CED AT 21.T o.c. (SEE NCDOT CLASS "1" RIP-RAP
~ LATE FEBRUARY OR EARLY MARCH. cn m 1'-0" NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT 8" DIA. PLUG VALVE (SEE CUTLET STRUCTURE 24'L x 20'W x 22"THICK
o ~ CAST IRAN ELEVATION KEY TRENCH TO MATERIAL SPECIFICATIONS) 5' FT. MIN. BE PROVIDED
" ELEVATION CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. v 4 PARATION CONCRETE ANTI-FLOTATION BLOCK WATERTIGHT SEAL TO BE PROVIDED THROUGH ENTIRE
SEEDBED PRE 0 GRADE 8 STAINLESS STEEL SEE OUTLET STRUCTURE DETAIL AT RISER/BARREL INTERFACE EMBANKMENT
N t 3n6' 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS. N CONCRETE LAG SCREW ( ) SECTION rRO~EC'r rro. MDL-04000
in #6 BAR OR 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. 3 ] 1/4' #8 BAR 1 8 3/4` m ~ GALV'D. 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH OTH MDL04000-PD1
o I/4~ AND UNIFORM.
c v P ASTROPYLENE 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WffH SOIL (SEE 5!B' M \ L ~ _E DESIGNED HY: ~WL'
r- BELOW N r -j 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO ' VANIZED STEEL PERMANENT BERM CROSS SECTION DRA~v 12 x 3 x ~ GAL PRINT DATE JWC ' 4 TO STRAP (4 PER MANHOLE JOINT)
T SIDE 6 INCHES DEEP. ws: N.T.S.
1/2' SIDE 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER N , ELEVATION PLAN ELEVATION 7,) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. 3 F NOTE: EACH MANHOLE JOINT TO HAVE AN kn i aj MAY 3 - 2006 a~n DATE: a 12-19-05
t/8 o , COMPOSITE 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING 0-RING GASKET (ASTM C-443) AND BE MADE NG WATER TIGHT WITH A NON-SHRINK
C) REINFORCING STEEL SEASON. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND :R AND CEMENTITIOUS GROUT ON THE INSIDE AND The John R. McAdams Co., Inc. SHEET NO.
q #3 DEFORMED SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. o . t/4' STEEL R D NOTEt 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT 4NENT OUTSIDE.
SECTION A-A t2' NOT TO BE USED IN COVER IS ESTABLISHED. ELEVATION SANITARY SEWER MANHOLES. ELEVATION * See seasonal application schedule
RISER JOINT DETAIL JIMCADAMS
N U Ul N.T.S. FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
0 a
X

GENERAL NOTES:
1. OWNER/DEVELOPER TO BE RESPONSIBLE FOR OBTAINING AND COMPLYING WITH ALL APPLICABLE FEDERAL,
STATE, AND LOCAL PERMITS (INCLUDING WETLANDS AND STATE DAM SAFETY PERMITS) FOR CONSTRUCTION TRASH RACK OF THE PROJECT.
(SEE DETAIL)
~ ~ \ ~ 1 ~ ~ ~ 9 GRADING LEGEND ~ ~ ~ ;•6, a I ~ I i ` ~ I 2. CONSTRUCTION SEQUENCE FOR DAM AND OUTLET STRUCTURE SHALL BE SPECIFIED IN THE GEOTECHNICAL
~V ~~4 ~ / ~ i ~ ~ ~ ~ , / Q` ~ NOTES: REPORT. ^
~ ~ \ ~ i~ r \ I 1 ~ I AR 4 REBAR ~ \ ~ ~ - , / + ~ ~ ~ ~ I i. ALL REB 0 BE ~ STORM DRAINAGE ~ ~ ~ t I ' r 2. ALL REBAR AND ANGLES TO BE GALVANIZED OR BE PROVIDED WITH A BITUMINOUS COATING. )US COATING. 3. REFER TO GEOTECHNICAL REPORT FOR SOIL COMPACTION REQUIREMENTS.
~ ~ r rl ~ I ~ i 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4» ANGLES SHALL BE WELDED TO THE REBAR 280 10' CONTOUR J>r,: 3 ENDW + I ~ TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE ~ REBAR ELEV. = 280.65 OUTLET STRUCTURE NOTES: TOP OF RISER) " 7 . THE
_ - '--~i 1 r I 6 MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER. 286 2' CONTOUR ~ ~ I ~ , THE ( 1. 36 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING ASTM C 6 JOINTS SHALL BE CONFINED 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443 AND ASTM C-361. r l
~~»t~() ~ EXISTING 10 CONTOUR ~ .~''~~%`L • - + , I r ~ ( ~ V ~ ~
.1 ~ 1 I ~ \ ~ ?FIG ~ %6~ ~ 1 - - t I 4.71' RADIUS EXISTING 2' CONTOUR r~ ' ~~h, i' 1 _ ,,I I ~ . " TRUCTURES SHALL BE PROVIDED WITH STEPS 1'-2" ON CENTER. STEPS SHALL BE IN • a O 71 RADIUS 8,5 (TYp,) 2. OUTLETS O U O~
t` ~ ' : ~V 1:' ~ 1 I ~ 0 ACCORDANCE WITH NCDOT STD. 840.66 AND CENTERED UNDER THE ACCESS GATE IN THE TRASH RACK. ~ ~ 13.42' DIA. 8' DIAM TER W Z I
` ,Q8~______~. ~ _ / ~ , I I o ACCESS GATE (CENTERED 13.42 DIA RIP RAP APRON , r ~ I I ~ ON MANHOLE STEPS END REBAR RING 1 MANHOLE RISER GUIDE STEM 3. RISER SECTION AND ANTI-FLOTATION BLOCK SHALL BE PRE-CAST AS ONE UNIT. SHOP DRAWINGS SHALL ~ ~ REBAR RING ~ PRE-CAST SECTIONS BRACKETS BE PROVIDED TO THE DESIGN ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. ~ ~
~ I / L~~ I ~ ~ t t ) ' ~ / ~ ~ I. I - ) SECURELY ~ a
A ~ + I~ I ; OF ACCESS GATE SHALL ~ 7r ~w ; + ~ OVERLAP ON TOP OF 9.42' FASTENED TO RISER ~ d ~ TO BE PROVIDED ~ CL
r ~ + DIA. REBAR RING. ~ ~ r ' ~ I ~ 1 PER OUTLET STRUCTURE MATERIAL SPECIFICATIONS: Q ~1 ~ a
j ~ I 4 111 1 V / / A TURER'S TY E 820 X-CENTRIC VALVE ~i w ~ N MANUF C 1. POND DRAWDOWN IS VIA AN 8 PLUG VALVE. THE VALVE SHALL BEAM&H S L ~ Z L7
\ / rr ! / ~ ~ ~ 1 1 1 I I I y r -1 ~ ~ ~ I 1~ I i 1 4 iv RECOMMENDATIONS OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C 504 SEC. 5.5, AND SHALL BE OPERABLE DIAMETER 00 FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL). GUIDE STEM BRACKETS TO RE PROVIDED r ~ O
~ / i'r ~ ~ ~ I I ~ I 1 1 1 ~ ~ r ~ ~ 1u V ~ i INVERTED P R MAN FA TURER'S RECOMMENDATIONS. F•T•~ O O BARREL INV. IN = 272.45 E U C p, a; O O
1 2 I~,, , s 1 I ~ n E t ~ ~ I r ~ I pll I I PVC O \ E~ d~ ~ 51PHON AT 2. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED. ~ I
1 ~ / r I I 1 ~ i i 1 r r SPILLWAY OU7tET ~ I ~ I , 1' RADIUS 1' INVERT ~ 0.; x ~ ~
1 r STRUCTURE (SEE I ~ ~ 3^7 i t i r~ v I ~ ~ ~ iti I f DETAILS) I 11 ~ + + ~ 1 ~ FABRICATED HINGES ELEVATION 3. THE DRAWDOWN ORIFICE SHALL BE 4 INCH DIAMETER PVC SIPHON. w U O ~ 279,00 54" DIA. 0-RING RCP W a+ ~
~ ~ i~~ I I ~ + I XTl FA RIC F R THE 54 INCH OUTLET BARREL JOINTS SHALL BE NON-WOVEN FABRIC APPROVED Z W ^
, ~ ~ ~ I u u 1 7.42' DIA. R~.BAR RING INV 4. GEOTE LE B 0 C7 ~ , O ELEV. = 272.45 FOR USE BY GEOTECHNICAL ENGINEER. Z W O ~
~ ~ ~ ~t" RIPRAP TO BE I I I I 9.42' DIA. REBAR RING • ~ ~ ~ w xa~'
~ ~ ' r I ~ + I + ~ + I " ~ ~ ACC S GATE DETAIL PLACED AFTER THE I I v ES ~ , r v ' ( + I + ' 1 ~ a' ° ~ ~ a, c0 ~ ° ~ a ~ BERM SOIL AND COMPACTION SPEgFlCAT10NS:
I I SITE IS STABILIZED I I I I I ' / 4 I I I I ' 1 I I I 2.o Fi + rl I ~ I I ~ 1 r • ~ 1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT CAi~j~~•,,
~g - 11 r I I RI$?~R I I I 1 13.42 FT r NOTE: ALL REBAR TO BE ~4 REBAR `,~~f I1 II I II I I i LEAST 98~ STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED Q~
r 1 I I ~ RGP r 11 11.42 FT r HOT-DIP GALVANIZED OR COATED WITH `r rl 1 / I ~ I I 11 ~ TOP; 260.50 it I + I I , ~ 9.42 Fir A WATERTIGHT EPOXY COATING rl r ! ~ ~ II I 1 \ i~ ~ I i I j I ~t ~ 7.42 FT r D wrnl ~ IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT 0~ ESST; j'. 13.0' MATERIALS SHALL BE USED " SHRINK SWELL OR DISPERSIVE CHARACTERISTICS. A GEOTECHNICAL ENGINEER SHALL APPROVE THE SOILS TO ~ ~ • Q- ~ 1'
i l l 1 1 V ~e\ ~ a,' I 1 r I 1 - 13 X 13 X 48 „ / : Q SIDE VIEW BE USED IN THE EMBANKMENT CONSTRUCTION, TAKING INTO ACCOUNT ANY AND ALL FUTURE USES OF THE EAL~ RECTANGULAR CONCRETE ~ ~
r r~ 1 I ~ ~ A ~ y~,r, NOTE: QUALIFIED i r r ~ 1 a,~ ~ ~ , ~ ~ I I ~ 2 tT. t ~ ~ ~ \ - I ~ I GEbTECHNICAL ENGINEER s i r 1 a. ~ ~ I 1 v 2 _ TO EMBANKMENT SECTION. ANTI FLOTATION BLOCK
b ~ r 1 r 1 ` \ t,~ ~ ~ I I I ~ SHAM. SUPERVISE - / , 1 BE PROVIDED WITH MINIMUM I - FI AREAS OF THE BERM A SOILS COMPACTION TEST SHALL BE CONDUCTED EACH 2500 SQUARE ;:G ~.F~ TEMPERATURE AND 2. IN ALL LL ,9 v~
' 1 11 ' ~ ~ ~ - - - - ,o ~ I DRAVIINDOWN OF THE I 1 Fi. J T 1 a ` a - ~ ~ ; ~ 1 POOL'IF I IS TO OCCUR EL. 280.65 (TOP OF RISER) T FEET PER VERTICAL FOOT OF FILL. FILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8 INCHES LOOSE ;'l, I NE.• lv~~. SHRINKAGE STEEL THICKNESS. GEOTECHNICAL ENGINEER MAY SPECIFY MORE COMPREHENSIVE SOIL TESTING REQUIREMENTS. '~,FS
~ , ,1-_,, a ~,,/i - , AT A CTREA ER RATE I Ff. H! _ POMD ~2 -OUTLET STRUCTURE DETAIL ~,1,,,,y„ f
~ 1 ~ ' ~ ~ THAN t VE TICAL FOOT a a ~ / 1 - ~ );n ~ ~ I ! i 4 REBAR ~ ` i ~a_-~ _ . ' ~ .1 r PER DAY. ;Y N.T.S. 3, A KEY TRENCH IS TO BE PROVIDED. TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
1 !p ~ l h r~~ ~ ~2-------1 _ ~'~i ~ 1: e" 1 k (TIP.) ~4 REBAR GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL MEET ALL REQUIREMENT OF #1 ABOVE.
I ~ I I a 1 __a ' I ' 54 ENDWALL ~ ~ » ' I 1 a A I ~ 1 ~ 1 13.42 LF 2'x2 xt/4 ; HANDWHEEL 4. NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION. ELEV. 285.0 TRASH RACK
1 ~ _ ~ 1 1 ~ r) \ ~ r ~ I INV. OUT ELEV. `=1272:00 ANGLE 2 Fr. (SEE DETAIL) 5. MAXIMUM FILL LIFT THICKNESS FOR BOTH THE EMBANKMENT SECTION AND KEY TRENCH = 8".
i S z w
1 I I a ` ' ~ ~ ~ 1 ~ ~ 1 a a I ~ ~ L~ 1 NOTES TO CONTRACTOR: ~
1 I W 1 a\ ~ . .r' i ~ ~ ~ t O
~ ~ 11 6 11 1 \ a\ ~ ' II ~ ~ ELEVATION VIEW ACCESS GATE (CENTERED 1 ~t ~ Nts ON MANHOLE STEPS END CENTERED ELEV. = 280.65 STORMWATER PONDS USED AS SEDIMENT BASINS DURING CONSTRUCTION SHALL BE CLEANED OUT (I.E. ~ ( SEDIMENT, TRASH, ETC. AND REVEGETATED (IF NECESSARY) PRIOR TO USE AS STORMWATER PONDS, ~ STEPS) END (TOP OF RISER) ) _
1 al I ` ~j.~ OF ACCESS GATE SHALL SATE SHALL ~
F, I ~ ~ 1\ ~ ~ If~^ 1 w ~ MAX. OPENING = 2.0 Fie OVERLAP ON TOP OF 8,1' TOP OF 8.1' A QUALIFIED GEOTECHNICAL ENGINEER SHALL SUPERVISE DRAWDOWN OF THE POOL IF IT IS TO OCCUR AT A w
a ~ ~ ~ ~ ~ » » DIA. REBAR RING. \ ~ y ~ , ~ f 13.42 LF 2x2 x1/4 iING. RATE GREATER THAN 1 VERTICAL F00T PER DAY. o_ Fr. DIAMETER 8.5" (TYP.) ~ o
~ ~ _ ~ ~ 1 ~R ~ ~ I' ANGLE 6 Fr. DIaMErER t~ ~ ~ _ ~ ~ ~9a 1 ~ ~ MANHOLE RISER ~ ~ 1 ~ ~ l l ANHOLE RISER s' DI ETER CONCRETE ANTI-SEEP COLLAR z I
~ ~ r ~ ~ MANHO RISER » O cNv (FOR 54 RCP) ~ I (PRE-CAS SECTIONS) N.T.S. ~ M
~ r t ~ 'lp \ , \ ` r ~ \ \ r ~ ~ ~ y o
\ ~ ~t~ ~L~ , ~ ~ f 1 \ ~ r ;a (,F 1 E 1 f' N w a
lOb,~1 1 11 ~ ,t 1 I/
1 4"
zo• (TYP.) DIAMETER 3.0' MIN PROJECTION 12" MIN. Z r (TrP.) INVERTED ~ ~ d C
\ ~ 1 \ \ I 1 1 ~a r RIP RAP APRON 1 f (6 9 1 \ 1 1 ' SEE DETAIL ` 1 ~ ~ 9 I ~ ~ ~ 1 S~~4 R FACILITt' ( ) 1 PVC • j. p+ .-I
u \ I ~ I I >f I \ 6 ~ u ~ ACy.E SEMENT f ' (E4 REBAR SIPHON AT . ~ ~ t` 54" DIA. • ~ O
\ , 1 1 1 ~ 1 WELDED (IYP.) \ ~ ` 1 ~ ! (SEE NOTE) 0-RI RCP INVERT yam; U W ELEVATION 1. CONCRETE FOR CC'EARS SHALL BE 3000 P9 (MIN.) 28 DAY %•=',i•;" F" cQ
GRAPHIC SCALE 279.00 H STRENGTH Z. COLLARS SHALL BE CONHECTEO TO 54" 0-RING RCP VA1H ~ ` Zi ~ ~
WATER QUALITY POND GRADING 40 D 20 40 80 7.42 FT A WATER TIGHT JOINT. 54"0 ~ ~ ~ 3, COLLARS SHALL BE SPACED ALONG BARREL ~ 0-RING ~ 54"0 Q~' " ~ INV RCP 0-RING o.o.. ss.s• a W
PLAN r - ~ PIPE AT 19.0' O.C. ' RCP ELEV, 272.45 ~ a. counts SHALL BE PucEO a MNIMUM • ~ . O O
SCALE: 1 "=40' s az FT r 1 inch = 40 ft. 11,42 Fr r ' ~ OF 2' FROM PPE JOINTS a O ~ rr Q ' ~ 4 0O 5. CONCRETE COLLARS TO BE PRONDEU WITH MINIMUM W H ~1.' x+
NCDOT CLASS 1 13.a2 FT B d d ~ Q TEMPERANRE AND SHRINKAGE S1EEl.. ',7 ~ a ~ W
RIP-RAP 36'L x 30'W 6.T1' z Fr r O W F . U ~
x 22" THICK 48" ~x~z ' "FRONT VIEW" 13 X 13 X
12' WIDE RECTANGULAR CONCRETE E" O z z
A A ANTI-FLOTATION BLOCK TO ~ ~ z U BE PROVIDED WITH MINIMUM
#4 REBAR TRASH RACK (ABOVE) TEMPERATURE AND ~ O U
SHRINKAGE STEEL ~ A ~
POND ~2 -OUTLET STRUCTURE DETAIL , ~ ~
NOTE: 0 REBNt $HNL ~ CUSS 50 AND ~iemo~EO~ INro cYO~pNCDm ~ uESN 54° 0-RING N.T.S. W ~ A
S1UI L BE 4~% 4.616 MID SHh eE RCP 2' EMBEDDED 2• Rrro CONCRETE BAS ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY t~xN4s 6/8~~m WIRE F/BRIC AROUND PERD,IEIER of aesE. `SPACED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH 1UALLY O ~
54" ENDWALL 36' CLAMP ATTACHED TO MANHOLE RISER BY 2-3"x1 /4"
REawR D~rER FRU+E ~ e•Y ~ ptgN CONCRETE ANCHOR BOLTS. EACH CLAMP TO BE COATED W/A W/A NOTES: CITY OP DURHN[
x r x z°~i 22" LAYER OF BITUMINOUS COATING. CITY OF DURF~AM STANDARDS AND Pv>a>rJC e0R&S DEPARTMENT 1. TRASH RACK TO Y APPROVED
111 54" CLASS '1' °p I°~ ~ a~U 0-RING RIP-RAP FASTENED TO RISER Spp'C~~p~ ARE Tp BE USED
y 3• I ANII-FIAfAIIDN iAiCR 2. ALL REBAR TO BE ~4 REBAR HOT DIP 6NGINEBRi1rIG: DATE
s• H GALVANIZED OR PROVIDED WITH A
91 4" FILTER BLANKET BITUMINOUS COATING STORK 11rATBR DATE
B.s• SECTION A-A I 3, ALL RISER STRUCTURE PENETRATIONS TRANSPORTATION DATE TO BE GROUTED WATERTIGHT
4' I FILTER BLANKET B• 3DDD ~I CONCRETE TRASH RACK DETAIL DATE
NOTE: (SEE NOTE) 4, RISER ANTI-FLOATATION BASE TO BE PROVIDED WITH MINIMUM TEMPERATURE AND DATE
A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND N.T.S. 3' SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A MINIMUM SHRINKAGE STEEL AND SECUREEY ATTACHED TO RISER STRUCTURE
4" THICK LAYER OF STONE (#57) UNDERLAIN WITH GEOTEXTILE PER
n GEOTECH REPORT. 5. STEPS TO BE PROVIDED AT 1'-2" O.C. AND IN ACCORDANCE WITH NCDOT STD.
8 DRAIN TRASH GUARD DETAIL NTS OUTLET BARREL VELOCITY DISSIPATOR 840.66 A
N.T.S.
N HANDWHEEL
N OUTLET STRUCTURE EL 285.00 / ~ (SEE DETAIL) 10' (MIN.) U -
Y LNG SCHEDUL TEMPORARY SEED E a T SEE RMANEN PE H E D U L E TOP OF BERM EL. 284.00 EDING SC T SE _N
r SEEDING DATE APPLICATKIN RATE JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC SIDING SEmING MIXTUR 1OD YR W.S.E. 282.98 D - SEmING MIXTURE 200 LBS/AC - I=I~~=11,
NOTESI KOBE LESPEDEZA 50 LBS/AC AUG 25 -OCT. (BEST) TALL FESCUE TALL FESCUE - ~ (I~ I I_ " a TOP OF RISER ELEV. = 280.65 1" STORAGE EL 280.65 •y~ CAI - - NC OT O
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL. MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC -APR 15 (POSSIBLE) M STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED ,E) ~ 11=III=~ D STANDARD 54 ENDWAL ~ r~ a/
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC S L NORMAL POOL EL. 279.00 0 =1 ~ I i• I=III- w
o APPLY LIME AND FERTILIZER ACCORDING <°v ~ GROUND AGRICULTURAL LIMESTONE AND RTiLiZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE 4" INVERTED PVC -I I ~_I I tAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. SIPHON INVERT e,1 NON-WOVEN GEOTLXIILE INV. OUT = 272.00
N I~ ~ FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND 7- ~ AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG ~I,~,I FABRIC SHALL BE PLACED 12~ AROUND JOINTS OF RCP
~ 1' I io 15 -DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). STRAW. ANCHOR STRAW BY TACKING WRH ASPHALT, NETTING, ~ eJVZRa IN z' WIDE STRIPS
3 ~ APPLY 4000 LB/AC STRAW. ANCHOR S1 ~ P ~!lLGH OR A MULCH ANCHORING TOOL A DISK cv o~ BE USED AS A MULCH ANCHORING T00 (RING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN y~ I I=11. CENTERED ON JOINTS. CH ANCHORING TOOL. I I~ ~ ~ Q
~ ~ ~ APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, d Q, co OR A MULCH ANCHORING TOOL. A DISK WfTF1 BLADES SET NEARLY STRAIGHT CAN ~ I=III=1 ' Ir w ~I~I
°0 5/8' n BE USED AS A MULCH ANCHORING TOOL. ~fAI~IANCE ~ INSPECT AND REPAIR MULCH FREQUENT 57 LF 54' 0-RING RCP 0 0.79X (CL III RCP) t MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE PO EL. 272. 0
ij iT FOLLOWING YEAR; USE SOIL TESTS OR oaooo >E SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW _ TIGHT OF 2-4 INCHES. ~
~ \ PLAN ~ I ' JAN 1 -AUG 15: REFERTiLRE IF GROWTH IS NOT FULLY ADEQUATE: REGULARLY TO A HEIGHT OF 2-4 INCHI ~ PLAN SIDE ~ SIDE RESEED, REFERTILIZE, AND MULCH IMMEDATELY BARREL INV. ; IN=272.45 1 1
'v ~ ELEVATION FOLLOWING EROSION OR OTHER DAMAGE. NURSE PLANTS o 'v ELEVATION AUG 15 -DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. BETWEEN MAY 1 AND AUG. 15, ADD 15 DRAIN TRASH GUARD 5' FT. MIN. ~1 1r AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE SEE DETAIL
~ I ~ TOP DRESS WRH 50 LB/AC OF NITROGEN IN MARCH. GERMAN MILLET. BEF01~ MAY 1, OR AF 'ORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). ( ) CONCRETE ANTI-SEEP COLLARS TO BE SPACm AT 19' O.C. (SEE DETAIL)
L IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND •E 14 1/2' CAST IRON JUNE 15, OVERSEEO WRH 50 LB/AC KOBE LESPEDEZA IN 8" DIP DRAIN PIPE
n LATE FEBRU N ~ t'-0' A T IRON ELEVATION NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT 8" DIA. PLUG VALVE NCDOT CLASS "1" RIP-RAP (SEE OUTLET STRUCTURE KEY TRENCH TO 36'L x 30'W x 22'11-iiCK
N u~ C S ELEVATION CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. MATERIAL SPECIFICATIONS) 5' FT. MIN. BE PROVIDED THROUGH
M 4 WATERTIGHT SEAL TO BE PROVIDED ENTIRE EMBANKMENT
SEEDBED PARATION o PRE ~°v 1 3/16' "4 GRADE 8 STAINLESS STEEL CONCRETE ANTI-FLOTATION BLOCK AT RISER/BARREL INTERFACE SECTION.
N 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS. CONCRETE LAG SCREW (SEE OUTLET STRUCTURE DETAIL) PROJECT N0. MDL-04000
N6 BAR OR 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. 1 1/4' m t' 8 3/4' m ~ t18 BAR 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTF'ER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH ~ ~~~~MDL04000-PD2
~ t/4' ~ GALV D. AND UNIFORM. C ~ POLYPROPY ENE
~ 5/8' ~ PLASTIC 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND YIX WITH SOIL (SEE DESIGNED BY: JN((~'
I'- ~ BELOW; . ~ 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 12" X 3" x "GALVANIZED STEEL PERMANENT BERM CROSS SECTION DRATfNBY: 'y JWC • TO STRAP (4 PER MANHOLE JOINT) PRINT d]~1°A'
y . PLAN I SIDE 6 INCHES DEEP. N.T.S.
C I/r-7- lu 2 SIDE ELEVATION 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER N1 J 1/8' < ELEVATION PLAN 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. a NOTE: EACH MANHOLE JOINT TO HAVE AN (N~) 4' MAY 3 ° 2006 -19-05
o I COMPOSITE W, 0-RING GASKET (ASTM C-443) AND BE MADE WATER TIGHT WITH A NON-SHRINK
o ~ 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING w v m REINFORCING STEEL SEASON. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND Cl 4 ST DEFORMED SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. OI AND CEMENTITIOUS GROUT ON THE INSIDE AND The John R. McAdams Co,, Inc
0 1/4' STEEL ROD NOTEt 9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT P .NT OUTSIDE.
- NOT TO BE USED IN ) o ELEVATION SECTION A A SANITARY SEWER MANHOLES. COVER IS ESTABLISHED. g2D-21
ELEVATION RISER JOINT DETAIL DAMS
• See seasonal application schedule U N NG - NOT RELEASED FOR CONSTRUCTION N.T.S. FINAL DRAWI
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REVISIONS: d ~ d d b OWNER: THE JOHN R. McADAMS
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~ ENGINEERS PLANNI ~ o~ v~ ERS/PLANNERS/SURVEYORS
~ ~ o ~ RESEARCH TRIANGI, CH TRIANGLE PARK, NC
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~ No ~'~oo I o 0 0 ~ [phone] 61-5000
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~ w ~ ~ ~ GRNER: REVISIONS: 3E JOHN R. McADAMS
~ ~ ~ ~ x m ~ y d 0 p k O
~ ° ~ n )MPANY, Z_& INC.
~ I ~ ~ ~ ENGINEERS/PLANNERS /PLANNERS/SURVEYORS
d ~II'~~°~~ ~ I ~ ° ~ RESEARCH TRIANGLE P ~ No 00 TRIANGLE PARK, NC
I o o n P.O. BOX 14005 ZIP 4005 ZIP 27709-4005
~ ~ o ~ w ~ ° W POND DRAINAGE AREA MAP [phone] 5000
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TH ER. Q~~ ~CO ~ ~ ' ~ ~ ~ ~ ~ SOUTHPOINT VILLAGE ee,~~P e ~ x ' = DURHtll14~ NOR1H CAROi,INA peoe.~, THE JOHN R. McADAMS
COMPANY, INC.
GINEERS/PLANNERS/SURVEYORS
SEARCH TRIANGLE PARK, NC
BOX 14005 ZIP 27709-4005
N ~ ~ o ' is~si ~e l9) 361-5000
POSE-DEl'EIAPMENf v~, N g~

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°~o ~T ( i 9 9 ~ SITE INFORMATION:
I ~ , ~ t ! r ; a~ ~ 1 ~ iw~0. \ } n I ~ ~ tt Q '4W " ~ BUILDING INFORMATION: ~ ~ ~ U~ ' ~ ~ ~ ~ OWNER: SOUTH POINT CROSLAND LLC
r as V ~ ~8;•~w 6': o r r ~ , ~ r~ y~ ~ ~ BUILDING 1 2 STORIES 400 WEST CHASE II, SUITE 475
' ' ~ ~ BUILDING 2 3 STORIES WEST CHASE BOULEVARD E~ m it ~~yy~~1 ~ ~ ~ BUILDING 3 3 STORIES RALEIGH NC 27607
et gRlq ~ ~ . ~ 1 ~ et,R m i ~I a ~:1 4 Ir 3 STORIES 1, BUILDING 4 TT ` I ~ ~ BUILDING 5 3 STORIES PHONE: [phone], FAX: [phone]
_ R i _ 1 ~ v~ ~ 3 STORIES
o it " ~ ~ a~ ~ BUILDING 6 3 STORIES PARCEL ID 149615 1 ~ „ BUILDING 7 PIN 0718-04-82-1262
i'0~. ! "'Q~.,,,o ter... :.'^,e;w.mro.«« r,..,~., ! J Ft ~ BUILDING 8 3 STORIES EXISTING ZONING MUD ~ r 3 STORIES ( )
~ ~ I ~ Q BUILDING 9 TOTAL SITE AREA 12.51 AC 544 936 SF ~ ~ W _ ~ D ( ) ! ~ ~ BUILDING 10 4 STORIES (FRONT) 3 ST RIES (REAR) MAX. DWEWNG UNITS N A . W O
Q ~ 1 STORY / O o ~4~/ > s. GARAGES 1 STORY PROPOSED DWEWNG UNITS 187 DU ~-y g., U eJ~
a W M-~1 Ord-~ rl ~ RECREATION w zl
+ I GARAGE & ''"~=^~'°aw;e ~'-'f _ - ~ I I STORAGE ~ y .,4~,~w w~~-° _ •y ~ ~1 _ _ BLDG MINIMUM YARD REQUIREMENTS: ~ O
- .~y ~ FRONT & REAR PROPERTY ONES 25 BLDG. SETBACK x PER REZONING CASE P01-67: BUILDING HEIGHTS wILL vARY PU I HTS- - 5' B SETBA ~ ~ ALL BLIC R G OF WAY 2 LDG. CK ~
,q ~ FROM TWO TO FOUR STORIES. SETBACKS WILL INCREASE BASED ON ~ ~ ~ BUILDING HEIGHTS AS PER THE ZONING ORDINANCE. BUILDING FlNAL REQUIRED PARKING SPACES 374 2 PER DWELLING UNIT ~ pa
' I ~ I 6' CONCRETE '•y. i! DESIGN ON THE FOUR-STORY SPLIT BUILDINGS MAY REQUIRE AN ( ) 0 ~ ~
' SIDEWALK (TYP) ~ _ } ~ 35' BUILDING '"'"~;b AVERAGE BUILDING HEIGHT OF UP TO 55 FEET. PROPOSED PARKING SPACES 326 ~j W W N REQUIRED HC SPACES 7 2% OF REQUIRED SPACES ~ n Z ~ ( ) W
c I ~ ' I SETBACK t u _ PROPOSED HC SPACES 10(4 HC VAN SPACES) Z Z ~ O _
y ~ - _ W ~ O O G, R', O o
I I ~ S j{ ~ I ~ CfS 1 r1 Asa., wy>a.. Q \ E, d, ~
I ? , . RESIDENTIAL UNITS ~ I 1-BEDROOM 61 ~ ~ p" 'r" 'i
' I 7 SpgC 6' CONCRETE ® ,'i+ ``'`~°~L~:-,, ~°n, fS i i ~ e 2-BEDROOM 108 W ~ p t0
t1: ~ `1 _ .SIDEWALK (TYP ~ 44 M r i' _~.»,1...~ I ~ 1p lY ( t t~. 1v e~ v s 3-BEDROOM 16 W <'7 z ~ ~ ^ Yew` TOTAL 185 W O
} i 9' (TYP.) r 14 \ SPACE ~ e ~ ~l i t SPq S t art t e.~..,„4~_,._ ~°,-'~''s, ;A~~ tt ~l t I 'l, 1, ,y~ y~y. ~ O ri
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6 1 ~r i~ ~ t .1 i { I 30 R ES ~ 1 t1 GENERAL CONSTRUCTION NOTES: GENERAL NOTES: ~ <i
1 r x-11 $ SPgC f t rs & 41' rt f ~ sd J , I I UNIT ~°~m SPgCE ES P!I `fs ~ ~t I ~ ~ ~ 1. ALL CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE ~ : =
I °Id r . W~ U ~ xt i r .r ~t , ~ ,a ~1 1. STATE & FEDERAL PERMIT AUTHORIZATION MAY BE REQUIRED ; Q 9 . I „ r ! WITH THE CURRENT NCDOT AND CITY OF DURHAM STANDARD FROM THE DEHNR AND THE U.S. CORPS OF ENGINEERS PRIOR SEAL ~ : - ~a
v_ m 15'R q rl -~..~;~~9 ;1 1 rr ' D ~J ~s W 1: t : t Sr K ! ~ Q u a 7 t ~ O D U ,r 1 , 1 I I ~ b\ f l i„ r #t ~ " ~ J, " j~ ~ ~ ~f SPECIFICATIONS AND CONSTRUCTION DETAILS. TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES 21542
i m m 3'R (TYP.) •~oo. Q ~ .''.~;?y'°ti.,,,. iii ! .r ' r :"t i~ ~ IN OR NEAR A LAKE, STREAM CREEK TRIBUTARY OR ANY , ~ i ,r ~ cr r ~ 2. BASE INFORMATION WAS OBTAINED FROM THE EXISTING UNNAMED BODY OF WATER AND ITS ADJACENT WETLANDS. •;F ;
d i ~ t A~ f lr , S Q r r I UNIT 2O'R ro ~;.ti, , le es~~.,.,, i ~w~a tr N1 f .~_as 1^~r r,,. t I ~t r~ i ~e r` ~ CONDITIONS MAP OF THE THOMAS PROPERTY PREPARED BY THE ' I NE~' ~ r~ ~ ~ 2. THE LOCATION OF THE SIDEWALKS SHOWN ON THIS PLAN IS ( • ~
I O V' „i~J" '~Y ~Ur S^~T`•• PI Itl u~0 ~ IP ~ t._ ..z s i z' ~ ,y f, JOHN R. MCADAMS COMPANY, INC., DATED 04-13-99 AND REVISED ~~q ~ p~ + ii ~ e IN TH LECTRONIC & SCHEMATIC. A CITY OF DURHAM AND/OR NCDOT M H . ++p+~ a ~ " ~ 05-25-99. INFORMATION WAS RECEIVED BO E ENCROACHMENT PERMIT IS REQUIRED PRIOR TO ANY 'nu„u~+
I ~ w o _ ~ ~ u~' " 25 BUILDING r to ! ~ ~r° .y r I ~ 1 N a t w~a~.,. is rp tt } I s PACES ~ „ f ~~..m'°.."` SETBACK , „ ~ r a r! , ar ~ ~ PAPER FORMATS. r F~? CONSTRUCTION. AFTER OBTAINING THE REQUIRED PERMITS,
1 , - _ S00'25'08'W - - . ~ Fp 1 ti "'ate ";M^;. r" r PLEASE CONTACT THE CI F, ~ ~ - TY OF DURHAM ENGINEERING
~ t ~ I -15'R : z~z.io ~1 • . M ' ~ s, ,1 + ~ ¢ 25 BUILDING I ~ ~ ~ 6 SPACES 3 SPACES 9 SPACES `;a er ~ t , I ~M«..> ,1 q f p, 3. ALL DIMENSIONS ARE FROM BACK-OF CURB TO CONSTRUCTION INSPECTION OFFlCE AT 560-4326 FOR A ;c ~ r" BACK OF CURB, UNLESS OTHERWISE INDICATED ON THE PLANS. ~ PRE-CONSTRUCTION CONFERENCE AND FIELD VISIT PRIOR TO ..J 1 " .
~ ~ - » ~ } SETBACK ~ • I ~ Pp~ES ~ ~ ~ R . ~ ~ s x~ ~ r` tt; START OF CONSTRUCTION AT 560-4326. ! ~ T ANY TO BE ' ~ , ~ 4. SITE SIGNAGE IS NO APART OF PERMIT 3. SITE LIGHTING CANNOT EXCEED 1/2 FOOT CANDLE AT THE
t i 4 ~ / 0. .a i t "`~~aP GRANTED, BASED ON THESE PLANS. ALL SIGNAGE SHALL BE PROPERTY LINE AND MUST NOT CAST GLARE BEYOND THE 1 ~
' ~ r ~ ~ I P e, a sr t.,~ t Q ~ Je r s a 1 e,, q i } I I p 6 CONCRETE 9 r` r`P ~ ~a t, I ti o ~ r > R t., i 0 D BY THE CITY OF DURHAM BY SEPARATE SUBMITTAL rr r APPR VE PROPERTY LINE. THIS MUST BE VERIFIED BY FEED SURVEY ? AND PERMIT, PRIOR TO ANY SIGN INSTALLATION.
1 ~ SIDEWALK TYP N r ~ . r r O F _ ~ d ~ I / 3'R TYP. 1 t r~ (BY USE OF PHOTOMETRIC SURVEY PRIOR TO THE CERTIFICATE iy )
f ( ) HC HC v I i ! ~ I :1 t E UNIT UNIT r ' a OF COMPLIANCE BEING ISSUED. METHODS TO ACCOMPLISH THIS 5. A "WARNING" SIGN SHALL BE POSTED AT THE POOL AREA TO MA E BUT ' Y I POOL WILL Y INCLUD , NOT BE LIMITED T0, HORIZONTAL LAMPS,
~ V N 61 F d ! p,^ s h ; w~~ ADVISE RESIDENTS THAT INDIVIDUALS WHO PLA N THE SHIEU)ING OF LAMPS, REDUCTION IN THE NUMBER OF FlXTURES, p' BE DOING SO AT THEIR OWN RISK. REDUCTION OF WATTAGE OF BULBS, ETC. ALL OF THIS
} i .m.....~...-. I ~ ~ LOT ~ ~ fi ~ '~I j~ 7 r TOT , ' , r, ' i~ j , it~"~ INFORMATION, INCLUDING DETAILS, WILL BE REQUIRED ON
} i 1 . I t ~t ;t 1 d J ~ 6. CONTRACTOR SHALL CONTACT CLINE DESIGN ASSOCIATES FOR BUILDING PLANS PRIOR TO THE ISSUANCE OF BUILDING I rd - ~,,4„,~5, ~ FINAL ARCHITECTURAL DRAWINGS TO BE USED FOR CONSTRUCTION PERMITS.
r i ~ e~" @~ ~ UNIT tl ~ ~ STAKING. 4. HANDICAP PARKING SIGNS WILL CONFORM TO N.C.S.B.C.
i I III II ~,r` j+ t ~e~ I i ~ ~4,,.,, ' w I ~ ~ ~ v ,f~ DETAILS R7 8 AND R7 8D. O at~ t~
"r ~w+ 5. BOUNDARY INFORMATION TAKEN FROM AN EXISTING CONDITIONS ~ I~ MAP PREPARED BY THE JOHN R. MCADAMS CO., DATED 4.13.99 ~ 5
a POOL HOUSE 5 CR I` ~ " ~i~~~ Sn i I TYP. ' CON ETE ~ i , + & REVISED 5.25.99. W ro
t ' ( ) I SIDEWALK TYP - c==--.__ ~ f, ~"1 r i I °a ~ ( ) » ~ ~ e ~ r,r ~ fee ' 6. ALL ON-SITE DRIVEWAYS, PARKING LOTS AND ROADS 'A' & 'B' a . 6 ~`"`v; SITE LEGEND SHALL eE PTtIVATELY OWNED AND MAINTAINED.
I NI ~ POOL 1 w = 'zS' r' } Y 14 ~ 6 ' • ~ E • ~ ~ 7. ALL GROUND FLOOR DWEWNG UNITS (EXCLUDING TOWNE W
i i 10 BUFFER I `'P _ o u _ ~ ~ , r, ~ E~_ i C J 1 ~ °+1 dt ~ ~ i7 i I - 5 G'ONCRETE RETAIN WALL - ~ HOMES) SHALL BE ACCESSIBLE PER 1988 FAIR HOUSING ~ ~ raM,, ~ GUIDELINES. EACH COVERED BUILDING ON THIS SITE CONTAINS 1
SIDEWALK TYP (TYP.) ~ I ~ ~ ~ ~ ~ ~ SIGNAGE GROUND FLOOR, PER THE FAIR HOUSING ACT DESIGN MANUAL, a
r 4+~„~' Yom",., 1 ~ I 1 R~ SECTION 1.28. ~ c ~
I OyA,*i j 1 ' I 1?I II H/C RAMP (TYP) ;~f ~`4 \~`a ~ YARD LIGHTS 8. THE FOLLOWING NOTES SHALL BE ADDED TO ALL PLATS: A m ~ A. THE STREETS AND UTILITIES ARE PRIVATE AND 1MLL NOT A ~ ~
~ 9' (TYP.) ~ I ~ ~ b~, ~ ~ ~ BE PUBLICLY MAINTAINED. ~ ~ ~ a. LIGHT POLE Z ~ ~
f ~ ~ s,~ 18 (TYP.) 24.5 R 20 BUFFER I q v B. THE STREETS AND UTILITIES ARE TO REMAIN PRIVATE ~ SINCE THE DESIGN DOES NOT MEET qTY DESIGN F ~ z
f,' 1~, 1 9n~c~~ t ~ CRITERIA AND WILL NOT BE MADE PUBLIC NOR MAINTAINED BY ~ ~ `L "1.? POWER POLE U1 ~ ~ O
~ ~ ~ ~ THE CITY. ~ ~ w ~ w i C. THE SELLER IS REQUIRED TO NOTIFY THE BUYER OF ITEMS
~ ~ . / T ` UNIT. UNIT, Q a t \ UNI F~'' TRAFFIC DIRECTIONAL ARROW A. AND B. ABOVE. ~ ~ v
i~ 5 CONCRETE 6 CO CRETE ao 9. REFERENCES: PLAT BOOK 96, PAGE 95 U w x x DEED BOOK 1162, PAGE 173 ~ a ~
4 SIDEWALK (TYP} SIDEWALK (TYP) ~~g" HANDICAP PARKING STALL L DEED BOOK 1026 PAGE 119 Ei ~ O I
-BOUNDARY SURVEY FOR CARPENTER ROAD Z v ~ z ~ HANDICAP RAMPS i--i ~ °
r, ,r ~ ~ / HC ~CF A~FS i r/ ~j UNIT S ~ ~ sm E. KING DATED JULY 18, 1986 AND PREPARED ~ ~ x BY S.D. PUCKETT & ASSOCIATES. c ~ ^
! ~ 8 SPACES 12 SPACES 4 SQpCES ~~~0 ASSOCIATES ENTI "PROP TY OF THOMAS a ~ ° ~ - - L TEED ER ~ W
,r / 3O'R zaz.~o' SPgC u T 4 10. THIS PROPERTY LIES PARTIALLY WITHIN FLOOD ZONE "A" ?~i
5 N ~ 12 SPACES W 9.5~R - - - I - - Y IN AS DEFINED BY HUD F.I.R.M. COMMUNITY PANEL NUMBERS E-+ ~ R GHT OF WA L E 37063C 0168 G AND 164 G HAVING AN EFFECTIVE DATE OF ~ ~ w
~ ~ . / 'N ul . \ \ n •ro - - - - - - - LOT LINE LOMB SEPT. 10, 2002. W O O
I 3'R (TYP.) f 9.5'R 9.5'R 11. GRID INFORMATION BASED ON N.C.G.S. MONUMENT "EXIT" Z x - - - - - EASEMENT LINE - - ~ ~ a HAVING GRID COORDINATES OF N-785,921.06 , E-2,019,909.97 O
`L . C1_ 35 R - CENTERLINE (NAD 83).
\ / ~ ~ E ~ ~ ~ 1SS E 12. ALL DEVELOPMENT WITHIN THE Fl.OODWAY AND FLOODWAY FRINGE, ~ ~ INCLUDING FlLL, NEW CONSTTtUCiION, SUBSTANTIAL IMPROVEMENTS,
` r PACES . Pip` ~ • PAINT STRIPING MANUFACTURED HOUSING, STORAGE OF MATERIALS AND STORAGE
,A 68.53 R 20 R 7 S ,ecsc OF TOXIC OR FLAIdMABLE SUBSTANCES, IS PROHIBITED E;?CEPT AS PROVIDED BY APPLICABLE FLOOD HAZARD REGULATIONS.
`i`.` + S ~~3.3 ~ $PA - 0 r t~~ tip. 4O'R ti SPP~6 t FLOODPLAIN ELEVATION(S): 278
~ E EE 9 SPgC U ~ i etN ' ' ' SPILL CURB FLOODPLAIN ZONE: ~A» IN 100-YR FLOOD AREA,
X OUTSIDE OF 500-YR FLOODPLAIN FEMA MAP NUMBER: 37063C 0168 G AND 164 G
k'^` R,~yle ; - sor~~,~'w 8 SPACES 30 R ' '1 ~ ~ti ~ 5 SPAC S l6762r _ ' FEMA MAP DATE: LOMB SEPT. 10, 2002.
• , %ao~~l 2 d, CURB AND''
` GUTTER (TY~?~~
~ 6 !1 / , ~ i i ~ ~ ~ ~ I r ~ -
~ ~ • o I~, \n l i I 1 I' , I CITY OF DURHAM 100' STREAM BUFFER
V' UN?T , ! , ! ~ 1 1 ~C~ . HC ~ 11 L~- ~L--J
f) , 1 1 ~ 6 ~ UNIT
/ E \ X11 ~ '1 11 / O 1 \ ~ CITY OF DURHAM GREENWAY Q
F l l \ 1 ! t ~ '"e 10'x70 SIGHT : ~e
~ TRIANGLE AND 1 \ ' ~ 1 ~ ,
E ~ 11 1 ! 1 Y EASEMENT (TYP.) : ; 6' . EXISTING. DETENTION e ~ 100-YEAR FLOOD PLAIN ~ _
0 • , ,o ti ~s ~ POND'LIMITS . ~ r "
K o "
ti 1~ ! 'p `e , STEEP SLOPE PROTECTION PER CITY OF Zi
l ` 1 ~ L. DURHAM ZONING ORDINANCE 11.4 •
• e \ ~ ~ - - ~ II ~ r. " D
r ° ~'e ~ ~ 100 A LOOD X ' I _ _
~ P ~ ~ , ~ ; 'X ,X , ~ / REDUCTION AREA MAY
' ~ ~ ~ ~ ~ ;-30' PRIVATE SAN." 4 ~ ~ ~ s. ~ ~ ,e ~ ~ ~~:x~, X ~ SEWER :EASEMENT • / 2~~6 r Q
..r ~ e O ~ ~ „ ~fl' ITY OF DURHAM • ! DENR • WATER qU W ! ~ fan ar ALITY
N r 10 CON UCAlflN BUFFER ~ -SAN. EWER EASEMENT J . ! ?!Ay 0
r Y _ ~
. ~ _ _ - , / 2pG 60 75 8
~ ~7~,;EX.:25 TY;~ DURHAM
o ~ , . 3 c;~~~, . z ~ ~ SA EASEMENT ~ ~ ` - _ _ ~
~ . % - ~D6',1545, P 81X ~ ~ ~ o ~ OODWA ~ r r ~ ~ ~ ~ PRIN~• ~A~`
o _ ~ F~ N - - ^ r.' ` ~ -
m ~ M - , AY 3 2006
3 ~ 1. ~ ~ .
- ~ - . . . ~ . ` The John R. McAdams CD., Inc. ~
~ o • ~ y rxoaac'r rro. CPR-05030 ,i,
~ . a - l ~ - _ CPR05030 S1
I ~I . T. T ~ I ~ I I T ice'"~` I ,T'i~~/ ~ ~ I ~ ~ ~ " CITY OF DURHAM ,
-NO i` "ice ~ c ~ r ` PUBLIC 1fORK5 DEPARTMENT nES~s~rn ar: JRA ~ APPROVED
_ nRnerr nx: . IR A
GRAPHIC SCALE
ENGINEERING: DATE SCALE: 1 =60
60 0 30 60 120 240 STORM RATER DATE DATE: 04-25-06
M + + TRANSPORTATION DATE SBEEf No.
4 FOR MASSEY CHAPEL ROAD CL CULVERT EXTENSIONS, SEE
DATE IN FEET ) OF 1
CAPTIONS PAGES 1 - 4 T BANK PROPERTY, LINE IS DATED 4/28/06 + - 60 ft. DATE _ 1 inch -
y CENTERLINE OF I CREEK JIMeADAMS + + FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
a
X

t ~ ,
I if ~ t ~ t ~ ~ SITE INFORMATION:
` ` M1 9 ,W , f: 1 ~ w BUILDING INFORMATION: ~
{ 1~ $ ! ~ I ~ n a h ~ ~ ~ OWNER: 1 , a ~ ~ SOUTH POINT CROSLAND LLC ~ BUILDING 1 2 STORIES 400 WEST CHASE I
i e, (vq ~ ~ t*V m ' ~ BUILDING 2 3 STORIES I, SUITE 475 m WEST CHASE BOULEVARD
I \ _ Wl I I * tl~~<. Q ~ a ~~yy,, BUILDING 3 3 STORIES ~1~ 4 ~ n RALEIGH, NC 27607
I ^ ~ ~rjh~I r n u BUILDING 4 3 STORIES A v~ ~ + BUILDING 5 3 STORIES PHONE: [phone], FAX: [phone] ' 17
r 1 ~ _ > . „ " I of i ~ a BUILDING 6 3 STORIES
1 ~ `4 BUILDING 7 3 STORIES PARCcL ID 149615 ~ , ~ 3 STORIES PIN 0718-04-82-1262 , , ~ ,';i ~ BUILDING 8 EXISTING ZONING MUD
BUILDING 9 3 STORIES ( ) 1 Q TOTAL SITE AREA rr ll ~ f u 4 STORIES FRONT 3 STORIES REAR 12.51 AC (544,936 SF V ~
\ a . \ +w, ~ i Q ^ + ~ BUILDING 10 ( ) ( ) ) a s1 > GARA ES 1 STORY MAX. DWELLING UNITS N/A O O
s ~ I Ham,«.` ...r''f'~y`~., r`J +u ~i G 1 STORY PROPOSED DWELLING UNITS 187 DU U d, JY, rp RECREATION ~ M..r y
I GARAGE & » ~ _ 4 """.,may .,r` +.1 ' ii I STORAGE _ „r-. - tf w f-, I - BLDG MINIMUM YARD REQUIREMENTS: y a,
a f I ~ ~ a { _(TYP.) ~ _ - FRONT & REAR PROPERTY LINES 25 BLDG. SETBACK a x ~ PER REZONING CASE POt 67: BUILDING HEIGHTS WILL VARY ALL PUBLIC RIGHTS-OF-WAY 25' BLDG. SETBACK ~ a ~
FROM TWO TO FOUR STORIES. SETBACKS WILL INCREASE BASED ON ~ ~ ~
{ ; ~ I ~ 6' CONCRETE BUILDING HEIGHTS AS PER THE ZONING ORDINANCE. BUILDING FlNAL ~ G, DESIGN ON THE FOUR-STORY SPLIT BUILDINGS MAY REQUIRE AN REQUIRED PARKING SPACES 374 (2 PER DWELLING UNIT) ~ p,
~ SIDEWALK (TYP) , s I ~ 35 BUILDING ~ o AVERAGE BUILDING HEIGHT OF UP TO 55 FEET. PROPOSED PARKING SPACES 3YB dj W W N
i • I ~ SETBACK ~ _ ! REQUIRED HC SPACES 7 (29~ OF REQUIRED SPACES ~ z ~ ) _ PROPOSED HC SPACES 10(4 HC VAN SPACES) dZ Z o
I I ti , tom... { ~ (,~y DO . Nil \ \ ~ I ~ ~ ti ~'N."„"w+a,°d ~ - rl ~ O O W
1 7 I _ p~try $ ~ 4'F ~ { ~ t ^ a ao 0 Q\H~'~
I I j II 0 ~ Ayes bow I ' ~ "i } i ~ r d Yi' ..mow a..,,s~ 1,,, y~, R6IDENML UNITS to ~ I t~BmROOM st [-1 ~ a x ~
( I 6 CONCRETE.. ® -8EDR00~1 108 W U ~ c0
~ - ~ SIDEWALK.. (TYP d +j: °1 fY`-•- __..~._----•--'t I \ 10 kf$ 20 R ! fit !s f % ~ ~ f 9' (TYP.) ! 14 ` \ ~/,~e- $ Y ri. I ,r, . i' r,~ 3-BEDROOM 16 W ~ C7 f ~ , { TOTAL 185 ~
,,...._._.i-.-..,...«...._.. I I SPA ~ KS ! 1~ if: ''^~.x t~ ¢r': f t~ ?J i I ~ Yf • j Y ""+v..' + 4"./dY ,•d ;4 ~i1.~ revPt~~, R7 1r9 ~ .r:~: \ w . 0~
N11, trr ~ ~j ~p II _ ~ r a°x , ~ r ~ .(L . , of r'~ Z W . O r~ , W a P,
! I v # r` ~ r ~ tt rl , ~7 ,fi C7 B' 1~
i 18' TYP. ~ 11 til '~h- S Yrt ~ ~ I ( ) • ~ ~ SPAC y,' ed~.+.. •j d ~ ni b~ , ti ES 1 + v ~a ° Y! t1 F I P d I f, ~i t@ ~g fl 11' ,,,111111If""" !r
I 30 R ACES \ ~ q ~ • , . s ~ r E 1i it J i f1 ~ ~ ~ CARP ~ GENERAL CONSTRUCTION NOTES: GENERAL NOTES:
I I He jJ ,a. j3 w, rr , J , I 8 • r: ~ r;f r-•z~ 1. Jl t 1J u I UNIT Jele ~,if SP SPgCES 1 ! ~ j rs. .im iJ €1 ' ii Ii I n A a r( „ mow., : o Ess~ •.,ti
~ S .r. ~ ~ h J k~ I v"IO m 15'R If ; ~ ~;=ate, ~i daj xl r r1 ' ii ~ ~ ~ 1. ALL CONSTR ~ OF 0 q ~f ~ „ a UCTION SHALL BE PERFORMED IN ACCORDANCE 1. STATE & FEDERAL PERMIT AUTHORIZATION MAY BE REQUIRED : ~ ti9 i ; ! WITH THE CURRENT NCDOT AND CITY OF DURHAM STANDARD • R ~ ; % 9~; FROM THE DEHNR AND THE U.S. CORPS OF ENGINEERS PRIOR - SEAL -
I I U ~ 6 I m ~ o\° r t ¢r ,Y ~i ~f ~ ; SPECIFICATIONS AND CONSTRUCTION DETAILS. TO THE COMMENCEMENT OF r` t of ANY LAND DISTURBING ACTIVITIES 21542
~ 3'R (TYP.) Q { 1 ~ r sY J r ~ +J I HC cmn a , .fir.....,, ~ j ~ ~ i ) Aj r: 1 ! 95 "`°oe.c4 IY o f y 4 r v Y ! sr ' t ~r IN OR NEAR A LAKE, STREAM, CREEK, TRIBUTARY OR ANY 'tr ~ 2. BASE INFORMATION WAS OBTAINED FROM THE EXISTING ';F
1 I UNIT n: d1,~ F r t; ~ t to r ~ ~ .fit. 4,. a~;, ..,~<I~``xr-r,!. d3 al t r - ~ UNNAMED BODY OF WATER AND ITS ADJACENT WETLANDS. Q`.•' ~ ; ' 1 ,r f~ CONDI110NS MAP OF THE THOMAS PROPERTY, PREPARED BY THE ; ~j N~ I Nti~• ~
~ JOHN R. C 2. THE LOCATION OF THE SIDEWALKS SHOWN ON THIS PLAN IS ~ • Ft a MADAMS COMPANY, INC., DATED 04-13-99 AND REVISED SCHEMATIC. A CITY OF DURHAM AND OR NCDOT '~.~~q ~~o~` i. ~ „ ~ 05-25-99. INFORMATION WAS RECEIVED IN 80TH ELECTRONIC & / M H ' r nnl
~ W ? J ,I PA ti I ' r - I N a ! '~::.r,,` 25 BUILDING 18 ,~r J ,t ~ ~ • I s 1 ACES a ~ 1 ~ ~w'".w,~.. SETBACK a al lY , ENCROACHMENT PERMIT IS REQUIRED PRIOR TO ANY 'n, ~~r 1 ,t r, I, PAPER FORMATS. CONSTRUCTION. AFTER OBTAINING THE REQUIRED PERMITS,
t p ~ I ~ 23270' ~ ~ vt,..,,._ ~"ra Yr t i Bt ~ if ~r - - PLEASE CONTACT THE CITY OF DURHAM ENGINEERING ~ fa 3. ALL DIMENSIONS ARE FROM BACK OF CURB TO CONSTRUCTION INSPECTION OFFlCE AT 560-4326 FOR A
, lY_v ~ ~ 25 BUILDING I I ~ 15 R ~ 6 SPACES 3 SPACES 9 SPACES ` ..L ~ ji 1 ra e ( { SETBACK ! • I ~ ~ Cti ~ ~ r ~ , ii r" ~ BACK OF CURB, UNLESS OTHERWISE INDICATED ON THE PLANS. _ PRE CONSTRUCTION CONFERENCE AND FIELD VISIT PRIOR TO
, , S I ~ 6 ca ~ _ , S ' ~ START OF CONSTRUCTION AT 560- 'I' 4326. ~ I `P,.,,,~ 4. SITE SIGNAGE IS NOT A PART OF ANY PERMIT TO BE
y,, JI. t 1 1 P ~ ~ ~ ~ 3. SITE LIGHTING CANNOT EXCEED 1/2 FOOT CANDLE AT THE I ~ I GRANTED, BASED ON THESE PLANS. ALL SIGNAGE SHALL BE PROPERTY LINE AND MUST NOT CAST GLARE BEYOND THE
I I 5e s s, : J sr ! r { ~ I I o 6 CONCRETE A x" , w. t ~ APPROVED BY THE CITY OF DURHAM, BY SEPARATE SUBMITTAL pal r# AND PERMIT, PRIOR TO ANY SIGN INSTALLATION. PROPERTY LINE. THIS MUST BE VERIFIED BY FELD SURVEY
i + ~ I ti I i SIDEWALK TYP v~, ~ I ' ~0 rY J J I ~ 3'R TYP. ( ) c^~, N f J ( ) HC HG ~ ~ 3~J r 1 ~w.. (BY USE OF PHOTOMETRIC SURVEY) PRIOR TO THE CERTIFICATE
I I ~ c5 I 1 ' .I ~ UNIT UNIT r ;1 f J ~ 5. A "WARNING" SIGN SHALL BE POSTED AT THE POOL AREA TO OF COMPLIANCE BEING ISSUED. METHODS TO ACCOMPLISH THIS ' MAY INCLUDE, BUT NOT BE LIMITED T0, HORIZONTAL LAMPS,
~ U~ ~ rr' e ` ~ rt it a J ADVISE RESIDENTS THAT INDIVIDUALS WHO PLAY IN THE POOL WILL SHIELDING OF LAMPS, REDUCTION IN THE NUMBER OF FlXTURES, ; BE DOING SO AT THEIR OWN RISK. REDUCTION OF WATTAGE OF BULBS, ETC. ALL OF THIS
{ .m.:............_ I ~ ~ .dJ 1 „ter f; F( / , TOT LOT ~ ~ r° 3f { i I , e f~ er J i+ ' ' r°~ INFORMATION, INCLUDING DETAILS, WILL BE REQUIRED ON
1 I ~l f~ ..t rd mom! ( ~ ~4 6. CONTRACTOR SHALL CONTACT CLINE DESIGN ASSOCIATES FOR BUILDING PLANS PRIOR TO THE ISSUANCE OF BUILDING CA tit FINAL ARCHITECTURAL DRAWINGS TO BE USED FOR CONSTRUCTION
, € UNIT si, r;; xo j~ ~4 I ~ ~ I z.~., i !a ~ ' "C~~~ STAKING. PERMITS. 1; ~ O 4. HANDICAP PARKING SIGNS WILL CONFORM TO N.C.S.B.C. z
{ I III II ~ r3 j t 1 ~f ~ ~ .;J ~t1 ~ DETAILS R7-8 AND R7-8D. O
I I t ~u~, i I ~ 24.5 R , i POOL HOUSE ~ ' ~ r. J '0' S 1-1 u~, 5. BOUNDARY INFORMATION TAKEN FROM AN EXISTING CONDI110NS v~
{ ~ TYP, ' 5' CONCRETE - ` I~ f~ ~L MAP PREPARED BY THE JOHN R. MCADAMS CO., DATED 4.13.99 5 & REVISED 5.25.99. ~ ~ ~ W
~ ' I oN SIDEWALK (TYP) ~ = bti.~~~. ~ ~ ~ti nm tl,, 6. ALL ON-SITE DRIVEWAYS, PARKING LOTS AND ROADS A & B a
: ~ ~ ~ ~ - r: rti~ ~ , I ~I. POOL 4 w _ _ s' ~1 I, r E { { 10' BUFFER I u'P 10 u - ~;,.x ~ Y I E, 'a E ~~L.; SITE LEGEND SHALL BE PRIVATELY OWNED AND MAINTAINED. ~ E. ~ 7. ALL GROUND FLOOR DWEWNG UNITS (EXCLUDING TOWNE N
1 I I 6' J ~ N - ~ ' 1; ~ f ,r I ~ I 5' CONCRETE RETAINI WALL _ ` ~ o HOMES) SHALL BE ACCESSIBLE PER 1988 FAIR HOUSING ~ o
~ ! I ,r, ~f ~na , _ ~ ~DEwALK (TYP) (TYP.} f° rya> GUIDELINES. EACH COVERED BUILDING ON THIS SITE CONTAINS 1 0 ,4~. ~y;~ -v- SIGNAGE GROUND FLOOR, PER THE FAIR HOUSING ACT DESIGN MANUA a I
A~y°^~ rr.;,,, ° a~ SECTION 1.28. a N
j ~ I H C RAMP TYP '°~w~ 9' (TYP.) III II ~ ( ) ~ YARD LIGHTS ~~,,,4#, 8. THE FOLLOWING NOTES SHALL BE ADDED TO ALL PLATS: A ~ ~
I ~ I ~ ~ i ~ r , ~ ~ 18' (TYP.) I 24.5'R ~ ~ A. THE STREETS AND UT1LI11ES ARE o ~ ^ ~ PRIVATE AND iMLI_ NOT A ~ ~ ~ o
t ~ I a ~ e~ J" 20 BUFFER 9 \ q~ ~ k, ~ LIGHT POLE BE PUBLICLY MAINTAINED. ~ ~ ~ ~ B. THE STREETS AND UTILITI A d ~ ES RE TO REMAIN PRIVATE W ~
f , dam, ) ~ c^~, 8 ~ `v ~ O ~ SINCE THE DESIGN DOES NOT MEET CITY DESIGN E• A Z
: HC y W ~ ~ POWER POLE CRITERIA AND WILL NOT BE MADE PUBLIC NOR MAINTAINED BY ~ ~ se \ ~ ~GqO~ f THE CITY. ~ to ~ w
/`+1~ / HC HC - :UNIT.:. ~ e ,t ~ UNIT UNIT Q ~ ! C. THE SELLER IS REQUIRED TO NOTIFY THE BUYER OF ITEMS TRAFFlC DIRECTIONAL ARROW ~ ~ v ,d A. AND B. ABOVE. R'i ~ C
4 ~ 5' CONCRETE 6 CO CRETE ao ~ ^ 9. REFERENCES: PLAT BOOK 96, PAGE 95 ~ W v F o
~i SIDEWALK (TYP) p • ~ \ SIDEWALK (TYP) ~ p HANDICAP PARKING STALL DEED BOOK 1162, PAGE 173 ~ a ~ L DEED BOOK 1026, PAGE 119 E-~ ~ F c I
e' ? ~ HC qc~ gCFS ~ t~~Z~ -BOUNDARY SURVEY FOR CARPENTER ROAD Z
1~ , ~i UNIT.:... s ~ ~ ys?j~ HANDICAP RAMPS i,,,r ~ . ~ ~ ~ E. KING DATED JULY 18, 1986 AND PREPARED ~ x
`f ~ 8 SPACES 12 SPACES gpACES ''J'(O. BY S.D. PUCKETT & ASSOCIATES. ~ o ~ ^ ASSOCIATES, ENTITLED 'PROPERTY OF THOMAS a ~ °
/ 20'R - _ sao'2s'os'w _ _ 4 '?~°a, f,C~r` i ~ ~ 30'R 232. SppCEs - - PROPERTY LINE 10. THIS PROPERTY LIES PARTIALLY WITHIN FLOOD ZONE "A" r~i W v
N a 2 SPACES z 4 9 ;,r'? ~ ? J ~ ~u e ~ ? (G~I~ - - - RIGHT-OF-WAY LINE AS DEFINED BY HUD F.I.R.M. COMMUNITY PANEL NUMBERS E+ 37063C 0168 G AND 164 G HAVING AN EFFECTIVE DATE OF a ~ w
~ ~ . / „ N - - - - - - - LOT LINE LOMR SEPT. 10, 2002. w O O
` a''~, ~i~ ~%'I 35'R 3'R (TYP.) 9.5'R 9.5'R ? 11. GRID INFORMATION BASED ON N.C.G.S. MONUMENT "EXIT" Z x - - - - - EASEMENT LINE HAVING GRID COORDINATES OF N=785 921.06' E=2 019 909.97' ~ ~ a
~ rA , O
ti . , ~.N AISS E ~ 8• ~S E - CENTERLINE (HAD 83). 12. ALL DEVELOPMENT 1NTHIN THE FLOODWAY AND FLOODWAY FRINGE,
\~`,~y ~ 68.53'R 20'R T SPACEgc.6£ ? N CTI INCLUDING FlLL, NEW CONSTRUCTION, SUBSTANTIAL IMPROVEMENTS, PAINT STRIPING MANUFACTURED HOUSING, STORAGE OF MATERIALS AND STORAGE
f', ~ ~ V~'3~ 3 SPACE OF TOXIC OR FLAMMABLE SUBSTANCES, IS PROHIBITED EXCEPT AS
PROVIDED BY APPLICABLE FLOOD HAZARD REGULATIONS.
r _ s~ACES w FLOODPWN ELEVATI S : 278 ) ¦ r ?I SPILL CURB ROODPWN 20NE. A IN 100-YR FLOOD AREA,
0.00-~ ~ r r t ~ \ iV Re02~9 SOT 8 $ ~ ~ r i~ r r "X" OUTSIDE ~ 500-YR FLOODPLAIN
~ L = 5 SPAC S -'4'u_w PACES 30'R ~ , :fi ~ a 1s~.ur FEMA MAP NUMBER: 37063C 0168 G AND 164 G FEMA MAP DATE: LOMR SEPT. 10, 2002.
i~o.'1t' 2 ~I CURB AyD''
~ GUTTER (TYP., ~,e ? r ~
40 R 49.5 R _ ~ • ~ r~
+ it I CITY OF DURHAM 100' STREAM BUFFER
UNIT ~ ~ i ~ ~r HC ; ; ` ' ' ' ~ 1 ~~~I
~ ~ " UNIT ~ ~ , ~ g ~ ~ , ~I r :
~ \ ~ ~ `
r ~ ~ 10'x70 SIGHT ~ ~ ; + + CITY OF DURHAM GREENWAY Q
TRIANGLE AND ' \ r ~ t
Ts \ti EASEMENT (TYP.) 1\ \ / 0• ~ EXISTING DETENTION r~. _ U 100 YEAR FLOOD PLAIN _w a
\4 ~ AG K s POND LIMITS
6 ` , ~ ~ " ' 1 -
STEEP SLOPE PROTECTION PER CITY OF ~ z
~ J _ , , , ~ , x _ r,, DURHAM ZONING ORDINANCE 11.4 „
~ ~ ~ c ~ . ~'\A`, ~ ' ~ 100 Afj,CFL00D ~ , , . 1 ,
. ~ ~ - - -
~ ~ ~ ~ _ ~ ~ 30' PRIVATE SA . ~ REDUCTION AREA
1 ~ ~ N ~ ~ ~ ~ ~ X ~ SE R • ro ~ ~ ` ~ X ' WE EASEMENT
0 ~ ~ x • ' J ~ X, ~ X 7(0' ITY OF ..DURHAM , . ~ a ~ ~ / Q
N J - ` ~ _,]0 CON UCTfON: BUFFER ~ ~ -SAN. EWER EASEMENT _ ` ~ : b X _ X ~ r ~ ~ ~pQ
. ~ . ~ X 10~ CITY OF D RHAM ~ i~ ~ E, ~ ~ ~ ~ ° ~ 0 ~
` a i ~ 1. STREAM BUFFER ~ X ~ ' ~ ~,~~t ~~4,'~ 1 .~p~
m M y ` ~ ~ -EX. 25' TY OF DURHAM , , ~ 0 ` x ~ _ SA SE R EASEMEN~k ' ~ \ ~ ~ ~ _ , R~~''
_ X _ DDB 1545, P 81 ~
F OODWA _ _ o N - ~ \ \ PRINT DATF
M ~ ~
~I 1 J cn ~ ~ X ~ ~ I ~ f I ~ , • MAY 3 - 2006
_ ~ ,
The John R, McAdams Co. Inc.
1\ d o ~ I ~ _ ~ ' I raoaacT xo. CPR-05030
a f -
~ i ~ . i ~>:>.xne~: CPR05030-S1 CITY OF DURHAM
I _ > _ ? ~ ~ PUBLIC IIORKS DEPARTI[BNT DESIGN&D HY: ~RA APPROVED
~ 1 ~ . ~ T ~ ~ .
nxalnv BY: JRA
+ + + ENGINEERING. DATE GRAPHIC SCALE SCALE: 1 "=60+
. + + 60 0 30 60 120 240 STORM WATER DATE DATE. 04-25-06
4 ti { } { F
a FOR MASSEY CHAPEL ROAD TRANSPORTATION DATE steer NO. '
~ CULVERT EXTENSIONS, SEE CAPTIONS PAGES 1 - 4 CL l DATE IN FEET ) OF 1
PROPERTY LINE IS ;T BANK ATED 4/26/06 ~ D CENTERLINE OF . DATE, 1 inch = 60 ft.
CREEK o limcADAMS
a FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
X

GENERAL NOTES:
i. OWNER/DEVELOPER TO BE RESPONSIBLE FOR OBTAINING AND COMPLYING WITH ALL APPLICABLE FEDERAL,
TRASH RACK STATE, AND LOCAL PERMITS (INCLUDING WETLANDS AND STATE DAM SAFETY PERMITS) FOR CONSTRUCTION
7 1 ~?e:j*. .ice ~ ~ ~ / ~.Q~i r = ~ ~ i ~ ~ 3 1. ALL REBAR TO BE #4 REBAR. OF THE PROJECT. (SEE DETAIL)
.~r G / , , . e ~ ~l f ~ , . / % `1 r `j,.'~~ / 2. ALL REBAR AND ANGLES TO BE HOT DIP GALVANIZED OR PRONDED WITH A BITUMINOUS COATING. GRADING LEGEND ~ r ~ t . ~ ~ r~ ` , i ~ ! ^ ~ 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1 4" ANGLES SHALL BE WELDED TO THE REBAR IOUS COATING. 2. CONSTRUCTION SEQUENCE FOR DAM AND OUTLET STRUCTURE SHALL BE SPECIFIED IN THE GEOTECHNICAL
~ l l i~ ` : ~ • DI ` ~ n ~ f ! / ONTO THE ~ ~ ' N / ~ ~ { ' ~ ~ r ~ ,,F,~, TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ~R REPORT. A
; ,0~ ~ ! ~ s~ i r MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER. - 3, REFER TO GEOTECHNICAL REPORT FOR SOIL COMPACTION REQUIREMENTS.
STORM DRAINAGE / ~l r ~ ~ h L~ ! ~ ,,ry-~•~~; 280 10' CONTOUR ~ ' / ! ~ 24" ENDWALL`, ~°I op I ! ! i ~ ~),~°~`f ELEV. 287.75 OUTLET STRUCTURE NOTES: (TOP OF RISER) 1. 36" RCP OUTLET BARREL SHALL BE CLASS III RCP MODIFIED BELL AND SPIGOT MEETING ASTM C76. THE
286 ~ r / ~ ~ f / / ! i ~ • r ! d1 ..r,'~ JOINTS SHALL BE CONFINED 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443 AND ASTM C-361. •
2' CONTOUR ~ ! .r r ! ~ .k ~ ' 1 - r r li / NOTE: SAFETY 1~AIL t0 BE / r t> r 9 rttti,» ~ ~ G,
7c,~i ,mow EXISTING 10 CONTOUR / ~ \ ! / INSTALLED ON TOP OF ~ ~ " , i ~ t~ ~ I~r,~''s~w . 2. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1'-2" ON CENTER. STEPS SHALL BE IN • O 7"(TYP.) ACCORDANCE W1TH NCDOT STD. 840.66 AND CENTERED UNDER THE ACCESS ATE IN TH TRASH RACK. O U O
EXISTING 2' CONTOUR ~ ! / ENDWALL (SEE DETAIL ON `w' ! `gj ~~•FT`"+,~~~r ~ r SHEET C-9) , v / r ~ G E ~ ~ d~ i 6 DIAM R GUIDE STEM _ _ ~ p~
~ ! ~~~r~ r 1 MANHOLE RISER BRACKETS 3. RISER SECTION AND ANTI FLOTATION BLOCY, SHALL BE PRE CAST AS ONE UNIT. CONTRACTOR SHALL ~ ~ "O
RIP RAP APRON ~ ~ I ! ! 29 / 3j~ ~'t,~_--E ~ ~ / ,;~,r~ ,.r., ACCESS GATE (CENTERED ~ ~ - 6 / s ~ r / / a'., r ~ ~ ON MANHOLE STEPS END ' RA I S PRE-CAST SECTIONS) SECURELY PROVIDE SHOP DRAWINGS TO THE DESIGN ENGINEER AND THE CITY OF DURHAM STORMWATER DEPARTMENT ~ ~
~ ~ ! 29 r ~ / i i~ ~~H ) 6.1 D U Q' I 4 r ,3..~~.. ~ FASTENED TO RISER FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL ENSURE THAT THE ANTI-FLOTATION BLOCK AND ~ a ~ TO BE PROVIDED RISER STRUCTURE ARE INTEGRALLY ATTACHED. \ d ~ ~
! ~ ` ~ rr I X92 r' RIPRAP T :~E r ~ 11 ~~u OF ACCESS GATE SHALL , 9.4 DIA. ~ ~ , ~ l , I , ~ ? 0 ~ rr / ,r~ • , ' OVERLAP ON TOP OF 7.68 , ~ , - ~ PLACED~FTEg fHE / 9~ rr,t, REBAR RING NG PER OUTLET STRUCTURE MATERIAL SPECIFICATIONS: ~ a a
/ ~ ~ ~ ! r / r DIA. REBAR RING. ~ ~ ~ ~ r r f i ? S1TE IS~'ST981UZED / ~ MANUFACTURER'S _ ~j W ~ ~7 _ in RECOMMENDATIONS 1. POND DRAWDOWN IS VIA AN 8 PLUG VALVE. THE VALVE SHALL BEAM&H STYLE 820 X CENTRIC VALVE F~ Z ~
~ ~ ~ ! / I I / l , / l,,. 1 l/ r I A i , ~~,I~"~_~ 1 2.5" ~ OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C 504 SEC. 5.5, AND SHALL BE OPERABLE DIAMETER r; FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL). GUIDE STEM BRACKETS TO BE PROVIDED ~ O
- it r ` l ~ ° l.e`~l4 ~ / ,.t{ INVERTED _ PER MANUFACTURER'S RECOMMENDATIONS. W O O
> ~ ~ ~ ~ l ~ r r' ~ i ~ ~ ~ > r / / I~,f PVC BARREL INV. IN - 280.00 pa Ix O O SIPHON AT 0 \ E ~
INVERT 2. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED. ~ C-~U~x
/ / ~ ~ ~ ~ ~ _ r / / , 1' RADIUS ELEVATION 3. THE DRAWDOWN ORIFICE SHALL BE 2.5 INCH DIAMETER PVC SIPHON, W U ~ O 286.00 36" DIA. O-RING RCP W O.i O ~
/ ` / ~ ~ r / / ,r l z d~~
w N ~ 1 ~ ~ ' ~ i ' / / 'ir;{ ~ ~'T%% FABRICATED HINGES INV 4. GEOTEXTILE FABRIC FOR THE 36 INCH OUTLET BARREL JOINTS SHALL BE NON-WOVEN FABRIC APPROVED ~ ~ , W ELEV. = 280.00 FOR USE BY GEOTECHNICAL ENGINEER. Z W O .•I
1~ 1~ 4 . ' / / / / 6.5' DIA. REBAR RING d ~ d . Q ~ a' iv BERM SOIL AND COMPACTION SPECIFICAl10NS:
:.:k,'.=:':+, ~ , ~ , ~ , / 8.1' DIA, REBAR RING + \ ~ ~ ACCESS GATE DETAIL ' ~ 4 d 1. ALL FlLL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT
v ~ ~ ~ LEAST 98% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED
o .f. ~ l~ i I I/ \ ~ , i / / ~ ~ F , / 2 DIA. REBAR RING ~ ~ r o ~ I ~ I ~ / / F'~ / AR RING MATERIALS SHALL BE USED Ih THE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFlCANT CARP SHRINK SWELL-~~ CHARACTERISTICS, A GEOTECHNICAL ENgNEER SHALL APPROVE THE SOILS TO J~ ~ r''' ~ ~
F'- , i ~ ~ \ 1 ~ / / 6.5 DIA. REB BE USED IN HE EMBANKMENT CONSTRUCTION, TAKING INTO ACCOUNT ANY AND ALL FUTURE USES OF THE ~ Ur-- , ~ ,y' .
~ / 1 =-~,j R AR RING ~ ~ ~ / . ~ 9'/ / , , .~9:;;,,~ ta, 8.1 DIA. EB I ~ / f , / f / 2, ~ : - ~ r / ~ IA. R BAR RING I I ~ ~ ~ ~ 9.4 D E 9' X 9' X 42" E9ABANKMENT SECTION. . ; / ~ l• 2 RECTANGULAR CONCRETE SIDE VIEW f; AL,
ANTI-FLOTATION BLOCK TO - 2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST SHAH BE CONDUCTED EACH 2500 SQUARE - , 9
i / \ / ~ ~ / / ~ / ,-a ~ , ~ _ BE PROVIDED WITH MINIMUM FEET PER VERTICAL F00T OF FlLL. FlLL SHALL BE PLACED IN UFTS NOT TO EXCEED 8 INCHES LOOSE .i / 1' . v .'h ~ . TEMPERATURE AND 1HICKNESS. GEOTECHNICAL ENGNdEER I~AY SPEGFY MORE COMPREHENSIVE SOIL TESTING REQUIREMENTS. ~:9 '•!~~~NEF.,:
_ \ +y ~ I j , ~ ELEV 287.75 ~ ~ ' / ' ~ ; TOP OF RISER ' SHRINKAGE STEEL ~'11~.
/ i i ~ ~ , J ' ~I _ ~ TER , / ~f: 1 4,S ~0 POMD 1 -OUTLET STRUCTURE DETAIL 3. A KEY TRENCH IS TO BE PROVIDED. TRENCH TO EXTEND A MINIMUM OF FlVE FEET BELOW EXISTING li W, GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL MEET ALL REQUIREMENT OF #1 ABOVE. j '~t~ n ~ ~
i ? , I~IU1Y ACCESS' ~ / ~ ~4 REBAR N.T.S.
/ ~ ~ / EASEMENT ~ ~ ~ r~ _ - / j i ; i / , (TYP.) 4 REBAR 6' LD. 4, NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION.
~ ~ / ~ , ~ . / ' < MANHOLE RISER _E RISER HANDWHEEL ELEV. 291.00 TRASH RACK 5. MAXIMUM FILL LIFT THICKNESS FOR BOTH THE EMBANKMENT SECTION AND KEY TRENCH = 8". ~ N
, , , / F, NOTE: A QUALIFIED f N 9A ,y / ~ i / / / / 1.12' _ i ~ _ ~ j / , GEOTECHNICAL ENGINEER / (SEE DETAIL) z ~
r ~ / ' ~ ' - - i ' ~ / SH~4lL SUPERVISE TYP. ~ ? / w w NOTE TO CONTRACTOR:
/ Y _ - ~ i / / , / r~ / RAWDOWN OF THE POOL IF ! - ; 2 ~ ~ ~ / IT IS TO OCCUR AT A RATE / 00 STORMWATER PONDS USED AS SEDIMENT BASINS DURING CONSTRUCTION SHALL BE CLEANED OUT (I.E. ~ ~
~ ' ~ / j ; ~ / GREATER THAN 1 VERTICAL / ACCESS GATt (CENTERED E (CENTERED - SEDIMENT, TRASH, ETC.) AND REVEGETAIED (IF NECESSARY) PRIOR TO USE AS STORMWATER PONDS. F }
j ' i FOOT PER DAY. + 9.4 LF 2"x2°xt 4" ANGLE ON MANHOLE STEPS END xM . ~ { SPILLWAY OUTLF,T' ~ / ~ / ) ~ r , / _ / ELEVATION VIEW OF ACCESS GATE SHALL :STEPS) END ELEV. - 287.75 ~
/ \ ~ ~ p ~ `f ,r+ S'fjtUCTURE t/.~~ K/ , x / / OVERLAP ON TOP OF 8.1' GATE SHALL (TOP OF RISER) A QUALIFIED GEOTECHNICAL ENGINEER SHALL SUPERVISE IF DRAWDOWN OF THE POOL OCCURS AT A RATE ~ TOP OF 8.1' GREATER THAN VERTICAL FOOT PER DAY. w w
/ ,r 'rur,~ f' DETAILS) i ill/ i / DIA. REBAR RING. RING.
- l ~'%'y ' t~ / / 9.4 LF 2"x2"x1 4° ANGLE 6' GALVANIZED CHAIN-LINK FENCE TO BE INSTALLED ON TOP OF 36" ENDWALL AT OUTFACE OF POND. 7" (TYP.) o 0
/ / ~ / +6 GALVANIZED ~ ' F~' f , ! / ~ ,CHAIN-LINK FENCE s' of ETER CONCRETE ANTI-SEEP COLLAR z ' I
~ i / / . - / r ~ f36" ENDWALL MANHO RISER » O cNV oN (FOR 36 RCP) ~ I i (PRE-CAS SECTI S) ~ ~
~ : ~ ~ / / INV OUT 279.55 N.T.S. ~ 0 0
e), ` I' v ZO _ ~ i~ I ~ ~ ~ in W r W
r
1 - 2.5"
~ _ a ~ / 10• (TYP.) ~ ~ 10' (TYP.) DIAMETER 3.0' MIN PROJECTION 12" MIN. STEPS INVERTED ~ ~ ~ O
~ i ' / P RAP AP,R(11~( 1 f (SEE DETAIL) PVC - I~
36" DIA. SIPHON AT ~ ~ i~ INVERT O
~ ! ~ s / a T ~ , I 0-RI RCP - U W ELEVATION ~ CONCRETE FOR COLLARS .MALL BE 3000 PSI ~~MIN.) 28 DAY E-+
6' DIAMETER 286.!)0 STRENGTH 'e , , H ~ ~ z • O M i DIAMETER 2 COLLARS SHALL BE CONNECTED TO 38' 0-RING RCP N1TH ~ 3s'o Z ~ ~ ~
WATER QUALITY POND GRADING GRAPHIC SCALE 4 REBAR WELDED MANHOLE RISER 40 0 20 40 80 dANHOLE RISER A WATER T1GHi J01NL 3, COLLARS SHALL BE SPAI~D AIDNG BARR0. 0-RING ~ 36"0 W Qi ~ INV eo RCP 0-RING a.D. - 45.5' ~ W ~
PLAN (TYP.) (SEE NOTE) 2' DIA. REBAR RING 4. REBAR RING PIPE Ar 2Lr o.c. a q ELEV. = 280.00 4. COLLARS SHALL BE PLI,CED A ANINUM ti i,'• RCP p~d0
p' 6.5' DIA. REBAR RING SCALE: 1 4 1 inch = 40 ft. ENDS ON ACCESS GATE 4, REBAR RING .Q of z' FRau PwE JaNTS NITN MNIM M EO'' O x ACCESS GATE d d G ~ N 5. CONCRETE COLLARS TO BE PROVIDED I U W a'
( NCDOT CLASS 1 8.1' DIA. REBAR RING . ~ ~ TEMPERATURE AND SHRINKAGE STEFL 'J ~
RIP-RAP 24'L x 20'W REBAR RING ~ ' . ~ ° d ' . W W , h . f,, O W H
x 22" THICK 9.4' DIA. REBAR RING BAR RING „ U ~ ~ 9 x9'x42" FRONT VIEW L~xOz
6.0' WIDE 4.7' RECTANGULAR CONCRETE Z Z O M
A A PLAN VIEW ANTI-FLOTATION BLOCK TO ~ E~ U VIDED WITH MINIMUM ~ z Z BE PRO
TEMPERATURE AND ~ O U
SHRINKAGE STEEL ~ A
#4 REBAR TRASH RACK (ABOVE) POND #1 -OUTLET STRUCTURE DETAIL a z ~
NOTE:~B R 4 ~aE Cuss ~ 36" 0-RING N.T.S. W ~ O A O
z, 4'6 6 SIIML eE RCP W1RE FA9RIC NKN~TER OF &~SE. O ~
(E~H4SIDE g T~OP)W 36" ENDWALL 24' ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY
PLAN r~SPACED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP xREriAR r~ea:Tm FRAl1E ~ eq Op P NOTES: CITY OF DUBIIAII
~ ~'x 22" LAYER OF ATTACHED TO MANHOLE RISER BY 2-3"xt/4" CONCRETE ANCHOR IOR CPIY OF DURHAM ST Al\JJ PUBLIC 1fORKS DEPARTMENT 1. TRASH RACK TO BE SECURELY APPROVED
s' msER 36 CLASS '1' BOLTS. EACH CLAMP TO BE COATED W/A BITUMINOUS COATING. eq oIR oRaN APE (etXj oETw~) RING RIP-RAP FASTENED TO RISER STRUCTURE.
2~ 3' CONCRETE ANTI-ROTATpN BIOCN PECIFICATIONS ARE 1~0 BE USED S 2. ALL REBAR TO BE ~4 REBAR HOT DIP ENGIIVEBR1NGs DATE
(XE DEUIL) 6~ H GALVANIZED OR PROVIDED WITH A
BITUMINOUS COATING STORM RATER DATE
r ~i I~ 4" FILTER BLANKET SECTION A-A I 3. All RISER STRUCTURE PElETR11110NS TRANSPORTATION DATE TO BE GROUTED WATERIIGIIf
4' I FILTER BLANKET TRASH RACK DETAIL
r aooo vsI caNCaErE NOTE: (SEE NOTE) N.T.S. 4. RISER ANTI-FLOATATION BASE TO BE DATE PROVIDED WITH MINIMUM TEMPERATURE AND
A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND SHRINKAGE STEEL AND SECURLEY ATTACHED DATB TO RISER STRUCTURE
s SOIL FOUNDATKNV. THE FILTER BLANKET WILL CONSIST OF A MINIMUM 4" THICK LAYER OF STONE (~57) UNDERWN WITH GEOTEXTILE PER
GEOTEGH REPORT. 5. STEPS TO BE PROVIDED AT 1'-2" O.C. AND IN ACCORDANCE WITH NCDOT STD.
8 DRAIN TRASH GUARD DETAIL NTS OUTLET BARREL VELOCITY DISSIPATOR 840.66 A
N.T.S rl
NANDWHm ~
N OUTLET STRUCTURE EL 291.OD (SEE DEGIL) 10' (MIN.) U _ 1
y SCH D R DING ULE T 0 Y SEE EM T SEI RMANEN PE a D U L E TOP OF BERM EL. 290.00 1~1 G SCH T SEEDIN _N
° r ~ JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC SfE01NG DATE SE(DWG YIXttJI 100 YR W.S.E. 289.15 0=' - Q SEEDWG YIXfURE 200 LBS/AC 1=~ I
~ NOTESI KOBE LESPEDEZA 50 LBS/AC AUG 25 - OCT. (BEST) TALL FESCUE TALL FESCUE ~ ~ I I-. Qi TOP OF RISER ELEV. = 287.75 1" STORAGE EL 287.75 y 1911 - 6' GAVANIZED O N
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL. MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC FEB. -APR 15 (POSSIBLE)
M STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. AUG 15 -DEC 3o RYE (GRAIN) 120 LBS/AC SOIL AMENDMENTS NORMAL POOL EL. 286.00 ~ ~ I I I~ ~ CHAIN-LINK FENCE I I-III- w
a a APPLY LIME AND FERTILIZER ACCORDIN( 0 N\' 1' FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB AC GROUND GROUND AGRICULTURAL LIMESTONE ANC RTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE 2.5" INVERTED PVC ~II~I INV OUT = RAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER, SIPHON INVERT ~ 279.55
M Si A 10-10-10 FERTILIZER FROM AUG N AGRICULTURE U E ONE AND 750 LB/ C ( ~y FAMMC SHALL BE PLAf~D r ARauo ~DMS of Rcr
I' ~ M 15 -DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). APPLY 4000 LB AC STRAW. ANCHOR S' STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, "''a= ~ Orj~
3 ~ OR A MULCH ANCHORING TOOL. A DISH v a j~d ORING TOOL. A DISK WITH BIADES SET NEARLY STRAIGHT CAN I I, .CH ANCHORING TOOL. A
~ ~ ~ APPLY 4000 LB/AC STRAW. ANCHOR S1RAW BY TACKING WITH ASPHALT, NEf11NG, BE USED AS A MULCH ANCHORING TO( OR A MULCH ANCHORING TOOL. A DISK WffH BLADES SET NEARLY STRAIGHT CAN II w I
0 5/8' ~ o ~ BE USED AS A MULCH ANCHORING TOOL. INSPECT AND REPAR MULCH FREQUEN" R MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE I I ~ ~ 0-~ ~ ~ O.SZ (p- RI RCP)
~ FOLLOWING YEAR; USE SOIL TESTS OR iSE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW PO LL, 278, . • EIGHT OF 2-4 INCHES.
O ~ ~ JAN 1 -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. REGULARLY TO A HEIGHT OF 2-4 INCF ~ \ PLAN ~ RESEED REFERTILIZE, AND MULCH IMMEDIATELY BARREL INV. I T NCDOT STANDARD 36" ENDWALL ~ IN=280.00 T I
PLAN SIDE M N SIDE - W ELEVATION FOLLOWING EROSION OR OTHER DAMAGE. NURSE PLANTS o 'v ~ ELEVATION AUG 15 -DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. BETWEEN MAY i AND AUG. 15, ADD 1! DRAIN TRASH GUARD 5' FT. MIN. ~ r ID AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE $EE DETAIL
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. GERMAN MILLET. BEFORE MAY 1, OR A FORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). ( ) coNCRErE ANTI-SEEP ODl1ARS TO
a~i I IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND L 14 CAST IRON JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN 8" DIP DRAIN PIPE oEr~ijcEO Ar 2T.r oc. (sEe
n LATE FEBRUARY OR EARLY MARCH. NCDOT CLASS "1" RIP-RAP 8" DIA, PLUG VALVE (SEE OUTLET STRUCTURE 24'L x 20 W x 22"THICK
rn ~ 1'-0' CAST IRON ELEVATION NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT MATERIAL SPECIFlCA110NS) 5' FT. MIN. KEY TRENCH TO BE PROVIDED
ELEVATION CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. V 4 ATION CONCRETE ANTI-FLOTATION BLOCK WATERTK;~if SEAL TO BE PROVIDED THROUGH ENTIRE
SEEDBE PREPAR D 0 "0 GRADE 8 STAINLESS STEEL SEE OUTLET STRUCTURE DETAN. AT RISER/BARREL INTERFACE EMBANKMENT
N 13!16' 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS. m 1!6 BAR OR 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. CONCRETE LAG SCREW ( ~ SECTION PRO]ECT N0. MDL-D4000
I, 9 m I I/4' N8 BAR 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH 'H MDL04000-PD1
GALV'D, ° ~ 1/4' „ AND UNIFORM. DESIGNeD BY: JWC
POLYPROPY NE ° ~ 5/8' ~ 'v PLASTIC 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
r' ~ BELOW*}. ® r -T _ 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO ' VANIZED STEEL PERMANENT BERM CROSS SECTION DRATIN BY: 12 X 3 X ~ GAL JWC 4 TO STRAP (4 PER MANHOLE JOINT)
i.,.... r,nu,T?~ITC
T 6 INCHES DEEP.
PLAN SIDE I/2' SIDE 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER N ca I ti . ELEVATION PLAN ELEVATION 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. 3 F lma'l 1'CSliv Lent G scw~s: N.T.S. 3 NOTE: EACH MANHOLE JOINT TO HAVE AN
1/8 'oo , • COMPOSITE 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING H 0-RING GASKET (ASTM C-443) AND BE MADE Y 3 _ 2006 DATE: 12-19-05 WATER TIGHT WITH ANON-SHRINK MAY
a m REINFORCING STEEL SEASON. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AN C AN CEMENTITIOUS GROUT ON THE INSIDE AND SHEET NO.
#3 DEFORMED 4 SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. ~ STEEL OD NOTE OUTSIDE. The John R. McAdam CO IENT Inc. -
12 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
J ELEVATION SECTION A-A I2 SANITARY BE USED IN SEWER MANHOLES. ? ELEVATION RISER JOINT DETAIL 11WADAMS
• See seasonal application schedule ~ m N.T.S. FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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