20031391 Ver 1_Complete File_20031230

O?O? wAT ?RQG
December 30, 2003
DWQ# 03-1391
Durham County
Mr. Richard Westmoreland
Rhein Interests
7 Corporate Center Court
Greensboro, NC, 27408
APPROVAL of 401 Water Quality Certification and Isolated Wetlands Permit with Additional Conditions
Dear Mr. Westmoreland:
You have our approval, in accordance with the attached conditions, to grade and fill 0.099 acre of 404 jurisdictional
wetlands and 0.254 acre of isolated wetlands in order to construct the Landings at American Village in Durham County, as
described in your application received by the Division of Water Quality on November 5, 2003, and in additional
correspondence received November 14, 2003. After reviewing your application, we have determined that this fill is covered
by General Water Quality Certification Number 3402 and the State General Permit for Impacts to Isolated Wetlands and
Isolated Waters (IWGP100000), which can be viewed on our web site at http://h2o.enr.state.nc.us/ncwetlands. This
Certification allows you to use Nationwide Permit Number 39 when it is issued by the U.S. Army Corps of Engineers. In
addition, you should get any other federal, state or local permits before you go ahead with your project including (but not
limited to) Sediment and Erosion Control, Non-Discharge and Water Supply Watershed regulations. Also this approval will
expire when the accompanying 404 permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification, as well as the additional condition listed below:
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and waters or
areas within 50 feet of all streams and ponds on the property. These mechanisms shall be put in place within 30 days of
the date of this letter or the issuance of the 404 Permit (whichever is later). A sample deed notification format can be
downloaded from the 401/Wetlands Unit web site at http://h2o.enr.state.nc.us/ncwetlands ;
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. For borrow pit sites, the erosion and sediment control measures must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in accordance with the
requirements of the Sedimentation Pollution Control Act.

ivucnaei r. nasiey, vovernur
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (httn://h2o.enr.state.ne.us/ncwetlands)
Customer Service #: 1-877-623-6748
Mr. Richard Westmoreland
December 30, 2003
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 Pre-construction Notice 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.
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. You are required to return the attached Certification of Completion form to notify DWQ when all work included in the
401 Certification has been completed.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to
Chapter 1508 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 Steve Mitchell or Debbie Edwards in our Raleigh Regional Office at 919-571-4700 or Cyndi
Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,
Alan W. Klimek, P.E.
AW K/cbk
Attachments
cc: Corps of Engineers Raleigh Regulatory Field Office
Raleigh DWQ Regional Office
Central Files
File Copy
Kevin Martin, 11010 Raven Ridge Road, Raleigh, NC, 27614
1391
MEMORANDUM
TO: John Dorney Regional Contact: Deborah Edwards
Non-Discharge Branch WQ Supervisor: Kan Snhuster
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Landings at American Village S/D County Durham
Project Number 03 1391 County2
Recvd From APP Region Raleigh
Received Date 1115103 Recvd By Region
Project Type access roads and lot fill for a residential housing
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
F IW isolated O v _0N I - 27-5-(0.3) ?- NSW 30,401. 0.25 I
?_ FT W_ F7_0 _N r_16-41-1-10 F C ? NSW 30,605. 0.10 F_ ??-
NBR Buffers FT-0 N F-F_-F__F-F_ r__ F__ I - F_
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more Info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y 0 N Recommendation: 0 Issue 0 Issue/COnd 0 Deny
Provided by Region: Latitude (ddmmss) Longitude (ddmmss)
Comments:
12/23/03
application looks gam, no stream crossings and minimal wetland impacts. I would recommend to
issue this 401, however I'm not for sure if it needs to be reviewed for "isolated wetland" review.
Also, would recommend further review of stormwater plan,
cc: Regional Office
Central Office Page Number 1
I
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandHC.com
November 5, 2003
NCDENR-DWQ US Army Corps of Engineers
Attn: Mr. John Dorney Attn: Mr. Todd Tugwell
2321 Crabtree Blvd 6508 Falls of the Neuse Rd., Ste. 120
Parkview Building Raleigh, NC 27615
Raleigh, NC 27604
RE: Non-Reporting Nationwide Permit 39&401 Water Quality Certification and
Request to Impact Isolated Wetlands
Landings at American Village Subdivision
Durham, Durham County, North Carolina
S&EC Project #: 7783.W0
Dear Mr. Dorney and Mr. Tugwell,
WETLANDS/ 401 GROUP
NO V 0 5 7-003
WATER QUALITY SECTION
On behalf of Rhein Interests, we hereby provide a courtesy notification to DWQ and the
US Army Corps of Engineers for use of Nationwide Permit 39 and associated 401 to
cover impacts <0.1 acre of jurisdictional wetlands (see attached site plan). We would
also like to request authorization for impacts to isolated wetlands. A Pre-construction
Notification Application (PCN) is attached, which includes an agent authorization form.
The proposed project consists of impacts from the construction of access roads and minor
lot fill for a residential housing development. The project is located south of I-85 and
west of 15-501. The project boundary is bounded on the north by a railroad and the site
is approximately 57 acres in size, and consists primarily of pine and hardwood stands and
pasture. Please refer to the attached USGS map, which displays the location of the
proposed project (Figure 1).
Duane K. Stewart & Associates delineated jurisdictional wetlands and S&EC reviewed
that delineation. S&EC conducted a detailed isolated wetland delineation and Neuse
River Buffer evaluation in May and June of 2003. Mr. Todd Tugwell of the USACE
made a site visit to verify the delineation on June 2, 2003. Ms. Debbie Edwards of the
NC-DWQ made a site visit and confirmed the butlers on June 12, 2003. A copy of her
letter is attached.
The applicant requested a detailed wetland delineation and buffer evaluation on the
property prior to site plan development in order to avoid jurisdictional features and
riparian buffers to the maximum extent practicable. The proposed project will impact
Charlotte Office: reensboro Office: Hickory Office:.
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
Phone: [phone] Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone] Fwu : [phone]
approximately 0.099 acres of jurisdictional wetlands. We are also requesting
approval to fill 0.254 acres of isolated wetlands. These impacts are elaborated upon
within the attached PCN form and are shown on the attached site plan.
The USACE's current policy requires applicants to avoid and minimize wetland and
stream channel impacts to the maximum extent practicable and compensatory mitigation
to offset unavoidable losses of waters of the US when impacts exceed the requirements
for notification (0.10 acre). Because the impacts are below notification thresholds and
the client will maintain riparian buffers as per the Neuse Buffer Rules, S&EC believes no
compensatory mitigation should be required by the USACE.
A detailed stormwater plan for the site by Duane K. Stewart and Associates is enclosed
with DWQ's copies of this application.
The DWQ's current policy requires applicants to avoid and minimize isolated wetland
impacts to the maximum extent practicable and compensatory mitigation to offset
unavoidable losses of waters of the US when impacts exceed the thresholds for mitigation
(I acre). Given the location of the isolated wetlands (i.e. in the central portion of the
property) impacts were unavoidable. Because the applicant will preserve water quality
through the use of stormwater ponds/riparian buffers, because impacts are below 1 acre,
and because high quality jurisdictional wetlands were avoided we do not believe
mitigation should be required.
Please call if you require any additional information or have any questions.
Sincerely,
Kevin Martin
President
Attachments:
Pre-construction (PCN) notification form
USGS Site Vicinity Map
Durham County Soil Survey Map
Site Plan with Impacts details
Stormwater plan (DWQ only)
Stormwater pond calculations (DWQ only)
Agent Authorization form
Buffer confirmation letter from DWQ
$200 check for DWQ application fee
Justification/Minimization/Avoidance Letter from Rhein Interests
Office Use Only' Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter lvot Hppncame or _1v ix -)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit (Courtesy) ? Riparian or Watershed Buffer Rules
? Section 10 Permit ® Isolated Wetland Permit from DWQ
® 401 Water Quality Certification (Courtesy)
2. Nationwide, Regional or General Permit Number(s) Requested: None
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 Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), 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
Owner/Applicant Information
Name: Rhein Interests
Mailing Address: Attn: Richard Westmoreland
7 Corporate Center Court
Greensboro NC 27408
Telephone Number: [phone] Fax Number:
E-mail Address:
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: Kevin Martin
Company Affiliation: Soil & Environmental Consultants PA
Mailing Address: 11010 Raven Rid<le Road
Raleigh NC 27614
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: KMartin",SandEC 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: The Landings at American Village
2. T.I.P. Project Number or State Project Number (NCDOT Only):
0802-02-68-8138, 0802-77-6852
3. Property Identification Number (Tax PIN): 0802-02-68-8513 0802-02-67-8823 -
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number): American Village
Directions to site (include road numbers, landmarks, etc.): See attached USGS map
South of 185, West of 15-501
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 57.4
North End- headwaters of Ellerbe Crk
7. Nearest body of water (stream/river/sound/ocean/lake): South End - UT of Mud Creek
North End - Neuse
8. River Basin: South End - Cane 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: Undeveloped forest or pasture land with one single family
House and farm related out buildings
Page, 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used:
Construction of a 104 lot residential subdivision including roads & utilities. Typical 7rat, dinf;
and heavy construction equipment will be utilized.
11. Explain the purpose of the proposed work: Allow utilization of uplands for a residential
housing development
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.
On June 12, 2003 Ms Debbie Edwards visited the site to confirm buffers and streams (see
attached 8/07/03 NBRRO-03-172 (revised) letter) On 6/02/03 Todd TuRwell of USACE visited
the site and verified the wetland delineation and isolated wetlands and ponds.
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.
No additional impacts should be required for this project
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. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must 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.
Page 7 of 12
1. Provide a written description of the proposed impacts: Impacts are required for road
and lot fill Jurisdictional wetland impacts total less than 0.1 acre so no notification is required
for use of Nationwide Permit 39 or its associated 401.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***
1 Fill 0.099 No >100' Headwater forest
2 Fill 0.213 No >400' Isolated
3 Fill 0.041 No >300' Isolated

* List each impact separately and identify temporary impacts. Impacts include, but arc not limited to: mechanized eteanng, grading, nu,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and fooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fenia.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.296 ac isolated
3.861 ac jurisdictional
Total area of wetland impact proposed: 0.099 jurisdictional
0.254 isolated
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, 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.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.Kov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.to ozone.com,
www_nla) uest.com, etc.).
Page 8 of 12
Cumulative impacts (linear distance in feet) to all streams on site: 0'
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.
4 Exempt from 0.078 NA Isolated pond
5 Regulation 0.569 NA Isolated pond

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: till, excavation, oreaging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
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.): see attached stormwater plans by Duane K Stewart &
Associates*
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Stormwater detentional treatment
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.
High quality jurisdictional wetlands in the headwaters of Ellerbe Creek on the north end of the
site were completely avoided (3.76 acres) in addition the developer forfeited the right to build
lots on high mround on the north of the project which eliminated the need to cross high quality
wetlands with a road to access high ground Instead impacts were focused on low quality
isolated (man-made) wetlands See attached 10/01/03 letter from Rhein Interests for more detail.
VIII. Mitigation
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
Page 9 of 12
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 March 9, 2000, 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 NCWRP 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/strmgide.htini.
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.
Jurisdictional wetland impacts fall below the Corps and DWQ thresholds for notification for
NW39 and its associated 401, therefore mitigation is not required. Impacts to isolated and
jurisdictional wetlands combined equals 0.353 acres and is below the 1 acre DWQ
cumulative threshold for mitigation so none is required
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.iic.us/wip/index.hti-n. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): 0
Amount of buffer mitigation requested (square feet): 0
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres): 0
Page 10 of 12
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
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 ?
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.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
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
(square feet Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone I extends out 30 teet perpendicular troin near bank of channel; Gone z extenas an
additional 20 feet from the edge of Zone 1.
Page I l of 12
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XL Stormwater (required by DWQ)
Describe impervious acreage (both 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.
Please see the attached "Level Spreader and Detention Basin Design" by Duane K Stewart &
Associates Durham requires total site impervious surface to be less than 24% therefore a site
specific stormwater plan should not be required by DWQ However Level Spreader and
Stormwater Pond designs are provided
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.
Municipal
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).

App
(Agent's sig
ignaturc Date
only if an authorization letter from the applicant is provided.)
Page 12 of 12

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783 1"=2000' Figure 1 - Location Map
ect 5Date:
/22/03 USGS Topo
American Village
Rhein Interests
Durham, NC
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] - [phone]
Web Page: www.SandEC.com

DURHAM COUNTY, NORTH CAROLINA — SHEET NUMBER 20
Project #:
03.7783
Scale:
1" =1320'
Figure 2 -Location Map
Soil Survey
Project
Mgr.:
Date:
5/22/03
KCM
American Village
Rhein Interests
Durham, NC
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] - [phone]
Web Page: www.SandEC.com

R H E I N
NINTERESTS
October 1, 2003
Mr. Kevin Martin
Soil & Environmental Consultants
11010 Raven Ridge Road
Raleigh, NC 27614
Re: American Village
Dear Kevin:
Per our conversation yesterday regarding impacting the isolated wetlands on the proposed
lots 7, 8, and 9 in American Village, I would like to explain our position concerning this
matter.
The current zoning on the property of R-20 will allow a total of 107 lots to be developed
using the cluster option. The cluster option permits the reduction in lot size that allows
you to minimize the impact of natural features on the site. In lieu of impacting the stream
running along the northern portion of the property with a street crossing to gain access to
the useable property on the north side of the stream, Rhein Interests elected to reduce the
size of the lots so as to avoid impacting this stream and the wetlands associated with it. In
our opinion and I believe you agree, it was more important to preserve this stream in its
entirety than the small pocket of isolated wetlands around the pond. As a result of
avoiding the stream with our design, we gave up three lots that could have been added to
the site plan with a street crossing this stream. In addition we have kept all of our lots
completely out of the buffer and wetlands along this stream.
We feel very strongly that the current plan provides for the best use of the property while
avoiding this stream and maintaining the associated wetlands.
If you have any further questions do not hesitate to call me.
Sincerely,

Gil Squires
Robert C. Rhein Interests, Inc.
Rhein Interests of Raleigh, LLC
4000 Westchase Blvd. • Suite 310 • Raleigh, North Carolina 27607
[phone] 0 FAX [phone]
05/22/2003 16:26 336-288-3993 RICHARD WESTMORELAND PAGE 02/02
Environmental Cons?ultantS5aa6s?
Road , Raleigh, North Clmlina 27614 Pbo., (919)
www.5andEC•com.
AGENT AUTHOMATION FORM
Tanks To Be killed bn B e C t
Address:
Phone:
project Name/Desartption:
Date'
C--l Y\ V

The Department of the Arftty District
U.S. Army Corps of Engineers, Wilmington
P.O. Box 1890
yVt]udngton, NC 28402
Ate:
Field Office:
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern.
N
t_
r_ I

I, the curr*mt owner, hereby designate and authorize SOO & Envirmmental Consultants, PA to
act in my behalf as my agent in the processing of permit applications, to fumisb upon req."" da of
supplemental information in support of applications, etc from this day forward. The _ Y
M?
This notification supersedes any previous correspondence concerning the agent for this project.
NO'TtCB: This authorizAtion, for liability aind professional courtesy reasons, is vapid only for
government officials to enter the property when accompanied by S&16C staff. You should call S&EC
to arrange a site meeting prior to visiting the site.
8ya IM • l??S?r??o? a Jam- ?• P • .-'"`?
Print = O .er's Name ?yOwr?er's Signature
cc: Mr.. John Dorney cc: Mr. Kevin C. Martin
NCDLNR - UWQ Soil. & Environmental Consultants, VA
2321 Crabtree Boulevard
Raleigh, NC 27604.

r}4IetiL Of1"u?: thorn O(Tice:
3817_E Lawndalc nvvc Hicko Office:
622 Coon Mountaitl Lane
5hi11;p court, SldtG C
NC 27455
emnsboro 1`4ylonvillc, NC 28681
Cahcord, NC 28025
Phonc. (704) 72A-9405 ,
Phone: : (33 (336) ) 540-8
Phonz4
Fm [phone]
0t?e [phone]
VAX. [phone]
Name. cs?aa?,
State of North Carolina
Department of Environment
and Natural Resources
Raleigh Regional Office
Michael F. Easley, Governor
William G. (Bill) Ross, Secretary
Division of Water Quality
August 7, 2003
Kevin Martin
Soil & Environmental Consultants, Inc.
11010 Raven Ridge Road
Raleigh, NC 27614
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Subject: Neuse River Basin Buffer Rules
NBRRO 03-172 (revised)
American Village
S&EC #03-7783
Durham, Durham County, NC
Dear Mr. Martin:
This letter will serve as confirmation of the buffer determination made by S&EC at the subject
property referenced by the Raleigh Regional Office as NBRRO 03-172.
On June 12, 2003, I conducted a site visit of features A, B, C, D and E involved in the above
referenced project as identified on the attached figures 1 and 2. It was determined that the features shown
on the Durham County Soil Survey and on the USGS Northwest Durham, NC Quad map could potentially
be subject to protection under the Neuse River Basin: Nutrient Sensitive Waters Management Strategy;
Protection and Maintenance of Existing Riparian Areas, Administrative Code T15A: 0213.0233 (NCAC
.0233). Features A (including pond), C and D are all not subject. Feature B is subject throughout
property. Feature E is in the Cape Fear River Basin, therefore it is not subject.
This letter only addresses the applicability of the Neuse Buffer Rules. For information relevant
to 401 Water Quality Certifications, wetlands and other impacts to "waters of the state", please contact
the Central Office at 733-1786. (Note: if a 401 Water Quality Certification is needed, please be reminded
not to begin your project until the certification has been received.) Thank you for your attention to this
matter and if this office can be of any assistance or if you have additional questions, please do not hesitate
to contact us.
Sincerely,
01)2r,? rcu),30v,-4_,?
Deborah Edwards
Environmental Specialist I
cc: John Dorney/DWQ
Durham County
1628 Mail Service Center, Raleigh, NC 27699-1628 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
05/09/2003 12:39 33G-288-3993 RICHARD WESTMORELAND PAGE 02
,A
**'''• • ?`?''' - Stream Subject to Buffer Rules
• 0 • • • - Feature Not Subject to Buffer Rules
Pink S&EC Flag Denoting Start point
~- RR stream subject to Buffer Rules
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... ANMM?
Duane K.Stewart
& ASSOCIATES, INC.
Letter of Transmittal
? I
To: -64 p From: John Schrum
Company/Dept: ?g f3 W ) W e:A( c? S Via: US Mail Delivery
Date: 1 ik s ® Express E] Pick-up
Project Name: The Landings at American Village Fax # of Pages
Project #: 1154-01.10 Fax #
® For Your Use
0 For Approval
Item:
EJ As Requested F-1 For Review & Comment
Please Reply F? Other:
Date Sets/
Narrative and calculations 7 (I
Drainage map
Design Plana

Comments:
Enclosed is the level spreader design package for the American Village 401 permit application. +-Ir
F 4E-*t the operation and maintenance agreements C- N P c'? ter" C. ? E3 c?) cz `S `,
WETLANDS/ 401 GROUP
cc: NOV () e5 2003
WATER QUALITYSECT10N
Duane K. Stewart & Associates, Inc.
Consulting Engineers
3715 University Drive, Durham NC 27707
[phone] fax [phone]
www.diiso-tsi.com
LEVEL SYK?r11Jtk `j-
( D><TENT/ON 8_451N *j-)
DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : t
Contact Person: To h n r' SttiryM P. E Phone Number: (( 1?191 0 ' 99
Level Spreader ID:.
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
J Q ft. (perpendicular to flow)
51 lb ac. (on-site and off-site drainage to the level spreader)
/.576 ac. (on-site and off-site drainage to the level spreader)
01117- % (6% for forested, leaf littler cover, 8% for thick ground cover)*
Ia.? cis ('C?tENT;onV BAslIv#I'Z ovrc?T STi?v?r?RE)
0,0 cfs o-/NCH PER H009 Pa- N77-1 4
-rMrX Gr20uND 60 CA (thick ground cover or grass, canopied forest with leaf litter
groundcover)
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. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan 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.
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
!!Tr--
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
ALNo structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
L oy,5c S GR6q_PER *a
(A rcNr/ o/V M 51 N #9)
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please
Project Name . _Amo-meAN
the following information):
Contact Person: ohn E SaL.un?, Phone Number.
Level Spreader ID: .
Level Spreader Length 10 ft.
Drainage Area 3 6, 19 ac.
Impervious Area 10.1,9- ac.
Maximum Filter Strip/Buffer Slope 91 %
grass
Max. Discharge from a 10 Year Storm 15010. cfs
Max. Discharge to Level Spreader 0.50 cfs
Filter Strip/Buffer Vegetation -rHIGf 6R0 UND COVER
Pre-treatment or Bypass Method DETEN 1'1 ON
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)"
(per. W)N _'; 01)T1.E`r 5TRve -ruRE)
(f -?NCµ YE,e HOUR 4ETEN -r" D4
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
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. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan 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.
Applicants loitials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
' Pre-Form Scour Holes are on flat slopes only
UL-No structures are located in protected buffers"
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
V No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
" Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
DRY DETENTION BASIN AND LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
DETENTION BASIN AND LEVEL SPREADER #1
AMERICAN VILLAGE
The level spreader system is defined as the dry detention basin, plunge pool velocity dissipater and the level spreader.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the dry detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and
general condition.
b. Check and clear the outlet structure of any obstructions such that system hydraulics is properly maintained.
c. Check the plunge pool velocity dissipater (dry basin outlet) and level spreader for trash and sediment accumulation.
Remove any trash.
d. Check the gravel bed and geotextile liner for sediment accumulation, which would lead to clogging of the
underdrain system. Standing water in the detention basin indicates that the underdrain and/or gravel bed is clogged
with silt. In the event of clogging, the plug valve in the primary outlet structure may be temporarily opened to drain
any standing water. It is then necessary to operate the underdrain cleanouts with a high-pressure hose until any
clogs are dislodged. If standing water remains in the detention basin after cleaning the underdrams and closing the
valve on the primary outlet structure, the gravel bed may be clogged with sediment. It would then be necessary to
remove and wash or replace the gravel in the underdrain. The geotextile liner should also then be replaced if
damaged.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to
maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper
functioning.
4. Remove accumulated sediment from the dry detention basin and plunge pool semi-annually or when six inches of
sediment accumulates in the detention basin or plunge pool (outlet of 4-inch PVC underdrain). Sediment dept may be
measured against the drain pipe discharging into the 4-foot diameter pre-cast manhole riser. If this 6-inch DIP is
completely covered with silt, then sediment should be removed from the basin and properly disposed.
The plunge pool is located at the outlet of the 4-inch PVC underdrain system. The original design depth of the plunge
pool is 1'. Sediment should be removed from the plunge pool when the measured depth is 0.5' or less.
Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not
adversely impact water quality (i.e. stockpiling near a basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading
and not readily penetrate into accumulated sediments.
5. Inspect level spreader every six months. Remove any accumulated sediment or debris and return level spreader to
design grades (1/2' deep with 3:1 side slopes). Inspect concrete lip of level spreader for damage and to ensure entire lip
of level spreader remains level. Repair any portion of damaged concrete lip. Any portion of level spreader found that is
no longer level should be repaired to a level condition.
6. Inspect area downstream of level spreader for erosion. Repair and replant any erosive or barren areas.
7. All components of the dry detention basin system and level spreader shall be maintained in good working order.
Page 1 of 2
I acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or
responsible party.
Print name: Richard Westmoreland
Title: Vice President
Address: Robert C Rhein Interests Inc 4000 West Chase Boulevard Raleigh North Carolina 27607
Signature: M -w(ew,
Date: / O - /&P • O 1?7
p
I, 04.,? ldt4' do- ag, a Notary Public for the State of 0" ?" zounty of
do hereby certify that D/G 0 e onally appeared
before me this/ day of /5 , f zr/V3, and acknowledge the due execution of the forgoing wet
[wetland] detention basin maintenance requirements. Witness my hand and official seal,
ern NOTARY PUBUG
WAKE COUNTY
STATE OF NORTH CAROl1NA
MARY ANN WEAVER
a? s MY APPOINTMENT EXPIRES OCT. 25, 2007
SEAL
My commission expires (Jd74 Z Z DD
Page 2 of 2
DRY DETENTION BASIN AND LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
DETENTION BASIN AND LEVEL SPREADER 92
AMERICAN VILLAGE
The level spreader system is defined as the dry detention basin, plunge pool velocity dissipater and the level spreader.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the dry detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and
- general condition.
b. Check and clear the outlet structure of any obstructions such that system hydraulics is properly maintained.
c. Check the plunge pool velocity dissipater (dry basin outlet) and level spreader for trash and sediment accumulation.
Remove any trash.
d. Check the gravel bed and geotextile liner for sediment accumulation, which would lead to clogging of the
underdrain system. Standing water in the detention basin indicates that the underdrain and/or gravel bed is clogged
with silt. In the event of clogging, the plug valve in the primary outlet structure may be temporarily opened to drain
any standing water. It is then necessary to operate the underdrain cleanouts with a high-pressure hose until any
clogs are dislodged. If standing water remains in the detention basin after cleaning the underdrains and closing the
valve on the primary outlet structure, the gravel bed may be clogged with sediment. It would then be necessary to
remove and wash or replace the gravel in the underdrain. The geotextile liner should also then be replaced if
damaged.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to
maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper
functioning.
4. Remove accumulated sediment from the dry detention basin and plunge pool semi-annually or when six inches of
sediment accumulates in the detention basin or plunge pool (outlet of 6-inch PVC underdrain). Sediment dept may be
measured against the drain pipe discharging into the 6-foot diameter pre-cast manhole riser. If this 6-inch DIP is
completely covered with silt, then sediment should be removed from the basin and properly disposed.
The plunge pool is located at the outlet of the 6-inch PVC underdrain system. The original design depth of the plunge
pool is 1'. Sediment should be removed from the plunge pool when the measured depth is 0.5' or less.
Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not
adversely impact water quality (i.e. stockpiling near a basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading
and not readily penetrate into accumulated sediments.
5. Inspect level spreader every six months. Remove any accumulated sediment or debris and return level spreader to
design grades (1/2' deep with 3:1 side slopes). Inspect concrete lip of level spreader for damage and to ensure entire lip
of level spreader remains level. Repair any portion of damaged concrete lip. Any portion of level spreader found that is
no longer level should be repaired to a level condition.
6. Inspect area downstream of level spreader for erosion. Repair and replant any erosive or barren areas.
7. All components of the dry detention basin system and level spreader shall be maintained in good working order.
Page 1 of 2
I acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or
responsible party.
Print name: Richard Westmoreland
Title: Vice President
Address: Robert C. Rhein Interests. Inc. 4000 West Chase Boulevard Raleigh North Carolina 2760
Phone: [phone]
Date: 1'0 - ? fo - o
a Notary Public for the State ov?Z 4 Ovwlly ? County of
do hereby certify thatrsonally appeared
before me this/ day of 4?5L7e ZW- and acknowledge the due execution of the forgoing wet
[wetland] detention basin maintenance requirements. Witness my hand and official seal,
.suao NOTARYPUBUC
pT _ WANE COUNTY
S FATE OF NORTH CAROUNA
MARY ANN WEAVER
o s• MY APPOINTMENT EXPIRES OCT. 25, 2007
SEAL
My commission expires r? f Z -s --2--r0
Page 2 of 2
x
Triage Check List
Date: Project Name:
DWQ#: „ e)3 /j Z
County:
To: ? ARO Mike Parker ?' WaRO Tom Steffens
? FRO Ken Averitte ? WiRO Noelle Lutheran
? MRO Alan Johnson ? WSRO Daryl Lamb
RRO Steve Mitchell
From: ? J Telephone : (919) >/ - 311?62
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
? Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
5K_Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments : 'ID, 54? 4/4,
Duane K. Stewart
& ASSOCIATES, INC.
031;9''
CONSULTING
ENGINEERS
Civil • Sanilaiy
I:nvh"nmenlal
Planning • De;lgn
SM vcy
WET(ANDS / 401 GROUP
NO V r 4 2003
WATER QUALITY SECTION
American Village (Cumberland Dr.) Subdivision
REVISED DETENTION BASIN AND LEVEL SPREADER DESIGN
DWQ Project #: 031391
Duane K. Stewart Job #: 1154-01.10

IWI/IIIti1111H61t??, I1I/q/z 005
Site Location
Off Cumberland Drive
(in American Village)
Durham, N.C.
Prepared By
Duane K. Stewart & Associates, Inc.
3715 University Drive
Durham, NC 27707
Engineer
John E. Schrum, P.E.
DATE: October 13, 2003
Revised: November 14, 2003
3715 University Drive
Durham, NC 27707
1 [phone]
fax [phone]
e-mail: [e-mail]
www.dksa-tsi.com
AMERICAN VILLAGE
DETENTION BASIN AND LEVEL SPREADER DESIGN
General Description
American Village is a proposed 63.36-acre single-family housing development. The
entrance to the project is located off American Drive just north of its intersection with
Talcott Drive. The project is to include the proposed single-family homes and supporting
streets and utilities. This narrative, design calculations, and construction plans address
revisions to the level spreader and detention basin design based upon suggestions from
The Wetlands Unit Staff of the North Carolina Division of Water Quality.
Certain changes have been made to the detention basins and level spreaders in this
revision. The underdrain (level spreader) outlet and primary outlet structure have been
physically separated in each detention basin. This will ensure that the level spreader
outlet is hydraulically separate from the primary outlet structure as required by NC DWQ
in circumstances where "water quality" storms discharge through the level spreader
systems while larger return period storm events bypass the level spreaders into velocity
dissipaters.
Design of the levels spreader has been modified. The design flow through Level
Spreader #1 is now the peak flow resulting from runoff generated by the 1-year rainfall
event. The peak discharge from Detention Basin #1 resulting from the runoff generated
by the 1-year rainfall event is 0.75 cfs. The resulting required length of the level spreader
remains 10-feet. Level Spreader #2 carries the entire peak flow resulting from the l -inch
rainfall runoff and it carries a portion of the peak flow resulting from the 1-year storm
event. The runoff resulting from the 1-year storm event does slightly overtop the primary
spillway riser. A peak flow of 1.98 cfs passes through the detention basin underdrain
system in the runoff generated by the 1-year rainfall event. This flow rate is 1.98 cfs and
the resulting required length of the level spreader is 25.74-feet. The actual design length
of the level spreader is 30-feet.
Detention Basin Design
Both of the proposed detention basins will operate as retention basins for smaller storm
events. Detention Basin #2 will contain a 1-foot deep gravel layer with 6-inch diameter
perforated PVC underdrains. A 6-inch diameter non-perforated PVC pipe will carry the
discharge from these underdrains. Runoff from storm events that do not overtop the
primary outlet structure riser will percolate through the gravel layer and the perforated
pipes before discharging through the 6-inch PVC into a plunge pool, and, subsequently,
through Level Spreader #2. Detention Basin #2 will detain the runoff resulting from the
1-Year rainfall event in this manner. The majority of runoff resulting from storms of this
magnitude will therefore percolate through the gravel underdrain, and, therefore, the level
spreader system.
The gravel layer and perforated PVC pipes are to be wrapped in a geotextile fabric to
minimize the migration of fine particles through the system. Some TSS removal should
therefore be accomplished, though the TSS removal rate can not be predicted and no TSS
removal credit is requested or necessary.
The primary outlet structure will be a 6-foot diameter pre-cast manhole riser and a 48-
inch diameter Reinforced Concrete Barrel. This outlet structure will carry the runoff
from the 2- and 10-year storm events and greater. The crest elevation of the riser is
480.70 feet. The emergency spillway for the basin is a 60-foot wide broadcrested weir
with an elevation of 482.40-feet. This emergency spillway will be lined with Synthetic
Industry's `Pyramat' in order to maintain the stability of the spillway and berm in the
event that the spillway is overtopped.
The interior of the basin contains 2:1 side slopes to the invert. This is in order to prevent
the necessity of grading into the adjacent Neuse Buffer. Stabilization of these banks will
be accomplished using Synthetic Industry's Permanent Reinforcement Mat 450 or
approved equal.
The basin detains the peak flow resulting from the 1-year storm event to pre-development
levels across the buffer at the point of discharge. The basin works in concert with
Detention Basin 91 to detain the peak flow resulting from the 2- and 10-year storm events
below that of pre-development. Detention Basin #2 passes runoff resulting from the 100-
year rainfall event with greater than 0.5-feet of freeboard to the top-of-berm. The
Summary of Results details the pre- and post-development flow rates and the routing of
the detention basins.
Detention Basin and Level Spreader #1
Detention basin #1 drains 5.16 acres total. It contains a gravel bed lined as described
above that is lined with a geotextile fabric. Stormwater from smaller return period storm
events will discharge through the gravel bed and a 4-inch diameter PVC underdrain
system. It will then discharge into a plunge pool and velocity dissipater. The velocity
dissipater will have a 4-inch by 4-inch concrete lip to provide sheet flow through the
adjacent Neuse buffer.
Larger return period storm events will discharge through the primary outlet structure.
This outlet structure is a 4-foot diameter pre-cast manhole riser with a 15-inch diameter
RCP barrel. A velocity dissipater is to be located at the outlet of the 15-icch diameter
barrel. A 50-foot long broadcrested weir is to serve as the emergency spillway. This
spillway will aid in passing the peak flow resulting from the 100-year storm event and
will be lined with Synthetic Industries `Pyramat' (or approved equal) geotextile liner.
This basin will detain the peak flow resulting from the 1-, 2- and 10-year storm events.
Peak flow in the pre-development condition for the 2- and 10-year storm event is a
measure of the overall stream watershed as it discharges across the property line of the
project. The overall drainage area to this point is 147.22-acres in the pre-development
condition and 155.85-acres in the post-development condition. Some area is being
diverted to this basin from other portions of the property to eliminate the potential for
downstream drainage problems resulting from the increase in impervious area.
The runoff from the 1-year storm event is measured from the pre- to post-development
condition as it discharges across the adjacent Neuse buffer. The peak flow resulting from
the 1-year storm event is detained such that it will discharge through the gravel bed and
then the 4-inch PVC pipe underdrain. The peak discharge through this system in the 1-
year storm event will be 0.70 cfs.
The level spreader design is based upon the 1-inch per hour storm. The peak flow from
the detention basin resulting from the 1-inch per hour storm is 0.0 cfs. The level spreader
will therefore be the minimum 10-feet per NC DWQ design guidelines. This level
spreader will be preceded by a 1-foot deep plunge pool. This plunge pool will lessen the
sediment load on the level spreader and ease erosive flows thereby increasing the design
life and effectiveness of the level spreader.
Detention Basin and Level Spreader #2
Detention Basin #2 drains 29.20-acres total. It also contains a gravel bed lined with a
geotextile fabric. The gravel bed is drained with 6-inch perforated PVC pipe
underdrains. As in Detention Basin #l, flows from smaller return period storm events
will discharge through the gravel layer and 6-inch PVC underdrain into a plunge pool
followed by a velocity dissipater.
The entire runoff from the 1-inch rainfall event is stored in the detention basin and will be
released through the under drain system. The majority of the runoff resulting from the 1-
year rainfall event drains through the gravel bed and 6-inch PVC underdrain system.
This storm event overtops the primary outlet structure riser by only 0.10-feet. The level
spreader is sized based upon the peak discharge resulting from the runoff generated by
the 1-year storm event. This peak runoff is 1.98 cfs. The required level spreader length
is therefore 25.7-feet and the design length provided is 30-feet.
The primary outlet structure of Detention Basin #2 is a 6-foot diameter pre-cast manhole
riser and 28 linear feet 36-inch diameter RCP barrel. This outlet structure passes the peak
flow of the 1-, 2- and 10-year storm events.
A 60-foot long broadcrested weir emergency spillway is located in the berm to pass
larger return period storm events. The broadcrested weir passes the peak flow resulting
from the 100-year storm event without overtopping the berm. The spillway is to be lined
with Synthetic Industries `Pyramat' (or approved equal) geotextile liner to prevent
erosion when water accesses the emergency spillway.
Methodology
¦ Rainfall is from NOAA Hydro-35 and US Department of Commerce TP-40 for
the Raleigh-Durham region. A table of rainfall inputs is included with this report.
¦ Time of concentration is based upon the SCS TR55 segmental approach.
¦ Flow calculations for each storm event are conducted using HEC-HMS Version
2.2.2. Rainfall used to determine flow rates for the 1-, 2-, 10-, and 100-year stone
events are based upon SCS `Frequency' storms using the rainfall inputs from
NOAA Hydro-35 and TP-40 as described above. Flow rates are calculated using
the SCS Method.
¦ Routing of the detention basins is also conducted using HEC-HMS Version 2.2.2.
A stage-storage rating curve is generated using the `average-end-area' method to
generate an equation in the form of S = K,zb where S is the storage volume (ft), z
is the water surface elevation, and KS and b are multipliers based upon a `power'
fit in Microsoft Excel. A stage-discharge curve is generated using widely
accepted empirical equations for discharge. Flow from the primary outlet
structure is based upon the least (controlling) flow from each potential type of
flow including riser as weir, riser as orifice, barrel under headwater control and
barrel under tailwater control. The riser as weir equation is:
Q = C,LH3/2
where Q is the flowrate (cfs)
CW is the weir coefficient (3.0 for broadcrested weir)
L is the length of the weir (Circumference of riser, 70pip, ft)
H is the difference between the current water surface elevation and
the crest of the riser (ft).
The riser as orifice equation is:
Q = CdA(2gH)"'
where Q is the flowrate (cfs)
C
where Q is the flowrate (cfs)
Cd is the coefficient of discharge (0.59)
A is the surface area of the riser opening ((a/4)(D/12)2, ft2)
g is the acceleration due to gravity (32.2 ft/sec2)
and H is the difference between the current water surface elevation and
the crest of the riser (ft).
The barrel headwater control equation is broken into two steps. For a water
surface elevation that is above the invert of the barrel but below the crown of the
pipe, the equation is:
Q = 0.372CdDpipeH312
where Q is the flowrate (cfs)
Cd is the coefficient of discharge
Dp;pe is the diameter of the barrel (inches)
H is the difference between the current water surface elevation and
the upstream invert of the barrel (ft).
The second step of the barrel headwater control (orifice) equation begins at the
crown of the pipe. The equation for flow then becomes:
Q = 0.0437CdD2(Z - (D/24) - Zi)1/2
where Q is the flowrate (cfs)
Cd is the coefficient of discharge
D is the pipe diameter (inches)
Z is the current water surface elevation (ft)
and Zi is the starting water surface elevation (ft).
The equation for tailwater control is based upon the energy equation:
Q = square root (((D4/522)(Z - Zb))/(((5096Ln2)/D'.3) + Ke))
where Q is the flowrate (cfs)
D is the pipe diameter (inches)
Z is the current water surface elevation (ft)
Zb is the downstream water surface elevation (ft)
L is the length of pipe (ft)
n is the Manning's `n' value of the pipe
and Ke is the aggregate loss coefficient.
The smallest calculated flow rate of the four above options is the controlling flow,
and the one that is reported in the stage-discharge function. This flow is added to
the weir flow, if the weir exists and has been activated. The equation for weir
flow is:
Q = CWLH3/2
where Q is the flow (cfs)
CW is the weir coefficient (assumed to be 3.0 for broadcrested weir)
L is the length of the weir
and H is the water surface elevation above the crest of the weir.
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DE-r6N-r1a M 3 AS )IJ #I-
Project No. DWQ 0 3 3 9)
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan 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
PROJECT INFORMATION (please complete the following information):
Project Name: i4ZEB'v
Contact Person: 9-ou0 c Cra.Pr e0 6. Phone Number: D -
For projects with multiple basins, specify which basin this worksheet applies to:- BAST W *'a.
Drainage Areal. 16 acres Percent Impervious Area: 30 %
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
NA capture runoff from 1 inch storm and draw down over a period of 2 to 5 days. p L?
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain D
AIA The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
.091 A small permanent pool at outlet orifice is provided to reduce clogging.
An emergency drain to completely empty the basin is provided.
UU4L Vegetation plan prepared is specified on plans.
Basin to be stabilized within 14 days of construction is specified.
AIA Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85%TSS removal efficiency is provided.
Access for clean-out and maintenance is provided.
X h Inlet plunge pool or other energy dissipation is provided.
a'/>} Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
The 0&M agreement is signed by the responsible party and notarized.
Leva SM-IttlLf-R 4 1
DWQ Project No. 0 3) 3 9 l
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT II'
Project Name :
Contact Person:
Level Spreader ID:
,TION (please complete the following information):
T? yu S OHAVM E. E Phone Number:
Level Spreader Length 10 ft.
Drainage Area 5.16 ac.
Impervious Area 1.56 ac.
Maximum Filter Ship/Buffer Slope 1.20 %
grass
Max. Discharge from a 10 Year Storm 11.510 cfs
Max. Discharge to Level Spreader O ,35 cfs
Filter Strip/Buffer Vegetation -rMltx Gtirrp C it
Pre-treatment or Bypass Method DRY DETENTION
REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6%for forested, leaf littler cover, 8%for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
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. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan 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.
Applicants Initials
Itu Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
WIt No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Art Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
p F-trNTl00 5VO
Project No. DWQ 0 13 41
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan 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
PROJECT INFORMATION (please complete the following information):
Project Name : 14 r 6R I C
Contact Person: ?. &4W 6, S
Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:_ BSS IN $
Drainage Areauacres Percent Impervious Area:/o
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 explanaBon of why.
Applicants Initials
QI Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain / -yR, o?yDIIR
AIA The basin length to width ratio is greater than 3:1.
NA The basin side slopes are no steeper than 3:1.
A small permanent pool at outlet orifice is provided to reduce clogging.
lfp't An emergency drain to completely empty the basin is provided.
Vegetation plan prepared is specified on plans.
I NJ- Basin to be stabilized within 14 days of construction is specified.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85°x6 TSS removal efficiency is provided.
Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
The O&M agreement is signed by the responsible party and notarized.
Lrvel' Spftlw -tE
DWQ Project No. Q-Y/ P
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: TntL . s ??Rv?+,. P. ?. Phone Number: ?jg
Level Spreader ID: .
Level Spreader Length _ 30 ft.
- (perpendicular to flow)
Drainage Area ac.
rQ (on-site and off-site drainage to the level spreader)
Impervious Area 10.19 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 9 . DO % (6%for forested, leaf littler cover, 8%for thick ground cover
grass
Max. Discharge from a 10 Year Storm /S cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation i VeA (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method DRV PE
II. REQUIRED ITEMS CHECKLIST
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. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan 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.
APDlicanti Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.

' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
HYDROLOGY DATA INPUTS
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DESIGN

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Neuse Flow Calculations - HEC-HMS Inputs
pre-Development Flow )"puts
L Hydrologic Soil Groups and SCS Curve Numbers

Soil Abbreviation
Soil Type Hydrologic Soil
Group
ApB Appling B
HeB lielena C
IrB Iredell D
Wn Wehadkee D
H. Corresponding SCS Curve Numbers

John E. Schrum, P.E.
9/16/2003
Cover Condition B v vV C D Comment
Impervious 98 98 98
O n 61 74 80 Assume good condition.
Wooded 55 70 77 Assume good condition.
III. Pre-Development HEC-HMS Inputs
Basin #1:
HSG 'C' Area HSG 'D' Area
Cover Condition (Acres] (Acresi
Onsite Impervious 0.00 0.00
Onsite Open 0.00 0.00
Onsite Wooded 5.81 4.45
Offsite Impervious 0.00 0.00
Offsite Open 0.00 0.00
Offsite Wooded 6.50 5.49
Total I L-51 Y.71t
Total Area = 22.25 Acres
= 0.0348 sq. miles
Composite SCS Curve Number = 73
Time of Concentration = 23.31 minutes
SCS Lag = 13.99 minutes
Duane K. Stewart and Associates, Inc.
Neuse Flow Calculations - IIECAIMS Inputs
Pre-Development flow Inputs
Basin #2:
HSG 'C' Area HSG 'D' Area
Cover Condition [Acres] (Acres]
Onsite Impervious 0.00 0.00
Onsite Open 0.00 0.00
Onsite Wooded 11.88 0.77
Offsite Impervious 0.00 0.00
Offsite Open 0.00 0.00
Offsite Wooded 0.00 0.00
Total 11.55
Total Area = 12.65 Acres
= 0.0198 sq. miles
Composite SCS Curve Number = 70
Time of Concentration = 11.77 minutes
SCS Lag = 7.06 minutes
Basin #3:
John E. Schrum, P.E.
9/16/2003
HSG 'B' Area HSG 'C' Area HSG 'D' Area
Cover Condition [Acres] [Acres] [Acres]
Onsite Impervious 0.09 0.00 0.00
.
Onsite Open 2.43 4.02 039
Onsite Wooded 0.11 1.74 0.12
Offsite Impervious 0.00 0.00 0.00
Offsite Open 0.00 0.00 0.00
Offsite Wooded 0.00 0.00 0.00
Total LAO ?•?? ° ?•
Total Area = 8.90 Acres
= 0.0139 sq. miles
Composite SCS Curve Number = 70
Time of Concentration = 7.05 minutes
SCS Lag = 4.23 minutes
Duane K. Stewart and Associates, Inc.
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 1-YEAR PRE
Start of Run 25Aug03 1200
End of Run 26Aug03 1200
Execution Time 16Sep03 1748
Hydrologic
Element
ON-SITE, N1
ON-SITE, N2
ON-SITE, N3
Junction-1
Basin Model : PRE - NEUSE
Met. Model : 1-Year
control Specs : 1 minute dT
Discharge Time of Volume Drainage
Peak Peak (ac Area
(cfs) ft) (sq mi)
18.586 26 Aug 03 0008 1.5798 0.035
11.714 26 Aug 03 0002 0.75130 0.020
9.4413 25 Aug 03 2359 0.52825 0.014
34.494 26 Aug 03 0003 2.8593 0.068
Mtention Basin Design - I IEC-HMS Inputs
Pre-Development Overall - DP Ili
L Hydrologic Soil Groups and .SCS Curve Numbers

Soil Abbreviation
Soil Type Hydrologic Soil
Group
ApB Appling B
HeB Helena C
IrB Iredell D
Wn Wehadkee D
H. Corresponding SCS Curve Numbers
C!`C f urvn Numhpr
John E. Schrum, P.E.
10/10/2003
Cover Condition B C D Comment
Impervious 98 98 98
Open 61 74 80 Assume good condition.
Wooded 55 70 77 Assume good condition.
III. Pre-Development IIEC-HMS Inputs
Overall Drainage Point #1
Cover HSG'B' Area HSG'C' Area HSG'D' Area
Condition [Acres] [Acres] [Acres]
Onsite Impervious 0.00 0.00 0.00
Onsite Open 2.61 7.40 1.32
Onsite Wooded 0.00 16.78 10.93
Mite Impervious 0.00 0.00 0.00
Mite Open 0.00 0.00 0.00
OIl'site Wooded 0.00 80.92 27.26
Total 2.61 1u?.1u .3y.11
Total Area = 147.22 Acres
= 0.2300 sq. miles
Composite SCS Curve Number = 72
Time of Concentration = 63.88 minutes
SCS Lag = 38.328 minutes
Duane K Stewart and Associates, Inc.
HMS * Summary of Results for PRE-DEV, WS #1
Project : AMERICAN VILLAGE Run Name : 2-Year Pre
Start of Run s 25Aug03 1200 Basin Model : PRE-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 2-Year Freq
Execution Time : 280ct03 0848 Control Specs : 1 minute dT
Computed Results
Peak Discharge : 91.375 (cfs) Date/Time of Peak Discharge : 26 Aug 03 0045
Total Precipitation : 3.60 (in) Total Direct Runoff : 1.17 (in)
Total Loss : 2.41 (in) Total Baseflow : 0.00 (in)
Total Excess : 1.19 (in) Total Discharge : 1.17 (in)
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 10-Yr Pre Freq
Start of Run : 05Apr03 1200 Basin Model PRE-DEVELOPMENT
End of Run : 06Apr03 1200 Met. Model 10-Year Freq. Storm
Execution Time : 30Sep03 1445 Control Specs 10-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
PRE-DEV, WS #1 175.46 06 Apr 03 0050 30.171 0.230
Detention Basin Design - IIGC-IIMS Inputs
Post-Development Plow Inputs
I. Hydrologic Soil Groups and SCS Curve Numbers
Soil
Abbreviation
Soil Type Hydrologic Soil
Group
ApB Appling B
HeB Helena C
IrB Iredell D
Wn Wehadkce D
R. Corresponding SC.S Curve Nuntbers
fiCq Viirvj- Nnmhrr
John G. Schrum, P.E.
10/27/2003
Cover Condition B C D Comment
Impervious 98 98 98
Open 61 74 80 Assume good condition.
Wooded 55 70 77 Assume good condition.
IIL Post-Development HEGHMS Inputs
Basin #3 To Detention Basin #1:
1iSG 'B' Area HSG 'C' Area HSG 'D' Area
Cover Condition [Acres] [Acres] [Acres]
Onsite Impervious 1.56 0.00 0.00
Onsite Open 2.20 1.40 0.00
Onsite Wooded 0.00 0.00 0.00
Offsite Impervious 0.00 0.00 0.00
Offsite Open 0.00 0.00 0.00
Mite Wooded 0.00 0.00 0.00
Total
Total Area =
Composite SCS Curve Number =
Time of Concentration =
SCS Lag =
3.76 1.40
5.16 Acres
0.0081 sq. miles
76
5.00 minutes (Assume min T,)
3.00 minutes
U.UU
Duane K Stewart and Associates, Inc.
Detention Basin Design - HEC-HMS Inputs
Post-Development Flow Inputs
Basin #3 To Detention Basin #2:
John E. Schrum, P.E.
10/27/2003
HSG 'B' Area MSG 'C' Area HSG 'D' Area
Cover Condition [Acres] [Acres] [Acres]
Onsite Impervious 0.00 8.36 1.76
Onsite Open 0.00 14.35 4.73
Onsite Wooded 0.00 0.00 0.00
Offsite Impervious 0.00 0.00 0.00
Mite Open 0.00 0.00 0.00
Offsite Wooded 0.00 0.00 0.00
Total 0.00 LL. /I
Total Area = 29.20 Acres
= 0.0456 sq. miles
Composite SCS Curve Number = 83
u.4y
Time of Concentration = 5.00 minutes (Assume minimum T,)
SCS Lag = 3.00 minutes
Post-development Overall Drainage Point #1 Basin Bypass
Cover IISG 'B' Area HSG 'C' Area HSG 'D' Arca
Condition [Acres] [Acres] [Acres]
Onsite Impervious 0.00 1.06 0.18
Onsite Open 0.00 2.80 1.02
Onsile Wooded 0.00 6.87 4.37
Offsite Impervious 0.00 0.00 0.00
Offsite Open 0.00 0.00 0.00
Offsite Wooded 0.00 86.22 18.97
Total 0.00 ??•» L4.34
Total Area = 121.49 Acres
= 0.1898 sq. miles
Composite SCS Curve Number = 72
Time of Concentration = 63.88 minutes
SCS Lag = 38.328 minutes
Duane IC. Stewart and Associates, Inc.
Stage-Storage Basin 41 John Y. Schrum, P.E.
10/6/2003
Dry Basin
Stage-Storage Function
...................... ............. ,,. .... .._.... ......
Average Incremental ... ....... ..............
Accumulated ............ ........ ........
Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
M w (feet) M,M (feet) (Sr-),. (Sf,)., w (C F), (C F) - w feet), ..?
474:0 0.0 1902
0
476 2.0 3595 2749 5497 5497 J EEE22
.
478
0 4.0 5783 4689 9378 14875 3.90
.
480.0 6.0 8450 7117 14233 29108 6.09
Storage vs. Stage
35000 - _. ------- .-------- _.------
30000-
25000- Y = 1906.2x' 5M
0 RZ = 0.9985
V 20000
O1
15
O N
10000
5000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
a 1406.2
b a LS98S
Duane K Stewart and Associates, Inc.
Detention Design Rating Curve - Basin # 1
Dry Detention Basin
Outlet Stucture Information
Riser Diameter = 4.0 ft
Riser Crest Elevation = 477.8 ft
Barrel Diameter = 15 inches
Barrel Invert Elev = 474.0 ft
Barrel Manning's'n' = 0.013
Barrel Length = 42 ft
Cd = 0.59
Riser Weir Coefficient = 3.0
Tailwater Elevation = 475.0 ft
K. = 1.5
4-inch Diameter Orifice
Orifice Size = 4 inches
Orifice Elevation = 474 ft
Weir Information
Length = 50.0
Elevation = 479.50
Weir Coefficient = 3.0
Stale-Storage Information
K, = 1906.2
b= 1.5085
Starting WSE = 474.0
John E. Schrum, P.L.
Created: 08-12-2003
Revised: 11/13/2003

Elevation
Storage Total
Outflow Riser as
Weir Riser as
Orifice Barrel
Orifice Barrel
Tailwater
Orifice
Weir
IN [acre-feet] [cfs] [cfs] [cfsJ [cfs] [cfs] [cfs] [cfs]
474.00 0.000 0.00 0.0 0.0 0.0 0.0 0.00 0.0
474.10 0.001 0.03 0.0 0.0 0.0 0.0 0.03 0.0
474.20 0.004 0.08 0.0 0.0 0.0 0.0 0.08 0.0
474.30 0.007 0.14 0.0 0.0 0.0 0.0 0.14 0.0
474.40 0.011 0.20 0.0 0.0 0.0 0.0 0.20 0.0
474.50 0.015 0.24 0.0 0.0 0.0 0.0 0.24 0.0
474.60 0.020 0.27 0.0 0.0 0.0 0.0 0.27 0.0
474.70 0.026 0.30 0.0 0.0 0.0 0.0 0.30 0.0
474.80 0.031 0.33 0.0 0.0 0.0 0.0 0.33 0.0
474.90 0.037 0.35 0.0 0.0 0.0 0.0 0.35 0.0
475.00 0.044 0.38 0.0 0.0 0.0 0.0 0.38 0.0
475.10 0.051 0.40 0.0 0.0 0.0 0.0 0.40 0.0
475.20 0.058 0.42 0.0 0.0 0.0 0.0 0.42 0.0
475.30 0.065 0.44 0.0 0.0 0.0 0.0 0.44 0.0
475.40 0.073 0.46 0.0 0.0 0.0 0.0 0.46 0.0
475.50 0.081 0.48 0.0 0.0 0.0 0.0 0.48 0.0
475.60 0.089 0.49 0.0 0.0 0.0 0.0 0.49 0.0
475.70 0.097 0.51 0.0 0.0 0.0 0.0 0.51 0.0
475.80 0.106 0.53 0.0 0.0 0.0 0.0 0.53 0.0
475.90 0.115 0.54 0.0 0.0 0.0 0.0 0.54 0.0
476.00 0.125 0.56 0.0 0.0 0.0 0.0 0.56 0.0
Duane K Stuart and Associates
Detention Design Rating Curve - Basin # I
Dry Detention Basin
John B. Schru n, P.L.
Created: 08-12-2003
Revised: 11/13/2003
476.10 0.134 0.57 0.0 0.0 0.0 0.0 0.57 0.0
476.20 0.144 0.59 0.0 0.0 0.0 0.0 0.59 0.0
476.30 0.154 0.60 0.0 0.0 0.0 0.0 0.60 0.0
476.40 0.164 0.62 0.0 0.0 0.0 0.0 0.62 0.0
476.50 0.174 0.63 0.0 0.0 0.0 0.0 0.63 0.0
476.60 0.185 0.64 0.0 0.0 0.0 0.0 0.64 0.0
476.70 0.196 0.66 0.0 0.0 0.0 0.0 0.66 0.0
476.80 0.207 0.67 0.0 0.0 0.0 0.0 0.67 0.0
476.90 0.218 0.68 0.0 0.0 0.0 0.0 0.68 0.0
477.00 0.230 0.69 0.0 0.0 0.0 0.0 0.69 0.0
477.10 0.241 0.71 0.0 0.0 0.0 0.0 0.71 0.0
477.20 0.253 0.72 0.0 0.0 0.0 0.0 0.72 0.0
477.30 0.265 0.73 0.0 0.0 0.0 0.0 0.73 0.0
477.40 0.277 0.74 0.0 0.0 0.0 0.0 0.74 0.0
477.50 0.290 0.75 0.0 0.0 0.0 0.0 0.75 0.0
477.60 0.302 0.76 0.0 0.0 0.0 0.0 0.76 0.0
477.70 0.315 0.78 0.0 0.0 0.0 0.0 0.78 0.0
477.80 0.328 0.79 0.0 0.0 10.3 10.5 0.79 0.0
477.90 0.341 1.99 1.2 18.8 10.5 10.6 0.80 0.0
478.00 0.354 4.18 3.4 26.6 10.7 10.8 0.81 0.0
478.10 0.368 7.01 6.2 32.6 10.8 11.0 0.82 0.0
478.20 0.381 10.37 9.5 37.6 11.0 11.2 0.83 0.0
478.30 0.395 11.12 13.3 42.1 11.1 11.3 0.84 0.0
478.40 0.409 11.27 17.5 46.1 11.3 11.5 0.85 0.0
478.50 0.423 11.42 22.1 49.8 11.4 11.7 0.86 0.0
478.60 0.437 11.57 27.0 53.2 11.6 11.8 0.87 0.0
478.70 0.452 11.71 32.2 56.4 11.7 12.0 0.88 0.0
478.80 0.466 11.85 37.7 59.5 11.9 12.2 0.89 0.0
478.90 0.481 11.99 43.5 62.4 12.0 12.3 090 0.0
479.00 0.496 12.13 49.6 65.2 12.1 12.5 0.91 0.0
479.10 0.511 12.27 55.9 67.8 12.3 12.6 0.92 0.0
479.20 0.526 12.41 62.4 70.4 12.4 12.8 0.93 0.0
479.30 0.542 12.54 69.3 72.9 12.5 13.0 0.93 0.0
479.40 0.557 12.68 76.3 75.3 12.7 13.1 0.94 0.0
479.50 0.573 12.81 83.6 77.6 12.8 13.2 0.95 0.0
479.60 0.588 17.68 91.0 79.8 12.9 13.4 0.96 4.7
479.70 0.604 26.49 98.7 82.0 13.1 13.5 0.97 13.4
479.80 0.620 37.84 106.6 84.1 13.2 13.7 0.98 24.6
479.90 0.637 51.27 114.7 86.2 13.3 13.8 0.99 37.9
480.00 0.653 66.48 123.0 88.3 13.4 14.0 1.00 53.0
480.10 0.670 83.29 131.5 90.2 13.6 14.1 1.00 69.7
480.20 0.686 101.55 140.2 92.2 13.7 14.2 1.01 87.8
480.30 0.703 121.15 149.0 94.1 13.8 14.4 1.02 107.3
480.40 0.720 142.01 158.0 95.9 13.9 14.5 1.03 128.1
Duane K Stuart and Associates
Antiseep - Detention Basin 01
Detention Basin # 1
Anti-Seen Collar Design Shcet
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 =>
John E. Schrum, P.E.
11/14/2003

Flow Length
Min.
Cale'd #
Mai. ........................
# of ..........................
Use
Pond along barrel Projection of collars Spacing c4l)Aps to Spacing Spacing
ID (feet) (feet) required (feet) use fee OK?
Basin 41 50.0 190 1.97 25 2.00 16.666667 YES
Note : If spacing to use is greater than lite maximum spacing, add collars until the
spacing to use is equal to or less than the maxintunt spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dants
unless an approved drainage diaphragm is present at the downstream end of lire barrel.
Duane K. Stewart and Associates, Inc.
Cone riser anti-flotation - Detention Basin #1
Basin #I
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole = 4.0 feet
Wall thickness of manhole = 5.0 inches
Base thickness of manhole = 6.0 inches
Base diameter of manhole = 4.8 feet
Inside height of Manhole = 4.8 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 18.8 inches
Size of drain pipe (if present) = 6.0 inches
Trash Rack water displacement = 20.8 CF
Concrete Present =>
Total amount of concrete:
Base of Manhole = 9.174 CF
Manhole Walls = 27.751 CF
Adjust for openings:
Opening for barrel = 0.799 CF
Opening for drain pipe = 0.082 CF
Total Concrete present, adjusted for openings =
Weight of concrete present =
Amount of water displaced =_>
John E. Schrum, P.E.
10/6/2003
Note: NC Products lists unit wt. of
manhole concrete at 142 PCP.
36.044 CF
5118 lbs
Displacement by concrete = 36.044 CF
Displacement by open air in riser = 60.319 CF
Displacement by trash rack = 20.780 CF
Total water displaced by riser/barrel structure = 117.143 CF
Weight of water displaced = 7310 lbs
Duane K Stewart and Associates, Inc.
Cone riser anti-flotation - Detention Basin #1 John E. Schrum, P.L.
Basin #1 10/6/2003
Calculate amount of concrete to be added to riser =>
Safety factor to use = 1.15 (reconunend 1.15 or higher)
Must add = 3288 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 47.501 CF of concrete
Standard based described above = 9.174 CF of concrete
Therefore, base design must have = 56.675 CF of concrete
Calculate sue of base for riser assembly =>
Diameter = 6.000 feet
Thickness = 25.0 inches
Concrete Present = 58.905 CF OK
Check validity of base as designed =_>
Total Water Displaced = 166.874 CF
Total Concrete Present = 85.775 CF
Total Water Displaced = 10413 lbs
Total Concrete Present = 12180 lbs
Actual safetyfactor = 1.17 OK
Results of design =_>
Base diameter= 6.00 feet
Base Thickness = 25.00 inches
CY of concrete total in base = 2.10 CY
Concrete unit weight in added base >= 142 PCF
Duane K. Stewart and Associates, Inc.
Stage-Storage Basin #2 John E. Schrum, P.E.
Dry Basin & 48 and 54 Created: 08/122003
Stage-Storage Function
........ . ............ ..... .. ....... ...................... .......... ........................
Average ....... ..... ......
Incremental .. ..............
Accumulated ..................................
Fstimated
Contour Contour Contour Contour Stage
Contour Stage Areo Area Volume Volume w/ S--S Fxn
sv (feet) (feet) AY (Sl) X(SF) µM „mm(C F)X? m (C F) N. ?rK (feet)
476.0 0.0 10265
478.0 2.0 12135 11200 22400 23473 2.03
480.0 4.0 14172 13154 26307 54431 3.90
482.0 6,0 16360 15266 30532 93961 5.96
484,0 8.0 18679 17520 35039 140291 8.14
Storage vs. Stage
160000
140000
120000
U 100000
a 80000
e
0 60000
N
40000
20000
Ks = 9453.1
b - 1.2863
Duane K. Stewart and Associates
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0
Stage (feet)
Detention Design Rating Curve - Basin #2
Dry Basin
Outlet Stucture Information
Riser Diameter 6.0 fl
Riser Crest Elevation = 480.7 11
Barrel Diameter = 48 inches
Barrel Invert Elev = 474.7 11
Barrel Manning's'n' = 0.013
Barrel Length = 28 11
Cd _ 0.59
Riser Weir Coefficient = 3.0
Tailwater Elevation = 476 ft
Ka= 1.5
6-inch Diameter Orifice
Orifice Size = 6 inches
Orifice Elevation = 475 ft
Weir Information
Length = 60.0
Elevation = 482.40
Weir Coefficient ° 3.0
Stave Stornee Information
K. = 9453.1
b = 1.2863
Starting WSE = 476
John E. Schrum, P.E.
Created: 08-12-2003
Revised: 11/12/2003

Elevation
Storage Total
Outflow Riser as
Weir Riser as
Orifice Barrel
Orifice Barrel
Tailwater
Orifice
Weir
IN [acre-feet Icfs] [cfs] [cfSj Ic1S] jcfSj jcfSj lcfs]
476.00 0.000 0.0 0.0 0.0 0.0 0.0 0.00 0.0
476.10 0.011 0.0 0.0 0.0 0.0 0.0 0.04 0.0
476.20 0.027 0.1 0.0 0.0 0.0 0.0 0.12 0.0
476.30 0.046 0.2 0.0 0.0 0.0 0.0 0.22 0.0
476.40 0.067 0.3 0.0 0.0 0.0 0.0 0.33 0.0
476.50 0.089 0.5 0.0 0.0 0.0 0.0 0.47 0.0
476.60 0.112 0.5 0.0 0.0 0.0 0.0 0.55 0.0
476.70 0.137 0.6 0.0 0.0 0.0 0.0 0.62 0.0
476.80 0.163 0.7 0.0 0.0 0.0 0.0 0.69 0.0
476.90 0.190 0.7 0.0 0.0 0.0 0.0 0.75 0.0
477.00 0.217 0.8 0.0 0.0 0.0 0.0 0.80 0.0
477.10 0.245 0.9 0.0 0.0 0.0 0.0 0.86 0.0
477.20 0.274 0.9 0.0 0.0 0.0 0.0 0.90 0.0
477.30 0.304 1.0 0.0 0.0 0.0 0.0 0.95 0.0
477.40 0.335 1.0 0.0 0.0 0.0 0.0 1.00 0.0
477.50 0.366 1.0 0.0 0.0 0.0 0.0 1.04 0.0
477.60 0.397 1.1 0.0 0.0 0.0 0.0 1.08 0.0
477.70 0.429 1.1 0.0 0.0 0.0 0.0 1.12 0.0
477.80 0.462 1.2 0.0 0.0 0.0 0.0 1.16 0.0
477.90 0.496 1.2 0.0 0.0 0.0 0.0 1.19 0.0
478.00 0.529 1.2 0.0 0.0 0.0 0.0 1.23 0.0
478.10 0.564 1.3 0.0 0.0 0.0 0.0 1.26 0.0
478.20 0.598 1.3 0.0 0.0 0.0 0.0 1.30 0.0
478.30 0.634 1.3 0.0 0.0 0.0 0.0 1.33 0.0
478.40 0.669 1.4 0.0 0.0 0.0 0.0 1.36 0.0
478.50 0.705 1.4 0.0 0.0 0.0 0.0 1.39 0.0
478.60 0.742 1.4 0.0 0.0 0.0 0.0 1.42 0.0
478.70 0.779 1.5 0.0 0.0 0.0 0.0 1.45 0.0
478.80 0.816 1.5 0.0 0.0 0.0 0.0 1.48 OA
Duane K Stuart and Associates
Detention Design Rating Curve - Basin U
Dry Basin
John E. Schrum, P.E.
Created: 08-12-2003
Revised: 11/12/2003
478.90 0.854 1.5 0.0 0.0 0.0 0.0 1.51 0.0
479.00 0.892 1.5 0.0 0.0 0.0 0.0 1.54 0.0
479.10 0.930 1.6 0.0 0.0 0.0 0.0 1.57 0.0
479.20 0.969 1.6 0.0 0.0 0.0 0.0 1.59 0.0
479.30 1.008 1.6 0.0 0.0 0.0 0.0 1.62 0.0
479.40 1.047 1.6 0.0 0.0 0.0 0.0 1.65 0.0
479.50 1.087 1.7 0.0 0.0 0.0 0.0 1.67 0.0
479.60 1.127 1.7 0.0 0.0 0.0 0.0 1.70 0.0
479.70 1.168 1.7 0.0 0.0 0.0 0.0 1.72 0.0
479.80 1.209 1.7 0.0 0.0 0.0 0.0 1.75 0.0
479.90 1.250 1.8 0.0 0.0 0.0 0.0 1.77 0.0
480.00 1.291 1.8 0.0 0.0 0.0 0.0 1.80 0.0
480.10 1.333 1.8 0.0 0.0 0.0 0.0 1.82 0.0
480.20 1.375 1.8 0.0 0.0 0.0 0.0 1.84 0.0
480.30 1.417 1.9 0.0 0.0 0.0 0.0 1.87 0.0
480.40 1.459 1.9 0.0 0.0 0.0 0.0 1.89 0.0
480.50 1.502 1.9 0.0 0.0 0.0 0.0 1.91 0.0
480.60 1.545 1.9 0.0 0.0 0.0 0.0 1.94 0.0
480.70 1.589 2.0 0.0 0.0 97.6 170.7 1.96 0.0
480.80 1.632 3.8 1.8 42.3 99.4 172.5 1.98 0.0
480.90 1.676 7.1 5.1 59.9 101.2 174.3 2.00 0.0
481.00 1.720 11.3 9.3 73.3 102.9 176.1 2.02 0.0
481.10 1.765 16.3 14.3 84.7 104.6 177.8 2.04 0.0
481.20 1.809 22.1 20.0 94.7 106.3 179.6 2.07 0.0
481.30 1.854 28.4 26.3 103.7 107.9 181.3 2.09 0.0
481.40 1.899 35.2 33.1 112.0 109.5 183.0 2.11 0.0
481.50 1.945 42.6 40.5 119.7 111.1 184.7 2.13 0.0
481.60 1.990 50.4 48.3 127.0 112.7 186.3 2.15 0.0
481.70 2.036 58.7 56.5 133.9 114.3 188.0 2.17 0.0
481.80 2.082 67.4 65.2 140.4 115.8 189.6 2.19 0.0
481.90 2.128 76.5 74.3 146.6 117.3 191.3 2.21 0.0
482.00 2.175 86.0 83.8 152.6 118.8 192.9 2.23 0.0
482.10 2.222 95.9 93.7 158.4 120.3 194.5 2.24 0.0
482.20 2.269 106.2 103.9 164.0 121.7 196.1 2.26 0.0
482.30 2.316 116.7 114.4 169.3 123.2 197.6 2.28 0.0
482.40 2.363 126.9 125.3 174.5 124.6 199.2 2.30 0.0
482.50 2.411 134.0 136.6 179.6 126.0 200.8 2.32 5.7
482.60 2.458 145.8 148.1 184.5 127.4 202.3 2.34 16.1
482.70 2.506 160.7 159.9 189.3 128.8 203.8 2.36 29.6
482.80 2.555 178.1 172.1 194.0 130.1 205.3 2.38 45.5
482.90 2.603 197.5 184.5 198.6 131.5 206.8 2.39 63.6
483.00 2.652 218.9 197.2 203.0 132.8 208.3 2.41 83.7
483.10 2.701 242.0 210.3 207.4 134.2 209.8 2.43 105.4
483.20 2.750 266.7 223.5 211.7 135.5 211.3 2.45 128.8
483.30 2.799 292.9 237.1 215.9 136.8 212.8 2.46 153.7
483.40 2.848 320.5 250.9 220.0 138.0 214.2 2.48 180.0
483.50 2.898 349.5 264.9 224.0 139.3 215.7 2.50 207.7
483.60 2.948 379.7 279.3 228.0 140.6 217.1 2.52 236.6
483.70 2.998 411.2 293.8 231.9 141.8 218.5 2.53 266.8
483.80 3.048 443.8 308.6 235.7 143.1 219.9 2.55 298.2
483.90 3.098 477.5 323.7 239.5 144.3 221.3 2.57 330.7
484.00 3.149 512.4 339.0 243.2 145.5 222.7 2.58 364.3
484.10 3.199 548.3 354.5 246.8 146.7 224.1 2.60 399.0
484.20 3.250 585.2 370.3 250.5 147.9 225.5 2.62 434.7
484.30 3.301 623.2 386.3 254.0 149.1 226.9 2.63 471.4
484.40 3.353 662.0 402.5 257.5 150.3 228.2 2.65 509.1
484.50 3.404 701.9 418.9 261.0 151.5 229.6 2.67 547.8
484.60 3.456 742.7 435.5 264.4 152.6 230.9 2.68 587.4
484.70 3.507 784.3 452.4 267.7 153.8 232.3 2.70 627.9
484.80 3.559 826.9 469.5 271.1 154.9 233.6 2.71 669.3
Duane K Stuart and Associates
HEC-HMS Project: AMERICAN VILLAGE Basin Model:
DETENTION I
Antiseep - Detention Basin #2
Detention Basin 42
Anti-Seen Collar Design Sheet
This sheet will, given the barrel length of interest and minimwn 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 =>
John E. Schrum, P.E.
10/30/2003
Flow Length Min. Cale'd # Mal. # of Ilse
Pond along barrel Projection of collars Spacing e4)1at•$ to' Spacing ' Spacing
ID (feet) (feet) required (feet) use feet OK?
Basin #2 28.0 2.10 1.00 25 1.00 " 14 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.
Duane K Stewart and Associates, Inc.
Cone riser anti-flotation - Detention Basin #2
Basin #2
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole = 6.0 feet
Wall thickness of manhole = 8.0 inches
Base thickness of manhole = 8.0 inches
Base diameter of manhole = 7.3 feet
Inside height of Manhole = 6.0 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 59.5 inches
Size of drain pipe (if present) = 6.0 inches
Trash Rack water displacement = 94.5 CF
Concrete Present =_>
Total amount of concrete:
Base of Manhole = 28.158 CF
Manhole Walls = 83.776 CF
Adjust for openings:
Opening for barrel = 12.873 CF
Opening for drain pipe = 0.131 CF
Total Concrete present, adjusted for openings =
Weight of concrete present =
Amount of water displaced =_>
Displacement by concrete = 98.930 CF
Displacement by open air in riser = 169.646 CF
Displacement by trash rack = 94.510 CF
John E. Schrum, P.E.
10/30/2003
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
98.930 CF
14048 lbs
Total water displaced by riser/barrel structure = 363.087 CF
Weight of water displaced = 22657 lbs
Duane K. Stewart and Associates, Inc.
Cone riser anti-flotation - Detention Basin #2 John E. Schrum, P.E.
Basin #2 10/30/2003
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 12007 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCP (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 173.468 CF of concrete
Standard based described above = 28.158 CF of concrete
Therefore, base design must have = 201.626 CF of concrete
Calculate sue of base for riser assembly =_>
Diameter = 9.300 feet
Thickness = 36.0 inches
Concrete Present = 203.788 CF OK
Check validity of base as designed =_>
Total Water Displaced = 538.716 CF
Total Concrete Present = 274.560 CF
Total Water Displaced = 33616 lbs
Total Concrete Present = 38988 lbs
Actual safety factor = 1.16 OK
Results of design =_>
Base diameter= 9.30 feet
Base Thickness = 36.00 inches
CY of concrete total in base = 7.47 CY
Concrete unit weight in added base >= 142 PCF
Duane K Stewart and Associates, Inc.
Velocity Dissipator Design
48-Inch RCP
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 129.15
slope in % : 1.43
pipe diameter D in in.: 48
Manning number n : 0.013
Flow depth (ft) = 2.64
Velocity (cfs) = 14.563
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 48
Outlet velocity (fps) 14.56
Apron length (ft) 40
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
-------- ----- ---------
3 A 9
6 B 22
13 B 22
<< 23 2 27 >>
W = 0ALA + Do
W=16+4
W=20
SAY 20 ft
John E. Schrum, P.E.
10/30/2003
Duane K Stewart and Associates, Inc.
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 1-Year Post - Det
Start of Run 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run 26Aug03 1200 Met. Model 1-Year
Execution Time 13Nov03 1045 Control Specs 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Det Basin #1 8.6493 25 Aug 03 2357 0.43784 0.008
DET BASIN #1 0.64102 26 Aug 03 0051 0.43171 0.008
TO DET BASIN #2 63.686 25 Aug 03 2357 3.1902 0.046
Det Basin #2 4.5640 26 Aug 03 0047 2.1537 0.046
DETENTION BYPASS 42.923 26 Aug 03 0036 7.5350 0.190
Junction-I 47.735 26 Aug 03 0037 10.120 0.243
HMS * Summary of Results for DET BASIN #1
Project : AMERICAN VILLAGE Run Name : 1-Year Post - Det
Start of Run : 25Aug03 1200
End of Run : 26Aug03 1200
Execution Time 13Nov03 1045
Basin Model : POST-DEVELOPMENT
Met. Model : 1-Year
Control Specs : 1 minute dT
Computed Results
Peak Inflow : 8.6493 (cfs)
Peak Outflow : 0.64102 (cfs)
Total Inflow : 1.01 (in)
Total Outflow : 1.00 (in)
Date/Time of Peak Inflow : 25 Aug 03 2357
Date/Time of Peak Outflow 26 Aug 03 0051
Peak Storage 0.18556(ac-ft)
Peak Elevation s 476.61(ft)
HMS * Summary of Results for Det Basin #2
Project : AMERICAN VILLAGE Run Name : 1-Year Post - Det
Start of Run s 25Aug03 1200
End of Run : 26Aug03 1200
Execution Time 13Nov03 1045
Basin Model POST-DEVELOPMENT
Met. Model : 1-Year
Control Specs : 1 minute dT
Computed Results
Peak Inflow : 63.686 (cfs)
Peak Outflow s 4.5640 (cfs)
Total Inflow : 1.31 (in)
Total Outflow s 0.89 (in)
Date/Time of Peak Inflow 25 Aug 03 2357
Date/Time of Peak Outflow : 26 Aug 03 0047
Peak Storage 1.6422(ac-ft)
Peak Elevation : 480.82(ft)
HMS * Summary of Results for DET BASIN #1
Project : AMERICAN VILLAGE Run Name : 2-Year Post
Start of Run : 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model 2-Year Freq
Execution Time s 13Nov03 1044 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 13.079 (cfs) Date/Time of Peak Inflow : 26 Aug 03 0005
Peak outflow : 0.75265 (cfs) Date/Time of Peak outflow 26 Aug 03 0044
Total Inflow : 1.44 (in) Peak Storage : 0.29318(ac-ft)
Total Outflow : 1.39 (in) Peak Elevation 477.53(ft)
HMS * Summary of Results for Det Basin #2
Project : AMERICAN VILLAGE Run Name : 2-Year Post
Start of Run : 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 2-Year Freq
Execution Time : 13Nov03 1044 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 92.530 (cfs) Date/Time of Peak Inflow : 26 Aug 03 0005
Peak Outflow : 26.854 (cfs) Date/Time of Peak Outflow : 26 Aug 03 0017
Total Inflow : 1.79 (in) Peak Storage : 1.8430(ac-ft)
Total Outflow : 1.33 (in) Peak Elevation : 481.28(ft)
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 2-Year Post
Start of Run : 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 2-Year Freq
Execution Time : 13Nov03 1044 Control Specs : 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Det Basin #1 13.079 26 Aug 03 0005 0.62033 0.008
DET BASIN #1 0.75265 26 Aug 03 0044 0.60066 0.008
TO DET BASIN #2 92.530 26 Aug 03 0005 4.3466 0.046
Det Basin #2 26.854 26 Aug 03 0017 3.2311 0.046
DETENTION BYPASS 70.837 26 Aug 03 0045 11.239 0.190
Junction-1 79.801 26 Aug 03 0041 15.071 0.243
HMS * Summary of Results for DET BASIN #1
Project s AMERICAN VILLAGE Run Name : 10-Year Post
Start of Run : 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 10-Year
Execution Time : 13Nov03 1044 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 24.507 (cfs) Date/Time of Peak Inflow 25 Aug 03 2356
Peak Outflow : 11.556 (cfs) Date/Time of Peak Outflow 26 Aug 03 0004
Total inflow 2.85 (in) Peak Storage 0.43565(ac-ft)
Total Outflow : 2.61 (in) Peak Elevation : 478.59(ft)
HMS * Summary of Results for Det Basin #2
Project AMERICAN VILLAGE Run Name : 10-Year Post
Start of Run : 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run 26Aug03 1200 Met. Model : 10-Year
Execution Time 13Nov03 1044 Control Specs s 1 minute dT
Computed Results
Peak Inflow : 159.15 (cfs) Date/Time of Peak Inflow 25 Aug 03 2356
Peak outflow : 132.21 (cfs) Date/Time of Peak Outflow : 25 Aug 03 2400
Total Inflow : 3.32 (in) Peak Storage 2.3989(ac-ft)
Total Outflow : 2.70 (in) Peak Elevation 482.47(ft)
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 10-Year Post
Start of Run 25Aug03 1200 Basin Model POST-DEVELOPMENT
End of Run 26Aug03 1200 Met. Model 10-Year
Execution Time 13Nov03 1044 Control Specs 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Det Basin #1 24.507 25 Aug 03 2356 1.2305 0.008
DET BASIN #1 11.556 26 Aug 03 0004 1.1260 0.008
TO DET BASIN #2 159.15 25 Aug 03 2356 8.0738 0.046
Det Basin #2 132.21 25 Aug 03 2400 6.5638 0.046
DETENTION BYPASS 156.44 26 Aug 03 0033 23.980 0.190
Junction-1 182.58 26 Aug 03 0001 31.669 0.243
HMS * Summary of Results for DET BASIN #1
Project : AMERICAN VILLAGE Run Name : 100-Year Post
Start of Run : 25Aug03 1200
End of Run : 26Aug03 1200
Execution Time : 13Nov03 1045
Basin Model : POST-DEVELOPMENT
Met. Model : 100-Year Post
Control Specs s 1 minute dT
Computed Results
Peak Inflow : 36.345 (cfs) Date/Time of Peak Inflow 26 Aug 03 0004
Peak Outflow s 27.414 (cfs) Date/Time of Peak Outflow : 26 Aug 03 0008
Total Inflow : 5.15 (in) Peak Storage : 0.60530(ac-ft)
Total Outflow s 4.72 (in) Peak Elevation : 479.71(ft)
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 100-Year Post
Start of Run : 25Aug03 1200 Basin Model POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model 100-Year Post
Execution Time : 13Nov03 1045 Control Specs 1 minute dT
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Det Basin #1 36.345 26 Aug 03 0004 2.2253 0.008
DET BASIN #1 27.414 26 Aug 03 0008 2.0380 0.008
TO DET BASIN #2 224.68 26 Aug 03 0004 13.948 0.046
Det Basin #2 210.82 26 Aug 03 0006 12.358 0.046
DETENTION BYPASS 282.66 26 Aug 03 0043 45.784 0.190
Junction-1 318.24 26 Aug 03 0037 60.180 0.243
LEVEL SPREADER DESIGN
HMS * Summary of Results for DET BASIN #1
Project : AMERICAN VILLAGE Run Name : 1-inch Post
Start of Run : 25Aug03 1200
End of Run : 26Aug03 1200
Execution Time : 13Nov03 1043
Basin Model : POST-DEVELOPMENT
Met. Model 1-Inch Rainfall
Control Specs 1 minute dT
Computed Results
Peak Inflow z 0.035088 (cfs) Date/Time of Peak Inflow : 26 Aug 03 0016
Peak Outflow : 0.026687 (cfs) Date/Time of Peak Outflow : 26 Aug 03 0106
Total Inflow z 0.04 (in) Peak Storage : 0.00088955(ac-ft)
Total Outflow : 0.04 (in) Peak Elevation : 474.09(ft)
HMS * Sun=ary of Results for Det Basin #2
Project : AMERICAN VILLAGE Run Name : 1-inch Post
Start of Run : 25Aug03 1200 Basin Model s POST-DEVELOPMENT
End of Run 26Aug03 1200 Met. Model : 1-Inch Rainfall
Execution Time : 13Nov03 1043 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 3.0751 (cfs) Date/Time of Peak Inflow : 25 Aug 03 2400
Peak Outflow s 0.29866 (cfs) Date/Time of Peak Outflow : 26 Aug 03 0145
Total Inflow s 0.10 (in) Peak Storage 0.066718(ac-ft)
Total Outflow : 0.08 (in) Peak Elevation 476.40(ft)
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 1-Year Post - Det
Start of Run 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 1-Year
Execution Time 13Nov03 1045 Control Specs : 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Det Basin #1 8.6493 25 Aug 03 2357 0.43784 0.008
DST BASIN #1 0.64102 26 Aug 03 0051 0.43171 0.008
TO DET BASIN #2 63.686 25 Aug 03 2357 3.1902 0.046
Dot Basin #2 4.5640 26 Aug 03 0047 2.1537 0.046
DETENTION BYPASS 42.923 26 Aug 03 0036 7.5350 0.190
Junction-1 47.735 26 Aug 03 0037 10.120 0.243
HMS * Summary of Results for DET BASIN #1
Project s AMERICAN VILLAGE Run Name : 1-Year Post - Det
Start of Run : 25Au903 1200 Basin Model : POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model 1-Year
Execution Time : 13Nov03 1045 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 8.6493 (cfs) Date/Time of Peak Inflow : 25 Aug 03 2357
Peak Outflow : 0.64102 (cfs) Date/Time of Peak Outflow : 26 Aug 03 0051
Total Inflow : 1.01 (in) Peak Storage 0.18556(ac-ft)
Total Outflow : 1.00 (in) Peak Elevation : 476.61(ft)
HMS * Summary of Results for Det Basin #2
Project : AMERICAN VILLAGE Run Name : 1-Year Post - Det
Start of Run : 25Aug03 1200
End of Run : 26Aug03 1200
Execution Time : 13NovO3 1045
Basin Model : POST-DEVELOPMENT
Met. Model : 1-Year
Control Specs : 1 minute dT
Computed Results
Peak Inflow : 63.686 (cfs)
Peak Outflow : 4.5640 (cfs)
Total Inflow : 1.31 (in)
Total Outflow 1 0.89 (in)
Date/Time of Peak Inflow 25 Aug 03
Date/Time of Peak Outflow : 26 Aug 03
Peak Storage 1.6422(ac-ft)
Peak Elevation : 480.82(ft)
2357
0047
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[?tn? K. S?evfa rt
SOCIATES, INC.
IGWTER
?.,?si.
Letter of Transmittal
To: John Dorney From: John 5chrum
Company/Dept: NC DWQ - 401 Wetlande Via: ? US Mail ® Delivery
Certification Unit
Date: 11/14/2003 ? Express ? Pick-up
Project Name: American Village ? Fax # of Pages
Project #: 1154-01.10 Fax #
? For Your Use ? As Requested ? For Review & Comment
® For Approval ? Please Reply ? Other:
Item: Date Sets/Pages
Kovi5ed Detention Basin and Level 5preader Design Narrative 3
Revised Detention Basin and Level 5preader Construction 3
flans
Comments:
cc:
Duane K. Stewart 6 Associates, Inc.
Consulting Engineers
3715 University Drive, Durham NC 27707
[phone] fox [phone]
www.dliso-tsi.com
c WETLANDS /401 GROUP
Duane K. Stewart
8 ASSOCIATES, INC.
NO V 2003
WATER Q?''?'?'SECTi
CONSULTING ON
E N G I N E E R S American Village (Cumberland Dr.) Subdivision
En'vito,?nn? 0A Level Spreader and Detention Basin Design
Plonnln?? Di?slrin
Suivcy
Duane K. Stewart Job #: 1154-01.10
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dksa-tsi.corn
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l Drive
illage)
C.
V
ssociat s, Inc.
Driv
770
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Enkinee
John E. Schrum, P.E.
DATE: October 3, 2003
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AMERICAN VILLAGE
Level Spreader and Detention Basin Design
General Description
American Village is a proposed 63.36-acre single-family housing development. The
entrance to the project is located off American Drive just north of its intersection with
Talcott Drive. The project is to include the proposed single-family homes and supporting
streets and utilities. The proposed property is located on the ridge separating the Cape
Fear and Neuse River basins, and a portion of the property is therefore located in both
basins. Certain wetlands are proposed to be filled in order to construct the project. An
aspect of the stormwater management plan for the project includes the construction of
level spreaders to proved sheet flow through Neuse buffers. Sheet flow through the
Neuse buffers will be provided at the two locations that have storm drainage outfalls,
which tend to concentrate stormwater runoff. Sheet flow discharge is not required and
will not be provided for storm drainage outfalls that are located in the Cape Fear basin.
The two level spreaders are each preceded by a detention basin. These level spreaders
and detention basins are shown on the accompanying watershed maps, which also show
the boundary between the Neuse and Cape Fear River Basins.
Detention Basin and Level Spreader Design
Two detention basins are proposed to detain the peak flow resulting from the 1-, 2-, and
10-year storm events to pre-development levels. Each detention basin will include a level
spreader system to provide sheet flow through the adjacent Neuse buffer. The detention
basins are designed to provide some volumetric detention. This is accomplished by
placing a 1-foot deep gravel bed in the bottom of the detention basin. Perforated PVC
pipe underdrains will be placed in the bottom of the gravel beds so that water will
percolate through the gravel before discharging through the underdrain pipes. This will
restrict the outflow from the basins in storm events having a return period of smaller than
1-year. Some TSS removal should be provided by holding the water in the basins, and
the peak outflow from the basins in smaller storm events will be significantly restricted.
The underdrains will discharge into plunge pools, which will drain into level spreaders.
By restricting the peak outflow from the basins in these smaller storm events, the
required length of level spreader is significantly reduced.
Detention Basin and Level Spreader #1
Detention basin #1 drains 5.16 acres total. It contains a gravel bed lined as described
above that is lined with a geotextile fabric. Stormwater from smaller return period storm
events will discharge through the gravel bed and a 4-inch diameter PVC underdrain
system. It will then discharge into a plunge pool and velocity dissipater. The velocity
dissipater will have a 4-inch by 4-inch concrete lip to provide sheet flow through the
adjacent Neuse buffer.
Larger return period storm events will discharge through the primary outlet structure.
This outlet structure is a 4-foot diameter pre-cast manhole riser with a 15-inch diameter
RCP barrel. A velocity dissipater is to be located at the outlet of the 15-icch diameter
barrel. A 50-foot long broadcrested weir is to serve as the emergency spillway. This
spillway will aid in passing the peak flow resulting from the 100-year storm event and
will be lined with Synthetic Industries `Pyramat' (or approved equal) geotextile liner.
This basin will detain the peak flow resulting from the 1-, 2- and 10-year storm events.
Peak flow in the pre-development condition for the 2- and 10-year storm event is a
measure of the overall stream watershed as it discharges across the property line of the
project. The overall drainage area to this point is 147.22-acres in the pre-development
condition and 155.85-acres in the post-development condition. Some area is being
diverted to this basin from other portions of the property to eliminate the potential for
downstream drainage problems resulting from the increase in impervious area.
The runoff from the 1-year storm event is measured from the pre- to post-development
condition as it discharges across the adjacent Neuse buffer. The peak flow resulting from
the 1-year storm event is detained such that it will discharge through the gravel bed and
then the 4-inch PVC pipe underdrain. The peak discharge through this system in the l -
year storm event will be 0.70 cfs.
The level spreader design is based upon the 1-inch per hour storm. The peak flow from
the detention basin resulting from the 1-inch per hour storm is 0.0 cfs. The level spreader
will therefore be the minimum 10-feet per NC DWQ design guidelines. This level
spreader will be preceded by a 1-foot deep plunge pool. This plunge pool will lessen the
sediment load on the level spreader and ease erosive flows thereby increasing the design
life and effectiveness of the level spreader.
Detention Basin and Level Spreader #2
Detention Basin #2 drains 38.19-acres total. It also contains a gravel bed lined with a
geotextile fabric. The gravel bed is drained with 6-inch perforated PVC pipe
underdrains. As in Detention Basin #1, flows from smaller return period storm events
will discharger through the gravel layer and 6-inch PVC underdrain into a plunge pool
then a velocity dissipater.
By storing a larger portion of the 1-inch per hour rainfall in the detention basin, discharge
through the underdrain is only 0.50 cfs. The length of the level spreader is therefore the
minimum 10-feet.
The primary outlet structure of Detention Basin #2 is a 6-foot diameter pre-cast manhole
riser and 38 linear feet 36-inch diameter RCP barrel. This outlet structure passes the peak
flow of the 1-, 2- and 10-year storm events.
A 60-foot long broadcrested weir emergency spillway is located in the berm to pass
larger return period storm events. The broadcrested weir passes the peak flow resulting
from the 100-year storm event without overtopping the berm. The spillway is to be lined
with Synthetic Industries `Pyramat' (or approved equal) geotextile liner to prevent
erosion when water accesses the emergency spillway.
Methodology
Rainfall is from NOAA Hydro-35 and US Department of Commerce TP-40 for
the Raleigh-Durham region. A table of rainfall inputs is included with this report.
¦ Time of concentration is based upon the SCS TR55 segmental approach.
¦ Flow calculations for each storm event are conducted using HEC-HMS Version
2.2.2. Rainfall used to determine flow rates for the 1-, 2-, 10-, and 100-year storm
events are based upon SCS `Frequency' storms using the rainfall inputs from
NOAA Hydro-35 and TP-40 as described above. Flow rates are calculated using
the SCS Method.
Routing of the detention basins is also conducted using HEC-HMS Version 2.2.2.
A stage-storage rating curve is generated using the `average-end-area' method to
generate an equation in the form of S = Kszn where S is the storage volume (ft), z
is the water surface elevation, and KS and b are multipliers based upon a `power'
fit in Microsoft Excel. A stage-discharge curve is generated using widely
accepted empirical equations for discharge. Flow from the primary outlet
structure is based upon the least (controlling) flow from each potential type of
flow including riser as weir, riser as orifice, barrel under headwater control and
barrel under tailwater control. The riser as weir equation is:
Q = CWLH3/2
where Q is the flowrate (cfs)
CW is the weir coefficient (3.0 for broadcrested weir)
L is the length of the weir (Circumference of riser, irDpipe, ft)
H is the difference between the current water surface elevation and
the crest of the riser (ft).
The riser as orifice equation is:
Q = CdA(2gH)'r2
where Q is the flowrate (cfs)
C
where Q is the flowrate (cfs)
Cd is the coefficient of discharge (0.59)
A is the surface area of the riser opening ((id4)(D/12)2, ft2)
g is the acceleration due to gravity (32.2 ft/sect)
and H is the difference between the current water surface elevation and
the crest of the riser (ft).
The barrel headwater control equation is broken into two steps. For a water
surface elevation that is above the invert of the barrel but below the crown of the
pipe, the equation is:
Q = 0.372CdDp;rcH3/2
where Q is the flowrate (cfs)
Cd is the coefficient of discharge
Dp;pe is the diameter of the barrel (inches)
H is the difference between the current water surface elevation and
the upstream invert of the barrel (ft).
The second step of the barrel headwater control (orifice) equation begins at the
crown of the pipe. The equation for flow then becomes:
Q = 0.0437CdD2(Z - (D/24) - Z;)1/2
where Q is the flowrate (cfs)
Cd is the coefficient of discharge
D is the pipe diameter (inches)
Z is the current water surface elevation (ft)
and Z; is the starting water surface elevation (ft).
The equation for tailwater control is based upon the energy equation:
Q = square root (((D4/522)(Z - Zb))/(((5096Ln2)/D1.31) + Ke))
where Q is the flowrate (cfs)
D is the pipe diameter (inches)
Z is the current water surface elevation (ft)
Zb is the downstream water surface elevation (ft)
L is the length of pipe (ft)
n is the Manning's `n' value of the pipe
and Ke is the aggregate loss coefficient.
The smallest calculated flow rate of the four above options is the controlling flow,
and the one that is reported in the stage-discharge function. This flow is added to
the weir flow, if the weir exists and has been activated. The equation for weir
now is:
Q = CWLH3/2
where Q is the flow (cfs)
C,,, is the weir coefficient (assumed to be 3.0 for broadcrested weir)
L is the length of the weir
and H is the water surface elevation above the crest of the weir.
The stage-storage and stage-discharge relationships are then input into the HEC-
HMS reservoir model, which routes the basin using the Storage-Indication
Method.
Level spreader designs are based upon NC DWQ `Draft Level Spreader Design
Options' Version 1.0, October 10, 2001.
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Detention Basin Design - HEC-I IMS Inputs
Pre-Development Overall - DP #I
I. Hydrologic Soil Croups and SCS Curve Numbers

Soil Abbreviation
Soil Type Hydrologic Soil
Group
ApB Appling B
HeB Helena C
IrB lredell D
Wn Wehadkee D
M. Corresponding SCS Curve Numbers
John E. Schrum, P.E.
10/10/2003
S CS Curve Number
Cover Condition B C D Comment
Impervious 98 98 98
Open 61 74 80 Assume good condition.
Wooded 55 70 77 Assume good condition.
IM. Pre-Development HEGHMS Inputs
Overall Drainage Point #1
Cover HSG 'B' Arca HSG 'C' Area HSG 'D' Area
Condition [Acres] [Acres] [Acres]
Onsite Impervious 0.00 0.00 0.00
Onsite Open 2.61 7.40 1.32
Onsite Wooded 0.00 16.78 10.93
Mile Impervious 0.00 0.00 0.00
Mite Open 0.00 0.00 0.00
Mite Wooded 0.00 80.92 27.26
Total 2.61 105.10 39.51
Total Area = 147.22 Acres
= 0.2300 sq. miles
Composite SCS Curve Number = 72
Time of Concentration = 63.88 minutes
SCS Lag = 38.328 minutes
Duane I- Stewart and Associates, Inc.
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 1-YEAR PRE
Start of Run 25Aug03 1200 Basin Model : PRE - NEUSE
End of Run 26Aug03 1200 Met. Model : 1-Year
Execution Time 30Sep03 1319 Control Specs : 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
ON-SITE, N1 18.586 26 Aug 03 0008 1.5798 0.035
ON-SITE, N2 11.714 26 Aug 03 0002 0.75130 0.020
ON-SITE, N3 9.4413 25 Aug 03 2359 0.52825 0.014
Junction-1 34.494 26 Aug 03 0003 2.8593 0.068
HMS * Summary of Results
Project AMERICAN VILLAGE Run Name : 10-Yr Pre Freq
Start of Run 05Apr03 1200 Basin Model : PRE-DEVELOPMENT
End of Run 06Apr03 1200 Met. Model : 10-Year Freq. Storm
Execution Time 30Sep03 1445 Control Specs : 10-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
PRE-DEV, WS #1 175.46 06 Apr 03 0050 30.171 0.230
HMS * Suntntary of Results for PRE-DEV, WS #1
Project : AMERICAN VILLAGE Run Name : 10-Yr Pre Freq
Start of Run 05Apr03 1200
End of Run : 06Apr03 1200
Execution Time s 30Sep03 1445
Basin Model : PRE-DEVELOPMENT
Met. Model 10-Year Freq. Storm
Control Specs : 10-Minute dT
Computed Results
Peak Discharge : 175.46 (cfs) Date/Time of Peak Discharge : 06 Apr 03 0050
Total Precipitation : 5.38 (in) Total Direct Runoff : 2.46 (in)
Total Loss : 2.89 (in) Total Baseflow : 0.00 (in)
Total Excess : 2.49 (in) Total Discharge : 2.46 (in)
Detention Basin Design - IIEC-IIMS Inputs
Post-Development Plow Inputs
L Hydrologic Soil Groups and ,VCS Curve Numbers
Soil
Abbreviation
Soil Type Hydrologic Soil
Group
ApB Appling B
HeB Helena C
IrB Iredell D
Wn Wehadkee D
II. Corresponding SCS Curve Numbers
John E. Schrum, P.E.
10/13/2003
SCS Curve Number
Cover Condition B C D Comment
Impervious 98 98 98
Open 61 74 80 Assume good condition.
Wooded 55 70 77 Assume good condition.
III. Post-Development MEGHMS Inputs
Basin #3 To Detention Basin #1:
IISG'B' Area HSG'C' Area HSG'D' Area
Cover Condition [Acres] [Acres] [Acres]
Onsite Impervious 1.56 0.00 0.00
Onsite Open 2.20 1.40 0.00
Onsite Wooded 0.00 0.00 0.00
Offsite Impervious 0.00 0.00 0.00
Offsite Open 0.00 0.00 0.00
Offsite Wooded 0.00 0.00 0.00
Total
Total Area =
Composite SCS Curve Number =
Time of Concentration =
SCS Lag =
3.76 1.40
5.16 Acres
0.0081 sq. miles
76
5.00 minutes (Assume min Tj
3.00 minutes
0.00
Duane K Stewart and Associates, Inc.
Detention Basin Design - IIEC-I IMS Inputs
Post-Development Flow Inputs
Basin #3 To Detention Basin #2:
John E. Schrum, P.E.
10/13/2003
HSG 'B' Area HSG 'C' Area HSG 'D' Area
Cover Condition [Acres] [Acres] [Acres]
Onsite Impervious 0.00 8.36 1.76
Onsite Open 0.00 14.35 4.73
Onsite Wooded 0.00 0.00 0.00
Offsite Impervious 0.00 0.00 0.00
Offsite Open 0.00 0.00 0.00
Offsite Wooded 0.00 4.28 4.71
Total
Total Area =
Composite SCS Curve Number =
0.00 26.99 11.20
38.19 Acres
0.0597 sq. miles
81
Time of Concentration = 5.00 minutes (Assume minimum T.)
SCS Lag = 3.00 minutes
Post-development Overall Drainage Point #1 Basin Bypass
Cover HSG 'B' Area HSG 'C' Area HSG 'D' Area
Condition [Acres] [Acres] [Acres]
Onsite Impervious 0.00 1.06 0.18
Onsite Open 0.00 2.80 1.02
Onsite Wooded 0.00 4.87 6.37
Offsite Impervious 0.00 0.00 0.00
Offsite Open 0.00 0.00 0.00
Offsite Wooded 0.00 77.94 18.26
Total 0.00
Total Area = 112.50
0.1758
Composite SCS Curve Number = 72
Time of Concentration = 63.88
SCS Lag = 38.328
86.67 25.83
Acres 112.5
sq, miles
minutes
minutes
Duane K Stewart and Associates, Inc.
Stage-Storage Basin N John L. Schrum, P.).
Dry Basin 10/6/2003
Stage-Storage Function
.............................. ....................... ....................... . . .. ...... .
Average .,...... .........................
Incremental ......................... ..
Accumulated ....... ........
Est irnated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume wl S---S Fxn
k.. (feet) (feet) w,.. (SF).,..,, ?. (SF), N,N (CF) (CF) (feet),kk n
47410 0.0 1902
476.0 2.0 3595 2749 5497 5497 2.02
478.0 4.0 5783 4689 9378 14875 3.90
480.0 6.0 8450 7117 14233 29108 6.09
Storage vs. Stage
35000 .._......
30000--
25" y = 1906.2x' W05
RZ = 0.9985
u 20000 -
t
a
c 15000
in E
10000 tEE
5000 E
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks c 1906.2
b e 1.5085
Duane IG Stewart and Associates, Inc.
Detention Design Rating Curve - Basin #I
Dry Detention Basin
Outlet Stucture Information
Riser Diameter = 4.0 ft
Riser Crest Elevation = 477.8 ft
Barrel Diameter = 15 inches
Barrel Invert llev = 474.0 ft
Barrel Manning's'n' = 0.013
Barrel Length = 42 ft
Cd = 0.59
Riser Weir Coefficient = 3.0
Tailwater Elevation = 475.0 ft
Ke = 1.5
4-inch Diameter Orifice
Orifice Size = 4 inches
Orifice Elevation = 474 ft
Weir Information
Length = 50.0
Elevation = 479.50
Weir Coefficient = 3.0
Stage-Storage Information
K. = 1906.2
h = 1.5085
Starting WSE = 474.0
John E. Schrum, P.E.
Created: 08-12-2003
Revised: 10/10/2003

Elevation
Storage Total
Outflow Riser as
Weir Riser as
Orifice Barrel
Orifice Barrel
Tailwater
Orifice
Weir
IN [acre-feet] lets] [cfsl [cfsl [cfsl [cfs] [cfs] [cfsj
474.00 0.000 0.0 0.0 0.0 0.0 0.0 0.00 0.0
474.10 0.001 0.0 0.0 0.0 0.0 0.0 0.03 0.0
474.20 0.004 0.0 0.0 0.0 0.0 0.0 0.08 0.0
474.30 0.007 0.0 0.0 0.0 0.0 0.0 0.14 0.0
474.40 0.011 0.0 0.0 0.0 0.0 0.0 0.20 0.0
474.50 0.015 0.0 0.0 0.0 0.0 0.0 0.24 0.0
474.60 0.020 0.0 0.0 0.0 0.0 0.0 0.27 0.0
474.70 0.026 0.0 0.0 0.0 0.0 0.0 0.30 0.0
474.80 0.031 0.0 0.0 0.0 0.0 0.0 0.33 0.0
474.90 0.037 0.0 0.0 0.0 0.0 0.0 0.35 0.0
475.00 0.044 0.0 0.0 OA 0.0 0.0 0.38 0.0
475.10 0.051 0.0 0.0 0.0 0.0 0.0 0.40 0.0
475.20 0.058 0.0 0.0 0.0 0.0 0.0 0.42 0.0
475.30 0.065 0.0 0.0 0.0 0.0 0.0 0.44 0.0
475.40 0.073 0.0 0.0 0.0 0.0 0.0 0.46 0.0
475.50 0.081 0.0 0.0 0.0 0.0 0.0 0.48 0.0
475.60 0.089 0.0 0.0 0.0 0.0 0.0 0.49 0.0
475.70 0.097 0.5 0.0 0.0 0.0 0.0 0.51 0.0
475.80 0.106 0.5 0.0 0.0 0.0 0.0 0.53 0.0
47590 0.115 0.5 0.0 0.0 0.0 0.0 0.54 0.0
476.00 0.125 0.6 0.0 0.0 0.0 0.0 0.56 0.0
Duane K Stuart and Associates
Detention Design Rating Curve - Basin #1
Dry Detention Basin
John E. Schrum, P.E.
Created: 08-12-2003
Revised: 10/10/2003
476.10 0.134 0.6 0.0 0.0 0.0 0.0 0.57 0.0
476.20 0.144 0.6 0.0 0.0 0.0 0.0 0.59 0.0
476.30 0.154 0.6 0.0 0.0 0.0 0.0 0.60 0.0
476.40 0.164 0.6 0.0 0.0 0.0 0.0 0.62 0.0
476.50 0.174 0.6 0.0 0.0 0.0 0.0 0.63 0.0
476.60 0.185 0.6 0.0 0.0 0.0 0.0 0.64 0.0
476.70 0.196 0.7 0.0 0.0 0.0 0.0 0.66 0.0
476.80 0.207 0.7 0.0 0.0 0.0 0.0 0.67 0.0
476.90 0.218 0.7 0.0 0.0 0.0 0.0 0.68 0.0
477.00 0.230 0.7 0.0 OA 0.0 0.0 0.69 0.0
477.10 0.241 0.7 0.0 0.0 0.0 0.0 0.71 0.0
477.20 0.253 0.7 0.0 0.0 0.0 0.0 0.72 0.0
477.30 0.265 0.7 0.0 0.0 0.0 0.0 0.73 0.0
477.40 0.277 0.7 0.0 0.0 0.0 0.0 0.74 0.0
477.50 0.290 0.8 0.0 0.0 0.0 0.0 0.75 0.0
477.60 0.302 0.8 0.0 0.0 0.0 0.0 0.76 0.0
477.70 0.315 0.8 0.0 0.0 0.0 0.0 0.78 0.0
477.80 0.328 0.8 0.0 0.0 10.3 10.5 0.79 0.0
477.90 0.341 2.0 1.2 18.8 10.5 10.6 0.80 0.0
478.00 0.354 4.2 3.4 26.6 10.7 10.8 0.81 0.0
478.10 0.368 7.0 6.2 32.6 10.8 11.0 0.82 0.0
478.20 0.381 10.4 9.5 37.6 11.0 11.2 0.83 0.0
478.30 0.395 11.1 13.3 42.1 11.1 11.3 0.84 0.0
478.40 0.409 11.3 17.5 46.1 11.3 11.5 0.85 0.0
478.50 0.423 11.4 22.1 49.8 11.4 11.7 0.86 0.0
478.60 0.437 11.6 27.0 53.2 11.6 11.8 0.87 0.0
478.70 0.452 11.7 32.2 56.4 11.7 12.0 0.88 0.0
478.80 0.466 11.9 37.7 59.5 11.9 12.2 0.89 0.0
478.90 0.481 12.0 43.5 62.4 12.0 12.3 0.90 0.0
479.00 0.496 12.1 49.6 65.2 12.1 12.5 0.91 0.0
479.10 0.511 12.3 55.9 67.8 12.3 12.6 0.92 0.0
479.20 0.526 12.4 62.4 70.4 12.4 12.8 0.93 0.0
479.30 0.542 12.5 69.3 72.9 12.5 13.0 0.93 0.0
479.40 0.557 12.7 76.3 75.3 12.7 13.1 0.94 0.0
479.50 0.573 12.8 83.6 77.6 12.8 13.2 0.95 0.0
479.60 0.588 17.7 91.0 79.8 12.9 13.4 0.96 4.7
479.70 0.604 26.5 98.7 82.0 13.1 13.5 0.97 13.4
479.80 0.620 37.8 106.6 84.1 13.2 13.7 0.98 24.6
479.90 0.637 51.3 114.7 86.2 13.3 13.8 0.99 37.9
480.00 0.653 66.5 123.0 88.3 13.4 14.0 1.00 53.0
480.10 0.670 83.3 131.5 90.2 13.6 14.1 1.00 69.7
480.20 0.686 101.5 140.2 92.2 13.7 14.2 1.01 87.8
480.30 0.703 121.2 149.0 94.1 13.8 147 1.02 107.3
480.40 0.720 142.0 158.0 95.9 13.9 14.5 1.03 128.1
Duane K Stuart and Associates
Antiscep - Detention Basin # 1
Detention Basin # 1
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 =>
John E. Schrum, P.F.
10/6/2003
Flow Length Min. Cale'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to 5??arin? ;f Spacing
ID (feet) (feet) required (feet) use fee OK?
Basin # 1 42.0 3.20 0.98 25 1.00 2I 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 bernWdarns
unless an approved drainage diaphragm is present at the downstrearn end of the barrel.
Duane K. Stewart and Associates, Inc.
Conc riser anti-flotation - Detention Basin #1
Basin #I
Manhole RiserBarrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole = 4.0 feet
Wall thickness of manhole = 5.0 inches
Base thickness of manhole = 6.0 inches
Base diameter of manhole = 4.8 feet
Inside height of Manhole = 4.8 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 18.8 inches
Size of drain pipe (if present) = 6.0 inches
Trash Rack water displacement = 20.8 CF
Concrete Present =>
Total amount of concrete:
Base of Manhole = 9.174 CF
Manhole Walls = 27.751 CF
Adjust for openings:
Opening for barrel = 0.799 CF
Opening for drain pipe = 0.082 CF
Total Concrete present, adjusted for openings =
Weight of concrete present =
Amount of water displaced =_>
Displacement by concrete = 36.044 CF
Displacement by open air in riser = 60.319 CF
Displacement by trash rack = 20.780 CF
John I:. Schrum, P.E.
10/6/2003
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
36.044 CF
5118 lbs
Total water displaced by riser/barrel structure = 117.143 CF
Weight of water displaced = 7310 lbs
Duane IC. Stewart and Associates, Inc.
Cone riser anti-flotation - Detention Basin #I John E. Schrum, P.E.
Basin # 1 10/0/2003
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (reconunend 1.15 or higher)
Must add = 3288 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 47.501 CF of concrete
Standard based described above = 9.174 CF of concrete
Therefore, base design must have = 56.675 CF of concrete
Calculate sue of base for riser assembly =_>
Diameter = 6.000 feet
Thickness = 25.0 inches
Concrete Present = 58.905 CF OK
Check validity of base as designed =_>
Total Water Displaced = 166.874 CF
Total Concrete Present = 85.775 CF
Total Water Displaced = 10413 lbs
Total Concrete Present = 12180 Ibs
Actual safetyfactor = 1.17 OK
Results of design =_>
Base diameter = 6.00 feet
Base Thickness = 25.00 inches
CY of concrete total in base = 2.10 CY
Concrete unit weight in added base >= 142 PCF
Duane K. Stewart and Associates, Inc.
Stage-Storage Basin #2 John E. Schrum, P.E.
Dry Basin Created: 08/1212003
Stage-Storage Function
.......................................................................................... ..... ......
Average ......... .....................
Inc re rnen to I .................. .....
Accumulated ....... , ........ .........
Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volurne Volurne w/ S-S Fxn
(feet) (feet) (SF) (SF) (C F) (C F) (feet)
476.0 0.0 9819
478.0 2.0 1]780 10800 21599 21599 2.02
480.0 4.0 13895 12838 25675 47274 3.92
482.0 6.0 16163 _ 15029 30058 77332 5.95
484.0: 8.0 18567 - 17365 34730 112062 8.14
Storage vs. Stage
12000(
10000(
8000(
U
w 6000(
e
E
N 4000(
2000(
Kb 9382.3
V = 1.1831
Duane K. Stewart and Associates
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0
Stage (feet)
Detention Design Rating Curve - Basin tl2
Dry Basin
Outlet Stucture Information
Riser Diameter = 6.0 it
Riser Crest Elevation = 481.2 A
Barrel Diameter = 42 inches
Barrel Invert Elcv = 475.0 ft
Barrel Manning's'n' = 0.013
Barrel Length = 38 ft
Cd = 0.59
Riser Weir Coefficient = 3.0
Tailwater Elevation = 476 ft
K, = 1.5
6-inch Diameter Orifice
Orifice Size = 8 inches
Orifice Elevation = 475 ft
Weir Information
Length = 60.0
Elevation = 483.60
Weir Coefficient = 3.0
Staee-Storage Information
K, = 9382.3
h = 1.1831
Starting WSF = 476
John F. Schrum, P.E.
Created: 08-12-2003
Revised: 10/13/2003

Elevation
Storage Total
Outflow Riser as
Weir Riser as
Orifice Barrel
Orifice Barrel
Tailwater
Orifice
Weir
IN ]acre-feet] ]cfs] ]cis] ]cfs] ]cfs] lcfs] lets] ]cfs]
476.00 0.000 0.0 0.0 0.0 0.0 0.0 0.00 0.0
476.10 0.014 0.1 0.0 0.0 0.0 0.0 0.06 0.0
476.20 0.032 0.2 0.0 0.0 0.0 0.0 0.16 0.0
476.30 0.052 0.3 0.0 0.0 0.0 0.0 0.29 0.0
476.40 0.073 0.4 0.0 0.0 0.0 0.0 0.44 0.0
476.50 0.095 0.6 0.0 0.0 0.0 0.0 0.62 0.0
476.60 0.118 0.8 0.0 0.0 0.0 0.0 0.82 0.0
476.70 0.141 1.0 0.0 0.0 0.0 0.0 1.00 0.0
476.80 0.165 1.1 0.0 0.0 0.0 0.0 1.13 0.0
476.90 0.190 1.2 0.0 0.0 0.0 0.0 1.24 0.0
477.00 0.215 1.3 0.0 0.0 0.0 0.0 1.35 0.0
477.10 0.241 1.4 0.0 0.0 0.0 0.0 1.44 0.0
477.20 0.267 1.5 0.0 0.0 0.0 0.0 1.54 0.0
477.30 0.294 1.6 0.0 0.0 0.0 0.0 1.62 0.0
477.40 0.321 1.7 0.0 0.0 0.0 0.0 1.70 0.0
477.50 0.348 1.8 0.0 0.0 0.0 0.0 1.78 0.0
477.60 0.376 1.9 0.0 0.0 0.0 0.0 1.86 0.0
477.70 0.404 1.9 0.0 0.0 0.0 0.0 1.93 0.0
477.80 0.432 2.0 0.0 0.0 0.0 0.0 2.00 0.0
477.90 0.460 2.1 0.0 0.0 0.0 0.0 2.07 0.0
478.00 0.489 2.1 0.0 0.0 0.0 0.0 2.13 0.0
478.10 0.518 2.2 0.0 0.0 0.0 0.0 2.19 0.0
478.20 0.547 2.3 0.0 0.0 0.0 0.0 2.25 0.0
478.30 0,577 2.3 0.0 0.0 0.0 0.0 2.31 0.0
478.40 0.607 2.4 0.0 0.0 0.0 0.0 2.37 0.0
478.50 0.637 2.4 0.0 0.0 0.0 0.0 2.43 0.0
478.60 0.667 2.5 0.0 0.0 0.0 0.0 2.48 0.0
478.70 0.698 2.5 0.0 0.0 0.0 0.0 2.54 0.0
478.80 0.728 2.6 0.0 0.0 0.0 0.0 2.59 0.0
Duane K- Stuart and Associates
Detention Design Rating Curve - Basin H2
Dry Basin
John E. Schrum, P.E.
Created: 08-12-2003
Revised: 10/13/2003
478.90 0.759 2.6 0.0 0.0 0.0 0.0 2.64 0.0
479.00 0.790 2.7 0.0 0.0 0.0 0.0 2.69 0.0
479.10 0.821 2.7 0.0 0.0 0.0 0.0 2.74 0.0
479.20 0.853 2.8 0.0 0.0 0.0 0.0 2.79 0.0
479.30 0.884 2.8 0.0 0.0 0.0 0.0 2.84 0.0
479.40 0.916 2.9 0.0 0.0 0.0 0.0 2.89 0.0
479.50 0.948 2.9 0.0 0.0 0.0 0.0 2.94 0.0
479.60 0.980 3.0 0.0 0.0 0.0 0.0 2.98 0.0
479.70 1.013 3.0 0.0 0.0 0.0 0.0 3.03 0.0
479.80 1.045 3.1 0.0 0.0 0.0 0.0 3.07 0.0
479.90 1.078 3.1 0.0 0.0 0.0 0.0 3.12 0.0
480.00 1.111 3.2 0.0 0.0 0.0 0.0 3.16 0.0
480.10 1.143 3.2 0.0 0.0 0.0 0.0 3.20 0.0
480.20 1.176 3.2 0.0 0.0 0.0 0.0 3.24 0.0
480.30 1.210 3.3 0.0 0.0 0.0 0.0 3.29 0.0
480.40 1.243 3.3 0.0 0.0 0.0 0.0 3.33 0.0
480.50 1.277 3.4 0.0 0.0 0.0 0.0 3.37 0.0
480.60 1.310 3.4 0.0 0.0 0.0 0.0 3.41 0.0
480.70 1.344 3.4 0.0 0.0 0.0 0.0 3.45 0.0
480.80 1.378 3.5 0.0 0.0 0.0 0.0 3.49 0.0
480.90 1.412 3.5 0.0 0.0 0.0 0.0 3.53 0.0
481.00 1.446 3.6 0.0 0.0 0.0 0.0 3.56 0.0
481.10 1.480 3.6 0.0 0.0 0.0 0.0 3.60 0.0
481.20 1.515 3.6 0.0 0.0 84.5 134.0 3.64 0.0
481.30 1.549 5.5 1.8 42.3 85.7 135.3 3.68 0.0
481.40 1.584 8.8 5.1 59.9 86.9 136.5 3.71 0.0
481.50 1.619 13.0 9.3 73.3 88.1 137.8 3.75 0.0
481.60 1.653 18.1 14.3 84.7 89.2 139.0 3.79 0.0
481.70 1.688 23.8 20.0 94.7 90.4 140.3 3.82 0.0
481.80 1.724 30.1 26.3 103.7 91.5 141.5 3.86 0.0
481.90 1.759 37.0 33.1 112.0 92.7 142.7 3.89 0.0
482.00 1.794 44.4 40.5 119.7 93.8 143.9 3.93 0.0
482.10 1.830 52.2 48.3 127.0 94.9 145.1 3.96 0.0
482.20 1.865 60.5 56.5 133.9 95.9 146.3 4.00 0.0
482.30 1.901 69.3 65.2 140.4 97.0 147.5 4.03 0.0
482.40 1.936 78.4 74.3 146.6 98.1 148.6 4.06 0.0
482.50 1.972 87.9 83.8 152.6 99.1 149.8 4.10 0.0
482.60 2.008 97.8 93.7 158.4 100.2 150.9 4.13 0.0
482.70 2.044 105.4 103.9 164.0 101.2 152.1 4.16 0.0
482.80 2.080 106.4 114.4 169.3 102.2 153.2 4.20 0.0
482.90 2.117 107.4 125.3 174.5 103.2 154.3 4.23 0.0
483.00 2.153 108.5 136.6 179.6 104.2 155.4 4.26 0.0
483.10 2.190 109.5 148.1 184.5 105.2 156.5 4.29 0.0
483.20 2.226 110.5 159.9 189.3 106.2 157.6 4.32 0.0
483.30 2.263 111.5 172.1 194.0 107.1 158.7 4.36 0.0
483.40 2.299 112.5 184.5 198.6 108.1 159.8 4.39 0.0
483.50 2.336 113.5 197.2 203.0 109.1 160.9 4.42 0.0
483.60 2.373 114.5 210.3 207.4 110.0 162.0 4.45 0.0
483.70 2.410 121.1 223.5 211.7 110.9 163.0 4.48 5.7
483.80 2.447 132.5 237.1 215.9 111.9 164.1 4.51 16.1
483.90 2.484 146.9 250.9 220.0 112.8 165.1 4.54 29.6
484.00 2.522 163.8 264.9 224.0 113.7 166.2 4.57 45.5
484.10 2.559 182.8 279.3 228.0 114.6 167.2 4.60 63.6
484.20 2.596 203.8 293.8 231.9 115.5 168.2 4.63 83.7
484.30 2.634 226.5 308.6 235.7 116.4 169.3 4.66 105.4
484.40 2.671 250.8 323.7 239.5 117.3 170.3 4.69 128.8
484.50 2.709 276.6 339.0 243.2 118.2 171.3 4.72 153.7
484.60 2.747 303.8 354.5 246.8 119.0 172.3 4.74 180.0
484.70 2.785 332.3 370.3 250.5 119.9 173.3 4.77 2077
.
484.80 2.823 362.2 386.3 254.0 120.8 174.3 4.80 236.6
Duane K. Stuart and As9ociates
Antiseep - Detention Basin 92
Detention Basin 42
Anti-Seen Collar Desil!n 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 =>
John E. Schrum, P.E.
1 onmw

Flow Length
Min.
Cale'd #
Max. ....................
# of .........................
Use
Pond along barrel Projection of collars Spacing collars to Spacing ' Spacing
ID (feet) (feet) required (feet) usv feet OK?
Basin #2 38.0 290 0.98 25 1.00 19 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 lire maxiinum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/danrs
unless an approved drainage diaphragm is present at the downstreanh end of the barrel.
Duane K Stewart and Associates, Inc.
Cone riser anti-flotation - Detention Basin 42
Basin #2
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole = 6.0 feet
Wall thickness of manhole = 8.0 inches
Base thickness of manhole = 8.0 inches
Base diameter of manhole = 7.3 feet
Inside height of Manhole = 6.5 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 44.0 inches
Size of drain pipe (if present) = 6.0 inches
Trash Rack water displacement = 94.5 Cl'
Concrete Present =_>
Total amount of concrete:
Base of Manhole = 28.155 CF
Manhole Walls = 90.757 Cl'
Adjust for openings:
Opening for barrel = 7.040 CF
Opening for drain pipe = 0.131 CF
John F. Schrum, P.E.
10/13/2003
Note: NC Products lists unit wt. of
manliole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 111.742 CF
Weight of concrete present = 15867 lbs
Amount of water disp1aced =_>
Displacement by concrete = 111.742 CF
Displacement by open air in riser = 183.784 CF
Displacement by trash rack = 94.510 CF
Total water displaced by riser/barrel structure = 390.036 CF
Weight of water displaced = 24338 lbs
Duane K. Stewart and Associates, Inc.
Cone riser anti-flotation - Detention Basin #2 John L. Schrum, P.E.
Basin #2 10/13/2003
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 12122 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 175.123 Cl, of concrete
Standard based described above = 28.155 CF of concrete
Therefore, base design must have = 203.279 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 9.300 feet
Thickness = 36.0 inches
Concrete Present = 203.788 CF OK
Check validity of base as designed =_>
Total Water Displaced = 565.668 CF
Total Concrete Present = 287.375 CF
Total Water Displaced = 35298 lbs
Total Concrete Present = 40807 lbs
Actual safety factor = 1.16 OK
Results of design =_>
Base diameter = 9.30 feet
Base Thickness = 36.00 inches
CY of concrete total in base = 7.53 CY
Concrete unit weight in added base >= 142 PCF
Duane K. Stewart and Associates, Inc.
HEC-HMS Project: AMERICAN VILLAGE Basin Model:
DETENTION
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 1-Year Post - Det
Start of Run 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run 26Aug03 1200 Met. Model : 1-Year
Execution Time 130ct03 1656 Control Specs : 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Det Basin #1 8.6493 25 Aug 03 2357 0.43784 0.008
DET BASIN #1 0.68487 26 Aug 03 0045 0.34699 0.008
TO DET BASIN #2 63.686 25 Aug 03 2357 3.1902 0.046
Det Basin #2 4.8058 26 Aug 03 0042 2.9236 0.046
DETENTION BYPASS 43.154 26 Aug 03 0035 7.4210 0.176
Junction-1 48.571 26 Aug 03 0036 10.692 0.230
HMS * Summary of Results for DET BASIN #1
Project : AMERICAN VILLAGE Run Name : 1-Year Post - Det
Start of Run : 25Aug03 1200
End of Run : 26Aug03 1200
Execution Time : 130ct03 1656
Basin Model POST-DEVELOPMENT
Met. Model : 1-Year
Control Specs : 1 minute dT
Computed Results
Peak Inflow z 8.6493 (cfs)
Peak Outflow : 0.68487 (cfs)
Total Inflow : 1.01 (in)
Total Outflow : 0.80 (in)
Date/Time of Peak Inflow s 25 Aug 03 2357
Date/Time of Peak Outflow z 26 Aug 03 0045
Peak Storage : 0.19434(ac-ft)
Peak Elevation : 476.68(ft)
HMS * Summary of Results for Det Basin #2
Project : AMERICAN VILLAGE Run Name : 1-Year Post - Dot
Start of Run : 25Aug03 1200
End of Run s 26Aug03 1200
Execution Time : 130ct03 1656
Basin model s POST-DEVELOPMENT
Met. Model : 1-Year
Control Specs : 1 minute dT
Computed Results
Peak Inflow : 63.686 (cfs)
Peak Outflow : 4.8058 (cfs)
Total Inflow s 1.31 (in)
Total Outflow : 1.20 (in)
Date/Time of Peak Inflow : 25 Aug 03 2357
Date/Time of Peak Outflow s 26 Aug 03 0042
Peak Storage : 1.5366(ac-ft)
Peak Elevation s 481.26(ft)
HMS * Summary of Results
Project : AMERICAN VILLAGE Run Name : 10-Year Post
Start of Run 25Aug03 1200 Basin Model : POST-DEVELOPMENT
End of Run 26Aug03 1200 Met. Model : 10-Year
Execution Time l30ct03 1657 Control Specs : 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Det Basin #1 24.507 25 Aug 03 2356 1.2305 0.008
DET BASIN #1 5.0145 26 Aug 03 0007 1.0070 0.008
TO DET BASIN #2 159.15 25 Aug 03 2356 8.0738 0.046
Det Basin #2 113.14 26 Aug 03 0001 7.2952 0.046
DETENTION BYPASS 150.82 26 Aug 03 0032 23.017 0.176
Junction-1 171.16 26 Aug 03 0006 31.319 0.230
HMS * Sunmiary of Results for DET BASIN #1
Project : AMERICAN VILLAGE Run Name : 10-Year Post
Start of Run 25Aug03 1200 Basin Model POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model 10-Year
Execution Time : 130ct03 1657 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 24.507 (cfs) Date/Time of Peak Inflow : 25 Aug 03 2356
Peak Outflow : 5.0145 (cfs) Date/Time of Peak Outflow : 26 Aug 03 0007
Total Inflow 2.85 (in) Peak Storage : 0.58581(ac-ft)
Total Outflow : 2.33 (in) Peak Elevation : 479.59(ft)
HMS * Summary of Results for Det Basin #2
Project : AMERICAN VILLAGE Run Name : 10-Year Post
Start of Run 25Aug03 1200 Basin Model POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 10-Year
Execution Time : 130ct03 1657 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 159.15 (cfs) Date/Time of Peak Inflow : 25 Aug 03 2356
Peak Outflow : 113.14 (cfs) Date/Time of Peak Outflow 26 Aug 03 0001
Total Inflow : 3.32 (in) Peak Storage : 2.3227(ac-ft)
Total Outflow : 3.00 (in) Peak Elevation : 483.46(ft)
HMS * Summary of Results for DET BASIN #1
Project t AMERICAN VILLAGE Run Name : 100-Year Post
Start of Run 25Aug03 1200 Basin Model POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 100-Year Post
Execution Time : 130ct03 1657 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 36.345 (cfs) Date/Time of Peak Inflow : 26 Aug 03 0004
Peak Outflow t 34.888 (cfs) Date/Time of Peak Outflow : 26 Aug 03 0006
Total Inflow : 5.15 (in) Peak Storage : 0.63089(ac-ft)
Total Outflow : 4.36 (in) Peak Elevation : 479.86(ft)
HMS * Summary of Results for Det Basin #2
Project AMERICAN VILLAGE Run Name : 100-Year Post
Start of Run 25Aug03 1200 Basin Model s POST-DEVELOPMENT
End of Run s 26Aug03 1200 Met. Model : 100-Year Post
Execution Time : 130ct03 1657 Control Specs : 1 minute dT
Computed Results
Peak Inflow : 224.68 (cfs) Date/Time of Peak Inflow 26 Aug 03 0004
Peak outflow : 209.32 (cfs) Date/Time of Peak Outflow s 26 Aug 03 0006
Total Inflow : 5.74 (in) Peak Storage : 2.6052(ac-ft)
Total Outflow : 5.28 (in) Peak Elevation : 484.22(ft)
HMS * Summary of Results for DET BASIN #1
Project : AMERICAN VILLAGE Run Name : 1-inch Post
Start of Run 25Aug03 1200 Basin Model s POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 1-Inch Rainfall
Execution Time : 130ct03 1656 Control Specs 1 minute dT
Computed Results
Peak Inflow : 0.035088 (cfs) Date/Time of Peak Inflow 26 Aug 03 0016
Peak Outflow 0.0 (cfs) Date/Time of Peak Outflow : 25 Aug 03 1200
Total Inflow : 0.04 (in) Peak Storage 0.016575(ac-ft)
Total Outflow : 0.00 (in) Peak Elevation : 474.53(ft)
HMS * Summary of Results for Det Basin #2
Project : AMERICAN VILLAGE Run Name : 1-inch Post
Start of Run : 25Aug03 1200 Basin Model s POST-DEVELOPMENT
End of Run : 26Aug03 1200 Met. Model : 1-Inch Rainfall
Execution Time : 130ct03 1656 Control Specs 1 minute dT
Computed Results
Peak Inflow : 3.0751 (cfs) Date/Time of Peak Inflow 25 Aug 03 2400
Peak Outflow : 0.33529 (cfs) Date/Time of Peak Outflow : 26 Aug 03 0127
Total Inflow : 0.10 (in) Peak Storage 0.059411(ac-ft)
Total Outflow : 0.09 (in) Peak Elevation 476.34(ft)
LEVEL ;YK?nvt? -H 1-
DWQ Project
#2?
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person:
Level Spreader ID:.
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
C DCTENT/ON P-4s1N
/0 ft.
S,1b ac.
1. Sb ac.
%
Max. Discharge from a 10 Year Storm la • / cfs
Max. Discharge to Level Spreader 010 cfs
Filter Strip/Buffer Vegetation Tm xLoVER
Pre-treatment or Bypass Method DETENTI dM
REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6%for forested, leaf littler cover, 8%for thick ground cover)*
(CFTXNT1V1V BAS//V f 2 DUTGET sr'?PUCTURE?
o -/NCH PER Hoo'q ?7ETEN7?/bIY?
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
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. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan 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.
Applicants _ Initials
Level spreader is at least 13 ft. per cfs for thick ground carer or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
?' No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Phone Number:
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
LULL SG/1?A1?ER ?`-oZ
(A r?Nrl oN Bq 51 N #9)
DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please
Project Name : Afw?I?ICAA
the following information):
Contact Person: Tehn E. ScLani t,06 Phone Number:
Level Spreader ID:
Level Spreader Length /0 ft.
Drainage Area 3 6, 19 ac.
Impervious Area 10. IbL ac.
Maximum Filter Strip/Buffer Slope %
grass
Max. Discharge from a 10 Year Storm / 50, 0 cfs
Max. Discharge to Level Spreader 0.50 cis
Filter Strip/Buffer Vegetation -n41 4 6PQUNOCOVVER
Pre-treatment or Bypass Method DET6X rl DN
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6%for forested, leaf littler cover, 8%for thick ground covert
(PET. BASIN T; 0 urt.6 r sr??V? rr1KE)
( f -INCif /E,e HOUR STET M -r bN?
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
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. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan 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.
Applicants I itials
Level spreader is at least 13 ft. per cis for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
' Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers"
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
-? Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
" Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
QUIL CII CrvvInU YMCIY IHL LIUMIVLIHIY IJ, 1"H
016307
NC Division of Water Quality Check Number: 16307
Da t(,: 11/05/03 Check Amt_: $200.00
'lY.m II fnvoiuc TYpe Dace Reference Balance 1)iscount Pay Amount
] 708 110503 Invoice 11/05/03 7783W0 - Permit Applicati on $0.00 $0.00 $200.00
WETLANDS 40
1 GROUP
NO V 0 5 20
03
WATER QUAL
ITYSECTIO

OUTLET STRUCTURE These drawings are instruments
of service and ae such remain SEE DETAIL
Y SEEDING SCHEDULE SEEDBED PREPARATION IN SCHEDULE TEMPORAR PERMANENT SEED G 10' (MIN,) 50'L BROADCRESTED WEIR the property of the engineer, No copies or reproductions of
APPLICATION RATE 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE 501E TOP OF BERM ELEV. =480.40 SEEDING DATE SEEDING MIXTURE APPLICATION = 480 ~ ~'1 EMERGENCY SPILLWAY these drawings are permitted without consent of the engineer, Upon completion of the work
CONDIRONS, IF AVAILABLE. afl drowinga(except the contract
AUG 25 -OCT. (BEST) TALL FESCUE 200 LBS/AC JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC Q,) RIP THE ENTIRE AREA TO 8 INCHES DEPTH. EMERGENCY SPILLWAY CREST ELEV. FEB. -APR 15 (POSSIBLE) KOBE LESPEDEZA SD lBS/AC REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEANNG SURFACE ' CREST ELEV. = 479,50 copies) are to be returned to the engineer,
3.) Copyright © 2003
SOIL AMENDMENTS MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC REASONABLY SMOOTH AND UNIFORM. ' APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 lB/ACRE AUG 15 -DEC JO R1E GRAIN 120 LBS/AC 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX - BERM
GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. ( ) WITH SOIL (SEE BELOW TOP OF RISER ELEV. 477.80 = 477.80 SECTION
MULCH SOIL AMENDMENTS 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED IS WATER TIGF WATER TIGHT GASKET SEAL NON-WOVEN GEOTEXTILE FABRIC SHALL 2,~
APPLY 4000 LB/AC STRAW, ANCHOR STRAW BY TACKING VNTH ASPHALT, NETTING, OR FOLLOW RECOMMENDATIONS OF SqL TESTS OR APPLY 2,000 LB/AC GROUND PREPARED 4 TO B INCHES DEEP, A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -DEC BE PLACED AROUND EACH JOINT OF TO RCP BARREL IN 2' WIDE STRIPS BARREL (FES)
AS A MULCH ANCHORING TOOL 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER 1' DEEP GRAVEL LAYER TO 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). ) CONSIST OF 0.375" TO 0.75" 0.75" CENTERED ON JOINT, INV. OUT = 472,20
MAINTENANCE 7,) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH, STONE CONFORMING TO AASHTO AASHTO
IN TAN REPAIR MULCH FREQUENTLY. REFERiIUZE IN UTE 1MNTER OF THE M-276 SEE INTERIOR BASIN SPEC D APPLY 4000 LB/AC STRAW. ANCHOR 51RAW BY TACKING 1WTH ASPHALT, NETTING, ( FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW OR A MULCH ANCHORING TOOL A D15K IM1H BLADES SET NEARLY STRAIGHT CAN BE 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPNRS OR RESEEDINGS WITHIN BASIN
R GULARLY TO A HEIGHT OF 2-4 INCHES. THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 6O% DAMAGED, MATERIAL SPECIFICATIONS) E USED AS A MULCH ANCHORING TOOL REESTABLISH FOLLOWNG ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY S) BARREL
WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING, TOP OF GRAVEL = 474.00 NURSE PLANTS MAINTENANCE 74.00 INV. IN = 473.00 =
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 lJ)/ACRE GERMAN JAN 1 -AUG 15: REFERTNJff IF GROWTH IS NOT FULLY ADEQUATE RESEED, g,) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZARON ti' 42 LF - 15" RCP 0 1.90 (CL. III RCP) ~
MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). REFERIIUZE, AND MULCH NIMEDIATELY FOLLOWING EROSION OR AFTER PERMANENT COVER IS ESTABLISHED. POND INV. ELEV. = 473.00 OTHER DAMAGE. 473.00
AUG 15 -DEC 30:REpANt AND REFERTIUff DAMAGED AREAS IMMEDATELY. TOP DRESS CONCRETE PAD FOR 6" DIP SEE DE ~'k ~ ~ ~ ~ u jo ~n o) ~ a, 1, 6 DIP (SEE DET L)
WITH 50 LB/AC OF MIROGEN IN MARCH. IF IT IS NECESSARY TO ( EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEER YATH 50 1 1 ~a~,, a~,~~~,~t,,~,,,~,
LB/AC KOBE LESPEDEZA IN LAZE FEBRUARY OR EARLY MARCH, 'See seasonal application schedule 4 I 4LF-6"DIA.DI 1 uane tewart
ANTI-SEEP COLLAR (X1) SEEP COLLAR TO
GEOTEXIILE FABRIC TO LINE TOP AND BOTTI PR VIDED AT BE SPACED AT 21' O.C. (SEE DETAIL). ASSOCIATES, INC. TOP AND BOTTOM WATERTIGHT SEAL TO BE 0 COLLAR SHALL BE PLACED A MINIMUM OF
OF GRAVEL BED AND 4" DIA. PERFORATED (SEE INTERIOR BASIN MATERIAL SPECIFICATI( 4. PERFORATED PVC RISER/BARREL INTERFACE 2 FEET FROM PIPE JOINTS. CONSULTING ENGINEERS IIAL SPECIFICATIONS)
NCDOT CLASS "B" RIP-RAP KEY TRENCH (SEE BERM MIN, 8'Lx10'Wx22"THICK • •
CONCRETE ANTI-FLOTATIC EANTI-FLOTATION BLOCK SOIL AND COMPACTION Cml Sanitary • Environmental
6.3' DIA. REBAR RING (SEE OUTLET STRUCTURE fLET STRUCTURE DETAIL) SPECIFICATIONS) Planning • Design • Survey
PERMANENT DAM CROSS-SECTION 3715 University Drive
4.1' DIA. REBAR RING N,T,S. Durham, N.C. 27707
[phone] • fax [phone]
POND OUTLET STRUCTURE NOTES: NOTES. a-mail; info0dksa-tsi,com
" ' ~ 1, 15" RCP OUTLET BARREL SHALL BE CLASS III RCP MEETING THE CP MEETING THE REQUIREMENTS OF ASTM C76, THE PIPE www.dksa-tsi.com
6.3 LF 2x2 x1/4 ANGLE 0'S JOINTS SHALL BE MORTAR OR FLEXIBLE PLASTIC TYPE JOINT. fPE JOINT.
- -199 MONOLITHIC 3.2' MIN, PROJECTION MEETING ASTM C 478R dc, AASHTO M "
0.5' 2. THE MANHOLE OUTLET RISER SHALL BE 4' I,D., MEETING ASTIuI ELEV, = 477.80 BASE. THE MANHOLE JOINTS SHALL BE ASTM C-443 RUBBER GI 443 RUBBER GASKET JOINTS, MANHOLE JOINTS SHALL BE NOTES: 6
(TOP OF RISER) 0.5' SECURELY ANCHORED TOGETHER TO PREVENT SEPARATION, CONT THE MANHOLE SECTION ANCHORING SYSTEM, 'ARATION, CONTRACTOR IS RESPONSIBLE FOR DESIGN OF 1 • CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN,) 28 DAY ' r ; , a ' SEAL
#4 REBAR STRENGTH ~ f " .
~ 3. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1'-2" OI ( ) {}4 REBAR ACCORDANCE WITH NCDOT STD. 840.66. - P SHALL BE IN " STEPS 1 2 ON CENTER, STE S 2. COLLAR SHALL BE CONNECTED TO 15 RCP WITH A WATER o CA
TIGHT JOINT. ' ~1A ~
4, CONCRETE ANTI-FLOTATION BLOCK SHALL BE INTEGRALLY ATTACI A H TO RISER BASE TO PREVENT 3. H SPACED ALONG BARREL AT 21' O.C. ~ ~ ~ n 0~••F ' TEGRALLY ATT C ED COLLAR S ALL BE . , . " ~ ~ 0
1'-1" RISER/BLOCK SEPARATION, OR PRECAST AS THE EXTENDED BASE TYP, THE CONCRETE ANTI-FLOTATION BLOCK IS CAST SEPARATE FROM T i(TENDED BASE OF THE MANHOLE DURING FABRICATION. IF 15 DIA, RCP b 15 DIA. RCP :PARATE FROM THE MANHOLE ASSEMBLY THE CONTRACTOR ~ ~ , II '
SHALL BE RESPONSIBLE FOR ANCHORING THE ANTI-FLOTATION BLO -FLOTATION BLOCK TO THE MANHOLE RISER ASSEMBLY. 4, ANTI-SEEP COLLAR SHALL BE PLACED A MINIMUM OF 2 FROM = t M 436 PIPE JOINTS. o
OUTLET STRUCTURE MATERIAL SPE D I NE,. J . DIAL SPECIFICATIONS , ti , ~ N CSR
ELEVATION VIEW 1. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) TED. E~ S X1 PSI (28 DAY) UNLESS OTHERWISE NO ''NUnn+~'`~ ,
NCDOT CLASS "B" RIP-RAP 2. GEOTEXTILE FABRIC FOR THE 15 INCH OUTLET BARREL JOINTS '
B'Lx10'Wx22" THICK POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQ BARREL JOINTS SHALL BE AMOCO STYLE 4553 5 R APPROVED EQUAL (NON-WOVEN FABRIC)
A "x "x1 4" ANGLE 4' DIAMETER 3. BASIN DRAWDOWN IS VU1 A 6" PLUG VALVE, THE VALVE SHALL 6.3 LF 2 2 / OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWP A 4' WIDE RISER ~E VALVE SHALL BE AN M&H STYLE 820 X-CENTRIC VALVE - P COLLAR REVISIONS CONCRETE ANTI SEE WCE WITH AWWA C-508 SEC. 5,5, AND SHALL BE
MANHOLE OPERATED FROM TOP OF THE OUTLET VIA A HANDWHEEL. rYFiEEL. N.T.S.
BERM SOIL AND COMPACTION SPE IFICATIONS: _ _ss-SS - 0 N SPEC _ s LUNGE-P00~ LOCITY DISSIPATOR s~ --~s s VELOCITY DISSIPATO
" 0 1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERME 15 RCP CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT ss s - -N S 'B' RIP RAP NCDOT CLASS A RIP RAP
LEAST 98% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPTIM MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCTION. .NSIT1', AT OPTIMUM MOISTURE CONTENT. NO BLASTED = CDOT~LAS 6'Lx8'Wx9"THICK (SEE,DEfATC, 5H1<ET I2) CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT 1 _ - - ;---=fliS~T~'-~-X2-___' ~ , ~ _ _
SHRINK/SWELL OR DISPERSNE CHAEt,4CTERISTICS. ON-SITE GEOTI N-SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE ~ ' ~ ~ \ ' ~ I 0 ~ / ~ - ~ TH ~ - TO' LEVEE SPREADER
10' TYP SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE GEOTECI ( ) METHODS TO BE USED FOR PLACEMENT OF FILL. IF ADDITIONAL I. THE GEOTECHNICAL ENGINEER SHALL ALSO SPECI E ~ _ _ _ _ _ IF ADDITIONAL USES PLANNED UPON THE BERM SECTION _ - - e.--jSEE ~ -2~ _
(BUILDINGS, ETC.), THE GEOTECHNICAL ENGINEER SHALL SPECIFY IFY SOILS SUITABLE FOR THAT ADDmONAL USE. 1 - ' ~ ~ t8" - - - 1 SHALL SPEC 1 INV. = 472.20 - - _
IMPACTION TEST SHALL BE CONDUCTED EACH 2500 SQUARE _ - 15" RCP 0 1.90
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST X" FE 8' 4 FEET PER VERTICAL FOOT OF FILL 42 LF \
' ^Y PI WAY \ 1 EMERGENT S LL I Fl A \
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FlLL AREAS, TREN( PLAN BELOW EXISTING GRADE. SOILS AND COMPACTION FOR KEY TRENC .L AREAS, TRENCH TO EXTEND A MINIMUM OF VE FEET LINE ENTIRE FMERi,`ENCY SPILLWAY BRO DCRESTED WEIR FOR KEY TRENCH SHALL MEET ALL REQUIREMENT OF #1 AND DOWtd `STREAM BERM WITH ELEV. = 479.50 \ I
ABOVE. 1 SXNTHETIC INDUSTRIES "PYRAMAT" OR \
" 4, NO TREES OF ANY TYPE Il1AY BE LOCATED ON THE BERM SEC ' ,r' APPR VED EQUAL INSTALLATION TO ~ THE BERM SECTION, BE P FORMED WITH A
15 RCP 4.1 DIA. REBAR RING MANU ACTURER'S REPRESENTATIVE
5. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EA JM 8" UFT. EACH UFT SHALL BE CONTINUOUS FOR THE . ON-SITE, ~ " = . ~ :MENT OF FILL FOR THE BERM SECTION, ALL IINSURABIE ~ ~ _ ~ 6
_ ! ~ ~ ~ 22' DYER OF 6.3' DIA. REBAR RING ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL I -1I I_ I i=l I I-! I h I T~ ~ 'B' RIP-RAP MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREI PROPERLY PREPARED FOR FILL PLACEMENT. ANY FlLL •Dt - ~ _
1_! I ~_I I I=) ! I-! C~ 3.15' REQUIRING HIWD COMPACTION SHALL BE CONDUCTED IN 5" LIFTS TED IN 5" LIFTS. . - i ~ - ~
! - ~ iii 1=! I- I~ i I = " FLTER BLANKET _ I_ - _ - _ ~I STATEMENT OF RESPONSIBILITY:
PAN VI W ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY ! ~ - ~ 'THIS FACILTfY SHALL BE THE RESPONSIBNJTY OF THE
AMERICAN VILLAGE HOMEOWNERS ASSOCIATION, PER THE EXECUTE[ OPERATION AND MAINTENANCE AGREEMENT ` R THE EXECUTED ~ / / - _
SECTION A-A FLTER BLANKET NOTES: FOR THIS FACILITY. ~ ~ - ~ ~ _ 4" EV6-`"
N.QIE~ (SEE NOTE) 1, ALL REBAR TO BE 4 REBAR. ~ wa+ea: o / ~ ~ ' - ''fNV, = 472.20 \ \ ~ / I
A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP aN?AU. "u mn n,mR~aN F"o" ~ ar ru. n"i 11e+eiwEE""IrNOnTM"o°cr~aa1a 1MEE0NVAaa~"a~ o we *~~ina~ar+K r al0el aw AUO at ueED fA0V1DED niE CONiRADTOA IYI NarE~ ~ ~ / \ ~ fliYiel NIIgY/L FAa IRE ENOtNEER f0A iNE Uei Of aICM IIaN. ~ N / ~ ~
AND SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A 2. ALL REBAR AND ANGLES TO BE GALVANIZED WITH A BITUMINOUS COATING. / \ ° ° l~,, 5 LF - 4 I NON-PERFORATED PVC / ~ 0 0 0'*~' 0 1.60%
" HI K YER OF STONE NCDOT 57 UNDERLAIN MINIMUM 4 T C LA ( # ) _ 4' AN BE WELDE T TH REBAR TRASH ~ WITH MIRAFl FILTER WEAVE 700 OR APPROVED EQUIVALENT 3, THE HOT DIPPED, GALVANIZED 2x2 x1/ GEES SHALL D 0 E < ~
RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE MANHOLE RISER WITH =R ~ ~ ANGLES SETTING DIRECTLY ON TOP OF THE RISER. ~ " W' 48 LF - 4 DIA. P RATED PVC o 0 o n o J o ~ g~ ~ 0 0 0 0 4' PR T
• S~ 0 O.OOX .NVV,-47300 \ U DIA. ECAS > ~ ~ . / \ \ 0 0 0 0 o MANHOLE RISER S~ ~o ~ , ~ ~ o o GYi o CREST = 477.80
TT ~ ~ ~ ` ~ _ i~ ~ ~ o 0 o INV. = 473.00
TRASH RACK DETAIL OCITY DISSIPATOR auN ELlY TA ~ 24 lF - 4" DLA. PERFORATED. F'VC u U ' ~ I
15 OUTLET BARREL VEL N.T.S. ELEVATION N,T.S. ~ ' ~ o~~o ~ 0 O,OOR INV.=473.00 ~ ~ ~ ~ ~ I
m LIB ~ o ~ ~ 1 ~ o z
C M~ CLEANOUT TYP. o ~ - _
" CABT IRON ELEVATI ~ cAST IRON ~ o w - ELEVATION r r-
ae ~4 REBAR TRASH RACK (ABOVE) i 3 40 LF - 4" DUl PERFORATED
~ o w w a ®0.00% INV.=473.00
= H R TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY SPACED ~ g 'i. +w• HANDWHEEL ELEV. 480.00 ANC 0 HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP ATTACHED TO MANHOLE ~ + { ~ o
~ TRASH RACK RISER BY 3-1/4 CONCRETE ANCHOR BOLTS EACH CLAMP TO BE COATED ~ r ~ ' ~ / a I
(SEE DETAIL) W/ A BITUMINOUS COATING, p ~ F ~ sIDE T ~ M ~ / ~ ~
4J ~ ~ ELEVAT 0 M caroecn E eloE ~ II PuN LEYATfON ~ \ / /
TRASH RACK ~ ~ /
a (SEE DETAIL) AetAADRenr as ~ ~ / _ _ - _ - ~ m - -
ELEVATION ELEV. = 477.80 Aan: ~ ~ - te• DD Rm ur to ~ ~ ~ ~ tL I venNn Even twat. ~ ~ O
N (TOP OF RISER) , a + g+ lECTION A•A ,A EV T ~N / ~ ~ ~ Q_ ~ - o I ~
m 0 ~ ~ /
N 5" (TYP.) ~ ~ ~ 1' RAVE SEE INTERIOR 1 DEEP G L BED ( ~ ~ / 1 ~ BASIN MATERIAL SPECIFCATIONS) ~
4 AM 5" ~ ~
i MANHOLE RISER 6" DIA. PLUG VALVE SEE 4 LF - 6" DUl DIP , ~
( o (PRE-CAST SECTIONS) OUTLET STRUCTURE MATERIAL 5 (TYP.) CONC CONCRETE ANTI-FLOTATION BLOCK ~ ~ ~ ~ ~ I
~ SPECIFICATIONS) (SEE (SEE CROSS-SECTION) l 1 ~ ~ ~ /
MANHOLE RISER °z 00 (PRE-CAST SECTIONS) 2' 0,583 ~ ~ 1 ` /
S ~ BARREL INV. IN = 473.00 1 / /
~ co 6" DIA, DIP - ~ 1 _ _ _ DATE: 10-14-2003
N t C ~5~' ~O ~ I
iv ~ G~ ~ ~ 1 SCALE: SEE SHEET 1 I ~
DIP INV, _ 5~ 4 ELEV. = 474,00 15" DIA. RCP q1~ 1 I ~ 7
~ Q~ / ` ~ i JOB N0. 1154-01,10
\ ~
~ 4 LF - 6" DIA DI ~a 8 15" DIA. RCP , . - ~ - - - ~ _ _ DRAWN BY: DLP
~ 2.42
4 c d . d a a 0 CHECKED BY: JES
y
O d d 4 N N 6n OIL s' 01
Q . e GRAPHIC SCALE
v d 4 r IA m 6- d d d N 3000 PSI CONCRETE 30 0 15 30 w _
5 CIRCULAR CONCRETE CIRCULAR CONCRETE a - - - - SHEET
ANTI-FLOTATION BLOCK "SIDE VIEW" Mn-FLOTATION BLOCK
t "FRONT VIEW" 2 I inch - 90 M
DRY BASIN 1 - GRADING PLAN
q T DRY BASIN OUTLET STRUCTURE DETAI L 6DRAIN DE ~ DRY BASIN OUTLET STRUCTURE DETAIL ZAIN DETAIL of 5
" N.T.S. N.T.S. N.T.S. " N.T.S. 1"=30' FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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IN LEVE DETENT ION BSS S
PROJECT NO. 1154- DURHAM, NORTH CA OCTOBER 14, 200
SPECIAL CONDmONS OF APPROVAL
rFNFRaI NOTES CONDITIONS:
1. SUBMIT 3 SETS OF CONSTRUCTION DRAWINGS TO ENGINEERING DEPARTMENT FOR REVIEW
PRIOR TO STARTING CONSTRUCTION. INS INCLUDING
2. AT THE TIME OF FINAL PLAT DOCUMENTATION PROPER LEGAL PROVIS 0 ATTORNEY'S CERTIFICATE) HAVE BEEN MADE FOR THE ESTABLISHMENT OF A HOMEOWNER S
ASSOCIATION DECLARATION OF COVENANTS AND RESTRICTION FOR THE COMMON AREAS FOR
uu o PERPETUAL OWNERSHIP AND MAINTENANCE OF COMMONLY OWNED AND IMPROVEMENTS AND LANDS ARE NEEDED.
3. THE SITE WILL BE KEPT IN COMPLIANCE WITH ALL SOIL do EROSION CONTROL STANDARDS.
SITE NOVEMBER 14, 1A03 4. EXISTING PROPERTY LINES ARE TO BE REMOVED AT THE TIME OF FINAL PLAT. r' ~ 5. ALL UTILITIES SHALL BE INSTALLED UNDERGROUND.
,l) f ~ ALL EXISTING BUILDINGS WILL NEED TO BE REMOVED PRIOR TO THE APPROVAL AND SIGN , . ~ 6.
FIRST FINAL PLAT. ~ ~t OFF OF THE
_ 7. DRIVEWAYS SHALL BE CONFIGURED THAT 20~ DEPTH MINIMUM WILL BE PROVIDED SO THAT NO VEHICLE WILL OVERHANG INTO THE PUBLIC RIGHT-OF-WAY.
8. CENTERLINE OF 30' WIDE CITY OF DURHAM SANITARY SEWER EASEMENT. SUBJECT TO
TERMS STATED IN THE DECLARATION IN REAL ESTATE BOOK 1510, PAGE 958. NO STRUCTURES, FILL, EMBANKMENTS, TREES OR OBSTRUCTIONS PERMITTED WITHIN THE EASEMENT EXCEPT
ACCORDING TO THOSE TERMS.
9. BUILDINGS AND OTHER FEATURES THAT REQUIRE GRADING AND CONSTRUCTION SHALL BE SET
BACK AT LEAST 10' FROM EDGE OF THE STREAM BUFFER. R ALL PROPOSED 10. ALL SIZES, MATERIALS, SLOPES, LOCATIONS, EXTENSIONS AND DEPTHS FO
UTILITIES WATERLINES, SANITARY SEWER LINES AND STORM DRAINAGE CONVEYANCE SYSTEMS) ( Y THE CITY OF DURHAM ENGINEERING
SHALL BE REVIEWED AND BE SUBJECT TO APPROVAL B DIVISION AT CONSTRUCTION DRAWING SUBMITTAL. T BEFORE
11. EXTENSION AGREEMENT REQUIRED (SUBMIT AFTER SITE PLAN APPROVED BU
CONSTRUCTION PLANS). CONTACT ENGINEERING DMSION (560-4326, FAX [phone]) WITH
COMPLETE NAME (INDMDUAL, INC., CORP., ETC.) AND TELEPHONE NUMBER OF ENTITY ' EXTENDING SERVICES TO THE SITE. FlRE FLOW
12. FlRE FLOW ANALYSIS IS REQUIRED. WATERUNE SIZE MAY CHANGE WITH
ANALYSIS. CONTACT CITY ENGINEERING 0 560-4326 TO SCHEDULE FLOW TEST OR TO OBTAIN CURRENT SYSTEM DATA. IS PROJECT.
13. WATER AND SEWER PERMITS ARE REQUIRED FOR TH p RMIT AGREEMENT
14. A COMPLETED STORMWATER FACILITY MAINTENANCE AND OPERATIONAL E
VICII~IITY MAP WITH APPROPRIATE FEES, CALCULATIONS AND DETAILS MUST BE SUBMITTED AT TIME OF CONSTRUCTION PLAN REVIEW. PLANS WILL NOT BE REVIEWED WITH OUT THESE ITEMS.
CONTACT STORMWATER SERVICES 0 560-4326 FOR INFORMATION. T
REGIONS DEVELOPMENT 15. BY REFERENCING ROADWAY IMPROVEMENTS ON THE PLAN, THE APPLICANT AGREES 0 CONSTRUCT SAID IMPROVEMENTS PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY IN A
MANNER THAT WILL ALLOW THEM TO FUNCTION AS NOTED ON THE PLAN AND IN ACCORDANCE
1912 E. NC 54, SUITE 2 DURHAM, NORTH CAROLINA PHONE: [phone] DRAWING LIST WITH NCDOT AND CITY OF DURHAM STANDARDS AND POLICIES, THIS INCLUDES (WHERE
APPLJCABLE) BUT NOT LIMITED TO: ADEQUATE TRANSITION TAPERS, ALIGNMENT OF LANES THROUGH INTERSECTIONS, ASSOCIATED SIGNAL MODIFlCATIONS, PAVEMENT MARKINGS, ASSOCIATED
SIGNAGE, CURB AND GUTTER, COORDINATION WITH OTHER PROPOSED ROADWAY IMPROVEMENTS
AND BIKE LANES. THE APPLICANT ALSO ACCEPTS THE FINANCIAL RESPONSIBILITY FOR ACQUISITION OF ANY ADDITIONAL RIGHT-OF-WAY NECESSARY TO ACCOMMODATE THESE
IMPROVEMENTS AND ANY OTHER REQUIRED SIDEWALK CONSTRUCTION,
16. PAYMENY-IN-LEU OF OPEN SPACE IS REQUIRED AT THE TIME OF FINAL PLAT APPROVAL, 17. MAXIMUM IMPERVIOUS SURFACE AREA PER LOT IS 4,000 S.F.
18. ANNEXATION PETITION REQUIRED. CONTACT BUDGET DEPARTMENT 0 560-4111.
19. THE DESIGNING ENGINEER (A NCPE) WILL SUBMIT 3 SETS OF CONSTRUCTION DRAWINGS
PLAN AND PROFILE IF REQUIRED) TO THE CITY OF DURHAM ENGINEERING DIVISION FOR REVIEW ( W A MINIMUM OF 2 WEEKS REVIEW AND APPROVAL BEFORE STARTING CONSTRUCTION (ALLO
TIME . NOTE: THE APPROVAL OF CONSTRUCTION DRAWINGS IS SEPARATE FROM SITE PLAN
APPROVAL.
20. LOTS WILL BE GRADED ON A LOT-BY-LOT BASIS. THE CONTRACTOR IS RESPONSIBLE FOR ANY EROSION CONTROL MEASURE NECESSARY FOR LOT GRADING. THE
OVERALL SITE PLAN PD 1 21. STATE AND FEDERAL PERMIT AUTHORIZATION MAY BE REQUIRED FROM NCDENR AND
U.S. CORPS OF ENGINEERS PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES IN OR NEAR A LAKE, STREAM, CREEK, TRIBUTARY, OR AN UNNAMED BODY OF WATER AND ITS
DRY BASIN 1 GRADING PLAN PD 2 ADJACENT WETLANDS.
DRY BASIN 1 DETAIIS PD 3 22. A DETERMINATION FROM NCDWO IS REQUIRED STATING THAT THE ACTIVITIES AS REFLECTED IS ALLOWED PRIOR TO THE ISSUANCE OF A GRADING, BUILDING, OR CONSTRUCTION PERMIT.
23. VEHICULAR ACCESS IS REQUIRED TO EACH OF THE STORMWATER DETENTION PONDS.
DRY BASIN 2 GRADING PLAN ~'D 4 rOhDITIONS PRIOR TO ISSUANCE OF ZONING GOMPLIANC : THE PLANNING 24. LAND DISTURBANCE AND EROSION CONTROL PLANS TO BE PROVIDED TO
DEPARTMENT FOR REVIEW PRIOR TO REQUEST FOR A ZONING COMPLIANCE.
DRY BASIN 2 DETAILS PD 5 rONDITIONS PRIOR TO ISSUANCE OF BUILDING PERMI
25. RECOMBINATION PLAT, FINAL PLAT AND/OR DEED DEDICATING RIGHT-OF-WAY TO BE RECORDED PRIOR TO ISSUANCE OF BUILDING PERMIT. A COPY OF THE RECORDED PLAT WILL
WETLANO~ 140 t~ROUP BE SUBMITTED WITH THE FIRST BUILDING PERMIT APPLICATION,
26. RECOMBINATION OF THE DUKE UNIVERSITY PROPERTY AND THE TUCKER PROPERTY MUST BE RECORDED PRIOR TO ANY BUILDING PERMIT.
NOV 14 2003 rONDITIONS PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY: SIGNS
27. DEVELOPER IS RESPONSIBLE FOR FABRICATION AND INSTALLATION OF ALL REQUIRED AND PAVEMENT MARKINGS WITHIN THE PUBLIC RIGHT-OF-WAY, THE DEVELOPER SHALL SUBMIT
A SIGNING AND MARKINGS PLAN TO THE TRANSPORTATION DIVISION AT CONSTRUCTION PLAN WATER Q~1AL~TY SECTION PROVAL. THIS PLAN MUST BE SEALED BY A REGISTERED
STAGE FOR REVIEW AND AP PROFESSIONAL ENGINEER AND PREPARE IN ACCORDANCE WITH THE MUTCD. ALL SIGNS AND
PAVEMENT MARKINGS SHOWN ON THE CONSTRUCTION DRAWINGS MUST BE IN PLACE PRIOR TO
ISSUANCE OF A CERTIFICATE OF OCCUPANCY. GE MATURING
T ' =o~~ SS 28. ALL LANDSCAPING/STREET TREES, CONSISTING OF MINIMUM 2.5 CALIPER lAR SHADE TREES, MUST BE INSTALLED FOR EACH LOT ACCORDING TO THE TABLE ON SHEET L3 IN
THE SITE PLAN SET PRIOR TO REQUEST FOR A CERTIFICATE OF OCCUPANCY. STREET TREES
ADJACENT TO EACH OPEN SPACE ARE AND ALONG EXISTING PERIMETER STREETS WILL BE PLANTED ACCORDING TO THE SCHEDULE SHOWN.
S 0 8 r
~ yhf ~S N~J~~~,(°~IZoo) ~ D u/ ~Z
NC. • CONSUL I INV tN(,orm~lNr=r"KZP o
DUANE K. STEWART & ASSOCIATES, INC
~ 3715 UNIVERSITY DRIVE DURHAM, NOF NORTH CAROLINA 27707
CONSTRUCTION
PHONE: [phone] FAX: [phone] SS EMAIL: INFO~DKSA-TSI.COM a FINAL DRAWING - NOT RELEASED FOR a
s

- ' \ - i , NOTES, These drawings are instruments of service and as such remain
\ ~ , EXISJ.~S'=C'1T~-OF DURHAM SANITARY SEWER the property of the enggineer,
EXIST, 35~CiLY OF DURHAM SANITARY SEWER ~ - ' ~kSEMENT SUBJECT TO TERMS STATED IN THE 1, ALL EXISTING STRUCTURES (INCLUDING WELLS AND SEPTIC SYSTEMS ON No copies or reproductTone of
EASEMENT SUBJ~CT~TLLTERMS STATED IN THE ~ - - - - _ _ _ _ _ _ _ _ _ DECLARATION IN REAL ESTATE BOOK 1510, PAGE THE SITE ARE TO BE REMOVED OR DEMOLISHED. DEMOLISHED MATERIAL these drawings are permitted _ _ - IS TO BE REMOVED FR A RAN without consent of the engineer. 958. NO EASEMENT EXCEPT ACCORDING TO , OM THE SITE AND DISPOSED OF IN CCO D CE Upon completion of the work
' ' ~ DECLARATION IN REAL ESTAT~BQOK 1510, PAGE - , ~ 958. NO EASEMENT EXCEPT ACCORBHJ6,T0 THOSE TERMS. PB. 110, PG. 12 WITH ALL LOCAL AND STATE REGULATIONS, all drowings(except the contract
I ' 72 THOSE TERMS. PB, 110 PG. 12 ~ ~ _ ~ ~ _ copies) are to be returned to ~ / 2. CONTACT THE DURHAM COUNTY HEALTH DEPARTMENT IF A SEPTIC OR the engineer.
~ 7. ~ WATER SYSTEM IS ENCOUNTERED DURING CONSTRUCTION. Co ri ht c 2003 J PY 9 ~
~ ) 7" ~ ~ ~ 238,1 ' /
I \ 0' - _ _ /
~ - - "
147 , ~ '62 4~ , ~ ~ SOUTHLAND ASSOCIATE INC. PI PAOeo2-o2-se-seas SITE DATA
_ 4 4" I _ 105,3 ' 7 ~ ~ 2. ~ A . I 3 0
A D OPEN SPACE AREA 1: ~ 103.67 7 ~ '4 " , ~ 4 68A~ ~ CURRENT LAND USE: VACANTD RES/HOMEOWNERS ASSOC. ~ OyM~ ~ 93 83~ ~ ~ zoNlNC. PDR 2.1 VANCE A TUCKER , , ~ ~
1 ~ 60, 7 ~ EXIST. 200 R ~ ~ 529,076 S,F, ' - 93.68 - D4URHA)IU NC~2 705 -
/ ~ ~ ~ ~ ~ / _ 107. 9 T NL ~ ~ ~ - _978 - 90,41', 104.26' 92.32._ 107,50 , 1 ~7'8J TR€~ SAVE`-/OiFA-3; . ~ ~ ..107,50 _ - , ' ..20,858_ S.F. ~ + APPLICANT ~
~ / - _ 1¦ ~ i r ~ I _ ~ I _ REGIONS DEVELOPMENT ~
~ ~ ~ • - - - 1912 EAST NC 54 SURE 200 ~ ~ • ~ ! y ' ' . ~ ~ ~ \ DURHAM, NC 27713 ~ r ~
~ ? ~ _ / 50 NEUSE STREAM BUFFER AS MEASU IOM - ~ ~ I ~ \ \ / TOP OF BANK ` ~ . , ~ I 'DURHAM COUNTY TAX MAP REFERENCES - _ i _ LoT 1o I ~
_ - TaEE SAVE AREA d/ ~ I< ~ / ~ _ O i ~ ~ - f DRY BASIN 1 ~ PIN, 0802-02-67-8415 PARCEL ID. 174819 TM: 760-01-004 (PORTION) i~'- JE, REY GILES GACA~ ` PIN: 0802-02-67-8823 PARCEL iD: 174818 TM: 760-01-003 ~ PIN 10802-02-88-34 5 ~
( - 348 5 - , ~ _ / - _ _ - >j ~ ~ P~pRCEL ID 174999 PIN: 0802-02-68-8138 PARCEL ID; 174817 TM: 760-01-002 `
~ ~ - , ~ _ ~ ~ ~ , / ~ ~ . . w / TREE ;SAVE 1U~C 118;145 S.F. ~ I \ cuRRENT LnND uSE: RES/ I-FAMILY \ ~ PIN: 0802-02-88-8513 PARCEL ID. 174816 TM: 760-01-001 - - ~zoNING: PDR 2.1; RN: 0802-02-77-6852 PARCEL ID; 174821 TM: 760-01-006 _ ll ~ ~ ~ \ uane tewart
I _ ~ ~ ~ + BoUNOAfff INFORMATION TAKEN FROM AN UNRECORDED BOUNDAA'f SURVEY BY PHILIP, POST k & ASSOCIATES, INC.
y 24 ~ ~ ~ ASSOCUTES, TTfLE 'VANCE A. TUCKER PROPERTY', DATED. MARCH 04, 2003.
I i x~ ~ O , r ~ , - ~ , 26 S. F. ` ~ I CONSULTING ENGINEERS ~ .2 \ _ _ _ _ ~ + IOPOGRAPHICAi. INFORMATION IS FROM CRY OF DURHAM
n r ~ ~ ~ ~ ` 1 I I \ i TOPOGRAPHIC MAPS 25 ` \
' ~ 17,627 S.Fi ~ ~ ~ ~ - + ~ TOTAL AREA OF TRACT'S: 64.32 Ac. (2,801,8011 SF)
~ ~ ' 'DRY BASIN 2 ~ ~ ~ ~ THE i \ , a 'g , ~ p _ ZONING: R-20, RESIDENTUL CLUSTER SUBDMSION Civ1 Sanity Environmental \ ~ P" ELEN KA6'~ERG , ~1T ~ TREEPRATE~ION 23 \ ~ C ~ _ Plannin ~ Desi n ~ Surve
~ i ~ \ ~ FED r PI oao2- -as a~2a , 'EXISTING LAND USE: AG/ i-FAMILY, VACANT 9 9 Y FEI~~1~. I ~ 6,161 S.F. P R v sa / / I ' \
~ 1 ~ ~ ~ ' 4 ~ ~ , ~ ~ rn CURRENT LAND use. ,dES t /FAIGILY ' ~ + PROPOSED LAND USE; 104 SINGLE FAMILY LOTS L - - - - ~ N toNING: pb 1 ~ ~ a 1 ~ I I MINIMUM LOT SIZE ALLOWED) 10,000 S.F.
~I ~ 0 ~ _ 33 ~ ~ , 1 8,571 ~.F.~ ~ ~ ~ 't ~ 34 ~ ~ 1 440 S.F,~ ~ 32 ~ 2 ~ ~ I 1 I i ~ , 1 1, , i ~ ~ _ _ - _ _ - / ~ " MIN~IUM LOT SIZE PROPOSED ¦ 15183 S.F, 6 ~ ~ ~ 1 )
$ 0 S.F. NQ ~ ~ TR ~RDTECTIDN , ~ ,,_19 S. _ ~ 16,958 S.F. ~ 15 ~ ~ 39 ~ 1 1 2 1 - ~ ~ I I 3715 UniveTSi Drive 1 984 S. F. ~ l- - - - ~ ~ ~ I AVERAGE LOT SIZE (PROP05E0) ¦ 18,241 S.F. LY 5 ~ ~ w / ` , ! ~ Durfiam, N.C. 27707
a ~ - ~ I FE C TYP, ~ C ~ I ss ~ ~ S.F ~ ( ) ~ , ..5 1 ~ 0,009 ~ ~ ~ 1 , J I i • r , ~ I , I I THIS SRE IS NOT IN THE 100 YEAR 8000 AREA PER FEMA MAP ~ S (919} 490-2999 L W ~ N ~ 37063cooe3c ANO 37063000846, DATED: FEBRUARY 2, 1996.
- ~ / , ~ ~ ~6 1 ~ - - - ~ - 7,615 ~ ~ ~ 1 404 S.F.-'/ ~ ~ + 1 6180 S F., 7,976 ~ ~ ' 6, - ~ LoT s fez (919} 490-6165 - - 2 2 °p _ _ - _ _ - _ _ I ~ e-mail: info0dksa-tsi.cam T-- - - I M JAMES BERNARD BARBFE~~ „I A PORTION OF THIS STTE IS IN THE NEUSE RM~t BASIN. THE REMAINDER
1 / > ~l ~ ~ , ~ l I _ i - ,z ~ 1 ~ ~ 1 , , ~ , F. ~ PIN. oao2-o2-ae-a21lS www.dksa-tsl.com , I I 19,529 S o ~ II IS IN THE CAPE FEAR BASIN
GQ ~ ~ ~ ~ i ~ ~ i ~S ~ ~ ~ i a • ~ ~ ~ a a. .,w 30 N ~ N85 5 OU I F I ~ .7 ~ A .3 5 ~ I ~ ~ l - 'p0 ~ I ~ - - - - - ~ PARCEL ID~, 174697 ~ 31 I - _ _ - _ _ _ _ _ - _ _ - CURRENT LAND USE: RES/ -FAMILY ''„I + 2 - - I THERE IS A 50 FOOT WIDE NEUSE STREAM BUFFER EACH SIDE OF STREAM,
i / 9s>~ ~ ~ ~ oo zss8' rUy ~ 16 080 S.F ~ ~4 w , ~ - , ,'w R.n - ~ t. 43 ~ s,, --1 , ~ _ . _1 ,x;03 . ~a, ~ ~6,, ~ , , 5 i3'-•' ~ R~4p 9g ~ ~ ~ I I ZON NG. PDR 2J I 6,445 S.F. 1 I II MEASURED FROM roP of BMIK. ~I
~ 2 ,350 S t / - _ ' ~ ~ ~ ~ ~ ' ~ ~ U ~ - - - - - - - ~ ~ ~ I + ALL STREETS ARE 10 BE PUBLIC. - ~ ~
- - r _ - \ i m I ~ ~~I 'SITE TO UTIU2E CITY Of DUR WA R , I- _ _ _ ~ ~ ~ ~ ~ ~ LOT , I, HAM TE ~ $EwER SEAL
- - - ~ ~ - L=539.05 _ - I ~ ~ ~ \ 29 EXIST. 20' ROADWAY EASEMENT - - - _ - ~ R=aoo oo' , r 78 ~ ~ 1 017 S. - ~ 9 ~ _ _ - _ _ - _ _ _ _ b ~ STEVEN P. wde HOLLY G, R 551 , I 'BUILDING SETBACK ARE AS FOLLOWS: - - - I I ( ~ ~ ~ ~ PIN: pa02-02-a8-3 9 ~ i , ~
(ROAD NOT PREVIOUSLY OPENED) ~ ~ 92 ~ ~ 1 / ~ , C r 2 S.F. ~ s• ~ I 21 PAR EL ago ',I LOTS 20,000 S.F. d: GREATER -FRONT 35, SIDE 12', SIDE CORNER 17,5', AND REAR 25 , r ~ I I 20 _ ~ LOTS 1 B 000 TO 19 999 S.F. -FRONT 28' SIDE 10' SIDE CORNER 14', AND REAR 20' ~'h H v ~ ~ ~ CURRENT LAD SE: RES/ 1 FAMILY ,I ~ ~ A~ I, I I ~ 7,429 5.~.~ ~ ~ ~ I z I ~ PDR 2.1 LOTS 10,000 TO 15,999 S.F. -FRONT 17.5, SIDE 8', SIDE CORNER 8.75', AND REAR 12.5' CAR 0,
~ 16 160 S.F. ~ i _ ~ ~ i17,02 ~ 77 Jo. ~ - ~ - ~ I I ~1 ~ 44 ~ ~ ~ ~ ,i ~ .p~ ~ r I 79 1 18 093 S.F. ~ I 17,547 ,,.F. `7
r~ ~ ~ ~ ~ ~ ~ ~1 711,.1. ~ 91 I I ~ ~ J~ _ J~ I ,~,0~ ~ ~ ~ ,,,-8~ ~ ~ - o. s .ti 28 ( ~ ~ ~ - >1 OPEN SPACE: ~ `CE I~' y J' I W I I _ .?;0 _ I ~ I THE REQUIRED OPEN SPACE IS EQINNIENT IN AREA TO THE COMBINED
17 213 S.F ~ l - I ib ~ ~ ~ ~ . ~ ~ ~ 17,. a c ~ ~ / - - - - ~ i ~0 X0,454 . ~ ~ ~ I ~ , ~ ~ - 17 83 S.F ~ _ ~ ~ Q- '8 ~ - - ~ ~ ~ - - ~ ; ~ ` 1 I I ~ REDUCTIONS IN LOT AREA THE DIFFERENCE BETWEEN THE REQUIRED 20,000 S.F, = = ~ S
- - - ~ ~ ~ ~ S.F. ~ ~ ~ ~ 93 1,,x..0 i , ~ / J .~,z 1 I I I ry~' ~ 4? - ~ / ~ ~ ~ ~ ~ _ PER LOT AND THE PROPOSED SQUARE FOOTAGE. zz y _ L~ 0
15720 S.F. I. \ so. ' "~l 0 ' 0 0 , I\4' - L - ~ IN L 239,828 S.F. COMB ED REDUCTION 5.51 AC. ~ ; _ _ N85'o9b3''w _ L=35,00' 67•a9'3o"w - _ _ _ _r r OPEN SPACE PROVIDED ¦ 13,17 AC. ~ ~ '.,N~ I NE~;
- ~ J,' ~ - ~ ;A1.66' R=750.00' _10.00------ ,-50+-1~UB 1 r ~ y ~J~~~
45 - - - ~ 76 ~ ~ , r- _ ~ 4 - - ~ ~1 ~ ~ 1 ,847 ~ ~ ~ 89 I -1 16,385 S.F. i , / ti~ - - - - - - ~ OPEN SPACE AREA 1 529,076 S.F. 12.15 AC, ~ f , S C~
I ~ 16,9%5 S.F. , / ~ ~0 ~ ~ - I 1 4 S.F. ~ - ~ ~ ~ 8,08 ~ -1 , / 1 ~ ~ I / ~ I - '1 ,105 S.F/., , ~ - ~ I / j i j I, ~ OPEN SPACE AREA 2 4,750 S.F. 0.11 AC. +~'~inini~''~~, r ~ ~ Y ~ ,-i i i r-' I ~I OPEN SPACE AREA 3 4,074 $.F, 0,09 AC.
- ~4 ~ ~ ~ ~ ~ l - - - ~ - ' ' ~ ~ ? ~ 2003 J- , ~ ~I OPEN SPACE IKEA 4 35.693 S•F, 0.82 A,C. ~ ~l ~ ~ ~ I l ~ I 1, ,I TOTAL 573,593 S,F. 13,17 AC.
- 1 ~ 4 ~.F. ~ ~ I ~ 6,.. 6 _ 82 ~ I ~ 11 1; ~ ~ ~ ~ , / 1 I 12 I I ' ~ I,~ i I ~ '.I
i 8s ~ l - - - ~ ~ ~ ~ I ~ I / 17,06E ~ ~ ~ ~ ),921 ~.F. J 75 ~ 17,868 S. - 18 846 S.F. ' 1 ~ 0 6 8 S . F . ~ ; I LoT 21 ~ I I + OPEN SPACE TO BE MAINTU H M RS ASSOCIATION S, ~ 18 19 D w. I J NED BY 0 E OWNE 1 I I IN 0802-02-88- 990 I ;I + REVISIONS
- - ~ I ~ , 17,779 S.F. ~ - 46 ~ _ se~-~ _ I o~ ~ i - ~ ~ I L_ - - - - _ ~ 16,898 S.. ~ PARC I 1748 3 I ~ 1 ,803 S.F{ I EL D I ~ I ' CURRE T LAND USE: RES 1-FAMILY THE TREE SAVE AREA REQUIRED; 12.86 AC. 20.W)
14 I W ~ i ~----1 i ml I I ~ zowNC PDR z ~ THE TREE SAVE AREA PROVIDED: 12.87 AC. 20X) i~ '
I 95 ~ ~SKET , ~ ' Q ~1 6~5 s.F. I ~ I I ~ --r 7 ~ III I W a - " _ _ _ _ _ _ - - ~ _ _ ; ~ TREE SAVE AREA 1 348,805 sF. 8.01 AC.
f ~ a ~ W l . ~ - - J ' L - 1 ~ TREE SAVE AREA 2 118145 S.F. 2.71 Ac. f ~ ~ ~ , ~ 1 ~ ~ _ _ - - _ - - - - - - ~ TREE SAVE AREA 3 20,858 S.F. 0.48 AC.
H i (0 PUBLIC ~ l I wi I ~ 9 ~ ~ I . ~ ~ , ; ~ - ~ d I ~ 19,87 - - _ - ~ ~ 83 ~ ~ 18 842 S.F. ' 19,878 S.F. ~ - - ~ Lor 12 9' 4 17,378 S,F, 0,40 AC.
DUKE uNIVERSIrr ~ 87 I I g5 I 74 i i ~ ~ . I PIN oso2-oa-~3-s9a9 i~ 7 I ~ ~ , ~ x:.043 S. F. ~ I - ~ TREE SAVE AREA 5 19,598 S,F, 0,45 AC. - - - - - ~ EARLE JR. wife RUTH B. WAL ER _ _ - _ _ - _ _ - _ _ \ B RBARA Y,~wAI ~ ~ 1REE SAVE AREA 6 35.693 S•F• 0.82 AC.
.F. S I \ a~ 17 035 S.F. :-G I A I : tea , ~ ~ i 23,269 S / , 6,000 ~.F PRGEL o as 7,5 3 S.F 96 86 I ~ ~ I a" I 84 \ ~ ~ - - - - - - 1 ~ r IN: 802-02-8>>3~4 TOTAL 580,477 S,F. 12.87 AC. ~ ~ ~ 1 PgkCEI ID: 174834 ~ l~
CURRENT LAND USE: VACANT EXM~ W~ LEASEHOLD (V I ~ - ~ z ~ zoNlNC. R-2o ri - - 16.625 S.F / 16,184 S.F. I ' I ~ 118 280 S.F. ~ ~ 1 I - I , ~ ~ - - i I 17 \ I , C ENT D USE: RE -FAM11L1'~, iJ + AREA:
00 _ ~ I-- _ , I , , - - ~ - - ~ ~ - J , ~ ~ ~ ,r~ ~ ~ ~ ' ' ONING: PD t ! 1 r I AVERAGE E AREA PER LOT L5 4000 S.F. ~ 4 12 .F. 1HE u ,
~ ~ ~---J L___J' w ~ ~ L---- x ~ - I 3 ~ ~ ~ ~ i i I 8 I. 0 -~s- E 3 ~ ~ ~ ~ 2 ' $ I T 1 'I ~ ~ THE LOTS NOT iD EXCEED 4000 S.F. i ~ ~ ~ JAMES & wif TIN S. WIL 0 ' 1 ' ~~l
~ ..f ~ ~ _ ~ 73 , F 14 W I ~ i 18,657 . 48 ~ - r HASE~ - - - ~ 16 870 S.F. ~ I 270 14 ~V~ :oao2- 2-e7~ s2s ~ ; ~ ~ ~ . ~ ~ ARCS D: 1748 ~ \ ~ s 104 L015(4,000 S.F.) 416,000 S.F. 9.55 AC. 14.8SX / ~ ' 28,270 S.F. ~ OTECTON ~ \ ~ CURREN LAN s~: RES/' -FAMILY ~ ~ ~ f STtiEEIS 205,481 S.F. 4.72 AC. 7.J3X
w i ~ ~ , ~ -1 ; ~ ~ ~ ~ I ~ 28, ~ S.F ~ ~ ~ ~ III- ~ I 17, 12 ~ I i ~ I ' I ~ ~ ~ \ ~ \ I ING: PDR 1 / NCE (TYP:~ ~ ~ S~LSS 24.491 S.F. 0.56 AC. X13
~ ~ m ~ III III I I 10 ~ / _ i/ AIL 844,440 S.F. 14.83 AC. 23.05X I - - ~ J - o.,' ~ / ~ ~
o - 97 I t t ~ ~ - - - - - I ~ II II II z _ q ~ I .F - ~ 19 1 ~7 ~.F. 98 99 101 ~ 102 I I 103 I 7,736 S ~ • 100 I / / ~ 1 0~, ' ~;Q,- ~ ~ , I ~ 6 JEFFREY M. wi ELIZ L. ANDERSON
1 1 s l .F. I 1 ~ 1 7,086 F X6,586 S 6,000 S.F~ 15,183 S.F / 0 S.. 931 S,F i 6 00 115 ~ W,,,, I I f II I ~ / ~ ~ 28,406 S.F. ~ ~ ~ , / ~ ~ ~ 5 375 S.F. ~ P ID: 174 2 ,
I II ~I 7 II i 49 ~ I I I I i ~ I' I I I 72 I I 19,011 S. . ' CUR ENT USE: RES/ 1- IL ~ ~ ZO NG PDR 2 v' \ ~ \ ~ 7~ ~
I I I II ~ I 17,0 5 E•r I , MO ~ L - _ J , , 6,712 S.F. ~ 0 S C EK R TION ~ I R TREE P OTEC ~ - - __J J ~ ~---J L I L--
FENCE (TYP.) ' l . + I ~ _ _ I - - - i - - I---- _ ~ ~
_ _ _ _ _ _ (50 PUBLI R W I ~ - - - I 08'S3"'M .45.29' _ ~95:25111.'ML _ - - r N85'25'41"W \
I _ _ _ _ N55'25'18'W SBg - ¦475.OD 249.89' r- - - - - - - - i09.83 I _ 1 - - - - - - \ IST. 25 CITY OF DURHAM SAN SEWER ~ ~ _ - ~5N8-- - EASEMENT SUBJECT TO TERMS IN TH
~ - - 573.17' - - R•525.00' M ~ ~ ~ TREE SAVE 4: DECLARATION IN REAL ESTATE K 1510, P
I ~ T- r---- I s 1 85 F. ~ ~ i 8'3 , - ~ - I _ ~ I - EN_ AC - - - - - - _ _ ~ ~ I 18,983 S, 4,75 17,378 S.F. \ NO EASEMENT EXCEPT,' ~ ~ ~ ' ~ I EN_ ACE AREA 2. \ \ / ~ ~
4,75 S.F. ~ OSE TERMS. PB. 118,/Pt'i`. 13 / ~ \ \ CITY OF DURHAM \ . ~ ~ ~ / PIN: 0802-02-N7-0482 \ \ / ,
_ ~ I so - - - _ ~ ,I 54 I I 55 I I I I I I C I 59 I. 17366 S,F. _ I ~ ~ 58 I ~ a ~ ~ PARCEL ID: 174824 ;y / / ° / \CURREN\LAND USE: VACANT EXEMPT .eA
- - - ' ' I ' S 995 S.F. 15 993 S,F I ~ I 57 ~ _ - ~ ~ ' ' f I 56 I 7,373 S.FI 1 ~ 9,953 S.F~. ( L - - - 52 53 1 ZONING: PDR 2.1 ' \ V ~ \ / ~ /A ~ ~
s o4o s.F~ f i I I s.F I 115 992 _ ~ ~ ~ - I q I ~ 16,71 s. 115,96 .,.FI,1 I ~ I I I ~ ~ - i~ ~ - ~ ,
I, I 1, III - I ( 5 I. 51 ~ I I- • ~ TREE SA ~ ' \ \ ; TREE SAVE AREA 5. _ - - ~ ,ii / ~
~ F I i 111 I I I I I I, I I, I 18,957 ,F. 4 I 195 N04 45 07 E 18, 2 3 ~ ~ I ~ I 19,598 S.F. ~ ~ ~ \ \ ,i~ ~ ~ /
~ ~ I I ~ I s1 I I ' I __~IL___J ~ 46 L----~ --J I I I 37. 17,500 S,F, ~ - - _ _ ~ ' ~ V \ V //i ~y A ~ -
( L _ _ J ~ _ - - EXIST, 28 ST N85 25 42 W , L, _ , - - BENEFIT of ~ EXIST. 28' STORM DRAINAGE EASEMENT FOR ~ ~ V - - I, ~ / ~ BENEFIT OF ADJACENT PROPERTY OWNERS, NOT ~ ~ ~ / '
I T. 0' ROADWAY EASEMENT ~ _ ~ MAINTAINED B EX s 2 894.73 - I MAINTAINED BY PUBLIC AUTHORITIES. NO FILLS, ~ ~ ~ ~
ROAD NOT PREVIOUSLY OPENED - - - ' _ a BANKM€NT~ ( ) I I I 4 a PERMITTED WI SEMBANKM€NTS, REST DR_DBSTRUCTi ~ / ' ' ; , ] ~ ~ I--r a PERMITTED WITHIN SEMENT. PB. 116, PG. ~ ' ~ ~ / "
I 18,931 F. I _ o ~ ~ / ~
s2 n V ~ / ~ I ~ ' ~ ~t 7 '
27041 S.F. ..I-- rl ~ L - - ' ^ LOT 5 I SANDRAJ i , ~ ~ r N LOT 5 ~ \ SANDRA J. THOMAS ' ~ ;i'/ / ~ i '
( ! r ~ M PIN: D802-02- _ _ ~~p PARCEL ID M PIN: D802-02-77- 270 ~ `c / / ~ \ ~ ; ' _ ' ~ PARCEL ID~ 82 ~ ~ ~ " ~ P~`~ '
' iq - - - - I URRENT LAN DUKE UNIVERSITY ~ I- I I ZONI G: PC 3 URRENT LAN :RES/ FgMI \ ~ ~ O ZONI G: PDR I I-__ y
Ill PI : - 7- 41 I N 0802-D'2 6 8 5 p~ ~ PARCEL lo: nae18 ~ I I I 18,904 .F. I ~ ~ - tp A n 1 i ~ A ~ ~ I , , I ~ ~ ~ ,
CURRENT LANp USE: VACANT f7 63 M zoNlNC. R-2D 27,053 S,F, L - - - d _ J M \ ~ l ~ ~ ~ ~ d ~ 1 i 1 ~ ~ / ~ , / ~ ~ V
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^ I I I I I ~ ~ CURR NT LAND USE ~ ~ I 17,405 S.. zoNIN -F - I Y G ~w~/ / CURR NT LAND USE: R FAM L ~ A ZONI~ - 2. ~ ~ / ~ ~
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~ t t PAULA , PIN: 0803 PAULA B. SCOTLAND ~ / ~ / ~ / ~ I ~ ~ PIN: oao2-oz-7s 3s \ / h ~ ~ / LEGEND
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/ \ , , CURRENT LAND a ~ I ~I w (50' PUBLIC R e~ ~ 1 z CURRENT LAND :RES/ 1- IL ; ~ Z G: PDR 2 ' i ~ r ~ ~ ~ ~ , ~ ~ ~ i
~ l 55~~ ~ 3 89 S. OP SPACI III ~ OP SPACE AREA 3: ~ i' ~ ~ ; ~ OPEN SPACE
I I ' o~ _ -~.1g4~- _ ~,,9e'3', 4,074 4,074 S.F. , ~ , ~ . , ,
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a III ' 'll V. -I 69 ~ CU EN E. RE ~I-FAMILY , i / N c: PD , .I , F,~ ~ ~ ~ _7,,"__`~ / \ ~ c DATE: 10-14-2003
in ~ i 5 566 S.F. Ci / Sf p ~ ~
I I I ~ x ~ I ~ ~ T~ ~ - ~ , 7 , ~ SCALE: i -100
I 1 vANGE A. TucKER ~ .ire ALICE E. TucKER 68 / ~ _ ~ 1 187 S.F, ~ ~ ~ ~ PIN. 0802-0~-66-8801 I 89 S.F. ~ ~ N I 122,3 I I ~i ~ ~ ~ ~ ~ ~ ~
PARCEL ID t7t820 t I ~ tI CURRENT LAND USE: VACANT ~ .i ~ ' ~ , ~ -l.la JOB N0. 1154 0
II , ~ 70 I ~ _ ~ ~ _ / ~ ~
g ~ \ ~ I ' 'I ' ~ 17 139 S.F. 8 - _ I/, / ~ ~ G ~ ~ ~ / ~ ~ ; , , ~ , V DR,4WN 8Y: DLP
_ ~ I ilk ~ ~ . ~ / 1 ,r ~ /i ~ / ~
OPEN SPACE AREA 4: CHECKED BY: WTO
o 35,693 S.F. / 71
i
~ TREE .SAVE AREA 8. 17,582 S.F 35,693 S.F. - - - 100 0 50 100 200 \ r-
~ A / SHEET O mmmi i4 1~
N84'51'03"W y N85 30 45"W I 9 i 9 1 inch = 100 it. N
EXISTING DUKE 214.02 T 1CZ93.81 DUKE UNIVERSITY MELVIN & wi ',KATHLEEN TRIMBLE I GRAPHIC SCALE PD 1 CURVE M TABLE:
POWER EASEMENT PIN: 0802-04-73-6949 I PI 0802'p2-76-5680 1 / NUMBER DELTA ANGLE RADIUS ARC LENGTH TANGENT CHORD DIRECTION CHORD LENGTH
Q \ PARCEL ID.. 174815 PARC 175177 4LD 3; CURRENT LAND USE: VACANT EXM/ W/ LEASEHOLD CURREN AND USE-IZES/_1-FAMILY es j ZONING R-20 NG`-R t& C1 19'00'42 325.00 107.84 54.42 S38'35'34-W 107,35 FINAL DRAPING - NOT RELEASED FOR CONSTRUCTION OF `J
X

OUTLET STRUCTURE These drawings are instruments
LE TEMPORARY SEEDING SCHEDULE SEEDBED PREPARATION PERMANENT SEEDING SCHEDU SEE DETAIL of service and ae such remain
10' (MIN.) 50'L BROADCRESTED WEIR the pro erty of the engineer, No copies or reproduct~ona of EMERGENCY SPILLWAY
SEEDING DATE SEEDING MIXTURE APPLICAf14tLB°LIE ,~'EDING DATE SEEDING MIXTURE APPLJCAnON RATE 1.~ CHISEL COMPACTED AREAS AND SPREAD TOpS01L 3 INCHES DEEP DYER ADVERSE SOIL TOP OF BERM ELEV. = 480.4 CONDITIONS, IF AVAILABLE. ELEV. = 480.40 these drawings are permitted without consent of the engineer.
AUG 25 - OCT, (BEST) TALL FESCUE 200 LBS/AC JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC RIP THE ENnRE AREA TG s INCHES DEP1H. EMERGENCY SPILLWAY CREST Upon completion of the work all drawings(except the contract
FEB. -APR 15 (POSSIBLE) KOBE LESPEDEZA 50 LBS/AC 3,J REMOVE ALL LOSE ROCK, ROOTS, AND OTHER oBSTRUCnoNS LEAVING SURFACE SPILLWAY CREST ELEV. = 479.50 copies) are to be returned to the engineer.
SOIL AMENDMENTS MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC REASONABLY SMOOTH AND UNIFORM.
APPLY UME AND FERnUZER ACCORDING TO SOIL TESTS, OR APPLY 400D LB/ACRE AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC 4.) APPLY AGRICULTURAL UME, FERnUZER, ANO SUPERPHOSPHATE UNIFORMLY AND MIX BERM Copyright © 2003 NCDOT STD. 838.01
GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. WITH SOIL (SEE BELOW TOP Of RISER ELEV, = 477.E ! ELEV. = 477.80 SECTION ENDWALL (SEE DETAIL)
MULCH SOIL AMENDMENTS 5.) CONTINUE nLUGE UNTIL A WELL-PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED IS APPLY 4000 LB/AC STRAW, ANCHOR STRAW BY TACKING YA1H ASPHALT, NETTING, OR FOU.OW RECOMMENDAnONS OF SOIL TES15 OR APPLY 2,000 LB/AC GROUND PREPARED 4 TO 8 INCHES DEEP. WAT NON-WOVEN GEOTEXTILE FABRIC SHALL WATER TIGHT GASKET SEAL BE PLACED AROUND EACH JOINT OF ~
A MULCH ANCHORING TOOL A DISK MATH BLADES SET NEARLY STRAIGHT CAN BE USED ACRICULIURE LIMESTONE AND 750 LB/AC 10-10-10 FERTLIZER (FROM AUG 15 -DEC AS A MULCH ANCHORING TOOL 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC), 6.) SEED ON A FRE~ILY PREPARED SEEDBED AND COVER 1 DEEP GRAVEL LAYER TO - LAYER TO RCP BARREL IN 2' WIDE STRIPS BARREL
CONSIST OF 0.375" TO 0.75" 75" TO 0.75" CENTERED ON JOINT. INV. OUT = 472.20
MAINTENANCE MULCH 7,) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. STONE CONFORMING TO AASHTO INSPECT AND REPAIR MULCH FREQUENTLY. REFERnUZE IN LATE YANTER aF THE APPLY 4000 LB/AC STRAW, ANCHOR STRAW BY TACKING MATH ASPHALT, NETTING, M-27EI SEE INTERIOR BASIN ZING TO AASHTO ~
FOLLOWNG YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS 1WTHIN ( REGULARLY TO A HEIGHT OF 2-4 INCHES OR A MULCH ANCHORING TOOL. A DISK KITH BLADES SET NEARLY STRAIGHT CAN BE THE PLANTING SEASON, IF POSSBLE. IF STAND SHOUID BE OVER 80x DAMAGED, MATERIAL SPECIFICATIONS) ERIOR BASIN 'ICATIONS) BARREL NCDOT CLASS "B" RIP-RAP ~
USED AS A MULCH ANCHORING TOOL REESTABLISH FOLLOWING ORIGINAL UME, FERTILIZER AND SEEDING RATES, SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULnPACK AFTER SEEDING, TOP OF GRAVEL = 474.00
NURSE PLANTS MAINTENANCE = 474 INV. IN = 473.00 8'Lx10'Wx22"THICK EL .00
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE GERMAN JAN 1 -AUG 15: REFERnUZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, g,) CONSULT CONSERVAnON INSPECTOR ON MAINTENANCE TREATMENT AND FERnUZAnON c~~ MILI.ET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). REFERnUZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR AFTER PERMANENT COVER IS ESTABLISHED. ti' 50 LF - 15" RCP ®1.60X (CL. III RCP) ~
OTHER DAMAGE. POND INV. ELEV, = 473.00 EV. = 473.00 - i ~ ~ ~
AUG 15 -DEC 30: REPAIR AND REFERfiJZE DAMAGED AREAS NAMEDIATELY. TOP DRESS F ~ .D FOR 6" DIP SEE DETAIL v`y ~+y`, ~ ~"a~~;
YA1H 50 LB/AC OF NITROGEN IN MARCH. IF IT 15 NECESSARY TO CONCRETE PAD FOR 6" DIP EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEER IWTH 50 ( ) ~ 1 1 )off )as,~~uai i~r, 1aG ),~~I iu[
l8/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH, « See seasonal application schedule 4LF-6"DIA. DI 1
uane tewart ANTI-SEEP COLLAR (X2) SEEP COLLAR TO
B~ ~y GEOTEXTILE FABRIC TO LINE TOP AN D- TO LINE TOP AND BOTTOM WATERTIGHT SEAL TO BE PROVIDED AT BE SPACED AT 16'-8" O.C. (SEE DETAIL). ASSOCIATES, INC.
M' N ~ OF GRAVEL BED AND 4" DIA. PERFO ~ _ INTERIOR BASIN MATERIAL SPE( 4" DIA. PERFORATED PVC RISER BARREL INTERFACE COLLAR SHALL BE PLACED A MINIMUM OF ~ 2 FEET FROM PIPE JOINTS• I MATERIAL SPECIFICATIONS CONSULTING ENGINEERS
m eLOPE w txo[D~rro a, PWeI ~ (SEE N~i~D a v~ x ) ,
2 T ~ m TDLFACE°OFFMMLLe ~ /F~ !-G7 ~ O KEY TRENCH (SEE BERM MIN.
=rxiHrOm \ _ e N~F'O'W ~ ~M ~ ~ r ~ ~N CONCRETE ANTI-f ONCREfE ANTI-FLOTATION BLOCK SOIL AND COMPACTION Civil Sonitory • Environmental
' >g I ___I I a s ~ SEE OUTLET STR ti , ~ ,.t M 6.3 DIA, REBAR RING ( ,y PIPE N/ eAAB iEE OUTLET STRUCTURE DETAIL) SPECIFICATIONS) Planning ~ Design • Survey
y$ U U ~-1 ~ o° 1~
PERMANENT DAM CROSS-SECTION
PLAN e ° +a" , 4,1 DIA, REBAR RING 3715 University Drive N.T.S. Durham, N.C. 27707
roonRa O I1F COMET. JOIM II VeEDI DDWEL n [phone]
~ ~z m D e a END ELEVATION X POND OUTLET STRUCTURE N0~ fax [phone] U R E NOTES . - ' ~ info0dkso-tsi,com e matl.
~v~ ~ a,~ ~ LL H W N ? " m N aaneLa [x exoeuLL wlTx ReIxFroRDED coRaaTe nn ~ N ~ ~ 6.3 LF 2"x2"x1 /4" ANGLE ~ ~ 0.5' 1. 15 RCP OUTLET BARREL SHALL BE CLASS III RCP MEET 3S III RCP MEETING THE REQUIREMENTS OF ASTM C76. THE PIPE www.dksa-tsi,com
~ ~ _ nxoLE ?IPE F m ~ ° JOINTS SHALL BE MORTAR OR FLEXIBLE PLASTIC TYPE JOIN' C ~ i PIPE OalIL[ i1! 0 G7 ISTIC TYPE JOINT.
A r m ~ I I I I I I I Lw, DIA. ie' ie' ev ao" se^ +a^ +e^ ,e^ ,e^ a+^ ao' ae" +a' b" Y, v 4' I.D. MEETING ASTM C-478R do AASHTO M-199 MONOLITHIC 1.9' MIN. PROJECTION
~ m = ~ I ~ ~ ~ eAAe " w ^I' T^ ^x" r o J W m O,g' 2. THE MANHOLE OUTLET RISER SHALL BE 4' I,D,, MEETINI ° o on. t e a s++ a s s a a++ e d ° J o. EL.EV, = 477.60 BASE, THE MANHOLE JOINTS SHALL BE ASTM C-443 RUE 5TM C-443 RUBBER GASKET JOINTS. MANHOLE JOINTS SHALL BE NOTES: 6"
N~~~ - ---I--I-- e on. t a,, a s a e e a a g<~ d , p r o a n. a e a a+ a a s s s++ a 3 (TOP OF RISER} 0,5 SECURELY ANCHORED TOGETHER TO PREVENT SEPARATION, m 9 r L 00AE1 ° ~ ~ ,e ,s , , sa n as ~ W ` THE MANN TI N ANCHORING SYSTEM, ;NT SEPARATION. CONTRACTOR IS RESPONSIBLE FOR DESIGN OF SEAL 1• CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 DAY '
m Tmu Lee. ° e + o ea ea ° o ~ Z J ~ OLE SEC 0 p~ orrlauL caamucnox JotxT y W m 4 REBAR N H STRE GT
C ~ onExelaa AxD caxcREre auN,rITIEe > > $ r m " wlxo CgICRETE PIFE ~ _ (TYP,) 3, OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1 t " )WITH STEPS 1 -2 ON CENTER. STEPS SHALL BE IN " ~~N~I~~~~EI~, 2. COLLAR SHALL BE CONNECTED TO 15 RCP WITH A WATER A
N ~ ELEVATION orruafo~ LE nPE $ ~ ~4 REBAR ACCORDANCE WITH NCDOT STD, 840,66. y ~ M m aarDx elxeLE FIF Dale ~ ~ m e o x e o T e L ro~ M L ro D - TIGHT JOINT. ' ; ~ R0~
8! ,e^ a'a' ,'-e° ¢'-e^ stt" atit^ e'•e^ o.r :~•s^ r•e^ ,.a LU = Z N 4, CONCRETE ANTI FLOTATION BLOCK SHALL BE INTEGRALLY H r ,e" s'a^ r.+o' a'•s^ stt" ,a^ e'.+^ ,.o s'•T^ e'.,,^ ,.a v ~ 1'-1 " ' RISER BLOCK SEPARATION OR PRECAST AS THE EXTENDED . BE INTEGRALLY ATTACHED TO RISER BASE TO PREVENT 3. COLLAR SHALL BE SPACED ALONG BARREL AT 16 B O.C. " ~ ~ OF 0 y
m / , THE EXTENDED BASE OF THE MANHOLE DURING FABRICATION. IF ~ 15 DIA. RCP ; 15" DIA. RCP ;AST SEPARATE FROM THE MANHOLE ASSEMBLY THE CONTRACTOR 4, ANTI-SEEP COLLAR SHALL BE PLACED A MINIMUM OF 2' FROM ~ II =
w^ e'•o" a~:e' N'a^ +tA" n14^ e'•a" a.a +'.a" ,a'•e^ a., P• ° THE CONCRETE ANTI-FLOTATION BLOCK IS CAST SEPARATE ae^ e'•e" a'-r e'.e^ +Re^ „tit' n'•o^ s.+ e'•a^ +r.e^ +,a SHALL BE RESPONSIBLE FOR ANCHORING THE ANTI-FLOTATII 1E ANTI-FLOTATION BLOCK TO THE MANHOLE RISER ASSEMBLY. =
+s' e'•s" a'~~° e'•+" ati,^ „tit",E'~e^ +.e e'•,o^,e'•e" e,o +e^ e'•e^ s'.e' ne" ai«" „ e.o e'-e" ar•o" e.o PIPE JOINTS. ; a
EET 1 OF a ^uF exEET a EAEET 1 OF 9 838.0, OUTLET STRUCTURE MATERIAL e3e.o1 ELEVATION VIEW D ,a,0 I NE~:,• ~ ATERIAL SPECIFICATIONS. ~
1, ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI - ,,tiN ~ UM 3000 PSI 28 DAY UNLESS OTHERWISE NOTED. h, S ( )
~~Nnnun~'
2, GEOTEXTILE FABRIC FOR THE 15 INCH OUTLET BARREL J POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPRO' STYLE 4553 t DD UTLET BARREL JOINTS SHALL BE AMOCO ~ ~ ~ 3 I ;HED OR APPROVED EQUAL (NON-WOVEN FABRIC)
NCDOT STD,
838.01 HEADWALL 3, BASIN DRAWDOWN IS VIA A 6" PLUG VALVE, THE VALVE CDOT CLASS "B" RIP-RAP 6,3 LF 2"x2"x1/4" ANGLE 4' DIAMETER .VE. THE VALVE SHALL BE AN MdIH STYLE 820 X-CENTRIC VALVE HA CONCRETE ANTI-SEEP COLLAR REVISIONS
" MANHOLE RISER OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITI 15 RC 8 Lx10 Wx22"THICK OPERATED FROM TOP OF THE OUTLET VIA A HANDWHEEL. CCORDANCE WITH AWWA C-508 SEC. 5.5, ANDS LL BE 1 HANDWHEEL. N.T.S. 11-14-03 PER COMMENTS
A A BERM SOIL AND COMPACTION 'A TI N SPECIFICATIONS: _ - =--SS-SS - - - C ~ ITY ISSIPATOR _--ss _-ss _ LUNGE~POOL VELOC D
1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, I Ul BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT s ss LINE ENTIRE EMERGENCY SPILLWA NCDOT CLASS A RIP RAP
LEAST 98X STANDARD PROCTOR MAXIMUM DRY DEN5ITY, Al MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRU DRY DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED AND~JOWN-3TREA~BERM WITH 6'Lx8'Wx9"THICK (SEE~DEiA1C, SET IPD 3) KMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT 1 - - - - SYNTHEf~C.INBUSTRIES-"PYRATYIRT"~OR , _
F ~ SHRINK SWELL OR DISPERSIVE CHARACTERISTICS, ON-SITE o / H APPROVE THE - 1-- APPRO N TO y - ~ ~ QQ R S ALL L' STICS. ON-SITE GEOTECHNICAL ENGINEE _
SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE ( 10' (TYP,) F P M NT OF FI L, IF ADDI' METHODS TO BE USED OR LACE E L SECTION. THE GEOTECHNICAL ENGINEER SHALL ALSO SPECIFY THE CBE P ~ _ - - -10' LEVEL SPREADER
(BUILDINGS, ETC,), THE GEOTECHNICAL ENGINEER SHALL Sf FILL. IF ADDITIONAL USES PLANNED UPON THE BERM SECTION ~ F REI3:S~R~RES ,4T1VE _ _ - - .(SEE PD 3) IINEER SHALL SPECIFY SOILS SUITABLE FOR THAT ADDITIONAL USE. 1 - ~ ~ _ - - _
~ 1 ~ - _ _ ~ _ -
4' WIDE ~ ? 2, IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTIOP )ILS COMPACTION TEST SHALL BE CONDUCTED EACH 2500 SQUARE \ `
r ~4 REBAR WELDED FEET PER VERTICAL FOOT OF FILL. 1 EMERGENCY SPILLWAY \ ,
NCDOT STD, (TYP,) (SEE NOTES) 8 3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS 838,01 HEADWALL BELOW EXISTING GRADE, SOILS AND COMPACTION FOR KEY ALL FILL AREAS. TRENCH TO EXTEND A MINIMUM OF FIVE FEET 50 BROADCRESTED WEIR \ ~ ACTION FOR KEY TRENCH SHALL MEET ALL REQUIREMENT OF ~?1 VELOCITY DISSIPATOR ELEV. = 479.50 \
N ABOVE. 1 NCDOT CLASS 'B' RIP RAP \
1 8'Lx10'Wx22"THICK \
4, NO TREES OF ANY TYPE MAY BE LOCATED ON THE BEf 4,1 DIA. REBAR RING fED ON THE BERM SECTION.
15" RCP 5. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIF MAXIMUM 8" LIFT. EACH UFT SHALL BE CONTINUOUS FOR THE 1 ? - ~
° _ _ _ _ 6.3' DIA. REBAR RING ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF PLACEMENT OF FlLL FOR THE BERM SECTION, ALL UNSUITABLE 1 ? ai ~ 1RFACE PROPERLY PREPARED FOR FILL PLACEMENT. ANY FlLL ? ~ ¦ \ ~ ~ ~
- - - _ I-I ~ I.I _,I I 22" LAYER OF MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERI .I I1-~ I I-.1 I I- I I ~=1 I ~ ~ ! I~ I I,J ~ hI ~ I_ • ^ 3.15 REQUIRING HAND COMPACTION SHALL BE CONDUCTED IN 5 N IFTS. ? ~ ~ ;ONDUCTED I 5 L ~
=l f-1-11I _ _ _ CLASS B RIP-RAP ;I 1=~1-1~r. T_ Ii " FLTER BLANKET ~ . -
_ _ ~ = STATEMENT OF RESPONSIBILIT` III~,IhII~,~il~;lli,~~ IT-,-~ PAN VIEW ?NSIBILITY: - i - ~
ALL REQUIRED MAINTENANCE AND INSPECnONS OF THIS FA SECTION A-A AMERICAN VILLAGE HOMEOWNERS ASSOCIATION, PER THE E} )NS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE - N PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT ~ 0, ~ /
FILTER BLANKET NOTES: FOR THIS FACILITY. / _ ~ " _
A FILTER BLANKET IS TO BE INSTALLED (SEE NOTE) 1. ALL REBAR TO BE 4 REBAR. OT STD. 838.01 ~ _ - - 4- EVE ~(NV. = 472.20 \ ~ ~ ~ ENDWALL (SEE DETAIL) ~ ~
IA10 All ALL BTEF6 MgTIMpINO 4" FROM INEIO! FADE OF ITAVCTURE MALL. BETWEEN THE RIPRAP AND SOIL FOUNDATION. M~ W~ITEAIAIb~FADY TLNOEE ANOIM WY ALEO EE DEED PADVIDED THE CDNTAACT011 NAE MINIINED / ~ INV. = 472.2D \ I ND NIB RECEIVED ARITTEN IPPADVAL FRDM iNE ENEINEER fDA iNE UEE OF BUCN ETEPE. ~F / / ~ ~
THE FILTER BLANKET WILL CONSIST OF A M' n~iEFExaINEEAIFAR°TMMD°ETA~ILBIO°PetIIECOPROP°UOBEDI9°NTFPA ANAD fW REDEIV°YEDT EN " 2. ALL REBAR AND ANGLES TO BE GALVANIZED WITH A BITUMINOUS COATING, B~ _ MINIMUM 4 THICK LAYER OF STONE (NCDOT - / 50 LF - 15" RCP ®1.608 ° ° / 0 0 o J'o LF I ,NON-PERFORATED PVC
57 UNDERLAIN WITH MIRAFI FILTER WEAVE 700 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1 4" ANGLES SHALL BE WELDED TO THE REBAR TRASH g ~ x~ # ) / ~ / 4' DIA. PRECAST ` o v o o ~ 1 q ®1.45
OR APPROVED EQUIVALENT RACK, ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE MANHOLE RISER WITH ~ ~ ANGLES SITTING DIRECTLY ON TOP OF THE RISER, ~ ~ ~ MANHOLE RISER o 0 0 0 0 W
1~ s h" a ~N~ CRESTS 4770 0 0l)°~- ~ • INV./= 473.00 ~ ~ o~o 0 0 0
~ o ~ \ 0 i 10 }--f ~ ~ 48 CF c 4" PERFORATED PV ~ o „ , o
" ITY i IPATOR TRASH RACK DETAIL 15 OUTLET BARREL VELOC D SS PLAx sluE ~ 0.0096 INV.=473.00 ~ ~ o I E ELEVATION 24 LF - 4" DIA. PERFORATfiQ PVC o~
N,T.S. N.T.S, PuN ELEVATION 'I?N ~ ®0.00°o INV.=473.00 ~ ~ ° v °
~ ~ o ~
° m ~ C" x M~ gd \ Uo _z „ . " CLEANOUT (TYP.) n ~ -
H ~ +-0" CART IAON CABT IAON CA9T IAON ~ ~ ~ ~ ~W ELEVATION ell ~ ~ o ~
= E EVL ATION a #4 REBAR TRASH RACK (ABOVE) m ~ ~ , D
c ~ 40 LF - 4" DIA. PERFORATED PVC ~ b ~ ~ ~ ®O.OOX INV.=473.00 ~ ~
HANDWHEEL ELEV, = 480.00 ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY SPACED g o " 'I, ,1.^ HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP ATTACHED TO MANHOLE °i ' ~ " aLwo, N ~ ~ O
RISER BY 3-1 4"" CONCRETE ANCHOR BOLTS EACH CLAMP TO BE COATED a ;a! TRASH RACK / m ~ ~ 1 ' ~ / ~ ~ I
(SEE DETAIL} W/ A BITUMINOUS COATING. ~ T L ~ ~ h" 3LAt1 BIDE TI ~ p=j \ / / ~
7 ~ 11" ELEYATION TI BIDE ` ~ ~ PLAN LEV~TION ~W C ~ ~ II /
TRASH RACK C0MP0°"` - O / ~ ~
(SEE DETAIL) w AEINFDACINE ETEEL ~ ~ / m _ - - - ~ - _ ~ ~ -
~ ELEV. = 477.80 i' ~ • ELEVATION 11" 00 NDT tMIE IN ~ ~ ~ ~ EINITAAY BEAEA ENINDLCI• wnT t or 1 / \ -r ~ /
N (TOP OF RISER) c Er,aF, rn 84U~88 SECTION A•A ECTION A•A ~ g¢~.88 / ~ d o I ~
0 N
5" (TYP.) 1 P GRAVEL BED SEE INTERIOR 1 DEE ( ~ ~ ~
' i 4 ~ R 5" 1 ~ BASIN MATERIAL SPECIFICATIONS) ~ 5" TYP. ( ) ~
z MANHOLE RISER " 6 DIA. PLUG VALVE (SEE 4 LF - 6 DIA, DIP IP ~ ~ ~ ~
(PRE-CAST SECTIONS) OUTLET STRUCTURE MATERIAL g° (TYp,) CONCRETE ANTI-FLOTATION BLOCK ~ ~ ~
cD SPECIFlCATiONS) 4' I R ~ ~ (SEE CROSS-SECTION) 1
i ~ MANHOLE RISER _ ~ ~ ~~,_l l
g ~ BARREL INV. IN = 473.00 (PRE-CAST SECTIONS) 2 0.563' 1 / 1 /
~ ~ 6" DIA. DIP ~ ~ ~ I
N - ~A _ _ _ _ _ DATE: 10-14-2003
~\0 ~\0 5~~0 1 ~ ~ ~ ~ ~ ` 1 SCALE, SEE SHEET
DIP INV, iv g~G 4 EL = 474.00 15" DIA. RCP ~ / ~ ~ ~ ~ 1 ~ ~ ~
~ P ~~G ~ i JOB N0. 1154-01.10
" a a 4 LF - 6 DIA DI
15" DIA. RCP - - \ DRAWN BY; DLP
~ ~ d~'
C d
d d d jU-) a Q CHECKED BY: JES
O d d 04 E 6" DI
d GRAPHIC SCALE
6- d d Q N 3000 PSI CONCRETE 30 0 15 30 60 _
5 d CIRCULAR CONCRETE CIRCULAR CONCRETE a CD n i SHEET
ANTI-FLOTATION BLOCK SIDE VIEW ANTI-FLOTATION BLOCK 1 inch = 30 ft 4:--CT7j PD 2
"FRONT VIEW" 2
DRY BASIN OUTLET STRUCTURE DETAIL DRY BASIN OUTLET STRUCTURE DETAIL 6 DRAIN " DRY BASIN 1 - GRADING PLAN DRAIN DETAIL OF 5
" N.T.S. N.T.S. N.T.S. N.T.S. 1 n=30 FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
X

_ _
These drawings are instruments
of aervlce and as such remain the property of the enggineer,
No copies or reproductions of these drowinga are permitted
without consent of the engineer. ~ Upon completion of the work
INSTALL LEVEL AND FLUSH all drawinge(except the contract
WITH NATURAL GROUND copies) are to be returned to ICI U IES M 50 / ~ j the engineer.
0 PROVED UAL ` ( ) ~ Copyright © 2003
~ ~
~ 4 ~
J
~ , s~) J , ~ J ~ _ ~ ~ _ A
A ~ ~
4" PVC ~
OUTLET - ~ " ~ v
~ ~
r ~ 1 ~ ~
r
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GEOTEXTILE FABRIC (SEE CLEANOUTS (SEE GRADING PLAN) ~ - ~ - - • uane tewart
INTERIOR DETENTION BASIN LINER: CLASS A RIP RAP 6'Lx8~Wx9"THICK WITH 4" FILTER _ ~ - _ & ASSOCIATES INC.
MATERIAL SPECIFICATIONS) BLANKET SEE NOTE ~
( ) ~ _7 CONSULTING ENGINEERS
i~ ~
.~;1 3, 12", MIN TOP OF .~;1 EE WIT A
' ~ CLE:ANOUT TO BASIN ASSES T NSTALLA ~ Civil Sanitary ~ Environmental ~ Planning • Design • Survey
INVERT (TYP.) BASIN INV. ELEV. = 474.00
-
- 4"x4" CONCRETE LIP 3715 University Drive
C ~ PLAN VIEW Durham, N•C. 21707
g' [phone] fax [phone]
e-mail: info0dksa-tsi.com
www•dksa-tsi.com
S~Op
1' THICK GRAVEL LAYER TO CONSIST OF 0.375" TO F
0.75" STONE CONFORMING 10 AASHTO-M-278 (SEE
INTERIOR BASIN MATERIAL SPECIFICATIONS) 4" PVC SYNTHETIC INDUSTRIES TRM 450 SEAL
OUTLET
4" DIA. PERFORATED PVC UNDERDRAIN (SCHED 40 OR SDR35, Gq~Rq 00 ~ CARO ND 0 HESS/ ,
SEE INTERIOR DETENTION BASIN MATERIAL SPECIFICATIONS) • ? : 0 ' 1 TUCK
2 436 LINER: CLASS A RIP RAP
1 1 " ~ I • 6 Lx8 Wx9"THICK WITH 4 FILTER ~,FN ~ ;
BLANKET SEE NOTE ~E•' J ( ) ti ~
'~~E. SC~'~~' NOTE:
I I ~ too j SECTION A-A y
A FLTER BLANKET IS TO BE INSTALLED BETWEEN THE RIP RAP AND SOIL
FOUNDATION, THE FILTER BLANKET WILL CONSIST OF A MINIMUM 4" THICK LAYER OF STONE (NCDOT X57) UNDERLAIN WITH MIRAFI FILTER
WEAVE 700 OR APPROVED EQUAL. REVISIONS
DETENTION BASIN UNDERDRAIN CROSS-SECTION " T T P V ITY 4 PVC OU LE LUNGE POOL ELOC DISSIPATOR
N.T.S. N.T.S.
Correhvctlon ChN ErpirleerAp Produds Group ConsWdbn CMI Englneering Products Group a+elnaryom. w+eu~aoroms
TM re+e rn one Phone: +-000•Fl Fq: 11131E,SBee9 Php.r. 1d00f1%Sq Fec: 1Jt°1e}e0ee
WATER FLOW
INTERIOR DETENTION BASIN MATERIAL SPECIFlCATIONS
ANCHORS 4„
o MATEF .o'. TOP OF BERM = 480.40 PYRAMAT (OR APPROVED EQUAL) MATERIAL SPECIFlCATION METHOD SIZE NOTES
GEOTEXTILE FAB ' o ' o~ ' ° TURF REINFORCEMENT MAT _ e _ ' ~ AND BENEATH G '~GEOTEXTILE FABRIC OVER ASTM-D-4833 PUNCTURE STRENGTH-125L6.) 0.08' THICK MUST MAINTAIN 125 GPM PER SQ, FT• FLOW RATE AND BENEATH GRAVEL LAYER ASTM-D-4832 (TENSILE STRENGTH-300LB.) EQUVALENT OPENING GEOTEX 117E -WOVEN MONOFlLAMENT
I - - 3 3 - o ° - - _ _ dr FOR WRAPPID dt FOR WRAPPING THE SIZE OF X80 SIEVE GEO-TEXTILE OR APPROVED EQUIVALENT
° . 6-INCH PVC PE 6-INCH PVC PERFORATED
0 0. _.-I ~ ~1~" _ _ - _ ~ _ _ _ RDRAIN GP RDRAIN GRAVEL AASHTO-M-43 0.375 TO 0.75'
~=~~1__II~~_rll~~ hI _ ° ° ° • - ~ - - ~ = UNDERDRAIN PII ~ ~ ~ . ' ~ I ~ ~ 1~1 ~ I_-~ ~ I - - _ " ` SPILLWAY ELEV = 479.50 - - - - - - 3/6~ PERF, 0 6" ON CENTER, 4 HOLES PER ROW; MINIMUM OF 6" OF UNDERDRAIN PIPING F 758, TYPE PS 25 OR AASHTO-M-278 6" RIGID GRAVEL OVER PIPES, NOT NECESSARY UNDERNEATH PIPES, THE UNDERDRAIN
_ II_I _ III If ~ ~ hI_Thill--lil.~ . ~ II_I11_i -111 _ - - - - I-- , , ~ - - _ _ ,III_ill_Ilhil _ - - - - - - - I - - ~ ~ - - - SCHEDULE 40 PVC ' OR SDR35 PIPING SHALL BE WRAPPED WITH A GEOTEXTILE MEETING THE ABOVE
_ - = ~ 11_ill_=', ~ - - - -I ~-I I - I I-! I I-~ I- - ..~...>i.~_ , _ :iii - - - - - - = i -I ~ ~ i--i - - ~ - _ _ REQUIREMENTS,
.I~ ~-i ~ i-~ i i-iii_iii_i ~ i-~ i ~_i i ~~-i ~ ~~-i n-iii-i i ~_i i
12" ¦
NOTES: 1. INSTALL PYRAMAT TURF REINFORCEMENT MAT r~
NOTES: (OR APPROVAL EQUAL) AND SOIL Fll1 (OPTIONAL)
1. SECURE AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 2. SECURE LONGITUDINAL ANCHOR TRENCH AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 1
INITIAL ANCHOR TRENCH DETAIL EMERGENCY SPILLWAY CROSS-SECTION
N.T.S. N.T.S.
DOWNSTREAM FACE OF DETENTION BASIN BERM ~
~ 3' 3'
n ConsWction CNII En needn Products Grou Construcdon Chll En i e ri P cts G ConsWction CIMI Engineering Products Group w+e i orne p 9~+ a ng rodu roup nd~eeyome
A c,.tmnooge, TN 37He M /019 kHueby Orlre Phone: 1~e06F0f9011 fec 1~23~eSe088 Phone; 1~BW~FI901Le~ Fee74 J23dB690ee Grlhiaope, 7N °7N0 Pnar: +dOPFix•Shc fec +J2»e6e0ee 3'
M 6" Ngr~RA LEV. = 472.20
8 _ - N ~ GROU ND
c _ N - ~ ~ I- ~ I =r SOW
WA - i I- -i TER FLOW ~ I 1=111 _ 1 in 1 Nqp~ 3 ° G
~ _„I _ I _ ANCHORS ~ 1-_ i -ljj=__ M 3 ROUN D
o ~ _ - - r
~ i o I I = PYRAMAT ~ ~ 4"x4" CONCRETE LIP
z - I - (OR APPROVED EQUAL) ~ ~ ~ ~ -I ITT
- o' 1= i I 1fi II -
I _=11r ail_ ~ II-- N 0 i -I IF-~_ NOTES: DATE: 10-14-2003
r - I~TI- ~ _-11--
I ~ -~f f-111 ~ -_I ° e ~ I I -111 I I I I- I I-111- 4' 4 I, I-TI- rTl I TI 11- 1=_ , - 1, LEVEL SPREADER TO BE CUT INTO NATURAL GROUND AND CONSTRUCTED PARALLEL TO EXISTING GRADE. SCALE: N.T.S.
~ I=~1 _ = i ~i71= I i-I -I 2. 4"x4" CONCRETE LEVEL SPREADER LIP TO BE CONSTRUCTED COMPLETELY LEVEL ALONG ENTIRE 10' LENGTH, ANY
i 1=-11 i I I-l•Il-_j ~ I-III : ~ . ~ - I-11 I -TI= ~ _ ~I - II- I -11=1-~~I=1=:1~~:.,~ : PORTION OF THE LEVEL SPREADER THAT IS NOT CONSTRUCTED COMPLETELY LEVEL WILL BE REPAIRED OR REBUILT AT THE JOB N0, 1154-01.10
I _~1i=1T- i I-11I I-I - - - - =i 1- , ~T I-TI- I-~_ II I I - I -1T1=1 11=T~=T=1T~ I I-~ ~ ~ i= i- I I T~~ 1 I< CONTRACTOR'S EXPENSE.
Tl~li- h71 i~ 1~11_I I I. _111=TI` I I i _ ~ I-I I-~1---11_ (lr 7 ~ 1= _ _ ~f l~l i- ~ -11-T1-III:-~ i f1=111= ~ I =~1 1-=1 11=1 i t-I i 1~I I- i I-~I--11 H~J I i IThI I~ i I-111m1 Il. ~ I i,-1 DRAWN BY: DLP
-ni-n~i uT lui
6" ! 11 '1'- 11-11 III=II A CHECKED BY: JES
'=1TI-I i_I 1-1 I'==i i 1 1
NOTES; NOTES;
1. SECURE AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 1. UTILIZE CORRECT ANCHOR PATTERN FOR SLOPE
= GRADIENT (SEE ANCHOR PATTERN DETAILS) NOTES;
y 2. INSTALL PYRAMAT TURF REINFORCEMENT MAT (OR 1. ANCHOR PATTERN 1-1/2 ANCHORS / YD FOR ; 3H ; 1 APPROVED EQUAL) AND SOIL FILL (OPTIONAL) FOR : 3H : 1V < SLOPES < 2H: 1V SHEET
2. U -SHAPED WIRE STAPLES, METAL GEOTEXTILE PINS, TI PLASTIC STAKES CAN BE USED TO ANCHOR PYRAMAT TO TI- 'TEXTILE PINS, TRIANGULAR WOODEN OR PYRAMAT TO THE GROUND SURFACE PD 3
INTERMITTENT CHECK SLOT TYPICAL SLOPE CROSS-SECTION ANCHOR PATTERN FOR 3:1 < ;1 LEVEL SPREADER CROSS SECTION FOR BASIN 1 3• .1 < SLOPES < 2
" OF 5
" N.T.S. N.T.S. N.T.S. X S. N.T.S. FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

PERMANENT SEEDING SCHEDULE TEMPORARY SEEDING SCHEDULE SEEDBED PREPARATION OUTLET STRUCTURE These drawings are instruments of service and as such remain SEE DETAIL 10' MIN. the proparty of the eng(Weer,
( ) 60 L BROADCRESTED WEIR No copies or reproductions of
SEEDING DATE SEEDING MIXTURE BPpuCATION RATE SEEDING DATE SEEDING MIXTURE APPLICATION RATE t,) CHISEL. COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL TOP OF BERM ELEV CONDITIONS, IF AVAILABLE. OF BERM ELEV. =484.30 EMERGENCY SPILLWAY these drowings are permitted without consent of the engineer.
AUG 25 -OCT. (BEST) TALL FESCUE 200 LBS/AC JAN 1 -MAY 1 RYE GRAIN 120 LBS AC 100 -YEAR WSE - YEAR WSE =482.94 Upon completion of the work ail drawings except the contract
( ) / 2.) RIP THE ENURE AREA TO 8 INCHES DEPTH. FEB, -APR 15 (POSSIBLE) KOBE LESPEDEZA 50 Les/AC EMERGENCY SPILLWI ;RGENCY SPILLWAY CREST ELEV. = 482.40 copies) are to be returned to HEADWALL (DESIGNED the engineer.
MAY 1 -AUG 15 GERMAN MILLET 40 LBS AC 3 ' REAASONABLY SM00T~ 0 UNIFY AND OTHER OBSTRUCTIONS LEAVING SURFACE SOIL AMENDMENTS / q~i, 10 -YEAR WSE _ - YEAR WSE = 482.38 BY OTHERS) Co ri ht c
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE 4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX 2 -YEAR WSE • YEAR WSE = 481.16 •1 BERM ~ py g ~
GROUND AGRICULTURAL LIMESTONE AND 1000 U3 ACRE 10-10-10 FERTILIZER. AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC ~ W1H / sdl (SEE BELOW). TOP OF RISER ELEV OF RISER ELEV. = 480.70 SECTION
MULCH SOIL AMENDMENTS 5,) CONTINUE nLLAGE UNTIL AWELL-PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED 15 1 -YEAR WSE _ • YEAR WSE = 480.35 NON-WOVEN GEOTEXTILE FABRIC SHALL
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 Le/AC GROUND PREPARED 4 TO 0 INCHES DEEP, A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AGRICULTURE LIMESTONE ANO 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -DEC BE PLACED AROUND EACH JOINT OF WATER TIGHT GASKET SEAL RCP BARREL IN 2' WIDE STRIPS BARREL
AS A MULCH ANCHORING TOOL 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC), 8,~ SEED ON A FRESHLY PREPARED SEEDBED AND COVER :P GRAVEL LAYER TO CONSIST OF CENTERED ON JOINT. INV. OUT = 474.30
MAINTENANCE 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH, t' DEEP GRAVEL LAYEI ' TO 0.75" STONE CONFORMING TO
IN TAN R PAI M P IN UTE WINTER OF THE ~ 0.375 TO 0.75 STON SPEC 0 E R ULCH FREQUENTLY. REFER UZE APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW OR A MULCH ANCHORING POOL. A dSK WITH BLADES sE1 NEARLY STRAIGHT CAN BE B.) INSPECT All SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN ~ AASHTO M-278 (SEE 0 M-278 (SEE INTERIOR BASIN
REGULARLY TO A HEIGHT OF 2-4 INCHES USED AS A MULCH ANCHORING TOOL THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE 04ER 8Dx DAMAGED, MATERIAL SPECIFICATIO' REESTABLISH FOLLOWING ORIgNAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY IAL SPECIFICATIONS) BARREL NCDOT CLASS "2" RIP-RAP INV. IN = 474.70 40'Lx20'Wx27"THICK
NURSE PLANTS MAINTENANCE xITH SEEDING EQUIPMENT oR cuLTIPAQK AFTER SEEDING, TOP OF GRAVEL = OF GRAVEL = 476.00
BETWEEN MAY t AND AUG. 15, ADD 15 LB/ACRE SUDANCRASS OR 10 LB/ACRE GERMAN JAN 1 -AUG 15: REFERIILIZE IF GROWTH IS NOT FULLY ADEQUATE RESEED, g,) CONSULT CONSERVATION INSPECTOR ON MAMTENANCE TREATMENT AND FERTILIZATION 28 LF - 48" RCP 01.43% (CL. III RCP)
MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR AFTER PERMANENT COVER IS ESTABLISHED, on+ER DAMAGE POND INV, ELEV. _ ID INV. ELEV. = 475.00
AUG 15 -DEC 3aREPA1R AND REFERTiLIZE DAMAGED AREAS NIMEDIATELY, TOP DRESS P o ~
WITH 50 LB/AC aF NITROGEN IN MARCH, IF IT IS NECESSARY Tn CONCRETE PAD FOF EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEER NiTH 50 ICRETE PAD FOR 6" DIP (SEE DETAIL) ° 1 1 )¢lo~lo. ~~~?~e~,°,)oi,~,~r
LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH, 'See seasonal application schedule 4 LF - 6" DIA, DI 1
uane tewart
GEOTEXTILE FABRIC TO LIN :FABRIC TO LINE TOP AND BOTTOM WATERTIGHT SEAL TO BE PROVIDED AT & ASSOCIATES, INC. " KEY TRENCH (SEE BERM
OF GRAVEL BED AND 6" C . BED AND 6 DIA. PERFORATED PVC RISER/BARREL INTERFACE SOIL AND COMPACTION
(SEE INTERIOR BASIN MATE ZIOR BASIN MATERIAL SPECIFICATIONS) SPECIFICATIONS CONSULTING ENGINEERS
ANTI-SEEP COLLAR (X1) SEEP COLLAR TO BE SPACED AT 14' O.C. (SEE DETAIL). MIN.
CONCRE CONCRETE ANTI-FLOTATION BLOCK COLLAR SHALL BE PLACED A MINIMUM OF Civil Sanitary • Environmental
9.5' DIA. REBAR RING (SEE OI (SEE OUTLET STRUCTURE DETAIL) 2 FEET FROM PIPE JOINTS, Planning ~ Design • survey
NOTE: NO WOODY VEGENTATION IS ALLOWED ON
8.2' DIA. REBAR RING PERMANENT DAM CROSS-SECTION BERM. VEGETATION TO FOLLOW SEEDING
6.7' DIA. REBAR RING SCHEDULE. 3715 University Drive N.T.S. Durham, N.C. 27707
4.7' DIA. REBAR RING [phone]
POND OUTLET STRUCTURE fax [phone] RUCTURE NOTES: - ; ksa-tei.cam e mall. nfo0d
M N " 1 ~ 1. 48" RCP OUTLET BARREL SHALL BE CLASS III L BE CLASS III RCP MEETING THE REQUIREMENTS OF ASTM C76. THE PIPE www.dksa-tsi.com
9,5 LF 2x2 x1/4 ANGLE JOINTS SHALL BE MORTAR OR FLEXIBLE PLASTIC DfIBLE PLASTIC TYPE JOINT.
1' 2. THE MANHOLE OUTLET RISER SHALL BE 6' I.D.. ELEV, =480.70 BASE, THE MANHOLE JOINTS SHALL BE ASTM C HALL BE 6' I.D. MEETING ASTM C-478R AASHTO M-199 MONOLITHIC 2.10' MIN. PROJECTION IALL BE ASTM C~ 443 RUBBER GASKET JOINTS. MANHOLE JOINTS SHALL BE NOTES: 6"
(TOP OF RISER) 1' SECURELY ANCHORED TOGETHER TO PREVENT SE '0 PREVENT SEPARATION. CONTRACTOR IS RESPONSIBLE FOR DESIGN OF 1 SEAL
THE MANHOLE SECTION ANCHORING SYSTEM, ~4 REBAR G SYSTEM. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 DAY . , , • , , STRENGTH .
(TYp,) 3, OUTLET STRUCTURES SHALL BE PROVIDED WITF WITH STEPS 1'-2" ON CENTER. STEPS SHALL BE IN " , ' :PROVIDED " ,N"""'+rr 2. COLLAR SHALL BE CONNECTED TO 48 RCP WITH A WATER
#4 REBAR ACCORDANCE WITH NCDOT STD. 840,66. a 40.66. TIGHT JOINT. ' ; • qN CARD A ~ ,MN•y
" ~ 4. CONCRETE ANTI-FLOTATION BLOCK SHALL BE II ~ N ~ O;•''ESS/ 'i ~K SHALL BE INTEGRALLY ATTACHED TO RISER BASE TO PREVENT 3. COLLAR SHALL BE SPACED ALONG BARREL AT 14 O.C. " of ~ ~~.OF y
1 -t RISER/BLOCK SEPARATION, OR PRECAST AS THE I 'ECAST AS THE EXTENDED BASE OF THE MANHOLE DURING FABRICATION. IF N 48 DIA. RCP ~ .'Q~"
• a THE CONCRETE ANTI-FLOTATION BLOCK IS CAST 5 SHALL BE RESPONSIBLE FOR ANCHORING THE ANl LOCK IS CAST SEPARATE FROM THE MANHOLE ASSEMBLY THE CONTRACTOR ~ 48 DIA RCP 11 , 4• ANTI-S P COL R SHALL BE PLACED A MINIMUM OF 2' FROM = t HORING THE ANTI-FLOTATION BLOCK TO THE MANHOLE RISER ASSEMBLY. EE LA • 6 r
PIPE JOINTS. _ o . Q.•r
OUTLET STRUCTURE MATE RE MATERIAL SPECIFICATIONS: _ '•••~cINE~;.•• y J,c
ELEVATION VIEW 1. ALL POURED CONCRETE SHALL BE MINIMUM 3C BE MINIMUM 3000 PSI 28 DA UNLESS OTHERWISE N01ED. ~ • N ( ~ e. s c
IS INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE 4553 II
2. GEOTEXTILE FABRIC FOR THE 48 INCH OUTLET POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED :DLE PUNCHED OR APPROVED EQUAL (NON-WOVEN FABRIC)
HEADWALL (DESIGNED ,
BY OTHERS) " " " " 3, BASIN DRAWDOWN IS VIA A 6 PLUG VALVE, CDOT CLASS 2 RIP-RAP 9.5 LF 2x2 x1/4 ANGLE 6 DIAMETER OR APPROVED EQUAL. PHIS VALVE IS IN ACCORC PLUG VALVE. THE VALVE SHALL BE AN MdcH STYLE 820 X-CENTRIC VALVE 'E IS IN ACCORDANCE WITH AWWA C-508 SEC. 5.5, AND SHALL BE CONCRETE ANTI -SEEP C 0 LLAR REVISIONS
48" RCP 40'Lx20'Wx27"fHICK MANHOLE RISER OPERATED FROM TOP OF THE OUTLET VIA A HANI TLET VIA A HANDWHEEL.
N.T.S. 10-30-03 REVISED GRADING
BERM SOIL AND COMPAC~ A e. A MPACTION SPECIFICATIONS: ~ 11-14-03 PER COMMENTS CO 1 ~ \ ~ ~
1. ALL FILL SOILS FOR BERM SECTION SHALL BE CTiON SHALL BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT ~ - - STURE CONTENT. NO BLASTED I ~ ~
LEAST 98% STANDARD PROCTOR MAXIMUM DRY D MATERIALS SHALL BE USED IN THE EMBANKMENT MAXIMUM DRY DENSITY, AT OPTIMUM M01 I I ~ ~ ~ i I I / ~ Pe, ~_rs, iE EMBANKMENT CONSTRUCTION. SOILS SHAM NOT EXHIBIT SIGNIFlCANT I ~ I I ~ ~ ~ ~
b SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS, HARACTERISTICS. ON-SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE ~ I I ~ I
a SOILS FOR PLACEMENT WITHIN THE BERM SECTIO 10' (TYP.) METHODS TO BE USED FOR PLACEMENT OF FILL. fE BERM SECTION. THE GEOTECHNICAL ENGINEER SHALL ALSO SPECIFY THE II ~ I ; ' ' F ITI U ES ARE PLANNED UPON THE BERM ~ I I I / i~ .EMENT OF FILL. I ADD ONAL S I I I ~
SECTION (BUILDINGS, ETC,), THE GEOTECHNICAL I GEOTECHNICAL ENGINEER SHALL SPECIFY SOILS SUITABLE FOR THAT i , 1 / / i
d ADDmONAL USE. AQ WtiDTH CITY OF DURH i ~ AGE EASEMENT i 1 ~ /
12' WIDE QR ~ ERM, A SOILS COMPACTION TEST SHALL BE CONDUCTED EACH 2500 SQUARE I ` i ~1;- i
#4 REBAR WELDED 2, IN ALL FILL AREAS OF THE BERM, A SOILS C FEET PER VERTICAL FOOT OF FlLL. 1. l~ ~ I ~ _ r ~ ~ ~ - _
HEADWALL DESIGNED 40 (TYP,) (SEE NOTES) ( BY OTHERS) 3, A KEY TRENCH IS TO BE PROVIDED IN ALL Fl ~ )VIDEO IN ALL FlLL AREAS. TRENCH TO EXTEND A MINIMUM OF FIVE FEET ~ ~ i '
p~qN BELOW EXISTING GRADE. SOILS AND COMPACTION MEET ALL RE UIREMENT OF 1 1 I ~ ~ ~ L~ - " R P 0 1.43% ND COMPACTION FOR KEY TRENCH SHALL Q # ~ ~r r l , , 48 C ,
ABOVE. 4.7 DIA, REBAR RING i I I ~ r ~ ~ PRECAST MANHOLE RISER
6.T DIA, REBAR RING 4. NO TREES OF ANY TYPE MAY BE LOCATED OP ~ r r ~ ~ 480.70 BE LOCATED ON THE BERM SECTION. r ' I I ~ 474.70
48" RCP 8.2' DIA. REBAR RING i
5. FlLL PLACEMENT SHALL NOT EXCEED A MAXIM 9,5' DIA, REBAR RING ENTIRE LENGTH OF EMBANKMENT, BEFORE PLAC :XCEED A MAXIMUM 8" IJFT. EACH LIFT SHALL BE CONTINUOUS FOR THE ~ ~ I i i ~ ~ ~ - ~ JI . BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE 1 r ~ ~
1= I r- I f--l f ~ I ~ I ~ 27 LAYER OF MATERIAL SHALL BE REMOVED AND THE SURFACE ID THE SURFACE PROPERLY PREPARED FOR FlLL PLACEMENT. ANY FlLL ~ - _ h r ' -
I- 1= I _ 11=i I f~ I I I CLASS 2 RIP-RAP 4,75 = I ' FLLTER BLANKET REQUIRING HAND COMPACTION SHALL BE CONOUI .r iAI.L BE CONDUCTED IN 5" LIFTS. TTY DISSIPATOR ~ VARIABLE IDTH CITY OF DURHAM
711~111~11!nl!i~!1=~- ~ ~ P aN vl w STATEMENT OF RESPONSI T CLASS ~2' RIP RAP ' STORM DR~4INAGE EASEMENT ESPONSIBILITY: ~ ~ r - 4o µ>~o w>~z7"rH~t ~ ,
SECTION A-A ALL REQUIRED MAINTENANCE AND INSPECTIONS OI INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE ~ ' ~ ~ o l ~
FILTER BLANKET NOTES: AMERICAN VILLAGE HOMEOWNERS ASSOCIATION, PE X UT D OPERATION AND MAINTENANCE AGREEMENT ~ r ASSOCIATION, PER THE E EC E / ~ r' o 0 0 0. HEADWALL r 0 0 ~vo
SEE NOTE) FOR THIS FACILITY. A FLTER BLANKET IS TO BE INSTALLED ( 1. ALL REBAR TO BE 4 REBAR. r It>IV, = 474.30. ' I 1 ~ o o ~o 0 0
o~ ~arEe; iMBrALL All ErEM r1CTIEEI[tq 4" MCE IMIC! FACE aF ITAUC71 BETWEEN THE RIPRAP AND SOIL FOUNDATION. . tM[0! FACE CF ITAUCTUAE Mil. ~P DESIGNED BY O~FIERS) I 1 1 0 0 ~ 0 0 0 IWITION 011 EATERIALE FIIOY TNOIE eqM EAY AL80 EE VIED MIOYIDED TN! CONTMCIOA NAE FUAN1eIW < ~ I r I
I NIT F A n~i~Pixaix~tn IE~o>~~oaFreixE~nioro~"iEO10NerM°AA~ r~usu Ei THE FILTER BLANKET W LL CO S S 0 2. ALL REBAR AND ANGLES TO BE GALVANIZED WITH A BITUMINOUS COATING. w MINIMUM 4" THICK LAYER OF STONE NCDOT 1 CPOIED 61M AND HA8 AECE[YED NAITTEN APPROVAL FAOY THE ENIINEEA FOA THE VEE OF SUCH ETEPE. ~ I r 0 C O~U ~'0 ~ ~ ° TOP OF BERM =484.0 u U ° ° '
( 57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH g ~ # ~ I ~ ~ o 0 0 0 -o 10 WIDE MIN. ~ ( ~ ) ~ ~ 0 0 0 0 0 0
OR APPROVED EQUIVALENT RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE MANHOLE RISER WITH ~ r S < ~ I I, U U ~ ~ I ~ I o 0 0 0 0 0' o o
ANGLES SITTING DIRECTLY ON TOP OF THE RISER. ~ s~ ``i ~ $M EA&WALL I I o 0 0 ~ o o J o N NV. 474.30 1I o ~o 0 0. o o a~o ~ i
N" 2 g (DE,S GNED BY OTHERS) ~ 1 4~,
TT ~ 1~ 0 !i p p 0 0 0 U \ ~ L' PLAN BIDE ' I 0 0 0 0 Q O <J O 0l, 0
OUTLET BARREL VELOCITY DISSIPATOR TRASH RACK DETAIL ~ N.T.S. N.T.S. ELEVATION SIDE ELEVATION I o o c~o o ,'off u' F - ~ ELEVATION ' I 0 0' 0 0 0~ 0 0 ~ 0 ®O.OO% INV.=475.00
x I Do 1 1. ~ Q Q Q o Q Q o Q << i
m ~ t~ ' M~ g~ ~ '0 0 0~ 0 0 0 0 0 LL 30 LEVEL SPREADER I
" ~ I.-~-~ cAaT II ,rN' _l-l CASs IRON ~ EE DETAIL, SHEET I o_ o o ~ ~ 0 0 o c CAST 1AON EYATION ~ C
~ EL~AT12 N o 0 0 0 0 o 0 0 EL ~ P 5) ~ \ \ 0C` 0 0 0 0 0
;If4 REBAR TRASH RACK (ABOVE) ~ ~ ~ ^ q I, \ n 0 0 0 \
HANDWHEEL ELEV, =484.60 ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY SPACED 'I, , N~ql I \ (~0 0 0 U 0(~~, 0 ' ~ S Daub. ~ I ~ d' " I ~ \ 0 0 0 0
HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP ATTACHED TO MANHOLE ~ H K RISER BY 4-1 4" CONCRETE ANCHOR BOLTS EACH CLAMP TO BE COATED ~ TRAS RAC / ~ ~ ' I \ 0 0 ~0 0 0
(SEE DETAIL) W/ A BITUMINOUS COATING. ~ ~ T I ` \ \ 0 0 0 0 0 ~ 1 F- 6" DIR. PERFORATED PVC ~ ~ ` ~ 5L T ~ 1 I \ o 0 0~ ~ 0 0.00% I V.=475.00
~j ~ % m T ^ ~ E°vIADTiaN eloE 8IDE ~ ~ \ II \ o 0 o I EVATION P~ ELEVATION w ~ I 0 0 0 0
O 7 ~ E ~ TRASH RACK ~ 001~011~ CI!'Op1E ~ \ 1 \ I o 0
(SEE DETAIL) N, A AEIAFdICINO mn PL~INGE POOa LOCITY DISSIPATER \ 0 0 0
ELEV. = 480.70 ~ ELEVATION NC T CLASS ' 'RIP RAP I \ o r u• N ~ ~ J \ 00 I A 8 Lx8 Wx9"THIC EE DETAIL, SH~E~ PD 5 \
° (TOP OF RISER) o ~ ~ ~ ~ SECTION I eAN IENE ENEET I aF , ( ) ` \ SECTION A-A ELEVATI 94G.8a \ \ "V \ \ J `
M 840.88 °o N ~ ~ I ~ \ ~
48 LF 6 DI NON-PERF D PVC J ~ \ 1.46% II ~ \ CLEANOUT
, " ~ ~ I \ 8 (TYP.) I ~
z MANHOLE RISER 4 LF - 6" DIA, DIP 6" DIA. DIP II ~ ~ 1 - "DIA. PERFO D PVC
o PR - T TIN 6 DIA PLUG VALVE (SEE ( E CAS SEC 0 S) OUj~ STRUCTURE MATERIAL ~ 8` (TYP.) EMER NCY PILLWAY 6 LF 6 ~ 'r J 0 0.00% INV,=475.0 CONCRETE ANTI-FLOTATION BLOCK 60 B CR D WEI I ~
~ SPECIFICATIONS) (SEE CROSS-SECTION) ELEV. = 2.4 11
N MANHOLE RISER 0 ~ I
Z m PRE-CAST SECTIONS ' S BARREL INV, IN ~ 474.70 ( ) 2 12" MIN, LINE ENTIR E RGENC SPILLWAY J ( ) ~ AND DOWN BE WITH ~1 1' DEEP GRAVEL BED (SEE INTERIOR
c 6" DIA. DIP YN H C IN U IES T" OR ~ J BASIN MATERIAL SPECIFICATI NS, \ S ETI i I \ ~ AP ROVED EQ AL. IN TION TO I ~ ~ SHEET PD 5)
`0 ~ \~~~(\0 BE PERFORMED WI A I NOTES: ~ DATE: 10-14-2003
ti I ~ tV Ci' \0 M UFACTURER R PRESENTATIVE ,
4 DIP N . _ 0~ g~ ~ ~C V. = 47~0~ 48" DIA RCP F. ~ 0 -SITE. 1. ALL INTERIOR SLOPES OF BASIN TO BE INED WITH SCALE: SEE SHEET 0~ 5 ~ I SYNTHETIC INDUSTRIES TRM 450 OR APPR VED EQUAL. ~ ~ ~
1 i G ~ ~ ~ i ~ 2. THE (GRADING ON THIS PLAN REPRESN THE AFTER JOB N0. 1154-01.10
" d Q~ F 4LF-6 DIA DI a ~ it Q J I ~ ` COMPL ION OF PHASE 2 CONSTRUCTION. SEE SHEET
8 48" DIA. RCP I ~ ~ EC 2 OR THE GRADING LIMITS OF PHAS 1
~ ~ .J I I . ~ ~ I coNS ucrloN, DRAWN BY: DLP
/ CHECKED BY. JES
D d ° M 6" DI 20 CITY OF DURHAM STORM \ DRAINAGE EMENT
a GRAPHIC SCALE
e 9.3' n 3000 PSI CONCRETE t 30 0 15 30 60 1 \
a y CIRCULAR CONCRETE CIRCULAR CONCRETE a ° SHEET
ANTI-FLOTATION BLOCK "SIDE VIEW ANTI-FLOTATION BLOCK 1 inch = 30 ft,
"FRONT VIEW" 2 /1 , PD 4
" q ~r
DRY BASIN OUTLET STRUCTURE DETAIL DRY BASIN OUTLET STRUCTURE DETAIL 6 Df " " DRAIN DETAIL DRY BASIN 2 - GRADING PLAN 6
" N.T.S. N.T.S. "=30' of 5 N.T.S. 1 FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
X

These drawings ore instruments of service and ca ouch remain
the property of the engineer, No copies or reproductions of
these drawings are permitted without consent of the engineer.
Upon comp) tion of the work afl dr winga~except the contract
copiea~ are to be returned to
the engineer.
Copyright © 2003
INSTALL LEVEL AND FLUSH WITH NATURAL GROUND
SYN~ C I RIE M 4 (OR RO EQUAL
_ ~
~e J
` A A
6" PV ~ o
OUTLET ? M
n tewart ua e
GEOTEXTILE FABRIC (SEE CLEANOUTS (SEE GRADING PLAN) INTERIOR DETENTION BASIN IATES INC. C SO & AS ,
MATERIAL SPECIFICATIONS)
LINER: CLASS 'A' RIP RAP CONSULTING ENGINEERS
8'x8'x9"THICK WITH 4" FILTER i / BLANKET SEE NOTE)
2~ ( ED NA - RASS AT I LLATI Civil Sanitary • Environmental
? 12", MIN TOP OF •1 CLEANOUT TO BASIN Planning • Design • Survey
INVERT (TYP.) BASIN INV. ELEV. = 476.00 4"x4" CONCRETE LIP
~ , 3715 University Drive
C~ ~ r ( ~ 8' Durham, N.C. 27701 [phone]
fax [phone]
e-mail: info0dksa-tsi.com www.dksa-tsi,com
1' THICK GRAVEL LAYER TO CONSIST OF 0.375" TO P N vl w SEAL
0.75" STONE CONFORMING TO AASHTO-M-278 (SEE INTERIOR BASIN MATERIAL SPECIFICATIONS) ~<<
s~~A IP F 4x4 CONCRETE L ~~~~,,,,,~~~~f
CARP
4" DIA. PERFORATED PVC UNDERDRAIN (SCHED 40 OR SDR35, „ SYNTHETIC INDUSTRIES TRM 450 0;. 4ESS/ '•.,~G 6 PVC ~ ~ .~0 9
SEE INTERIOR DETENTION BASIN MATERIAL SPECIFICATIONS) OUTLET rQ
. ~4 '
G ~ ROAN
D ~r ~
1' TUCK ti J ~0 . ,,~N f S C~'
4' NOTE: '~?n n n n~~~`
'A' RIP RAP ~ I Zbbj LINER: CLASS I'~
8'x8'x9"THICK WITH 4" FILTER A FILTER BLANKET IS TO BE INSTALLED BETWEEN BLANKET (SEE NOTE) THE RIP RAP AND SOIL FOUNDATION. THE FILTER
SECTION A-A BIANKET WILL CONSIST OF A MINIMUM 4" THICK
LAYER OF STONE (NCDOT #57) UNDERLAIN WITH REVISIONS MIRAFI FILTER WEAVE 700 OR APPROVED EQUAL. 10-30-03 REVISED SPILLWAY ELEV.
11-14-03 REVISE LEVEL SPREADER
N ASIN UNDERDRAIN CROSS-SECTION DETENTIO B N POOL VELOCITY DISSIPATOR 6 PVC OUTLET PLU GE
N.T.S. N.T.S.
Conswction CNII ErlglFleelklg Products Group Construction Chll Eng~lneering Products Group
a+ewewyoaw "'°"6yD'+Y° (7~gop~ rn er~le ~ rw srela Phme: 1~BOPFIXSOIL ~ Fa 1~tNeeieee Pear: f-0OPFIXSOI Fuc +~45~abe0ee
WATER FLOW INTERIOR DETENTION BASIN MATERIAL SPECIFICATIONS
- ANCHORS 4"
- --,r-- MATERIAL MATERIAL SPECIFICATION EST METHOD SIZE NOTES
~ p 484.30 PYRAMAT (OR APPROVED EQUAL) • ' TOP OF BERM ~ GEOTEXTILE FABRIC OVER TURF REINFORCEMENT MAT GRAVEL LAYER do FOR LE FABRIC OVER ASTM-D-4833 (PUNCTURE STRENGTH-125LB.) 0.08" THICK MUST MAINTAIN 125 GPM PER SQ. FT. FLOW RATE AYER do FOR ASTM-D-4632 (TENSILE STRENGTH-300L8.) EQUIVALENT OPENING GEOTEX 1 i 7F -WOVEN MONOFILAMENT
3 3 WRAPPING THE 6-INCH f THE 6-INCH PVC SIZE OF X80 SIEVE GEO-TEXTILE OR APPROVED EQUIVALENT
o • ° • - PERFORATED PIPES i'ED PIPES
° I~I__ _ _ _ UNDERDRAIN GR VEL LAIN GRAVEL AASHTO-M-43 0.375" TO 0.75"
h _ _ o ° ° - - - - _ _ UNDERDRAIN PIPING ~~~_I~I_IIhI~I- - = _ - - - - - P PS 25 OR AASHTO-M-278 6" RIGID 3/8" PERF. ®6" ON CENTER, 4 HOLES PER ROW; MINIMUM OF 6" OF LAIN PIPING F 758, TY E GRAVEL OVER PIPES; NOT NECESSARY UNDERNEATH PIPES. THE UNDERDRAIN
I ~_-11 ~ _ ~ I__I ~ I_I I I_ _ i_ ~ SPILLWAY ELEV 482.40 - - - - - ~ - - _ ~I I ~_I _ ~ I . I~ I,_.~ - - ~ ~ i = SCHEDULE 40 PVC PIPING SHALL BE WRAPPED WITH A GEOTEXTILE MEETING THE ABOVE OR SDR35 REQUIREMENTS.
I_I~I__IIhIII-~ ~-_II_IIhII -III _ ~ - - - - - - - - - - - _ - ~-_II III~III=1 = - ~ - - - - - -I = - I - - - _---_I1 I)_ : ~ - ~ - - - - - ~ - _ _ _ ,I 111 Il_lli--_. IJ- - - - - - - - - - - - -
_ I _ ,I, I-III-III-III-III-III-III-III-III-III-III-III-I J~f-11~
12" "
NOTES:
1. INSTALL PYRAMAT TURF REINFORCEMENT MAT NOTES: (OR APPROVAL EQUAL) AND SOIL FlLL (OPTIONAL) I
1, SECURE AT t' INTERVALS, BACKFlLL AND COMPACT SOIL 2. SECURE LONGITUDINAL ANCHOR TRENCH AT 1 INTERVALS, BACKFlLL AND
COMPACT SOIL
EMERGENCY SPILLWAY CROSS-SECTION INITIAL ANCHOR TRENCH DETAIL
N.T.S. N.T.S.
°i 3'
~ Constructicn Chil Engirroedng Products Group Construction Chlt Engineering Products Group
Consluctbn CMI Engineering Products Group w+e r on.. eats InduehyOAw ~ eats ~r oar. cMaMOOa, *n eras cneaer~oope rn sole 3'
~~tl~gope,rnn~+e PhoM~, +-0OOfIXS01l Fu: 1~l7}reaaOeB Plane: 1A00.FIX•SOIL Fa~c 14PJ~186~90Aa pj Plpr 1-0OO~FIX 9010 Fac 1~73rebe0ea C 6" NAT<J~L ELEV. = 474.30 GROUND
fh O O FZOw
N ~ a 1 ~ ~ 1 NArU
H ~ ~ o G ~ 3 3 ROUND
WATER ~ AN H R m ~ COS
~ ~r~ - ~ II I _
o ~ PYRAMAT N ~ e I -I OR APPRO E UAL i ~ 4"x4" CONCRETE LIP ~o
e = ( VED Q ) z ~ ~~I
S ~ i'
I II Ir al NOTES: DATE: 10-14-2003
® 1F
a ~ I 1= - - I 4 1. LEVEL SPREADER TO BE CUT INTO NATURAL GROUND AND CONSTRUCTED PARALLEL TO EXISTING GRADE. SCALE: N.T.S.
- '.o -i I_I 1 ~ 2. 4"x4" CONCRETE LEVEL SPREADER LIP TO BE CONSTRUCTED COMPLETELY LEVEL ALONG ENTIRE 10' LENGTH, ANY
1=1 ~ _ ~=1 ~ - ~ - - 1I ~f-iI I -III 1T II ; e i I I _-I ~ I -_i ' PORTION OF THE LEVEL SPREADER THAT IS NOT CONSTRUCTED COMPLETELY LEVEL WILL BE REPAIRED OR REBUILT AT THE JOB N0. 1154-01.10
~1 I I I I C I ~ .II I-= = I-_-IT_I-J I - I- - I- I _ 1 i I - I-11 ~f i~l~ _ _ i a CONTRACTOR'S EXPENSE.
- I I ~ i ~ I . I I I I I I~ I TI I I- DRAWN BY: DLP
~ -~=u~ i ~ f i ~ I i.-~ Tf= Iii= -i i I- -~I~ -1TI -iiT~ i~~ii~T=1
CHECKED BY: JES
s - - I T M l~~ - A A I~ r-~Tl
0
NOTES: NOTES:
1. SECURE AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 1. UTILIZE CORRECT ANCHOR PATTERN FOR SLOPE GRADIENT (SEE ANCHOR PATTERN DETAILS) NOTES:
y 2. INSTALL PYRAMAT TURF REINFORCEMENT MAT (OR i. ANCHOR PATTERN 1-1/2 ANCHORS / YD FOR : 3H : 1V < SL 3H : 1V < SLOPES < 2H : 1V SHEET
APPROVED EQUAL) AND SOIL FILL (OPTIONAL) 2. U - SHAPED WIRE STAPLES, METAL GEOTEXTILE PINS, TRIANGUU PINS, TRIANGULAR WOODEN OR T TO THE GROUND SURFACE PD 5
PLASTIC STAKES CAN BE USED TO ANCHOR PYRAMAT TO THE GROU!
LEVEL SPREADER CROSS SECTION FOR POND 2 < SLOPES < 2.1
TYPICAL SLOPE CROSS-SECTION ANCHOR PATTERN FOR 3;1 < SLO INTERMITTENT CHECK SLOT OF 5 N.T.S. FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
N.T.S. N.T.S. N.T.S. X

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ETENTION B D ASINS LEV PROJECT NO. 115
DURHAM, NORTH C OCTOBER 14, 2 M D
SPECIAL CONDmONS OF APPROVAL
GENERAL NOTES CONDITIONS: 1, SUBMIT 3 SETS OF CONSTRUCTION DRAWINGS TO ENGINEERING DEPARTMENT FOR REVIEW
PRIOR TO STARTING CONSTRUCTION.
2. AT THE TIME OF FINAL PLAT DOCUMENTATION PROPER LEGAL PROVISIONS (INCLUDING
ATTORNEY'S CERTIFICATE) HAVE BEEN MADE FOR THE ESTABLISHMENT OF A HOMEOWNER S ASSOCIATION DECLARATION OF COVENANTS AND RESTRICTION FOR THE COMMON AREAS FOR
PERPETUAL OWNERSHIP AND MAINTENANCE OF COMMONLY OWNED AND IMPROVEMENTS AND
LANDS ARE NEEDED, 3, THE SITE WILL BE KEPT IN COMPLIANCE WITH ALL SOIL & EROSION CONTROL STANDARDS,
SITE 4. EXISTING PROPERTY LINES ARE TO BE REMOVED AT THE TIME OF FINAL PLAT,
5, ALL UTILITIES SHALL BE INSTALLED UNDERGROUND. ND SIGN 6. ALL EXISTING BUILDINGS WILL NEED TO BE REMOVED PRIOR TO THE APPROVAL A
OFF OF THE FIRST FINAL PLAT.
7, DRIVEWAYS SHALL BE CONFIGURED THAT 20' DEPTH MINIMUM WILL BE PROVIDED SO THAT
NO VEHICLE WILL OVERHANG INTO THE PUBLIC RIGHT-OF-WAY, 8. CENTERLINE OF 30' WIDE CITY OF DURHAM SANITARY SEWER EASEMENT. SUBJECT TO
TERMS STATED IN THE DECLARATION IN REAL ESTATE BOOK 1510, PAGE 958, NO STRUCTURES,
FILL, EMBANKMENTS, TREES OR OBSTRUCTIONS PERMITTED WITHIN THE EASEMENT EXCEPT ACCORDING TO THOSE TERMS,
9, BUILDINGS AND OTHER FEATURES THAT REQUIRE GRADING AND CONSTRUCTION SHALL BE SET
BACK AT LEAST 10' FROM EDGE OF THE STREAM BUFFER, PROPOSED
10, ALL SIZES, MATERIALS, SLOPES, LOCATIONS, EXTENSIONS AND DEPTHS FOR ALL UTILITIES (WATERLINES, SANITARY SEWER LINES AND STORM DRAINAGE CONVEYANCE SYSTEMS)
SHALL BE REVIEWED AND BE SUBJECT TO APPROVAL BY THE CITY OF DURHAM ENGINEERING
DIVISION AT CONSTRUCTION DRAWING SUBMITTAL.
11. EXTENSION AGREEMENT REQUIRED (SUBMIT AFTER SITE PLAN APPROVED BUT BEFORE CONSTRUCTION PLANS). CONTACT ENGINEERING DIVISION (560-4326, FAX [phone]) WITH
~ COMPLETE NAME (INOMDUAL, INC., CORP., ETC.) AND TELEPHONE NUMBER OF ENTITY
EXTENDING SERVICES TO THE SITE. 12. FIRE FLOW ANALYSIS IS REQUIRED. WATERLINE SIZE MAY CHANGE WITH FlRE FLOW
ANALYSIS. CONTACT CITY ENGINEERING 0 560-4326 TO SCHEDULE FLOW TEST OR TO OBTAIN
CURRENT SYSTEM DATA.
13, WATER AND SEWER PERMITS ARE REQUIRED FOR THIS PROJECT. T 14, A COMPLETED STORMWATER FACILITY MAINTENANCE AND OPERATIONAL PERMIT AGREEMEN
VICII~IITY MAP WITH APPROPRIATE FEES, CALCULATIONS AND DETAILS MUST BE SUBMITTED AT TIME OF
CONSTRUCTION PLAN REVIEW, PLANS WILL NOT BE REVIEWED WITH OUT THESE ITEMS. ' CONTACT STORMWATER SERVICES ®560-4326 FOR INFORMATION. T
REGIONS DEVELOPME 1912 E. NC 54, SUITE ~ 15. BY REFERENCING ROADWAY IMPROVEMENTS ON THE PLAN, THE APPLICANT AGREES 0
CONSTRUCT SAID IMPROVEMENTS PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY IN A MANNER THAT WILL ALLOW THEM TO FUNCTION AS NOTED ON THE PLAN AND IN ACCORDANCE
WITH NCDOT AND CITY OF DURHAM STANDARDS AND POLICIES, THIS INCLUDES (WHERE
APPLICABLE) BUT NOT LIMITED T0: ADEQUATE TRANSITION TAPERS, ALIGNMENT OF LANES
THROUGH INTERSECTIONS, ASSOCIATED SIGNAL MODIFICATIONS, PAVEMENT MARKINGS, ASSOCIATED SIGNAGE, CURB AND GUTTER, COORDINATION WITH OTHER PROPOSED ROADWAY IMPROVEMENTS
WE~NpSipp~GR~~P DURHAM, NO (TH j AROLIN PHONE: [phone] N0~ ~ 5 2003 AND BIKE LANES, THE APPLICANT ALSO ACCEPTS THE FINANCIAL RESPONSIBILITY FOR
ACQUISITION OF ANY ADDITIONAL RIGHT-OF-WAY NECESSARY TO ACCOMMODATE THESE IMPROVEMENTS AND ANY OTHER REQUIRED SIDEWALK CONSTRUCTION, A
16, PAYMENY-IN-LEU OF OPEN SPACE IS REQUIRED AT THE TIME OF FINAL PLAT APPROV L,
17, MAXIMUM IMPERVIOUS SURFACE AREA PER LOT IS 4,000 S.F,
18, ANNEXATION PETITION REQUIRED. CONTACT BUDGET DEPARTMENT 0 560-4111. 19, THE DESIGNING ENGINEER (A NCPE) WILL SUBMIT 3 SETS OF CONSTRUCTION DRAWINGS
wpTERaUP~~~ SECT~~ (PLAN AND PROFILE IF REQUIRED) TO THE CITY OF DURHAM ENGINEERING DIVISION FOR REVIEW
DRAWING LIST AND APPROVAL BEFORE STARTING CONSTRUCTION (ALLOW A MINIMUM OF 2 WEEKS REVIEW
TIME), NOTE: THE APPROVAL OF CONSTRUCTION DRAWINGS IS SEPARATE FROM SITE PLAN APPROVAL,
20. LOTS WILL BE GRADED ON A LOT-BY-LOT BASIS. THE CONTRACTOR IS RESPONSIBLE FOR
OVERALL SITE PLAN 1 ANY EROSION CONTROL MEASURE NECESSARY FOR LOT GRADING. THE 21. STATE AND FEDERAL PERMIT AUTHORIZATION MAY BE REQUIRED FROM NCDENR AND
U.S. CORPS OF ENGINEERS PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES
DRY BASIN 1 GRADING PLAN 2 IN OR NEAR A LAKE, STREAM, CREEK, TRIBUTARY, OR AN UNNAMED BODY OF WATER AND ITS ADJACENT WETLANDS.
22. A DETERMINATION FROM NCDWQ IS REQUIRED STATING THAT THE ACTIVITIES AS REFLECTED
DRY BASIN 1 DETAILS 3 IS ALLOWED PRIOR TO THE ISSUANCE OF A GRADING, BUILDING, OR CONSTRUCTION PERMIT.
DRY BASIN 2 GRADING PLAN 4 23. VEHICULAR ACCESS IS REQUIRED TO EACH OF THE STORMWATER DETENTION PONDS, rONDITIONS PRIOR TO ISSUANCE OF ZONING COMPLIANS~
24. LAND DISTURBANCE AND EROSION CONTROL PLANS TO BE PROVIDED TO THE PLANNING
DRY BASIN 2 DETAILS ....................................................5 DEPARTMENT FOR REVIEW PRIOR TO REQUEST FOR A ZONING COMPLIANCE. rONDITI0N5 PRIOR TO ISSUANCE OF BUILDING PERMIT:
25. RECOMBINATION PLAT, FINAL PLAT AND/OR DEED DEDICATING RIGHT-OF-WAY TO BE
RECORDED PRIOR TO ISSUANCE OF BUILDING PERMIT. A COPY OF THE RECORDED PLAT WILL BE SUBMITTED WITH THE FIRST BUILDING PERMIT APPLICATION. TY MUST BE
26. RECOMBINATION OF THE DUKE UNIVERSITY PROPERTY AND THE TUCKER PROPER
9 RECORDED PRIOR TO ANY BUILDING PERMIT.
CONDITIONS PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY: INS 27, DEVELOPER IS RESPONSIBLE FOR FABRICATION AND INSTALLATION OF ALL REQUIRED S G
AND PAVEMENT MARKINGS WITHIN THE PUBLIC RIGHT-OF-WAY. THE DEVELOPER SHALL SUBMIT
A SIGNING AND MARKINGS PLAN TO THE TRANSPORTATION DIVISION AT CONSTRUCTION PLAN STAGE FOR REVIEW AND APPROVAL. THIS PLAN MUST BE SEALED BY A REGISTERED
ffi PROFESSIONAL ENGINEER AND PREPARE IN ACCORDANCE WITH THE MUTCD. ALL SIGNS AND
PAVEMENT MARKINGS SHOWN ON THE CONSTRUCTION DRAWINGS MUST BE IN PLACE PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY.
S 28. ALL LANDSCAPING/STREET TREES, CONSISTING OF MINIMUM 2,5" CALIPER LARGE MATURING
i SHADE TREES, MUST BE INSTALLED FOR EACH LOT ACCORDING TO THE TABLE ON SHEET L3 IN
THE SITE PLAN SET PRIOR TO REQUEST FOR A CERTIFICATE OF OCCUPANCY, STREET T 9 ADJACENT TO EACH OPEN SPACE ARE AND ALONG EXISTING PERIMETER STREETS WILL BE
aQ" S PLANTED ACCORDING TO THE SCHEDULE SHO ,
~ o a ; ;
AL 9
,G I NEF'e''~~'F.
~ N f "SCN~,~~I~~II~~~I to I~
DUANE K. STEWART & ASSOCIATES,, IN, INC. • CONSULTING ENGINEERS o
Af NORTH CAROLINA 27707 0-4
3715 UNIVERSITY DRIVE DURHAM, NC
5165 EMAIL: [e-mail] S FINAL DRAWING NOT RELEASED FOR CONSTRUCTION
PHONE: [phone] FAX: [phone]

These drawn s ore instruments
~ _ I i NOTES; of service an cs ouch remain of the en sneer,
\ I - t_ I EXIST,~S-=L'~OF DURHAM SANITARY SEWER the propperty N STRUCTURES INCLUDING WELLS AND SEPTIC SYSTEMS ON No co (es or reproductions of
~ \ HAM ANITARY SEWER _ - - - _ EXIST.'1~G1.LY OF DUR S ~ _ _ _ ' _ EMENT SUBJECT TO TERMS STATED IN THE 1, ALL EXISTI G ( P THE SITE ARE TO BE REMOVED OR DEMOLISHED, DEMOLISHED MATERIAL these drawings are permitted - - DECLARATION IN REAL ESTATE BOOK 1510, PAGE without consent of the engineer.
EASEMENT SUBJEC'f~O,TERMS STATED IN THE - - _ _ _ _ _ _ _ _ _ _ _ - - IS TO BE REMOVED FROM THE SITE AND DISPOSED OF IN ACCORDANCE Upon cam lotion of the work - 958, NO EASEMENT EXCEPT ACCORDING TO / WITH ALL LOCAL AND STATE REGULATIONS, cll drawings except the contract
7 • DECLARATION IN REAL ESTATf~BQOK 1510, PAGE ' 958. NO EASEMENT EXCEPT ACC6RbHJG,TO THOSE TERMS. PB, 110, PG, 12 i copies) are to be returned to
2 •72~ THOSE TERMS. PB. 110, PG. 12 ~ PARTMENT IF A SEPTIC OR the engineer, 2. CONTACT THE DURHAM COUNTY HEALTH DE WATER SYSTEM IS ENCOUNTERED DURING CONSTRUCTION, Copyright
- ~ ~ , i -
. ~ „ ~ \ ? -
~.1p - _ \ - - - - - - - -
\ „ ,1 \ 1q7,
~ 6y' 74• n ~ „i'" SOUTHLAND ASSOCIATE INC. PAN oeo2-o2-ae-seas SITE DATA i~ PARCEL ID: 174905
. 4 E / ~ N os 2. R ~ y 7 A I - ~ „ 0 A D / 4 ~9 65.0 ~ CURRENT LAND USE: VACANT RES/ HOMEOWNERS ASSOC. + OWNER
10 ~ 7 „ ' OPT ,SPACE Aaf:A 1; ` f 3.67 4 EXIST ' + 93;63 ZaNINC FDR 2.1 VANCE A TUCKER R~ , 4500 CUMBERLAND D
1 ~ ~ . 60. ~ ~ _ 200 R W , ~ 5`19,076 S.F. ~ ~ 1 , 93.68 _ _ DURHAM, NC 27705 - ~1 1 , 8 T~L~ SAVE-~t&FA-3.: . ~ _ -
' / 107. T \ ` " ~ - '-978 _ 90,41' .92.32' 107.50. _ ~ ~ J ' ~ ~..y/ r _ 104.26 )7,50.. _ ~ ~ , - 20,858 S,F, ~ + APPUCANr - _ _ ~ - REGIONS DEVELOPMENT ~
- , . / ~ ~ ~ ~ / / , ~ 1912 EAST NC 54, SURE 200 ~ \ ff , : \ DURHAM, NC 27713 ~
O vl 1i ~ - ~ff ~i 14, ~ . ~ . i ~ / 50 N~U~E TEAM 8l1FFER AS MFASUR OM V , - ~i + R
1 t ~ Y~y~ ~ j ; ?OP OF .BANK' / ~ . ~ ~ LOT 1 o I DURHAM COUNTY TAX MAP REFS EKES - - N - ~ I \ dETENTION POND 1 ~ PIN; 0802-02-67-8415 PARCEL ID; 174819 TM; 760 01 004 (PORTIO) ' JE,FREY GILES GACA PIN: 0802-02-67-8823 PARCEL ID; 174818 TM: 760-01-003
_-o - ~ -'>rttFE;v~AVE ARFi1~3/ ~ N _ ~ / / PIN:~0802-02-88-34 5 r~ P RCEL ID 174899 PIN; 0802-02-68-8138 PARCEL ID. 174817 TM: 760-01-002
w _ ~ , \ \ : ~ - 348 5 S.F• . _ - - ~ - _ ' ' / TREE $AV~ ~E1C 1: 'i ~ \ \ , N• 2-02-66-8513 PARCEL ID. 174818 TM: 760-01-001 - \ CURRENT ~ND USE: RES/ 1-FAMILY PI .080 ~ ' I - - -
~ZOwNG PDR 2 1, PIN: 0802 02-77 6852 PARCEL ID; 174821 TM: 760 01-006 teWart \ ~ ~ uane , II ,k .
~ _ \ I ATES INC. I + BOUNDARY INFORMATION TAKEN FROM AN UNRECORDED BOUNDARY SURVEY BY PHILIP, POST do $c ASSOCI ,
,.y , ~ I ~ ~ , lSSOCIATES, TRLE 'VANCE A TUCKER PROPERTY', DATED: MARCH 04, 2003, „~4 I j ' CONSULTING ENGINEERS
~ ~ , z 41 ~ I \ irj ~ ~b ~.F. ~ + TOPOGRAPHICAL INFORMATION IS FROM CRY OF DURHAM ~ 6'2` ~ - - I / , 1 TOPOGRAPHIC MAPS
25 ` 1
~ 8,221 S.F. 1 ~ ~ ` ~ - ice.. ~ 17,1 ~ 17 627 S,Fi \ / ~ J _ 'TOTAL. AREA OF TRACTS; 84,32 As. (2,801,801} sF) / ~ ~ ~ ~ .c'~ , ~ + M ON Civil ~ Sanita ~ Environmental / ~ O , ~ ~ p~- _ ZONING: R-20, RESIDENTU~L CLUSTER SUBD SI ry Ne
I ~ ~ ~".l ~ DETENTIONPOf115 2~ . ~ 23 ~ ~ ELEN Ka>343ERG ~ , l1C Planning ~ Design Su y TRE~PRATEO,TION PI oeo2- -as-a`52a ; r ; ~ - IN ~ + EXISTING LAND USE; AG/ 1-FAMILY, VACANT
\ ~ \ ~ ~ ~ ~ ~ I TRE~PF ~ i ~ I ` ~ ~ ~ - I ~FEI~C / ~ ~ ~ I 1 ~ ~ ~FE~ 1 6,161 S. F. ~ ~ ~ P R 17 98 / / ' i ' ~ / ~ ~ + PROPOSED LAND USE; 104 SINGLE FAMILY LOTS
~ . - ~ ~ r i ~ I I , I - ~ , ~ y 40 / ~ ~ 3 ~ ~ r RRENT LAND SSE HES 1 FAMILY i ~ cu ZONING: /1 ~ ~ ~ ;-a I I I MINIMUM LOT SIZE ALLOWED) = 10,000 S.F. 1-----~ I N ~ ~ MINIMUM LOT SIZE PROPOSED) • 15,183 S.F,
~ ~ ~ ~ - ~ ~ 71 .F. ~ ~ ~ ~ ~ ~ 34 I ~ 11 440 S.F ~ I 32 f ~ ~ ~ ~ 26 ~ l 8 5 S I ~ ~ ~ ~ ~ 2 ~ , ~ ' ~ ~ , ' ~ r - ~ ~ 3715 Universi Dnve - - - - ~ , ~ ~ I AVERAGE LOT SIZE (PROPOSED) 8,2 N. , 27707
I I v TR PROTECTION 7,219 S. _ ~ ~ 16 958 S.F. / ~ 15 984 ~ ,b 1 I~ , S.F. 0 8 I ~ ~ 1 39 1, ~ ~ l ` 15,984 S.F. ~ r ~,il Durham, C r I W I + THIS SRE IS NOT IN THE 100 YEAR FLOOD AREA PER FT:'MA MAP ~S [phone]
_ I I ~ C o- ~ ~ I FE C TYP. , 5 ~ ss 9 • ~ 09 S.F ) ~ I ~ ~ ~ ~ ~ .a 0,0 ~ 38 ~ J II- - - ~ / 31 ~ ~ L _ ` ~ ~ 37 ~ 36 15 771 S.F.~~ . _ ~ ' iii I L w a 3706300063E AND 37063000646, DAZED: FEBRUARY 2, 1996, fez [phone]
- 7 615 S.. ~ ' 1i ~ ~ ~ 16,404 S.F.- / _ ~ ~ ~ 6,180 S.F.~~7,976 S. / . _ _ _ - ~ LOi 8 ~ "I~ a-mail info0dksa-tsi,com 2 2 r7 JAMES eERNaRD BARB - - - - - - - - - - ~ ~ I ' A PORTION OF THIS SRE IS IN THE NEUSE RNER BASIN, THE REMAINDER
- - e, ~ I I I ,1 _ r- - - - 6 ~ I ~ ~ ~ , ~ oo / ~ ~ ~ ~ ~ ~ 30 ~ ~ r- - - ~ www,dksa-tsi,com PIN oeo2-oz-ea-a2:~s I IS IN THE CAPE FEAR BASIN ~ , 19,529 S.F. ~ / ~ ~I I ~ _ - - ~ O, PARCEL ID: 174897 ~ ~ ~
4 N 4'00"W ~ I N ~ .7 855 ~ i ss I I ~ , L _ ~ I 27 ~ rs ~ ~ 00 2ssa' ~4N 16 080 S.F I - cuRRENT LAND usE: RES -FAMILY ~ ~ N Fl'ER EACH SIDE OF STREAM, I 2 7 31 L _ - _ _ - _ _ - _ _ - _ _ / , , THERE IS A 50 FOOT WIDE ELISE STREAM BU 2oNINC: FDR 2.1 III MEASURED FROM TOP OF BMIK.
~ ~ ~ ~ 9 R , C. +s,. ~v - _ .__.J ~ I- _ _ J .p33/ z8, 6,445 43 % - , ~ Sj6 X31 _ R.qO ~96 ~ / I i ~6 445 S.F. 1 I ~I - - - - ~ ~ I1 + ALT. STREETS ARE TO BE PUBLIC.
2 350 S.F. / _ _ - =.1 ~ I
---1-- - ~ I~ - - - ~ _ ~ ~ I I ~ m _ _ - _ _ I I + SITE TO URLIZE CITY OF DURHAM WATER dt SEWER SEAL i - - - 7 I LOT t i + ~ _ _ - _ _ - _ ~ i STEVEN F. wile HOLLY G. R SSI , I BUIIDINC SETBACK ARE AS FOLLOWS:
~ - L=539.05' _ i / EXIST. 20 ROADWAY EASEMENT - - - - - ~ R=aoo.oo' 78 ~ ~ 18 017 S. - - I I ~ ~ PIN: D~o2-o2-ae-3 9 LOTS 20,000 S.F. d: GREATER -FRONT 35', - - - ~ ~ ~ PARCEL 890 ;I SIDE 12 SIDE CORNER 17.5', AND REAR 25' ~~~~„i~~
n n 92 ~ 'l ~ 11 / N, ~ r (ROAD NOT PREVIOUSLY OPENED) ~ ~ 17 022 S.F. ~ s~ I I 21 TO 19 999 S.F. -FRONT 28' SIDE 10 SIDE CORNER 14', AND REAR 20 I , ~ ~I I 20 CURRENT D sE: RES 1 F ILY ;I LOTS 18,000 i ~ q~ / RN BJ5 AND REAR 12,5' CAR , I==I i 7,429 5.~. ~ ~ I Zo I :PDR 2 1 '1 LO1S 10,000 TO 15,999 S,F, -FRONT 17,5', SIDE 6, SIDE CO ER ~ ~Y1 ~ 0
00 ' ~ 16,160 S.F. ~ I I / 77 ao 44 _ ~ / ~ 7,~ 18,093 S.F. ~ I ~ I I 17,547 S.F~. • ~ i I 0 ; S , i 'OPEN SPACE: ~ E '
- ~ ~ ~ ~ l` ~ ~ - ~ 91 ~ 1 ~ / 28 1 ,711 S.F. ~ I 8,28 S.F~. I F o - MBINED ~9 ~ I _ , ~ ~ I THE REQUIRED OPEN SPACE IS EOUrvILENr IN AREA TO THE CO WI _ ~ -
17,213 S.FJ, l ~ ~ - ~ / ~ 17,883 - - _ J 90 20,454 S.F. 1 I I ~ ~ ~ I I ~ ~ A ~ 17,883 S.F a L - - J i ~ - _ J ~ i L- ~ it I I REDUCTIONS IN LOT AREA (THE DIFFERENCE BETWEEN THE REQUIRED 20,000 $.F. SE ~ L F~1 1 ~ I ~ ~ I ~ ~ PER LOT AND THE PROPOSED SQUARE FOOTAGE.)
~ r ~ 17,250 S 1 / ~ c,2 - - - ~ 93 ~ 3 I I I • l~ R, 4z. - - ~ OS
l ~ - - - - ~ ~ l \ ~p 0 •~4 - - ' L - 9 828 S,F, COMBINED REDUC110N = 5,51 AC, 23 1 ':Fti ~ _ _ N85'09'0 ~°w _ L=35.00' ara9'3o"w _ OPEN SPACE PROVIDED 13, 7 AC. I NE,, J
L _ r--- _ - - - - - ~ - - ~ r I ~ r l ~ 281.66 R=750.00' _1000' 1p -rte
45 _ ~ ~ 76 , r- _ 81 _ 1 1 I. 47 S.F. 1 I _ ~ 89 1 1 -1 16,385 S.F. ~ % ~ - - ~ - ~ ~ OPEN SPACE AREA 1 529,076 S,F, 12.15 AC. E, $ C~~~~O ' ~ ~ i I i I I OPEN SPACE AREA 2 4750 S,F. 0.11 AC. ~hnnn~
1 ,8 16,975 S.F. , / 10 / ~ - _ - 18 084 S.F. _ - J , / 1 - - ~i I, ~ ~ ' I ~ ~ ~ ;I OPEN SPACE AREA 3 4,074 S.F. 0,09 AC. ' ~ - - 1 I ~ ~ ~ ' ~ ~
- - - ~ I I 1 ~ ~ ,105 S,F/ - 94 \ ~ - _ Z ~ , ~ ~ ~ ~ ~ ~ ~ OPEN SPACE AREA 4 35.893 S•F• 0.82 A,C. ' a ~ Q - ~ ~ I 6 ~ 1 I , I TOTAL 57J,593 S.f, 13.17
1 16,364 S.F. ~ ~ I 11 12 I r 12 ~ ~ ~ II LoT 21 ~ I ,
I~ ~ ~ 1 ~ ? 82 , - - ~ 88 ~ , / 11068 S. I ~ 1 1 I 75 S. , 1 _ ~ 9, 21 S.F. I ~ 17,868 ` I - 18 846 S.F. ~ 1~ 068 S.F. ~ ; ~ ID w. IN ~ OPEN SPACE TO BE MIUNTAINED BY HOME OWNERS ASSOCIATION ' 18 19 IN: oeo2-az-ea- s9o ~ II . ~ spy; REVISIONS
1 I - - - ( 17,779 S.F. ~ - - _ I I , 46 I ~ ~ _ sas - I I L_J'~-----1'------- I ~ I - - - - ~ 6,898 S ~ PARCEL To- 17ae 3 l 1 x,03 S.F I THE 1REE SAVE AREA REQUIRED; 12.86 AC. 20.X) --_-{al I ~ ~ ~ , CURREt~'T LAND USE: RES 1-FAMILY ~ it
~ 1 514 S.F. I 1 ~ ~ I 1 1 ~fAfl~ L-----~ ' - - - - ~ ~ toNlNC PoR 2 THE TREE SAVE AREA FRONDED; 12,87 AC. 20X) ml I ~ ~ ~ ~ I
' __J - 01-- - ~ ~ - _ _ J 1 95 ~ ~ ~ ~ ET , LA ~ W a. _ _ - - TREE SAVE AREA 1 348,805 S.F. 8,01 AC.
Q M I s.F. 1 ~ ~ ~ 16,625 ~ ~ - - ~ \ / ~ ~ - ~ W I ~ 1 L - - J ' ~ - - - - - - - - i _ w ~ _ ' TREE SAVE AREA 2 118,145 S,F, 2,71 AC. 13 g ~ TREE SAVE AREA 3 20,858 S,F, 0,48 AC,
~ i 1 0 PUBLIC ~ I WI I I 9 ~ c ~ _ ( ~ i I 78 _ _ ~ 19,8 M'=~ - - - - - - - - - - - - - ' ~ TREE SAVE AREA 4 17,378 S,F. 0.40 AC, 19,878 S.F. - - - N LoT 12 I I SAVE AREA 5 19,598 S,F. 0,45 AC,
I ~ - - - - ' ~ 1 5,3 ~ a 18 842 S.F. DUKE uwvERSm I I ~ 87 85 Z I a I I \ 22 04, s.F. _ - - - - - ~ ~ EARLE JR. wife RUTH B. WAL ER Ali - _ _ - _ _ - _ - B SARA ~wAL I I TREE SAVE AREA 6 •6_,,j~ 93 S.F. SAC,
PIN: 0802-04-73-69a9 In 7 ~ , ~ ~ a+~Qy S,F, -n 1 - 23,269 S.F. / , 16,000 S.F I 17,035 ~N PARCEL ~D nae~s ~ 7,5 3 S.F. ~ 86 I ~ I ~ a ~ - - - - - - - _ 1 96 i ~ ~ 4 \ ~ L \ ~ M: 802-02-8~~3~4 ;l; TOTAL 560,477 S.F. 12,87 AC, - - - - - 1 I , 1 Pg12CEL ID: 174834 ll
RR NT N E: VACANT EXM W LEASEHOLD 1 ~ 8 V~ - - - - ~ ~ i - 16.625 S.F. ~ 16,184 S.F. ~ \ ~ ~ I r-------------~ cu E Ln D uszaNiNC: R-2o / / M - - ~ ~ 1 ~ ~ ~ ~ ~ 18,280 S.F. I , CL ENT D USE: RE -FAMIL~I'~. ~i + US AREA: I 17 I ONING: PD 1 ~ INFERNO
_ _ I I ~ r ~ - - _ r ~ ~ I J , 1 1 I •F• I THE AV17tAGE IMPERVIOUS SURFACE AREA PER LAT IS 4,000 S,F, ~ ,v ~ 24,812 ~ ~ T , ~ , /r THE t~ raT m EXC® 4,00o S.F.
~ ~ i JAMES dt wif TIN S. WIL 0 ' ' l ~ ~ 7• PI :0802- 2-e7~ 629 I ~ ~ i!
o I 3 1 73 7 .F. 14 W ~ ~ i 18,65 S ~I I~ I I I _ C _ ~ _ ~ I 16 a7o s.F. I I I 28 27o s.F. 14 \ 17 \ ~ >9; 1041015(4,000 S.F.) 416,000 S.F. 9,55 AC. 14.8'" ARCE D. 48 ~ ,
~r 48 WI ~ ~ , ~ , I- ~ ~ - ~ ~ . ~ S.F. - ~ I ,7,12 JI 1 ~ r ~ L---- L- - 28 270 S.F. ~ ~ \ \ :RES FAMILY ` STREETS 206,4A1 S.F. 4.72 AC. 7.3JX ' TR E^PROTECT~ON v ~ cuRREN aN INCS PnR \ ~'>r ore ~ f ~ ~ \ \ - TOTAL !44,440 S,F. 14.e3 AC. 23.05%
~ m I I 104 ~ ~~-L~- - ~ / Z . I 0• %
97 ~ ~ ~ I - - - - 8 - / I I I . ~ . -PEE z _ _ _ ~ gg gg ~ 101 ~ ~ 103 I 7,736 S.F - 19,187 s.F. I 10o I 102 I I ~ / / / / / ~ \ \ Dye %A-" , i ~ 16 FFREY M. wi EUZ L. ANDERSON '
l ~ 1 ~ . I 86 S.F. ~ g 117,086 S ~ 6,5 6,000 S.F( 15,183 S.F , / 1 1 ~ , ~ 6,000 S.. 15,931 S.F I ~ 1 / , / / / 15 JE y ~ 28,406 S.F. D p1-a - F.I I P tD: 17 ? ~ 25,375 S.
~ I I ~I I 7 .I ~ 1 I 49 I I~ ~ 72 ( , I I I I I ~ I 19 011 S. ~ CU ENT USE: RES/ t IL ` ~ R ' \ ~ ~ ZO NC PDR 2 L' ~ ~ ~ ~
17,9 5 S.F. 1 l~IIQ L. - _ J ~ 16,712 S.F. 0 _ S C EK R D TREE PROTECTION ~ - - J L - - ~ L - - J ~ ~ ~ - - -
__J - ~ ~ _J , I L---- FENCE TYP. F \ + ~ , ~ - - / _ ~ \
- - ~ I (50 PUBLI R W N85'25'41 "W IlY OF DURHAM SEWER '
~ - - - gp5'S3"N L.45 9' _ ~9~:25:1B.ti"L _ ~ _ N85 'IE'W SB _ R-r-' :47y0pT'_ - - - - - - - - - I - - - - - - Lam= .83 249.89 \ EXIST. 25 C / - - - - - - EASEMENT SUBJECT TO TERMS IN TH
~ 573.11 - - R~525.00' 109 ~ ~ ~ - ° 5o I I _ _ ~ ~ - VE 4: TION IN REAL ESTATE K 1510, P , ~ TREE SA \ DECLARA \ / ~ v
-r-- r ~ 1 6 1 18,385 S.F. ~ ~ - ~ - 1 , _ , ~ ~ ~ 1 EN_ ACE AF _ _ _ _ _ _ ~ 18,983 S. 4 75 S.F. •APEN_ ACE AREA 2: 17,378 S.F. 8. NO EASEMENT EXCEPT,%/ CORDJNG-T9,\ ~ / ~ \ \ OSE TERMS. PB. 116, i~ 13 / ~ ~
I ~ I I ' ~ r 4,75 S.F. clTr of DURHAM \ !r/ ~ ~ ~ i
s0 r 54 I 55 I I I I I.1 59 1. 17,366 S.F. ~ ~ PIN: 0802-02-87-0482 \ ~ ; / \ \ PARCEL ID: 174824 \ ~ / ° /
1. 58 I a :1 _ _ I i 1 ~ ~ ~ 5 995 S.F. 15 993 S.F ~ ~ I 57 ~ 1 ~ 56 7 373 S.FI ~ 9,953 S.F~. - - - - VCURRENT~LAND USE, VACANT EzEMPT \ ~ ~ ~ Z NINE: PDR 2.1 ; j~\ ~ i ? / r ~ \ ~ \ \
~ f l I 1 52 53 ~ I 1 r 6 040 S.F1. 1 115 992 f-- / i ~ ~
~ ~ - av ~ I 16,751 S. X15,996 S.F1, I I I - _ _ , I, I 1, I ~ I N. ~ I 5 I 51 ~ ~ I I I- TREE SAVE ~ TREE SAVE AREA 5: . - .~i / ~
. ~ , I I I I I I I , I I , ~ ~ ~ 18,957 .F. 19 598 F I I , 4 s. N04 45 07 E 18,2 3 8 I 19 598 S.F, v v v \ \ ~ Y ' ,
~ ~ ~ ~ ~ I s1 I ~ L ~ 37.46 _ JL__J L._--
- - I I 17 500 S.F. _ _ J , I TORM ~ L _ - J ~ - EXIST. 28 S FIST, 28' STORM DRAINAGE EASEMENT FOR v v V ~ / V A \ ,i / ~
N85'25'42"W - - - - - BENEFIT OF ADJAf , MAINTAINED BY Pl ENEFIT OF ADJACENT PROPERTY OWNERS, NOT \ \ / INTAIN D BY PUBLIC AUTHORITIES. NO FILLS, - ~ ~ '
EXIST. 20 ROADWAY EASEMENT ~ 894.73 _ 8-- I R AD NOT PREVIOUSLY OPENED - - - - - - - - 1 BANKM€NTS~ s1 (o ) I i 4 ,I UBANKM€NTS~ URESr DR_OBSiBUCTI \ r ,
PERMITTED WITHIN ~ I I 18,931 F. I: O RMITTED WITHIN EMENT, PB, 116, PG. ~ ~ /
1 62 ~c ~ V ~ / ~ V ' ~ ~ > ~ '
27041 S.F. , N LOT 5 f~ - _ - - _ - - - I - SANDRA J. THOUTA' ~ ,r ~ Lor 5 ~ / , SANDRA J. THOMAS ' ~ / ~ ' I
- . I - - - - '1 M P1N: 0802-02-77- I 1 I ~ PARCEL ID: 82 PIN: 0802-02-77- 270 ~ ~ ~ ~ ~ F___ PAR LID: 82 ~ ` Y ;,I ~ ~ ' CE ~ /
j„I - - - - - - - - - ~ ~BRRENT LAN RES/ .NT LAN :RES/ F~MI ~
K NN R ITY d' I- 1 3 I ZONI G PDR DUEU ES ail . , I PIN: 0802-02-67-8415 of 1 904 .F. ' ~ ~ ZONI G: PDR ` L_ ~ ~ ~ ' 1 v ~ 1 ~ I r- ~ ~ , ~
' PARCEL ID: 174818 M I I I I I q CURRENT LAND USE: VACANT ~ 6 rq ~ I ' ' I ~ ~ ~ ~ I ~ , r/ ~ ~ \ v \ ~ IMF ~ ~
s ~ ~ ~ ZONING: R-2o 27,053 S.F. L _ _ - ~ ~ _ , ~v a ~
f ~ - - o a I ~ V) L T 4 N ~ ~ ~ L T 4'~~ ~ ` ` \
ro _ - - - - I, LEE 0 RD & e.IF,[JNI r f i r i t I PI : 08 2-02-77- i RD & e NI POWERS ~ ~ ~ ~ \ o ,tEN_ V' ~ , _47_ A ~j ; r% ~ \
, ~ 2 I; PARC l ID: 174a ri I o ^ I III ( ( I ~ CURR NT LAND USE: R r PARC L ID: 174 ~ i,~ / ~ ~w`~'/ / ~ ~ \ r R NT IAND USE: R -FAMILY ~ _
I 17,405 S.. zoNIN -PD~z ~ ~ ~ 64 ~ 1 ZONIN ~ - 2. ~ A~ ~ ` ~ ~y / ~ A
~ ~ I o I I' I 65 12 S.F~ 66 6 278 S.. 6'g - ~ ~ ~
116,269 S.~.~ I , I '1 , ~ ' Lors 2i o ~ PAULA B. SC 1 ~ ~ LOTS 2&3 ~ / ~ ~ ~ ~ PAULA B. SCOTLAND ~ / ~ ~ A \
r' A PIN: 0802-02- N 011, I 1 PARCEL ID: R TOW FIN. 0802-02-76 36 \ , h , ~ ~ . / LEGEND PARCEL ID: 482 i( II , ~ ~
- I L- - - ~ - - ~ ~ I , I CURRENT LAND CURRENT LAND :RES/ 1- ILY , Z G: PDR 2 ' ~ r r~ ~ \ ~ \ ` i
I I' w_' l (50 PUBLIC R) q5'~3 1 ~ , I ~ i OP SPACE AREA 3: ; ~ ~ 7 ~ , j OPEN SPACE
~ ~ N 89 S. OP SPACE AA I I 1 3, I 4 074 S.F. 4074 S.F. ~ / ~ ~ , ~ ~ \
I I ' o~ _ ~ 18'4, _ Jr9e. ~ ~ ~ LO M , i ? I ' BRADI N. & wife ,i BRa~L N. & wire usA~ M. DT / a ~ i TREE SAVE
O . ~ ~ 0802-I o I I I Z T t~ ~ ~ oeo2-a 6'~a , / ~ ~ ~ \ i ~ ~
r ~ I P CEL II , ~ ~ Q7. CU EN P CEL I tj4~ % / ; ~ ~ A / \ EN E: RE ~1-FAMIL`V r ~ / CU / , A 7 A ~
~ ~ ~I1 v NG, 69 \ ~ N G: FD , 1 / < ~ ~ ~ \ ~ e DATE: 10-14-2003
~ ~ r I I 5 566 S.F. I A ~ I I 67 I ~ ~ ~ ~ ~ ~ ~ T 1, / ~ S ~ 0 ~ i ~i
a ~ ao I 68 ~ ~ . ~ "a ~ ~ ~ VANCE A. TUCKER & wife ALICE E. TUCKER ~p ~ ~ ~ O 1,187 S. F. ~ ~ A ~ , ~ ~ ~ ' ~ - SCALE: 1 "=100' / / ~ J, T
4 ~ PiN oao2-o2-ss-eso~ I 122,389 S.F. ~ N , ~ i'~ * ~ PAR I :174 ~ ~ S' ~ CEL D 820 , ~s' , ~ ' ~ ~ N0. 1154-01,10 ~ ~ yy~~ / ~ JOB
.i 1 CURRENT LAND USE: VACANT ~ ~ ~ ? / I 0 l 1 - , zoNlNC: R-zo ~ ~ ~ 70 ~ * ~ / ~ 1`. ~ A s,
g I ~ ~ ~ ~ ' ~ 17 139 S.F. -
~ ' ~ ~ . r" ~ DRAWN BY: DLP
CHECKED BY. WTO
OPEN SPREE RHEA. 4' ~ / I I
o 44 35,693 S.F. / 71 11 TIktE'SAVE''RREA 6; 17,582 S F 1
I GRAPHIC SCALE li/ I \ 1 I 1 i 100 0 50 100 200
SHEET
N84 51'O3"W N85'30'45"W N
1 inch = 100 !t.
EXISTING DUKE 214.02' a93.81 ~ DUKE UNIVERSITY MELVIN & wi 1 KATHLEEN TRIMBLE POWER EASEMENT PIN: 0802-Da-73-8808 ai : 0802 2-76-5680 M CURVE TABLE ;
PARCEL ID: 174815 PARCE 175177 Q CURRENT LAND USE: VACANT ERM/ W/ LEASEHOLD CURREN LAND USE: RE`S/ -1-FAMILY 1 NUMBER DELTA ANGLE RADIUS ARC LENGTH TANGENT CHORD DIRECTION CHORD LENGTH
~i ZONING, R-20 iG`-RtC+- p Cl 19'00'42" 325.00' 107,84' 54.42 S36-35.34-W 107.35' FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION J0 OF 5
< - - , x

- - - _ T _T-
These drawings are instruments
of service and as such remain the property of the engineer,
No copies or reproductions of
these drawings ore permitted without consent of the engineer.
Upon completion of the work INSTALL LEVEL AND FLUSH all drawings(except the contract
WITH NATURAL GROUND copies) are to be returned to NT ICI U IES M 50 the engineer.
(0 PROVED UAL) Copyright © 2003
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4" PVC
OUTLET l ~ 1 ~
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- P,s ~ vane tewart
GEOTEXTILE FABRIC (SEE CLEANOUTS (SEE GRADING PLAN) LINER: CLASS 'A' RIP RAP
INTERIOR DETENTION BASIN MATERIAL SPECIFICATIONS) 6'Lx8'Wx9"THICK WITH 4" FILTER & ASSOCIATES, INC.
BLANKET (SEE NOTE) CONSULTING ENGINEERS
~ / ~
.5;1
EE WIT A SES STALLA Civil ~ Sanitary ~ Environmental
3 12", MIN TOP OF CLEANOUT TO BASIN Planning ~ Design ~ Survey
INVERT (TYP.) BASIN INV. ELEV. = 474.00
f y l ~ ~ z 4"x4" CONCRETE LIP 3715 University Drive
i ~ ~ l PLAN VIEW Durham, N.C. 27707
~ - 1 8' [phone]
~ fax [phone] e-mail; info0dksa-tsi.com
www.dksa-tsi,com
S~~p
F
1~ THICK GRAVEL LAYER TO CONSIST OF 0.375" TO
0.75" STONE CONFORMING TO AASHTO-M-278 (SEE 4" ~ SYNTHETIC INDUSTRIES TRM 450 SEAL
INTERIOR BASIN MATERIAL SPECIFICATIONS) ounEr
GgrUR4 0° ~ARO
4" DIA, PERFORATED PVC UNDERDRAIN (SCHED 40 OR SDR35, SEE INTERIOR DETENTION BASIN MATERIAL SPECIFICATIONS) ND 0 ; 'ESS/p ti 9 .
1' TUCK t4 S
t „ 2
LINER: CLASS A RIP RAP
6'Lx8'Wx9"THICK WITH 4" FLTER 'Fti ~ 0 ~,,GINE,. ~ BLANKET (SEE NOTE) , tiN ~ ~ ,,,E
s
NOTE: n n i
SECTION A-A ~ Zak A FLTER BLANKET IS TO BE INSTALLED BETWEEN THE RIP RAP AND SOIL
FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A MINIMUM 4"
THICK LAYER OF STONE (NCDOT X57) UNDERLAIN WITH MIRAFl FLTER
WEAVE 700 OR APPROVED EQUAL. REVISIONS
- ASIN UNDERDRAIN CROSS-SECTION " T T PLUNGE POOL VELOCITY DISSIPATOR 4 PVC OU LE
DETENTION B N.T.S.
N.T.S.
Construction Chil Engln~erirq Products Group Conswdion Chfl Engineering Products Group 101a MuF°y D".a /°1i NMnbyOM° pielMnoope, TN ]7116 Ch~nope. 7N 77/1°
Phone: 1-0ORFI%-SdL Fp: 1Jt}/S°•9088 Ran 1•ea6FUlSdL Fu /J77JASa°°9 ,
WATER FLOW
~ ANCHORS 4~~ INTERIOR DETENTION BASIN MATERIAL SPECIFlCATIONS
- • • ° MATERIAL 21AL SPECIFICATION ST METHOD SIZE NOTES
% • PYRAMAT OR APPROVED EQUAL • TOP OF BERM = 480.40 ( GEOTEXTILE FABRIC OVER A! ~ ~ TURF REINFORCEMENT MAT , 'RIC OVER ASTM-D-4833 (PUNCTURE STRENGTH-125L8.) 0.08" THICK MUST MAINTAIN 125 GPM PER S0. FT. FLOW RATE
~ k o ' - _ - AND BENEATH GRAVEL LAYER A ° = I - _I, - - 3 3 - do FOR WRAPPING THE ;RAVEL LAYER ASTM-D-4632 (TENSILE STRENGTH-300LB.) EQUNALENf OPENING GEOTE)( 117E -WOVEN MONOFILAMENT JG THE SIZE OF X80 SIEVE GEO-TEXTILE OR APPROVED EQUIVALENT
o ° • ° = I - ~ 6-INCH PVC PERFORATED :RFORATED
- o _III-~ I 1 50 1 A RAVEL AASHTO-M-43 0.375" TO 0.75"
• ° ,IIi=-% _ I i _ i- RDRAIN GRAVEL - ~ _ • _ ICI=~V - ~ _ I - - F ~ _ - I i--- UNDERDRAIN PIPING TYP PS 25 OR AASHTO-M-278 6" RIGID 3/8" PERF. ®6" ON CENTER, 4 HOLES PER ROW; MINIMUM OF 6" OF PING F 758, E GRA1~L OVER PIPES; NOT NECESSARY UNDERNEATH PIPES. THE UNDERDRAIN
1 i~l I 1=- , . I-I ~ I__ I I ' - ' ' SPILLWAY ELEV = 479.50 - - - - I I SCHEDULE 40 PVC PIPING SHALL BE WRAPPED WITH A GEOTEXTILE MEETING THE ABOVE
~ I l i__~ I;; ~I I I_I I h - . ~ • ' 1~-=1 I I- I I,_ ~I - - _ - ~ - III I - 1_.I,I_;I hill;=iil_I = III ~ - - - - - - - - - - - I , ~ _ I I_I I i_ _ _ -I I - _ OR SDR35 REQUIREMENTS.
i.~yL~.1~~~L i = ~ III. II_III- i!JI _ - _ _ - ~ ~ --I ; - - - -1 _I I I-III-III-III-III-i 11=1 I I-=1 I I-III--I i I-I {!-i I I-I
1 _I
12" "
NOTES;
1. INSTALL PYRAMAT TURF REINFORCEMENT MAT
NOTES; (OR APPROVAL EQUAL) AND SOIL FlLL (OPTIONAL) I
1 • SECURE AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 2. SECURE LONGITUDINAL ANCHOR TRENCH AT 1' INTERVALS, BACKFILL AND COMPACT SOIL
EMERGENCY SPILLWAY CROSS-SECTION
A ANCHOR TRENCH DETAIL N ITI L
N.T.S. N.T.S.
DOWNSTREAM FACE OF
g DETENTION BASIN BERM ~
° ~ 3' ~~N111UU5uuV' onsWction Chil En Ineerin Products Grou Construction Chil En Ineeri Products Grou
o+ C 9ola lneu ~oew p AOtalMawy olhe p ~ Constructlon Chil Engineering Products Group che°enooae, TN dale cnennowa TM 77ne 3'
pj 1°191ndue°y Dnw Rane: 1-0WFI%SOIL Fax: 1J17J8°•BO°a PMne: t-0OaFI%-SOIL Fp: 1JYSJ8&90°S N Chetteraoae, TN 7711° rfi Rorie: 1-°00-FI%-SOIL Fp, 1J771°Sa0°° c NAT(/RA = 472.20
~j V" n1 ~ GROU NO
O N ~ e SOW
t in ~ 1 kq~
0 ' WATER F LOW I~ (-I I:~-{7~~~h-L_ ANCHORS M ° R4( G ~ 3 3 RpUNO
rt~1 u! ~ ~ - III-~I~~_~~II.7~_~T- g ~ ~ _-1~1-I i I I I--~ I I:--~ I I--I 11--
o r--iiL ~-I Hf I-~(1-_f-_ 11- P AT 4"x4" CONCRETE LIP
_ .11. YRAM ~ v - DTI-i11-(1 f. 11 , f I I .~I I I 1 I? ~n - --1~ OR APPROVED EQUAL o - ~ f1 it 111 -l rl_.I ( )
z ~ f- I -I 111-11 .I S ~ -TTi- i.
~y I I- 11=1 ~ ~ _
a~ I-iii--111-(I r Iii--- T 1111-I_TI.-11I Il r i I-f I I N O V% NOTES; DATE: 10-14-2003
~ ~ I- ~ 1-I I I-I 11-1 11- I '1 I I`I 11-=1_. ~ I I ,~i l l- I -l ~ i _111=~1= i i,---u 4' 1. LEVEL SPREADER TO BE CUT INTO NATURAL GROUND AND CONSTRUCTED PARALLEL TO EXISTING GRADE. SCALE: N.T.S.
~ 71II1~1_1i11111Ti_ Q r~,.~, . i~_-ITI--1-I i - -TI_ 1 f-TI _ ~
.-Li t.- - _ . ~T11T - --I I- Ii--)Ti-I~ _ ~ ,I1-1r~1~~~I1=i11-1i_I=ili~llf _r~r~ - 2. 4"x4' CONCRETE LEVEL SPREADER LIP TO BE CONSTRUCTED COMPLETELY LEVEL ALONG ENTIRE 10' LENGTH, ANY PORTION OF THE LEVEL SPREADER THAT IS NOT CONSTRUCTED COMPLETELY LEVEL WILL BE REPAIRED OR REBUILT AT THE JOB N0. 1154-01.10
-1i1--1 I I1=11 , i~ 1~--1 I r1 ~~I i-= i- i- ' :I I- I I-I I f I _-I i I i, I I 1 ~ 1- - ~o CONTRACTOR'S EXPENSE.
g 11l ,~~1_ I i~,,i1i - ~-1TI_I I-I I_ -iT_L_I I aT_I, _ 11 1_L 11 ~ rJ ~ ~ I_~ ~ Ill-I LI .l1 i i ~ I I ~ _I 11~! i F-111=1 I I I - l~- i-i = TiT 1'Ti.-~ 11(- DRAWN BY: DLP
~ ~I I'_ I I _-1 I {_I I lii_a'li._II G ~I-111~1f 1.--11 H l l_I I l.~i~11-_ ~ Til (=:1 i ~ l (,nlil I I; :lii;~:l ll;
c 1 1-1 =:1(=1 x=111==1 I -=1 11 I 111 F-73 11 -=r_IIhI I= il_II! II li1=11=~11= I I~ 11 IIIll~l
6 - II 11_T~11,- A A CHECKED BY: JES
~ 11--~T;_1 HIS. X11 0
NOTES: NOTES:
v 1. SECURE AT 1' BACKFILL AND COMPACT SOIL 1. UTILIZE CORRECT ANCHOR PATTERN FOR SLOPE INTERVALS, v
GRADIENT (SEE ANCHOR PATTERN DETAILS) NOTES: y 2. INSTALL PYRAMAT TURF REINFORCEMENT MAT (OR 1. ANCHOR PATTERN 1-1/2 ANCHORS / YD FOR : 3H : 1V < SLOPES 1V < SLOPES < 2H : 1V SHEET
APPROVED EQUAL) AND SOIL FILL (OPTIONAL) 2. U - SHAPED WIRE STAPLES, METAL GEOTEXTILE PINS, TRIANGULAR WOC TRIANGULAR WOODEN OR
t PLASTIC STAKES CAN BE USED TO ANCHOR PYRAMAT TO THE GROUND SUI 'HE GROUND SURFACE 33]
" 4 INTERMITTENT CHECK SLOT TYPICAL SLOPE CROSS-SECTION ANCHOR PATTERN FOR 3:1 < SLOPES LEVEL SPREADER CROSS SECTION FOR BASIN 1 SLOPES < 2.1 OF 5
" " N.T.S. N.T.S. N.T.S. N.T.S. FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
X

OUTLET STRUCTURE These drawings are instruments
of service and as such remain SEE DETAIL 10' MIN. 60'L BROADCRESTED WEIR the property of the engineer,
SCHEDULE SEEDBED PREPARATION TEMPORARY SEEDING PERMANENT SEEDING SCHEDULE ( ) No copses or reproductions of
IN A I I APPLICATION RATE 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL TOP OF BERM ELEV. = 484.30 SEEDING DATE SEEDING MIXTURE APPLICATION RATE SEED CONDITIONS, IF AVAILABLE. = 484.30 EMERGENCY SPILLWAY these drawings ore permitted without consent of the engineer.
Upon completion of the work cll drawings except the contract
AUG 25 -OCT. (BEST) TALL FESCUE 200 LBS/AC JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC Q,) RIP THE ENTIRE AREA TO 8 INCHES DEPTH. EMERGENCY SPILLWAY CREST ELEV. _ FEB. -APR 15 (POSSIBLE) KOBE U:SPEDEZA 50 LBS/AC CREST ELEV. = 483.60 copies) are to be returned to the engineer.
3,) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEANNC SURFACE MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC REASONABLY SMOOTH AND UNIFORM,
BERM Copyright © 2003 •1 NCDOT STD. 838.01
APPLY UME AND FERTILIZER ACCORDING TO SqL TE5T5, OR APPLY 4000 LB/ACRE AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC 4.) APPLY AGRICULTURAL UME, FERTILIZER, AND SUPERPHOSPHATE UNIFgiMLY AND MIX GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. WITH SOIL (SEE BELOMN). TOP OF RISER ELEV. = 461.20 = 4 1 0 SECTION ENDWALL (SEE DETAIL) 8 .2
MULCH SOIL AMENDMENTS 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED IS WATER TIGH NON-WOVEN GEOTEXTILE FABRIC SHALL WATER TIGHT GASKET SEAL BE PLACED AROUND EACH JOINT OF
APPLY 4000 LB/AC STRAW. ANCHgi STRAW BY TACKING WITH ASPHALT, NETTING, OR FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 l8/AC GROUND PREPARED 4 TO 8 INCHES DEEP. A MULCH ANCHORING TOOL. A DISK VdiH BLADES SET NEARLY STRAIGHT CAN BE USED AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -DEC 1' DEEP GRAVEL LAYER TO TO RCP BARREL IN 2' WIDE STRIPS BARREL
AS A MULCH ANCHORING TOOL. 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER CONSIST OF 0.375" TO 0.75" CENTERED ON JOINT. INV. OUT = 474.30 0.75"
MAINTENANCE MULCH 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH, STONE CONFORMING TO AASHTO AASHTO -
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTIUZE IN LATE YANTER OF THE APPLY 4000 LB AC STRAW. ANCHOR STRAW BY TACKING +NITH ASPHALT, NETTING, AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN M-278 (SEE INTERIOR BASIN FOLL0INNG YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW / 8.) INSPECT ALL SEEDED IASIN "1" RIP-RAP ~
- IN OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE THE PLANTING SEASON, IF POSSIBLE IF STAND SHOULD BE OVER 80% DAMAGED, MATERIAL SPECIFCATIONS) REGULARLY TO A HEIGHT OF 2 4 CHES USED AS A MULCH ANCHORING TOOL REESTABLISH FOU.OWING ORIGINAL UME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY BARREL NCDOT CLASS
WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. TOP OF GRAVEL = 476.00 16.00 INV. IN = 474,70 28'Lx7'Wx22"THICK
NURSE PLANTS MAINTENANCE JAN 1 -AUG 15. REFERTIUZE IF GROWTH IS N07 FULLY ADEQUATE. RESEED, g, CONSULT CONSERVA110N INSPECTgt ON MAINTENANCE TREATMENT AND FERTILIZATION BETWEEN MAY 1 AND AUG, 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE GERMAN REFERTIUZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR ) AFTER PERMANENT COVER IS ESTABLISHED. 38 LF - 42" RCP ®1.05X (CL. III RCP) ~
MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRNN). OTHER DAMAGE POND INV, ELEV. = 475.00 175.00 ~ n. o o -
AUG 15 -DEC 30: REPAIR AND REFERTIUZE DAMAGED AREAS IMMEDIATELY. TOP DRESS CONCRETE PAD FOR 6" DIP SEE DE
WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO ( EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 6 DIP (SEE DETAIL) ~,~fF~ 1 1 ~:z~i-;; ~~zu~na~i,,
LB/AC KOBE LESPEDEZA IN LAZE FEBRUARY OR EARLY MARCH, • See seasonal application schedule 4 L 4 LF - 6" DIA. DI 1
vane tewart ANTI-SEEP COLLAR (X1) SEEP COLLAR TO
~ ~N GEOTEXTILE FABRIC TO LINE TOP AND BOTT( T BE PROVIDED AT BE SPACED AT 19' O,C. (SEE DETAIL). ASSOCIATES, INC. TOP AND BOTTOM WATERTIGHT SEAL 0 COLLAR SHALL BE PLACED A MINIMUM OF
OF GRAVEL BED AND 6" DIA. PERFORATED f w PERFORATED PVC RISER/BARREL INTERFACE 2 FEET FROM PIPE JOINTS. CONSULTING ENGINEERS
yo ci eLOPE Ae ]NOICATEO aN PUNa ~ " ' (SEE INTERIOR BASIN MATERIAL SPECIFICATIO IAL SPECIFICATIONS)
",A iAAy{'1 ~ BELL ENO eF PIPE / ty~ ~y, 5' KEY TRENCH (SEE BERM MIN.
=O2p III 70 FACE OF WALL ~ /f~ H ~p~ • S t F " zz,9°r ~ _ ° y~LL~W CONCRETE ANTI-FLOTATIO' ANTI-FLOTATION BLOCK SOIL AND COMPACTION Civil Sanitory • Environmentol
c«~~" 'I ~ ~I ~ T a ' I _ _ - ~ I _ _ _ I caNC, ~ > 9.5' DIA. REBAR RING (SEE OUTLET STRUCTURE 'LET STRUCTURE DETAIL) SPECIFICATIONS) Planning • Design • Survey
I ~ I I - ~ I •'~1 f" y,1,, a 1 PIPE M•BMB WO
Z - -L~ 8.2 DIA. REBAR RING PERMANENT DAM CROSS-SECTION
PLAN ° ~ 'E 6.7~ DIA, REBAR RING 3715 University Drive N.T.S. Durham, N.C. 27707
[phone]
Q (PIFTCONEL JOINT [8 UEEDI oor~1 ~ 4.7~ DIA. REBAR RING a N o END ELEVATION ~R- X ¢ POND OUTLET STRUCTURE NOTES: fax [phone] NOTES: a-mail: info0dksa-tai.com
N~Am ~z~ Z LL C ' ~ m H ~ y „ „ ~ ~ 1. 42" RCP OUTLET BARREL SHALL BE CLASS III RCP MEETING THE ~P MEETING THE REQUIREMENTS OF ASTM C76. THE PIPE www.dksa-tsi.com
g -1 y eaMLl IN lNOMALL WITX RQXPOIIClD CONCIIET! PIP! ~ ~ ~ c 9.5 LF 2x2 xl /4 ANGLE 1 JOINTS SHALL BE MORTAR OR .FLEXIBLE PLASTIC TYPE JOINT. 'PE JOINT.
C C m = P[PE IIN/LE PIPE OOwL! PIP! Q ~ Q> ~ fll N I I I LW, o]A. +e" te^ a+" x" ae^ +a^ b" +e" IP' so" se^ +a" b^ ~ ~ ~ r z I I I I I I eAne ^x" „z„ ^x^ °x^ r• ^x^ w ^x^ ^x^ °z^ ^x^ "z^ r ^x^ r• o y~ ' 1' 2, THE MANHOLE OUTLET RISER SHALL BE 6' LD., MEETING ASTM - N ITHI 2.90' MIN, PROJECTION
' m ~ ~ I ~ ~ s oTr a E a a+ a a s s a++ a o J d a ELEV. = 481.20 BASE. THE MANHOLE JOINTS SHALL BE ASTM C-443 RUBBER GA MEETING ASTM C-478R AASHTO M 199 MO OL C 6" 443 RUBBER GASKET JOINTS. MANHOLE JOINTS SHALL BE NOTES:
.p C - -F- a a t t 1 a E 1 1 8 2 `M i-t w > " ~ ~ ~ (TOP OF RISER) 1' SECURELY ANCHORED TOGETHER TO PREVENT SEPARATION. CONTI m 9~ t7 L pp~L a otr. e E a a+ + e E E a a++ e ARATION. CONTRACTOR IS RESPONSIBLE FOR DESIGN OF SEAL 1 • CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN,) 28 DAY ; ~ , ; ;
m o TOTAL Lea. 1 1 I+ t« es ea to to +e tl Ea n IE z W ~ THE MANHOLE SECTION ANCHORING SYSTEM. STRENGTH
~ oPTIaNAL caeeTAUCnaN dour ~ W m e #4 REBAR „ m ~ C ~ OIIENISONI ANO CCMCRETE OUANTITTEe c C ~ " ~ o = (nP) 3. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1 -2 OP STEPS 1 2 ON CENTER. STEPS SHALL BE IN 2. COLLAR SHALL BE CONNECTED TO 42 RCP WITH A WATER
o r Z w1NO CONCRETE r1PE 4 REBAR N G] ELEVATION calwlt p[YENIIONI /[Na! P[P OdIILF P1P! ~ ~ ACCORDANCE WITH NCDOT STD, 840.66. N _ TIGHT JOINT, ~ caRO( ~
x + ^ s'•s" I'•e^ E'•a^ au^ ek^ e'•e" o.T E'-E" r.e^ +.o z ~ 4. CONCRETE ANTI FLOTATION BLOCK SHALL BE INTEGRALLY ATTACF ° , „ fEGRALLY ATTACHED TO RISER BASE TO PREVENT 3. COLLAR SHALL BE SPACED ALONG BARREL AT 19 O.C. ~ N ~ ; pF • 9
H r ]e^ a'.T„ +'-+o^ s'•a^ ew +o^ +.o a'a^ e'~n" t,a O ~ 1 -1 RISER BLOCK SEPARATION OR PRECAST AS THE EXTENDED BASE C m ^ W'•a^ e'•+^ «'•o^ a^ +o^ e'•o^ +.e s'•e^ ++'•e^ 2.o v / ' u P. THE CONCRETE ANTI-FLOTATION BLOCK IS CAST SEPARATE FROM 11 N BASE OF THE MANHOLE DURING FABRICATION. IF 42" DIA. RCP 'o ?E DED 42 DIA, RCP i~
aC" e'•O" a'•e" /'•T" +k" ++tit" 1'-e" La «'•a^ +a'•e" s.l , PARATE FROM THE MANHOLE ASSEMBLY THE CONTRACTOR - ~ of II -FLOTATION BLOCK TO THE MANHOLE RISER ASSEMBLY. 4• SEEP COLLAR SHALL BE PLACED A MINIMUM OF 2 FROM 4
ae„ e'•e° E'•e^ e'•e^ +M^ +t1s^ ++'•o" a.+ e'•o• +e'•a^ SHALL BE RESPONSIBLE FOR ANCHORING THE ANTI-FLOTATION BLOT WE^ e'-E^ s'•+^ e'•+° elA^ ++h"+1'-e^ +.e e'•lo• le'-°" e.o PIPE JOINTS. o ~ = ' ~ "•",F Q~,'
+e° e'•1„ s'•1^ r.E^ ei«" ^ w-+" e.a e'•e" er•o^ e.o EET+OFa •IEEeNEETa OUTLET STRUCTURE MATERIAL SPE '•ti~ I Nti~:•• DIAL SPECIFICATIONS: ti ~J.,
838.01 836•~i ELEVATION VIEW 1. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) ~0 PSI (28 DAY) UNLESS OTHERWISE NOTED.
e1 ~ '~j~'
2. GEOTEXTILE FABRIC FOR THE 42 INCH OUTLET BARREL JOINTS ~ L J7 BARREL JOINTS SHALL BE AMOCO STYLE 4553
POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQI t APPROVED EQUAL (NON-WOVEN FABRIC)
NCDOT STD. 838.01 HEADWALL „ „ "x1 4" ANGLE t R 3. BASIN DRAWDOWN IS VIA A 6" PLUG VALVE. THE VALVE SHALL IE VALVE SHALL BE AN M&H STYLE 820 X-CENTRIC VALVE R T ANTI-SEEP COLLAR REVISIONS CONC E E
CDOT CLASS 1 RIP-RAP 9.5 LF 2x2 / 6 DIAMETE OR APPROVED EQUAL, THIS VALVE IS IN ACCORDANCE WITH AWWA ,NCE WITH AWWA C-508 SEC. 5.5, AND SHALL BE VHEEL. N.T.S.
42" RCP 28'Lx7'Wx22"THICK MANHOLE RISER OPERATED FROM TOP OF THE OUTLET VIA A HANDWHEEL.
ERM SOIL AND COMPACTION SPE A B A I I i i ~ •ION SPECIFICATIONS: vE~b ITYjDISSIPATOR ,
- 1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERME N~D~ C S '1' RIP RAP I ~ / ~ ~ CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT ~ /
LEAST 98% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPTIM NSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED 26 L~7 Wx 2"THICK ~ / / / ~ rER ae, u-+n
MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCTION. ' SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS. ON-SITE GEOTE CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT ~ i ~ R / / --~~L- Z 10 LEVEL SP EAbER / ON-SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE I (SEE DETAL, SHEEP 16) ~ / / /
i• SOILS FOR PLACEMENT WITHIN THE BERM SECTION, THE GEOTECF 10' (TYP.) METHODS TO BE USED FOR PLACEMENT OF F1LL IF ADDI110NAL THE GEOTECHNICAL ENGINEER SHALL ALSO SPECIFY THE I LUNGE POOL VELOCITY DISSIPATOR I 1 f9
F. IF ADDITIONAL USES PLANNED UPON THE BERM SECTION ~ , 1 ITABLE FOR THAT ADDITIONAL USE. NCDOT CLASS RIP RAP ~ l SHALL SPECIFY SOILS SU
(BUILDINGS, ETC.), THE GEOTECHNICAL ENGINEER SHALL SPECIFY ! _ 8"Lx8•Wx9"THK; (SEE DETAIL, SH ET /1 / /i
2. IN ALL FILL AREAS OF THE BERM A SOILS COMPACTION TEST 9~ WIDE FEET PER VERTICAL FOOT OF F1LL. MPA TION TEST SHALL BE CONDUCTED EACH 2500 SQUARE ~ _ ~ / / C ~ INV. 474.30 J I - r i
~4 REBAR WELDED ~ ~ ~ 38 F - 42 RCP 1 I I
(TYP.) (SEE NOTES) NCDOT STD. 28 3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS. TRENC ND A MINIMUM OF FlVE FEET ~ ~ 6 DIA, PRECAST M RI$E~t i 1 AREAS. TRENCH TO EXTE ~ ~ ~ ~ '4NH i i
838,Ot HEADWALL BELOW EXISTING GRADE. SOILS AND COMPACTION FOR KEY TRENCI PLAN ABOVE. F R KEY TRENCH SHALL MEET ALL REQUIREMENT OF ~1 ~ CREST = 481.2 ~ I ~ 0 I V. = 474.7 I I i ~ I I I
4,7' DIA. REBAR RING r ~ / ~ ~ I
4. NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SEC' 6.7 DIA, REBAR RING ~ ~ I i i THE BERM SECTION. 1 I I I i I
42" RCP 8.2' DIA. REBAR RING 5, FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT, EAf IM 8 LIFT, EACH LIFT SHALL BE CONTINUOUS FOR THE r i _
9 5• ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL F „ DIA. REBAR RING MATERIAL SHALL BE REMOVED ANO THE SURFACE PROPERLY PREF :MENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE Op f ~ ~ ~ 2 LF - 6" DIA. NON-PERFO TED PVC - _
~ 11=11 22 LAYER OF , III :II tll ..II :I (I~ (~-11= ~ ~ 4,75 REQUIRING HAND COMPACTION SHALL BE CONDUCTED IN 5" LIFTS PROPERLY PREPARED FOR FILL PLACEMENT, ANY FILL ~ OF BF ~ I i i fED IN 5" LIFTS. NCDOT HEADWALL i (1~ R~ > ~ I
1=~ 11= I ; I - - CLASS 1 RIP-RAP INV. = 474.3Q- ~ ~Of, 4, ~
rl~i~ _ "FILTER BLANKET AT MENT OF RESPONSIBILITY; - ST E X11;=lll~ll~ll~ll : - ~ Im_.n!~~~ PLAN VIEW ~ 31 LITY; (SEE DETAIL ~ ~ I i ~ ~
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY , THIS FACIUTY SHALL BE THE RESPONSIBILITY OF THE I i i THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT \ I , .
SECTION A-A AMERICAN VILLAGE HOMEOWNERS ASSOCIATION, PER THE EXECUTEC ~LQIE; FILTER BLANKET NOTES: FOR THIS FACILITY.
\ 'l l ov~o i o c o 0 0 0 1 ' f
A FILTER BLANKET IS TO BE INSTALLED (SEE NOTE) 1. ALL REBAR TO BE 1~4 REBAR. ~ xoTEe: tt v INSTALL ALL BTEPE PACTAIAINC FMCM INIICE FACE OF MIMUCNAE MALL. BETWEEN THE RIPRAP AND SOIL FOUNDATION. T°ITIEPENOINEEAIWITHNOETAILBIOF°tNE~"PA]OP~AU1OBETCIerEP°°AAND~NAa A~ECE~OTWA~IttEA1~APPAOVrAiLF swot \ , or~o o~;~ o o e(}~,o 10 RIOT EA+~APPAOVYA~ROMETH~EEENO~EA~~FOA~TME UE~alp 6F~UNpB11B1~U ~ I Olt p ~ 0 0 0 0 Oaf-}'r p ~
THE FILTER BLANKET WILL CONSIST OF A 2. ALL REBAR AND ANGLES TO BE GALVANIZED WITH A BITUMINOUS COATING. B~~ u i U~ o 0 0 0 0 ~
MINIMUM 4" THICK LAYER OF STONE (NCDOT I w ~ w== ~ o~0 0 0 0 0 0 ,0 0 o D o tic`!;'
7 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1 4" ANGLES SHALL BE WELDED TO THE REBAR TRASH g~ ~ s~ ~ #57) UNDERLAIN WITH MIRAFI FILTER WEAVE 00 / OR APPROVED EQUIVALENT RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE MANHOLE RISER WITH =N r z i ~ li o.uo 0 0 0 0 ~ m oU ovo ~ , W ~W 0 0 q 0 0 0 0 0 O~ / ~ s ~~y 0 0 U 0 0 0 U 0 0 0
ANGLES SITTING DIRECTLY ON TOP OF THE RISER, o W > o D o 0 0 o D o c _
in" ~ h" ~ ~ I I 0`fiJ 0 O 0 0 0 0 D O 0 / \
I qq \ BIDE 0 0 0• 0 0 0 0 0 0 FUN ELEVATION I \
TRASH RACK DETAIL T T BARREL VELOCITY DISSIPATOR OU LE I a o 0 0 0 0 0~ D o o ~ ~ I i o o o 0 0 0 0 0 0 0 20 LF - 6" DIA, PERFORATED PVC
N,T,S, FUN ELEYATION N.T.S. a o 0 0 ~ o 0 0 ®O.OOX INV.=475.00 ~ I
Cm ~ ~ ~r C d It o o~ o 0 0 0 ~ gW ~ o 0 0 0 ~
r ~ ~'0" CAST IRON h,+k" _I H I i o~~ p o 0 0 0 0 ~ 1 CAST InoN ~ I ~ ~ 44~LF - 6" DIA. PERFORATED PVC
m rn ELEVATION ELEVATION ~ I \ 0 0 0 0 0 0 - I ~ I 0 0 0 0 0 0 ®O.OOX INV.-475.00 ~
#4 REBAR TRASH RACK (ABOVE) rn ~ cv ~ \ ~ o 0 o a o o " ~ ~ on ~ ~ . II ~ \ ~ ~ o o' 0 0 0 , 48 LF - 6 DIA, PERFORATED PVC I
_ N WH ELEV. - 484,60 ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY SPACED g " +u^ HAD EEL e o ~ ^ ea auwu. ~ \ 0 0 0 ®0.00% INV.=475,00
HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP ATTACHED TO MANHOLE ~ " I, I \ ~ 0 0 0 0 / N I \ I
T H RACK RISER BY 4-1/4" CONCRETE ANCHOR BOLTS EACH CLAMP TO BE COATED m ' RAS m (SEE DETAIL) W/ A BITUMINOUS COATING. rn ~ T f,7 i I ~ \ 0 0 0 0 ~ z I ~ ° ° CLEANOUT (TYP.) l
3LBi ELESYATION ~ ~ \ ~ \ 0' 0 0 I I
aJ ~ ~ ELEVAT ION T H RACK H >7^ ' x • aNPaeITE RAS P~+ o ERGENCY SPILkW~,Y , ~ D o o ~ I I 6 BROADCRESTl~D ~ WEIR
~d SEE DETAIL) ( "~'"~1NA =483,60 ' \ v1 ~ 0 0 o I ` ~ 1 DEEP GRA L BED (SEE INTERIOR I
N " ~ ELEV. = 481,20 ~ ELEVATIgI ~ ~ i ~ ~ ~ D BASIN MATERI SPECIFICATIONS) ,arE: I ~ I ~ I ,s" ro rr Mr~en~iii waeue, I ( , ~
(TOP OF RISER) g ~ °T t or ~ SECTION A•A ELEVATION ~ exaer , a , 1 ~ o I I ~ •A 84Q.88 1~ \ ` o ~
- 840,88 M 0 I ~ o I \ I \ I~
0 'll I I
~ 8" TYP, ( ) „ " TYP. ~ I I 8 ( ) ~ ,
~ AM R 8 (TYP.) ~ I 4LF-6"DIA.OIP ~ ~ I i I
MANHOLE RISER 6 DIA. PLUG VALVE (SEE o (PRE-CAST SECTIONS) OUTLET STRUCTURE MATERIAL 8" (TYP.) CONC ~ l I I CONCRETE ANTI-FLOTATION BLOCK LINE ENT1R E RGENC SPILLWAY ~ ~ ALL ANTERIOR SLOPES OF BASIN TO ~
~ SPECIFICATIONS SEE ~ ) TAM R ( SEE CROSS-SECTION AND DOWN TR MBE WITH t \ ( ) " ~ ( BE INED WITH SYNTHETIC INDUSTRIES \
N o ~ MANHOLE RISER SYN HETIC IN US RIES YRAMAT OR ~ I TR 450 OR APPROVED EQUAL. ~ I
z ~ (PRE-CAST SECTIONS) 2 ~ BARREL INV, IN = 474,70 12" (MIN,) AP ROVED EQ AL. INS LATION TO ~1 I ~ ~ BE PERFORMED WI A I i ~
in 6" DIA. DIP M UFACTURER' R PRESENTATIVE I , I
~ o -SITE. ; ~ 1 ~I~ DATE: 10-14-2003 ~ ~
~gF' ~p fV G~ i ~ I SCALE: SEE SHEET
" DIP INV. _ 0~' S~' 4 L = 47 .00 42" DIA. RCP p~ ~I i ~ I 'i 1
5 ~ G i t I I ~ I I , ~ I JOB N0. 1154-01.10
~ 4 Q it ~ / I~ , I
4LF-6"DIA DI a J I / DRAWN BY: DLP
_ _ 42" DIA. RCP I/ / I I ~
a v Q a / CHECKED BY: JES
g a a Q o a a ~ 6p DlfL B" DI
4 GRAPHIC SCALE \ i
v a ~ io 3000 PSI CONCRETE a 30 0 15 30 50 f /
9.3' a a ° ~ 5 CIRCULAR CONCRETE a. I A v SHEET
CIRCULAR CONCRETE „ ANTI-FLOTATION BLOCK SIDE VIEW ANTI-FLOTATION BLOCK - /
"FRONT VIEW" 2 1 inch - 30 !t.
a~
R 6 DRAIN DET DRY BASIN OUTLET STRUCTURE DETAIL DRY BASIN OUTLET STRUCTURE DETAIL DRY BASIN 2 - GRADING PLAN 'AI N DETAIL OF 5
N.T.S. N.T.S. N.T.S. 1„=30 FINAL DRAPING - NOT RELEASED FOR CONSTRUCTION
X

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INSTALL LEVEL AND FLUSH These drawings are instruments
WITH NATURAL GROUND of service and as such remain
the property of the engineer,
No copies or reproductions of
these drawings are permitted
without
itthout consent of the engineer.
/ work
all draws gs(e ceptf thee contract
copies) are to be returned to
NTH IC
DU IES RM 0 the engineer.
(OR PPROVED QUAL) Copyright © 2003
A A
6" PVC
OUTLET 0
'4 Duane K. Stewart
GEOTEXTILE FABRIC (SEE CLEANOUTS (SEE GRADING PLAN) LINER: CLASS 'A' RIP RAP
INTERIOR DETENTION BASIN 8'x8'x9"THICK WITH 4" FILTER > > &ASSOCIATES, INC.
MATERIAL SPECIFICATIONS) BLANKET (SEE NOTE) , CONSULTING ENGINEERS
i
21 EE WIT A 4"x4" CONCRETE LIP
12", MIN TOP OF ASSES STALLA Civil Sanitary • Environmental
2'1 CLEANOUT TO BASIN Planning Design •Survey
INVERT (TYP.) BASIN INV. ELEV. = 476.00
3� 3715 University Drive
PLAN VIEW Durham, N.C. 27707
80 [phone]
fax [phone]
e—mail: infoOdkso—tsi.com
www.dkso—tsi.com
SC�AF 4"x4" CONCRETE LIP
1' THICK GRAVEL LAYER TO CONSIST OF 0.375" TO
0.75" STONE CONFORMING TO AASHTO—M-278 (SEE 6" PVC SYNTHETIC INDUSTRIES TRM 450 SEAL
INTERIOR BASIN MATERIAL SPECIFICATIONS)
OUTLET%
k4T % CAR
" IA. PERFORATED PVC UNDERDRAIN SCHED 40 OR SDR35, 1 GR C/ D� ;���0�� F1
4 D ( ••1.
SEE INTERIOR DETENTION BASIN MATERIAL SPECIFICATIONS)
1' TUCK
4' 8
LINER: CLASS 'A' RIP RAP '
8'x8'x9"THICK WITH 4" FILTER 0 41
BLANKET (SEE NOTE)y ,
S�CN���•
NOTE:
SECTION A—A
A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIP RAP AND SOIL
FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A MINIMUM 4"
THICK LAYER OF STONE (NCDOT #57) UNDERLAIN WITH MIRAFI FILTER
REVISIONS
WEAVE 700 OR APPROVED EQUAL.
DETENTION BASIN UNDERDRAIN CROSS-SECTION 6" PVC OUTLET PLUNGE POOL VELOCITY DISSIPATOR
N.T.S.
N.T.S.
Construction Civil Engineering Products Group Construction Civil Engineering Products Group
401D kWaay 04.
4019 Industry Drive Chadan000a. 7N 3741E
Chattanooga, TN 3741E Fina : 1400 -FIX -SOIL Fax: [phone]M
phone: 1 -800 -FIX -SOIL Fax: [phone]
A IN MATERIAL SPECIFICATIONS
WATER FLOW INTERIOR DETENTION B S
ANCHORS 4"
�'•O PYRAMAT (OR APPROVED EQUAL)
° :,o ' TOP OF BERM 484.30 _ TURF REINFORCEMENT MAT ,
3 3 -- —
_iii _►I =
60
1_1 I
�) )�))) —)) )—)))=)) )=)) )- SPILLWAY ELEV = 483.60 --_ — — —
T+-li!_1i=)i)-I_TI=T=)))_))-'ii. )i_)ii =1 I 1=1 1=1 1=1 11= — 1= = I = I I_
V V D
w
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NOTES:
1. INSTALL PYRAMAT TURF REINFORCEMENT MAT
NOTES: (OR APPROVAL EQUAL) AND SOIL FILL (OPTIONAL)
1. SECURE AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 2. SECURE LONGITUDINAL ANCHOR TRENCH AT 1' INTERVALS, BACKFILL AND
COMPACT SOIL
INITIAL ANCHOR TRENCH DETAIL EMERGENCY SPILLWAY CROSS-SECTION
v v
N.T.S. N.T.S.49
49 � ,,►gyp I� ZYli`�i UM Ei ii it lG 31
I UI/I yobs lllV Construction Civil Engineering Products Group Construction Civil Engineering Products Group
Construction Civil Engineering Products Group 4018 Industry T 0374 4018 Industrya,TN 37e 3,
4neeri ug Drive ChatrenooL TN 37418 Chattanooga, TN 3741E
Ch
4019 Indus"
us TN 3741E Phone: 1.800 -FIX -SOIL Fax: [phone] Phone: 1.800 -FIX -SOIL Fez: 1.423-485-9068 NATURq I ELEV. = 474.30
Plane: 1_800 -FIX -SOIL Fax: [phone] „
I 6 GROUNDAlt AL Flow ry
•_ I _ 3 3 OUND
WATER FLOW — = ANCHORS M
I IIS_-1�— 1=1Tf— I
I TiT „' 111_(I I
4"x4" CONCRETE LIP
PYRAMAT
--� —j� (OR APPROVED EQUAL)
_�CI I �' �I
FI li
1T1 —1Tf TI r a 11 NOTES: DATE: 10-14-2003
1=
I- I—_
—ITI-=- —171=-
—11 --_�(— 4a 1. LEVEL SPREADER TO BE CUT INTO NATURAL GROUND AND CONSTRUCTED PARALLEL TO EXISTING GRADE. SCALE: N.T.S.
iII— I�-1 II I if—�If—_.
° o U —, i 1� ?1111 -9 -�1I (- 2. 4"x4" CONCRETE LEVEL SPREADER LIP TO BE CONSTRUCTED COMPLETELY LEVEL ALONG ENTIRE 10' LENGTH, ANY
1=! � -- _ — 111 III =1 I =_T___ I �I) I lY. PORTION OF THE LEVEL SPREADER THAT IS NOT CONSTRUCTED COMPLETELY LEVEL WILL BE REPAIRED OR REBUILT AT THE JOB N0. 1154-01.10
iI -ali—Irk—iii 1= 11
I f1_I TI I I
I- 1 i— i i=�-1I 1= 11=I i ?• 1Tf I I-111 ITI I I I=111 I l= -1 CONTRACTOR'S EXPENSE.
— —
I E III -1 f1=_�I I—Tf—I I ! I— _=III= I I— i a I =111 ITI i l !=1Tf III -1Tr "I i_ I I DRAWN BY: DLP
I I—ITI I I—II I=1 =T -1i i r I I =111—i 11 =1 I f� i--1T�TI=1(1-i-f I I_ -__I (I I L11 -
�����if� � IiTi� � �ii11T��iT
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6 _ I I=jf Iy li—T-1 I I ,a I I� 11== A A
—� I I„11
FI JET I
NOTES: NOTES:
1. SECURE AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 1. UTILIZE CORRECT ANCHOR PATTERN FOR SLOPE
GRADIENT (SEE ANCHOR PATTERN DETAILS) NOTES:
SHEET
2. INSTALL PYRAMAT TURF REINFORCEMENT MAT (OR 1. ANCHOR PATTERN 1-1/2 ANCHORS / YD FOR 3H 1V < SLOPES < 2H 1V
APPROVED EQUAL) AND SOIL FILL (OPTIONAL) 2. U — SHAPED WIRE STAPLES, METAL GEOTEXTILE PINS, TRIANGULAR WOODEN OR
PLASTIC STAKES CAN BE USED TO ANCHOR PYRAMAT TO THE GROUND SURFACE 5
INTERMITTENT CHECK SLOT TYPICAL SLOPE CROSS-SECTION ANCHOR PATTERN FOR 3:1 < SLOPES < 2:1 LEVEL SPREADER CROSS SECTION FOR POND 2 of 5
N.T.S. N.T.S. N.T.S. N.T.S. FINAL DRAWING —NOT RELEASED FOR CONSTRUCTION
SPECIFICATION TEST METHOD
SIZE
NOTES
MATERIAL
GEOTEXTILE FABRIC OVER
ASTM—D-4833 (PUNCTURE STRENGTH— 1 25LB.)
0.08" THICK
MUST MAINTAIN 125 GPM PER SQ. FT. FLOW RATE
GRAVEL LAYER & FOR
ASTM—D-4632 (TENSILE STRENGTH-300LB.)
EQUIVALENT OPENING
GEOTEX 117F — WOVEN MONOFILAMENT
GEO—TEXTILE OR APPROVED EQUIVALENT
WRAPPING THE 6—INCH PVC
SIZE OF #80 SIEVE
PERFORATED PIPES
UNDERDRAIN GRAVEL
AASHTO—M-43
0.375" TO 0.75"
UNDERDRAIN PIPING
F 758, TYPE PS 25 OR AASHTO—M-278
6" RIGID
3/8" PERF. ®6" ON CENTER, 4 HOLES PER ROW; MINIMUM OF 6"
GRAVEL OVER PIPES; NOT NECESSARY UNDERNEATH PIPES. THE UNDERDRAIN
SCHEDULE 40 PVC
SC
PIPING SHALL BE WRAPPED WITH A GEOTEXTILE MEETING THE ABOVE
SDRLE
REQUIREMENTS.
V V D
w
w I-
" w
12
N
NOTES:
1. INSTALL PYRAMAT TURF REINFORCEMENT MAT
NOTES: (OR APPROVAL EQUAL) AND SOIL FILL (OPTIONAL)
1. SECURE AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 2. SECURE LONGITUDINAL ANCHOR TRENCH AT 1' INTERVALS, BACKFILL AND
COMPACT SOIL
INITIAL ANCHOR TRENCH DETAIL EMERGENCY SPILLWAY CROSS-SECTION
v v
N.T.S. N.T.S.49
49 � ,,►gyp I� ZYli`�i UM Ei ii it lG 31
I UI/I yobs lllV Construction Civil Engineering Products Group Construction Civil Engineering Products Group
Construction Civil Engineering Products Group 4018 Industry T 0374 4018 Industrya,TN 37e 3,
4neeri ug Drive ChatrenooL TN 37418 Chattanooga, TN 3741E
Ch
4019 Indus"
us TN 3741E Phone: 1.800 -FIX -SOIL Fax: [phone] Phone: 1.800 -FIX -SOIL Fez: 1.423-485-9068 NATURq I ELEV. = 474.30
Plane: 1_800 -FIX -SOIL Fax: [phone] „
I 6 GROUNDAlt AL Flow ry
•_ I _ 3 3 OUND
WATER FLOW — = ANCHORS M
I IIS_-1�— 1=1Tf— I
I TiT „' 111_(I I
4"x4" CONCRETE LIP
PYRAMAT
--� —j� (OR APPROVED EQUAL)
_�CI I �' �I
FI li
1T1 —1Tf TI r a 11 NOTES: DATE: 10-14-2003
1=
I- I—_
—ITI-=- —171=-
—11 --_�(— 4a 1. LEVEL SPREADER TO BE CUT INTO NATURAL GROUND AND CONSTRUCTED PARALLEL TO EXISTING GRADE. SCALE: N.T.S.
iII— I�-1 II I if—�If—_.
° o U —, i 1� ?1111 -9 -�1I (- 2. 4"x4" CONCRETE LEVEL SPREADER LIP TO BE CONSTRUCTED COMPLETELY LEVEL ALONG ENTIRE 10' LENGTH, ANY
1=! � -- _ — 111 III =1 I =_T___ I �I) I lY. PORTION OF THE LEVEL SPREADER THAT IS NOT CONSTRUCTED COMPLETELY LEVEL WILL BE REPAIRED OR REBUILT AT THE JOB N0. 1154-01.10
iI -ali—Irk—iii 1= 11
I f1_I TI I I
I- 1 i— i i=�-1I 1= 11=I i ?• 1Tf I I-111 ITI I I I=111 I l= -1 CONTRACTOR'S EXPENSE.
— —
I E III -1 f1=_�I I—Tf—I I ! I— _=III= I I— i a I =111 ITI i l !=1Tf III -1Tr "I i_ I I DRAWN BY: DLP
I I—ITI I I—II I=1 =T -1i i r I I =111—i 11 =1 I f� i--1T�TI=1(1-i-f I I_ -__I (I I L11 -
�����if� � IiTi� � �ii11T��iT
1=1 I I----
-�-�`�I�—i 11--1 I i I I�l_I I I I; I Ir CHECKED BY: JES
6 _ I I=jf Iy li—T-1 I I ,a I I� 11== A A
—� I I„11
FI JET I
NOTES: NOTES:
1. SECURE AT 1' INTERVALS, BACKFILL AND COMPACT SOIL 1. UTILIZE CORRECT ANCHOR PATTERN FOR SLOPE
GRADIENT (SEE ANCHOR PATTERN DETAILS) NOTES:
SHEET
2. INSTALL PYRAMAT TURF REINFORCEMENT MAT (OR 1. ANCHOR PATTERN 1-1/2 ANCHORS / YD FOR 3H 1V < SLOPES < 2H 1V
APPROVED EQUAL) AND SOIL FILL (OPTIONAL) 2. U — SHAPED WIRE STAPLES, METAL GEOTEXTILE PINS, TRIANGULAR WOODEN OR
PLASTIC STAKES CAN BE USED TO ANCHOR PYRAMAT TO THE GROUND SURFACE 5
INTERMITTENT CHECK SLOT TYPICAL SLOPE CROSS-SECTION ANCHOR PATTERN FOR 3:1 < SLOPES < 2:1 LEVEL SPREADER CROSS SECTION FOR POND 2 of 5
N.T.S. N.T.S. N.T.S. N.T.S. FINAL DRAWING —NOT RELEASED FOR CONSTRUCTION

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