20090063 Ver 2_401 Application_20100210

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February 4, 2010
NC DWQ 401 /Wetlands Unit
1650 Mail Service Center.
Suite 250
Raleigh, NC 27699-1650
B?ARTLETT
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1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
REFERENCE: M6-MIDDLE SCHOOL ROLESVILLE, NC -WAKE CO.
Ms. Karoly:
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DENR - WAXER t,'.?Pl IlY
Please find herewith, a revised PCN Application and supporting documentation for the above referenced
project. The 37.51 acre project site is located off of Burlington Mills Road in Rolesville, North Carolina. A
PCN application was submitted approximately 1/16/2009 and the application was deemed incomplete. A
meeting with Annette Lucas was held shortly thereafter to determine the requirements needed to meet 401
certification. The project was put on hold by the Wake County School Board until December 2009 and we are
now resubmitting the project with the new $240.00 submittal fee.
The site will consist of a middle school with associated drives and parking with three athletic fields. The bus
loop access drive will perpendicularly cross one wetland area, another access drive to the multi-field will
perpendicularly cross a buffer and wetland area, and there will be a utility and foot bridge perpendicularly
crossing a buffer and wetland area. Handicap accessibility will require some fill in Zone 1 and Zone 2 of the
buffer with the foot bridge spanning most of the Zone 1 buffer at the utility crossing.
To meet 401 certification requirements, stormwater from areas with >24% BUA was directed to either a main
stormwater detention pond or one of four bioretention areas. Two level spreaders will be used to provide
diffuse flow for discharge points toward the Neuse Buffer area for discharge points <24%BUA.
The information has also been sent to the US Army Corps of Engineers. If you have any questions or need
additional information, please contact our office. Thank you.
Sincerely,
Vlonathan ee Meade
Environmental Specialist
Enclosure
AGENT AUTHORIZATION FORM
PROPERTY LEGAL DESCRIPTION:
LOT NO.
PLAN NO. PARCEL ID: 1758387160
STREET ADDRESS: 4700 Burlington Mills Road
Rolesville, NC 27571
Please print:
Property Owner: Wake County Board of Education
Property Owner:
The undersigned, registered property owners of the above noted property, do hereby authorize
Robert S. Bartlett , of Bartlett Engineering and Surveying, PC
(Contractor / Agent) (Name of consulting firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance of
this permit or certification and any and all standard and special conditions attached.
Property Owner's Address (if different than property above):
Wake Co. Board of Education
1429 Rocky Quarry Road, Suite 116
Raleigh, NC 27610-4145
Telephone: [phone] (Tim Driscoll - WCPSS Project Manager)
We hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
Authoriz d ignature Authorized Signature
Date: Z-/-/o Date:
O T
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit F-1 Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ® Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

® Yes ? No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ® No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Rolesville Middle School
2b. County: Wake
2c. Nearest municipality / town: Rolesville
2d. Subdivision name: N/A
2e. NCDOT only, T.I.P. or state
project no: N/A
3. Owner Information
3a. Name(s) on Recorded Deed: Wake County
3b. Deed Book and Page No. 13179, 1360
3c. Responsible Parry (for LLC if
applicable):
Wake County Board of Education
3d. Street address: 1551 Rock Quarry Road
3e. City, state, zip: Raleigh, NC 27610-4145
3f. Telephone no.: 919-856-8247
3g. Fax no.: 919-856-2911
3h. Email address:
Page 1 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ® Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: Robert S. Bartlett
5b. Business name
(if applicable): Bartlett Engineering and Surveying, PC
5c. Street address: 1906 Nash St NW
5d. City, state, zip: Wilson, NC 27893
5e. Telephone no.: 252-399-0704
5f. Fax no.: 252-399-0804
5g. Email address: [e-mail]
Page 2 of 11
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1 a. Property identification no. (tax PIN or parcel ID): 17583387160
1 b. Site coordinates (in decimal degrees): Latitude: 35.91568 Longitude: - 78.48002
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 37.51 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to U
T
to Toms Creek
proposed project: .
.
2b. Water Quality Classification of nearest receiving water: C;NSW
2c. River basin: Neuse
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The 37.51 acre site is partially wooded with one wetland feature in the middle and one stream/wetland feature on the
south side. Bounded on the north by Burlington Mills Rd and on the south by a subdivision with two large lots on the east
and west side.
3b. List the total estimated acreage of all existing wetlands on the property:
0.894 Acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
1144 LF
3d. Explain the purpose of the proposed project:
School site with drives, parking, and three athletic fields.
3e. Describe the overall project in detail, including the type of equipment to be used:
Project will consist of clearing and grading with appropriate erosion control measures, construction of a middle school
with two access drives, parking, and three athletic fields. Due to grading restrictions, three walls 6-10 ft high will be
required.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes ? No ? Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
? Preliminary ® Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: Arcadis
Name (if known): Other: S&ME
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation
.
Signed JD 6-18-08 with SAW 2008-01234
5. Project History
5a. Have permits or certifications been requested or obtained for ?Yes ® No ? Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Page 3 of 11
PCN Form - Version 1.3 December 10, 2008 Version
6. Future Project Plans
6a. Is this a phased project? ? Yes ® No
6b. If yes, explain.
Page 4 of 11
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
? Wetlands ? Streams - tributaries ? Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary T
W1 ®P ? T Fill/Access ® Yes ® Corps 0
028
Crossing ? No ? DWQ .
W2 ? P ®T Utility Crossing ® Yes
? No ® Corps
? DWQ 0.016
W3 ®P ? T Fill/Access ® Yes ® Corps 0
041
Crossing ? No ? DWQ .
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts 0.085
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 ®P ? T Piped Access
Crossing UT to Toms Crk ® PER
? INT ® Corps
? DWQ 12 105
S2 ? P ® T Utility Crossing UT to Toms Crk ® PER
? INT ® Corps
? DWQ 12 30
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts 135
3i. Comments:
Page 5 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number -
Permanent (P) or
Temporary T 4b.
Name of waterbody
(if applicable) 4c.

Type of impact 4d.

Waterbody type 4e.

Area of impact (acres)
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4L Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a.

Pond ID 5b.

Proposed use or purpose 5c.
Wetland Impacts (acres) 5d.
Stream Impacts (feet) 5e.
Upland
(acres)
number of pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1 Stormwater 0 0 0 0 0 0 0.373
P2
5L Total 0.373
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes No If yes, permit ID no:
5i. Expected pond surface area (acres): 0.373
5j. Size of pond watershed (acres): 13.3
5k. Method of construction: Conventional
Page 6 of 11
PCN Form - Version 1.3 December 10, 2008 Version
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
® Neuse ?Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary T im act required?
61 ®P ? T Access UT to Toms Crk ®Neos 6092 3664
Utility/

B2 ®P ? T Grading
UT to Toms Crk ? Yes
4718
5884
in ®No
zone2
B3 ®P ? T Grading UT to Toms Crk ®Neos 150 200
6h. Total buffer impacts 10960 9748
6i. Comments: B2 impacts include grading in zone 2. B3 impacts include discharge pipe from bioretention area.
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Site was configured to cross wetland and buffer zones at narrowest of places to access site. The utility crossing will also have
a 40' foot bridge to avoid any permanent wetland or stream impacts.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Limits of disturbance will clearly be marked and silt fence used along wetlands and buffer zones downslope of any disturbance
along with temporary diversions and sediment traps upslope of wetland/buffer areas.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ? Yes ® No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps
? Mitigation bank
2c. If yes, which mitigation option will be used for this
El Payment to in-lieu fee program

pro
project?
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) EType
Quantity
Page 7 of 11
PCN Form - Version 1.3 December 10, 2008 Version
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 8 of 11
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ® Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: Diffuse flow will be achieved by using level spreaders at stormwater ® Yes ? No
discharge points not treated (under 24% impervious). Also, flow velocities of
stormwater discharge points toward wetlands were kept under 2.0fusec.
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 32.24%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
Discharge points with >24% impervious area will be treated using a combination of detention pond and bioretention
areas.
? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
® DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? Rolesville
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
® Other: None at this time
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ® No
attached?
4. DWQ Stormwater Program Review
? Coastal counties

4a. Which of the following state-implemented stormwater management programs apply ? HQW
? ORW
(check all that apply):
? Session Law 2006-246
® Other: 401 Certification
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ® No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ® Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ® Yes ? No
Page 9 of 11
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ® No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
? Yes
? No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 213 .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. 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.
Wastewater will be discharged to a public sanitary sewer system.
Page 10 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ® No
impacts?
?
Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?

Applicant/Agent's Printed Name Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is provided.
Page 11 of 11
PCN Form - Version 1.3 December 10, 2008 Version
Version 1.4
January 9, 2009
401 Oversight/Express Permitting PCN Submittal Checklist
The application fee (Checks may be made out to "N.C. Division of Water Quality"
$240.00 for 401 Water Quality Certification with minor impacts
- $570.00 for 401 Water Quality Certification with major impacts
Express Review Fee (Amount requested on Acceptance Letter)
["? Five (5) complete and collated copies of the PCN Application and supporting
documentation (instead of providing 5 copies of the full size plans you may provide two
copies of full size plans along with three copies of 11 X 17 plans)
Eg? Stormwater Management Plan (if applicable - see PCN Form Help File Section E)
1) Please provide three (3) copies of the stormwater management plans along with all
supporting information pertaining to this project including the following:
a. Entire site development/layout plans delineating all drainage areas;
b. Design calculation sheets for all proposed BMP(s) sized for both on-site and
off-site drainage;
c. BMP supplements for each proposed BMP and Required Items Check List
(http://h2o.enr.state.nc.us/su/bmp forms.htm) along with all required
items;
d. A Notarized Operation & Maintenance Agreement for each stormwater
management facility;
e. Detailed construction drawing sheets shall include
(i) Erosion and sediment control plans;
(ii) Installation and planting schedules for the proposed BMPs;
(iii) Appropriately scaled plan views and cross sectional details of all
BMPs and associated components - inlet and outlet structures,
forebay, respective zones and pertinent elevations.
If your project is located within a State implemented Riparian Buffer Rule Area, submit the
following along with site plans and PCN form:
1) Three (3) copies of the details for on-site diffuse flow provisions, (refer to
http://h2o.enr.state. nc. us/su/bm p_forms. htm ).
[a'*"'DWQ Stream Determination Forms for streams on property and DWQ determination
letter for wetlands or streams (if applicable).
The following is the most critical of all the information that you must provide. The quality and
detail of the information will often determine the expeditiousness of the review. The following is
a checklist of the types of pertinent information required at a minimum:
Maps and Plans:
The most recent version of the 1:24,000 USGS Topographic Map - Please cleanly draw or
delineate the site boundaries on the topographic map.
[' The most recent version of the bound and published County NRCS Soil Survey Map -
(required for projects within the Neuse River Basin, Tar-Pamlico River Basin, Randleman
Lake Watershed and the Catawba River Basin, also recommended for all projects) -
Please clearly delineate the site boundaries, etc. on the map. If the delineation obscures
any of the features, it is recommended that a clean copy be provided. Copies of the
Version 1.4
January 9, 2009
current soil survey and/or soil survey map sheets can be obtained from the local NRCS
County Office (http://www.nc.nres.usda.gov/). GIS soil layers are not acceptable.
[Vicinity map - Please clearly mark the location and approximate boundaries of the property
and project on the map. Please indicate north arrow and scale. Please include applicable
road names or State Road numbers.
ED,fhe Site Plan - The most critical map to be provided is the site plan. You must provide full
sized plans. The following is the minimum list of plans that are typically needed.
",Pre-construction/Pre-existing conditions - This sheet (or sheets) must include:
• All jurisdictional and non-jurisdictional wetland, stream, water features, State regulated
buffers (delineated into Zones 1 and 2)
• Topographic contours with elevations
• Any existing structures and impervious areas
• Existing utility lines and easements
• Existing roads, culverts, and other pertinent features
• North arrow and the scale (1":50' scale is recommended).
Proposed conditions - This sheet (or sheets) must include:
• All jurisdictional and non-jurisdictional wetland, stream, water features, State regulated
buffers (delineated into Zones 1 and 2)
• Lot layout (if a subdivision or commercial development is proposed) - lots must be
developable without further impacts to jurisdictional and non-jurisdictional wetlands
streams, water features, and State regulated buffers. Building envelopes must be
provided when streams, wetlands, riparian buffers, or water features exist on a lot
• All built-out structures and impervious cover
• Final grading contours with elevations
• All utilities and easements (including septic fields on all lots within 100 feet of stream,
wetland, or water features - if applicable)
• Impacted areas - these should correspond with the Impact numbers listed on your PCN
form.
[D-15-
rainage Plans - Final drainage plans must include the following:
• Locations and pertinent elevations and sizes of the stormwater collection system and
drainage ways
• All inlets and outlets must also be shown with pertinent elevations (All outlets to
wetlands must be at a non-erosive velocity, -generally less than 2 ft/sec during the peak
flow from the 10-vr storm)
• Scaled stormwater BMPs must also be indicated as required by DWQ rules and policies
• In certain cases (see Section E of PCN form), final stormwater management plans must
also be provided (see Stormwater Management Plan Checklist)
?roposed Impacts - All impacts to jurisdictional and non-jurisdictional wetland, stream,
water features, and State regulated buffers must be shown and labeled on the site plans at
a scale no smaller than 1" = 50'. All excavation, fill, flooding, stabilization, and other impacts
that will be conducted in or near jurisdictional and non-jurisdictional wetland, stream, water
features, and State regulated buffers must be indicated. Please provide cross sectional
details showing the provisions for aquatic life passage (burial of culvert 20% for culverts <_ 48
inches, and 1-foot for culverts > 48 inches).
Version 1.4
January 9, 2009
Wetland Impacts:
Precise grading and final elevation contours must be provided. Existing
vegetation and any clearing must be specified.
All subsurface utility lines must indicate the location of anti-seep collars.
Construction detail for anti-seep collars must be provided.
Roadway or other crossings of riparian wetlands may require floodway culverts to
maintain existing hydrological conditions.
Plans should show that the hydrology of remaining wetlands on the site will be
maintained.
Stream Impacts:
Stream impacts must be clearly shown on the plans. The centerline as well as
the banks of the stream must be surveyed or located by GPS for the portion of
the stream to be impacted.
The inlet and the outlet of all culverts should be aligned with the stream as
much as possible. Inlet and outlet elevations and streambed elevations should
be indicated. Any inlet or outlet protection must be shown and enumerated on
the impact map(s).
1?47 For bottomless culverts or other spans, a vertical cross section should be
provided that shows the minimum distance from each span to each stream bank,
the stream cross section, the height of the span above the stream and the
minimum distance from the edge of each footer to each stream bank.
Additionally, please provide a signed and sealed geotechnical report of
subsurface soils at the proposed bottomless culvert location. The report must
comply with the Division of Highways - Guidelines for Drainage Studies and
Hydraulic Design, prepared by A.L. Hankins, Jr., State Hydraulics Engineer -
1999.
Q-' Multiple culverts or sectioned box culverts typically require the use of sills, off-
setting or other means to match the cross section of the existing stream (in order
to maintain stream stability and provide aquatic life passage). A vertical cross
section of the culverts should be shown overlain with the up and downstream
stream cross section including the stream flood-prone area.
Impacts associated with dam construction must indicate and enumerate all fill
associated with the dam footprint, spillway and any bank stream bank
stabilization. The length of stream impounded must also be indicated and
enumerated.
CAROLINA -- SHEET NUMBER 22
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MPS
B,ARTLETT
ENGINEERING & SURVEYING, K
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
[e-mail]
February 4, 2010
NCDENR
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27604
REFERENCE: ROLESVILLE MIDDLE SCHOOL- SOILS EVALUATION-
ROLESVILLE, NC (WAKE COUNTY)
INTRODUCTION: A preliminary evaluation of soils and site characteristics was
performed by Jon L. Meade, PhD and Phil Hawley on January 20, 2010 to evaluate
potential suitability for onsite stormwater control using a combination of a wet-detention
pond and four bioretention areas.
The soil series mapped for the location is Wo (Wehadkee and Bibb soils), DuB (Durham
loamy sand) and ApB (Appling sandy loam).
METHODS: Three soil sample bore holes (#l, #2, and #3) were performed for the
detention pond and soils sample bore holes #4 through #7 were performed for each of the
bioretention areas and locations are shown in Figure 1,2, and 3 with detailed information
in Table 1. Soils are generally sandy to sandy loam at upper depths to sandy clay at
deeper depths.
CONCLUSIONS AND RECOMMENDATIONS: Based on site contours, the existing
ground elevations for the detention pond range between 363' to 375' over the pond site.
Soil layers were typically sandy to sandy clay and the estimated seasonal high water table
was approximately 12" deep (Elevation approximately 363.5' to 365.5'). Due to the
range of existing ground elevations and rock outcrops, further evaluation may be
necessary to determine if a clay liner would be needed for the design permanent pool
elevation of 370.0'.
For the bioretention areas, seasonal high water table elevations were approximately 2-3 ft
deep from existing ground elevations. The bottom of the planting media for bioretention
areas were designed to be above the existing ground elevations which should be
sufficiently above the SHWT. The planting media will all be fill material according to the
design specifications. Underdrains were used for all bioretention areas.
-2- February 4, 2010
If you have any questions or need additional information, please contact our office.
Thank you.
Sincerely,
geering & Surveying
Bartl;E i
Robert S. Bartlett, PE
Enclosure
Page 1 of 2
WAKE COUNTY AND THE CITY OF RALEIGH
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2005 Color Orthos:
County wide
13 Wake County
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BORE SAMPLE LOCATIONS: BIORETENTION AREAS #3 AND #4
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TOP ELEV: 350.67'
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TABLE 2: SOIL PROFILE DESCRIPTIONS
LOCATION: BORE HOLE#1 (POND AREA)
DEPTH " COLOR TEXTURE DESCRIPTION
0-6 10 YR 5/4 SANDY CRUMBLEY
6-18 2.5Y 5/4 SANDY CRUMBLEY
WATER IN HOLE -12" DEEP
16-24 10 YR 5/4 SANDY CLAY
24-30 10YR 6/3 CLAYEY SAND CRUMBLEY
10YR 5/8 LIGHT REDOX STREAKS
30-36 10YR 6/3 SANDY CLAY
10YR 5/8 LIGHT REDOX STREAKS
10YR 5/2 IRON DEPLETIONS
LOCATION: BORE HOLE#1A (Approx. 5 ft from Bore Hole#1)
DEPTH " COLOR TEXTURE DESCRIPTION
0-6 2.5Y 5/4 SANDY LOAM
8-16 10 YR 5/4 SANDY CLAY
14-16 10 YR 5/4 SANDY CLAY WATER IN HOLE --15" DEEP
5YR 5/8 REDOX STREAKS
Too wet to determine additional features
EX GROUND ELEV=364.6' SHWT ELEV-363.6'
LOCATION: BORE HOLE#2 (POND AREA)
DEPTH " COLOR TEXTURE
DESCRIPTION
0-8 10 YR 4/3 SANDY LOAM
10-15 10 YR 5/4 SANDY LOAM
5YR 5/8 REDOX STREAKS
Hit rock-stopped test
LOCATION: BORE HOLE#3 (POND AREA)
DEPTH " COLOR TEXTURE DESCRIPTION
0-12 10 YR 4/3 SANDY LOAM
12-24 2.5Y 6/4 SANDY CLAY
24-29 2.5Y 5/4 SANDY CLAY
30-39 2.5Y 5/4 SANDY CLAY
2.5Y 5/8 REDOX STREAKS
40-48 2.5Y 6/4 SANDY CLAY
2.5Y 5/8 REDOX STREAKS
EX GROUND ELEV=368.0' SHWT ELEV--364.5'
LOCATION: BORE HOLE#4 (BIORETENTION AREA#4)
DEPTH " COLOR TEXTURE DESCRIPTION
0-12 10 YR 5/3 SANDY LOAM
12-20 10 YR 6/6 SANDY LOAM
20-28 10 YR 6/6 SANDY CLAY
10 YR 5/8 REDOX STREAKS
10 YR 5/3 IRON DEPLETIONS
EX GROU ND ELEV= 350.0' SHWT ELEV-348.0'
LOCATION: BORE HOLE#5 (BIORETENTION AREA#3)
DEPTH " COLOR TEXTURE DESCRIPTION
0-8 10 YR 5/4 SANDY LOAM
8-12 2.5Y 5/3 SANDY LOAM
12-24 2.5Y 6/4 SANDY CLAY
10 YR 5/8 REDOX STREAKS
10 YR 5/3 IRON DEPLETIONS
EX GROUND ELEV=346.0' SHWT ELEV-344.0'
LOCATION: BORE HOLE#6 (BIORETENTION AREA#1)
DEPTH " COLOR TEXTURE DESCRIPTION
0-16 10 YR 5/3 SAND-SANDY LOAM
16-30 10YR 6/6 SANDY CLAY
30-32 10YR 6/6 CLAY
10 YR 7/2 IRON DEPLETIONS
EX GROUND ELEV=365.0' SHWT ELEV-362.5'
LOCATION: BORE HOLE#7 (BIORETENTION AREA#2)
DEPTH " COLOR TEXTURE DESCRIPTION
0-12 10 YR 5/4 SANDY LOAM
12-18 10YR 6/4 LOAMY SAND
18-24 10YR 6/4 LOAMY SAND
10 YR 5/8 LIGHT REDOX STREAKS
24-32 10YR 5/3 LOAMY SAND
10YR 5/8 REDOX STREAKS
EX GROUND ELEV=363'-364' SHWT ELEV-361.0'
Official Series Description - APPLING Series
LOCATION APPLING NC+AL GA SC VA
Established Series
Rev. AG, DTA
12/2005
APPLING SERIES
Page 1 of 4
The Appling series consists of very deep, well drained, moderately permeable soils on ridges and side
slopes of the Piedmont uplands. They are deep to saprolite and very deep to bedrock. They formed in
residuum weathered from felsic igneous and metamorphic rocks of the Piedmont uplands. Slopes range
from 0 to 25 percent. Near the type location, mean annual precipitation is 45 inches and mean annual
temperature is 60 degrees F.
TAXONOMIC CLASS: Fine, kaolinitic, thermic Typic Kanhapludults
TYPICAL PEDON: Appling sandy loam, in a cultivated field. (Colors are for moist soil unless
otherwise stated.)
Ap--O to 6 inches; brown (IOYR 5/3) sandy loam; weak medium granular structure; very friable;
common medium pores: common fine roots; about 10 percent angular quartz gravel; slightly acid; clear
smooth boundary. (5 to 12 inches thick)
E--6 to 9 inches: light yellowish brown (IOYR 6/4) sandy loam; weak medium granular structure; very
friable; common medium pores; common fine roots; about 5 percent angular quartz gravel; slightly acid;
clear smooth boundary. (0 to 5 inches thick)
BE--9 to 12 inches; yellowish brown (1 OYR 5/6) sandy clay loam; weak medium subangular blocky
structure; friable; few fine roots; few fine flakes of mica; strongly acid; gradual smooth boundary. (0 to
7 inches thick)
Bt--12 to 48 inches; strong brown (7.5YR 5/6) clay; common medium distinct yellowish brown (IOYR
5/6) and prominent red (2.5YR 4/8) mottles; moderate medium subangular blocky structure; firm; sticky
and plastic; few fine and medium roots; few distinct clay films on faces of peds; few fine flakes of mica;
strongly acid; gradual wavy boundary. (Combined thickness of the Bt horizon is 24 to 50 inches)
BC-48 to 53 inches; mottled red (2.5YR 4/8) and brownish yellow (IOYR 6/8) sandy clay loam; weak
medium subangular blocky structure; friable; slightly sticky and slightly plastic; few fine and medium
roots; few bodies of saprolite; common fine flakes of mica; strongly acid; gradual wavy boundary. (0 to
30 inches)
C--53 to 80 inches; reddish yellow (7.5YR 7/6), red (2.5YR 4/8), and yellow (IOYR 8/6) sandy clay
loam that weathered from saprolite; massive; friable; common fine flakes of mica; very strongly acid.
TYPE LOCATION: Union County, North Carolina; about 1.8 miles west of Wesley Chapel on North
Carolina Highway 84, about 2.2 miles north on Secondary Road 1338 to its intersection with Secondary
Road 1358, about 250 feet northwest of the intersection, in a cultivated field; USGS Matthews
topographic quadrangle; lat. 35 degrees 03 minutes 18 seconds N. and long. 80 degrees 43 minutes 25
http://www2.ftw.nres.usda.gov/osd/dat/A/APPLING.html 2/4/2010
Official Series Description - APPLING Series
seconds W..
Page 2 of 4
RANGE IN CHARACTERISTICS: The Bt horizon is at least 24 to 50 inches thick and extends to 40
inches or more. Depth to bedrock ranges from 6 to 10 feet or more. The soil is very strongly acid or
strongly acid throughout, unless limed. Limed soils typically are moderately acid or slightly acid in the
upper part. Content of coarse fragments ranges from 0 to 35 percent by volume in the A and E horizons
and 0 to 10 percent by volume in the Bt horizon. Fragments are dominantly gravel in size. Most pedons
have few to common flakes of mica in the A and Bt horizons and few to many flakes of mica in the BC
and C horizons.
The A or Ap horizon has hue of 5YR to 2.5Y, value of 3 to 6, and chroma of 2 to 6. The A horizon is
sandy loam, fine sandy loam, coarse sandy loam, loamy sand, loamy coarse sand, in the fine earth
fraction. Eroded phases are sandy clay loam or clay loam in the fine earth fraction.
The E horizon has hue of 5YR to 2.5Y, value of 4 to 6, and chroma of 4 to 6. It is sandy loam, fine
sandy loam, coarse sandy loam, loamy sand, or loamy coarse sand in the fine earth fraction.
The BA or BE horizon has hue of 5YR to l OYR, value of 5 or 6, and chroma of 3 to 8. It is sandy clay
loam or sandy loam.
The Bt horizon contains 35 to 60 percent clay and extends to depths of 30 to 60 inches. It has hue of
5YR to 2.5Y, value of 4 to 6, and chroma of 4 to 8. Pedons of 5YR hue have evident patterns of
mottling in a subhorizon of the Bt horizon. Mottles in shades of red, yellow, and brown range from few
to many throughout most pedons. The Bt horizon is sandy clay, clay loam, or clay with thin layers of
sandy clay loam and contains less than 30 percent silt.
The BC horizon has hue of 5YR to 2.5Y, value of the 4 to 7 and chroma of 4 to 8, or is mottled in these
colors. BC horizons that have hue of 5YR have evident patterns of mottling. The BC horizon is clay
loam, sandy clay loam, or sandy clay.
The C horizon is similar in color to the BC horizon or is multicolored. It is saprolite weathered from
felsic high-grade metamorphic or igneous rock that typically has a loamy texture.
COMPETING SERIES: These are the Bethlehem, Cecil, Georgeville, Herndon, Madison, Nanford,
Nankin, Pacolet, Saw, Tarrus, and Wedowee series in the same family. Those in closely related families
are the Cataula, Chestatee, Cullen, Durham, Grover, Hard Labor, Helena, Hulett, Lloyd, Ma odan, Rion,
and Vance series. Bethlehem soils have soft bedrock at depths of 20 to 40 inches and cola less than 40
inches thick. Cataula soils have a perched water table at 2 to 4 feet. Cecil soils have dominant hue of
5YR or redder; where hue is 5YR, evident patterns of mottling are absent in the Bt and BC horizon.
Chestatee soils contain more than 15 percent, by volume, coarse fragments throughout. Cullen soils have
more clay in the Bt horizon. Helena, Mayodan and Vance soils have mixed mineralogy, and in addition
Helena soils have a perched water table at 1.5 to 2.5 feet and Mayodan soils formed in Triassic age
sediments. Durham, Grover and Rion soils are fine-loamy. Georgeville, Herndon, Nanford, and Tarrus
soils formed in Carolina slate and contain more than 30 percent silt. Hard Labor soils have a perched
water table at 2.5 to 5 feet. Hulett, Madison, Pacolet and Wedowee soils have thinner Bt horizons, and,
in addition Hulett and Madison soils contain more mica. Nankin soils formed from marine sedinments.
Lloyd soils have at least one subhorizon in the Bt horizon that has moist value of 3. Saw soils have hard
bedrock at depths of 20 to 40 inches.
GEOGRAPHIC SETTING: Appling soils are on broad nearly level to gently sloping ridges and on
http://www2.ftw.nres.usda.gov/osd/dat/A/APPLING.htm1 2/4/2010
Official Series Description - APPLING Series Page 3 of 4
sloping to moderately steep sides of ridges between intermittent and permanent streams in the southern
Piedmont. Slopes are mostly from 2 to 10 percent but range from 0 to 15 percent. Appling soils formed
in residuum weathered from felsic igneous and high-grade metamorphic rock. Near the type location, the
mean annual precipitation is 45 inches and the mean annual air temperature is 60 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Cecil, Durham, Hard
Labor, Helena, Pacolet, Rion, Vance and Wedowee series, these are Colfax, Louisburg, and Worsham
series. Colfax soils are somewhat poorly drained to moderately well drained and have a fragipan. _
Louisburg soils contain less than 18 percent clay in the Bt horizon. Worsham soils are poorly drained
and are around the heads of drains.
DRAINAGE AND PERMEABILITY: Well drained; medium to rapid runoff, moderate permeability.
USE AND VEGETATION: Most of the acreage is in cultivation or pasture and the remainder is in
forests of mixed hardwoods and pine. Common crops are corn, tobacco, soybeans, cotton, and small
grains.
DISTRIBUTION AND EXTENT: The Piedmont of Alabama, Georgia, North Carolina, South
Carolina, and Virginia. The series is of large extent.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Columbia County, Georgia; 1911.
REMARKS: The June 1988 revision recognized low activity clay properties of this soil as defined in
the Low Activity Clay Amendment to Soil Taxonomy, August, 1986 and changed the classification
from Typic Hapludults to Typic Kanhapludults. The December 2005 revision changed the type location
from a mesic region (Rockingham County, North Carolina) to a thermic region.
Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - the zone from the surface of the soil to a depth of 12 inches (Ap, E, and BE horizons)
Kandic horizon - the zone between 12 and 48 inches has low activity clay in more than 50 percent of the
horizon (Bt horizon)
Argillic horizon - the zone between 12 and 48 inches (Bt horizon)
ADDITIONAL DATA: Perkins, H.F. Southern Cooperative Series Bulletin 61, January, 1959, Virginia
Agricultural Experiment Station, Blacksburg, Virginia.
MLRA: 136
REVISED: 6/5/97-RLV; 12/30/2000-DTA
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
NCO032 APPLING 0- 25 58-65 185-240 37-69 350-900
http://www2.ftw.nres.usda.gov/osd/dat/A/APPLING.htmi 2/4/2010
Official Series Description - APPLING Series
SOI-5 FloodL FloodH Watertable Kind Months Bedrock Hardness
N00032 NONE >6.0 - >60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
N00032 0-9 FSL SL LS 0- 5 80-100 5-20 1- 5
N00032 0-9 GR-SL GR-SCL 5-15 55- 85 5-30 2- 6
N00032 0-9 SCL CL 0- 5 85-100 20-35 5- 10
N00032 9-12 SCL, SL 0- 5 90-100 20-35 5- 10
N00032 12-48 SC CL C 0- 5 90-100 35-60 3- 12
N00032 48-53 SC CL SCL 0- 5 85-100 20-45 2- 8
N00032 53-80 VAR - - - -
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
N00032 0-9 4.5-6.5 .5-2. 0-0 2.0- 6.0 LOW
N00032 0-9 4.5-6.5 .5-2. 0-0 2.0- 6.0 LOW
N00032 0-9 4.5-6.5 .5-1. 0-0 0.6- 2.0 LOW
NCO032 9-12 4.5-6.5 0.-.5 0-0 0.6-2.0 LOW
N00032 12-48 4.5-5.5 0.-.5 0-0 0.6- 2.0 LOW
N00032 48-53 4.5-5.5 0.-.5 0-0 0.6- 2.0 LOW
N00032 53-80 - - - -
National Cooperative Soil Survey
U.S.A.
http://www2.ftw.nres.usda.gov/osd/dat/A/APPLING.htmI
Page 4 of 4
2/4/2010
Official Series Description - DURHAM Series
LOCATION DURHAM NC+AL GA SC VA
Established Series
Rev. JWC:REH
07/1999
DURHAM SERIES
The Durham series consists of deep, well drained moderately
permeable soils formed in loamy residuum from acid crystalline
rock. They are nearly level to sloping soils on broad ridges of
the Piedmont.
TAXONOMIC CLASS: Fine-loamy, siliceous, semiactive, thermic Typic Hapludults
Page I of 4
TYPICAL PEDON: Durham loamy sand--cultivated. (Colors are for moist soil unless otherwise
stated.)
Ap--O to 8 inches; light brownish gray (1 OYR 6/2) loamy sand; weak coarse granular structure; very
friable; medium acid; clear smooth boundary. (6 to 10 inches thick)
BA1--8 to 13 inches; pale brown (l OYR 6/3) loamy sand; weak coarse granular structure; very friable;
strongly acid; clear
smooth boundary. (4 to 10 inches thick)
BA2--13 to 16 inches; pale brown (l OYR 6/3) sandy loam; weak medium granular structure; friable,
slightly brittle; strongly
acid; clear smooth boundary. (0 to 4 inches thick)
Bt1--16 to 25 inches; brownish yellow (IOYR 6/6) sandy clay loam; moderate medium subangular
blocky structure; friable,
slightly sticky, slightly plastic; thin continuous clay films; strongly acid; clear smooth boundary. (8 to 10
inches thick)
Bt2--25 to 36 inches; yellowish brown (1 OYR 5/8) heavy sandy clay loam, few fine and medium distinct
(7.5YR 5/6) strong brown
and yellowish red (5YR 4/6) mottles; moderate medium subangular blocky structure; friable, slightly
sticky, slightly plastic; thin continuous clay films; strongly acid; gradual smooth boundary.
(10 to 14 inches thick)
Bt3--36 to 42 inches; mottled yellowish brown (IOYR 5/8), strong brown (7.6YR 5/8), and yellowish
red (5YR 5/8) sandy clay loam; weak medium subangular blocky structure; friable, slightly sticky,
slightly plastic; thin patchy clay films on vertical faces
of peds; few fine flakes of mica; strongly acid; gradual wavy boundary. (0 to 8 inches thick)
BC--42 to 48 inches; mottled yellowish brown (1 OYR 5/4),
strong brown (7.5YR 5/6), and yellowish red (5YR 5/8) sandy clay loam; weak medium subangular
blocky structure; friable; few fine flakes of mica; few bodies of sandy loam; strongly acid; gradual
http://www2.ftw.nres.usda.gov/osd/dat/D/DURBAM.htm] 2/4/2010
Official Series Description - DURHAM Series
wavy boundary. (5 to 12 inches thick)
Page 2 of 4
C-48 to 60 inches; mottled yellow, yellowish red, and pale brown saprolite that crushes to sandy loam;
rock structure;
friable; strongly acid.
TYPE LOCATION: Wake County, North Carolina; five miles south of Rolesville, North Carolina, on
county road 2227, 1/4 mile east of Bethany Baptist Church at junction of county road 1003; 50 feet
north of road in cultivated field.
RANGE IN CHARACTERISTICS: The thickness of the loamy horizons
over saprolite range from 40 to more than 60 inches below the surface. Depth to bedrock is more than 5
feet. Coarse fragments range from 0 to 5 percent throughout. The soil is strongly acid
or very strongly acid except where the surface has been limed.
The A or Ap horizons have hues of 7.5YR, l OYR, and 2.5Y, value of
4 to 6, and chroma of 1 to 3.
The BA horizon as hue of l OYR and 2.5Y, value of 6 to 8, chroma of
l to 4. The A horizon is loamy coarse sand, loamy sand, sandy
loam, or fine sandy loam.
Where present, BA and BE horizons of sandy loam are pale brown, brownish yellow, brown, or light
yellowish brown.
The Bt horizon has hue of 7.5YR, l OYR, or 2.5Y, value of 5 to 8,
and chrorna of 4 to 8. It has few to common reddish, brownish, or yellowish mottles. Mottles in chroma
of 2 or less are below the upper 20 inches of the Bt horizon. It is sandy clay loam or clay loam. Some
pedons have lower Bt horizon of sandy clay, but the textural control section averages less than 35
percent clay.
The BC horizon is similar in color to the Bt horizon except where
the mottles are more contrasting. It is sandy loam, sandy clay
loam, or clay loam. The B3 horizon contains weatherable minerals such as mica and feldspar.
The C horizon is mottled or varicolored saprolite of acid
crystalline rock. It is sandy loam or loamy sand.
COMPETING SERIES: These are the Apison, Cahab_a, Cowarts, Emporia, Euharlee, Granville,
Hartsells, Kempsville, Linker, Marvyn,
Nauv_oo, Nectar, Pirum, Spadra, and Suffolk_ series. Apison, Hartsells, Linker, and Pirum soils have
bedrock at depths less
than 40 inches. Cahaba, Nauvoo, and Nectar soils have redder hue. Cowarts, Emporia, Kempsville,
Marvyn, Spadra, and Suffolk soils
lack weatherable minerals in the lower solum and have C horizons
of Coastal Plain or old alluvial sediments. Euharlee soils
contain more silt. Granville soils are higher in exchangeable aluminum.
GEOGRAPHIC SETTING: Durham soils are on nearly level to sloping Piedmont uplands. Slopes are
commonly 2 to 5 percent and range
http://www2.ftw.nres.usda.gov/osd/dat/D/DURBAM.html 2/4/2010
Official Series Description - DURHAM Series
Page 3 of 4
from 0 to 10 percent. Durham soils formed in residuum weathered
from acid crystalline rocks, chiefly granite and gneiss. Mean
annual precipitation is about 47 inches and the mean annual temperature is about 60 degrees F. near the
type location.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the Appling, Cecil, Helena, Louisburg,
Pacolet, Vance, Wedowee, and Worsham series. Appling, Cecil, Helena, Pacolet, Vance, Wedowee, and
Worsham soils contain more clay and Louisburg soils contain less clay. Helena
and Worsham soils have mottles with chroma 2 or less in the upper
20 inches of the control section and occupy lower positions on the landscape.
DRAINAGE AND PERMEABILITY: Well drained; medium runoff; moderate permeability in upper
subsoil and moderately slow permeability in lower subsoil.
USE AND VEGETATION: About two thirds of the total acreage is in cultivation or pasture. The
remainder is in mixed hardwood and
pine. Common crops grown are corn, soybeans, tobaco, cotton,
small grain, and vegetables. Native tree species include loblolly pine, short leaf pine, Viginia pine,
sweetgum, whiteoak, red oak, post oak, hickory, and yellow-poplar. Understory species include
flowering dogwood, persimmon, sourwood, red maple, eastern redbud, eastern redcedar, and common
sassafras
DISTRIBUTION AND EXTENT: Piedmont of North Carolina, Alabama, Georgia, South Carolina,
and Virginia. The series is of moderate extent.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Raleigh to New Bern Area, North Carolina,
1900.
REMARKS: Durham soils were formerly placed in the Red-Yellow Podzolic great soil group. They
ranged in texture of the B
horizon from moderately-fine to fine, and in drainage from well drained to moderately well drained.
This revision restricts the texture of the argillic horizon to fine-loamy and the drainage
class to well drained.
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
N00070 DURHAM 0- 10 58- 65 185-240 40- 60 350- 600
NCO123 DURHAM 0- 10 58- 65 185-240 40- 60 350- 600
SOI-5 F1oodL F1oodH Watertable Kind Months Bedrock Hardness
N00070 NONE 6.0-6.0 - 60-60
NCO123 NONE 4.0-6.0 PERCHED DEC-MAR 60-60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
NC0070 0-16 LCOS LS 0- 3 90-100 2-10 1- 3
N00070 0-16 SL FSL 0- 3 90-100 5-20 1- 4
NCO070 16-36 SCL CL 0- 3 90-100 18-35 2- 4
NCO070 36-42 CL SC SCL 0- 3 90-100 25-45 3- 5
N00070 42-48 SCL SL 0- 3 90-100 8-30 1- 4
NCO070 48-60 LS SL SCL 0- 3 85-100 5-20 1- 3
http://www2.ftw.nres.usda.gov/osd/dat/D/DURHAM.html 2/4/2010
Official Series Description - DURHAM Series
NCO123 0-16 LCOS LS 0- 3 90-100 2-10 1- 3
NCO123 0-16 SL FSL 0- 3 90 -100 5-20 1- 4
NCO123 16-36 SCL CL 0- 3 90 -100 18-35 2- 4
NCO123 36-42 CL SC 0- 3 90 -100 25-45 3- 5
NCO123 42-48 SCL SL 0- 3 90 -100 8-30 1- 4
NCO123 48-60 LS SL SCL 0- 3 85 -100 5-20 1- 3
SOI-5 Depth -pH- O.M. Salin Permeab Shnk-Swll
NCO070 0-16 4.5- 6.0 .5- 2. 0- 0 2.0- 6.0 LOW
N00070 0-16 4.5- 6.0 .5-2. 0- 0 2.0- 6.0 LOW
NCO070 16-36 4.5- 5.5 0.- .5 0- 0 0.6- 2.0 LOW
N00070 36-42 4.5- 5.5 0.-.5 0- 0 0.2- 0.6 LOW
N00070 42-48 4.5- 5.5 0.- .5 0- 0 0.6- 2.0 LOW
N00070 48-60 4.5- 5.5 0.- .5 0- 0 0.6- 2.0 LOW
NCO123 0-16 4.5- 6.0 .5- 2. 0- 0 2.0- 6.0 LOW
NCO123 0-16 4.5- 6.0 .5- 2. 0- 0 2.0- 6.0 LOW
NCO123 16-36 4.5- 5.5 0.- .5 0- 0 0.6- 2.0 LOW
NCO123 36-42 4.5- 5.5 0.- .5 0- 0 0.2- 0.6 LOW
NCO123 42-48 4.5- 5.5 0.- .5 0- 0 0.6- 2.0 LOW
NCO123 48-60 4.5- 5.5 0.-.5 0- 0 0.6- 2.0 LOW
Page 4 of 4
National Cooperative Soil Survey
U.S.A.
http://www2.ftw.nres.usda.gov/osd/dat/D/DUF-HAM.html 2/4/2010
Official Series Description - WEHADKEE Series
LOCATION WEHADKEE NC+AL GA SC TN VA
Established Series
Rev. RM:AG
07/2007
WEHADK d SERIES
Page] of 3
The Wehadkee series consists of very deep, poorly drained and very poorly drained soils on flood plains
along streams that drain from the mountains and piedmont. They are formed in loamy sediments. Slopes
range from 0 to 2 percent. Near the type location, mean annual precipitation is about 48 inches, and
mean annual temperature is about 60 degrees F.
TAXONOMIC CLASS: Fine-loamy, mixed, active, nonacid, thermic Fluvaquentic Endoaquepts
TYPICAL PEDON: Wehadkee fine sandy loam -- cultivated (Colors are for moist soil unless otherwise
stated.)
Ap--O to 8 inches; grayish brown (IOYR 5/2) fine sandy loam; weak medium granular structure; very
friable; few flakes of mica; moderately acid; abrupt smooth boundary. (6 to 14 inches thick)
Bgl--8 to 17 inches; dark gray (IOYR 4/1) loam; common medium prominent strong brown (7.5YR 5/6)
soft masses of iron accumulation; weak fine and medium subangular blocky structure; friable; few flakes
of mica; moderately acid; clear smooth boundary. (8 to 20 inches thick)
Bg2--17 to 40 inches; gray (IOYR 6/1) sandy clay loam; common medium prominent strong brown
(7.5YR 5/6) soft masses of iron accumulation; weak medium subangular blocky structure; friable;
common flakes of mica; moderately acid; clear smooth boundary. ( 0 to 30 inches thick)
Cg--40 to 50 inches; gray (IOYR 6/1) sandy loam; common medium faint grayish brown (IOYR 5/2)
iron depletions and prominent strong brown (7.5YR 5/6) soft masses of iron accumulation; massive;
friable; common flakes of mica; moderately acid.
TYPE LOCATION: Catawba County, North Carolina; 1/2 mile south of Witherspoon Crossroads on
SR 1801, 3/4 mile east on SR 1807, and 650 feet north of bridge on Hogan Creek.
RANGE IN CHARACTERISTICS: Solum thickness ranges from about 20 to more than 60 inches.
The content of mica flakes ranges from few to many. The soil ranges from very strongly acid through
neutral, but some part of the 10 to 40 inch control section is moderately acid through neutral. Content of
rock fragments ranges from 0 to 5 percent by volume in the A and B horizons, and from 0 to 20 percent
by volume in the C horizons. Fragments are dominantly pebbles in size.
The Ap or A horizon has hue of l OYR or 2.5Y or is neutral, value of 3 to 6, and chroma of 0 to 4. Some
pedons have soft masses of iron accumulation in shades of brown or red. Texture is fine sandy loam,
very fine sandy loam, loam, silty clay loam, sandy loam, or silt loam. Some pedons have recent layers of
overwash as much as 20 inches thick that are loamy and variable in color. Many pedons have an Ab
horizon that has the same color and texture range as the A horizon.
http://www2.ftw.nres.usda.gov/osd/dat/W/WEHADKEE.html 2/4/2010
Official Series Description - WEHADKEE Series
Page 2 of 3
The Bg horizon has hue of l OYR to 5Y or is neutral, value of 4 to 6, and chroma of 0 to 2. Soft masses
of iron accumulation are in shades of red, yellow, and brown. Texture is sandy clay loam, silt loam,
loam, clay loam, or silty clay loam.
The Cg horizon has hue of l OYR to 5Y or is neutral, value of 4 to 7, and chroma of 0 to 2. Soft masses
of iron accumulation are in shades of brown, red, and yellow. Texture is commonly sandy loam, loam,
or silt loam, but in some pedons the Cg horizon contains stratified layers of sandy clay loam, clay loam,
silty clay loam, loamy sand, sand, and gravel. Sandy textures are restricted to depths below 40 inches.
COMPETING SERIES: There are no other known series in this family. Series in closely related
families are Bibb, Chastain, Chewacla, Chowan, Englehard, Hatboro, Kinston, Lee, Mantachie, Mhoon,
Muckalee, Rosebloom, and Una series. Bibb and Muckalee soils are coarse-loamy with siliceous
mineralogy. Bibb soils have reaction of strongly acid or more acid throughout the control section.
Chastain and Una soils are clayey and reaction is strongly acid or more acid throughout the control
section. Chewacla soils have dominant chroma of more than 2 in the upper 20 inches of the soil.
Chewacla soils are Fluvaquentic Dystrochrepts. Chowan, Mhoon, and Rosebloom soils are fine-silty.
The subgroup for Chowan is Thapto-Histic. Englehard soils are coarse-silty and their subgroup is
Humaqueptic. Hatboro soils are mesic. Kinston and Lee soils have siliceous mineralogy and reaction is
strongly acid or more acid throughout the control section. Mantachie soils have siliceous mineralogy and
reaction is strongly acid or more acid throughout the control section.
GEOGRAPHIC SETTING: Wehadkee soils occur on flood plains, along streams that drain from the
mountains and piedmont. Slopes are generally less than 2 percent. Wehadkee soils formed in loamy
sediments washed from soils that formed from schist, gneiss, granite, phyllite, and other metamorphic
and igneous rocks. Mean annual precipitation is about 48 inches near the type location and mean annual
temperature is about 60 degrees F. Mean annual precipitation ranges from 37 to 69 inches, and mean
annual air temperature ranges from 58 to 68 degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Chewacla series and
Altavista, Augusta, Buncombe, Con aree, Riverview, Roanoke, State, and Wickham series. Altavista,
Augusta, Roanoke, State, and Wickham soils are on terraces and have argillic horizons. Buncombe soils
are on flood plains typically beside stream channels and are sandy and excessively drained. Chewacla
soils are on flood plain positions that are higher or nearer to stream channels and are somewhat poorly
drained. Congaree and Riverview soils are on flood plains adjacent or near stream channels and are
better drained.
DRAINAGE AND PERMEABILITY: Poorly drained and very poorly drained. Runoff is very slow
and internal drainage is very slow. Permeability is moderate. Most areas are frequently flooded.
USE AND VEGETATION: Most of the area is in forest; chiefly water tolerant hardwoods such as
sweetgum, blackgum, water oak, willow, oak, poplar, hickories, beech, and elm. Drained areas are used
for pasture, corn, and hay.
DISTRIBUTION AND EXTENT: Alabama, Arkansas, Florida, Georgia, Mississippi, North Carolina,
South Carolina, Tennessee, and Virginia. The soil is of moderate extent.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Johnston County, North Carolina; 1911.
http://www2.ftw.nres.usda.gov/osd/dat/W/WEHADKEE.htmi 2/4/2010
Official Series Description - WEHADKEE Series Page 3 of 3
REMARKS: Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - The zone from 0 to 8 inches (Ap horizon)
Irregular decrease in organic carbon with depth
Aquic conditions - redoximorphic features associated with wetness in the zone from 8 to 50 inches (Bgl,
Bg2, and Cg horizons)
MLRA = 133A, 133B, 136,153A, 153B
REVISED = 10/2000 KSL
ADDITIONAL DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
N00052 WEHADKEE 0- 2 58- 68 185-250 37- 69 5- 700
NC0233 WEHADKEE 0- 2 58- 68 185-250 37- 69 5- 700
SOI-5 FloodL F1oodH Watertable Kind Months Bedrock Hardness
N00052 COMMON 0-1.0 APPARENT NOV-MAY 60-60
NC0233 COMMON - APPARENT - 60-60
SOI-5 Depth Texture 3-Inch No-10 Clay% -CEC-
N00052 0- 8 FSL L SL 0- 0 95-100 5-20 5- 20
N00052 0- 8 SIL SICL 0- 0 98-100 6-40 5- 35
N00052 8-40 SICL L SCL 0- 0 99-100 18-35 5- 25
N00052 40-50 VAR - - - -
NC0233 0- 8 FSL L SL 0- 0 95-100 5-20 3- 9
NC0233 0- 8 SIL SICL 0- 0 95-100 6-40 3- 12
NC0233 8-40 SIL SICL VFSL 0- 0 95-100 18-35 4- 9
NC0233 40-50 VAR - - - -
SOI-5 Depth -pH - O.M. Salin Permeab Shnk-Swll
N00052 0- 8 4.5- 6.5 2.-5.0- 0 2.0- 6.0 LOW
N00052 0- 8 4.5- 6.5 2.-5. 0- 0 0.6- 2.0 LOW
N00052 8-40 4.5- 6.5 0.-2. 0- 0 0.6- 2.0 LOW
N00052 40-50 - - - -
NC0233 0- 8 4.5- 6.5 2.-5. 0- 0 2.0- 6.0 LOW
NC0233 0- 8 4.5- 6.5 2.-5. 0- 0 0.6- 2.0 LOW
NC0233 8-40 4.5- 6.5 0.-2. 0- 0 0.6- 2.0 LOW
NC0233 40-50 -- --
National Cooperative Soil Survey
U.S.A.
http://www2.ftw.nres.usda.gov/osd/dat/W/WEHADKEE.html 2/4/2010
ROLESVILLE M.S. (M6)
Rolesville, NC
Wake County
STORMWATER
PRELIMINARY CALCULATIONS
February 4, 2010
'I b
20106
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0
BARTLETT
e mrNC, Pc
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
Robert?kbartletteng com
Permit Number:
(to be provided by DWQ)
op WArF9
HMENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Rolesville Middle School
Contact name Jon Meade
Phone number 252-399-0704
Date January 28, 2010
Drainage area number Bioretention#1
11. DESIGN INFORMATION
Site Characteristics
Drainage area 94,337 ft2
Impervious area 67,677 ft2
Percent impervious 71.7% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth 2.91 in
1-yr, 24-hr intensity 5.04 in/hr
Pre-development 1-yr, 24-hr peak flow 4.374 ft'/sec
Post-development 1-yr, 24-hr peak flow 8.203 ft3/sec
Pre/Post 1-yr, 24-hr peak control 3.829 fl3/sec
Storage Volume: Non-SA Waters
Minimum volume required 5,469.0 ft3
Volume provided 5,760.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff fl3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
12 inches
1.00 ft
6,448.0 ft2
179 ft
41 ft
ft
OK
Media and Soils Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil:
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by weight)
% Fines (by weight)
% Organic (by weight)
Phosphorus Index (P-Index) of media
Form SW401-Bioretention-Rev.8
July 30, 2009
OK
OK
OK
8 hr OK
24 hr OK
32 hr
in/hr
1.50 in/hr OK
87% OK
10% OK
3% OK
Total: 100%
10 (unitless) OK
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distribute(
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 ft of grass)
Grassed Swale
Forebay
Other
370.00 fmsl
Y
AI
-(Y or N)
_(Y or N)
369 fmsl
0 inches
367 fmsl
2ft
0.33 ff
OK
Insufficient mulch depth, unless installing grassed cell.
Y (Y or N)
7 OK
10 OK
1ft
365.67 fmsl
362.5 fmsl
3.17 ft OK
N (Y or N)
fmsl
369 ft
0
Y (Y or N) OK
Y (Y or N) OK
56 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N)
Y (Y or N)
Y (Y or N)
Y (Y or N)
7.01 ft/sec
N (Y or N)
N (Y or N)
Y (Y or N)
vwaiPawi Pau
OK
OK
OK
OK
Insufficient inlet velocity unless energy dissipating devices are
being used.
OK
OK
OK
#VALUE!
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
o?OF W ATE9OG
A ?
WDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Rolesville Middle School
Contact name Jon Meade
Phone number 252-399-0704
Date January 28, 2010
Drainage area number Bioretention#2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 94,338 ft2
Impervious area 59,241 ft2
Percent impervious 62.8% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth 2.91 in
1-yr, 24-hr intensity 5.04 in/hr
Pre-development 1-yr, 24-hr peak flow 4.366 ft'/sec
Post-development 1-yr, 24-hr peak flow 8.186 ft'/sec
Pre/Post 1-yr, 24-hr peak control 3.820 ft'/sec
Storage Volume: Non-SA Waters
Minimum volume required 4,836.0 ft'
Volume provided 4,879.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 It
Surface area of the top of the bioretention cell 5,522.0 ft2 OK
Length: 215 ft OK
Width: 32 ft OK
-or- Radius It
Media and Soils Summary
Drawdown time, ponded volume 8 hr OK
Drawdown time, to 24 inches below surface 24 hr OK
Drawdown time, total: 32 hr
In-situ soil.
Soil permeability NA in/hr OK
Planting media soil:
Soil permeability 1.50 in/hr OK
Soil composition
% Sand (by weight) 87% OK
% Fines (by weight) 10% OK
% Organic (by weight) T.I. OK
Total: 100%
Phosphorus Index (P-Index) of media 10 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 367.40 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? (Y or N)
Planting elevation (top of the mulch or grass sod layer) 366.4 fmsl
Depth of mulch 0 inches Insufficient mulch depth, unless installing grassed cell.
Bottom of the planting media soil 364.4 fmsl
Planting media depth 2 It
Depth of washed sand below planting media soil 0.33 It
Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 6 OK
What factor of safety is used for sizing the underdrains? (See

BMP Manual Section 12.3.6) 10 OK
Additional distance between the bottom of the planting media and

the bottom of the cell to account for underdrains 1 ft
Bottom of the cell required 363.07 fmsl
SHWT elevation 361 fmsl
Distance from bottom to SHWT 2.07 It OK
Internal Water Storage Zone (IWS)
Does the design include IWS Y (Y or N)
Elevation of the top of the upturned elbow fmsl
Separation of IWS and Surface 366.4 ft
Planting Plan
Number of tree species 0
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the

bioretention cell? Y Y or N)
( ) OK
Does volume in excess of the design volume flow evenly distributed

through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 50 ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if

SA waters)? Y (Y or N) OK
Is the BMP located at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access

to a public Right of Way (ROW)? Y (Y or N) OK
Inlet velocity (from treatment system) 5.41 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in

the future? N Y or N)
( ) OK
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale #VALUE!
Forebay
Other Dissipator Pad
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWp)
AT M_ A
NCDENR
O??F WATF9oG
> -i
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Rolesville Middle School
Contact name Jon Meade
Phone number 252-399-0704
Date January 28, 2010
Drainage area number Bioretention#3
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area 43,386 ft2
Impervious area 24,394 ft2
Percent impervious 56.2% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth 2.91 in
1-yr, 24-hr intensity 5.04 in/hr
Pre-development 1-yr, 24-hr peak flow 2.008 ft3/SeC
Post-development 1-yr, 24-hr peak flow 3.263 ft3/sec
Pre/Post 1-yr, 24-hr peak control 1.255 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 2,010.0 ft3
Volume provided 2,054.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 2,472.0 ft2 OK
Length: 118 ft OK
Width: 21 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 8 hr OK
Drawdown time, to 24 inches below surface 24 hr OK
Drawdown time, total: 32 hr
In-situ soil:
Soil permeability NA in/hr OK
Planting media soil:
Soil permeability 1.50 in/hr OK
Soil composition
% Sand (by weight) 87% OK
% Fines (by weight) 10% OK
% Organic (by weight) 3% OK
Total: 100%
Phosphorus Index (P-Index) of media 10 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
July 30, 2009
350.67 fmsl
Y (Y or N) OK
N (Y or N)
349.67 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
347.67 fmsl
2ft
n1414 ft
Y (Y or N)
3 OK
10 OK
1ft
346.34 fmsl
344 fmsl
2.34 ft OK
Y (Y or N)
fmsl
349.67 ft
0
Y (Y or N) OK
Y (Y or N) OK
40 n
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
4.73 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
#VALUE!

Parts I and II. Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
O?pF WATE9OG
aC*A
WDENR T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part /I/) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Rolesville Middle School
Contact name Jon Meade
Phone number 252-399-0704
Date January 28, 2010
Drainage area number Bioretentionfi4
II. DESIGN INFORMATION
Site Characteristics
Drainage area 79,849 ft2
Impervious area 37,941 ft2
Percent impervious 47.5% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth 2.91 in
1-yr, 24-hr intensity 5.04 in/hr
Pre-development 1-yr, 24-hr peak flow 3.695 ft'/sec
Post-development 1-yr, 24-hr peak flow 5.358 ft'/sec
Pre/Post 1-yr, 24-hr peak control 1.663 ft'/sec
Storage Volume: Non-SA Waters
Minimum volume required 3,178.0 ft'
Volume provided 3,613.0 ft' OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 4,136.0 ft2 OK
Length: 101 ft OK
Width: 38 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 8 hr OK
Drawdown time, to 24 inches below surface 24 hr OK
Drawdown time, total: 32 hr
In-situ soil:
Soil permeability NA in/hr OK
Planting media soil:
Soil permeability 1.50 in/hr OK
Soil composition
% Sand (by weight) 87% OK
% Fines (by weight) 10% OK
% Organic (by weight) 3% OK
Total: 100%
Phosphorus Index (P-Index) of media 10 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed Swale
Forebay
Other
355.00 fmsl
Y
N
(Y or N)
_(Y or N)
354 fmsl
0 inches
352 fmsl
2ft
0.33 ft
Y (Y or N)
4
10
1ft
350.67 fmsl
348 fmsl
2.67 ft
OK
Insufficient mulch depth, unless installing grassed cell.
Insufficient number of clean out pipes provided.
OK
OK
N (Y or N)
fmsl
354 ft
0
Y (Y or N) OK
Y (Y or N) OK
46 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
4.73 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
Dissipator Pad
#VALUE!
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and 11. Design Summary, Page 2 of 2
Permit No:
(to be assigned by DWq)
t.
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
In' ials Sheet No.
jez?. -9 "4 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
t Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
G "3• 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
' Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.

V 3 'S Indicate the P-Index between 10 and 30
3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
ATITjC??j 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
"
'
5. A detailed planting plan (1
= 20
or larger) prepared by a qualified individual showing:
i ?a/¢46 A variety of suitable species,
u Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. An assurance that the installed system will meet design specifications upon initial operation once the
project is complete and the entire drainage area is stabilized.
/J • L `? ARV 7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
C' entire drainage area is stabilized.
8. The supporting calculations (including underdrain calculations, if applicable).
9
A
f
.
copy o
the signed and notarized inspection and maintenance (I&M) agreement.
/ 10. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7
Part III, Page 1 of 1
o?O? W AT f9oG
> ti
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
1. PROJECT INFORMATION
Project name Rolesville Middle School (M6)
Contact name Jon Meade Bartlett Engineering
Phone number 252-399-0704
Date February 3, 2010
Drainage area number LEVEL SPREADER#2 (FES#8)
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 1 0-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
46,448.00 ft
9,665.00 ft2
20.81 %
0.40
0.43 cfs
5.00 min
7.22 in/hr
3.08 cis
(Y or N)
(Y or N)
(Y or N)
(Y or N) Please complete filter strip characterization below.
30.00 ft
ft
30.00 ft
60.00 ft
354.00 fmsl
350.00 fmsl
6.67 % Level spreaders must be used in series if vegetation is >50% wooded
N (Y or N) OK
35.00 sq it
39 ft/cfs
N (Y or N)
Y (Y or N)
N (Y or N)
3.08 cfs
N (Y or N)
OK
A bypass device is not needed
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material

------------
M
121.00 ft Level spreader length OK
N (Y or N)
(Y or N) Do not complete this section of the worksheet
(Y or N) Do not complete this section of the worksheet
Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet
B

M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
O?O? W ATFAOG
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
I. PROJECT INFORMATION
Project name Rolesville Middle School (M6)
Contact name Jon Meade Bartlett Engineering
Phone number 252-399-0704
Date February 3, 2010
Drainage area number LEVEL SPREADER#1(FES#7)
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
45,606.00 ftz
6,640.00 ft2
14.56 %
0.35
0.37 cis
5.00 min
7.22 in/hr
2.65 cfs
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
(Y or N)
(Y or N)
(Y or N)
(Y or N)
30.00 ft
ft
40.00 ft
70.00 ft
354.00 fmsl
352.00 fmsl
2.86 % OK
N (Y or N) OK

35.00 sq ft OK
43 ft/cfs
N (Y or N)
Y (Y or N)
N (Y or N)
2.65 cfs
(Y or N) A bypass device is not needed
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet
• •

M
120.00 ft Level spreader length OK
N (Y or N)
(Y or N) Do not complete this section of the worksheet
(Y or N) Do not complete this section of the worksheet.
Do not complete this section of the worksheet
it Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
B
1
M
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
l

rcLA
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
i
ngm& 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
G-s• 3 drainage area is stabilized.
-3s,?
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (08M) agreement.
r
8. A copy of the deed restrictions (if required).
Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
- Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
Level Spreader #2 Location
Level Spreader #1 Location
Permit No.
(to be provided by DWp)
ARWA OF W A Ttc9
NCDENR
O -?
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
It. PROJECT INFORMATION
Project name Rolesville Middle School
Contact person Jon Meade
Phone number 252-399-0704
Date 2/2/2010
Drainage area number Detention Pond
II. DESIGN INFORMATION
Site Characteristics
Drainage area 579,348 ft2
Impervious area, post-development 288,742 ft
% impervious 49.84 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
24,070 ft3 OK
26,311 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
N (Y or N)
3.0 in
0.35 (unitless)
0.62 (unitless)
7.22 in/hr OK
1.60 ft3/sec
1.91 ft3/sec
0.31 ft3/sec
368.35 hsl
367.00 hsl
363.5-365 fmsl
367.50 hsl
366.50 hsl
362.00 fmsl
361.00 hsl
1.00 It
Y (Y or N)
368.4 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No
(to be provided by DWp)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 21,131 ftz
Area REQUIRED, permanent pool 16,222 ft2
SAIDA ratio 2.80 (unitless)
Area PROVIDED, permanent pool, Ap._p,, 16,230 ft OK
Area, bottom of 1 Oft vegetated shelf, Abof sheff 12,349 ft`
Area, sediment cleanout, top elevation (bottom of pond), Ab,-Pd 4,567 ft
Volumes
Volume, temporary pool 26,311 ft' OK
Volume, permanent pool, Vperm_" 46,096 ft'
Volume, forebay (sum of forebays if more than one forebay) 8,495 ft'
Forebay % of permanent pool volume 18.4% % OK
SAIDA Table Data
Design TSS removal 90 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 2.80 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, Vpe-_po 46,096 ft'
Area provided, permanent pool, A,ar,r,j. 16,230 ft`
Average depth calculated ft Need 3 ft min.
Average depth used in SAIDA, dav, (Round to nearest 0.5ft) it
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ai --P, 16,230 ft`
Area, bottom of 1 Oft vegetated shelf, Ate, shelf 12,349 ft`
Area, sediment cleanout, top elevation (bottom of pond), Anoiya,d 4,567 ft2
'Depth' (distance b/w bottom of 1 Oft shelf and top of sediment) 4.50 ft
Average depth calculated 3.52 ft OK
Average depth used in SAIDA, dal, (Round to nearest 0.5ft) 3.5 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 3.00 in
Area of orifice (if-non-circular) inz
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ha) 0.41 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (CW) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 1.60 ft'/sec
Post-development 1-yr, 24-hr peak flow 1.91 ft'/sec
Storage volume discharge rate (through discharge orifice or weir) 0.15 ft3/sec
Storage volume drawdown time 2.01 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3.3 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is: Y
Form SW401-Wet Detention Basin-Rev.8-9/17/09
Parts I. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)

Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.? j
C _ 3 'I
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
C - ?0 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
r
C - 3
b "
'
1 3. Section view of the wet detention basin (1
= 20
or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,

S - S 3 to verify volume provided,
f 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
- 7
. The supporting calculations.
1u.Qe? 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
??tU 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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 parry.
Project name: Rolesville Middle School
BMP drainage area number:_ [)6a' 6,,,, P"Cl
Print name: Tim Driscoll
Title: Project Manager, Wake County Schools - Facility Planning and Construction
Address: 1429 Rock Quarry Road, Suite 116, Raleigh, NC 27610
Phone: [phone]
Signature:.?o
Date: 2-i-
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
L . a Notary Public for the State of
erth CG ro 1 i n t , County of y?) 1 , do hereby certify that
rAt)l't- ?J n « ,oil ! personally appeared before me this s t
day of and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
°•'v?.•?- rrr . %
0 TA
LAG ,G f
C) U 1,41
SEAL
My commission expires 2 l a l ?o I n
I
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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.
Project name: Rolesville Middle School
BMP drainage area number: Bioretention Area #1
Print name: Tim Driscoll
Title: Project Manager, Wake County Schools - Facility Planning and Construction
Address: 1429 Rock Quarry Road, Suite 116, Raleigh, NC 27610
Phone: [phone]
Signature: iI--v,
Date: Z -/`io
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
L 417,1 u r? ?? r , a Notary Public for the State of
aor±b C4"-o It k7 a, , County of On -b do hereby certify that
j, tr, ?, rr sc U ! personally appeared before me this 15y-
day of 2 a i c , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
`Q-A r\.
r'`rF"` '.......
SEAL
My commission expires
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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 parry.
Project name: Rolesville Middle School
BMP drainage area number: Bioretention Area #2
Print name: Tim Driscoll
Title: Project Manager Wake County Schools - Facility Planning and Construction
Address: 1429 Rock Quarry Road Suite 116, Raleigh NC 27610
191508
Signature: --7 '-,
Date: 2-1-10
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
in L l urn e r , a Notary Public for the State of
A112 r' 6?10 11 nUt County of do hereby certify that
?, th,,c,p i j personally appeared before me this I s r
day of and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
-'v
SEAL
-7 1
l d-v a
My commission expires a 1,
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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 parry.
Project name: Rolesville Middle School
BMP drainage area number: Bioretention Area #3
Print name: Tim Driscoll
Title: Project Manager, Wake County Schools - Facili y Planning and Construction
Address: 1429 Rock Quarry Road, Suite 116, Raleigh, NC 27610
Phone
Signat
Date: -,?-/-/O
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, r? rr t-.K , a Notary Public for the State of
IV'or+i-? f:?z??f ? t? _ , County of ?k do hereby certify that
Trr, 1?, , ; ?. c personally appeared before me this ?-
day of 7 o ; o , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,

SEAL
My commission expires --V /a-7 / / 0
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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 parry.
Project name: Rolesville Middle School
BMP drainage area number: Bioretention Area #4
Print name: Tim Driscoll
Title: Project Manager Wake County Schools - Facility Planning and Construction
Address: 1429 Rock Quarry Road Suite 116, Raleigh NC 27610
Date: Z-/-i0
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, ?, ,-, L - I u r? r r , a Notary Public for the State of
zr 1ia -r> f t n e , County of hJ r.U , do hereby certify that
personally appeared before me this 10-
day of -2p 10 , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
C0\3 Z
SEAL
My commission expires --?I a-7 ?o
Form SW401-Bioretention I&M-Rev. 2
Page 4 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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.
Project name: Rolesville Middle School
BMP drainage area number: Level Spreader #1
Print name: Tim Driscoll
Title: Project Manager, Wake County Schools - Facility Planning and Construction
Address: 1429 Rock Quarry Road, Suite 116, Raleigh, NC 27610
Phone: [phone]
Signature:
Date: z - /-/o
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
L , T h r o l ? , a Notary Public for the State of
County of W,_IL I_ , do hereby certify that
?rn cth ?a r s (] personally appeared before me this Is .,L
day of FLbr , -a o r c, and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements
Witness my hand and official seal,
U__ . ...........I.
SEAL
My commission expires? ja o J o
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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 parry.
Project name: Rolesville Middle School
BMP drainage area number: Level Spreader #2
Print name: Tim Driscoll
Title: Proiect Manager, Wake County Schools - Facility Planning and Construction
Address: 1429 Rock Quarry Road, Suite 116, Raleigh, NC 27610
Phone: [phone]
Signature:
Date: e-1-1c)
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, 14ey?l L - ._ FW_4 a_? , a Notary Public for the State of
L r `;f4 [ _r o J ? r Ca , County of i) alc t , do hereby certify that
F) r - fA L4 f I personally appeared before me this
day of Fe6yu v; , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
=O
'u
SEAL
My commission expires ;;)-1 -71 a0, / t)
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
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Rolesville Middle School (M6)-Rolesville, NC
STORMWATER POND PRELIMINARY CALCULATIONS
PREDEVELOPED POST DEVELOPED
RETURN EVENT PEAK RUN-OFF PEAK RUN-OFF REDUCTION
YEARS CFS (CFS
1 1.6 1.91 -19.4
2 4.77 13.51 -183.2
10 18.55 49.85 -168.7
25 26.5 61.84 -133.4
100 42.57 84.21 -97.8
STORMWATER DETENTION BASIN
The storm water detention basin was designed to meet the Tar-Pamlico
Stormwater Regulations for nitrogen and peak-flow reduction. The detention pond
meets the required 2-5 day drawdown for a 1-yr storm event.
Elevation: 361.0' to 370.0' top of dike
Maximum Elevation: 368.98' for a 100-yr storm event with 1.0'+ freeboard
Inlet Box: Crest Elevation 368.35'
Inlet Box- 24"x36"
Barrel: Free Outfall
Diameter = 1.5'
Emergency Weir Elevation =368.6'
Length=110'
Orifice Structure: One opening
Invert Elevation 367.0'
Diameter = 3.0"
Drawdown Time: Approximately 110 hrs (Type 11 24hr 1-yr storm event)
PRELIMINARY POND DESIGN DATA
POND RESIDENTIAL
DRAINAGE AREA (ACRES) 13.3
IMPERVIOUS AREA 6.63
MAX IMPERVIOUS AREA 50%
AVG. POOL DEPTH (FEET) 3.5
TSS REMOVAL 90%
SA/DA RATIO 2.8
SURFACE AREA REQUIRED (SF) 16,222
SURFACE AREA PROPOSED SF 16,230
DRAWDOWN ORIFICE SIZE (INCHES) 3
TEMP. POOL VOLUME PROVIDED 26311
DRIVING HEAD (FT) 0.41
DISCHARGE (CFS) 0.151
DRAWDOWN TIME (DAYS) 2.01
OPTION#2 da„ _
Depth =
Abot shell =
Aperm_pool =
Abot_pond =
day =
(From NCDWQ Stormwater BMP Chart)
(0.25'(1 +Abot_sheH/Aperm_pool))+(((Abot_sheH+Abot_pond)/2 )`Depth/Abot_shelf)
4.5 (Depth from bottom shelf to bottom pond)
12349 366.50
16230 367.00
4567 362.00
3.52
DESIGNED TO CAPTURE 1.0" RUN-OFF
W QV
D.A. BUILT UPON BUA./ Rv STORAGE
BMP DRAINAGE AREA (BUA) D.A. REQUIRED
AREA AREA (SF) (SF) (CF)
'ION BASIN 579,348 288,742 0.50 0.50 24070
tmp#3.txt
#units=Elevation,f t,Area,ac,volume ,ft3,volume,ft3
# Elev Area Cumml Avg Cumml conic
# ft ac ft3 ft3
370.0000 0.5749 64557.5860 64539.8902
369.5000 0.5487 52321.4316 52304.8482
369.0000 0.5229 40651.7207 40636.2627
368.5000 0.4976 29538.3106 29523.9920
368.3500 0.4901 26311.4807 26297.1931
368.0000 0.4728 18971.5914 18957.7006
367.5000 0.4484 8940.4532 8927.7345
367.0000 0.3726 0.0000 0.0000
Page 1
tmp#4.txt
#units=Elevation,ft,Area,ft2,vol ume,ft3,volume,
# Elev Area Cumml Avg
# ft ft2 ft3
370.0000 25043.8235 64557.5860
369.5000 23900.7941 52321.4316
369.0000 22778.0496 40651.7207
368.5000 21675.5907 29538.3106
368.3500 21348.8083 26311.4807
368.0000 20593.4165 18971.5914
367.5000 19531.1360 8940.4532
367.0000 16230.6770 0.0000
ft3
Cumml conic
ft3
64539.8902
52304.8482
40636.2627
29523.9920
26297.1931
18957.7006
8927.7345
0.0000
Page 1
tmp#5.txt
#units=Elevation,ft,Area,ft2,vol ume,ft3,volume,
# Elev Area Cumml Avg
# ft ft2 ft3
367.0000 12260.2533 37601.9028
366.5000 9912.0419 32058.8290
366.0000 9246.4514 27269.2057
365.0000 7969.0884 18661.4358
364.0000 6763.4835 11295.1498
363.0000 5629.6350 5098.5906
362.0000 4567.5461 0.0000
ft3 POND ONLY
Cumml conic
ft3
37556.4968
32023.8144
27235.1548
18635.2940
11277.2434
5089.3469
0.0000
Page 1
#units=Elevation,
# Elev
# ft
367.0000
366.5000
366.0000
365.0000
364.0000
363.0000
362.0000
ft,Area,ft2,vo
Area
ft2
3681.8514
2437.7001
2216.3990
1801.3231
1422.9481
1081.2743
776.3019
tmp#6.txt
ume,ft3,volume,
Cumml Avg
ft3
8495.3087
6965.4208
5801.8960
3793.0349
2180.8993
928.7881
0.0000
ft3 FOREBAY ONLY
Cumml conic
ft3
8468.8191
6949.5819
5786.4958
3781.2178
2172.7953
924.5871
0.0000
Page 1
Job File: P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 PRE.PPW
Rain Dir: P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
Project Date: 2/4/2009
Project Engineer: Robert S. Bartlett
Project Title: Rolesville MS
Project Comments:
SIN: 121E01C0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:07 PM Date: 2/2/2010
Table of Contents
Table of Contents
i
aaaaaaaaaaaaaaaaaaaaaa MASTER SUMMARY aaaaaaaaaaaaaaaaaaaaaa
Watershed....... Master Network Summary ............. 1.01
aaaaaaaaaaaaaaaaaa DESIGN STORMS SUMMARY aaaaaaaaaaaaaaaaaaa
WILSON.......... Design Storms ...................... 2.01
aaaaaaaaaaaaaaaaaaaaaa TC CALCULATIONS aaaaaaaaaaaaaaaaaaaaa
SUBAREA 10...... Tc Calcs ........................... 3.01
aaaaaaaaaaaaaaaaaaaaaa CN CALCULATIONS aaaaaaaaaaaaaaaaaaaaa
SUBAREA 10...... Runoff CN-Area ..................... 4.01
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:07 PM Date: 2/2/2010
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... P:\-PROJECT FILES\ROlesville Middle School (M6)\POND\R1 PRE.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: WILSON
Total
Depth
Return Event in
Pre 1 3.0000
Pre 2 3.7500
Pre 10 5.8000
Pre 25 6.7500
Pre100 8.5000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak
Node
----- ID
-------- Type
---- --- Event ac-ft Trun hrs

*OUT
10 -
JCT ------
1 ---------- --
.304 ---------
12.2500
*OUT 10 JCT 2 .616 12.2000
*OUT 10 JCT 10 1.811 12.1500
*OUT 10 JCT 25 2.484 12.1500
*OUT 10 JCT 100 3.856 12.1500
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
1.60
4.77
18.55
26.50
42.57
SUBAREA 10 AREA 1 .304 12.2500 1.60
SUBAREA 10 AREA 2 .616 12.2000 4.77
SUBAREA 10 AREA 10 1.811 12.1500 18.55
SUBAREA 10 AREA 25 2.484 12.1500 26.50
SUBAREA 10 AREA 100 3.856 12.1500 42.57
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:07 PM Date: 2/2/2010
Type.... Design Storms Page 2.01
Name.... WILSON
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\
Title... Project Date: 2/4/2009
Project Engineer: Robert S. Bartlett
Project Title: Rolesville MS
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = WILSON
Storm Tag Name = Pre 1
Data Type, File, ID = Synthetic Storm TypelI 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.7500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.7500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:07 PM Date: 2/2/2010
Type.... Tc Calcs
Name.... SUBAREA 10
Page 3.01
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 PRE.PPW
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: SCS Lag
Hydraulic Length 812.00 ft
Runoff CN 58
Slope .038200 ft/ft
Avg.Velocity .54 ft/sec
Segment #1 Time: .4177 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .4177 hrs
-------------------------
-------------------------
S/N: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:07 PM Date: 2/2/2010
Type.... Tc Calcs
Name.... SUBAREA 10
Page 3.02
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 PRE.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((10001CN) - 9)**0.7) * (Sf**-0.5)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
CN = SCS Curve Number
Sf = Slope, ft/ft
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:07 PM Date: 2/2/2010
Type.... Runoff CN-Area
Name.... SUBAREA 10
Page 4.01
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 PRE.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN
------
-------- acres %C RUC CN
-
----------------- ----
Woods - fair 60 ---------
6.800 ----- ----- ------
60.00
Brush - brush, weed, grass mix - fa 56 6.500 56.00
COMPOSITE AREA & WEIGHTED CN ---> 13.300 58.05 (58)
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:07 PM Date: 2/2/2010
Appendix A
Index of Starting Page Numbers for ID Names
----- S -----
SUBAREA 10... 3.01, 4.01
----- W -----
Watershed... 1.01
WILSON... 2.01
A-1
SIN: 121E01C0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:07 PM Date: 2/2/2010
Job File: P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Rain Dir: P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\
JOB TITLE
Project Date: 2/4/2009
Project Engineer: Robert S. Bartlett
Project Title: Rolesville MS
Project Comments:
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Elev. vs. Time
POND 10 OUT Dev 1
368.6
368.4
368.2
368.0
367.8
w
367.6
367.4
367.2
367.0
10 20 30 40 50 60 70
Time (hrs)
POND 10 OUT Dev 1
80 90 100 110
Table of Contents
Table of Contents
i
++++*+++++++++++++++++ MASTER SUMMARY ++++++++++++++++++++++
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
WILSON.......... Design Storms ...................... 2.01
++++++++++++++++++++++ TC CALCULATIONS +++++++++++++*+++++++
SUBAREA 10...... Tc Calcs ........................... 3.01
++++++++++++++++*+++++ CN CALCULATIONS +++++++++++++++++++++
SUBAREA 10...... Runoff CN-Area ..................... 4.01
+++++++++++++++++++++++ TIME VS.ELEV +++++++++++++++++++++++
POND 10 OUT Dev 1
Time-Elev .......................... 5.01
+++++++++++++++++++++++ POND VOLUMES +++++++++++++++++++++++
POND 10......... Vol: Elev-Area ..................... 6.01
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Table of Contents
Table of Contents (continued)
ii
******************** OUTLET STRUCTURES *********************
Outlet 6........ Outlet Input Data .................. 7.01
Composite Rating Curve ............. 7.04
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: WILSON
Total
Depth
Return Event in
Dev 1 3.0000
Dev 2 3.7500
Dev 10 5.8000
Dev 25 6.7500
Dev100 8.5000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node
----- ID
------
------ Type
- Event ac-ft Trun

*OUT
10 ---
JCT ------
1 ----------
1.300
*OUT 10 JCT 2 1.936
*OUT 10 JCT 10 3.864
*OUT 10 JCT 25 4.811
*OUT 10 JCT 100 6.605
POND 10 IN POND 1 1.318
POND 10 IN POND 2 1.954
POND 10 IN POND 10 3.882
POND 10 IN POND 25 4.830
POND 10 IN POND 100 6.625
POND 10 OUT POND 1 1.300
POND 10 OUT POND 2 1.936
POND 10 OUT POND 10 3.864
POND 10 OUT POND 25 4.811
POND 10 OUT POND 100 6.605
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-------- ft
--- ac-ft

13.0000
1.91 ----- ------------
12.3000 13.51
12.1000 49.85
12.1000 61.84
12.1000 84.21
12.1000 16.82
12.1000 25.25
12.1000 50.06
12.1000 61.93
12.1000 83.96
13.0000 1.91 368.51 .681
12.3000 13.51 368.69 .772
12.1000 49.85 368.86 .859
12.1000 61.84 368.90 .883
12.1000 84.21 368.98 .924
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
--------
------ Type Event
--- ---- ------ ac-ft
--------- Trun hrs cfs ft ac-ft

SUBAREA
10
AREA 1 -
1.318 -- --------
12.1000 - -------- -------- ------------
16.82
SUBAREA 10 AREA 2 1.954 12.1000 25.25
SUBAREA 10 AREA 10 3.882 12.1000 50.06
SUBAREA 10 AREA 25 4.830 12.1000 61.93
SUBAREA 10 AREA 3.00 6.625 12.1000 83.96
SIN: 121E01C0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Design Storms Page 2.01
Name.... WILSON
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\
Title... Project Date: 2/4/2009
Project Engineer: Robert S. Bartlett
Project Title: Rolesville MS
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = WILSON
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.7500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypelI 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 25
Data Type, File, ID = Synthetic Storm TypelI 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.7500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Tc Calcs
Name.... SUBAREA 10
Page 3.01
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
.............................................................:::::::::
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: SCS Lag
Hydraulic Length 960.00 ft
Runoff CN 79
Slope .027000 ft/ft
Avg.Velocity .83 ft/sec
Segment #1 Time: .3217 hrs
------------------------------------------------------------------------
Total Tc: .3217 hrs
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Tc Calcs
Name.... SUBAREA 10
Page 3.02
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\Rl POSTREV.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((10001CN) - 9)**0.7) * (Sf**-0.5)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
CN = SCS Curve Number
Sf = Slope, ft/ft
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Runoff CN-Area
Name.... SUBAREA 10
Page 4.01
File.... P:\-PROJECT FILES\ROlesville Middle School (M6)\POND\R1 POSTREV.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 61 6.670 61.00
Impervious Areas - Paved parking to 98 6.630 98.00
COMPOSITE AREA & WEIGHTED CN ---> 13.300 79.44 (79)
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.01
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
----- - -- Time on
----------- left represents
- time for first value in each row.

10.0000
367.00 --------------
367.00 ----------
367.00 ---------------
367.00 ----------
367.00
10.2500 367.00 367.00 367.00 367.00 367.00
10.5000 367.00 367.00 367.00 367.01 367.01
10.7500 367.01 367.01 367.01 367.01 367.01
11.0000 367.02 367.02 367.02 367.03 367.03
11.2500 367.03 367.04 367.04 367.05 367.05
11.5000 367.06 367.07 367.07 367.08 367.10
11.7500 367.12 367.15 367.19 367.26 367.35
12.0000 367.46 367.60 367.75 367.89 368.02
12.2500 368.12 368.20 368.27 368.32 368.37
12.5000 368.40 368.43 368.45 368.47 368.48
12.7500 368.49 368.50 368.50 368.51 368.51
13.0000 368.51 368.51 368.51 368.51 368.50
13.2500 368.50 368.50 368.50 368.50 368.49
13.5000 368.49 368.49 368.49 368.49 368.48
13.7500 368.48 368.48 368.48 368.47 368.47
14.0000 368.47 368.47 368.47 368.46 368.46
14.2500 368.46 368.46 368.46 368.45 368.45
14.5000 368.45 368.45 368.45 368.45 368.45
14.7500 368.45 368.44 368.44 368.44 368.44
15.0000 368.44 368.44 368.44 368.44 368.44
15.2500 368.44 368.43 368.43 368.43 368.43
15.5000 368.43 368.43 368.43 368.43 368.43
15.7500 368.43 368.43 368.42 368.42 368.42
16.0000 368.42 368.42 368.42 368.42 368.42
16.2500 368.42 368.42 368.42 368.41 368.41
16.5000 368.41 368.41 368.41 368.41 368.41
16.7500 368.41 368.41 368.41 368.41 368.41
17.0000 368.41 368.41 368.41 368.41 368.41
17.2500 368.41 368.41 368.41 368.40 368.40
17.5000 368.40 368.40 368.40 368.40 368.40
17.7500 368.40 368.40 368.40 368.40 368.40
18.0000 368.40 368.40 368.40 368.40 368.40
18.2500 368.40 368.40 368.40 368.40 368.40
18.5000 368.40 368.40 368.40 368.40 368.40
18.7500 368.40 368.39 368.39 368.39 368.39
19.0000 368.39 368.39 368.39 368.39 368.39
19.2500 368.39 368.39 368.39 368.39 368.39
19.5000 368.39 368.39 366.39 368.39 368.39
19.7500 368.39 368.38 368.38 368.38 368.38
20.0000 368.38 368.38 368.38 368.38 368.38
20.2500 368.38 368.38 368.38 368.38 368.38
20.5000 368.38 368.38 368.38 368.38 368.38
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.02
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\ROlesville Middle School (M6)\POND\Rl_POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
--------- Time on left
-------- represents time for first value in each row.

20.7500 -------
368.38 ------------
368.38 ---------
366.37 ---------------
368.37 ----------
368.37
21.0000 368.37 368.37 368.37 368.37 368.37
21.2500 368.37 368.37 366.37 368.37 368.37
21.5000 368.37 368.37 366.37 368.37 368.37
21.7500 368.37 368.37 368.37 368.37 368.37
22.0000 368.37 368.37 368.37 368.37 368.37
22.2500 368.37 366.37 368.37 368.37 368.37
22.5000 368.37 368.37 368.37 368.37 368.37
22.7500 368.37 368.37 368.37 368.37 368.37
23.0000 368.37 368.37 368.37 368.37 368.37
23.2500 368.37 368.37 368.37 368.36 368.36
23.5000 368.36 368.36 368.36 368.36 368.36
23.7500 368.36 368.36 368.36 368.36 368.36
24.0000 368.36 368.36 368.36 368.36 368.36
24.2500 368.36 368.36 368.36 368.35 368.35
24.5000 368.35 368.35 368.35 368.34 368.34
24.7500 368.34 368.34 368.34 368.33 368.33
25.0000 368.33 368.33 368.32 368.32 368.32
25.2500 368.32 368.32 368.31 368.31 368.31
25.5000 368.31 368.31 368.30 368.30 368.30
25.7500 368.30 368.29 368.29 368.29 368.29
26.0000 368.29 368.28 368.28 368.28 368.28
26.2500 368.27 368.27 368.27 368.27 368.27
26.5000 368.26 368.26 368.26 368.26 368.26
26.7500 368.25 368.25 368.25 368.25 368.24
27.0000 368.24 368.24 368.24 368.24 368.23
27.2500 368.23 368.23 368.23 368.23 368.22
27.5000 368.22 368.22 368.22 368.22 368.21
27.7500 368.21 368.21 368.21 368.20 368.20
28.0000 368.20 368.20 368.20 368.19 368.19
28.2500 368.19 368.19 368.19 368.18 368.18
28.5000 368.18 368.18 368.18 368.17 368.17
28.7500 368.17 368.17 368.16 368.16 368.16
29.0000 368.16 368.16 368.15 368.15 368.15
29.2500 368.15 368.15 368.14 368.14 368.14
29.5000 368.14 368.14 368.13 368.13 368.13
29.7500 368.13 368.13 368.12 368.12 368.12
30.0000 368.12 368.12 368.11 368.11 368.11
30.2500 368.11 368.11 368.10 368.10 368.10
30.5000 368.10 368.10 368.09 368.09 368.09
30.7500 368.09 368.09 368.08 368.08 368.08
31.0000 I 368.08 368.08 368.07 368.07 368.07
31.2500 368.07 368.07 368.06 368.06 368.06
31.5000 368.06 368.06 368.05 368.05 368.05
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.03
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
--------- I- Time on left
------------- represents time for first value in each row.

31.7500 --
368.05 ------------
368.05 ---------
368.04 ---------------
368.04 ----------
368.04
32.0000 368.04 368.04 368.03 368.03 368.03
32.2500 368.03 368.03 368.02 368.02 368.02
32.5000 368.02 368.02 368.01 368.01 368.01
32.7500 368.01 368.01 368.00 368.00 368.00
33.0000 368.00 368.00 367.99 367.99 367.99
33.2500 367.99 367.99 367.99 367.98 367.98
33.5000 367.98 367.98 367.98 367.97 367.97
33.7500 367.97 367.97 367.97 367.96 367.96
34.0000 367.96 367.96 367.96 367.95 367.95
34.2500 367.95 367.95 367.95 367.95 367.94
34.5000 367.94 367.94 367.94 367.94 367.93
34.7500 367.93 367.93 367.93 367.93 367.92
35.0000 367.92 367.92 367.92 367.92 367.92
35.2500 367.91 367.91 367.91 367.91 367.91
35.5000 367.90 367.90 367.90 367.90 367.90
35.7500 367.90 367.89 367.89 367.89 367.89
36.0000 367.89 367.88 367.88 367.88 367.88
36.2500 367.88 367.88 367.87 367.87 367.87
36.5000 367.87 367.87 367.86 367.86 367.86
36.7500 367.86 367.86 367.86 367.85 367.85
37.0000 367.85 367.85 367.85 367.84 367.84
37.2500 367.84 367.84 367.84 367.84 367.83
37.5000 367.83 367.83 367.83 367.83 367.83
37.7500 367.82 367.82 367.82 367.82 367.82
38.0000 367.81 367.81 367.81 367.81 367.81
38.2500 367.81 367.80 367.80 367.80 367.80
38.5000 367.80 367.80 367.79 367.79 367.79
38.7500 367.79 367.79 367.79 367.78 367.78
39.0000 367.78 367.78 367.78 367.78 367.77
39.2500 367.77 367.77 367.77 367.77 367.76
39.5000 367.76 367.76 367.76 367.76 367.76
39.7500 367.75 367.75 367.75 367.75 367.75
40.0000 367.75 367.74 367.74 367.74 367.74
40.2500 ( 367.74 367.74 367.73 367.73 367.73
40.5000 367.73 367.73 367.73 367.72 367.72
40.7500 367.72 367.72 367.72 367.72 367.71
41.0000 367.71 367.71 367.71 367.71 367.71
41.2500 367.71 367.70 367.70 367.70 367.70
41.5000 367.70 367.70 367.69 367.69 367.69
41.7500 367.69 367.69 367.69 367.68 367.68
42.0000 367.68 367.68 367.68 367.68 367.67
42.2500 367.67 367.67 367.67 367.67 367.67
42.5000 367.67 367.66 367.66 367.66 367.66
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.04
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
---- ----- Time on left
-- represents time for first value in each row.

42.7500 -------------
367.66 ------------
367.66 ---
367.65 ----- ----
367.65 ----------
367.65
43.0000 367.65 367.65 367.65 367.65 367.64
43.2500 367.64 367.64 367.64 367.64 367.64
43.5000 367.63 367.63 367.63 367.63 367.63
43.7500 367.63 367.63 367.62 367.62 367.62
44.0000 367.62 367.62 367.62 367.61 367.61
44.2500 367.61 367.61 367.61 367.61 367.61
44.5000 367.60 367.60 367.60 367.60 367.60
44.7500 367.60 367.60 367.59 367.59 367.59
45.0000 367.59 367.59 367.59 367.58 367.58
45.2500 367.58 367.58 367.58 367.58 367.58
45.5000 367.57 367.57 367.57 367.57 367.57
45.7500 367.57 367.57 367.56 367.56 367.56
46.0000 367.56 367.56 367.56 367.56 367.55
46.2500 367.55 367.55 367.55 367.55 367.55
46.5000 367.55 367.54 367.54 367.54 367.54
46.7500 367.54 367.54 367.54 367.53 367.53
47.0000 367.53 367.53 367.53 367.53 367.53
47.2500 367.53 367.52 367.52 367.52 367.52
47.5000 367.52 367.52 367.52 367.51 367.51
47.7500 367.51 367.51 367.51 367.51 367.51
48.0000 367.50 367.50 367.50 367.50 367.50
48.2500 367.50 367.50 367.50 367.49 367.49
48.5000 367.49 367.49 367.49 367.49 367.49
48.7500 367.48 367.48 367.48 367.48 367.48
49.0000 367.48 367.48 367.48 367.47 367.47
49.2500 367.47 367.47 367.47 367.47 367.47
49.5000 367.47 367.46 367.46 367.46 367.46
49.7500 367.46 367.46 367.46 367.46 367.45
50.0000 367.45 367.45 367.45 367.45 367.45
50.2500 367.45 367.45 367.44 367.44 367.44
50.5000 367.44 367.44 367.44 367.44 367.44
50.7500 367.43 367.43 367.43 367.43 367.43
51.0000 367.43 367.43 367.43 367.42 367.42
51.2500 367.42 367.42 367.42 367.42 367.42
51.5000 367.42 367.41 367.41 367.41 367.41
51.7500 367.41 367.41 367.41 367.41 367.40
52.0000 367.40 367.40 367.40 367.40 367.40
52.2500 367.40 367.40 367.40 367.39 367.39
52.5000 367.39 367.39 367.39 367.39 367.39
52.7500 367.39 367.38 367.38 367.38 367.38
53.0000 367.38 367.38 367.38 367.38 367.38
53.2500 367.37 367.37 367.37 367.37 367.37
53.5000 367.37 367.37 367.37 367.37 367.36
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.05
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
--- ---- Time on left
--------------- represents time for first value in each row.

53.7500
367.36 ------------
367.36 ---------
367.36 -------
367.36 ----------
367.36
54.0000 367.36 367.36 367.36 367.35 367.35
54.2500 367.35 367.35 367.35 367.35 367.35
54.5000 367.35 367.35 367.34 367.34 367.34
54.7500 367.34 367.34 367.34 367.34 367.34
55.0000 367.34 367.34 367.33 367.33 367.33
55.2500 367.33 367.33 367.33 367.33 367.33
55.5000 367.33 367.32 367.32 367.32 367.32
55.7500 367.32 367.32 367.32 367.32 367.32
56.0000 367.32 367.31 367.31 367.31 367.31
56.2500 367.31 367.31 367.31 367.31 367.31
56.5000 367.31 367.30 367.30 367.30 367.30
56.7500 367.30 367.30 367.30 367.30 367.30
57.0000 367.30 367.29 367.29 367.29 367.29
57.2500 367.29 367.29 367.29 367.29 367.29
57.5000 367.29 367.29 367.28 367.28 367.28
57.7500 367.28 367.28 367.28 367.28 367.28
58.0000 367.28 367.28 367.27 367.27 367.27
58.2500 367.27 367.27 367.27 367.27 367.27
58.5000 367.27 367.27 367.27 367.27 367.26
58.7500 367.26 367.26 367.26 367.26 367.26
59.0000 367.26 367.26 367.26 367.26 367.26
59.2500 367.25 367.25 367.25 367.25 367.25
59.5000 367.25 367.25 367.25 367.25 367.25
59.7500 367.25 367.25 367.24 367.24 367.24
60.0000 367.24 367.24 367.24 367.24 367.24
60.2500 367.24 367.24 367.24 367.24 367.24
60.5000 367.23 367.23 367.23 367.23 367.23
60.7500 367.23 367.23 367.23 367.23 367.23
61.0000 367.23 367.23 367.23 367.22 367.22
61.2500 367.22 367.22 367.22 367.22 367.22
61.5000 367.22 367.22 367.22 367.22 367.22
61.7500 367.22 367.22 367.22 367.21 367.21
62.0000 ( 367.21 367.21 367.21 367.21 367.21
62.2500 367.21 367.21 367.21 367.21 367.21
62.5000 367.21 367.21 367.21 367.21 367.20
62.7500 367.20 367.20 367.20 367.20 367.20
63.0000 I 367.20 367.20 367.20 367.20 367.20
63.2500 367.20 367.20 367.20 367.20 367.20
63.5000 367.20 367.20 367.19 367.19 367.19
63.7500 367.19 367.19 367.19 367.19 367.19
64.0000 367.19 367.19 367.19 367.19 367.19
64.2500 367.19 367.19 367.19 367.19 367.19
64.5000 367.18 367.18 367.18 367.18 367.18
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.06
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
-- --- - - Time on left
----------- represents time for first value in each row.

64.7500 ----
367.18 ------------
367.18 ---------
367.18 ---------------
367.18 ----------
367.18
65.0000 367.18 367.18 367.18 367.18 367.18
65.2500 367.18 367.18 367.18 367.18 367.18
65.5000 367.18 367.17 367.17 367.17 367.17
65.7500 367.17 367.17 367.17 367.17 367.17
66.0000 367.17 367.17 367.17 367.17 367.17
66.2500 367.17 367.17 367.17 367.17 367.17
66.5000 367.17 367.17 367.17 367.17 367.16
66.7500 367.16 367.16 367.16 367.16 367.16
67.0000 ( 367.16 367.16 367.16 367.16 367.16
67.2500 367.16 367.16 367.16 367.16 367.16
67.5000 367.16 367.16 367.16 367.16 367.16
67.7500 367.16 367.16 367.16 367.16 367.16
68.0000 367.15 367.15 367.15 367.15 367.15
68.2500 367.15 367.15 367.15 367.15 367.15
68.5000 367.15 367.15 367.15 367.15 367.15
68.7500 367.15 367.15 367.15 367.15 367.15
69.0000 367.15 367.15 367.15 367.15 367.15
69.2500 367.15 367.15 367.15 367.14 367.14
69.5000 367.14 367.14 367.14 367.14 367.14
69.7500 367.14 367.14 367.14 367.14 367.14
70.0000 367.14 367.14 367.14 367.14 367.14
70.2500 367.14 367.14 367.14 367.14 367.14
70.5000 367.14 367.14 367.14 367.14 367.14
70.7500 367.14 367.14 367.14 367.14 367.14
71.0000 367.13 367.13 367.13 367.13 367.13
71.2500 367.13 367.13 367.13 367.13 367.13
71.5000 367.13 367.13 367.13 367.13 367.13
71.7500 367.13 367.13 367.13 367.13 367.13
72.0000 367.13 367.13 367.13 367.13 367.13
72.2500 367.13 367.13 367.13 367.13 367.13
72.5000 367.13 367.13 367.13 367.13 367.13
72.7500 367.13 367.12 367.12 367.12 367.12
73.0000 367.12 367.12 367.12 367.12 367.12
73.2500 367.12 367.12 367.12 367.12 367.12
73.5000 367.12 367.12 367.12 367.12 367.12
73.7500 367.12 367.12 367.12 367.12 367.12
74.0000 367.12 367.12 367.12 367.12 367.12
74.2500 367.12 367.12 367.12 367.12 367.12
74.5000 367.12 367.12 367.12 367.12 367.12
74.7500 367.12 367.12 367.12 367.11 367.11
75.0000 367.11 367.11 367.11 367.11 367.11
75.2500 367.11 367.11 367.11 367.11 367.11
75.5000 367.11 367.11 367.11 367.11 367.11
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.07
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
---------- Time on left
-------------- represents time for first value in each row.

75.7500 -
367.11 ------------
367.11 ---------
367.11 --------------
367.11 -----------
367.11
76.0000 367.11 367.11 367.11 367.11 367.11
76.2500 367.11 367.11 367.11 367.11 367.11
76.5000 367.11 367.11 367.11 367.11 367.11
76.7500 367.11 367.11 367.11 367.11 367.11
77.0000 367.11 367.11 367.11 367.11 367.11
77.2500 367.11 367.11 367.10 367.10 367.10
77.5000 367.10 367.10 367.10 367.10 367.10
77.7500 367.10 367.10 367.10 367.10 367.10
78.0000 367.10 367.10 367.10 367.10 367.10
78.2500 367.10 367.10 367.10 367.10 367.10
78.5000 367.10 367.10 367.10 367.10 367.10
78.7500 367.10 367.10 367.10 367.10 367.10
79.0000 367.10 367.10 367.10 367.10 367.10
79.2500 367.10 367.10 367.10 367.10 367.10
79.5000 367.10 367.10 367.10 367.10 367.10
79.7500 367.10 367.10 367.10 367.10 367.10
80.0000 367.10 367.10 367.10 367.10 367.10
80.2500 367.10 367.10 367.09 367.09 367.09
80.5000 367.09 367.09 367.09 367.09 367.09
80.7500 367.09 367.09 367.09 367.09 367.09
81.0000 367.09 367.09 367.09 367.09 367.09
81.2500 367.09 367.09 367.09 367.09 367.09
81.5000 367.09 367.09 367.09 367.09 367.09
81.7500 367.09 367.09 367.09 367.09 367.09
82.0000 367.09 367.09 367.09 367.09 367.09
82.2500 367.09 367.09 367.09 367.09 367.09
82.5000 367.09 367.09 367.09 367.09 367.09
82.7500 367.09 367.09 367.09 367.09 367.09
83.0000 367.09 367.09 367.09 367.09 367.09
83.2500 367.09 367.09 367.09 367.09 367.09
83.5000 367.09 367.09 367.09 367.09 367.09
83.7500 367.09 367.09 367.08 367.08 367.08
84.0000 367.08 367.08 367.08 367.08 367.08
84.2500 367.08 367.08 367.08 367.08 367.08
84.5000 367.08 367.08 367.08 367.08 367.08
84.7500 367.08 367.08 367.08 367.08 367.08
85.0000 367.08 367.06 367.08 367.08 367.08
85.2500 367.08 367.08 367.08 367.08 367.08
85.5000 367.08 367.08 367.08 367.08 367.08
85.7500 367.08 367.08 367.08 367.08 367.08
86.0000 367.08 367.08 367.08 367.08 367.06
86.2500 367.08 367.08 367.08 367.08 367.08
86.5000 367.08 367.08 367.08 367.08 367.08
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.06
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\ROlesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
-------- Time on left
--------- represents time for first value in each row.

86.7500 ------
367.08 ------------
367.08 ---------
367.08 ---------------
367.08 ----------
367.08
87.0000 367.08 367.08 367.08 367.06 367.08
87.2500 367.08 367.08 367.08 367.08 367.08
87.5000 367.06 367.08 367.08 367.08 367.08
87.7500 367.08 367.08 367.08 367.08 367.08
88.0000 367.08 367.08 367.07 367.07 367.07
88.2500 367.07 367.07 367.07 367.07 367.07
88.5000 367.07 367.07 367.07 367.07 367.07
88.7500 367.07 367.07 367.07 367.07 367.07
89.0000 367.07 367.07 367.07 367.07 367.07
89.2500 367.07 367.07 367.07 367.07 367.07
89.5000 367.07 367.07 367.07 367.07 367.07
89.7500 367.07 367.07 367.07 367.07 367.07
90.0000 367.07 367.07 367.07 367.07 367.07
90.2500 367.07 367.07 367.07 367.07 367.07
90.5000 367.07 367.07 367.07 367.07 367.07
90.7500 367.07 367.07 367.07 367.07 367.07
91.0000 367.07 367.07 367.07 367.07 367.07
91.2500 367.07 367.07 367.07 367.07 367.07
91.5000 367.07 367.07 367.07 367.07 367.07
91.7500 367.07 367.07 367.07 367.07 367.07
92.0000 367.07 367.07 367.07 367.07 367.07
92.2500 367.07 367.07 367.07 367.07 367.07
92.5000 367.07 367.07 367.07 367.07 367.07
92.7500 367.07 367.07 367.07 367.07 367.07
93.0000 367.07 367.07 367.07 367.07 367.07
93.2500 367.07 367.07 367.07 367.07 367.07
93.5000 367.07 367.06 367.06 367.06 367.06
93.7500 367.06 367.06 367.06 367.06 367.06
94.0000 367.06 367.06 367.06 367.06 367.06
94.2500 367.06 367.06 367.06 367.06 367.06
94.5000 367.06 367.06 367.06 367.06 367.06
94.7500 367.06 367.06 367.06 367.06 367.06
95.0000 367.06 367.06 367.06 367.06 367.06
95.2500 ( 367.06 367.06 367.06 367.06 367.06
95.5000 367.06 367.06 367.06 367.06 367.06
95.7500 367.06 367.06 367.06 367.06 367.06
96.0000 367.06 367.06 367.06 367.06 367.06
96.2500 367.06 367.06 367.06 367.06 367.06
96.5000 367.06 367.06 367.06 367.06 367.06
96.7500 367.06 367.06 367.06 367.06 367.06
97.0000 367.06 367.06 367.06 367.06 367.06
97.2500 367.06 367.06 367.06 367.06 367.06
97.5000 367.06 367.06 367.06 367.06 367.06
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.09
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
---- ---- Time on left
--------------- represents
-------- time for first value in each row.

97.7500
367.06 ----
367.06 ---------
367.06 ---------------
367.06 ----------
367.06
98.0000 367.06 367.06 367.06 367.06 367.06
98.2500 367.06 367.06 367.06 367.06 367.06
98.5000 367.06 367.06 367.06 367.06 367.06
98.7500 367.06 367.06 367.06 367.06 367.06
99.0000 367.06 367.06 367.06 367.06 367.06
99.2500 367.06 367.06 367.06 367.06 367.06
99.5000 367.06 367.06 367.06 367.06 367.06
99.7500 367.06 367.06 367.06 367.06 367.06
100.0000 367.06 367.06 367.06 367.06 367.06
100.2500 367.06 367.06 367.06 367.06 367.06
100.5000 367.06 367.06 367.06 367.06 367.06
100.7500 367.06 367.06 367.06 367.06 367.06
101.0000 367.06 367.05 367.05 367.05 367.05
101.2500 367.05 367.05 367.05 367.05 367.05
101.5000 367.05 367.05 367.05 367.05 367.05
101.7500 367.05 367.05 367.05 367.05 367.05
102.0000 367.05 367.05 367.05 367.05 367.05
102.2500 367.05 367.05 367.05 367.05 367.05
102.5000 367.05 367.05 367.05 367.05 367.05
102.7500 367.05 367.05 367.05 367.05 367.05
103.0000 367.05 367.05 367.05 367.05 367.05
103.2500 367.05 367.05 367.05 367.05 367.05
103.5000 367.05 367.05 367.05 367.05 367.05
103.7500 367.05 367.05 367.05 367.05 367.05
104.0000 367.05 367.05 367.05 367.05 367.05
104.2500 367.05 367.05 367.05 367.05 367.05
104.5000 367.05 367.05 367.05 367.05 367.05
104.7500 367.05 367.05 367.05 367.05 367.05
105.0000 367.05 367.05 367.05 367.05 367.05
105.2500 367.05 367.05 367.05 367.05 367.05
105.5000 367.05 367.05 367.05 367.05 367.05
105.7500 367.05 367.05 367.05 367.05 367.05
106.0000 367.05 367.05 367.05 367.05 367.05
106.2500 367.05 367.05 367.05 367.05 367.05
106.5000 367.05 367.05 367.05 367.05 367.05
106.7500 367.05 367.05 367.05 367.05 367.05
107.0000 367.05 367.05 367.05 367.05 367.05
107.2500 367.05 367.05 367.05 367.05 367.05
107.5000 367.05 367.05 367.05 367.05 367.05
107.7500 367.05 367.05 367.05 367.05 367.05
108.0000 367.05 367.05 367.05 367.05 367.05
108.2500 367.05 367.05 367.05 367.05 367.05
108.5000 367.05 367.05 367.05 367.05 367.05
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Time-Elev Page 5.10
Name.... POND 10 OUT Tag: Dev 1 Event: 1 yr
File.... P:\_PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Storm... TypeII 24hr Tag: Dev 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0500 hrs
hrs
---------- Time on left
--------------- represents time for first value in each row.

108.7500
367.05 -----------
367.05 ----------
367.05 ---------------
367.05 ----------
367.05
109.0000 367.05 367.05 367.05 367.05 367.05
109.2500 367.05 367.05 367.05 367.05 367.05
109.5000 367.05 367.05 367.05 367.05 367.05
109.7500 367.05 367.05 367.05 367.05 367.05
110.0000 367.05
SIN: 121E01C0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Vol: Elev-Area
Name.... POND 10
Page 6.01
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in)
------------ (acres)
--------- (acres)
----------
---
- (ac-ft) (ac-ft)

367.00
-----
.3726 --
-
.0000 ---------
.000 -------------
.000
367.50 ----- .4484 1.2297 .205 .205
368.00 ----- .4728 1.3816 .230 .435
368.35 ----- .4901 1.4443 .169 .604
368.50 ----- .4976 1.4815 .074 .678
369.00 ----- .5229 1.5306 .255 .933
369.50 ----- .5487 1.6072 .268 1.201
370.00 ----- .5749 1.6852 .281 1.482
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Outlet Input Data Page 7.01
Name.... Outlet 6
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 367.00 ft
Increment = .05 ft
Max. Elev.= 370.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
*--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir-Rectangular WR ---> TW 368.600 370.000
Inlet Box IB ---> CV 368.350 370.000
Orifice-Circular 01 ---> CV 367.000 370.000
Culvert-Circular CV ---> TW 360.850 370.000
TW SETUP, DS Channel
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Outlet Input Data
Name.... Outlet 6
Page 7.02
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir-Rectangular
------------------------------------
# of openings = 1
Crest Elev. = 368.60 ft
Weir Length = 110.00 ft
Weir Coeff. = 2.800000
Weir TW effects (Use adjustment equation)
Structure ID = IB
Structure Type
------ = Inlet Box
-----------
# of Openings -------------
= 1 ------
Invert Elev. = 368.35 ft
Orifice Area = 2.8000 sq.ft
Orifice Coeff. _ .600
Weir Length = 9.30 ft
Weir Coeff. = 2.800
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 01
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 367.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Outlet Input Data
Name.... Outlet 6
Page 7.03
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CV
Structure Type
---------- = Culvert-Circular
--------
No. Barrels -----------
= 1 -------
Barrel Diameter 1.5000 ft
Upstream Invert = 360.85 ft
Dnstream Invert = 360.53 ft
Horiz. Length = 64.00 ft
Barrel Length = 64.00 ft
Barrel Slope = .00500 ft/ft
OUTLET CONTROL DATA.. .
Mannings n = .0150
Ke = .5000
Kb = .024249
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0045
Inlet Control M 2.0000
Inlet Control c = .03170
Inlet Control Y = .6900
T1 ratio (HW/D) = 1.093
T2 ratio (HW/D) = 1.195
Slope Factor = -.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 362.49 ft ---> Flow = 7.58 cfs
At T2 Elev = 362.64 ft ---> Flow = 8.66 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Composite Rating Curve
Name.... Outlet 6
Page 7.04
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge
-----------
--
------------
Elev. Q TW E lev Error
ft
-------- cfs
------- f
----- t +/-ft
--- Contributing Structures

367.00
.00
Free -----
Outfall ------------
(no Q: WR, --
IB ------------
,OI,CV)
367.05 .00 Free Outfall 01,CV (no Q: WR,IB)
367.10 .02 Free Outfall 01,CV (no Q: WR,IB)
367.15 .03 Free Outfall 01,CV (no Q: WR,IB)
367.20 .06 Free Outfall 01,CV (no Q: WR,IB)
367.25 .08 Free Outfall 01,CV (no Q: WR,IB)
367.30 .10 Free Outfall 01,CV (no Q: WR,IB)
367.35 .11 Free Outfall 01,CV (no Q: WR,IB)
367.40 .12 Free Outfall 01,CV (no Q: WR,IB)
367.45 .13 Free Outfall 01,CV (no Q: WR,IB)
367.50 .14 Free Outfall 01,CV (no Q: WR,IB)
367.55 .15 Free Outfall 01,CV (no Q: WR,IB)
367.60 .16 Free Outfall 01,CV (no Q: WR,IB)
367.65 .17 Free Outfall 01,CV (no Q: WR,IB)
367.70 .18 Free Outfall 01,CV (no Q: WR,IB)
367.75 .19 Free Outfall 01,CV (no Q: WR,IB)
367.80 .19 Free Outfall 01,CV (no Q: WR,IB)
367.85 .20 Free Outfall 01,CV (no Q: WR,IB)
367.90 .21 Free Outfall 01,CV (no Q: WR,IB)
367.95 .21 Free Outfall 01,CV (no Q: WR,IB)
368.00 .22 Free Outfall 01,CV (no Q: WR,IB)
368.05 .23 Free Outfall 01,CV (no Q: WR,IB)
368.10 .23 Free Outfall 01,CV (no Q: WR,IB)
368.15 .24 Free Outfall 01,CV (no Q: WR,IB)
368.20 .24 Free Outfall 01,CV (no Q: WR,IB)
368.25 .25 Free Outfall 01,CV (no Q: WR,IB)
368.30 .26 Free Outfall 01,CV (no Q: WR,IB)
368.35 .26 Free Outfall 01,CV (no Q: WR,IB)
368.40 .56 Free Outfall IB,OI,CV ( no Q: WR)
368.45 1.10 Free Outfall IB,01,CV ( no Q: WR)
368.50 1.79 Free Outfall IB,OI,CV ( no Q: WR)
368.55 2.61 Free Outfall IB,01,CV ( no Q: WR)
368.60 3.54 Free Outfall IB,OI,CV ( no Q: WR)
368.65 8.01 Free Outfall WR,IB,OI,CV
368.70 15.43 Free Outfall WR,IB,OI,CV
368.75 24.78 Free Outfall WR,IB,OI,CV
368.80 35.71 Free Outfall WR,IB,OI,CV
368.85 48.02 Free Outfall WR,IB,OI,CV
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Type.... Composite Rating Curve
Name.... Outlet 6
Page 7.05
File.... P:\-PROJECT FILES\Rolesville Middle School (M6)\POND\R1 POSTREV.PPW
* **** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converge
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
----- Contributing Structures

368.90
60.92 -
Free -- -----
Outfall --------------------------
WR,IB,01,CV
368.95 74.54 Free Outfall WR,IB,01,CV
369.00 89.11 Free Outfall WR,IB,01,CV
369.05 104.57 Free Outfall WR,IB,01,CV
369.10 120.90 Free Outfall WR,IB,01,CV
369.15 138.02 Free Outfall WR,IB,01,CV
369.20 155.91 Free Outfall WR,IB,01,CV
369.25 174.53 Free Outfall WR,IB,01,CV
369.30 193.86 Free Outfall WR,IB,01,CV
369.35 213.88 Free Outfall WR,IB,01,CV
369.40 234.55 Free Outfall WR,IB,01,CV
369.45 255.86 Free Outfall WR,IB,01,CV
369.50 277.79 Free Outfall WR,IB,01,CV
369.55 300.31 Free Outfall WR,IB,01,CV
369.60 323.44 Free Outfall WR,IB,01,CV
369.65 347.12 Free Outfall WR,IB,01,CV
369.70 371.38 Free outfall WR,IB,01,CV
369.75 396.16 Free Outfall WR,IB,01,CV
369.80 421.48 Free Outfall WR,IB,01,CV
369.85 447.34 Free Outfall WR,IB,01,CV
369.90 473.69 Free outfall WR,IB,01,CV
369.95 500.56 Free Outfall WR,IB,01,CV
370.00 527.91 Free Outfall WR,IB,01,CV
SIN: 121E01C0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010
Appendix A
Index of Starting Page Numbers for ID Names
----- 0 -----
Outlet 6... 7.01, 7.04
----- P -----
POND 10... 6.01
POND 10 OUT Dev 1... 5.01
----- S -----
SUBAREA 10... 3.01, 4.01
----- W -----
Watershed... 1.01
WILSON... 2.01
A-1
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 4:03 PM Date: 2/2/2010