20110701 Ver 1_401 Application_20110711

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36641
FROM S & EC
FAST LANE PICKUP DATE PICKUP i iIVIE
'SAME DAIS DRIVER # OF PIECE_WEIGHT _
BILL TO :.'SHIPPER RECEIVER 3RD PARTY
NEXT DAY CAR VAN ROUND TRIP CHARGES
11010 RAVEN RIDGE ROAD
RALEIGH, NC 27614
846-5900
TO
COMPANY NAME - {. " .
STREET ADDRESS"-: /'V'..
CITY f ST3 _ ZIP a C u `
CONTACT NAME
PROJECT 7 d? PHONE#
SIGNATURE PRINT DATE TIME
201
070
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
July 28, 2011
S&EC Project #11202.P1
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Eric Alsmeyer
3331 Heritage Trade Drive, Ste.105
Wake Forest, NC 27587
From: Bob Zarzecki
Soil & Environmental Consultants, P.A.
11010 Raven Ridge Road
Raleigh, NC 27614
Re: Isley Residential
Durham County, NC
?On behalf of the applicant, the Shepherd Family (Attn: Steve Shepherd) , please find attached a complete
application and supplemental information requesting written concurrence from the U.S. Army Corps of
Engineers (USACE) and the N.C. Division of Water Quality (NCDWQ) that the activities proposed below
may proceed under Nationwide Permits 29 and General Water Quality Certifications 3821. Please contact
me at [phone] if you have any questions or require additional information.
PROJECT SUMMARY
Project Name Isle Residential
Project Type Residential Subdivision
Owner / Applicant Shepherd Family
Count Durham
Nearest Town Durham
Waterbod Name UT to Mud Creek
Basin / Sub-basin Cape Fear Jordan Watershed)/1 6-41 -1 -10
Index Number 03-06-05
Class WS-V; NSW
IMPACT SUMMARY
Stream Impact (acres): 0.013
Wetland Impact (acres): 0
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.013
Total Stream Impact (linear feet): 110
Attachments:
1° _---
Agent Authorization Form
Pre-construction Notification Application Form IW"d.',?IATLIO
Soil Survey Map & USGS Topographic Map
NRCS
Overall Site Plans & Impact Exhibits
Stormwater Impact Statement (DWQ only) F,.w-
8 2011
$240 DWQ Application Fee
,.__ Qu?u?rY
N.C. Division of Water Quality
WebSCaPe Unit
Attn: Karen Higgins
512 N. Salisbury Street-9?h floor
Raleigh, NC 27603
20110T0 1
O?OF W A TF19
O 'r
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form lima
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 29 or General Permit (GP) number: 3821
1c. Has the NWP or GP number been verified by the Corps? ? Yes ® No
1 d. 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
1e. 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: Isley Residential
2b. County: Durham
2c. Nearest municipality / town: Durham
2d. Subdivision name: Isley Residential
2e. NCDOT only, T.I.P. or state
project no: N/A
3. Owner Information
3a. Name(s) on Recorded Deed: Steve Shepherd
3b. Deed Book and Page No. 1699/854
3c. Responsible Party (for LLC if
applicable): N/A
3d. Street address: 3804 W. Cornwallis Road
3e. City, state, zip: Durham, NC 27705
3f. Telephone no.: 919-219-0727
3g. Fax no.: N/A
3h. Email address: N/A
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: Applicant is Owner as listed on the Agent
Authorization; please copy agent (S&EC) on all correspondence
4b. Name: Mr. Steve Shepherd
4c. Business name
(if applicable): N/A
4d. Street address: 3804 W. Cornwallis Road
4e. City, state, zip: Durham, NC 27705
4f. Telephone no.: 919-219-0727
4g. Fax no.: N/A
4h. Email address: N/A
5. Agent/Consultant Information (if applicable)
5a. Name: Bob Zarzecki
5b. Business name
(if applicable): Soil & Environmental Consultants, PA
5c. Street address: 11010 Raven Ridge Road
5d. City, state, zip: Raleigh, NC 27614
5e. Telephone no.: [phone]
5f. Fax no.: [phone]
5g. Email address: [e-mail]
Page 2 of 11
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 0802-04-52-0181 & 0802-04-51-8949
1b. Site coordinates (in decimal degrees): Latitude: 36.0073 Longitude: - 78.9819
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: +/- 24 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to UT to Mud Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: 16-41-1-10; WS-V; NSW; 03-06-05
2c. River basin: Cape Fear River - Jordan Lake (USGS Cataloging Unit
03030002); Hydrologic Unit Code 03030002
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 site is currently a mix of forested and open field. A UT to Mud Creek splits the two parcels of land (Lots 1 & 2). Land
use in the surrounding area is single family residential.
3b. List the total estimated acreage of all existing wetlands on the property:
0.007
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
Approximately 750 linear feet
3d. Explain the purpose of the proposed project:
The purpose of the project is to construct a driveway crossing of the UT to Mud Creek to provide access to Lot 2 which is
an upland area that is currently inaccessible.
3e. Describe the overall project in detail, including the type of equipment to be used:
A UT to Mud Creek separates Lot 1 from Lot 2. Lot 2 is an upland area that is currently inaccessible. The applicant
requires the single stream crossing to access Lot 2. Equipment typical of driveway projects, including backhoes, graders,
etc. will be used.
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: Soil & Environmental
Name (if known): Mr. Bob Zarzecki Consultants, PA
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
The applicant does not dispute the jurisdiction of either stream on the property. The only other potentially jurisdictional
area is the +/- 0.007 ac wetland pocket along the main stream which will not be impacted by this project.
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
B. Project Information and Prior Project History
6. Future Project Plans
6a. Is this a phased project? ? Yes ® No
6b. If yes, explain.
Page 4 of 11
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. 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 ? Yes ? Corps
? No ? DWQ
W2 ? PEI T ? Yes ? Corps
? No ? DWQ
W3 ? P ? T ? Yes ? Corps
? 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
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 -
Permanent (P) or (PER) or
intermittent (Corps - 404, 10
DWQ - non-404 stream
width length
(linear
Temporary (T) (INT)? ,
other) (feet) feet)
S1 ®P ? T Driveway
Crossing UT to Mud Creek ® PER
? INT ® Corps
? DWQ +/-5 110
3h. Total stream and tributary impacts 110
3i. Comments:
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 individual) list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary T
01 ?P?T
4f. Total open water impacts
4g. Comments:
Page 5 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
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: Jordan
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 impact Stream name mitigation (square feet) (square feet)
Temporary T required?
131 ®P ? T Driveway
Crossing UT to Mud Creek ? Yes
® No 4,353 1,514
6h. Total buffer impacts 4,353 1,514
6i. Comments: The applicant will be securing a Riparian Buffer Authorization from Durham for this project. The
riparian buffer impacts are listed here as a courtesy only.
Page 6 of 11
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The applicant requested a detailed delineation of streams and wetlands prior to site plan development in order to
determine the extent and location of streams and wetlands in the vicinity of the proposed crossing. The site plan
has limited permanent impacts to one driveway crossing on a perennial/important stream. Streams are not crossed
multiple times by roads. The proposed driveway crossing is necessary in order to provide access to Lot 2 which is
located in the uplands.
The applicant is also aware of the regional conditions associated with the Nationwide Permits 29. With respect to
residential development conditions (Regional Conditions section 4.9) the applicant does not anticipate any impacts
to streams or wetlands associated with stormwater facilities, there are no proposed single-family recreation
facilities, and there are no permanent wetland or stream fills proposed within the floodway and the stream
classification for this project is Water Supply (WS) V; Nutrient Sensitive Waters (NSW) (i.e. not Outstanding
Resource Waters or High Quality Waters).
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The culvert was designed to cross the stream as close to perpendicular as possible to minimize impacts. Fill
slopes at the crossing were designed at the maximum slope allowed by local code, 3:1, to minimize impacts to the
buffer. Significant silt fencing will be installed as part of the culvert installation to reduce impacts to the stream from
site erosion
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
project?
El Payment to in-lieu fee program
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
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:
Page 7 of 11
PCN Form - Version 1.3 December 10, 2008 Version
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
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1a. 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.
® Yes ? No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 5%
2b. Does this project require a Stormwater Management Plan? ? Yes ® No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why: As per DWQ's Low Density definition
within Water Quality Certification 3821, this project will be well below 24% impervious post construction (only 5%);
stormwater is being transported via vegetated conveyances; there is no proposed stormwater collection system and any
areas of concentrated imperviousness (i.e. home sites) are located in the uplands.
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
? 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?
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties
? HOW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply):
? Session Law 2006-246
? Other:
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)
1 a. 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)?
1c. 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
letter.) ? Yes ? No
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 2B .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.
We have reviewed the "DRAFT Internal Policy, Cumulative impacts and the 401 Water Quality Certification and Isolated
Wetland Programs" document prepared by the NC Division of Water Quality on April 10, 2004, version 2.1. The draft
states that most small scale residential projects are unlikely to cause cumulative impacts. This project does not meet any
of the three criteria of private projects that can clearly result in cumulative impacts. The proposed project is for a single
residential lot driveway, is within a rural residentially developed area and will not require municipal infrastructure (i.e.
water or sewer). We anticipate that you will advise us if a qualitative or quantitative impact analysis is required.
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.
On-site septic 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. ? A
h
ill
ev
e
s
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
The NC-Natural Heritage Programs Virtual Workroom was used to search for elemental occurrences of state and
federally protected species in the vicinity of the project. There were no elemental occurrences of federally threatened or
endangered species within 2 miles of the center of the project area.
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?
The proposed project is in Durham County which is not near any coastal or tidal habitat that would support EFH (i.e. salt
marshes, oyster reefs, etc.)
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?
Records checks at the State Historic Preservation Office or the Office of State Archeology were not performed. Utilizing
Google Earth and NC National Register Points, the closest structures are the Bennett Place State Historic Site and the
Murphey School which are 2 and 2.5 miles from the center of the project (respectively). No structures were noticed
during the wetland evaluation. The project is consistent with adjacent land uses.
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? http://www.ncfloodmaps.com/
Bob Zarzecki July 28, 2011
Applicant/Agent's Printed Name A ea art's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is provided.
Page 11 of 11
Name:
Address:

Environmental
Consultants, PA
'hone: (919) 846-59M 9 Fax: [phone]
All Blanks To Be Filled in By The Current Landowner or Municipal Official
Project Name/Description: S /!e-1 " h
Date: 3 Z0
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wilmington, NC 28402
Attn: L ,ef C; C S ??/C= ?C72
Field Office: _ AC?r'?
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
?o?J

J
S&EC Project # 11Z0 Z
I, the current landowner or municipal official, hereby designate and authorize Soil & Environmental Consultants,
PA to act in my behalf as my agent in the processing of permit applications, to furnish upon request supplemental
information in support of applications, etc. from this day forward. The day of
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only for government officials to
enter the property when accompanied by S&EC staff. You should call S&EC to arrange a site meeting prior to
visiting the site.
Print Property Owner's or MuniciAal Official's Name Property Owner's or Muwkipal Official's Si e
1 &L
cc: Ms. Cyndi Karoly / © cc: Mr. Bob Zarzecki
NCDENR - DWQ fn 6- 6A^ (: ( Soil & Environmental Consultants, PA
2321 Crabtree Boulevard
Raleigh, NC 27604
Charlotte Office: Greensboro Office:
236 LePhil lip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
0727
AGENT AUTHORIZATION FORM

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Project Map Title:
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Project Manager: Topocyaphic Vicinity Map Soil & Environmental Consultants, PA
Bz 11010 Raven Ridge Rd.• Raleigh, NC 27614
151ey Property (919) 846-5W • [phone]
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151ey Property [phone] • [phone]
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11
County of Durham
Engineering Department
Stormwater and Erosion Control Division
120 E. Parrish Street, Law Bldg., 1 st Floor
Durham, North Carolina 27701
[phone] Fax: [phone]
Stormwater and Erosion Control Division Site Plan and Preliminary Plat Submittal Checklist
For each review submittal the entire study must be submitted. This includes re-submittals. Partial study
packages will not be reviewed. Incomplete Stormwater Site Plan Submittals will be returned with NO
REVIEW PERFORMED. Contact Stormwater and Erosion Control Division concerning redevelopment,
expansion or projects which result in a decrease in impervious area for modified submittal requirements.
This submittal checklist is to be submitted with each plan submittal.
L PROJECT INFORMATION
Project Name: Isley Residential Phase: I
Previous Project Name, if applicable: n/a
PIN: 0802-04-51-8949,0802-04- Tax Map Number PID: 213252, 213251 Planning Case Number: n/a
52-0181
Owner Priscilla Shepherd Phone Number n/a
Owner Address 2600 Croasdaile Farm Parkway #C212 Durham, NC 27705
Project Comment Contact Person: Rlc_'r?? t??nc,1c? \ E. Phone number [phone]
Fax number: [phone] Company Name: Milone & Mac Broom, Inc.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines submittal requirements. Initial in the space provided to indicate the
following submittal requirements have been met and supporting documentation is attached.
A. General Requirements
Applicant's initials
a. Stormwater Impact Analysis (SIA) including narrative report and drainage calculations
sealed and signed by North Carolina Professional Engineer.
!-'AC b. Cape Fear Neuse Basin (circle one).
(If Neuse Basin circled completion of Section D. below is required)
k; P2L c. INSIDE =OUTSIDE circle one) Water Supply Watershed.
(If INSIDE Water Supply Watershed completion of Section E. below is required)
-?? C d. Show ALL Riparian Stream Buffers on the plan. Diffuse flow into stream
buffers is required. (Complete Section C where required)
e. Floodplain located on site: Yes /(circle one). A copy of floodplain map
with site boundary shown is required and the 100-year floodplain with base
flood elevations (if applicable) must be shown on the site plan.
Page 1 of 3
Revised as of 1/27/06
A 10% Stormwater Rule Requirements
fi a. Durham County Soils map with site boundary shown. ,,-y -? 1'E--I v.r? x
> ?L b. USGS 7.5 Minute Quadrangle with site boundary shown. - X
c. Introduction narrative describing the site conditions in pre- and post-development
conditions including a description of site improvement changes.
d. Drainage area map including: 2-V-:J Aei-,.t;x ,
Site area delineated, scale and north arrow.
Sub-basins delineated for pre- and post-development conditions
with area in acres indicated.
ZAnalysis points clearly identified and labeled.
Z Segmented TR-55 time of concentration flow paths showing each
segment.
e. Methodologies and procedures described.
- ?C. £ Site plan or grading plan identifying pre- and post-development drainage patterns.
po` g. Pre- and post-development times of concentration calculated using the TR-55
segmented approach.
h. Calculations for the pre- and post-development discharges for the 1-, 2- and 10-year 24-
hour storm using TR-55, TR-20, HEC-HMS, HEC-1 or Rational Method. The discharge
point for these calculations is the property boundary.
'mil ` i. Summary of Results provided in the following format (see Example below).

BASIN
NAME Pre-
Developed
.1-year
discharge Post-
Developed
.1-year
discharge

%
Increase Pre-
Developed
2 -year
discharge Post-
Developed
2 -year
dischar a

%
Increase Pre-
Developed
10 year
dischar a Post-
Developed
10 year
discharge

%
Increase
Detention
Required
ffeslNo)

j. Conclusion providing detailed findings.
V)L k. BMP provided (indicate quantity): -Wet Pond -Sand Filter _Bioretention
-Dry Detention Other
,,,??
x Not required
1. BMP benefits: -control 1-, 2- and 10-year discharge
-Other
_XNot required
Page 2 of 3
Revised as of 1/27/06
C. Riparian Stream Buffers
C_ a. A copy of the Durham County Soils map and the USGS 7.5 Minute Quadrangle with
??
the site indicated has been provided. Diffuse flow into buffers is required.
r? qL b. All Durham County stream buffers are shown on the plan for intermittent and perennial
streams shown on the Durham County Soils map or the USGS 7.5 Minute Quad.
Diffuse flow into buffers is required
h? c. NCDENR documentation for approval of buffer impacts provided. - S ?r,,v, i`h%a OAK-2 a - d. Stream delineations ape Fea / Neuse Basin). If in Neuse Basin, provide NCDENR
Division of Water Quality documentation. If in Cape Fear Basin, provide report as
required by Section 14-153(b)(3) (i) of the County Stormwater Ordinance.
D. Neuse Basin Requirements ALI/4
Note: If a single family, duplex, or recreational development disturbs 51 acre or a multi-family,
office, institutional, commercial or industrial development disturbs 5 0.5 acres then all items below
are N/A.
dV . a. Pre- and post-development nitrogen calculations using Durham County Nitrogen
Calculation Tables.
;V b. Nitrogen buy-down calculations (if necessary). Site plan will not be approved until
WRF payment is verified.
E. Water Supply Watershed Requirements /V/1
A/ a. Indicate the water supply watershed overlay district(s) the project is located. (Circle all
that apply) (F/J-A, F/J-B, E-A, E-B, M/LR-A, M/LR-B)
b. Provided BMP for 85% TSS removal or narrative explaining why it is not
provided
Al 1A
c. BMP provided: -Wet Pond
Sand Filter _Bioretention _Dry Detention
-Other
Not required
ti d. BMP benefits: _85%TSS Removal -Other
Not required
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of
permit fee and payment of surety are required prior to construction drawing approval.
Page 3 of 3
Revised as of 1/27/06
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STORMWATER IMPACT STATEMENT
AND
STREAM CROSSING ANALYSIS
ISLEY RESIDENTIAL DEVELOPMENT
CORNWALLIS ROAD
DURHAM COUNTY, NORTH CAROLINA
MMI #4276-02
July 22, 2011
Prepared for:
Nathan Isley
112 South Duke Street #5
Durham, North Carolina27701
Prepared hv:
bgitweri%,
Landscape Atchift0tre
"?Id h1vinHOmnial Science
MILONE & MACBROOM..
123 Glenwood Avenue
Raleigh, NC 27603
Tel. [phone]
Fax[phone]
u,viii?. milot7eanc7machroom. coin
0
'?%?y9,9 FNGINE?P'OVP:
C
FOR REVIEW ONLY
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TABLE OF CONTENTS
Paec
1.0 INTRODUCTION .................................................................................................................... 1
2.0 EXISTING & PROPOSED CONDITIONS ............................................................................. 2
3.0 SITE HYDROLOGIC STUDY ................................................................................................ 3
4.0 PROPOSED CULVERT DESIGN ............................................................................................. 4
5.0 RESULTS & CONCLUSIONS .................................................................................................. 6
LIST OF APPENDICES
Appendix A Site Support Data
• Durham County Soils Map
• USGS Map
• FEMA FIRM Map
Appendix B Site Hydrologic Analysis & Results
+ Rational "C" Value Estimation
• Hydraflow Hydrographs Report Output
• Drainage Area Map
Appendix C Culvert Design Data
• Stream Hydrology Estimate
• Hy8 Culvert Analysis Output
• Channel Analysis
• 25-year Inundation Area Exhibit
• 100-year Inundation Area Exhibit
Appendix D Level Spreader Data
• Drainage Area Map
• NC DENR Supplement Form
LIST OF GRAPHICS AND TABLES
Graphics:
Site Location Map (USGS) .............................................................
Site Aerial Map (Google) ......................................................................................................................... 2
Established Flood Zones (FEMA FIRM) ................................................................................................. 2
Soil Hydrologic Group Map (USDA) ...................................................................................................... 4
Tables:
41: Summarv of Existing Hydrology ..................................... 5
#2: Summary of Proposed Hydraulic Analysis ....................................................................................... 6
43: Summary of Site Hydrology ............................................................................................................. 6
TCA
1.11 INTRODUCTION
Nathan Islet' has contracted Mimm. & M wBtuxnt, INC to perform a preliminary hydrologic
and hydraulic study for the "Islet' Residential De\'elopment" project located in Durham County.
North Carolina. The study utiliied the North Carolina Department of Environment and Natural
Resources (NC DENR) Division of Water Quality (D«'Q) " Stormwater Best Management
Practices Manual" and applicable sections of the Durham County Code of Ordinances to predict
the design storm e\'ent Ilows that can be expected from the future development of the parcel. and
determines the impact of these flows on the existing drainage ways proximate to the site.
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Site Location Man
The Durham County Stormwater Rules requires the 1'ollow•ing low density developments:
• The runoff flow rate from new development shall not exceed the peak runoff rate leaving the
site under pre-development conditions for the 1-year. 24-11our storm events by more than
10% or B VIP's will be required
o Request to provide 2-year, and I1)-year calcs. for reference
• Provide diffused flow into stream buffers
2.11 EXISTING & PROPOSED CONDITIONS
S I OR.NM A'I'ER IMPAC 1' S IA ITINI :.\ r I -
ISIA'I St BDIN Ism\ (n1 Im'%m. \(')
duh 21111
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Evisibig
The -?-I acre parcel is located on the north side of W'cst Cornwallis Road, approximatcl} 0.35
miles cast of the W. Cornwallis Road,Kerlev Road intersection, proximate to the Durharn Orange
Countv line.
Site Aerial Mau
The parcel is currently tin-developed with land-use characteristics of predominately woodlands,
and areas of mcadowiopen field. The property was recently subdivided from a ]artier tract-
therefore no defined access to the site currently exists. however the parcel contains frontage alom,
West Cornwallis Road. The northern property line is bordered by a natural drainage way \\hich
is a tributary of Nc\\ Hope Creck in the Cape Fear R1\ cr Basin, and an existing \watercourse
channel flows from the northern property line in a southerly direction to an existing pond along
the southern property line. No portion of the parcel was located within a regulated gone on the
FEMA National Flood Insurance Rate Mapping.
RjL
d rr 'V ?' ? ?` ± -
I ?
Established Flood Zones
?nrircc. 1'll! 1171i.111':t:,'r?('
Proposed
I OR\1\\ .\ I ER IMPACTS IA I'F.\IEN r - 2 -
ISLE\ St nn1\ ISIO] (m Im.%lil. N(•)
duh 2011
.? \luuv x \1 "( lip ()()\I
The site was created through a by-right subdivision creating parcels "realer than 10 acres in size,
' \vith the intended use to be a low density (less that 24°4 impervious) residential subdi\ ision,
located in the Rural Residential (RR) none. "Rural" Tier of the City of Durham, with a Future
Land Use designated for Rural Density Residential (RDR). The proposed development \vIII vicld
three (3) sink-le-fami1v home sites with an average site area of two and a half acres (2.5 ac.). and
' one larger tract suitable for a homcsite that will be approximately twelve acres ( l2 ac.) that will
require a stream crossing. The project is considered to have four (4) single fvnily homesites for
the purpose of this analysis. Disturbed land outside of the building footprint is anticipated to be
' \\ell-maintained grass, with existinL woodland surrounding. Approximately 2,500 Linear Feet
(LE) of combined access dri\c\\ ay will pro\ ide access to the indi\idual home sites from West
Cornwallis Road. Construction of the facility \%III require clear approximately X4.9 acres
' (including drivc\\ay and indi\ ideal home site grading), with the balance of the site remaining
forestland. No mass grading \\ Ill take place on-site, each lot \vill be graded and prepared at the
time it is constructed.
In addition to the lots, the project will contain:
• Sanitary Sub-surface Wastewater (Septic) systems
• Private wells
• Gravel Drive\\"av
• Roadside Swale storm drainage system
• Landscaping
The site has been allocated 5,445 SF of imper\ ious surface per homesite for a total of 0.5 acres.
The site will contain 0.75 Acres of impervious surfaces in [lie form of driveway with roadside
ditches.
3.0 SITE HYDROLOGIC STVQY
The hydrologic study was performed using the Rational Method, based on the size of the
watersheds used in the study. The computer modeling prod. ram entitled HrdrerJ]u,r Hrclrc{?iuplac
'009 by /n/clr.volvv was used to calculate the peak now rates and volumes. The program is
capable of hydrograph calculations based on user inputs. Hydrologic analysis of the 150 Acre
watershed was conducted to determine the peak runoff rates for the l-year, 2-year, and 25-year
storm event. The analysis was conducted based on standard engineering practices, and were
calculated taking into account post-de\clopment conditions of the project site.
Rational Method runoff coefficients ("C values") were calculated based on the proposed land
' uses and existing soils information, \vith land classes of \Voodlands, Nteadows, Open Space,
Impervious. Roadways \\ ith roadside ditches, and single-family residential ( i-acre parcel size).
The model results and supporting data can be fOLInd in Appendix B of this report.
Fxisting soils information was gathered from the USDA NRCS Web Soil Survcy, and it was
determined that the majority of the watershed contained "Urban" soils, which are characteristic of
significant impacts and compaction due to the location of the soils.
' SIOR\BVVIER I\11'.\CI'tiIAIE\IEN r -3-
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Source V SDI JSml! Sw', I /n lbrrban, Cww"{ %,.rlh t'?rr„fir!,r'She"t "{'Ib
4.0
Soils classified by the United State Department of Agriculture Natural Resources Conservation
Sen ice as Group "B" soils. 1-la\ e a moderate infiltration rate when thoroughl\ .yet. These consist
chiefly of moderatcly deep or deep, moderately \\ el l drained or vvell drained soils that hay c
moderatcly fine texture to moderatcly coarse texture. These soils have a moderate rate ofwater
transmission (USDA-NRCS). Soils classified as group "D" soils have a very slow infiltration
rate (high runoff potential) when thoroughly yet. These consist chiefly of clays that have a high
shrink-s«-ell potential. soils that have a high water table. soils that have a clavpan or clav laver at
or near the surface. and soils that are shallo\v over nearly impervious material. These soils have a
\cry slow rate ofwater transmission.
PROPOSED CULVERT DESIGN
An analysis was conducted to detenmine the sire and shape of culvert required to convey the
design flow rate under the future driveway and determine the change in inundation area upstream
of the proposed culvert. The analysis included computations to determine the hydrology or peak
flow rate to the proposed culvert location. hydraulic analysis of the proposed culvert. and
computations to estimate the inundation area in the channel upstream of the cul\ crt inlet under
both existing and proposed conditions. The follo" in- discussion describes how each component
of the analysis vyas conducted.
The hydrologic flo\y data used to conduct the culvert analysis was obtained using methods
outlined in the U.S. Geological Suryev (USGS) Scientific Imcstigations Report ?009-5158
entitled Mcigniltrdc and hi-egnenc•r o/'Rtu•al f7oodv: in the Southea.slcrn l'nited State.%, Ihrongh
006: Volume ', North ( 'arohna, by J. Curtis lVca\ er, Toby D. Feaster, and Anthony J. Got\aid.
This report was dcycloped by conducting statistical analysis on gage data from over 360 sites in
North Carolina. The statistical analysis was used to develop a set of regional regression
equations that can be used for estimating the 50-. 20-. It)-. 4-, 2-1-, 0.5-, and 0.2-percent chance
exceedance flows for rural ungaged. basins in North Carolina. The drainage area to the proposed
SIORMNIAILRIMPACI S1AIE L\11- -N -a-
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.IUI\ 21111
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culvert location was estimated at approximately 135 acres or 0.211 square miles. The entire
drainage area is located within Hydrologic Region 1, which corresponds to the U.S.
Environmental Protection Agency (EPA) Level Ili, Ridge and Valley and Piedmont ecorcgions.
The table below summarizes the peak flow rates for a range of storm events, and results of the
hydrologic analysis have been provided in Appendix C of this report.
TABLE 1
Summary of Existing Hydrology
Storm Event 'Y' Annual
Chance Estimated Peak
Flow Rate (cfs*)
2-year 50'%, 58
10-near 10°;, 152
25-year 4"ill 209
100-year ! °'0 308
* cfs cubic feet per second
The proposed culvert crossing under the future driveway was analyzed to determine the size and
shape of culvert required to convey the design flow rate. For this culvert, the peak flow rate
during the 25-year stone event was selected for design. Additionally, roadway overtopping was
checked using the peak flow- rate during the 100-year storm event. The proposed culvert was
sized and designed using the hydraulic modeling software known as HY-8, version 7.2,
developed by the Federal Highway Administration (FHWA). The software is capable of
performing, hydraulic calculations to determine flow capacity of various culvert configurations
based on the physical data of the culverts and roadway. The HY-8 software estimates the
headwater and taihvater depths for varying flow rates. and also estimates the flow rate at which
overtopping of the roadway will occur. For this analysis, data for the tailwater depth was
estimated by entering the cross sectional geometry taken through the existing channel at the outlet
ofthe proposed culvert, and roadway data was entered using the proposed profile of the future
driveway.
The HY-8 results were used to determine the cuhert size as well as to estimate the inundation
area immediately upstream of the crossing. An aluminum structural plate pipe arch with a span
of 9 feet - 9 inches and a height of 6 feet - 7 inches was found to be adequate to pass a 25-year
storm event without surcharging the culvert. The following table summarizes the results of the
proposed conditions hydraulic analysis.

r

TABLE 2
S I ORNM ATER IMPACT STATEMENT - S -
ISLE1 SUBDIVISION (DI MIAN1, \C)
duh 2011
X M1t.o"F s NI v1lxix»i
Summary of Proposed Hydraulic. Analysis
Storm Event Total
Discharge (cfs) Headwater
Elevation (feet)
2-vear 5K 432.78
10-year 152 434.21
25-year 2119 435.03
I00-vear 308 436.26
Overtopping 639.7 442.6
5.0
The results above indicate that the culvert shape and size proposed will adequately convey the
peak flow rate during a 25-year storm event without exceeding the crown of the culvert at the
inlet. The design of the culvert proposes that the invert of the culscrt is buried 12-inches below
the channel bed, resulting, in an insert elevation at the inlet of 430.0 and a crown cle\ation of
approximately 436.6. The HY-8 results show that the headwater cle\ation during the 25-year
storm \Nould be approximately 1.6 feet below the crown of the proposed culvert. Full results of
the hydraulic analysis arc provided in Appendix C of this report.
The inundation area during a 25-year and 100-year storm e\ ent under existing conditions s> ithout
the culvert in place was estimated using the computer program entitled Hvilr(?llow Ja7?recs
t.xten.sion f»-.auto("- ) Civil 31) 2011, Vei-sign X, The JJl,clrallow Evln•ess software calculates
depth of flow based on the Manning's Equation. Cross-sectional data was entered into the
computer program to determine the depth of floe- at fi\r locations along the existing channel.
The results were then delineated onto the existing topographic mapping to serve as a base
inundation area during the 25-year and 100-year storm event. To estimate the inundation area
during the 25-year and 100-year storm events under proposed conditions, the headwater elevation
obtained from the HY-8 culvert analysis was projected onto the topography and extended
upstream assuming a flat profile until the headwater elevation equaled the estimated flood
elevation under existing conditions. This occurred at a location approximately 55-feet upstream
of the proposed inlet for the 25-year storm event.. and approximately 110 feet upstream for the
I00-year storm event. The change in inundation area for both the 25-year and I00-year stonrl
events arc illustrated on the Figure 1 and Figure 2, respectively. The Hl-&-allow L*.vj) •e.s.s channel
flow depth calculation results are provided in Appendix C of this report.
RESULTS & CONCLUSIONS
The results of the Site Hydrologic model were the following:
--
TABLE 3
Summan, of Site Elvdroloin,
Hydrograp
h Peak Outflow (cfs)
Type i-yr 2-yr 10-yr 25-yr 100-yr
Pre-Dev 45.38 55.45 79.3 92.17 112.36
Post-Dcv 47.36 57.86 91.7 96.19 117.24
°,o Change 4.36",'4 4.35" -) =1.34°,o 4.35°iO 4.34"41
STOR\IM A rER I\IPACr S UA FENIENT - 6 -
1SLEY SL BIM ISION (IN MANI. NC)
Juh 2011
04"? %111 i )*, - N :fit \( III, ()()\I
1 As illustrated in this report, the increase in stormwater runoff from the proposed development
will be less than l0"from the pre-development flow; therefore no BMP's or stomnvater
management is required.
' To ensure proper handling of the increased flow, 2 level spreaders have been proposed at
the base of the slopes to be cleared adjacent to the stream buffer to provide diffused flow.
These level spreaders were designed per Table 8-l: Summary of LS Purposes and Design
Requirements in section 8 of the SCI )E R S'toi-nnvcnei- BMI' Munual (Chapter Revised
3-9-10), based on providing diffused flow to stream buffers. This requires 50 LF of level
spreader per 1 CFS of flow directed to it. Based on this requirement, a 100 LF, and 75
LF level-spreader have been provided.

1

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S'FORJIw"ATER IMPAC I SL'ATEUEN r - 7 -
ISL.E1 SURIM 151O\ (U1 IuLA\i, N'(')
.lulu 21111
04 %11 I,()\ t i ?I i(lipOt)%I
APPENDIX A
SITE SUPPORT DATA
SUORNMATER111PM-1 S'I'.%I'F:VF:N7'
ISLET' SUBDIVISION (M RH:%.NI, NC)
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(Isley Subdivision)
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USQA Natural Resources Web Soil Survey
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Page 1 of 5
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Hydrologic Soil Group-Durham County, North Carolina, and Orange County.
North Carolina
Hydrologic Soil Group
Isley Subdivision
Hydrologic Soil Group- Summary by Map Unit - Durham County, North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ApB Appling sandy loam. 2 to 6 percent B 735 10.2%
slopes
ApC Appling sandy loam. 6 to 10 percent B 45.6 6.4%
slopes
cc Cartecay and Chewacla soils. 0 to 2 C 3.0 0.4°i,
percent slopes, frequently flooded
CfC Cecil fine sandy loam. 6 to 10 percent B 54 0.7%
slopes
GeB Georgeville silt loam. 2 to 6 percent B 136.8 19.1 %
slopes
GeC Georgeville silt loam, 6 to 10 percent B
slopes
GeD Georgeville silt loam. 10 to 15 percent B
slopes
GIF Goldston very channery silt loam, 25 to C
45 percent slopes
HeB Helena sandy loam. 2 to 6 percent C
slopes
HeC Helena sandy loam, 6 to 10 percent C
slopes
HrB Herndon silt loam, 2 to 6 percent slopes B
HrC Herndon silt loam, 6 to 10 percent slopes B
HsC Herndon silt loam, 2 to 10 percent B
slopes, very stony
IrB Iredell loam, 2 to 6 percent slopes CID
IrC Iredell loam. 6 to 10 percent slopes C?D
LgB Lignum silt loam, 2 to 6 percent slopes C
NaD Nason silt loam. 10 to 15 percent slopes B
NaE Nason silt loam. 15 to 25 percent slopes B
PfC Pinkston fine sandy loam, 2 to 10 percent B
slopes
PfE Pinkston fine sandy loam, 10 to 25 B
percent slopes
TaE Tatum gravelly sift loam, 15 to 25 percent B
slopes
W Water
Subtotals for Soil Survey Area
Totals for Area of Interest

- 77.0. i
10.7%
52.3 7.3%
3.7 0.5%1

385 I
5.4%
4.8 0.7%
8.7 1.2%1
17.5 2.4%1
6.4 0.9%
78.8 11.0%
9.4 1.3%
34.8 4.8%1

23.7 I
3.3%

10.6
1 3 0.2°0
10.8 1.5% I
21.6 3.0%
5.0 0.7%
669.1 93.3%
717.1 100.0%
t>I>% Natural Resources Web Soil Survey 6%30;2011
611111111111111 Conservation Service National Cooperative Soil Survey Page 3 of 5
Hydrologic Soil Group-Durham County, North Carolina, and Orange County.
North Carolina
Isley Subdivision
Hydrologic Soil Group- Summary by Map Unit - Orange County, North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ApB Appling sandy loam, 2 to 6 percent B 1A
slopes
ApC Appling sandy loam, 6 to 10 percent B 7.2 1.0%
slopes
EnB Enon loam, 2 to 6 percent slopes C 2.5 0.3%1

GeB
Georgeville silt loam. 2 to 6 percent --
B ..__
4.6
0.6%
slopes
GeC Georgeville silt loam, 6 to 10 percent B 9.9 1.4°,io
slopes
HeB Helena sandy loam, 2 to 8 percent C 2.2 0.3%
slopes j
W Water 0.0 0.0:-0
WmD Wedowee sandy loam, 8 to 15 percent B 20.3 2.8%
slopes
Subtotals for Soil Survey Area 48.0 6.7%
Totals for Area of Interest 717.1 100.0%
------ ----- ------------------
USDA Natural Resources Web Soil Survey 6%30x2011
iiiiiil Conservation Service National Cooperative Soil Survey Page 4 of 5
Hydrologic Sod Group-Durham County, North Carolina, and Orange County.
North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A. B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
Isley Subdivision
t tiuA Natural Resources Web Soil Survey 6%30.2011
?? Conservation Service National Cooperative Soil Survey Page 5 of 5
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APPENDIX B
SITE HYDROLOGIC ANALYSIS K RESULTS
SIORNMAULRIMPACI SfAITAIENT
ISLF.Y Sl"13DIVISION MIRIIANI. NC)
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DURHAM, NORTH CAROLINA
OM NATIONAL OCEANIC AND
ATMOSPHERIC ADMINIS I RATION
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+355424; 4.18 4e, .4.79-569: 530 631) :,178-6.017 1614 737+ ,643 7761 1666 605 ,688-334, '7 8.72;
15-m:n 3 23 3 82 4 4 4 R9 3 i7 5 72 E P 24 r 49 5 6,7
12-0-353 i3 5C 4161 434-490; 1447-532 14.30-5.34: )5. ._ 'S 42 6541 +560-58^. ,5'8-7 v£1 15.84-733
I 30 m:n 2.63 313 3.54 46 4.3? 5+5 54
;203-2.42; 1, 4-1-8.81 (2.8?3RI, 1324-3861 3.524.33) 13 f8 A.15 '5 AI) W36-537` 456•.5.E41 •i.75-5.91.
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(0757-C. 903) 0512-10"5 ;111.1.33, )128-1541 146 179) i1_E5-199: ,186419) !195-.39; 1214-265+ -2.29247:
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12-n- 3209 C2s1 0"1(34 .?413 34W c'S5 ,.,. C-1 ?7:%s
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24-h 0 122 C 147 O 184 0.212 0 25 0 28 Gat 0 371 C 334 a4!7
(01150.131; 10138.0158 0.17201061 0!48-1226! '023332e71 5'60-0293: .z8. -3 ?331 =0315-036', :0 -5414= -C38^-C4S
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C'067-0.07-7! i-3 C2: 0.;792: 0.100 0.114) 101'4-0.:35 G. 133-0.15". C J47 C 169' 116' 0 1.7. 1C :76-0."OY 0 146 7. 1215
I 3-;!47 0 C:, 0 001 71;75 G DBS G I 0 111 G 122 0 1::3 0 15 0 1f2
;0047-03531 1)15.7 C CH '. ;0 .370 00001 .9C8G 0091. 0.9!+3 3107. ,6103-C I1 0113 0171• IC 124-C 1101 °3 t-7 0 16' ;614°.-0175)
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20 day :0-013-3-015)
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0.727 -013 0.042,
C29
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1
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50030 0 1C1 . 0 0 1 1 6 017: ,,C 0 1 2 0 141 iC 014-G 0151 ;7015-0pm +C 01 P-G 313: 3ft6 C•C20- ?05151821, .10 „]C23'. '..0A2t 072E
60 -day rvCC9 7:41 0012 0-013 C- .C14 0015 0.016 UC'7 O.71f 0079
;0.'00'-00.F1 CC1O-0011- fc()11 7712, (C512 0.0131 ,0)13-0615 ;i: 014.00161 nC•+g C.C1 7. ;C .3t6 3016) C•.7-CC!?: .0.81.5.30201
I Precp:fatlon troauency 01F; estimates in 1h s table are based ? freZ: C7 ans,sre o! oa,14 d. 313 sores ;POS,.
N -b- s in p en+es's a . F nt+r*a?e- a' n .er and 1ppr n :em ri' e 40"p, t v+lder< '.nl '1 W 'hF,rot h h• that a, . p .an .n +'r-I r y n ale 1 'I; a g.ven 1. -17n a 1 a e a7e'r r e ...rr, al . i.. '
he G cater 1! ar tna :a;per bard !or 1- ,h a+ the b:=a[ .- tl: is 5 ..SUmdteb at ;'P"' '?aa?s are rrot c!wcked agars! n-.b- mer n 1.m Frec.p w 1FA1p', esL.mata, -1'• ay be l ,gne tn- ur- 0, 14.3
MAP .al -
Please refer I. NC.4A Atas 14 dCA -t =fcvrad-:on

1

P',
Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCAD(D Civil 3E)@ 2011 by Autodesk, Inc. v8
ICW-Hydro-2.gpw
Wednesday, Jul B, 2011
Watershed Model Schematic ..................................................................................... 1
Hydrograph Return Period Recap ............................................................................. 2
1 -Year
Summary Report ......................................................................................................................... 3
Hydrograph Reports ................................................................................................................... 4
Hydrograph No. 1, Rational, Pre-Dev ....................................................................................... 4
Hydrograph No. 2, Rational, Post-Dev ..................................................................................... 5
2 - Year
Summary Report ......................................................................................................................... 6
Hydrograph Reports ................................................................................................................... 7
Hydrograph No. 1, Rational, Pre-Dev ....................................................................................... 7
Hydrograph No. 2, Rational, Post-Dev ..................................................................................... 8
10 - Year
Summary Report ......................................................................................................................... 9
Hydrograph Reports ................................................................................................................. 10
Hydrograph No. 1, Rational, Pre-Dev ..................................................................................... 10
Hydrograph No. 2, Rational, Post-Dev ................................................................................... 11
25 - Year
Summary Report ....................................................................................................................... 12
Hydrograph Reports ................................................................................................................. 13
Hydrograph No. 1, Rational, Pre-Dev ..................................................................................... 13
Hydrograph No. 2, Rational, Past-Dev ................................................................................... 14
100 - Year
Summary Report ....................................................................................................................... 15
Hydrograph Reports ................................................................................................................. 16
Hydrograph No. 1, Rational, Pre-Dev ..................................................................................... 16
Hydrograph No. 2, Rational, Post-Dev ................................................................................... 17
IDF Report .................................................................................................................. 18
1
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAX? Civil 3D? 2011 by Autodesk. Inc. A
L f1 2?
? Y-
Legend
UYI 2dgin Description
1 Rational Pre-Dev
2 Rational Post-Dev
Project: ICW-Hydro-2.gpw Wednesday, Jul 6. 2011
2

LI
C

D
Hydrograph Return Period Rec&yp
y raflow Hydrographs Extension for AutoCAD® Civil 3DO 2011 by Autodesk. Inc. A
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
i
i
No. type
(origin) hyd(s)
1-yr
2-yr
3-yr
5-yr
10 yr
25-yr
50-yr
100-yr on
Descr
pt
1
2 Rational
Rational ----
----- 45.38
47.36 55.45
57.86 -- -
---- ----
----- 78.30
81.70 92.17
96.18 - -
----- 112.36
117.24 Pre-Dev
Post-Dev
I
i
1
I
I
i
Proj. file: ICW-Hydro-2.gpw Wednesday, Jul 6, 2011
3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2011 by Autodesk. Inc. v8
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 Rational 45.38 1 64 174,268 -- --- -- - Pre-Dev
2 Rational

I

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i 47.36 1 64 181,845 -- - - Post-Dev
i
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ICW-Hydro-2.gpw Return Period: 1 Year Wednesday, Jul 6, 2011
1
1
1
1
1
1
4
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D®R 2011 by Autodesk, Inc. v8
Hyd. No. 1
Pre-Dev
Hydrograph type = Rational
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 150.000 ac
Intensity = 1.315 in/hr
OF Curve = (NC)Durham-IDF.IDF
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 Z I I i I I u 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 1 Time (hrs)
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Pre-Dev
Hyd. No. 1 -- 1 Year
Wednesday, Jul 6, 2011
= 45.38 cfs
= 1.07 hrs
= 174,268 cult
= 0.23
= 64.00 min
= 1/1
Hydrograph Report 5
Hydraflow Hydrographs Extension for AutoCADcP) Civil 3DS 2011 by Autodesk, Inc, v8 Wednesday. Jul 6. 2011
Hyd. No. 2
Post-Dev
Hydrograph type = Rational Peak discharge = 47.36 cfs
Storm frequency = 1 yrs Time to peak = 1.07 hrs
Time interval = 1 min Hyd, volume = 181,845 cuft
Drainage area = 150.000 ac Runoff coeff. = 0.24
Intensity = 1.315 in/hr Tc by User = 64.00 min
OF Curve = (NC)Durham-IDF.IDF Asc/Rec limb fact = 1/1
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 z I I I I I I I I 1 1 31 1 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 2 Time (hrs)
Post-Dev
Hyd. No. 2 -- 1 Year
6

E

C'

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAM Civi13DO 2011 by Autodesk, Inc. v8
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description

I

1

Rational

55.45

1

64

212,931

---

----

--- i
i
Pre-Dev j

2
Rational

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I
57.86
1
64
222,189
--- i
Post-Dev
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ICW-Hydro-2.gpw
Return Period: 2 Year 1
Wednesday, Jul 6, 2011
Hydrograph Report 7
Hydraflow Hydrographs Extension for AutoCADC) Civil 31D@w 2011 by Autodesk, Inc. v8 Wednesday. Jul 6. 2011
Hyd. No. 1
Pre-Dev
Hydrograph type = Rational Peak discharge = 55.45 cfs
Storm frequency = 2 yrs Time to peak = 1.07 hrs
Time interval = 1 min Hyd. volume = 212,931 cult
Drainage area = 150.000 ac Runoff coeff. = 0.23
Intensity = 1.607 in/hr Tc by User = 64.00 min
OF Curve = (NC)Durham-IDF.IDF Asc/Rec limb fact = 1/1
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 r 1 1 31 1 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 12
Hyd No. 1 Time (hrs)
Pre-Dev
Hyd. No. 1 -- 2 Year

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAM Civil 3Dn 2011 by Autodesk, Inc. v8
Hyd. No. 2
Post-Dev
Hydrograph type = Rational
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 150.000 ac
Intensity = 1.607 in/hr
OF Curve = (NC)Durham-IDF.IDF
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 " ' ' 1 1 1 1 1 1 1 1 N 1 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 2 Time (hrs)
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Post-Dev
Hyd. No. 2 -- 2 Year
Wednesday, Jul 6. 2011
= 57.86 cfs
= 1.07 hrs
= 222,189 tuft
= 0.24
= 64.00 min
= 1/1
9
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3DV 2011 by Autodesk, Inc. v8
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description

1
Rational
78.30
1
64
300,668
-----
--
-- i
Pre-Dev
I
2

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ICW-Hydro-2.gpw Return Period: 10 Year Wednesday, Jul 6, 2011
Hydrograph Report
' Hydraflow Hydrographs Extension for AutoCADT) Civil 3Dc) 2011 by Autodesk, Inc. v8
Hyd. No. 1
Pre-Dev
Hydrograph type = Rational
' Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 150.000 ac
Intensity = 2.270 in/hr
OF Curve = (NC)Durham-IDF.IDF
1
' Q (cfs)
80.00
70.00
60.00
' 50.00
' 40.00
30.00
' 20.00
10.00
0.00
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Pre-Dev
Hyd. No. 1 -- 10 Year
Wednesday, Jul 6. 2011
= 78.30 cfs
= 1.07 hrs
= 300,668 cult
= 0.23
= 64.00 min
= 1/1
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 1 Time (hrs)
10
11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADCO Civil 31DO? 2011 by Autodesk. Inc. v8 Wednesday. Jul
Hyd. No. 2
Post-Dev
Hydrograph type = Rational Peak discharge = 81.70 cfs
Storm frequency = 10 yrs Time to peak = 1.07 hrs
Time interval = 1 min Hyd. volume = 313,741 cult
Drainage area = 150.000 ac Runoff coeff. = 0.24
Intensity = 2.270 in/hr Tc by User = 64.00 min
OF Curve = (NC)Durham-IDF.IDF Asc/Rec limb fact = 1/1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Post-Dev
Hyd. No. 2 -- 10 Year
2011
Q (cfs) ¦
90.00
80.00
70.00
60.00 '
50.00 '
40.00 '
30.00 '
20.00
10.00 '
0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 '
Hyd No. 2 Time (hrs)
12

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Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3Dff+J 2011 by Autadesk. Inc. v8
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
Description
1 Rational 92.17 1 64 353,942 --- - --- Pre-Dev
2 Rational 96.18 1 64 369,331 --- Post-Dev
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ICW-Hydro-2.gpw
Return Period: 25 Year i
Wednesday, Jul 6, 2011
Hydrograph Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3Dt' 2011 by Autodesk, Inc. v8 Wednesday. Jul 6. 2011
Hyd. No. 1
Pre-Dev
Hydrograph type = Rational Peak discharge = 92.17 cfs
Storm frequency = 25 yrs Time to peak = 1.07 hrs
Time interval = 1 min Hyd. volume = 353,942 cuft
Drainage area = 150.000 ac Runoff coeff. = 0.23
Intensity = 2.672 in/hr Tc by User = 64.00 min
OF Curve = (NC)Durham-IDF.IDF Asc/Rec limb fact = 1/1
Pre-Dev
Q (cfs) Hyd. No. 1 -- 25 Year Q (Cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 1 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAX) Civil 3D© 2011 by Autodesk, Inc. v8
Hyd. No. 2
Post-Dev
Hydrograph type = Rational
' Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 150.000 ac
1 Intensity = 2.672 in/hr
OF Curve = (NC)Durham-IDF.IDF
' Q (Cfs)
t 100.00
90.00
80.00
70.00
' 60.00
' 50.00
40.00
30.00
20.00
10.00
0 00
14
Wednesday, Jul 6, 2011
Peak discharge = 96.18 cfs
Time to peak = 1.07 hrs
Hyd, volume = 369,331 cuft
Runoff coeff. = 0.24
Tc by User = 64.00 min
Asc/Rec limb fact = 1/1
Post-Dev
Hyd. No. 2 -- 25 Year
Q (Cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
' 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 2 Time (hrs)
'
16
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2011 by Autodesk, Inc. v8

Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft) i
Hydrograph
Description

1
Rational
112.36
1
64
431,460
----
--
--- fif
Pre-Dev

2
Rational

1
117.24
1
64
450,219

1

I

{

{ i
Post-Dev
(
i
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{

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i
?I
I
I
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?
i
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1
ICW-Hydro-2.gpw Return Period: 100 Year Wednesday, Jul 6, 2011 j
i
Hydrograph Report
. Hydraflow Hydrographs Extension for AutoCAD® Civil 3MD 2011 by Autodesk, Inc. v8
Hyd. No. 1
Pre-Dev
Hydrograph type = Rational
' Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 150.000 ac
' Intensity = 3.257 in/hr
OF Curve = (NC)Durham-IDF.IDF
' Q (cfs)
120.00
' 100.00
80.00
' 60.00
40.00
20.00
0.00
16
Wednesday, Jul 6, 2011
Peak discharge = 112.36 cfs
Time to peak = 1.07 hrs
Hyd. volume = 431,460 cuft
Runoff coeff. = 0.23
Tc by User = 64.00 min
Asc/Rec limb fact = 1/1
Pre-Dev
Hyd. No. 1 -- 100 Year
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 17 1.8 2.0 2.2
Hyd No. 1 Time (hrs)
17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADCRI Civil 3DtD 2011 by Autodesk, Inc. v8 Wednesday. Jul 6. 2011
Hyd. No. 2
Post-Dev
Hydrograph type = Rational Peak discharge = 117.24 cfs
Storm frequency = 100 yrs Time to peak = 1.07 hrs
Time interval = 1 min Hyd. volume = 450,219 cuff
Drainage area = 150.000 ac Runoff coeff. = 0.24
Intensity = 3.257 in/hr Tc by User = 64.00 min
OF Curve = (NC)Durham-IDF.IDF Asc/Rec limb fact = 1/1
Q (Cfs)
120.00
100.00
80.00
60.00
40.00
20.00
Q (Cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 y l l I I i i i L 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 2 Time (hrs)
Post-Dev
Hyd. No. 2 -- 100 Year
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2011 by Autodesk, Inc. v8
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (NIA)
1 65.1130 13.0000 0.8983 --
2 135.7320 18.2000 1.0061 --
3 0.0000 0.0000 0.0000 -----
5 156.9898 20.4000 0.9845 --
10 192.0733 21.9000 0.9967 -------
25 226.2487 22.8001 0.9945 --- --
50 249.1727 23.6001 0.9904 - --
100 287.6210 24.9001 0.9985 ---
File name: (NC)Durham-IDF.IDF
Intensity = B / (Tc + D)"E
18
Wednesday, Jul 6, 2011
Return
Period
(Yrs) Intensity Values (in/hr)
------------- -.---- ..------------ - -------- -
5 min 1 10 15 20 25 30 35 40 45 50 55 60
1 4.85 3.89
I 3.26 182 2.48 2.22 2.01 1.84 1.70 1.58 1.47 1.38
2 5.74 4.72 4.00 3.47 3.07 2 75 2.49 2.27 2.09 1.94 1.81 1.69
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.50 j 5.44 4.69 4.12 3.67 3.31 3.02 2.77 2.56 2.38 2.23 2.09

10 i
7.22 6.09
5.27
4.64
4.15
3.75
3.42 3.15
2.91 2.71
2.53
2.38
25 829 7.03 611 5.40 4.84 438 4.00 3.69 3.42 3.18 2.98 2.80
50 9.00 7.67 6.69 5.93 5.32 4.83 4.42 4.08 3.78 3.53 3.31 3.11
100 9.67 8.28
i 7.25 6.44 5.80 5.27 4.83 4.46 4.14 186 3.62 3.41
Tc = time in minutes. Values may exceed 60.
Precip. file name: G:\sdskoroi\1000-01'
Storm
Distribution 1-yr
t
SCS 24-hour 3.00
SCS 6-Hr 0.00
Huff-1st 0.00
Huff-2nd ! 0.00
Huff-3rd 0.00
Huff-4th i 0.00
Huff-Indy 0.00
Custom 0.00
Rainfall Precipitation Table (in)
2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
3.50 0.00 4.40 5.10 6.00 6.70 7.40
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
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APPENDIX C
CliLVERT DESIGN DATA
s FORNI%N A FER IM PAC U SfATt:MEN F
ISITY SHIDIYISION (D( RIIAM. NC)
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S, 8
HY-8 Culvert Analysis Report

L'
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Table 1 - Summary of Culvert Flows at Crossing: Isley Cornwallis Subd.
Headwater Elevation
(ft) Total Discharge (cfs) 9'-9" x 6'-7" Alum.
Pipe Arch Discharge
(cfs) Roadway Discharge
(cfs) Iterations
431.00 0.00 0.00 0.00 1
432.14 30.80 30.80 0.00 1
432.79 61.60 61.60 0.00 1
433.32 92.40 92.40 0.00 1
433.79 123.20 123.20 0.00 1
434.24 154.00 154.00 0.00 1
434.69 184.80 184.80 0.00 1
435.03 209.00 209.00 0.00 1
435.50 246.40 246.40 0.00 1
435.88 277.20 277.20 0.00 1
436.26 308.00 308.00 0.00 1
442.60 639.67 639.67 0.00 Overtop in
Rating Curve Plot for Crossing: Isley Cornwallis Subd.
Total Rating Curve
Crossing: Isley Corn-,ralhs Subd.
436 -------------------------- 7
435 --- ------ :----------- ,
0
434 - -------- ------------ I --------- -----------
w
a?
M 433 - ----------- -- --- -------- ------- ---- ------------
X 432 -- r----------------------------------------;------------ ------
------------ ----------------------- ---------------
431
0 50 100 150 200 2
Total Discharge (cfs)
Table 2 - Culvert Summary Table: 9'-9" x V-7" Alum. Pipe Arch
Total
Discharge
(cfs) Culvert
Discharge
(cfs) Headwater
Elevation (ft) Inlet Control
Depth (ft) Outlet
Control
Depth (ft) Flow
Type Normal
Depth (ft) Critical
Depth (ft) Outlet Depth
(ft) Tai"fer
Depth (ft) Outlet
Velocity
(MIS) Tailwater
Veiocity
(fus)
0.00 0.00 431.00 0.000 0.0' 0-NF 0.000 0 000 0 000 0 DDO 0.000 0.000
30.80 30.80 432.14 1.142 0.0' 1-S2n 0.647 0.705 0655 1098 5.279 4.611
61.60 61.60 432.79 1.786 0.0' 1S2n 1.004 1.141 1 031 1.524 6 595 5.760
92.40 9240 43332 2.319 0.0' 1-S2n 1.299 1 472 1 316 1 846 7.662 6.581
12320 12320 433.79 2392 0.01 1-S2n 1.565 1379 1 569 2 112 8 493 7.205
15400 154 00 434,24 3 239 0.0' 1-S2n 1.809 2 049 1 818 2 337 9 102 7.723
164.80 184.80 434.69 3.686 0.0' 1-S2n 2.038 2.304 1044 2 536 9.667 8.130
209.00 209.00 435.03 4.034 0.0' 1-S2n 2.217 2.479 2 218 2 681 10 043 8.384
246.40 24640 435.50 4.496 0.0' 1-S2n 2.485 2350 2 490 2 889 10.532 8.701
27720 277.20 435.88 4.877 0.0' 1 Stn 2.704 2 946 2 706 3 047 10 895 8.912
30800 308.00 436.26 5 257 D.0' 1-S2n 2.938 3 135 2 944 3 196 11.168 9092
* theoretical depth is impractical. Depth reported is corrected.

1

11
1
Inlet Elevation (invert): 431.00 ft, Outlet Elevation (invert): 429.40 ft
Culvert Length: 82.02 ft. Culvert Slope: 0.0195
Culvert Performance Curve Plot: 9'-9" x 6'-7" Alum. Pipe Arch
Performance Curve
Culvert: 9'-9" x 6'-7" Alum. Pipe Arch
0
1

1
n
1
43
c 43
0
w
c?
43
w
43
r 43
43
0 50 100 150 200 250 300
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: 9'-9" x 6'-7" Alum. Pipe Arch
CrossinLy - Islev Corn« allis Subd., Design Discharge - ?09.0 cfs
Culvert - 9'-9" x 6-7" Alum. Pipe Arch. Cuh-ert Discharge - 209.0 efs
446-7- ----------- Z-L,- ------------------------
444
442 __ _______________________
-- ------------ ------ --- ------------ ------------ ------------
440 - ---- ----- c 438 ------------ ----
> 436 - ----------- -------- -----------
4- _.. __
W 434
432 ------------- --- ------- --- -`
430 ----------- -
428 '
1--?--y---r--r--?--t--y--t--?---r--r--r--?--t--i--7---?---r--r--r--?--i-- r --r--?--r-
0 20 40 60 80 100
Station (ft)
Site Data - 9'-9" x 6'-7" Alum. Pipe Arch
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 430.00 ft
Outlet Station: 82.00 ft
Outlet Elevation: 428.40 ft
Number of Barrels: 1
Culvert Data Summary - 9'-9" x 6'-7" Alum. Pipe Arch
Barrel Shape: Pipe Arch
Barrel Span: 117.00 in
Barrel Rise: 79.00 in
Barrel Material: Steel or Aluminum
Embedment: 12.00 in
Barrel Manning's n: 0.0280 (top and sides)
Manning's n: 0.0280 (bottom)
Inlet Type: Conventional
Inlet Edge Condition: Square Edge with Headwall
Inlet Depression: NONE
I Table 3 - Downstream Channel Rating Curve (Crossing: Isley Cornwallis Subd.)
Flow (cfs) Water Surface
Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
0.00 429.40 0.00 0.00 0.00 0.00
30.80 430.50 1.10 4.61 127 0.94
61.60 430.92 1.52 5.76 1.77 0.98
92.40 431.25 1.85 6.58 2.14 1.03
123.20 431.51 2.11 7.20 2.45 1.06
154.00 43174 2.34 7.72 2.71 1.11
184.80 431.94 2.54 8.13 2.94 115
209.00 432.08 2.68 8.38 3.11 1.17
246.40 432.29 2.89 8.70 3.35 1.19
277.20 432.45 3.05 8.91 154 1.20
308.00 432.60 3.20 9.09 3.71 1.20

11

Tailwater Channel Data - Isley Cornwallis Subd.
Tailwater Channel Option: Irregular Channel
Roadway Data for Crossing: Isley Cornwallis Subd.
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Roadway Surface: Paved
Roadway Top Width: 15.00 ft

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D(F 2011 by Autodesk, Inc. Wednesday. Jun 29 2011
Isley - Cornwallis Subd. - Section 1 - 25 year Flood
User-defined Highlighted
Invert Elev (ft) = 429.40 Depth (ft) = 3.30
'
Slope (%) = 1.80 Q (cfs) = 209.00
N-Value = 0.048 Area (sqft) = 35.89
Velocity (ft/s) = 5.82
'
Calculations Wetted Perim (ft) = 21.40
Compute by: Known Q Crit Depth, Yc (ft) = 2.91
Known Q (cfs) = 209.00 Top Width (ft) = 19.81
' EGL (ft) = 3.83
434
?} ??
.80 0)=('??68 4 1 0..) 0(8230.50,.060)4364.00,.400, 439.00, 0.060} (93.60, 444.00 0 .0,60)431.59,0.0351-(41.50,429.73.0.035)-(45.30,429.40,0.035)
' Elev (ft)
' 447.00
i
i
444.00
i
i
' 441.00
00,
i
438.00
i
435.00
000,
432.00
429.00
426 00
-10

Section
Depth (ft)
17.60
14.60
11.60
8.60
5.60
2.60
-0.40
'I nn
0 10 20 30 40 50 60 70 80 90 100 110 v jv
Sta (ft)
Channel Report
Hydraflow Express Extension for AutoCADT Civil 3DC) 2011 by Autodesk. Inc Wednesday, Jun 2
Isley - Cornwallis Subd. - Section 2 - 25 year Flood
User-defined Highlighted
Invert Elev (ft) = 431.17 Depth (ft) = 2.86
Slope (%) = 1.80 Q (cfs) = 209.00
N-Value = 0.053 Area (sqft) = 41.67
Velocity (ft/s) = 5.02
Calculations Wetted Perim (ft) = 27.12
Compute by: Known Q Crit Depth, Yc (ft) = 2.44
Known Q (cfs) = 209.00 Top Width (ft) = 26.11
EGL (ft) = 3.25
4aQ 40(1 P3.IL '0ffi0),(1 0.70, 432.17.0.060)-(12.00.431.19, 0.035)-(18.80, 431.17, 0.035)-(21.90.432.65.0 .060)-(23 60.433.00.0.
Elev (ft)
437.00 -
436.00
435.00
434.00
433.00
432.00
431.00
430.00
Section
-5 0 5 10 15 20 25 30 35 40
Sta (ft)
92011
060)
Depth (ft) '
5.83 '
4.83 ,
3.83 '
2.83 '
1.83
0.83
-0.17
?- -1.17 '
45
I Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. Wednesday, Jun 29 2011
Isley - Cornwallis Subd. - Section 3 - 25 year Flood
User-defined Highlighted
Invert Elev (ft) = 432.04 Depth (ft) = 2.97
'
Slope (%) = 1.80 Q (cfs) = 209.00
N-Value = 0.052 Area (sqft) = 47.25
Velocity (ft/s) = 4.42
1
Calculations Wetted Perim (ft) = 37.72
Compute by: Known Q Crit Depth, Yc (ft) = 2.60
Known Q (cfs) = 209.00 Top Width (ft) = 36.72
EGL (ft) = 3.27
?g4??4819%"tW5.Lq'Oj jY ).(16.00, 433.74. 0.035)-(17.00. 432.45, 0.035)-(21.50, 432.04, 0.035)-(27.70, 433.43.. 0.060)-(57.60. . 435.966, 0.060)
' Elev (ft)
439.00
1
E ?
438.00 j
I
3
1 437.00
i
i
436.00
435.00
434.00
' 433.00
00,
i
432.00
i
431 00
5

Section
Depth (ft)
6.96
5.96
4.96
3.96
2.96
1.96
0.96
-0.04
1 nn
0 5 10 15 20 25 30 35 40 45 50 55 60 65 v
Sta (ft)
Channel Report
Hydraflow Express Extension for AutoCAD? Civil 3M 2011 by Autodesk. Inc Wednesday, Jun 29 2011
Isley - Cornwallis Subd. - Section 4 - 25 year Flood
User-defined Highlighted '
Invert Elev (ft) = 433.32 Depth (ft) = 1.94
Slope (%) = 1.80 Q (cfs) = 209.00 '
N-Value = 0.050 Area (sqft) = 55.48
Velocity (ft/s) = 3.77
Calculations Wetted Perim (ft) = 59.65
Compute by: Known Q Crit Depth, Yc (ft) = 1.71
Known Q (cfs) = 209.00 Top Width (ft) = 58.16
EGL (ft) = 2.16
?4
??
7 4160)-(42.90, 434.82. 0.060)-(52.20. 434.44, 0.060)-(56.60, 433.74, 0.035)-(67.70, 433.61, 0.035)-(71.20. 435.00, 0.060)
`t7
d3?J
5. 0. )-('
M. 4 526, 0.060)-(83.70.433.41, 0.035)-(88.50, 433.32, 0.035)-(90.90, 435.52, 0.060)-(109 .60, 437.10. 0.060)-(113.4 0. 437.31. 0.060)
Elev (ft) Depth (ft) '
Section
441
00
.
I 7.68 '
440
00
. 6.68

439
00 5
68
. .
438
00
.
t 4.68
437
00 3
68
.
F .
436
00 2
68 t
. I .
v
435
00 - ,
.
I
E 1.68
434
00
0
68
.
I U
.
433
00 0
3
. -
.
2
4
00
2
3
.
-10 0 1
0 20 30 40 50 60 70 80 90 100
110 120 130 -1.32
'
Sta (ft) ,
I Channel Report
' Hydraflow Express Extension for AutoCAD® Civil MCA) 2011 by Autodesk, Inc Wednesday, Jun 29 2011
Isley - Cornwallis Subd. - Section 5 - 25 year Flood
User-defined Highlighted
Invert Elev (ft) = 434.27 Depth (ft) = 2.66
'
Slope (%) = 1.80 Q (cfs) = 209.00
N-Value = 0.055 Area (sgft) = 55.28
Velocity (ftts) = 3.78
'
Calculations Wetted Perim (ft) = 51.31
Compute by: Known Q Crit Depth, Yc (ft) = 2.30
Known Q (cfs) = 209.00 Top Width (ft) = 50.64
' EGL (ft) = 2.88
Q?Q
Gtyd 4}?0 90`_cj3676, 4 $ d -(3 .10, 435.89, 0.060)-(43.30. 435.41, 0.035)- (45.10, 434.27, 0.035)-(51.60. 434.47. 0.060)-(53.80. 435.46, 0.060)
' Elev (ft)
A A^ ^^
Depth (ft)
5.73
4.73
3.73
2.73
1.73
0.73
-0.27
-1 77
-10
Section
0 10 20 30 40 50 60 70 80 90 100 a
Sta (ft)
Channel Report
Hydraflow Express Extension for AutoCADc7J Civil 3M 2011 by Autodesk. Inc Wednesday, Jun 2
Isley - Cornwallis Subd. - Section 1 -100 year Flood
User-defined Highlighted
Invert Elev (ft) = 429.40 Depth (ft) = 3.88
Slope (%) = 1.80 Q (cfs) = 308.00
N-Value = 0.048 Area (sgft) = 48.52
Velocity (ft/s) = 6.35
Calculations Wetted Perim (ft) = 25.48
Compute by: Known Q Crit Depth, Yc (ft) = 3.49
Known Q (cfs) = 308.00 Top Width (ft) = 23.72
EGL (ft) = 4.51
31.59. 0.035)-(41.50. 42973. 0.035)-X45.30. 429.40, 0.
$- ?}
-121 ?
30
t
?
SWO
01 0
)
6
00.
0
43
0
( 9
1D
0'06
6
.1
.
j D.060)
.
. 439.0
0 060
OA60)
9
60, 444.0
Elev (ft) Section
447.00
444.00
441.00
438.00
435.00
432.00
429.00
92011
035)
Depth (ft) ¦
17.60 '
14.60 ,
11.60 ,
8.60
5.60 '
2.60
-0.40
426.00 -3.40
-10 0 10 20 30 40 50 60 70 80 90 100 110 '
Sta (ft)

I Channel Report
' Hydraflow Express Extension for AutoCADO Civil 31DO?) 2011 by Autodesk. Inc. Wednesday, Jun 29 2011
' Isley - Cornwallis Subd. - Section 2 -100 year Flood
User-defined Highlighted
Invert Elev (ft) = 431.17 Depth (ft) = 3.38
'
Slope (%) = 1.80 Q (cfs) = 308.00
N-Value = 0.054 Area (sqft) = 56.22
Velocity (ft/s) = 5.48
'
Calculations Wetted Perim (ft) = 31.05
Compute by: Known Q Crit Depth, Yc (ft) = 2.90
Known Q (cfs) = 308.00 Top Width (ft) = 29.87
EGL (ft) = 3.85
4QQ 4?5?OQ 3.4,0,iy0);(10.70, 432.17.0.060)-(12.00.431.19.0.035)-( 18.80, 431.17, 0.035)-(21.90, 432.65.. 0.060)-(23.60.. 433.00, 0.060)

Elev (ft)
' 437.00
i
I
436.00
435.00
434.00 i
1
433.00
432.00
431.00
Depth (ft)
5.83
4.83
3.83
2.83
1.83
0.83
-0.17
430 00 -1 17

Section
0 5 10 15 20 25 30 35 40
Sta (ft)
45
Channel Report
Hydraflow Express Extension for AutoCADc Civil 3M 2011 by Autodesk. Inc Wednesday, Jun 29 2011 '
Isley - Cornwallis Subd. - Section 3 -100 year Flood
User-defined Highlighted
Invert Elev (ft) = 432.04 Depth (ft) = 3.39
Slope (%) = 1.80 Q (cfs) = 308.00 '
N-Value = 0.052 Area (sqft) = 64.15
Velocity (ft/s) = 4.80
Calculations Wetted Perim (ft) = 44.84 '
Compute by: Known Q Crit Depth, Yc (ft) = 2.99
Known Q (cfs) = 308.00 Top Width (ft) = 43.79
EGL (ft) = 3.75
4Ej9%r_MtV5.ej'0 jjf0)-(16.00, 433.74. 0.035)-(17.00. 432.45, 0.035)-(21.50, 432.04, 0.035)-(27.70, 433 43. 0.060)-(57.60. 435.96, 0.060)
Elev (ft) Section
439.00
438.00
437.00
436.00
435.00
434.00
433.00
432.00
431.00
Depth (ft) j'
6.96
5.96
4.96
3.96
2.96
1.96
0.96
-0.04
1 1 1 I 1 I I 1 I I 1 1 -1.04
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65
Sta (ft)

Channel Report
' Hydraflow Express Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. Wednesday, Jun 29 2011
Isley - Cornwallis Subd. - Section 4 -100 year Flood
User-defined Highlighted
Invert Elev (ft) = 433.32 Depth (ft) = 2.24
'
Slope (%) = 1.80 Q (cfs) = 308.00
N-Value = 0.051 Area (sqft) = 73.84
Velocity (ft/s) = 4.17
'
Calculations Wetted Perim (ft) = 66.30
Compute by: Known Q Crit Depth, Yc (ft) = 1.95
Known Q (cfs) = 308.00 Top Width (ft) = 64.64
EGL (ft) = 2.51
/$q4 IIO-QQ? ??{,J Q??60)-(42.90, 434.82, 0.060)-(52.20, 434.44, 0.060)-(56.60, 433.74, 0.035)-(67.70, 433.61. 0.035)-(71.20. 435.00, 0.060)

_ 62
?(75.?, 3.7f, O17E0) ('7 , 41 6, 0.060)-(83.70, 433.41, 0.035)-(88.50, 433.32. 0.035)-(90.90. 435.52, 0.060)-(109.60, 437.10.. 0.060)-(113.40: 437.31, 0.060)

Elev (ft)
441.00
E
i
440.00
i
E
439.00
438.00
€
437.00
' 436.00
'C7
' 435.00
434.00
433.00
432 00
-10

Section
Depth (ft)
7.68
6.68
5.68
4.68
3.68
2.68
1.68
0.68
-0.32
1 11)
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Sta (ft)
Channel Report
Hydraflow Express Extension for AutoCAD'w Civil 3DM 2011 by Autodesk. Inc Wednesday, Jun 29 2011 '
Isley - Cornwallis Subd. - Section 5 -100 year Flood
User-defined Highlighted
Invert Elev (ft) = 434.27 Depth (ft) = 3.00
Slope (%) = 1.80 Q (cfs) = 308.00 '
N-Value = 0.056 Area (sqft) = 73.48
Velocity (ft/s) = 4.19
Calculations Wetted Perim (ft) = 57.16 '
Compute by: Known Q Crit Depth, Yc (ft) = 2.61
Known Q (cfs) = 308.00 Top Width (ft) = 56.45
EGL (ft) = 3.27 '
??gg ?Ppi4Q
?67. j3fT, a'?60)-(3 .10, 435.89. 0.060)-(43.30. 435.41. 0.035)-(45.10. 434.27, 0.035)-(51.60. 434.47.
6:60, 060) 0.0601-(53.80. 435.46, 0.060)
Elev (ft)
440.00
439.00
438.00
437.00
436.00
435.00
434.00
433.00
-10
0 10 20 30 40 50 60 70 80 90
Sta (ft)
Section
Depth (ft)
5.73
4.73
3.73
2.73
1.73
0.73
-0.27
-1.27
100
1
1
1
1
1
1
1
1
1
1
1
1
1
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APPENDIX D
L.EVE,L. SPREADER DATA
I i

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SIORNM AI ER IMPACT SI A"FEMEN I
ISLI:Y SUBDIVISION (DURHAM. NC)
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NCDENR ?
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERT IFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
1. PROJECT INFORMATION
Project name Isley Residential
Contact name Rich Cappola, P E.
Phone number 919-854-4373
Date July 22, 2011
' Drainage area number LVS-1
II. DESIGN INFORMATION
The purpose of the LS-VFS Buffer Rule: Diffuse Flow
Stormwater enters LS-VFS from The drainage area
Type of VFS Protected riparian buffer (slope < 5%)
Explar.a5on o, any'Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
Impervious surface area 16,120 ft`
6,300 ft`
Pcicent impervious 39 08 %
Rational C. coefficient 0.49
Peak flow from the 1 inrhr storm Dig cfs
Time of concentration 5.00 min
Rainfall intensity, 10 yr storm 7-22 utlhr
PE:ak`:ow from ?he 10-yr storm 1 31 cfs
Design storfn 1 inchthour storm
Maximum amount of flow directed to the LS-VF5 0.18 cis
Is a `iow• bypass system going to be used? Y (Y or N)
F xplar•:ation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
I ype of BhAP Do not complete this section of the form
Feak discharge from the BMP during the desgn stonn cfs
Peak discharge from) the BMP during the 10-year storm cis Do not complete this section of the form.
MaxmE:;m capacily of a 100-toot long L.S-VFS 2 cis
Peak f :ow directed to the LS-VrS cis Do not complete this section of the form
Is a `ow bypass system going to be used? (Y or N)
Explanation W any "Other" responses above
LS-VFS Design
' Forebay, surface area 20 scl It Forebay is adequately sized.
Depth of foiebay at stormwater entry point 36 91
Depth of lorebay at stormwater exit point 12 m Depth is appropriate
Feet of level lip needed per cfs 50 ftlcfs
Computed minimum length of the level lip needed 9 ft Teri feet is the minimum level spreader length
Length o'level iip provided 10 ft
roan M1,1401 I.S VFS - 27J02011 - Rev 9 page 1 of 3
Width of VFS
Elevation at dcwr.5lo,:e base of eve) lip
Eevation at the end of the VFS that is farthest from the LS
Slope ;from level lip to the end of the VFS)
Are any draws present in the VISv
Is there a collector swa e at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel is diagram below!
M
B
W
y (flow depth for 10-year storm)
freeboard (during the ? 0-year storm
Peak velocity in the channel during the 10-yi storm
Channel lining material
Does the bypass discharge through a w•elland?
Does the channel enter the stream at an an•gie?
Explanation of any 'Other" responses above
50 ft
447 00 fms!
445 00 fmsl
4 00
N (Y or N)
N iYorN)
(Y or N}
(Y or N)
ft
ft
it
ft
It
fUsec
Pick one
OK
rY or N)
(Y or Nl

III. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried Item:
Plans (t" - 50' cr largen of the entire site showing.
Design at ultimate build-oul.
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
Boundartes of drainage easement
Initials Page or plan sheet number and any notes:
Fomn SW401 - LS-VFS - 27,102011 - Rev 9 page 2 of 3
1
1
1
1
1
1
1
1
1
1

2 P'an details (1" --= 30' or larger; for the level spreader showing.
- Forphav of 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
- Underdraw system (if applicable).
Level lip
Upsope channel, and
Downslope filter fabric.
4 Plan details of the flow splitting device and supporting calculations of applicable)
5 A construction sequence. that shows how the level spreader wOll be protected from
sediment until the entire drainage area is stabilized.
8 If a non engineered VFS is being used. then provide a photograph of the VFS showing
that no draws are present
7 The supporting calculations.
8 A wpv of the signed and notarized operation and maintenance (O&M) agreement
Form SW401 - LS-VFS - 27Jui2011 - Rev 9
page 3 of 3

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NCDENR
STORMWATER MANAGEMENT PERMI T APPLICATION FORM
' 401 CERT IFICATION APPLIC ATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
' This form must be completely lolled out, prin ted, initialed, and submitted.
L PROJECT INFORMATION
Project name Isley Residential
' Contact name Rich Cappola, P E .
Phone number 919-854-4373
Date Jury 22, 2011
' Drainage area number LVS-2
II. DESIGN INFORMATION
The purpose of the LS-VES Buffer Rule: Diffuse Flow
' Storm,sater enters LS VFS from The drainage area
Type of VFS Protected riparian buffer (slope < 5%)
Explanation of any "Other"responses above
If Stormwater Enters the LS-VFS from the Drainage Area
' Drainage area
lmperva,us surface area 20,475
3,200 ft`
tf7
Percent ompervlous 15 63 %
Rational ;,• coefficient 0.30
Peak foes from the 1 inlhr storm 0 14 cis
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7-22 in,hr
Peak f ow *rom the 10-yi storm
Design storm 1 02
1 inch/hour storm cfs
Maxmlum amount of flow directed to the LS-VFS 014 cis
Is a flow bypass system going to be used? y tY or Nj
Fxplar,ation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP Do not complete this section of the form.
' Type or BMP
Peak discharge from the BMP during the design storm cfs
Peak discharge from the BMP during the 10-year storm cfs Do not complete this section of the form.
Maximam capacity of a 100-foot long L.S-VFS 2 cfs
Peak f'ow directed to the LS-VKS CIS Do not complete this section of the form
Is a flew bypass system going to be used? tY or Nl
Explanation of any "Other" responses above
LS-VFS Design
' Forebay surface area 20 sq ft Forebay is adequately sized.
Depth of forebay at stormwatei entry point 36 in
Depth of forebay at slormwater exit point 12 in Depths appropriate
Feet of evel lip needed per cfs 50 fVcfs
' ;otmputed minimum iengt11 of the level lip needed 7 it Ten feet is the minimum level spreader length
Length of level tip provided 10 it
Form 13W401 . LS-VFS - 27Jut2011 - Rev 9 page 1 of 3
Width of V= S
E evation at downsiope base of eve' lip
Elevation at the end c'the VFS that is farthest from the LS
Scope ;from revel lip to the end of the VF S)
Are anv dfaws preser:t in the Vr S
Is there a collector swaie at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel {see diagram below!
M
B
y (".ow depth for 10-year storm)
freeboard (durrg the '0-year storm)
Peak velocity in the channel during the 10-yi storm
:hannel lining material
Does the bypass discharge through a wetland?
Does the charmer enter the stream at an angle?
Explaration of any 'Other" responses above
50 ft
44700 fmsl
44500 fms '
4 DD
N {Y or NI OK
N (Y or Ni,
'
N fY or Nj
N iY or Nj '
ft
ft '
ft
100 ft
1.00 ft '
fL'sec
Pick one
(Y or Ni,
Y or Ni '

III. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried Item:
1 Plans (1" - 50' er large(.) of the entire site showing
Desron at Ultimate build-out.
Off-site drainage lif applicablei.
Delineated drainage basins (include Rationai C coefficient per basin)-
Forebay (f applicablej.
High flow bypass system.
Maintenance access
Proposed drainage easement and public right of way (ROW) and
Boundaries of dra rage easement
Form SLV401 - LS-VF S - 27Ju12011 - Rev 9
Initials Page or plan sheet number and any notes:
pipe 2 of 3 1

11
1
1

2 Plan details (1" = 30' or larger) for the level spreader showing-
- Forebav (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
- Underdraun system Of applicable).
Level lip
Ups'ope channel, and
Gownsiope filter fabric
4 Plan derails of the flow sp;itlmg device and supporting caiculations of applicable)
`= A construction sequence that shows how ;he level spreader will be protected from
sediment until the entire drainage area is stabilized.
8 If a non engineered VFS is being used. then provide a photograph of the VFS showing
that no draws are present
7 The s,ipportwo calcuaUOns_
9 A cops of the signed and notarized operation and maintenance (O&M) agreement
Form SW401 - LS-VFS - 27Jui2011 - Rev 9
page 3 of 3

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NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERT IFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
' This form must be completely filled out, printed, initialed, and submitted.
I. PROJECT INFORMATION
Project name Isiey Residential
' Contact name Rich Cappola, P E.
Phone number 919-854-4373
Date Jury 22, 2011
' Drainage area number LVS-3
11. DESIGN INFORMATION
The purpose of the LS-VF5 Buffer Rule: Diffuse Flow
' Stormwater enters LS-VFS from The drainage area
Type of VFS Protected riparian buffer (slope < 5%)
Explanation of any "Other" responses above
'
If Stormwater Enters the LS"VFS from the Drainage Area
Drainage area 179.030 ft`
Impervious surface area 19,000 ftz
Fercertr1r;pervious 1061 =7?
Rational L coeffnient 028
Peak flow from the 1 En,'hr storm 1 15 cfs
Time of concentration 5.00 min
Rainfa!I intensity, 10 yr storm 7.22 inlhr
Peak f'ovr from the 10-yr storm 8 31 cis
Design storm 1 inch/hour storm
Maximum amount of. flow directed to the LS-WS 115 cfs
Is a f"O'N bypass system going to be used? Y tY or NI
Fxplaration o' any "Other" responses above
' If Stormwater Enters the LS-VFS from a BMP
Type of BMP Do not complete this section of the form
FeaR discharge from the BMP during the design storm cfs
Feak discharge from the BMP during the 10-year storm cfs Do not complete this section of the form
Maxim,in capacity of a 100-foot long l S-VFS 2 cfs
Peak fow directed to the t.S-VFS cfs Do not complete this section of the form
Is a flow bypass system going to be used (Y or N)
' Explanation o4 any "Other" responses above
LS-VFS Design
' Forebay surface area 40 sci ft Forebay is adequately sized.
Depth of forebay at stormwater entry point 36 91
Depth of forebay at stormwater exit point 12 in Depth is appropriate
Feet of evel lip needed per cfs 50 ftcfs
' crmputed mimmt m length, of the levei lip needed 58 ft
Length of level ?ip provided 60 If
Form ,",W401 - LS-VFS - 2Nu12011 - Rev 9 page 1 of 3
VVidth of V1S
Elevation at downslope base of eve's lip
Elevation at the end of the VFS that is farthest from the LS
Slope Or= level lip to the end of ire VFS)
Are any draws present to the V:;?S?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Drmensiors of the channel (see diacram below;
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year stormi
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wellandv
Does the charrle! enter the stream at an angle?
Explanation of any 'Other" responses above
50 ft
459 50 fmsi
458 00 fms!
300)
N (Y or N)
N lY or N)
Y (Y or N)
N (Y or N)
300 ft
0.00 ft
6.00 It
100 ft
1.00 ft
150 fUsec
Pick one.
N (Y or N)
Y lYorN)
'A

Jill. REQUIRED ITEMS CHECKUST
EDIT 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.
Requried Item:
1 Plans (1" - 50' or larger) o` the entire site showing
Des:on at ultimate build-out.
Off-site drainage of applicable)
Delineated drainage basins (include Ratronai C coefficient per basin)
rorebay (if applicab;e),
High flow bypass system,
Maintenance access.
Proposed drainage easement and public right of way (ROW) and
Boundaries w drainage easement_
Form SW401 - LS-VFS - 27J02011 - Rev 9
Initials Page or plan sheet number and any notes:
1

page 2 of 3
OK

2 Plan details f 1" = 30' or larger) for the level spreader showing
- Forebav (it 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 but€d-out.
3 Section view of the level spreader (1" = 20' or larger) showing
- Underdrain system rif applicable).
Level lip.
Ups'ope channel, and
Dcwnslope titer fabric
4 Plan details of the `low splitting device and supporting calculations lif applicable)
5 A construction sequence that shows how the level spreader wiii be protected from
sediment until the entire drainage area is stabilized.
6 If a non. engineered VFS is being used. then provide a photograph of the VFS showing
that r-.a draws are present
7 The supporting calculations
2 A copv of the signed and notarized operation and maintenance (0&M) agreement
Form SV/401 - LS-VFS - 27Jul2011 - Rev 9 page 3 of 3

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