20060659 Ver 3_401 Application_20120202

WITHERS & RAVENEL.
ENGINEERS I PLANNERS 1 SURVEYORS
1410 COMMONWEALTH DRIVE SUITE 1o1
WILMINGTON NORTH CAROLINA 28403
[phone]
FAX [phone]
TO NC Division of Water Quality — 4o1 Wetlands Unit
165o Mail Service Center
Raleigh NC 27699
WE ARE SENDING YOU
❑ Shop Drawings
❑ Copy of Letter
C)LP - 0bS9 u3
LETTER OF TRAf�SMITTAL
DATE 2/1/12 7777
020 0018 00
ATMNTiON Mr Ian McMillan
PHONE # 1 80 6 6
RE Woods at Umstead PCN Submittal
1/31/12
020 0018 00
Woods at Umstead PCN
1
2/1/12
020 0018 00
® Attached ❑ Under separate cover via the following items
❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Change order ❑ Diskette ❑
COPIES
DATE
NO
DESCRIPTION
1/31/12
020 0018 00
Woods at Umstead PCN
1
2/1/12
020 0018 00
Check for $24o Application Fee
1
2/1/12
020 ooi8 oo
CD of PCN
THESE ARE TRANSMITTED as checked below
1
® For approval ❑ Approved as submitted
❑ For your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
❑ FOR BIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
❑ Resubmit
❑ Submit
❑ Return
_ copies for approval
copies for distribution
corrected prints
REMARKS
Signature
Date 'EH _ 1— 2012
DENR WATER QUALITY
COPYTO File SIGNED Troy Beasley
/f enclosures are not as noted kindly notify as at once

WITHERS o RAVEN EL
January 31, 2012
US Army Corps of Engineers
Regulatory Field Office
Attn: Mr. Jamie Shern
3331 Heritage Trade Drive
Suite 105
Wake Forest, NC 27587
ENGINEERS I PLANNERS I SURVEYORS
NC- Division of Water Quality
401 Wetlands Unit
Attn: Mr. Ian McMillan
1650 Mail Service Center.
Raleigh, North Carolina 27699
Re: Woods at Umstead — NWP 29 PCN Submittal
Previous DWQ Project # 06 -0659, Ver.2
Previous Corps I D #200520875
W &R Project #02090434.00
Dear Mr. Shern and Mr. McMillan,
On behalf of Trenton Road, LLC, we are requesting authorization from the USACE to use NWP
39 for and 80 If of permanent stream impacts for four culverted driveway crossings and 60 If of
temporary stream impacts for construction of three sewer crossings associated with the
proposed subdivision. We are also requesting 401 certification and buffer compliance from the
NC -DWQ for the proposed stream impacts, as well as 17,022 sq ft of buffer impacts.
The project is ±33 acres in size and is located southeast of the intersection of Trenton Road and
Trinity Farms Road in Raleigh, Wake County (Latitude: 35.823981 °N; Longitude: -
78.737636 °W). The project is located in the Neuse River basin and onsite waters drain to
Richland Creek. The Water Quality Classification for Richland Creek is C; NSW and the Stream
Index Number is: 27- 33 -11. The cataloging unit for the site is 03020201.
Project History
The proposed Woods at Umstead project was previously named and permitted as the Trenton
Road Subdivision.
A Jurisdictional Determination was issued by the Corps of Engineers for the project site on
February 25, 2006 (AID# 200520875). W &R reviewed the previous wetland delineation in
December of 2011 and verified that the wetland delineation was still accurate.
NCDWQ issued a Buffer Determination for the project site in August of 2005 (DWQ EXP:05-
1496). As a result of the Permit Extension Act, the Buffer Determination is still valid.
DWQ issued a 401 WQC (DWQ Project # 06 -0659) for the project under the Trenton Road
Subdivision project name on April 24, 2008, and a modification to the 401 WQC (DWQ Project #
06 -0659, Ver.2) on October 8, 2008. The modified 401 WQC authorized 80 If of permanent
1410 Commonwealth Drive I Suite 1011 Wilmington, NC 28403 1 tel: [phone] fax: [phone]
www.withersravenel.com I License No. C -0832

WITHERS u MAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
stream impacts for four driveway crossings, 40 If of temporary stream impacts for two sewer
crossings and 15,637 sq ft of riparian buffer impacts.
It is believed that the Corps of Engineers issued a NWP 39 for the project under the Trenton
Road Subdivision project name. However, W &R was unable to obtain a copy of the original
NWP 39.
Due to the downturn of the economy, the proposed project was never constructed prior to the
expiration of the 404/401 permits. Due to financial constraints and changes in market demand,
the project design has been modified. Specifically, the modifications consist of the relocation of
the two previously permitted sewer crossings (Sewer Impact 1 & Sewer Impact 2), the
construction of an additional sewer crossing (Sewer Impact 3) and the construction of a bypass
channel (Bypass Impact). The revisions to the sewer crossings were the result of a redesign of
the sewer system to reduce the total length of sewer pipe to be installed to reduce infrastructure
costs. The site plan was also modified to reduce the number of lots on the eastern portion of
the project from 9 lots to 4 lots to also reduce infrastructure costs and provide larger lots to meet
real estate market demands.
Proposed Impacts
The currently proposed impacts consist 80 If of permanent stream impacts for the construction
of four driveway crossings, 60 If of temporary stream impacts for installation of three sewer
crossings and 17,022 sq ft of riparian buffer impacts (Zone 1: 10,411 sq ft; Zone 2: 6,611 sq ft).
Please note that the proposed impacts from the driveway crossings were previously permitted
by DWQ, and presumably the Corps.
Avoidance and Minimization
Prior to site plan design, the applicant requested that a detailed wetland delineation be
conducted so that impacts to wetlands and "waters" could be minimized.
The proposed impacts have been minimized to only those necessary to provide access to
individual lots located across the buffered stream and for construction of the internal sewer
system. The proposed driveways and sewer crossings has been designed at nearly
perpendicular angles to minimize stream and buffer impacts.
Mitigation
Because the proposed permanent stream impacts are less than 150 If, mitigation is not
proposed for stream impacts.
Each proposed driveway crossing is 20 If in width and will disturb less than 2,500 sq ft, and are
classified as "Exempt" in the NRB Table of Uses. Therefore, mitigation is not required for these
impacts.
WITHERS ` RAVENEL Page 2 of 3
ENGINEERS i 111INGES 1 11E1111 S

WITHERS u MAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
The proposed sewer crossings are 20 If in width and will have a 20 If permanent maintenance
corridor, which is classified as "Allowable" in the NRB Table of Uses. Therefore, buffer
mitigation is not required for these impacts.
The proposed bypass channel is classified as "Allowable" in the NRB Table of Uses and does
not require mitigation.
niffi isa FIMA/
Diffuse flow will be provided for the dry detention basin through a level spreader and vegetated
filter strip.
Diffuse flow for the four lots (low density) in the eastern portion of the property through sheet
flow through uplands prior to entering the buffer. Please note that there is no concentration of
stormwater (i.e. swales) within these four lots. Therefore, BMPs (i.e. level spreaders) are not
required.
The current request is for 80 If of permanent stream impacts, 60 If of temporary stream
impacts, and 17,022 sq ft of riparian buffer impacts (see the attached maps and PCN for
details).
Please feel free to call if you have questions or require additional information.
Sincerely,
Troy Beasley
Environmental Scientist
Attachments:
• PCN Form
• Agent Authorization
• List of Parcel Identification Numbers (PIN)
• USGS Quad Map
• Wake County Soil Survey
• Stormwater Management Information
• Impact Maps
WITHERS ` RAVENEL Page 3 of 3
11 G I I I E 15 1 11111E IS i Su I E V a I

O�0F W A rfRQ
E
5
o �
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version
Pre - Construction Notification PCN Form
A. Applicant Information
1.
Processing
1 a.
Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1b.
Specify Nationwide Permit (NWP) number: 29 or General Permit (GP) number:
1 c.
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):
N 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ® Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ® No
For the record only for Corps Permit:
❑ Yes ® No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes
® No
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 In
below.
❑ Yes
® No
1h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
® No
2.
Project Information
2a.
Name of project:
Woods at Umstead
2b.
County:
Wake County
2c.
Nearest municipality / town:
Raleigh
2d.
Subdivision name:
2e.
NCDOT only, T.I.P. or state
project no:
3.
Owner Information
3a.
Name(s) on Recorded Deed:
Trenton Road, LLC
3b.
Deed Book and Page No.
DB: 11588; Page: 2219
3c.
Responsible Party (for LLC if
applicable):
Julian Rawls
3d.
Street address:
100 Weston Estates Way
3e.
City, state, zip:
Cary, NC 27513
3f.
Telephone no.:
919 - 481 -3000
3g.
Fax no.:
3h.
Email address:
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version

4.
Applicant Information (if different from owner)
4a.
Applicant is:
❑ Agent ❑ Other, specify:
4b.
Name:
4c.
Business name
(if applicable):
4d.
Street address:
4e.
City, state, zip:
4f.
Telephone no.:
4g.
Fax no.:
4h.
Email address:
5.
Agent/Consultant Information (if applicable)
5a.
Name:
Troy Beasley
5b.
Business name
(if applicable):
Withers and Ravenel
5c.
Street address:
1410 Commonwealth Drive, Suite 101
5d.
City, state, zip:
Wilmington, NC 28403
5e.
Telephone no.:
910 - 256 -9277
5f.
Fax no.:
910 - 256 -2584
5g.
Email address:
tbeasley @withersravenel.com
Page 2 of 11
PCN Form — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
See Project PIN #s Appendix
1b. Site coordinates (in decimal degrees):
Latitude: 35.823981 °N Longitude: - 78.737636 °W
(DD.DDDDDD) (- DD.DDDDDD)
1 c. Property size:
±33 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
Richland Creek
proposed project:
2b. Water Quality Classification of nearest receiving water:
C;NSW Stream Index #27.33.11
2c. River basin:
Neuse HUC 03020201
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 project site currently consists of undeveloped woodlands. The surrounding land use consists of residential
development.
3b. List the total estimated acreage of all existing wetlands on the property:
0.093 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
±3400 If
3d. Explain the purpose of the proposed project:
The purpose of the proposed project is to construct a residential subdivision. The proposed project was previously
permitted as Trenton Road Subdivision, but the project was never constructed prior to expiration of the permits. The site
plan has been modified and the revised impacts are addressed in this PCN.
3e. Describe the overall project in detail, including the type of equipment to be used:
The project consists of the construction of a residential subdivision and associated infrastructure. Standard commercial
construction equipment will be used to construct the project.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes F1 No F1 Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
El Preliminary ®Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas?
Agency /Consultant Company: Withers & Ravenel
Name (if known): Todd Preuninger
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
Corps of Engineers approved the wetland delineation for the project, which was previously known as Trenton Road
Subdivision, on February 25, 2006 (AID# 200520875). W &R reviewed the wetland delineation in December of 2011 and
verified that the wetland delineation is still accurate.
NC DWQ issued a Buffer Determination for the project, which was previously known as Trenton Road Subdivision, in
August of 2005 (DWQ Project # EXP: 05- 1496). As a result of the Permit Extension Act, the Buffer Determination is still
valid.
Page 3 of 11
PCN Form — Version 1.3 December 10, 2008 Version

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.
DWQ issued a 401 WQC for the project, previously known as Trenton Road Subdivision, on April 24, 2008 (DWQ Project
# 06 -0659) and issued a Modification to the 401 WQC on October 8, 2008 (DWQ Project #06 -0659, Ver. 2).
It is believed that the Corps issued a NWP 39 for the proposed project, previously known as Trenton Road Subdivision,
but W &R was unable to obtain a copy of the permit.
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ® No
6b. If yes, explain.
Page 4 of 11
PCN Form — Version 1.3 December 10, 2008 Version

C. Proposed Impacts Inventory
1. Impacts Summary
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
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 -
(PER) or
(Corps - 404, 10
stream
length
Permanent (P) or
intermittent
DWQ — non -404,
width
(linear
Temporary (T)
(INT)?
other)
(feet)
feet)
Driveway A
Culvert Crossing
UT to Richland
® PER
® Corps
2'
20 If
® P ❑ T
for Driveway
Creek
❑ INT
® DWQ
Driveway B
Culvert Crossing
UT to Richland
® PER
® Corps
2'
20 If
® P ❑ T
for Driveway
Creek
❑ INT
® DWQ
Driveway C
Culvert Crossing
UT to Richland
® PER
® Corps
2'
20 If
® P ❑ T
for Driveway
Creek
❑ INT
® DWQ
Driveway D
Culvert Crossing
UT to Richland
® PER
® Corps
2'
20 If
® P ❑ T
for Driveway
Creek
❑ INT
® DWQ
Sewer 1
Sewer Crossing
UT to Richland
® PER
® Corps
2'
20 If
❑ P ® T
Creek
❑ INT
® DWQ
Sewer 2
Sewer Crossing
UT to Richland
® PER
® Corps
2'
20 If
❑ P ® T
Creek
❑ INT
® DWQ
Sewer 3
Sewer Crossing
UT to Richland
® PER
® Corps
2'
20 If
❑ P ® T
Creek
❑ INT
® DWQ
3h. Total stream and tributary impacts
140 If
3i. Comments:
Page 5of11
PCN Form — Version 1.3 December 10, 2008 Version

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number —
Permanent (P)
or Temporary (T)
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody type
4e.
Area of impact (acres)
01 ❑P ❑T
02 ❑ PEI T
03 ❑P ❑T
04 ❑P ❑T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a.
Pond ID
number
5b.
Proposed use or purpose
of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
K 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:
Page 6 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
❑ Neuse ❑ Tar - Pamlico ❑ Other:
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number —
Reason
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P)
for
Stream name
mitigation
(square feet)
(square feet)
or Temporary (T)
impact
required?
Driveway A
®P ❑T
Driveway
UT to Richland Creek
El Yes
®No
1,320 sq ft
808 sq ft
Driveway B
®P ❑T
Driveway
UT to Richland Creek
El Yes
0 N
1,326 sq ft
814 sq ft
Driveway C
®P ❑T
Driveway
UT to Richland Creek
El Yes
®No
1,331 sq ft
813 sq ft
Driveway D
®P ❑T
Driveway
UT to Richland Creek
El Yes
®No
1,486 sq ft
925 sq ft
Sewer 1
❑ P ® T
Sewer
Crossing
UT to Richland Creek
❑ Yes
® No
1,323 sq ft
804 sq ft
Sewer 2
❑ P ® T
Sewer
Crossing
UT to Richland Creek
❑ Yes
® No
1,396 sq ft
856 sq ft
Sewer 3
❑ P ® T
Sewer
Crossing
UT to Richland Creek
❑ Yes
® No
1,514 sq ft
1,187 sq ft
Bypass
® P ❑ T
Bypass
Channel
UT to Richland Creek
❑ Yes
® No
715 sq ft
404 sq ft
6h. Total buffer impacts
10,411 sq ft
6,611 sq ft
6i. Comments:
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Prior to site plan design, the applicant requested that a detailed wetland delineation be conducted so that impacts to wetlands
and "waters" could be minimized.
The proposed impacts have been minimized to only those necessary to provide access to individual lots located across the
buffered stream and for construction of the internal sewer system. The proposed driveways and sewer crossings has been
designed at nearly perpendicular angles to minimize stream and buffer impacts.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Proposed driveway and sewer crossings have been designed to cross the stream at nearly perpendicular angles to minimize
impacts to streams and buffers.
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?
❑ Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
Page 7 of 11
PCN Form — Version 1.3 December 10, 2008 Version

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:
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 8of11
PCN Form — Version 1.3 December 10, 2008 Version

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1 a.
Does the project include or is it adjacent to protected riparian buffers identified
® Yes ❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b.
If yes, then is a diffuse flow plan included? If no, explain why.
® Yes ❑ No
Comments:
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
30%
2b.
Does this project require a Stormwater Management Plan?
® Yes ❑ No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
Stormwater management will be provided through a dry detention basin.
® 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?
City of Raleigh
® Phase II
❑ NSW
3b.
Which of the following locally - implemented stormwater management programs
❑ 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?
The Stormwater Management Plan was previously approved by the City of Raleigh.
Due to the revisions to the dry detention basin to include a level spreader and
vegetated filter strip to meet current diffuse flow requirements, a Plan Revision has
been submitted to the City of Raleigh and is currently being reviewed.
4.
DWQ Stormwater Program Review
❑ Coastal counties
❑ HQW
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)?
1 c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
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.
The proposed project is located within a heavily developed area of Wake County and is not anticipated
to be a catalyst for
additional development that could impact downstream water quality.
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.
City of Raleigh sanitary sewer
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?
E] Raleigh
5c.
If yes, indicate the USFWS Field Office you have contacted.
❑ Asheville
5d.
What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
W &R reviewed the NC OneMap Viewer GIS website, located at http: / /www.nconemap.net/DefauIt.aspx ?tabid =286, to
identify if any potential occurrence of endangered species on or near the proposed project. The review of the GIS
database did not identify any recent occurrences of endangered species or critical habitat on the subject property or
within 1.0 miles of the project. Also, there was no evidence of the presence of endangered species or critical habitat on
or near the vicinity of the project and the project was previously permitted.
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?
There are no waters in Wake County designated as EFH.
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?
The project was previously permitted which documents the lack of historic or archeological resources on the site.
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? www.ncfloodmaps.com
Troy Beasley
—7�---F:5�
Withers & Ravenel
1/31/12
Authorized Agent
Date
Applicant/Agent's Signature
Applicant /Agent's Printed Name
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 11 of 11
PCN Form – Version 1.3 December 10, 2008 Version

AGENT AUTHORIZATION

WITHERS,, u RAVEN EL
ENGINEERS I PLANNERS SURVEYORS
AUTHORITY FOR APPOINTMENT OF AGENT
The undersigned owner(s) Trenton Road. LLC do(es) hereby appoint Troy Beasley / Withers &
Ravenel. Inc. as his, her, or it's agent for the purpose of petitioning the appropriate local, state
and federal environmental regulatory agencies (US Army Corps of Engineers, NC Division of
Water Quality, NC Division of Coastal Management, etc.) for: a) review and approval of the
jurisdictional boundaries of onsite jurisdictional areas (wetlands, surface waters, etc.) and /or; b)
preparation and submittal of appropriate environmental permit applications/requests for the
Woods at Umstead project.
The owner does hereby authorize that said agent has the authority to do the following acts on
behalf of the owner:
(1) To submit appropriate requests/applications and the required supplemental
materials;
(2) To attend meetings to give representation on behalf of the Client.
(3) To authorize access to subject property for the purpose of environmental
review by appropriate regulatory agencies.
This authorization shall continue in effect until completion of the contracted task or termination by
the property owner.
Agent's Name, Address & Telephone
Troy Beasley / Withers & Ravenel. Inc.
1410. Commonwealth Drive, Suite 101
Wilminaton, NC 28403
Date: /
Signature of Owner(s):
(Name - Print) /,-," (title)
(signature) �
Mailing Address
<��- c �7 5—Z!
City t� State Zip
111 MacKenan Drive I Cary, NC 275111 tel.: [phone] fax: [phone] www.withersravenel.com I License No. C -0832
1410 Commonwealth Drive I Suite 1011 Wilmington, NC 28403 1 tel: [phone] fax: [phone]
7011 Albert Pick Road I Suite G I Greensboro, NC 27409 1 tel: [phone] fax: [phone]

LIST OF PARCEL IDENTIFICATION NUMBERS (PIN)

Project Parcel Identification Numbers (PIN)
0775754854
0775754700
0775753526
0775752466
0775752317
0775751278
0775750197
0775740958
0775742923
0775743965
0775753194
0775754216
0775754365
0775755414
0775755680
0775756575
0775757618
0775756804
0775756301
0775755197
0775745958
0775747922
0775759010
0775759129
0775758248
0775758328
0775757479
0775841887
0775853011
0775845919
0775846946
0775847985
0775849924
0775941929
0775943925
0775943769

USGS QUAD MAP
WAKE COUNTY SOIL SURVEY

r - GRAPHIC SCALE
r T o f 0 250 500
• ,� {� +'t 1 inch = 500 ft.
C19 Ef,.".
st
� ~�� "'i! •mow •
• f i� �I T- T � y �,
- I
hip
aIi
i
I
nB
1
a C0
WAKE CO SOIL SURVEY WITHERS jcw RAVENEL
WOODS AT ULMSTEAD
SHEETS 37 & 47 INGINIIRS I PLANNERS I lux Yl YORS
%VAkL COON IY NORTH CAR�LI>rrl

STORMWATER MANAGEMENT
PLAN INFORMATION

Woods @ Umstead - Bypass Channel
Project Description:
Friction Method Manning Formula
Sole For Normal Depth
Input Data
Roughness Coefficient 0,040
Channel Slope O.D7600 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 6.00 ft'fs
Results
Normal Depth
0.65
ft
C
Flow Area
1.28
ftx
Wetted Perimeter
4.13
ft
Top Width
3.92
ft
Critical Depth
0.76
ft
Critical Slope
0.03458
fyft
Velocity
4.69
fUs
Velocity Head
0.34
ft
Specific Energy
0.99
ft
Froude Number
7,45
Flow Type
Supercritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
O,OD
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
fUs
Upstream Veloci#y
infinity
ftls
Normal Depth
0.65
ft
Critical Depth
0.76
ft
Channel Slope
0,07600
fVft
Critical Slope
0.03458
fdit
Bentley Systems, Inc. Haes tad Methods Solution Center Bentley FtowMaster [08.01.071.00]
11121201211:03:50 AM 27 $lemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

Appendices
Table 8.058
Permissible Unit Shear Stress, Td
Permissible Shear Stresses
for Riprap and Temporary
Lining Category
Lining Type
(Ib /ftz)
Liners
Temporary
Woven Paper Net
0.15
Jute Net
0.45
Fiberglass Roving;
Single
0.60
Double
0.85
Straw with Net
1.45
Curled Wood mat
1.55
Synthetic Mat
2.00
d50 Stone Size (inches)
Gravel Riprap
1
0.33
2
0.67
Rock Riprap 6 2.00
9 3.OQ
7.0
15 5.00
21 L 7.80
24 8.00
Adapted From: FHWA, HEC -15, April 1983, pgs. 17 & 37.
Design Procedure- The following is a step -by -step procedure for designing a temporary liner for
a channel. Because temporary liners have a short period of service, the design
Temporary Liners Q may be reduced. For liners that are needed for six months or less, the 2 -year
frequency storm is recommended.
Step 1. Select a liner material suitable for site conditions and application.
Determine roughness coefficient from manufacturer's specifications or Table
8.05e, page 8.05.10.
Step 2. Calculate the normal flow depth using Manning's equation (Figure
8.05d). Check to see that depth is consistent with that assumed for selection of
Manning's n in Figure 8.05d, page 8.05.11. For smaller runoffs Figure 8.05d
is not as clearly defined. Recommended solutions can be determined by using
the Manning equation.
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress for
the liner.
Step 5. If computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear, or select a more resistant lining and repeat steps
1 through 4.
Design of a channel with temporary lining is illustrated in Sample Problem
8.05b, page 8.05.14.
Rev. 12193 8.05.13

A FAMA
1� °y
NCDENR Q
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
L PROJECT INFORMATION
Project name The Woods at Umstead
Contact name Hunter Freeman
Phone number 919 - 469 -3340
Date January 12, 2012
Drainage area number 1
II. DESIGN INFORMATION
The purpose of the LS -VFS Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from A BMP
Type of VFS Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in /hr storm
Time of concentration
Rainfall intensity, 10 -yr storm
Peak flow from the 10 -yr storm
Design storm
Maximum amount of flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS -VFS
Peak flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
LS -VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
fig
Do not complete this section of the form.
fe
Do not complete this section of the form.
%
Do not complete this section of the form.
Do not complete this section of the form.
CIS
Do not complete this section of the form.
min
Do not complete this section of the form.
in /hr
Do not complete this section of the form.
cfs
Do not complete this section of the form.
cfs Do not complete this section of the form.
(Y or N) Do not complete this section of the form.
Other: Explained below
0.2 cfs
0.2 cfs
10 cfs
0.2 cfs
Y (Y or N)
Dry Detention & Splitter Box
0 sq ft No forebay is required.
0 in
� C3
02W4�
'Z
0 in Too shallow.
10 fucfs
2 ft Ten feet is the minimum level spreader length.
10 It
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 1 of 3

Width of VFS
Elevation at downslope base of level lip
Elevation 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 VFS?
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?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enterthe stream atan angle?
Explanation of any "Other" responses above
Jill. REQUIRED ITEMS CHECKLIST
30
ft
341.00
fmst
340.00
fmsl
3.33
%
N
(Y or N) OK
N
(Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting calcs.
3.00
ft
0.00
ft
12.00
ft
0.65
ft
1.35
ft
4.69
ftlsec
Pick one:
N
(Y or N)
Y
(Y or N)
1[d
tieebr-fx'd (tlnrluLr IIr_' I f -"I :aoiuil
;' iilnllF1' itl2 ttr- +rl'stolin)
----------
t+t kf
4 R
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) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
lnit!pW Page or plan sheet number and any notes:
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 2 of 3

2. Plan details (1 ° = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot tope 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 (V = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upsiope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will 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 no draws are present.
7. The supporting calculations.
0. A copy of the signed and notarized operation and maintenance (O &M) agreement.
rem
9-
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 patp 3 n' 3

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
— Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
— Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
— Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
— Once a year, the soil will be aerated if necessary.
— Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problenr
The entire filter strip
Trash /debris is present.
Remove the trash /debris.
system
The flow splitter device
The flow splitter device is
Unclog the conveyance and dispose
(if applicable)
clogged.
of any sediment off -site.
The flow splitter device is
Make any necessary repairs or
damaged.
replace if damage is too large for
repair.
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev.3 Page 1 of 3

BMP element:
Potential problem:
How I will remediate the problem:
The swale and the level
The swale is clogged with
Remove the sediment and dispose
lip
sediment.
of it off -site.
The level lip is cracked,
Repair or replace lip.
settled, undercut, eroded or
otherwise dama ed.
There is erosion around the
Regrade the soil to create a berm
end of the level spreader that
that is higher than the level lip, and
shows stormwater has
then plant a ground cover and
bypassed it.
water until it is established. Provide
lime and a one -time fertilizer
application.
Trees or shrubs have begun
Remove them.
to grow on the swale or just
downslo e of the level li12.
The bypass channel
Areas of bare soil and /or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is
Study the site to see if a larger
damaged or ripap is rolling
bypass channel is needed (enlarge if
downhill.
necessary). After this, reestablish
the erosion control material.
The filter strip
Grass is too short or too long
Maintain grass at a height of
(if applicable).
approximately three to six inches.
Areas of bare soil and /or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -time fertilizer application.
Sediment is building up on
Remove the sediment and
the filter strip.
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated.
Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application.
Nuisance vegetation is
Remove vegetation by hand if
choking out desirable species.
possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality local Regional Office, or the
outlet.
401 Oversight Unit at 919 - 733 -1786.
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev.3 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:The Woods at Umstead
BMP drainage area number:]
Print name: 1
Title: W(
0
Address: 1 (Y) l . A sir• c_Jc., L ic r `, &t )-? "'s 1 S
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, C • 5s �' L �.� , a Notary Public for the State of
County of , do hereby certify that
L1�� personally appeared before me this
day o and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
0011
111► H l i i I r+ r ►111 ►� ►�..
KVn
sex
Vi
X I
C-I
7
O
SEAL
My commission expires L ") / — -D 61_'�
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev.3 Page 3 of 3

WITHERS RAVEN EL
STORMWATER MANAGEMENT PLAN
TRENTON ROAD SUBDIVISION
S -38 -05
Raleigh, North Carolina
Prepared For:
Five Star Developers, LLC
1o5 Quail Ridge Road
Wilmington, NC 28409
Prepared By:
WITHERS & RAVENEL, INC
iii MacKenan Drive
Cary, North Carolina 27511
January 2oo6
Revised March 2oo8 C l rr�
W &R Project No. 205o18 ���� Ar
' f � s'��9r FBI:
M 2
.:
Hunter C. reeman, P. E.

TRENTON ROAD SUBDIVISION (S- 38 -05)
STORMWATER MANAGEMENT PLAN
RALEIGH, NORTH CAROLINA
INTRODUCTION
The purpose of this study is to document pre- and post- development peak stormwater discharges
for the 2 -year and 10 -year storm events and to evaluate the affect of the loo -year design storm on
the proposed stormwater management device. The goal is to provide detention structures adequate
to maintain a discharge less than or equal to the 2 -year and 10 -year pre- development peak
discharges after the site has been developed.
k'
��� iii i:t , � �`•• ; ,;•. _� '�:;-� -
OF _&_1
r �^
•, _^
w i SITliLill
r
17F ti }irZ'I�x7l' f'1ti'r'1'� . �I f
ti r t
.'� �r1�11t 1: ,:•rtt:s {- .,fir -.y !'si i- kr�'.�.
Ipp
r r ^ '•c,
Figure i. Site outlined in red on USGS Quadrangle.
The site is located in the Neuse River Basin and has two streams with 50 ft buffers — one of which
makes up the northern boundary of the site and the other that bisects the western portion of the
site. Richland Creek runs on the eastern boundary of the site and was studied by the Federal
Emergency Management Agency (FEMA) for flood insurance purposes. The loo -year floodplain from
Richland Creek as delineated by FEMA has a backwater finger which extends along the northern
boundary of the site as shown in Figure 2. According to the City Ordinance 10.9023(b)(3) and the
interpretation of this ordinance by city staff, the portion of the site that discharges into the FEMA
floodplain is exempt from attenuation requirements. Therefore — only the drainage area from the
upstream limit of the FEMA floodplain is considered in this analysis as shown in Sheet 1 of the
appendix.
Trenton Road Subdivision - Revised W &R Project 205018
Stormwater Management Report March 2008

TRENTON ROAD SUBDIVISION (S- 38 -05)
STORMWATER MANAGEMENT PLAN
RALEIGH, NORTH CAROLINA
JjI
lip
do
Figure 2. Site outlined in red on USGS Quadrangle with FEMA Floodplain shown in blue.
There is one stormwater Best Management Practice (BMP) proposed for the site to meet peak
attenuation requirements. The proposed BMP is an extended dry detention basin, designed to draw
down the first inch of runoff over a 2 to 5 day period.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by the Wake
County aerial topographic information (2 -ft contours), field survey data and proposed development
within the drainage areas.
The scope of work included the following analyses:
HydH��rdrolo�
❑ Simulation of the 2 -year, io -year, and soo -year rainfall events for the Cary area
❑ Formulation of the 2 -year, io -year, and loo -year flood hydrographs for the pre- and post -
development drainage areas
Hydraulic
❑ Routing the 2 -year, to -year, and zoo -year flood hydrographs for post development runoff
through the proposed stormwater BMP
The results of the hydrologic calculations are used in the hydraulic analyses. The hydraulic design
requires the development of stage - storage and stage- discharge functions for the dry detention
Trenton Road Subdivision - Revised W &R Project 205018
Stormwater Management Report March 2008

TRENTON ROAD SUBDIVISION (S- 38 -05)
STORMWATER MANAGEMENT PLAN
RALEIGH, NORTH CAROLINA
basin. The rainfall /runoff hydrographs, stage - storage and stage - discharge functions have been
compiled to create a routing computer simulation model using Haestad Methods PondPack vio.o
software. This PondPack model was then used to assess the impact of the peak discharges for the
design rainfall events. The PondPack modeling results are provided as appendices to this report.
HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the 2 -year and 10 -year storm events.
NOAA Atlas 14 rainfall data for Raleigh- Durham International Airport was used to determine the 24-
hour duration rainfall for the 2 -year, to -year, and loo -year storm events. This method requires three
basic parameters: a curve number (CN), time of concentration (tj, and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
Survey of Wake County, North Carolina (November 1970). Land use data was determined using aerial
photography and the most recent site plans for the proposed site. The curve numbers used in this
study are listed in the appendix of this report.
Times of concentration were calculated using methods described in the SCS publication "Urban
Hydrology for Small Watersheds, TR -55" and based on natural drainage patterns and field survey
data. The post- development basins that were routed to the detention basin were estimated to have
a time of concentration of 5 minutes to account for the small amounts of sheet flow and piping.
HYDRAULICS
Computer simulated reservoir routing of the 2 -year, to -year, and loo -year design storms utilized
stage - storage and stage - discharge functions. Stage - storage functions were derived from the
proposed contours for the detention basin. A non - linear regression relation for surface area versus
elevation was derived for the BMP. This relation estimates the incremental volume of the basin to
the stage or elevation of the basin. Stage - discharge functions were developed to size the outlet
structure for the pond.
CONCLUSIONS
Based on the routing study, the post development peak discharge from the entire site is less than
the pre- development peak for the 2 -year and 10 -year design storms. Table 1 below summarizes the
peak attenuation results. The pond also contained the discharge from the loo -year storm without
overtopping the dam. Table 2 summarizes the wet detention basin design.
The resulting post development nitrogen export for the site is below the 3.6 lbs /acre /year maximum
nitrogen loading allowed in the Neuse River Basin for residential development. The nitrogen export
calculations are provided in an appendix to this report.
Trenton Road Subdivision - Revised 3 W &R Project 205oi8
Stormwater Management Report March 2008

TRENTON ROAD SUBDIVISION (S- 38 -05)
STORMWATER MANAGEMENT PLAN
RALEIGH, NORTH CAROLINA
TABLE 1. PEAK ATTENUATION SUMMARY FOR THE 2-YEAR, 10-YEAR, AND 100 -YEAR DESIGN STORM
TABLE 2. DRY DETENTION BASIN DESIGN SUMMARY
Bottom of Pond
2 -year Q,.k
10 -year Qpeak
loo -year Q-0eak
Pre - Development
26.48 cfs
59.83 cfs
136.58 cfs
Riser
4' x 4' — Crest at 350.25'
Outlet Barrel
24" RCP -104 LF at 2.9%
Post - Development
Pond Out
1.16 cfs
5.59 cfs
30.25 cfs
Untreated
25.48 cfs
64.22 efs
123.06 cfs
Post - Development Total
26.25 cfS
69.81 cfs
147.57 cfs
TABLE 2. DRY DETENTION BASIN DESIGN SUMMARY
Bottom of Pond
346.00'
Top of Dam
352.00'
Drawdown Orifice
1" Diameter at 346.00'
Attenuation Orifice
9" Diameter at 347.90'
Riser
4' x 4' — Crest at 350.25'
Outlet Barrel
24" RCP -104 LF at 2.9%
ioo -year WSEL
351.00'
Trenton Road Subdivision - Revised 4 W &R Project 205018
Stormwater Management Report March 2008

A r
r
X11 � �t r /• �;�
Ii) ` t
I
r
r�
Legend
Channel Flow
- - Shallow Flow
Sheet Flow
i'
r
r
- � l
1
J y
f
r�
1
1
1
PRE — DEVELOPMENT
DRAINAGE AREA MAP
r
I
' �1. ` •f 3
•1 1 � �` 1f`��. I
i
r
!I
f r'r I l
I
t '
�i
WITHERS &— R"ENEL Sheol N°
ENGINEERS I PLANNERS I SURVEYORS
I I I M: Kenan °flue Cary, Norlh Camhna VS I
MI: 91¢469.3340 w W.wilher6raveUIXOM tm 419.467.6008
By
Di grrer
°rdwflBy
w,
°,I"
ol�oopc
TRENTON ROAD SUBDIVISION
Checked By
WL
Inb No.
MOM u
r�
1
1
1
PRE — DEVELOPMENT
DRAINAGE AREA MAP
r
I
' �1. ` •f 3
•1 1 � �` 1f`��. I
i
r
!I
f r'r I l
I
t '
�i
WITHERS &— R"ENEL Sheol N°
ENGINEERS I PLANNERS I SURVEYORS
I I I M: Kenan °flue Cary, Norlh Camhna VS I
MI: 91¢469.3340 w W.wilher6raveUIXOM tm 419.467.6008

cv) r- C)
CO
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o
Lo
co
Om w MOB 3v : CL
� I
M
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O C0 0 LL
p m
ED
CL
2
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cu

DISCHARGE SUMMARY

To BMP
Re- velopmnt
To Ditch
Op
Re Out
Past - Untreated
nd 10
AL
out 10

Type.... Master Network Summary
Name.... Watershed
File.... K: \05 \05- 010 \05016 \H &H \trenton Mar- 08.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Page 1. 01
MASTER.NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
Total
Depth
Rainfall
Return Event
in
Type
RNE ID
2
3.4400
Time -Depth Curve
RDU NOAA 2yr
10
4.9800
Time -Depth Curve
RDU NOAA 10yr
100
7.3700
Time -Depth Curve
RDU NOAA 140yr
MASTER.NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN: DOYXYWH3NLBE
PondPack (10.00.015.00)
8:06 AM
Withers & Ravenel
3/11/2008
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs
ft
ac -ft
*OUT 10
JCT
2
3.419
12.4000
26.25
*OUT 10
JCT
10
8.019
12.4000
69.81
*OUT 10
JCT
100
16.918
12.3000
147.57
POND 10
IN
POND
2
.555
12.2000
8.70
POND 10
IN
POND
10
1.220
12.2000
17.67
POND 10
IN
POND
100
2.462
12.1000
30.82
POND 10
OUT
POND
2
.552
12.6000
1.16
348.60
.226
POND 10
OUT
POND
10
1.217
12.4000
5.59
350.38
.470
POND 10
OUT
POND
100
2.459
12.2000
30.25
351.00
.574
POST - UNTREATED
AREA
2
2.867
12.4000
25.48
POST - UNTREATED
AREA
10
6.802
12.4000
64.22
POST - UNTREATED
AREA
100
14.459
12.3000
123.06
*PRE OUT
JCT
2
3.073
12.4000
26.48
*PRE OUT
JCT
10
7.457
12.4000
69.83
*PRE OUT
JCT
100
16.086
12.4000
136.58
SIN: DOYXYWH3NLBE
PondPack (10.00.015.00)
8:06 AM
Withers & Ravenel
3/11/2008

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K: \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN: DOYXYWH3NLBE
PondPack (10,00.015.00)
8:06 AM
Withers & Ravenel
3/11/2008
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs ft ac -ft
PRE - DEVELOPMENT
AREA
2
3.073
12.4000
26.48
PRE - DEVELOPMENT
AREA
10
7.457
12.4000
69.83
PRE- DEVELOPMENT
AREA
100
16.086
12.4000
136.58
TO BMP
AREA
2
.143
12.1000
2.69
TO BMP
AREA
10
.319
12.1000
5.90
TO BMP
AREA
100
.649
12.1000
10.14
TO DITCH
AREA
2
.412
12.1000
7.92
TO DITCH
AREA
10
.901
12.1000
16.79
TO DITCH
AREA
100
1.813
12.1000
28.34
SIN: DOYXYWH3NLBE
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8:06 AM
Withers & Ravenel
3/11/2008

S N o Ildl nDIVD
1N3Wdol3n3a-3dd

Job File: K: \05 \05- 010 \05018 \H &H \TRENTON MAR 08.PPW
Rain Dir: K: \05 \05- 010 \05018 \H &H\
JOB TITLE
Project Date: 3/10/2008
Project Engineer: HCF
Project Title: Trenton Road Subdivision
Project Comments:
Evaluate Pre and Post - development conditions for the 2 and 10 -year
storms
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Table of Contents
i
* * * * * * * * * * * * * * * * ** DESIGN STORMS SUMMARY * * * * * * * * * * * * * * * * * **
RDU NOAA 14 Desi Design Storms ...................... 1.01
TC CALCULATIONS
PRE - DEVELOPMENT Tc Calcs ........................... 2.01
k * * * * * * * * * * * ** CN CALCULATIONS * * * * * * * * + **
PRE - DEVELOPMENT Runoff CN -Area 3.01
SIN: DOYXYWH3NLBE Withers & Ravenel
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Type.... Design Storms
Name.... RDU NOAA 14 Desi
Page 1.01
File.... K: \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
Title... Project Date: 3/10/2008
Project Engineer: HCF
Project Title: Trenton Road Subdivision
Project Comments:
Evaluate Pre and Post - development conditions for the
2 and 10 -year storms
DESIGN STORMS SUMMARY
Design Storm File,ID -
Storm Tag Name = 2
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
RDU NOAA 14 Desi
Time -Depth Curve RDU NOAA 2yr
2 yr
3.4400 in
1
2.3.9904 hrs
.0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 10
Data Type, File, ID = Time -Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Time -Depth Curve
100 yr
7.3700 in
1
23.9990 hrs
.0000 hrs Step=
---------------------- - - - - --
RDU NOAA 100yr
0833 hrs End= 23.9990 hrs
SIN: DOYXYWH3NLBE Withers & Ravenel
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Type.... Tc Calcs
Name.... PRE-DEVELOPMENT
File.... K:\05\05-010\05018\H&H\trenton Mar 08.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .022000 ft/ft
Avg.Velocity .09 ft/sec
Page 2. 01
Segment #1 Time: .3248 hrs
--------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 975.80 ft
Slope .066000 ft/ft
Unpaved
Avg.Velocity 4.15 ft/sec
Segment #2 Time: .0654 hrs
------------------------------------------------------------------------
Segment 43: Tc: TR-55 Channel
Flow Area 9.0000 sq.ft
Wetted Perimeter 9.00 ft
Hydraulic Radius 1.00 ft
Slope .047000 ft/ft
Mannings n .0650
Hydraulic Length 855.50 ft
Avg.Velocity 4.97 ft/sec
Segment #3 Time: .0478 hrs
------------------------------------------------------------------------
Total Tc: .4380 hrs
SIN: DOYXYWH3NLBE Withers & Ravenel
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Type.... Tc Calcs
Name.... PRE - DEVELOPMENT
File.... K: \05 \05 -01D \05018 \H &H \trenton Mar 08.ppw
Page 2.02
Tc Equations used...
___= SCS TR -55 Sheet Flow =_________--___ ___- _--- __-- -- ----------- = - -= ==
Tc = (.007 * ((n * Lf) * *0.8)) / ((P * *.5) * (Sf * *.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, o
___= SCS TR -55 Shallow Concentrated Flow _ ____________ --------- __ ___
Unpaved surface:
V = 16.1345 * (Sf * *0.5)
Paved surface:
V = 20.3282 * (Sf * *0.5)
Tc = (Lf I V) / (3600sec /hr)
Where: V = Velocity, ft /sec
Sf = Slope, ft /ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: DOYXYWH3NLBE
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Type.... Tc Calcs
Name.... PRE - DEVELOPMENT
File.... K: \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
Page 2.03
___= SCS Channel Flow ---------- _________ ___________________________--- _
R = Aq / Wp
V = (1.49 * (R * *(2/3)) * (Sf * * -0.5)) 1 n
Tc = (Lf / V) / (3600sec /hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft /sec
Slope, ft /ft
Mannings n
Time of concentration, hrs
Flow length, ft
SIN: DOYXYWH3NLBE Withers & Ravenel
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Type.... Runoff CN -Area
Name.... PRE - DEVELOPMENT
RUNOFF CURVE NUMBER DATA
Page 3.01
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
QC oUC
CN
Open Space; B
61
2.080
61.00
Impervious
98
.160
98.00
1 acre Lots; Wooded; C
16
.050
76.00
1 acre Lots; Wooded; B
64
15.240
64.00
ROW - open ditches; C
92
.600
92.00
ROW - open ditches; B
89
1.890
89.00
Woods - good; B
55
30.400
55.00
112 acre Lots; Wooded; C
77
.720
77.00
1/2 acre Lots; Wooded; B
65
3.130
65.00
Woods - good; C
70
8.490
70.00
COMPOSITE AREA & WEIGHTED CN -
............................................
............................................
- ->
62.760
...............................
...............................
61.67 (62)
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Appendix A
Index of Starting Page Numbers for ID Names
- - - -- P - - - --
PRE- DEVELOPMENT... 2.01, 3.01
- - - -- R - - - --
RDU NOAA 14 Desi... 1.01
A -1
S /N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

POST DEVELOPMENT
CALCULATIONS

Job File: K: \05 \05- 010 \05018 \H &H \TRENTON MAR 08.PPW
Rain Dir: K: \05 \05- 010 \05018 \H &H\
JOB TITLE
Project Date: 3/10/2008
Project Engineer: HCF
Project Title: Trenton Road Subdivision
Project Comments:
Evaluate Pre and Post - development conditions for the 2 and 10 -year
storms
S /N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Table of Contents
i
* * * * * * * * * * * * * * * * ** DESIGN STORMS SUMMARY * * * * * * * * * * * * * * * * * **
RDU NOAA 14 Desi Design Storms ...................... 1.01
* * * * * * * * * * * * * * * * * * * * ** TC CALCULATIONS * * * * * * * * * * * * * * * * * * * **
POST - UNTREATED Tc Calcs ........................... 2.01
TO BMP.......... Tc Calcs ........................... 2.04
TO DITCH........ Tc Calcs ........................... 2.06
* * * * * * * * * * * * * * * * * * * * ** CN CALCULATIONS * * * * * * * * * * * * * * * * * * * **
POST - UNTREATED Runoff CN -Area ..................... 3.01
TO BMP.......... Runoff CN -Area ..................... 3.02
TO DITCH........ Runoff CN -Area ..................... 3.03
* * * * * * * * * * * * * * * * * * * * * ** POND VOLUMES * * * * * * * * * * * * * * * * * * * * * **
POND 10......... Vol: Elev -Area ..................... 4.01
* * * * * * * * * * * * * * * * * * ** OUTLET STRUCTURES * * * * * * * * * * * * * * * * * * * **
Outlet 1........ Outlet Input Data .................. 5.01
SIN: DOYXYWH3NLBE Withers & Ravenel
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Table of Contents
ii
Table of Contents (continued)
Composite Rating Curve ............. 5.04
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Design Storms Page 1.01
Name.... RDU NOAA 14 Desi
File.... K: \05 \05,010 \05018 \H &H \trenton Mar 08.ppw
Title... Project Date: 3/10/2006
Project Engineer: HCF
Project Title: Trenton Road Subdivision
Project Comments:
Evaluate Pre and Post - development conditions for the
2 and 10 -year storms
DESIGN STORMS SUMMARY
Design Storm File,ID -
Storm Tag Name = 2
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
RDU NOAA 14 Desi
Time -Depth Curve RDU NOAA 2yr
2 yr
3.4400 in
1
23.9904 hrs
.0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 10
Data Type, File, ID = Time -Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Time -Depth Curve RDU NOAA 100yr
100 yr
7.3700 in
1
23.9990 hrs
.0000 hrs Step= .0833 hrs End= 23.9990 hrs
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Tc Calcs
Name.... POST - UNTREATED
File..... K: \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
Page 2.01
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
Segment #1: Tc: TR -55 Sheet
Mannings n .4000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .022000 ft /ft
Avg.Velocity .0.9 ft /sec
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 975.80 ft
Slope 066000 ft /ft
Unpaved
Avg.Velocity 4.15 ft /sec
Segment #3: Tc: TR -55 Ch
Flow Area 9.0000
Wetted Perimeter 9.00
Hydraulic Radius 1.00
Slope .047000
Mannings n .0650
Hydraulic Length 855.50
snne 1
sq. ft
ft
ft
ft /ft
ft
Avg.Velocity 4.97 ft /sec
SIN: DOYXYWH30LBE
PondPack (10.00.015.00)
Segment #1 Time: .3248 hrs
Segment #2 Time: .0654 hrs
Segment 43 Time: .0478 hrs
Total To: .4380 hrs
E�II:�TuI
Withers & Ravenel
3/11/2008

Type.... Tc Calcs
Name.... POST - UNTREATED
File...:. K: \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
Tc Equations used...
Page 2.02
___= SCS TR -55 Sheet Flow ______________ _____________________= --
Tc = (.007 * ((n * Lf) * *0.8)) / ((P * *.5) * (Sf * *.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
__ — SCS TR -55 Shallow Concentrated Flow = ------------ - =----- ---- - - - - --
Unpaved surface:
V = 16.1345 * (Sf * *0.5)
Paved surface:
V = 20.3282 * (Sf * *0.5)
Tc = (Lf / V) / (3600sec /hr)
Where: V = Velocity, ft /sec
Sf = Slope, ft /ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: DOYXYWH3NLBE
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8:06 AM
Withers & Ravenel
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Type.... TC Calcs
Name.... POST - UNTREATED
File.... K:105105 -01 010507 .81ii &Hltrenton- Mar_08.ppw
SCS Channel Flow
R = Aq 1 Wp
V = (1.49 * (R* *(213)] * (Sf * * -0.5)) 1 n
TC = (Lf 1 V) I (3600seclhr)
Where: R
Aq
WP
v
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
velocity, ft/sec
Slope, ft /ft
Mannings n
Time of concentration, hrs
Flow length, ft
SIN: DOYXYWH3NL$E
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8!05 AM
Page 2.03
Withers & Ravenel
3/11/2008

Type.... Tc Calcs
Name.... TO BMP
File.... K:\D5\05-010\05018\H&H\trenton- Mar -08.ppw
Page 2.04
TIME OF CONCENTRATION CALCULATOR
------------------------------------------------------------------------
Segment ffl: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
---------- —
SIN: DOYXYWH3NLBE Withers & Ravenel
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Type.... Tc Calcs
Name.... TO BMP
File.... K: \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
Tc Equations used...
- - -= User Defined --
Tc = Value entered by user
Where: Tc = Time of concentration
Page 2.05
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Tc Calcs
Name.... TO DITCH
File.... K: \05 \05 -010 \05018 \H &H \trenton Mar 08.ppw
Page 2.06
......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs.
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Tc Calcs
Name.... TO DITCH
File..... K: \05 \05 -010 \05018 \H &H \trenton Mar- 08.ppw
Page 2.07
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
- - -- User Defined === ----------------
------ -- -- ---- ---��___�-
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Runoff CN -Area
Name.... POST - UNTREATED
File.... K: \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
RUNOFF CURVE NUMBER DATA
Page 3. 01
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
Impervious
98
.160
98.00
1 acre Lots; Wooded; C
76
2.580
76.00
1 acre Lots; Wooded; B
64
23.370
64.00
ROW - open ditches; C
92
.600
92.00
ROW - open ditches; B
89
1.430
89.00
Woods - good; B
55
17.920
55.00
1/2 acre Lots; Wooded; C
77
.710
77.00
1/2 acre Lots; Wooded; B
65
2.630
65.00
Woods - good; C
70
5.160
70.00
COMPOSITE AREA & WEIGHTED CN
- - ->
54.560
63.46 (63)
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Runoff CN -Area
Name.... TO BMP
File.._ K : \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
Page 3.02
RUNOFF CURVE NUMBER DATA
........................................... ...............................
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres %C oUC CN
Right of Way; B 89 .160 89.60
1 acre Lots; Wooded ;B 64 2.050 64.00
COMPOSITE AREA & WEIGHTED CN - - -> 2.210 65.81 (66)
............................................ ...............................
SIN: DOYXYWH3NLBE
PondPack (10.00.015.00)
8:06 AM
Withers & Ravenel
3/11/2008

Type._.. Runoff CN -Area Page 3.03
Name..... TO DITCH
File.... K: \05 \05- 010 \05018 \H &H \trenton Mar�08.ppw
RUNOFF CURVE NUMBER DATA
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
oC oUC
CN
Lots - 1 acre; B
64
4.880
64.00
Lots - 1 acre; C
76
.810
76.00
Right of way; B
89
.300
89.00
COMPOSITE AREA S WEIGHTED CN - - ->
5.990
66.87 (67)
SIN: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Vol: Elev -Area
Name.... POND 10
File.... K:\05\05- 010\05019�H &H\trenton Mar OS.ppw
Page 4.01
Elevation
Planimeter Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft)
(sq.in) (sq.ft)
(sq.ft)
(ac-ft)
(ac -ft)
346.04
- - - -- 2598
0
.000
.000
347.00
- - - -- 3483
9059
.070
.070
348.00
- - - -- 4438
11853
.091
_160
349_00
- - - -- 5452
14809
.113
.274
350.00
- - - -- 6523
17939
.137
.411
351.00
7650
21237
.153
.573
352.00
8833
24703
.189
.762
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Areal *Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN: ❑OYXYWH3NLSE Withers & Ravenel
PondPack (10,00.015.00) 8:06 AM 3/11/2008

Type.... Outlet Input Data
Name.... Outlet 1
File.... K: \05 \05 -010 \05018 \H &H \trenton Mar 08.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 346.00 ft
Increment = .10 ft
Max. Elev.= 352.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Page 5. 01
Structure
No.
Outfall
E1, ft
E2, ft
----------- - - - - --
Orifice- Circular
- - --
01
- - - - - --
- - -> CO
--- - - - - --
347.900
--- - - - - --
352.000
Inlet Box
RO
- - -> CO
350.250
352.000
Orifice - Circular
00
- - -> CO
346.000
352.000
Culvert- Circular
CO
- - -> TW
346.000
352.000
TW SETUP, DS Channel
S /N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:06 AM 3/11/2008

Type.... Outlet Input Data
Name.... Outlet 1
File.... K:105\05- 010.N05018%H &H /trenton Mar_08.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice - Circular
# of openings = 1
Invert Elev. - 347.90 ft
Diameter .7500 ft
Orifice Coeff. .600
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 350.25 €t
Orifice Area
= 16.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 16.00 ft
Weir Coeff,
= 3.100
K. Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID - 00
Structure Type - Orifice - Circular
# of Openings = 1
Invert Elev. - 346.00 ft
Diameter - .0830 ft
Orifice Coeff- - .604
Page 5.02
SIN: DOYXYWH3NLHE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Outlet Input Data
Name.... Outlet 1
File._,, K: \05 \05- 010 \05018 \H &H \trenton_Mar- 08.ppw
OUTLET STRUCTURE INPUT DATA
Structure III
= CO
Equation form =
Structure Type
= Culvert- Circular
------------------------------------
No. Barrels
= I
2.0000
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 345.00
ft
Dnstream Invert
= 343.00
ft
Horiz. Length
= 104.00
ft
Barrel Length
= 104.04
ft
Barrel Slope
= .02885
ft /.ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb - .012411
Kr - .5000
HW Convergence = .001
INLET CONTROL DATA...
TW
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW /D) =
1.146
T2 ratio (HW /D) =
1.292
Slope Factor =
-.500
Page 5.03
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At Tl Elev = 348.29 ft - - -> Flow 15.55 cfs
At T2 Elev = 348.58 ft - - -> Flow 17.77 cfs
Structure IA = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
S /N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Type.... Composite Rating Curve
Name.... Outlet 1
File.... K: \05 \05- 010 \05018 \H &H \trenton Mar 08.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev, Total Q
Elev. Q
ft cfs
346.00
.00
346.10
.O1
346.20
.O1
346.30
.01
346.40
.O1
346.50
.02
346.60
.02
346.70
.02
346.80
.02
346.90
.02
347.00
.02
347.10
.03
347.20
.03
347.30
.03
347.40
.03
347.50
.03
347.60
.03
347.70
.03
347.80
.03
347.90
.03
348.00
.06
348.10
.15
348.20
.28
348.30
.46
348.40
.67
348.50
.90
348.60
1.16
348.70
1.42
348.80
1.58
348.90
1.72
349.00
1.85
349.10
1.97
349.20
2.09
349.30
2.19
349.40
2.29
349.50
2.39
349.60
2.49
349.70
2.58
-- - - - - -- Converge
TW Elev Error
ft + / -ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
SIN: DOYXYWH3NLBE
PondPack (10.00.015.00)
Notes
Contributing Structures
(no Q: O1,RO,OO,C0)
OO,CO (no Q: 01,RO)
OO,CO (no Q: O1,R0)
OO,CO (no Q: 01,RO)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,RO)
OO,CO (no Q: Ol,RO)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: Ol,RO)
OO,CO (no Q: 01,RO)
OO,CO (no Q: 01,RO)
OO,CO (no Q: 01,RO)
OO,CO (no Q: 01,RO)
OO,CO (no Q: 01,RO)
OO,CO (no Q: 01,RO)
OO,CO (no Q: 01,RO)
OO,CO (no Q: 01,RO)
01, 00, CO (no Q: RO)
01, 00, CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
01,00,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
O1,0O,CO (no Q: RO)
8:06 AM
Page 5.04
Withers & Ravenel
3/11/2008

Type.... Composite Rating Curve
Name.... Outlet 1
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - -
- -- Converge
-------------------------
Elev.
Q
TW Elev Error
ft
cfs
ft + / -ft
Contributing
Structures
349.80
2.67
Free
Outfall
01,00,CO (no
Q: RO)
349.90
2.76
Free
Outfall
01,00,CO (no
Q. RO)
350.00
2.84
Free
Outfall
01,00,CO (no
Q: RO)
350.10
2.92
Free
Outfall
01,00,CO (no
Q: RO)
350.20
3.00
Free
Outfall
01,00,C0 (no
Q: RO)
350.25
3.03
Free
Outfall
O1,00,C0 (no
Q: RO)
350.30
3.63
Free
Outfall
O1,R0,O0,C0
350.40
6.02
Free
Outfall
O1,R0,00,C0
350.50
9.41
Free
Outfall
O1,R0,O0,C0
350.60
13.56
Free
Outfall
01,RO,00,CO
350.70
18.04
Free
Outfall
01,RO,00,CO
350.80
22.76
Free
Outfall
01,R0,O0,C0
350.90
27.55
Free
Outfall
01,RO,00,CO
351.00
30.24
Free
Outfall
RO,CO (no Q:
01,00)
351.10
30.65
Free
Outfall
01,RO,00,CO
351.20
31.05
Free
Outfall
RO,CO (no Q:
01,00)
351.30
31.45
Free
Outfall
RO,CO (no Q:
01,00)
351.40
31.84
Free
Outfall
RO,CO (no Q:
01,00)
351.50
32.23
Free
Outfall
RO,CO (no Q:
01,00)
351.60
32.62
Free
Outfall
RO,CO (no Q:
01,00)
351.70
32.99
Free
Outfall
RO,CO (no Q:
01,00)
351.80
33.37
Free
Outfall
RO,CO (no Q:
01,00)
351.90
33.74
Free
Outfall
RO,CO (no Q:
01,00)
352.00
34.10
Free
Outfall
RO,CO (no Q:
01,00)
Page 5.05
S /N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

Appendix A
Index of Starting Page Numbers for ID Names
- - - -- O - - - --
Outlet 1... 5.01, 5.04
- - - -- P - - - --
POND 10... 4.01
POST - UNTREATED... 2.01, 3.01
- - - -- R - - - --
RDU NOAA 14 Desi... 1.01
- - - -- T - - - --
TO BMP... 2.04, 3.02
TO DITCH... 2.06, 3.03
A -1
S /N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 8:06 AM 3/11/2008

NITROGEN
CALCULATIONS

Trenton Road Subdivision
Total Nitrogen Export Calculations
Pre - Development
Exhibit 3-1 Method 1 for Quantifying TN Export from
Residential Developments when Building and Driveway
Footprints are Not Shown
Step 1: Determine area for each type of land use and enter in
Column (2).
Step 2: Total the areas for each type of land use and enter at tho
bottom of Column (2).
Step 3: Determine the TN export coeffident associated with right-
of-my using Figure 3-1.
Step 4: Determine the TN export Coefficient associated with lasts
using f=igure 3.2.
Step 5: Multiply the areas in Column (2) by the TN export
coefficients in Column (3) and enter in Column (4).
Step 6: Total the TN exports for each type of land use and enter at
the bottom of Column (4).
Step 7: Determine the export coefficient for site by dividing the total
TN export from uses at the bottom of Column (4) by the
total area at the bottom of Column (2) and enter it in at the
bottom of Column (5),
Gityof Ralelch January 2007
Stvrtrra�ater Desr`go Manual Page 19
(2)
(3)
(a)
Type of Land Cover
Site
TN Export
TM Export
TN Export t
Area
Coeff.
by land Use
From Site
(Acres)
(Ibsfacl r )
(lbs! r)
Ibslaclyr)
Permanently preserved undisturbed
33.85
0.6
20.31
-
open s ace forest, unmown meadow
Permanently preserved managed
1.2
o n s ace rass. landsc a in , etc.)."*"
•:_'
Right-of-way (read TN export from
Figure 1)
Lots (read TN export from Figure 2)
Total
33.85
'.
20.31
Average for Site
w ,.s
w:�e
r�F
s
0.60
c
Gityof Ralelch January 2007
Stvrtrra�ater Desr`go Manual Page 19

Trenton Road Subdivision
Total Nitrogen Export Calculations
Post - Development
Exhibit 3-1 Method 1 for Quantifying TN Export from
Residential Developments when Building and Driveway
Footprints are Not Shown
Step 1: Determine area for each type of land use and enter in
Column (2).
Step 2: Total the areas for each type of land use and enter at the
bottom of column (2).
Step 3: Determine the TN export coefficient associated with right.
of-way using Figure 3-1.
Step 4: Deterrinlne the TN export. coefficient associated with lots
using Figure 3.2,
Step 5: Multiply the areas in Column (2) by the TN export
coefficients in Column (3) and enter in Column (4).
Step 6: Total the TN exports for each type of land use and enter at
the bottom of Column (4).
Step 7: Determine the export coefficient for site by dividing the total
TN export from uses at the bottom of Column (4) by the
total area at the bottom of Column (a) and enter it in at the
bottom of Column (5).
(I F—
(2)
(3)
(4)
(5)
Type of Land Cover
Site
TN Export
TN Export
TN Export
Area
COW
by Land Use
From Site
Acres
Ibslacl
Ibsl r)
Ibslaclyr)
Permanently preserved undisturbed
5.38
4.6
3.23
open 8Pc8 forest unmown meadow
Permanently preserved managed
1.2
o n space grass, landscaping, a #c.
Bight -of -way (read TN export from
2.97
10.9
32.37
w'f "
}'
Pierre 1)
7.
Lacs (read TN export from Figure 2)
25.50
2.8
70.13
total
3 3.85
R'+
;qtr -ib.
105.73
.. f ,'? -
'��:Y.: " ?,L.
__
Avers a for Site
Y v i y11;;:C
'".;•,:s:
Sd f'Ar '"1..Y '
7-ns� t = i..={• Y
3.12
city at Raleigh January 2002
Sforfinwater Design Mpnual Page 79

Designer
SAN NTS
D— 13Y Dale
sm a0/10/05
Checked By Job No
ViF1 20501B.o
TRENTON ROAD SUBDIVISION
NITROGEN EXPORT CALCULATIONS
AREA DELINEATION MAP
WITHERS & RAVEN EL
ENGINEERS 1 PLANNERS I SURVEYORS
111 MacKman Drive Cary, North Carolina 27511
tel: [phone] -- ilhersravenel com fax: 919 - 467 -6008
Sheet No.

;rnr�
CALCULATIONS

BMP 081 105
Project Name: Trenton Road Subdivision Project #: 205018
City /State: Raleigh, NC Date: 11- Mar -08
STORMWATER BMP #1 - EXTENDED DRY DETENTION BASIN
Land Use
Area
(ac)
% IA
Imp. Area
(ac)
Lots - 1 acre
7.74
20
1.5
Right of Way (Offsite)
0.46
60
0.3
Totals
8.2
1.00404511 in
1.8
Total % Impervious Surface Area = 22.2 %
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in. /in.
I = Percent impervious
Rv = Q.25 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.171 acre -ft
7447 cu. ft.
Water quality pool elevation=
Storage volume provided =
Orifice Calculations
Q = Cd *A *(2gh)'(1/2)
Variables
WQ Volume:
0.17096667 Acre -ft
Head:
2.23 ft
Draw down time:
74 hrs
Orifice Area =
0.00549836 sq. ft
Orifice Diameter =
1.00404511 in
347.90 feet
0.172 acre -ft
7492 cu. ft.
Constants
7447.308 cf g = 32.2 ft/s2
1.115 ft Cd= 0.6
266400 s
0.7917644 sq. in
USE 1" DIAMETER ORIFICE

IMPACT MAPS

I
Ra'4 ❑f;
MAT EET 1$
MATCH VIEW 1
dqa
��
/
�a' I
`� fir.•
6
I
I _ -
DR1V1 1'
/ r ggg mPA i 'r
f - -- - - - ---
I I —
SEWER (10
0
t +�
t7, +
� t r
t
J �
lip a
�.V . ,
T •���, WAIEPCOURSE
ll V
:
7
c
t
L
FM
PROPOSED BUFFER AND STREAM IMPACTS
IMPACT LOCATION
BUFFER
�'
-moo-
ZONE 2
(SF)
(AC)
(SF) (AC)
(LF)
DRIVEWAY A
1,320
0.030
808 0.019
20 P
D E4VAY
M�'��1~' ACT 'L
r -S€-VIJ�
.�� MFAfl
C�RIVI: nti
I
WF1'L1iN0
DRIVEWAY C
L
FM
PROPOSED BUFFER AND STREAM IMPACTS
IMPACT LOCATION
BUFFER
ISTREAM
ZONE 1
ZONE 2
(SF)
(AC)
(SF) (AC)
(LF)
DRIVEWAY A
1,320
0.030
808 0.019
20 P
DRIVEWAY B
1,326
0.030
814 0.019
20 P
DRIVEWAY C
1,331
0.030
813 0.019
20 P
DRIVEWAY D
1,486
0.030
925 0.019
20 P
SEWER 1
1,323
0.030
804 0.018
20T
SEWER 2
1,396
0.032
856 0.020
20T
SEWER 3
1,514
0.035
1,187 0.027
20-r
SWALE AT BYPASS
715
0 016
404 0 009
-
10,4111
0.2341
6,61 TT 0150
140
��:,��.� �•' ,C� it
A
4
1 '
SEE
7---z-
SITE
DATA
DEVELOPMENT NAME:
LOCATION:
PROPOSED USE:
PIN #:
ZONING DISTRICT:
PARCEL SIZE:
# UNITS ALLOWED:
# UNITS PROPOSED:
AVERAGE LOT SIZE:
INSIDE FALLS LAKE:
INSIDE FLOOD HAZARD:
THE WOODS AT UMSTEAD
3308 TRENTON ROAD
SINGLE - FAMILY RESIDENTIAL
0775.02-75-5892.
0775.02-75-5370,
0775.02-75-1253
0775.16-94-0819
R -4 CUD, R -2 MPOD
32.99 AC.
128
35
36,868 SF
NO
NO GRAPHIC SCALE
150 0 75 150 300
I
1 inch = 150 ft.
WETLAND AREA
ZONE 1
NRB IMPACTS
ZONE 2
NRB IMPACTS
NOTES:
1. PIPES WILL BE BURIED
1' BELOW THE INVERT OF
EXISTING STREAM BED.
2. NO RIP RAP PLACED BELOW
NORMAL WATER LEVEL
1
}
II
IAP 3 i
I
Y _
!—. ,
�20NE X
�zvae ae
zoNS x � � 1 f ,j . .--'s !/ �� '�. ' •1,,� !
f ,J / � �= �!�_ ;•� � �E1JER /�' ' •! % /� /fr✓� /f�! ' f j 1�� � / /f! ! ffj!/
STREAhE
r� - ✓ \ 3e
SWAGE �•.-.`-` ,.1 , \ -s.o- — _ss°� ` f
+ BYPASS
~ i IMPACT
12 's t+ _ f J �0� Q / — -tee- -L /. f
IE — _ - -310-- =7
1 ` C ,pppri DRIVE -
''•''°' THE WOODS AT UMSTEAD
TRENTON ROAD LLC
IMPACT MAP
WITHERS &- RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
M.x l:.nan Dnr Gry, r:onh Gmlira Dill lik— A-1340 f- :919407 -8 --h-0
0cool
I

L
rvr "IRB
ZON ` /
NRB
ZO
DRIVEVV�\�-I— —
IT771ACT 'A' \
r
SEWERr" �
� IM',ACT '1' ��
\
I
I
\ � I
E. I. P.
go — —
— 3
----- �. - - -- �— \ �, — f
Ilk
—/ \ \� ♦ \ O
\ 60\
�0� v > _
----------- - - - - -- _
370
IMPACT SUMMARY
DRIVEWAY 'A'
ZONE 1 NRB IMPACTS: 1,320 SF
ZONE 2 NRB IMPACTS: 808 SF
STREAM IMPACTS: 20 LF (PERMANENT)
DRIVEWAY 'B'
ZONE 1 NRB IMPACTS: 1,326 SF
ZONE 2 NRB IMPACTS: 814 SF
STREAM IMPACTS: 20 LF (PERMANENT)
DRIVEWAY 'C'
ZONE 1 NRB IMPACTS: 1,331 SF
ZONE 2 NRB IMPACTS: 813 SF
STREAM IMPACTS: 20 LF (PERMANENT)
DRIVEWAY 'D'
ZONE 1 NRB IMPACTS: 1,486 SF
ZONE 2 NRB IMPACTS: 925 SF
STREAM IMPACTS: 20 LF (PERMANENT)
SEWER '1'
ZONE 1 NRB IMPACTS: 1,323 SF
ZONE 2 NRB IMPACTS: 804 SF
STREAM IMPACTS: 20 LF (TEMPORARY)
SEWER '2'
ZONE 1 NRB IMPACTS: 1,396 SF
ZONE 2 NRB IMPACTS: 856 SF
STREAM IMPACTS: 20 LF (TEMPORARY)
NOTES:
1. PIPES WILL BE BURIED
1' BELOW THE INVERT OF
EXISTING STREAM BED.
2. NO RIP RAP PLACED BELOW
NORMAL WATER LEVEL
GRAPHIC SCALE
50 0 25 50 10C
1 inch = 50 ft.
RCS'' °° °�`e B THE WOODS AT UMSTEAD
WdcR ' • = 5 °� WITHERS &- RAV E N E L °'° "°
a� -R ° 12-12 TRENTON ROAD LLC IMPACT MAP #2 g2
--d By I i °e" °. ENGINEERS I PLANNERS I SURVEYORS
CM° 2.Wli Ralei h Wake Count North Carolina " °nh�°���°°27s„ 1e1 9, 0 f- 9194 -6008 .—h--l-
/
_
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ZONE 1 NRB
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IMPACT SUMMARY
DRIVEWAY 'A'
ZONE 1 NRB IMPACTS: 1,320 SF
ZONE 2 NRB IMPACTS: 808 SF
STREAM IMPACTS: 20 LF (PERMANENT)
DRIVEWAY 'B'
ZONE 1 NRB IMPACTS: 1,326 SF
ZONE 2 NRB IMPACTS: 814 SF
STREAM IMPACTS: 20 LF (PERMANENT)
DRIVEWAY 'C'
ZONE 1 NRB IMPACTS: 1,331 SF
ZONE 2 NRB IMPACTS: 813 SF
STREAM IMPACTS: 20 LF (PERMANENT)
DRIVEWAY 'D'
ZONE 1 NRB IMPACTS: 1,486 SF
ZONE 2 NRB IMPACTS: 925 SF
STREAM IMPACTS: 20 LF (PERMANENT)
SEWER '1'
ZONE 1 NRB IMPACTS: 1,323 SF
ZONE 2 NRB IMPACTS: 804 SF
STREAM IMPACTS: 20 LF (TEMPORARY)
SEWER '2'
ZONE 1 NRB IMPACTS: 1,396 SF
ZONE 2 NRB IMPACTS: 856 SF
STREAM IMPACTS: 20 LF (TEMPORARY)
NOTES:
1. PIPES WILL BE BURIED
1' BELOW THE INVERT OF
EXISTING STREAM BED.
2. NO RIP RAP PLACED BELOW
NORMAL WATER LEVEL
GRAPHIC SCALE
50 0 25 50 10C
1 inch = 50 ft.
RCS'' °° °�`e B THE WOODS AT UMSTEAD
WdcR ' • = 5 °� WITHERS &- RAV E N E L °'° "°
a� -R ° 12-12 TRENTON ROAD LLC IMPACT MAP #2 g2
--d By I i °e" °. ENGINEERS I PLANNERS I SURVEYORS
CM° 2.Wli Ralei h Wake Count North Carolina " °nh�°���°°27s„ 1e1 9, 0 f- 9194 -6008 .—h--l-

IMPACT SUMMARY
SWALE AT BYPASS
ZONE 1 NRB IMPACTS: 715 SF
ZONE 2 NRB IMPACTS: 404 SF
STREAM IMPACTS: 0 LF
SEWER '3'
ZONE 1 NRB IMPACTS: 1,514 SF
ZONE 2 NRB IMPACTS: 1,187 SF
STREAM IMPACTS: 20 LF (TEMPORARY)
NOTES:
1. PIPES WILL BE BURIED
1' BELOW THE INVERT OF
EXISTING STREAM BED.
2. NO RIP RAP PLACED BELOW
NORMAL WATER LEVEL
GRAPHIC SCALE
SWALE AT BYPASS SEWER CROSSING 3 30 0 15 30 60
1 inch = 30 ft.
ReV1S1On Date I B R � THE WOODS AT UMSTEAD g
-' WITHERS RAVENEL
IL By _, R lob "o °� 1212 TRENTON ROAD LLC IMPACT MAP #3 ENGINEERS I PLANNERS I SURVEYORS 3
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01/12/12
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205018
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CONIC MON J
No. Revision Date B
Designer
W &R
Scale
1 ” = 50'
Drawn By
Date
W &R
01/12/12
Checked By
Job No.
CMD
205018
THE WOODS AT UMSTEAD
TRENTON ROAD LLC
Raleigh Wake County North Carolina
SITE PLAN -NORTH &EAST
WITHERS & RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
Sheet No.
RV