20130667 Ver 1_401 Application_20130613

20130667
Joint 4011404 Pre - Construction
Notification and Riparian Buffer
Authorization Request
Crowne at Alexander Place Apartments
7651 ACC Boulevard
Raleigh, Wake County, North Carolina
Prepared by:
Irerracan
Consulting Engineers & Scientists
JUN � g 2013
On Behalf of:
Crowne Partners, Inc.
505 North 20th Street, Suite 1015
Birmingham, Alabama 35203

20130667
Irerracan
June 27, 2013
North Carolina Division of Water Quality
Webscape Unit
512 North Salisbury Street
Raleigh, North Carolina 28801
Re: Request for Water Quality Certification and Riparian Buffer Authorization
Crowns at Alexander Place
7651 ACC Boulevard
Raleigh, Wake County, North Carolina
Terracon Project: 71127767
Terracon Consultants, Inc. (Terracon), on behalf of Crowne Partners, Inc., is please to submit
the enclosed Pre - Construction Notification (PCN) to obtain a Water Quality Certification and
Riparian Buffer Authorization for the referenced project. Supporting documentation is included
as an appendix. Our payment by check in the amount of $240.00 is included as well.
A copy of this PCN documentation is being submitted to Mr. David Shaeffer in the Raleigh Field
Office of the USACE with whom we have been in contact with during the development phase of
the project. If you have any questions regarding this submittal, please contact us at 704 -509-
1777.
Your timely response is greatly appreciated.
Sincerely,
Terracon Consultants, Inc.
Stephen C. Brown
Project Geologist
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JUN 2 & 2013
c�n Terracon Consultants, Inc. 2020 -E Starita Road Charlotte, North Carolina 28206
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Pre - Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the Corps:
® Section 404 Permit ❑ Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps?
® Yes ❑ No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
09 401 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
1g. 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:
Crowne at Alexander Place Apartments
2b. County:
Wake
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:
SLF Ruby Jones, LLC
3b. Deed Book and Page No.
Book 9526, Page 1888
3c. Responsible Party (for LLC if
applicable):
3d. Street address:
Post Office Box 56607
3e. City, state, zip:
Atlanta, Georgia 30343 -6607
3f. Telephone no.:
3g. Fax no.:
3h. Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ® Other, specify:
4b. Name:
Christina Nawrocki
4c. Business name
(if applicable):
Crowne Partners, Inc.
4d. Street address:
505 North 20th Street, Suite 1015
4e. City, state, zip:
Birmingham, Alabama 35203
4f. Telephone no.:
205- 328 -3120
4g. Fax no.:
205 -326 -0528
4h. Email address:
chdstinan @crownepartners.com
5. AgentlConsultant Information (if applicable) A copy of the Authorized Agent letter included in Appendix 1.
5a. Name:
Stephen C. Brown
5b. Business name
(if applicable):
Terracon Consultants, Inc.
5c. Street address:
2020 -E Starita Road
5d. City, state, zip:
Charlotte, North Carolina 28206
5e. Telephone no.:
704 -509 -1777
5f. Fax no.:
704 -509 -1888
5g. Email address:
scbrown @terracon.com
Page 2 of 10

B. Project Information and Prior Project History
1. Property Identification Site location/USGS topographic map included in Appendix 2.
1a. Property identification no. (tax PIN or parcel ID):
1 0768.02 -66 -5694 and 0768.02 -66 -1345
1b. Site coordinates (in decimal degrees):
Latitude: 35.9110 Longitude: - 78.7762
1c. Property size:
14.4602 acres
2. Surface Waters
2a. Name of nearest body of water to proposed project:
Little Brier Creek (approx. 3,200 feet W -SW)
2b. Water Quality Classification of nearest receiving water:
C, NSW
2c. River basin:
Neuse
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
Please see "Responses to Narrative Questions" included in Appendix 3.
3b. List the total estimated acreage of all existing wetlands on the property: 0 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: approx.1,955 feet
3d. Explain the purpose of the proposed project: The purpose of the stream crossing is to provide access to the northern
portion of the site which is otherwise, inaccessible.
inaccessible. The second minor stream impact is for storrnwater discharge.
3e. Describe the overall project in detail, including the type of equipment to be used:
Please see "Responses to Narrative Questions" included in Appendix 3.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
❑ Yes ® No ❑ Unknown
Comments: JD data currently under review with USACE.
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
❑ Preliminary ❑ Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known):
Agency /Consultant Company:
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
S. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ® No ❑ Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ® No
6b. If yes, explain.
Page 3 of 10
PCN Form - Version 1.4 January 2009

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.
Wetland impact
number
Permanent (P) or
Temporary
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1 -
Choose one
Choose one
Yes/No
-
W2 -
Choose one
Choose one
Yes/No
W3 -
Choose one
Choose one
Yes/No
-
W4 -
Choose one
Choose one
Yes/No
-
W5 -
Choose one
Choose one
Yes/No
-
W6 -
Choose one
Choose one
Yes/No
-
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.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1 - P
Culvert
unnamed
PER
- Corps
6
143
S2 -
Choose one
S3 -
Choose one
-
S4 -
Choose one
S5 -
Choose one
-
S6 -
Choose one
-
3h. Total stream and tributary impacts
143
3i. Comments:
The stream impact is depicted on the Overall Impact Map is included in Appendix 4. Profile views
of the stream crossing are shown on the Impact Details plan also included in Appendix 4.
Page 4 of 10
PCN Form — Version 1.4 January 2009

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
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01 -
Choose one
Choose
02 -
Choose one
Choose
03 -
Choose one
Choose
04 -
Choose one
Choose
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, the 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
P1
Choose one
P2
Choose one
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 any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
Og Neuse ❑ Tar - Pamlico ❑ Catawba ❑ Randleman []Other:
6b.
Buffer Impact
number -
Permanent (P) or
Temporary
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet )
6g.
Zone 2
impact
(square
feet
B1 P
UT of Little Brier Creek
No
454
302
B2 P
UT of Uttle Brier Creek
No
367
300
B3 - P
UT of Little Brier Creek
No
7,745
4,368
B4 -
Yes/No
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
8,566
4,970
6i. Comments: The buffer impacts are depicted on the Overall Impact Ma included in
p p p p ' Appendix 4.
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Please see "Responses to Narrative Questions" included in Appendix 3.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Please see "Responses to Narrative Questions" included in Appendix 3.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
[] Yes ® No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
❑ 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: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
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:
Choose one
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.
Page 6 of 10
PCN Form — Version 1.4 January 2009

6. Buffer Mitigation (Stage 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 7 of 10

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?
1b. If yes, then is a diffuse flow plan included? If no, explain why.
A copy of the Stormwater Management Plan is included in Appendix 5.
® Yes ❑ No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project?
41.5
2b. Does this project require a Stormwater Management Plan?
® Yes ❑ No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
A copy of the Stormwater Management Plan Is included in Appendix 5.
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
2e. Who will be responsible for the review of the Stormwater Management Plan?
City of Raleigh
3. Certified Local Government Stormwater Review City of Raleigh
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 ?City of Raleigh will not approve plan until 401/404 permits are revolved.
4. DWQ Stormwater Program Review
❑Coastal counties
❑HQW
4a. Which of the following state - implemented stormwater management programs apply
ORW
(check all that apply):
H Session Law 2006 -246
[]Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
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 8 of 10
PCN Form — Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
la. Does the project involve an expenditure of public (federal /stateAocal) funds or the
❑ Yes
® No
use of public (federal/state) land?
1b. 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
❑ Yes
❑ No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes
No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after - the -fact permit application?
❑ Yes
ag No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes
® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non - discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Domestic wastewater generated at the site will be discharged into the municipal sanitary sewer system.
Page 9 of 10
PCN Form — Version 1.4 January 2009

S. 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?
5c. If yes, indicate the USFWS Field Office you have contacted.
Raleigh
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
US FWS Critical Habitat Mapper via the Internet and inquiry with FWS Raleigh field office.
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?
National Maries Fisheries Service website
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?
Review of SHPO GIS Web Service and review of files at the SHPO office in Raleigh, North Carolina.
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?
FEMA Flood Map No. 3720076800J, dated May 2, 2006
Stephen C. Brown
June 27, 2013
Applicant/Agent's Printed Name
ApplicanUAgent's Signature
Date
(Agent's signature is valid only if an authorization
letter from the applicant is provided.)
Page 10 of 10

aAVERY° READY INDEX' 600083

WROWNE PARTNERS
October 25, 2012
Mr. Stephen C. Brown
Terracon Consultants, Inc.
2020 -E Starita Road
Charlotte, North Carolina 28206
Re: Authorized Agent
Approximate 14.47 -Acre Site
7651 ACC Boulevard
Raleigh, Wake County, North Carolina
Terracon Project No. 71127764
Dear Mr. Brown,
As part of site development activities, we the undersigned hereby grant permission for
Terracon Consultants, Inc. ( Terracon) to act as our agent for the purpose of conducting
wetlandsfjudsdictional waters assessment of the referenced property. We further grant
permission for Terracon to access the property and to schedule site visits by Federal
and State regulatory personnel, as necessary, for assessment and/or permitting
purposes. Terracon will provide client prior notification of impending regulatory visits
scheduled by us.
Applicant
Name:
Firm: Crown Partners, Inc.
Address: 505 North 20th Street, Suite 1015
Birmingham,
bama 35203
Signature:
Date: to Z!r �--
1205) 328,3120 • FAx [phone] •505 NORTH 20tH STREET • SUITE 1015 * BIRMINGHAM, Am" 35203
WWW.CROWNEPARTNERS.COM

thm'-,
SITE
MAI N'
— `
SITE LOCATION MAP
Irerracon ir
CROWNE AT ALEXANDER PLACE PROJECT NO.: 71127767
7651 ACC BOULEVARD
DATE: June 2013
DRAWN BY: SCB
RALEIGH, NORTH CAROLINA
REFERENCE: USGS Topographic Map; Southeast Durham, North Carolina Quadrangle; dated 1993.

Crowne at Alexander Place
7651 ACC Boulevard
Raleigh, Wake County, North Carolina
Responses to Narrative Questions
B. Project Information and Prior Project History
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 undeveloped, wooded acreage. Areas to the north of the site across
ACC Boulevard are a mixture of multi - family residential complexes and wooded areas.
Areas to the south of the site across Glenwood Avenue contain office buildings and a retail
shopping center to the southwest of the site. The adjoining property to the east is under
construction as a residential apartment complex. Areas farther to the east contain a
cemetery and office buildings. The adjoining property to the west contains a retail
development that includes various stores and restaurants.
3e. Describe the overall project in detail, including the type of equipment to be used:
See the attached plan showing the proposed culvert stream crossing and buffer. impact to
access the southwestern portion of the site and two smaller buffer impacts that are
necessary to implement the proposed stormwater management plan for the site. Typical
heavy equipment will be used in the land clearing and grading phase and also during the
construction /development of the roads and other ancillary features.
D. Impact Justification and Mitigation
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in
designing the project:
The site layout was design in a manner to reduce impacts to wetlands. Other preliminary
site designs would have required separate stream crossings for the roadway and utilities.
The current design allows for a single crossing. The roadway crossing was designed to
cross the stream as close to 900 as possible. The stream crossing was designed with
retaining walls to further minimize impacts to jurisdictional areas.
Buffer Impacts 1 and 2 for the stormwater management were designed to cross the buffer
as close to 900 as possible.
Page 1 of 2

1b. Specifically describe measures taken to avoid or minimize the proposed impacts through
construction techniques:
Erosion control measures will be implemented to protect jurisdictional areas. The erosion
control devices will be inspected daily during construction of the impacts and immediately
repaired if necessary. The general contractor and subcontractor will be instructed on the
principal of "avoidance and minimization ", erosion control maintenance practices and the
Nationwide Permit Conditions. The contractors will be provided with a copy of the permit
general conditions.
Page 2 of 2

Stormwater Calculations
Project: Crowne at Alexander Place
Date: 4.11.2013
By: Jon Callahan, PE
John A. Edwards & Co.
333 Wade Avenue
Raleigh, NC 27605
(919) 828 -4428

Stormwater Narrative
The existing site consists of two vacant wooded lots located between Acc Boulevard and
US Hwy 70 (Glenwood Avenue). The parcel fronting on US Hwy 70 is essentially
landlocked since US Hwy 70 is controlled access by NCDOT and no driveway access
will be allowed. The proposed development will re- combine the 2 lots into 1 lot to allow
access to Acc Blvd for the entire parcel. The recombined parcel will be approximately
14.45 Ac. Proposed site development will consist of 4 multi -story apartment buildings
with associated parking and amenities.
For stormwater management, the site is divided into 2 separate sub - basins by a natural
buffered stream that separates the 2 areas of the property. We have designated these
areas as the North side and South side for purposes of the analysis.
As mentioned above, the south side property has frontage along US Hwy 70, however, no
access to the public street. There is a cross access driveway located on the adjacent
development to the east, however, the adjacent property is a gated community and the
cross access will be limited to emergency vehicles and exit only. Therefore, the proposed
site plan shows a driveway crossing the buffered stream that separates the property into
the North and South areas.
In addition to the driveway crossing, public sewer exists on the South side of the buffered
stream. The proposed project will run a sewer line in the driveway crossing to limit the
total impact to the stream. The driveway crossing is located at the lower (downstream)
end of the property in order to get sewer across and able the serve the North side with a
gravity collection system.
The runoff resulting from the proposed improvements will be collected by a storm drain
network of pipes and then discharged into a dry pond for retention on each of the North
and South sides to control the post development run -off rates. The detention ponds will
then discharge to a level spreader and natural wooded filter strip prior to entering the
Neuse Riparian buffer along the sites western boundary. The dry pond BMPs were
selected rather than wet ponds since the contributing drainage areas are relatively small
and there was no SHWT (seasonal high water table) present to meet the design
requirements for a wet pond.
The dry ponds, level spreaders, and natural filter strip will reduce the nitrogen export
below 10.0 lbs /Ac., and a buydown for nitrogen will be utilized to satisfy the remaining
nitrogen requirements.
The post development run-off rates are less than the pre- development and therefore the
site complies with the City of Raleigh Part 10 Chapter 9 code, satisfying both the quantity
and quality components of the stormwater ordinance.

Stormwater Runoff Calculations
Pre - Development:
Total site area = 15.28 Ac. (Includes public r/w on Acc Blvd)
Total Existing Impervious Area = 0.00 Ac. (c =0.95)
Total woods = 14.46 Ac. (c =0.25)
Total grassed = 0.82 Ac. (c =0.5)
Composite C = 0.26
Q2 = 23.2 cfs
Q10= 29.1 cfs
Post - Development:
Total project area = 15.28Ac.
Area not collected in either Dry Detention Pond = 7.23 ac
Total Wooded and Landscaped = 7.23 ac (c =0.4)
Q2 =16.66 cfs
Q 10 =20.88 cfs
Inflow to North Pond
3.11 ac impervious (C= 0.95), 1.03 ac grass (c =0.4)
Outflow from North Pond
Q2 =0.03 cfs
Q 10 =0.04 cfs
Inflow to South Pond
3.24 ac impervious (c= 0.95), 0.67 ac grass (c =0.4)
Outflow from South Pond
Q2 =0.031 cfs
Q10= 0.034 cfs
TOTAL
Q2 =16.72 cfs
Q10= 20.96 cfs
POST DEVELOPMENT RUN -OFF FOR THE 2 AND 10 YEAR STORM IS LESS
THAN PRE - DEVELOPMENT TO SATISFY THE CITY OF RALEIGH
STORMWATER ORDINANCE.

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Dry Pond Routing Calculations
The dry ponds were modeled using Hydroflow Hydrographs modeling software. The
storage is based on the WQV for each sub - basin. The routing shows that the ponds are
designed to retain the 2, 10, and 100 year storms such that the pre- development run -off
rates are not exceeded.

Dry Pond North Design
2/6/2013
Pro*ect: Crowne at Alexander Place
la =
0.75
(Impervious fraction, unitless)
Rv =
0.73
(Runoff Coefficient, unitless)
Rd =
1.00
(Design storm depth, inches)
A =
4.14
(Watershed Area, Acres)
WQv =
10,895
(Volume to be controlled in pond, cf
Dry Pond dimensions = variable
Volume provided @ 3.0' depth = 12,795 cf

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Monday, 05 / 20 / 2013
Pond No.1 - DRY POND
Pond Data
Contours - User - defined contour areas. Average end area method used for volume calculation Begining Elevation = 356.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
000
356.00
2,502
0
0
1.00
357.00
3,604
3,053
3,053
2.00
358.00
4,783
4,194
7,247
3.00
359.00
6,028
5,406
12,652
4.00
36000
7,340
6,684
19,336
500
361.00
8,030
7,685
27,021
Culvert / Orifice Structures
Weir Structures
[Al
[B] [C]
[PrfRsr]
[A]
IBl
[C]
ID]
Rise (in) = 24.00
100 0.00
0.00
Crest Len (ft) = 20.00
25.00
0.00
0.00
Span (in) = 24.00
1.00 0.00
0.00
Crest El. (ft) = 358.67
359.50
0.00
0.00
No. Barrels = 1
4 0
0
Weir Coeff. = 3.33
2.60
3.33
3.33
Invert El. (ft) = 354.30
356.00 0.00
0.00
Weir Type = 1
Broad
-
-
Length (ft) = 60.00
1.00 0.00
0.00
Multistage = Yes
No
No
No
Slope ( %) = 0.50
0.10 0.00
n/a
N -Value = .013
.013 .013
n/a
Orifice Coeff. = 060
0.60 0.60
0.60
Exfil.(inlhr) = 0.000 (by Wet area)
Multistage = n/a
Yes No
No
TW Elev. (ft) = 0.00
Note cuwwortfice outilows are analyzed under mist (w) and outlet (oe) control Weir risers checked for orNice conditions (tc) and submergence (s)
Stage / Storage / Discharge Table
Stage Storage Elevation Ch► A
Civ B Civ C
PrfRsr Wr A Wr B
Wr C
Wr D
Exfil User
Total
ft cult ft
cis
cfs cfs
cfs cis cis
cis
cis
cis cis
cis
0.00 0 356.00
0.00
000 -
- 0.00 000
-
-
- -
0.000
1.00 3,053 357.00
8.72 oc
0.10 is -
- 0.00 0.00
-
-
- -
0.103
2.00 7,247 35800
8.72 oc
0.15 is -
- 0.00 0.00
-
-
- -
0.147
3.00 12,652 35900
12.79 oc
0.16 is -
- 12.62 0.00
-
-
- -
12.79
4.00 19,336 360.00
32.63 is
0.02 is -
- 32.60s 22.98
-
-
- -
55.61
5.00 27,021 361.00
36 07 is
0.01 is -
- 35.97s 119.41
-
-
- -
155.39

MoRkM'VA \I.. A P1E2V IDf1A1r%
I vIIw I'm v. 1 — Nor I% ■ ■ v I'm v
-6.00
-6.00
-4.00
-3.00
-2.00
-1.00
1-0.00
Stage (ft)
Extension for AUtOGAI)V UV11 3i IV ZUf Z oy AutooeSK, inc. vto
Top of pond
EIev.381.00
100-yr
10-yr
2-yr
1 -yr
Inflow hydrograph = 1. Rational - <no description>
Project: dry pond north.gpw Monday, 05 / 20 / 2013

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 05 / 20 / 2013
Hyd. No. 2
NORTH POND
Hydrograph type
= Reservoir
Peak discharge
= 0.135 cfs
Storm frequency
= 2 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 5,992 cuft
Inflow hyd. No.
= 1 - <no description>
Max. Elevation
= 357.69 ft
Reservoir name
= DRY POND
Max. Storage
= 5,953 cuft
Storage Indication method used.
Q (Cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
000
NORTH POND
Hyd. No. 2 — 2 Year Q (Cfs)
0 10 20
— Hyd No. 2 Hyd No. 1
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
30 40 50 60
Time (min)
1 1 1 1 1 1 1 Total storage used = 5,953 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc v9
Monday, 05 / 20 / 2013
Hyd. No. 2
NORTH POND
Hydrograph type
= Reservoir
Peak discharge
= 0.149 cfs
Storm frequency
= 10 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 7,517 cuft
Inflow hyd. No.
= 1 - <no description>
Max. Elevation
= 358.04 ft
Reservoir name
= DRY POND
Max. Storage
= 7,472 cuft
Storage Indication method used.
NORTH POND
Q (cft) Hyd. No. 2 —10 Year Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 10 20
-- Hyd No. 2 Hyd No. 1
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
30 40 50 60
Time (min)
I f I I I L Total storage used = 7,472 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 05 / 20 / 2013
Hyd. No. 2
NORTH POND
Hydrograph type
= Reservoir
Peak discharge
= 0.165 cfs
Storm frequency
= 100 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 10,113 cuft
Inflow hyd. No.
= 1 - <no description>
Max. Elevation
= 358.52 ft
Reservoir name
= DRY POND
Max. Storage
= 10,060 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' `
0 10
--- Hyd No. 2
NORTH POND
Hyd. No. 2 —100 Year
20
Hyd No. 1
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
30 40 50 60
Time (min)
! I I I I I I Total storage used = 10,060 cult

Dry Pond South Design
2/6/2013
Project: Crowne at Alexander Place
la =
0.83
(Impervious fraction, unitless)
Rv =
0.80
(Runoff Coefficient, unitless)
Rd =
1.00
(Design storm depth, inches)
A =
3.91
(Watershed Area, Acres)
WQv =
11,312
(Volume to be controlled in pond, cf)
Dry Pond dimensions = variable
Volume provided G 3.0' depth = 14,709 cf
VGPii4 2 .5 1 > 1)131-L

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2012 by Autodesk, Inc. v9 Monday, 05 1 20 12013
Pond No.1 - DRY POND
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Beginmg Elevation = 354 00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
354.00
3,246
0
0
1.00
355.00
4,281
3,764
3,764
2.00
356.00
5,386
4,834
8,597
3.00
357.00
6,561
5,974
14,571
4.00
358.00
7,772
7,167
21,737
5.00
359.00
8,030
7,901
29,638
Culvert/ Orifice Structures
Note: culvertlo f=
Weir Structures
Stage /
Storage / Discharge Table
[A]
JB]
IC]
[PrfRsr]
Elevation
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
1.00
0.00
Inactive
Crest Len (ft)
= 20.00
25.00
0.00
0.00
Span (in)
= 24.00
1.00
0.00
000
Crest El. (ft)
= 356.50
357.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 350.55
354.00
0.00
0.00
Weir Type
= 1
Broad
-
-
Length (ft)
= 55.00
1.00
000
0.00
Multi-Stage
= Yes
No
No
No
Slope (%)
= 1.00
0.10
0.00
n/a
119.41 -
- - - 160.64
N -Value
= 013
013
013
We
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfll.(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: culvertlo f=
ow lows are analyzed wider irHet (ic) and outlet (oo) control Weir risers checked for anfioe cortdibws (IC) and submergence (s)
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfll User Total
ft
cuff
ft
cfs
cfs cis
cis cis
cfs cfs
cis cfs cis cis
0.00
0
354.00
0.00
0.00 -
- 000
0.00 -
- - - 0.000
1.00
3,764
355.00
23.67 is
0.03 is -
- 0.00
0.00 -
- - - 0.026
2.00
8,597
356.00
23.67 is
0.04 is -
- 0.00
000 -
- - - 0.037
3.00
14,571
357.00
23.67 is
0.05 is -
- 23.55
0.00 -
- - - 23.59
400
21,737
35800
38.27 is
0.01 is -
- 38.26s
22.98 -
- - - 61.24
5.00
29,638
35900
41.25 is
0.00 is -
- 41.22s
119.41 -
- - - 160.64

m _ — -A u _ A 11 P9 V Pf /1 r I r%
r%JJJ .1 MV. I ' f1LR I rvI'Iv
6.00
5.00
4.00
3.00
2.00
1.00
0.00
Stage (ft)
Hydraflow Hydrographs Extension for AutOCAD® clvu ULM zuiz oy AuroaesK, inc. vv
Top of pond --\
EIev.359.00
10-yr
2 -yr
1-yr
Inflow hydrograph = 1. Rational - <no descnption>
Project: dry pond south.gpw Monday, 05 / 20 / 2013

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)® 2012 by Autodesk, Inc. v9
Monday, 05 / 20 / 2013
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.031 cfs
Storm frequency
= 2 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 4,223 cuft
Inflow hyd. No.
= 1 - <no description>
Max. Elevation
= 355.45 ft
Reservoir name
= DRY POND
Max. Storage
= 5,929 cuft
Storage Indication method used.
<no description>
Q (mss) Hyd. No. 2 — 2 Year Q (c�)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 10 20
— Hyd No. 2 — Hyd No. 1
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
30 40 50 60
_ Time (min)
ill _ l 1_ I f Total storage used = 5,929 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 05 / 20 / 2013
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.034 cfs
Storm frequency
= 10 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 4,857 cuft
Inflow hyd. No.
= 1 - <no description>
Max. Elevation
= 355.76 ft
Reservoir name
= DRY POND
Max. Storage
= 7,437 tuft
Storage Indication method used.
0 10
— Hyd No. 2
<no description>
Hyd. No. 2 —10 Year
20 30 40 50
Hyd No. 1 1 1 1 1 -11, f Total storage used = 7,437 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
60
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAO® Civil 3D® 2012 by Autodesk, Inc. v9
Monday, 05 / 20 12013
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.039 cfs
Storm frequency
= 100 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 5,733 cuft
Inflow hyd. No.
= 1 - <no description>
Max. Elevation
= 356.24 ft
Reservoir name
= DRY POND
Max. Storage
= 10,003 cult
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 10
Hyd No. 2
<no description>
Hyd. No. 2 —100 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
I I I - - -- ' ' 0.00
20 30 40 50 60
Time (min)
Hyd No. 1 1 1 1 1 1 1 1 Total storage used = 10,003 cult

Level Spreader Calculations
The supplemental spreadsheet and maintenance manual from the NCDWQ BMP manual
are attached that show the level spreader calculations.
The area below the level spreader will remain naturally wooded for a minimum of 35'
prior to entering the Neuse Riparian Buffer.
The storage capacity of each dry pond exceeds the WQV (Water Quality Volume) and
the 2, 10, and 100 year storms are retained for a drawdown over 2 to 5 days. Each level
spreader is designed with a flow splitter and bypass channel. The outflow rates are very
low due to the slow drawdown of the WQV. The bypass channel should only receive
flow during very intense storms exceeding the 100 yr storm amount.

It Stormwater Enters the LS-VFS from a BMP
Type of BMP Other. Explained below
Peak discharge from the BMP during the design storm 0.037 cis
Peak discharge from the BMP during the 10 -rear storm 0.037 cis
Maximum rapacity of a 100 -foot long LS-VFS 2 cis
Peak flow directed to the LS-VFS 0.037 cis
Is a flow bypass system going to be used? y (Y or N)
Explanation of any "Other, responses above Dry Pond due to no SHWT present and small drainage areas that would make it difficult to
maintain a healthy normal pool elevation
Forth SW401 - LS-VFS - Mune2012 - Rev 10 page 1 of 3
,'0�y.Wi,1,11 ,410
T
NC ENR
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.
I. PROJECT INFORMATION
Project name
Crowne at Alexander Place
Contact name
Jon Callahan
Phone number
919.8284428
Date
May 16, 2013
Drainage area number
North Level Spreader/Filter Strip
II. DESIGN INFORMATION
The purpose of the LS-VFS
Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS-VFS from
A BMP
Type of VFS
Wooded stormwater setback (slope < 5 %)
Explanation of any "Other responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
ft Do not complete this section of the forth.
Impervious surface area
fe Do not complete this section of the form
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form
Peak flow From the 1 kAr storm
cis Do not complete this section of the form
Time of concentration
min Do not complete this section of the form
Rainfall intensity,10•yr storm
infhr Do not complete this section of the form
Peak flow from the 10-yr storm
cis Do not complete this section of the forth.
Design storm
Pick one:
Maximum amount of flow directed to the LS-VFS
cis Do not complete this section of the form.
Is a flaw bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other responses above
It Stormwater Enters the LS-VFS from a BMP
Type of BMP Other. Explained below
Peak discharge from the BMP during the design storm 0.037 cis
Peak discharge from the BMP during the 10 -rear storm 0.037 cis
Maximum rapacity of a 100 -foot long LS-VFS 2 cis
Peak flow directed to the LS-VFS 0.037 cis
Is a flow bypass system going to be used? y (Y or N)
Explanation of any "Other, responses above Dry Pond due to no SHWT present and small drainage areas that would make it difficult to
maintain a healthy normal pool elevation
Forth SW401 - LS-VFS - Mune2012 - Rev 10 page 1 of 3

LS-VFS Design
Forebay surface area
Depth of forebay at stom water entry point
Depth of forebay at stormwater exit point
Feet of level Up needed per ds
Computed minimum length of the level rip needed
Length of level rip provided
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 rip 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 blow):
M
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 fining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any 'Other' responses above
y (Y or N)
Y (Y or N)
3.00
sq It
2.00
in
15.00
in
50
Fdds
2
ft
15
It
35
ft
354.80
fmsl
354.00
fmsl
2.29
%
n
(Y or N)
n
(Y or N)
y (Y or N)
Y (Y or N)
3.00
It
2.00
It
15.00
It
0.00
It
2.00
ft
0.00
fUsec
Rip-rap
A (Y or N)
y (Y or N)
w
Ten feet is the minimum level spreader length.
OK
Please provide plan details of flaw splitter & supporting caics.
♦ B +
Form SW401 - LS-VFS - Mune2012 - Rev 10 page 2 of 3

JUL 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 promded 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" - W or larger) of the entire site showing-
- Design at ultimate build -out
Offer drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
Maintenance access,
Pmposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1' = N or larger) for the level spreader showing:
- Fombay (if applicable),
High flow bypass system,
One foot topo Ones 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:
- Underdram system (d applicable),
Level lip,
Upslope ehannet and
Downslope filter fabric.
4. Plan details of the flow splflting device and supporting calculations (if applicable).
5. A Construction sequenoe 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.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement
Page or plan sheet number and any notes:
Au-- PeT41i:,Q�,j CAL,c,c44� s
jAJCL-4 -b44-> 1 &.1 57X01-t"-AfM
P k"f,C
gG Aopaz5e'J r-✓l r* CAb,,,t
Pez,,,r t f ; ! ynwd t Nolen
1115 P"-"'
"'
Form SW401 - LS-VFS - Mune2012 - Rev 10 page 3 of 3

Form SW401 - LS-VFS - 29June2012 - Rev 10 page 1 of 3
IlotVO'iAAZF,
HME A`
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled ou4 printed, initialed, and submitted.
I. PROJECT INFORMATION
Prolect name
Crowne at Alexander Place
Contact name
Jon Callahan
Phone number
919.828.4428
Date
May 16, 2013
Drainage area number
South Level Spreader/Filter SOO
II. DESIGN INFORMATION
The purpose of the LS-VFS
Pollutant removal: 40% TSS, 30% TN, 35% TP
Stomtwater enters LS-VFS from
A BMP
Type of VFS
Wooded stormwater setback (slope < 5 %)
Explanation of any "Other' responses above
It Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
fe Do not complete this section of the form
Impervious surface area
fe Do not complete this section of the form
Percent impervious
% Do not complete this section of the form
Rational C coefficient
Do not complete this section of the form
Peak flow from the 1 in/hr storm
cis Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10-yrstorm
Whir Do not complete this section of the form
Peak flow from the 10-yr storm
cis Do not complete this section of the form
Design storm
Pick one:
Maximum amount of flour directed to the LS-VFS
ds Do not complete this section of the form.
Is a flow bypass system gang to be used?
(Y or N) Do not complete this section of the form.
Explanation of any 'Other" responses above
N Stormwater Enters the LS-VFS from a BMP
Type of BMP
Other Explained below
Peak discharge from the BMP during the design storm
0 034 cis
Peak discharge from the BMP during the 10 -year storm
0.034 cis
Maximum capacity of a 100 -foot tong LS-VFS
2 cis
Peak flow directed to the LS-VFS
0.034 cis
Is a flow bypass system gang to be used?
y (Y or N)
Dry Pond due to no SMWT present and small drainage areas that would make it difficult to
Explanation of any 'Other responses above
maintain a healthy normal pool elevation
Form SW401 - LS-VFS - 29June2012 - Rev 10 page 1 of 3

LS-VFS Design
Forebay surface area
Depth of forebay at stomrwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per ds
Computed minimum length of the level Up needed
Length of level lip provided
Width of VFS
Elevation at dowrmbpe 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 stone)
freeboard (during the 10 -year storm)
Peak vebcdy in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any -OW responses above
y (Y or N)
y (Y or N)
300
sq ft
2.00
In
15.00
in
50
fticfs
2
it
15
it
35
it
350.80
fnrsl
349.80
hsl
2.86
%
n
(Y or N)
n
(Y or N)
y (Y or N)
y (Y or N)
300
ft
2.00
it
15.00
it
0.00
it
2.00
it
0.00
Nsec
Rip -rap
n (Y or N)
y (Y or N)
W
Ten feet is the minimum level spreader length.
OK
Please provide plan details of flow splitter & supporting cafes.
j B �
Form SW401 - LS-VFS - Mune2012 - Rev.10 page 2 of 3

III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentabon can be found. M 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.
Requrled Item:
InZ
Page or plan sheet number and any notes:
1. Plans (1' - 50' or larger) of the entire site growing:
AL,- D eEM C-0
- Design at ultimate build -out,
Off -site drainage (ff applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Fofebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and pubic right of way (ROW), and
Boundaries of drainage easement
2. Plan details (1' = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo Ones between the level Op and top of stream bank,
Proposed drainage easement and
Design at ultimate build -out
Section view of the level spreader (1' = 20' or larger) showing:
Underdrain system (if applicable),
Level Op,
Upslope channel, and
Dowmlope fitter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows Crow the level spreader will be protected from
sediment until the entire drainage area is stabilized.
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 copy of the signed and notarized operation and maintenance (O&M) agreement
Form SW401 - LS-VFS - 29June2012 - Rev.10 page 3 of 3

Permit Number:
(to be provided by DW
Drainage Area Number: oX ?I)
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 problem:
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 SVX401 -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 damaged.
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 lust
downslope of the level lip.
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).
a roximate 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 -tune
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 Wafter
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:Crowne at Alexander Place
BMP drainage area number:North Level Spreader and Filter Strip I
Print name:
Title:
M � r
Signature:
Date: L_,
Ir-I
`
OR
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, NH G:b 1I ga lV2Fw y-p d== , a Notary Public for the State of
a kzt�. , County of �C �Ct erz, , do hereby certify that
l21 personally appeared before me this f;
day of I "lam 20L 3, and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
QP
,..::'STEAL
My commission expires q. b_. I 1 4
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev3 Page 3 of 3

Permit Number:
(to be provided by DWQ)
Drainage Area Number: Sou 2i
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 problem:
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 roblem:
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 damaged.
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
downslope of the level lip.
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).
a roximatel 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

C.
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:Crowne at Alexander Place
BMP drainage area number: South Level Spreader and Filter Strip CZ-i
Print name: tM
Title: H "a
Address: So
Phone:
Signature:
Date: � Ito
=
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.
3 SZa �
I, 0 (10 \V c--_)wW �-� , a Notary Public for the State of
,County of ®-r , do hereby certify that
2z
� v aA personally appeared before me this
day of �" , a.Dl 3 and acknowledge the due execution of the
forgoing filters 'p, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
t A !
SEAL
My commission expires `T 12! I T
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev.3 Page 3 of 3

Culvert Calculations
The culvert crossing the buffered stream at the driveway location was modeled with
Hydroflow Express Extension software. The 100 year flow was determined using the
TR -55 segmented flow and SCS method as a more conservative approach to larger
drainage areas. The minor flood study and culvert analysis is attached. The culvert was
designed with a buried invert.

MIAJOC r-,tvoy) JTvpy
DA
��}�±Jr -S� ����. 4�v -�!� l5 GAS /��►
is z&ceviax� ln� 0&7*,-j
/(7qo cjt*jN"ue?- r-,-Oz a n o.ay Pv
-7 = 23.2 w�EAJ
C. CAL a�
1 41c,
G — 1 (Q� � f S, (Zj,'7)(-7Li)

TR55 Tc Worksheet
Hyd. No. 1
Creek Crossing
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two -year 24 -hr precip. (in)
Land slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope ( %)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sgft)
Wetted perimeter (ft)
Channel slope ( %)
Manning's n -value
Velocity (ft/s)
Hydraflow Hydrographs Extension forAutoCADD Civil 3D® 2012 by Autodesk, Inc. v9
A
B
= 0.150
0.011
= 250.0
0.0
= 3.60
0.00
= 3.20
0.00
= 15.93
+ 0.00
= 0.00
= 0.00
= Paved
=0.00
= 0.00
= 10.00
= 9.00
= 4.00
= 0.080
=4.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Willa
C
0.011
0.0
0.00
0.00
+ 0.00 = 15.93
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ( {0 })1740.0 0.0 0.0
Travel Time (min) = 7.25 + 0.00 + 0.00
TotalTravel Time, Tc ............................................... ...............................
= 0.00
7.25
23.19 min

Hydrograph Report
Hydrafkow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk. Inc. v9
Wednesday, 05 / 15 / 2013
Hyd. No. 1
Creek Crossing
Hydrograph type
= SCS Runoff
Peak discharge
= 73.42 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 255,582 cuft
Drainage area
= 28.300 ac
Curve number
= 74
Basin Slope
= 4.0%
Hydraulic length
= 1990 ft
Tc method
= TR55
Time of conc. (Tc)
= 23.20 min
Total precip.
= 5.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Creek Crossing
Q (off) Hyd. No. 1 —10 Year ()
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Wednesday, 05 / 15 / 2013
Hyd. No. 1
Creek Crossing
Hydrograph type
= SCS Runoff
Peak discharge
= 133.03 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 459,324 cuft
Drainage area
= 28.300 ac
Curve number
= 74
Basin Slope
= 4.0%
Hydraulic length
= 1990 ft
Tc method
= TR55
Time of conc. (Tc)
= 23.20 min
Total precip.
= 7.40 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Creek Crossing
Q () Hyd. No. 1 —100 Year Q (off)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1
Time (hrs)

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Thursday, May 9 2013
Circular Culvert
Invert Elev Dn (ft)
= 356.00
Calculations
Pipe Length (ft)
= 94.00
Qmin (cfs)
= 73.00
Slope ( %)
= 1.10
Qmax (cfs)
= 133.00
Invert Elev Up (ft)
= 357.03
Tailwater Elev (ft)
= (dc +D) /2
Rise (in)
= 60.0
Shape
= Circular
Highlighted
Span (in)
= 60.0
Qtotal (cfs)
= 73.00 (p '(g Q
No. Barrels
= 1
Qpipe (cfs)
= 73.00
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.68
Culvert Entrance
= Square edge w /headwall (C)
Veloc Up (ft/s)
= 7.79
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 359.71
HGL Up (ft)
= 359.44
Embankment
Hw Elev (ft)
= 360.49
Top Elevation (ft)
= 374.00
Hw /D (ft)
= 0.69
Top Width (ft)
= 45.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
Elev (ft)
377 00
37400
37100
36800
36500
36200
359.00
35600
35300
<Name>
My Depth (a)
1997
1697
1397
1097
797
497
197
-103
403
Gra3ar Cuhren HGL Embank -
Reach (H)

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Thursday, May 9 2013
Circular Culvert
Invert Elev Dn (ft)
= 356.00
Calculations
Pipe Length (ft)
= 94.00
Qmin (cfs)
= 73.00
Slope ( %)
= 1.10
Qmax (cfs)
= 133.00
Invert Elev Up (ft)
= 357.03
Tailwater Elev (ft)
= (dc +D) /2
Rise (in)
= 60.0
Shape
= Circular
Highlighted
Span (in)
= 60.0
Qtotal (cfs)
= 133.00 IooYRt?
No. Barrels
= 1
Qpipe (cfs)
= 133.00
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.64
Culvert Entrance
= Square edge w /headwall (C)
Veloc Up (ft/s)
= 9.68
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 360.15
HGL Up (ft)
= 360.33
Embankment
Hw Elev (ft)
= 362.21
Top Elevation (ft)
= 374.00
Hw /D (ft)
= 1.04
Top Width (ft)
= 45.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
Elev (ft)
377 00
37400
37100
368 00
36500
36200
35900
35600
35300
<Namea
Hw Depth (ft)
1997
1697
1397
1097
797
497
197
-1.03
403
Qrtvlar CuIven HGL Embank Reath (ft)

Nitrogen Export Calculations

Proposed Lot with R/W on Acc Blvd (15.28 total acres)
Area draining to Dry Pond - Retention/Level Spreader/Filter Strip
LAND
TYPE
SITE
AREA
TN EXPORT
COEFFICIENT
TN EXPORT
BY LAND
USE
TN EXPORT
FROM SITE
PRESERVED
UNDISTURBED
0.0 ac
0.6 lb /ac /yr
0.0 lb /yr
PRESERVED MANAGED
1.7 ac
1.21b /ac /yr
2.04 lb/
IMPERVIOUS
6.35 ac
21.2 lb/ac/yr
134.62 lb/yr
TOTAL
8.05 ac
136.661b/ r
AVERAGE
F
1
16.97 lb /a r
Nitrogen is reduced by 10% by use of dry pond and then 20% by
use of filter strip, thus:
136.66 lb /yr * 10% (reduction) = 122.991b/yr
122.99 lb /yr * 20% (reduction) = 98.39 lb /yr
Remaining area - no treatment
LAND
TYPE
SITE
AREA
TN EXPORT
COEFFICIENT
TN EXPORT
BY LAND
USE
TN EXPORT
FROM SITE
PRESERVED
UNDISTURBED
0.0 ac
0.6 lb /ac /yr
0.0 lb /yr
PRESERVED MANAGED
7.23 ac
1.2 lb/ac/Tr
8.67 lb/yr
IMPERVIOUS
0.0 ac
21.2 lb/ac/yr
0.0 lb /yr
TOTAL
7.23 ac
8.67 lb/ r
AVERAGE
1.191b/a r
Thus total site nitrogen export post development:
98.39 + 8.67 = 107.07 lb /yr
Average total site nitrogen export:
107.07 / 1 5.28 Ac. = 7.00 lb /Ac /yr
Developer to buy down to 3.61b /Ac /yr.

SHWT Evaluation

May 16, 2013
Crowne Partners, Inc
505 N. 20"' St.
Ste. 1015
Birmingham, Alabama 35203
Attn: Christina Nawrocki
Re: Report of Supplemental Services
Seasonal High Water Table Evaluation
Crowne at Alexander Place
ACC Boulevard
Raleigh, North Carolina
Terracon Project No: 70125143
Dear Ms. Nawrocki,
Irerracan
Terracon Consultants, Inc. ( Terracon) has completed services for the Crowne at Alexander
Place project in accordance with our supplemental agreement dated May 7, 2013. We
previously issued a preliminary geotechnical engineering report for the project dated October
18, 2012. The services authorized in the current scope of work include evaluation of the
presence and /or level of a seasonal high water table within the range of the elevations of the
proposed dry ponds.
PROJECT INFORMATION
General project information is based on our on -site observations and the provided site plans
dated January 30, 2013.
The Crowne at Alexander Place is a proposed residential apartment complex planned for Parcel
Nos. 51 and 53 within the T. W. Alexander Place mixed -use community. The attachments to this
letter include a site plan with further details regarding the project location. A stream running from
southeast to northwest roughly bisects the site before joining a creek that runs along the
northwest boundary of the site. Two dry ponds are planned to manage stormwater that
accumulates and flows northwest from the development on the north and south banks of the
stream. The provided grading plans indicate proposed cuts in portions of the ponds.
Terracon Consultants, Inc. 5240 Green's Dairy Road Raleigh, NC 27616
P [9191 873 2211 F [9191 873 9555 terracon corn

Report of Supplemental Services Irerracon
Crowne at Alexander Boulevard ■ Raleigh, North Carolina
May 16, 2013 • Terracon Project No. 70125143
FIELD EXPLORATION
Two borings were performed within each of the proposed ponds for a total of four borings. The
boring locations were established in the field with the help of hand -held GPS technology and by
estimating relative elevation based on the contours in the provided topographic plans. A figure
showing the approximate location of the borings with respect to the proposed ponds is attached
to this report.
The borings were performed with a track- mounted Diedrich D -50 rotary drill rig using hollow
stem techniques and split - barrel sampling procedures to advance the boreholes. A drill rig was
utilized to facilitate excavation in the anticipated very hard/dense subsurface materials. Auger
refusal was encountered at a depth of approximately seven feet below the existing surface in
Boring No. 1-4. The remaining borings were advanced to depths of two to five feet below the
proposed pond elevation at the locations tested. The following table contains further details
regarding the depths of the borings relative to the existing and proposed pond elevations:
Proposed Pond
Boring No.
The samples obtained were placed in appropriate containers for transport to our laboratory. The
samples were observed by Fred D. Smith, a licensed soil scientist in the State of North Carolina,
for physical properties that include texture, color, structure, and consistency. Mr. Smith did not
encounter any evidence of a seasonal high water table based on his observation of the samples
from the borings. A detailed report of his findings is attached to this letter.
Responsive a Resourceful a Reliable 2
Existing ftjevation
Elevation
Depth of Boring
(ft)
1 -1
356
354
4.2
1 -2
359
354
10
1 -3
363
356
10.2
1-4
369
356
7.2
The samples obtained were placed in appropriate containers for transport to our laboratory. The
samples were observed by Fred D. Smith, a licensed soil scientist in the State of North Carolina,
for physical properties that include texture, color, structure, and consistency. Mr. Smith did not
encounter any evidence of a seasonal high water table based on his observation of the samples
from the borings. A detailed report of his findings is attached to this letter.
Responsive a Resourceful a Reliable 2

Report of Supplemental Services Irerracon
Crowne at Alexander Boulevard , Raleigh, North Carolina
May 16, 2013 Terracon Project No. 70125143
CLOSURE
We appreciate the opportunity to work with you on this project. Please contact us if you have
any questions concerning the information or comments contained in this letter. %% f%A,,If
Sincerely,
Terracon Consultants, Inc.
Thomas R. Bartlett, El
Staff Professional
0 O FESZ,
'Q V.
SEAL
034749 i
R. L. Levi Denton, 11, P
Senior Associate / Geotechnical Manager
Registered, NC 034749
Attachments: Report of a Soil Evaluation for Stormwater Treatment Fred D. Smith Consulting, Inc.
Exhibit A -1 Site Location Plan
Exhibit A -2 Boring Location Plan
1 -1 through 1 -4 Boring Logs
Responsive Resmircoful Reliable 3

' FRED D. SMITH SOIL CONSULTING
May 15, 2013
Mr. Levi Denton
Terracon Consulting Engineers and Scientists
5240 Green's Dairy Rd
Raleigh, NC 27616
Subject: Report of a Soil Evaluation for Stormwater Treatment
Crown at Alexander Place
US 70
Raleigh, NC
Dear W. Denton,
This letter concerns the soil evaluation we performed at the above mentioned site. You
authorized me to evaluate the soil samples obtained by a mechanical drill to determine the
depth to the `seasonal high water table (SHWT)' at two proposed stormwater pond locations.
My work consisted of classifying soil samples obtained by a Terracon drill rig into the USDA
classification system and determining the depth to a seasonal high or perched water table.
Continuous sampling split spoon samples were evaluated in your laboratory.
The USDA soil descriptions are presented in Table 1. The drawing that shows boring locations
is shown in Tenacon's report.
Soil Evaluation
The soils are formed in the Triassic Basin from sedimentary rocks.
The soils have thin layers of topsoil over about 3 to 5 feet of very firm, very sticky, very plastic
clay or silty clay that has reddish brown and brown colors. Below about 5 feet is very dense
brown silty clay that resembles silt stone. Partially weathered rock is present below this layer.
These soils are shallow to parent material and sedimentary rock They are probably not
permeable and show no evidence of iron reductions or concentrations. Any water that falls on
the surface probably runs off the surface or penetrates the topsoil and moves laterally down
slope along the topsoil — B horizon interface without any downward movement through the
soil.
Groundwater
Groundwater was not found in the borings.
Based on soil color patterns, a seasonal or perched water table is not present in these two
proposed pond lowdons.
Ofiiee/WhMe [phone]
Post Moe Box f f75 — Nasbvi/!e, North Carolina 27856

I appreciate the opportunity to work with you on this project. Please contact me if you have
questions or need additional information.
C rally,
,44-b 4 -1-1-
Fred A Smith
Licensed Soil Scientist
OffvWMobAe (252) 9084MO
Post OMae Box If75- Mashvi//e, Mor& Cara i7a 27855

Table 1
USDA Soil Descriptions
Crown at Alexander Place
Raleigh, NC
I1
HORIMN/DEPTH
DESCRIPTION
feet
!moil
A/ 0-.5
topsoil
B2 /.5-3
Strong brown (7.5YR 5/4 and 518) clay with few gray streaks
(Mochromic) that have pwr fragments; very film; sticky, slightly
BC / 5.5 -10
plastic. Clay is expansive.
CR / 3-4.2
Partially weathered rock
12
HORIW"EPTH
DESCRIPTION
feet
!moil
A/ 0-.5
topsoil
B2 /.5-5.5
Brown (7.5YR 5/6 and 4/4) clay; very firm; sticky, plastic. Expansive
clay.
BC / 5.5 -10
Brown (7.5YR 514 and 3/2 and M 516); silty clay; very firm, very
sticky, very plastic.
I -3
HORIWN/DEPTH
feet
DESCRIPTION
A / 0-.5
!moil
B/3 - 8
Brown (7.5YR 5/6 and 10YR 7 11) silty clay; very firm; very sticky, very
plastic; expansive,
CR/ 8 -10
Partially weathered rock
I-4
HORIMN/DEPTH
feet
DESCRIPTION
A/0 -.5
topsoil
B 1.5- 5
Brown 7.5YR 6/4 sandy clay-, yery firm; very sticky, very plastic.
CR / 5- 7
pqWy weathered rock
Of FCWM"I& (252) 9A04M
Past Offee Box -1175 - Nashville, North Carvfta 27056

Project Mngr.
143
lrerracon
SITE LOCATION PLAN
EXHIBIT
REPORT OF SUPPLEMENTAL SERVICES
raven y:
NTS
Consulting Frigineers & ScicnrisLs
CROWNE AT ALEXANDER PLACE
n
Checked By:
1211
RILE)
143
ACC BOULEVARD
/ l
Approved By:
12/9 -d.r awa 111100 Rene C-1— 11611
RALEIGH, NORTH CAROLINA
2013
nH.(919(6rs2211 PAX, (919)ern -9555

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! r lr rr f1C /)y f r T ♦ l L ��a '♦ ♦♦ t r f� "!- , r LOCATION' _D BE CONSIDE

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IN
BORING LOG NO. 1-1
Page 1 of 1
PROJECT: Crowns at Alexander Place
CLIENT: Crowns Partners, Inc.
Birmingham, Alabama
SITE: ACC Boulevard
Raleigh, North Carolina
a
LOCATION
J T
Q
w
"-f2
U
Latitude- 35.91087° Longitude -78.7773T
009
a
�W
d
tl
Surface Elev.: 358 TO
0
3 m
U.
DEPTH ELEVATION L
O
0 5 TDPSOIL 355.
ELASTIC SILT (�1. with sand, red- brown, very stiff
11113.0
10-12 -13-15
N =25
3
_
X
PARTIALLY VEATHERED ROCK OME red -bmwn, Triassic
.2 352
14-47 -50/2"
N =50/2"
Boring Temrinated at 4.2 Feet
5
1
1
2
2
StratlBcation lines are appropmate. In -situ, the tramutron may be gradual. Hammer Type: Automatic
Advancement Method:
Notes-
Borehole advanced with 31/4 inch hollow stem augers
AbarMonment Method:
Borings baddlled with sal cuttings upon completion.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 05/07/13
Boring Completed. 05!07113
No free water observed
Drill Rig D£0
Driller WTD
5240 Green's Dairy Road
Raleioh North Carolina
Project No.* 70125143

BORING LOG NO. 1-2
Page 1 of 1
PROJECT: Crowne at Alexander Place
CLIENT: Crown Partners, Inc.
Birmingham, Alabama
SITE: ACC Boulevard
Raleigh, North Carolina
00
LOCATION
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9
Latitude: 35.91086° LongftWe: -78.77713'
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as
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oW
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Surface Elev.: 359 (FL)
30
DEPTH ON FL
�
—
0,5 jOPSOfL 3585
FT CLAY (CHI, with sand, red- brown, stiff
4-6-8
N =14
5
-
-
ss 363.5
ELASTIC SILT MOO with sand, red -brown, stiff to very stiff
4- 6-8-18
N =14
10-10-9 -20
N =19
10.0 346
1
Boring Terminated at 10 Feet
1
2
2
Stratification lines are apprwdmate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
Notes.
Borehole advanced with 3-114 inch hollow stem augers
Abandonment Melhod'
Borings bacidilled with sob cuttings upon completion.
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 05107/13
Boring Completed: 05107/13
No free water observed
Drill Rig: D-50
Driller WTD
5240 Green's Dairy Road
—T
Raleiah North Carolina
Proled No.. 70125143

t
L
f
BORING LOG NO. 1-3 Page 1 of 1
PROJECT: Crowne at Alexander Place
CUENT: Crowne Partners, Inc.
Birmingham, Alabama
SITE: ACC Boulevard
Raleigh, North Carolina
a
LOCATION
-.
wo
a
N
78.77611'
G
Q
Latitude: 35.91121' Longitude -
r
�
a
N
w
0
W cc
Surface Elev.: 363 (FL)
3
DEPTH ELEVATION FL
= `
0.5 MPSOIL 362
ELASTIC SILT (W), with sand, red- brown, very stiff to hard
5-9-12
N =21
5
&13 -30-35
N=43
8.0 355
'
PARTIALLY WEATHERED ROCK IP11YItl, red -brown, Triassic
1.2
1
N ==50150/ 2"
i
i
50/2"
N =5012"
Boring Terminated at 10.2 Feet
i
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1
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u
2
7
C
J
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c
S
r
J
:e
e
2
Strabtication lines are approAmate. In -situ, the transition may be gradual. Hammer Type: Automatic
a
Advancement Method
Notes.
`- Borehole advanced with 31/4 mch hollow stem augers
7
2
D Abandonment Method:
N Borings badddted with sal cuttings upon completion.
I WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 05107/13
Boring Competed. 05/07/13
= No free water observed
6
Drill Rig. Dso
Dollar wro
W _
5240 Green's Dairy Road
Raleiah North Carolina
Project No.. 70125143
R

W
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2
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BORING LOG NO. 1-4 Page 1 of 1
PROJECT: Crowne at Alexander Place
CLIENT: Crowne Partners, Inc.
Birmingham, Alabama
SITE: ACC Boulevard
Raleigh, North Carolina
J
Q
x
LOCATION
Latitude: 35.91131' Longitude: - 78.77584°
surface Bev., 369 (Ft.)
DEPTH ELEVATION (ILl
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0
a
W
rn
Lu
.5 368.5
5
1
1
2
2
-
40-75
N=
.0 with sand, red -brown 366
PARTIALLY WEATHERED ROCK (PWR) , red -brown, Triassic
362
Auger Refusal at 7.2 Feet
17.2
69- 100/2'
N= 10012°
50/2°
N =50/2°
50/0'
N =50/0°
Strat6ceton lines are apprmilmate. In -situ, the transition may be gradual. Hammer Type- Automatic
Advancement Method:
Borehole advanced with 3-1/4 inch hollow stem augers
Notes*
Abandonment Method
Borings bacWdled with soil cuttings upon completion.
WATER LEVEL OBSERVATIONS
Irerracon
5240 Green's Dairy Road
Rateich. North Carolina
Boring started: 05107/1 3
Borng Completed: 05107/13
No flee wafer observed
Drill Rig. DSO
Driller. WTD
Proiect No. 70125143

A�
24' pjpE
L
RISER TO BE DESIGNED WITH
GATE TO DRAIN POND
GATE CONTROL
INVERT OUT 354.00' WITH LOCK AND KEY TRASH RACK
100YR STORM — 356,2 TOP OF RISER 356.5'
1,
10YR STORM 355.76 7
2YR STORM 355.45 V
it li
4'X8'X6"
FOREBAY IS NOT REQUIRE' � SINCE VOLUME 5' X 5'
7 :7,
;;000',40
SEED DAM AND SLOPES WITH TURF GRASS SUC-*r AS FESCUE
TOP OF DAM 0 358.00'
10' MIN 10' EMERGENCY SPI__LWAY 0 357.00'
RIP RAP LINED W GEOTEXTII E FABRIC ON FILL SLOPE
EMBANKMENT Ti BE COMPACTED TO 98%
xl� STD. PROCTOR DENSITY.
Er
Mir MAP PAD CONC. BOX "57 L"=, 4' PVC TEE WITH
IS LESS THAN 10 ACRE h',<:HES
RISER CAP ON END 1"
SEED BOTTOM WITH A QIET MEADOW MIX ORIFICE IN BOTTOM
CAP
Q�QM OF POND 354.00' \7
I I I I T INVERT OUT 350.55'
u
7fTiL7
WATER TIGHT GASKETS ON PIPE
AREA AT BASE OF RISER TO REMAIN WET
—ilII
NOTE: 55 LF 24'"
ATTACH SKIMMER TO BOTTOM OF RISER CULVERT @ 1.4% —III DURING CONSTRUCTION PHASE WHILE
POND IS BEING USED AS A SEDIMENT BASIN.
DO NOT INSTALL 3/4- DRAW DOWN TUBE DURING 7'X7*X2' CONCRETE AN-n–FLOATAInlON PAD
SEDIMENT BASIN PHASE. ALL SEDIMENT TO BE ANCHORED WITH "L" SHAPE #4 ANCHORS
REMOVED PRIOR TO FINAL CONSTRUCTION OF ONNECTED TO RISER
POND. ANTISEEP COLLARS
30' O.C.
DRY POND SOUTH CROSS SECTION
NOT TO SCALE
DRY PONDS TO BE UTILIZED AS SEDIMENT BASINS DURING
CONSTRUCTION. FINAL DESIGN OF THE SEDIMENT BASIN AN[.,,
CONSTRUCTION SEQUENCE TO BE INCLUDED WITH GRADING PERMIT
APPLICATION; HOWEVER, THE LEVEL SPREADER AND FILTER STRIP SHALL
NOT BE INSTALLED UNTIL ALL UPSTREAM AREAS ARE STABILIZED AND
DRY POND IS NO LONGER ACTING AS A SEDIMENT BASIN. THE SKIMMER
FOR THE SEDIMENT BASIN WILL DISCHARGE DIRECTLY TO THE BYPASS
CHANNEL DURING CONSTRUCTION.
ANY DISTURBED
SLOPES TO BE SEEDED AND
STABILIZED
FLOW SPUTTER JUNCTION
-'Jy
MH 'ACCESS TOP
SEE DETAIL
FS INV=350.00
24' PIPE OUT TO
RIP RAP BYPASS
CHANNEL
SEE DETAILS
INVERT 6" ABOVE
BOTTOM ELEVATION
TO HIGH FLOW
BYPASS CHANNEL
24"
PIPE FROM POND
SPREADER
WITH GEO'TEXTILE FABRIC LINER
SECTION VIEW
FLOW SPLITTER
NOT TO SCALE
iL
INVERT OUT 356-00'
100YR STORM _:j�.53 Q
10YR STORM 358.05 V
7- 2YR STORM 357,70 �7
RISER TO BE DESIGNED WITH
GATE TO DRAIN POND
GATE CONTROL
WITH LOCK AND KEY
[,TRASH RACK '
_ TOP OF RISE R 358.8'
SEED DAM AND SLOPES WI s-1 TURF GRASS SUCH AS FESCUE
TOP OF DAM 0 360.50'
10' MIN 10' EMERGENCY SPILLWAY 0 359.50'
RIP RAP LINED WITH GECTEXTII E FABRIC ON FILL SLOPE
EMBANKMENT TO BE COMPACTED TO 98%
STD. PROCTOR DENSITY.
- wl
4'X8'X6"
RIP RAP PAD FOREBAY IS NOT REQUIRED SINCE VOLUME 5' X 5'
24"
pipe IS LESS THAN 10 ACRE INCHES CONIC. BOX "5" 4" PVC TEE WITH
RISER CAP ON END 1"
SEED BOTTOM WITH A WET MEADOW MIX - I ORIFICE IN BOTTOM
=1 CAP
-I E
u OUT 354.30'
NOTE:
ATTACH SKIMMER TO BOTTOM OF RISER
DURING CONSTRUCTION PHASE WHILE
POND IS BEING USED AS A SEDIMENT BASIN.
DO NOT INSTALL 3/4" DRAW DOWN TUBE DURING
SEDIMENT BASIN PHASE. ALL SEDIMENT TO BE
REMOVED PRIOR TO FINAL CONSTRUCTION OF
POND.
6" PVC PIPE OUTLET
FA
"ATER 77GHT CASKETS
ON
AREA AT BASE OF RISER TO REMAIN WET
60 LF 24' RcP CULVERT @
7'X7'X2' CONCRETE ANTI—FLOATATION PAD
ANCHORED WITH "L" SHAPE #4 ANCHORS
CONNECTED TO RISER
ANTISEEF COLLARS
30, 0. C.
DRY POND NORTH CROSS SECTION
NOT TO SCALE
15' MIN
30" CURB AND GUTTER
PLAN VIEW CONSTRUCT FLAT ELEV 354.8 (NORTH POND)
CONSTRUCT FLAT ELEV 350.8 (SOUTH POND
5X15 RIP RAP PAD 3' WIDE 3" LAYER OF #57 STONE
;6r WITH GEOTEXTILE FABRIC LINER
SECTION A-A
LEVEL SPREADER
NOT TO SCALE
LINE WITH RIP RAP D:50=12"
2' MIN
=71LI I—
BYPASS CHANNEL
NOT TO SCALD`
ANY DISTURBED
SLOPES TO BE SEEDED AND
STABILIZED
FLOW SPUTTER JUNCTION BO)
MH ACCESS TOP
SEE DETAIL
FS INV=354.00
24" PIPE OUT TO
RIP RAP BYPASS
CHANNEL
SEE DETAILS
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"ATER 77GHT CASKETS
ON
AREA AT BASE OF RISER TO REMAIN WET
60 LF 24' RcP CULVERT @
7'X7'X2' CONCRETE ANTI—FLOATATION PAD
ANCHORED WITH "L" SHAPE #4 ANCHORS
CONNECTED TO RISER
ANTISEEF COLLARS
30, 0. C.
DRY POND NORTH CROSS SECTION
NOT TO SCALE
15' MIN
30" CURB AND GUTTER
PLAN VIEW CONSTRUCT FLAT ELEV 354.8 (NORTH POND)
CONSTRUCT FLAT ELEV 350.8 (SOUTH POND
5X15 RIP RAP PAD 3' WIDE 3" LAYER OF #57 STONE
;6r WITH GEOTEXTILE FABRIC LINER
SECTION A-A
LEVEL SPREADER
NOT TO SCALE
LINE WITH RIP RAP D:50=12"
2' MIN
=71LI I—
BYPASS CHANNEL
NOT TO SCALD`
ANY DISTURBED
SLOPES TO BE SEEDED AND
STABILIZED
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MH ACCESS TOP
SEE DETAIL
FS INV=354.00
24" PIPE OUT TO
RIP RAP BYPASS
CHANNEL
SEE DETAILS
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IMPACT 1
ZONE 2 NRI3 302 SF
ZONE 1 NRI3 454 SF
IMPACT 2
NRB ZONE I ZONE 2 NRI3 300 SF
367 SF
ZONE 1 NRI3
... . .... . . .
TAINING!��WAFI L -7
–7 777 Fo 382 .584 IIV A II. . . ... ... �� 7 . . . . . . . . . . IIA' 396 IA: . . . . . . . . . . . . . . III.. .. ...... . LEGEND I-& EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT EXISTING WATER VALVE PROPOSED WATER VALVE > EXISTING WATER REDUCER
DO, PROPOSED WATER REDUCER
0 EXISTING MANHOLE
0 PROPOSED MANHOLE
= EXISTING CATCH BASIN
MM PROPOSED CATCH BASIN
13 EXISTING DROP INLET
PROPOSED DROP INLET
EXISTING FLARED END SECTION
-44 PROPOSED FLARED END SECTION
CO CLEANOUT
FDC FIRE DEPARTMENT CONNECTION
ADA ACCESSIBLE ROUTE
TREE CONSERVATION AREA
— I
GRAPHIC SCAUS
50 25 A
IN FEET 1 inch = 50 ft.
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IIVIrHI.. I I
ZONE 2 NRE 302 SF
ZONE 1 NRE 454 SF
IMPACT 2
ZONE 2 NRB 300 SF
ZONE 1 NRB 367 SF
i�
370
IMPACT 3
ZONE 2 NRB 4,368 SF
ZONE 1 NRB 7,745 SF
CHANNEL 143 LF
528 SF
PRI'VA-
CREST
350 1
0+00
HEADWALL
INV =357.0
- 374.0'
0
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NIEL
HEADWAL
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0 +50 1+00
IMPACT 3 CROSS SECTION
1 +50
RIP RAP ENERGY
I DISSAPATOR
2+00
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