20071481 Ver 3_More Info Received_20080416

V
CAROLINA
ECOSYSTEMS, INC.
TRANSMITTAL FORM
To:
Cyndi Karoly
NC Division of Water Quality
2321 Crabtree Boulevard, St 250
Raleigh, NC 27604
We are sending you: E Attached
The following items:
Q
COPIES DATE ITEM NO. DESCRIPTION
04/16108 1 Letter response to 2/20/08 Request for More Information
k 1.5 04/15108 2 Revised Impact Sheets
,:?' 04/15/08 3 PD Plan & Stormwater Calculations
04/15/08 4 Revised Stormwater Plan Sheets
These items are transmitted as checked below:
® For approval
? For your use
? As requested
? For review and comment
Comments:
Signed
Name:
Title:
8208 Brian Ct.; Garner, NC 27529
P:919-606-1065 - F:919-341-4474
Date: 04/17/08
Project: TracksideNillages of Apex
Reference No.:
? Email ? Under Separate Cover
? Approved as submitted
? Approved as noted
? Please return
? Other:
U
APB? ? 008
V*TdANDS AND, STORMWATER Bf CH
Senior Environmental Scientist
Copied to:
Alan Manness. P.E.: BBM Associates, Inc.
CAROLINA
ECOSYSTEMS, INC.
April 16, 2008
Ms. Cyndi Karoly
401 Ovesight/Express Review Permitting Unit
NC Division of Water Quality
2321 Crabtree Blvd.
Suite 250
Raleigh, North Carolina 27604
RE: Villages of Apex/Trackside North
DWQ Project # 07-1481, Ver. 3
Dear Ms. Karoly;
8208 Brian Ct.; Garner, NC 27529
P:919-606-1065 - F:919-341-4474
D r-.-?rd?`?
75
APR 1 6 10U8
+DENR-WA(ER QUAUTY
WETLANDS AND STORMWATER SRANCh
The purpose of this letter is to respond on behalf of Apex First Development and BBM
Associates, Inc. to your February 20, 2008 Request for More Information for the above
referenced project. Each requested item is shown below in italics, with our corresponding
response. In addition, a recent change in the sewer design is being included in this submittal
rather than provided as a separate document or modification.
Responses to February 20, 2008 Request for More Information
1. Please address the following wetland design issues:
a. All wetlands must have a minimum of four inches of topsoil on top of the clay
liner.
The attached plans include the minimum four inches of topsoil in all stormwater
wetlands.
b. The side slopes of the wetlands appear to be steeper than 3:1.
The side slopes have been regraded to 3:1 below the 25-year storm inundation
elevation. As discussed with Annette Lucas, the side slopes are 2:1 above this
elevation.
c. None of the wetlands are designed with appropriate sinuosity in the wetland
contours per the requirements in the DWQ BMP Manual.
Ms. Cyndi Karoly
April 16, 2008
Page 2 of 6
Wetland sinuosity has been designed in each of the stormwater wetlands to the
maximum extent practical. See attached plan sheets.
d. Sheet C3.11 depicts two wetlands. The smaller of the two wetlands does not
appear to contain enough surface area to provide adequate stormwater treatment.
The wetland design data provided on sheet C3.11 is for the smaller of the two
wetlands depicted on that sheet. As shown in the data, the required permanent pool
surface area is 0.03 acres, while the provided surface area is 0.11 acres. Therefore,
sufficient surface area is provided for stormwater treatment.
2. Please address the following wet detention pond design issues:
a. The forebay should comprise approximately 20 percent of the surface area of the
pond.
As shown on the attached plan sheets, the forebay has been designed to meet this
requirement.
b. The proposed 2:1 side slopes around the wet detention pond are not allowable
(3:1 is the maximum slope).
The side slopes of the pond have been redesigned to 3:1 side slopes below the 25-year
inundation elevation. As discussed with Annette Lucas, the side slopes are 2:1 above
this elevation.
c. The proposed 2:1 side slopes for the vegetated shelf are not allowable (10:1 is the
maximum slope).
The vegetated shelf has been redesigned with 10:1 slopes.
3. Please address the following issues regarding the proposed level spreader:
a The entire Level Spreader Supplement Form must be completed, including a
characterization of the vegetation in the filter strip.
The Level Spreader Supplement Form is attached.
b. All of the required items (at the correct scale) on the required items checklist must
be provided. The checklist references sheet C7.1, which has not been provided.
Sheet C7.1 was erroneously omitted in the application. It has been provided in the
attached plan set. All of the required items are now provided, and the full-size plan
sheets are at the correct scale while 11 by 17 sheets are at half-scale.
Ms. Cyndi Karoly
April 16, 2008
Page 3 of 6
c. The filter strip must be a minimum of 50 feet in width.
The outlet, level spreader, and filter strip have been redesigned to provide a 50'
grassed filter strip prior to discharge.
4. Although the required items checklists were provided in the most recent submittal, many
of the required items were provided at insufficient scales or were illegible (see list
below). In the resubmittal, ALL required items must be provided at the appropriate scale
or the application will be returned.
All required items on the checklist are either included in the attached plan sheets or
were submitted with the original application (these are noted on the checklists). The
only item not included in the required items checklist is a soils report for the
stormwater wetlands. The proposed BMPs will be lined with impermeable clay,
followed by a 4 inch layer of topsoil, and therefore will hold water as required
regardless of the underlying soils.
a. Sheet C3.7 was omitted.
Sheet C3.7 has been included in the attached plan set.
b. CO.2 was illegible.
Sheet C0.2 is a copy of the planning and zoning conditions for the site. All of these
items are provided in the attached PD plan.
c. Plan views and plan details of all devices were not at the correct scales.
The attached plan set (full size) includes plan views with correct scales. The original
application included 11x17 sheets, which are at half scale.
d. Section views were not at the correct scales.
The section views of the ponds are standard drawings used in the Town of Apex
submittals. While they are not to scale, correct elevations are provided on the section
views for vertical scale, and horizontal scales are correct on the plan views.
Sewer Design Changes
As mentioned above, the original design of the off-site sewer line on the northern end of the
property has been altered during the period we were redesigning the stormwater BMPs. This
change in alignment was necessary for several reasons:
1. The alignment of the sewer system was in the preliminary design stage at the time of
submittal, and final negotiations with property owners was not complete. An additional
tie-in has been added to the project to avoid another stream crossing in the future.
Ms. Cyndi Karoly Page 4 of 6
April 16, 2008
2. The tie-in to the existing Town of Apex system was depicted on the wrong side of the
stream channel, therefore the sewer line had to cross the perennial stream (SB).
3. The Town's sewer system will not be completed to the point of the tie-in within the
schedule required for this project, therefore the Trackside project will construct an
additional length of this line down to the existing sewer line, which requires one
additional crossing.
Due to these changes, a new impact map set has been included in this submittal and the sewer
impact sites have been renumbered. The impact map sheets are identical to the original submittal
with the exception of Exhibits 7 and 15 through 19, but we are providing an entire new set for
ease of review. Note that the proposed design involves less impacts to wetlands and streams
than the original submittal. There are no stream impacts associated with the sewer design (two
directionally bored crossings and a pipe replacement). The following descriptions and summary
replaces that provided in the original permit application.
Site 6
Exhibit 15
Impact to: Permanent Impact Temporary Impact Mitigation Proposed
Wetland (acres) 0.01 0 Yes
Stream (linear ft) 0 (bored) 0 No
Buffer - Total (sq ft) 2,523 0 No
Zone 1 1,421 0 No
Zone 2 1,102 0 No
This impact site is required in order to cross the perennial stream leaving the site (stream SB)
and tie in with the proposed Town sewer on this south side of the channel. Minor wetland
impacts are associated with this site, along with a 20-foot corridor to be cleared through the
riparian buffer. The stream channel will be crossed using directional boring to avoid impacts.
Site 7
Exhibit 16
Impact to: Permanent Impact Temporary Impact Mitigation Proposed
Buffer - Total (sq ft) 3,118 0
Zone 1 0 0 No
Zone 2 3,118 0 No
The impacts at this site are only to Zone 2 of the riparian buffer associated with stream SB.
These impacts include clearing, construction of the sewer line, and returning the area to original
grades. The sewer easement widens from 20 to 30 feet along this section due to Town of Apex
easement requirements related to the depth of the sewer. The impacts at this site are unavoidable
due to upslope residences and the slope itself. Moving the line further upslope would require
deeper cuts, wider easements, and likely still impact the buffer.
Ms. Cyndi Karoly Page 5 of 6
April 16, 2008
Site 8
Exhibit 17
Impact to: Permanent Impact Temporary Impact Mitigation Proposed
Wetland (acres) 0.01 0 Yes
Stream (linear ft) 0 34 No
Buffer - Total (sq ft) 1,649 0 No
Zone 1 689 0 No
Zone 2 960 0 No
This impact site is required to stub out a line to provide sewer service to a church on the opposite
side of North Salem Street. This is a requirement of the property easement and Town of Apex
negotiations. In order to provide this sewer access, the perennial stream must be crossed. The
crossing is located where an existing gravel driveway and 24-inch concrete pipe are located.
Currently the concrete pipe is in need of replacement and is almost entirely blocked by a tree
lodged lengthwise through it. This condition has caused erosion of the gravel drive and
degradation of the downstream floodplain and wetland. The sewer construction will include the
replacement of this pipe and the gravel drive, improving the current conditions and causing no
additional impact to the stream channel. Temporary stream impacts shown above consist of the
length of the existing pipe. Wetland impacts have been rounded to 0.01 acres, but are actually
anticipated to be only 8 square feet. Impacts to the riparian buffers are calculated from the edge
of the gravel road.
Site 9
Exhibit 18
Impact to: Permanent Impact Temporary Impact Mitigation Proposed
Buffer - Total (sq ft) 1,291 0 No
Zone 1 0 0 No
Zone 2 1,291 0 No
This impact site includes minor regrading of Zone 2 of the riparian buffer associated with stream
SB. This is required due to the slopes above the line and the depth of the sewer required to tie
into the existing Town system. Moving the sewer line upslope would not decrease the impacts,
since the easement required for the deeper line would have to be larger.
Site 10
Exhibit 19
Impact to: Permanent Impact Temporary Impact Mitigation Proposed
Stream (linear ft) 0 (bored) 0 No
Buffer - Total (sq ft) 2,017 0 No
Zone 1 1,202 0 No
Zone 2 815 0 No
Ms. Cyndi Karoly Page 6 of 6
April 16, 2008
This impact site is required to tie into the existing Town system. The crossing is located below a
confluence of two stream channels to avoid a second crossing. The site was delineated
previously by Soil and Environmental Consultants, and field-verified by Carolina Ecosystems.
The perennial stream crossing location does not include any wetland impacts, and the stream
crossing will be directionally drilled to avoid impacts.
The revised total impacts for the project are summarized below. Note that all impacts have
decreased with the exception of a slight increase in Zone 2 buffer impacts. This is a result of the
regarding of Zone 2 areas at sites 7 and 9.
Revised Impact Summary
Type Original
Permanent
Impacts Revised
Permanent
Impacts Original
Temporary
Irn acts Revised
Temporary
Impacts Revised
Total
Impacts
Wetland (ac) 0.22 0.20 0 0 0.20
Stream (If) 238 238 44 34 272
Open Water ac) 0 0 0 0 0
Riparian Zone 1 19,307 18,439 0 0 19,548
Buffer
(sq ft) Zone 2 12,277 15,613 0 0 23,010
Mitigation for the revised impacts is covered by that provided in the original application. The
proposed wetland mitigation should be reduced by 0.04 acres due to the reduction of 0.02 acres
of impact. A payment to the Ecosystem Enhancement Program will be made upon receipt of the
permit. Stream mitigation requirements have not been changed as a result of this revision. A
down-payment has been made to Earthmark Mitigation Services for reservation of the 238 linear
feet of stream units in their recently approved Forrest Creek Mitigation Bank. Buffer impacts
related to the sewer construction fall under the exempt (Zone 2 regrading and revegetation) or
allowable (perpendicular sewer crossing under 40 feet in width or road crossings under 150
linear feet and 1/3 acre) categories and therefore do not require mitigation.
If you have any questions regarding the information or responses provided please contact me at
your earliest convenience at [phone].
Sincerely,
Carolina Ecosystems, Inc.
Phili ay
2
Senior Env' ental Scientist
,pal
Cc: James F. Shern, USACE Raleigh Regulatory Office
Lauren Witherspoon, NCDWQ Raleigh Regional Office
Mark Gramling, Apex First Development LLC
Alan Manness, P.E., BBM Associates, Inc.
PD PLAN for PUD-CZ
Trackside Development
Apex, North Carolina
Prepared for:
Apex First Development, LLC
733 Center Street
Apex, NC 27502
Phone: [phone]
Fax: [phone]
Prepared by:
BBM Associates, Inc.
407 Gorman Street, Suite 101
Raleigh, NC 27607
Phone: [phone]
Fax: [phone]

February 5, 2007
Revised: March 16, 2007
Revised: April 02, 2007

TABLE OF CONTENTS
Vicinity Map 2
Project Data 3
Purpose 4
Permitted Uses 5
Design Controls 5
Architectural Standards 6
Access and Circulation 7
Parking and Loading Requirements 8
Signs 8
Natural Resources and Environmental Protection 8
Stormwater Management 8
Parks and Recreation 8
Public Facilities 9
Phasing 10
Consistency with Land Use Plans 10
Complies with the LIDO 10
Resource Conservation Area 10
Landscaping 10
Existing Conditions Plans C1.1 - C1.3
Site Layout Plans C2.1 - C2.3
Layout Plan Notes C2.4
Conceptual Utility Plan C4.1 - C4.3
Conceptual Site Plan
Elevations
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PROJECT DATA
Trackside North
PIN: 0742-55-5453
PIN: 0742-56-4866
Trackside South
PIN: 0742-54-7499
PIN: 0742-63-0040
Owner (1):
Apex First Development, LLC
315 S. Salem Street, Suite 200 B
Apex, NC 27502
Ph: 919-363-0404
Fax: [phone]
Area of Tract: 93.25
Current Zoning: LI & MD
Proposed Zoning: PUD-CZ
Current Land Use: Agriculture
Proposed Land Use: Mixed-Use &
Residential
Current 2025 Land Use Designation:
Mixed Use - Office & Institutional,
Commercial, High and Medium Density
Residential
Residential Densitv
Owner (2):
F. Brent Neal, Marion Hays McNair, and
Douglas W. Duncan, Trustees of the
Laura T. Duncan Family Trust, Douglass
W. Duncan, Trustee
Suite 806, 11 Piedmont Center
3495 Piedmont Road
Atlanta, GA 30305
Ph: 404-262-2000
Fax: [phone]
Area of Tract: 76.38 Ac
Current Zoning: RA
Proposed Zoning: PUD-CZ
Current Land Use: Agriculture
Proposed Land Use: Mixed-Use &
Residential
Current 2025 Land Use Designation:
Mixed Use - Office & Institutional,
Commercial, High and Medium Density
Residential
Description Maximum Densit * Acreage Units
Trackside North 6.84 du/ac 93.25 Ac. 638 units
Trackside South 5.96 du/ac 76.38 Ac. 455 units**
Total 6.44 du/ac 169.63 Ac. 1093 units
'Individual densities for different sections of the development are indicated on the development plan and range between
3.12 du/ac and 30 du/ac.
"Residential may increase to 600 units in lieu of office or commercial space within Trackside South.
minimum of 80,000 S.F. and a maximum of 220,000 S.F. of commercials ace. There will be a
Commerrial Density (Trackside South)
Description Office Retail Total
Minimum 20,000 SF 60,000 SF 80,000 SF
Maximum 80,000 SF 140,000 SF. 220,000 SF

PURPOSE
Trackside is a 169.63-acre Planned Unit Development in Apex, North Carolina. The
• property is bounded by US Highway 64 to the north, a CSX rail line to the west, Laura
Duncan Road to the east and Hunter Street to the south. The property is divided into
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and Trackside South by the future Apex Peakway.
•
The subject properties, which comprise 4 parcels, are under a single unified control.
The owner or contract option holder of all of parcels is Apex First Development, LLC.
• This single entity will be the sole party from which the Town will accept decisions
• regarding the Planned Unit Development and PD Plan.
The development plan incorporates a mixture of single family residential, attached
residential, retail and office uses. The request is to change the zoning from LI - Light
Industrial, MD - Medium Density Residential and RA - Residential Agricultural to PUD-
CZ, Planned Unit Development, Conditional Zoning.
Trackside North is a 93.25-acre development located between US Highway 64 and the
future Apex Peakway. Trackside South is a 76.38-acre development located between
• the future Apex Peakway and Hunter Street. The Trackside property was designated as
a mixed-use node on the 2025 Land Use Plan.

• The Trackside Development was designed to meet the development parameters found
in UDO Sec. 2.3.4(F)(1)(a)(iv)-(vi). As such, the development incorporates sidewalk
improvements as required by the Apex Transportation Plan and the Town of Apex
• Standard Specifications and Construction Details. Furthermore, the planning of a 12.98-
acre park area south of the future Apex Peakway will be coordinated with the Town of
A
pex Parks, Recreation, Greenways, and Open Space Plan and the Apex
• Transportation Plan.
Trackside's land use patterns promote pedestrian connectivity. This has been stressed
in order to link all parts of the neighborhood to the planned public park, as well as the
• open space provided to meet Parks and Recreation's requirements. Trackside North
and Trackside South will be connected in order to promote pedestrian connectivity. The
proposed development also has been designed to provide an efficient compact network
of streets that are efficient in distributing all traffic. The design of the Trackside
Development promotes interconnectivity within the tract and land use patterns that
promote expanded opportunities for public transportation. Planned roadways are
• consistent with the Town's thoroughfare plan. Cul-de-sacs have been limited, and have
only been provided where environmental constraints have deemed necessary. These
environmental factors include wetlands and streams, which would be significantly
. impacted by further roadway development.
The Trackside Development is compatible with the character of the surrounding land
• uses. The proposed mixed-use development provides a place where residents can
shop, work and recreate within walking distance of their home. It is also consistent with
residential neighborhoods located to the east and west of the proposed site. There is no
• question that the development would enhance the value of surrounding properties.

• 4

PERMITTED USES
Proposed Uses shall be limited to those approved for PUD-CZ districts as specified in
Sec. 4.2.2 of the Town of Apex Unified Development Ordinance, except for the following:
Water and Wastewater Treatment
DESIGN CONTROLS
Single-Family & Townhomes
Front Setback: 5' from public right-of-way
(steps/stoops/awnings may extend into setback)
10' from back of curb along private street/parking
Side Setback: 0' (3' per Uniform Building Code for walls w/ openings)
Corner Side 5' from public right-of-way
(steps/stoops/awnings may extend into setback)
10' from back of curb along private street/parking
Rear Setback 5' (3' per Uniform Building Code for walls w/ openings)
Buffer (Internal) 0'
Max Height 3 Stories (45')
Impervious Coverage 70% of Gross Project Area
Max Density 15 du/ac
Additional design controls for the residential portion of Trackside North include:
1. Steps, stoops and awnings must be a minimum of T from the property line.
2. All houses will be a minimum of 3 steps up to the front door.
3. Neo-Traditional homes will have rear garages, either detached or attached. Garages
for the Neo-Traditional homes will be accessed from a rear alley.
Mixed Use, Condominiums, Apartments, & Non-Residential
Front Setback: T from public right-of-way
(steps/stoops/awnings may extend into setback)
5' from back of curb along private street/parking
Side Setback: 0' (3' per Uniform Building Code for walls w/ openings)
5
Corner Side 3' from public right-of-way
(steps/stoops/awnings may extend into setback)
5' from back of curb along private street/parking
Rear Setback 0' (3' per Uniform Building Code for walls w/ openings)
Buffer (Internal) 0'
Max Height Hotels and any use fronting Highway 64 - 5 stories (75')
All other uses - 4 Stories (60')
Impervious Coverage 70% of Gross Project Area
Max Density 30 du/ac
ARCHITECTURAL STANDARDS
The PUD-CZ will follow the architectural guideline outlined in the UDO. Designs for all
buildings, including single-family homes, will be overseen by an architectural review
committee. Buildings will vary between one and four stories (except hotel use or uses
fronting US 64 may be five stories) and will have varied roof types. All single-family
homes and townhomes will be on crawl space, basement or elevated slab foundations
with a minimum of three steps at the front entrance.
Materials will consist of brick, masonry, stucco, wood, Hardi-board (or equal), glass and
architectural metals will form the building materials palette. Potential retail and
commercial uses may feature glass, brick and/or aluminum storefronts. A varied color
palette will be utilized.
Townhome units will step forward and backward, as well as up and down. The side
elevations of townhome end units and corner single-family homes will incorporate unique
architectural elements, such as bay windows, porches and decorative trim. Retaining
walls, if necessary, will have a brick or stone veneer or be composed of precast
segmental concrete block, in a complementary color.
The project will be pedestrian friendly with sidewalks connecting the different uses. To
minimize the affects of on-site lighting, down lighting and shielded fixtures will be utilized.
Electrical transformers and HVAC units will be screened in accordance with the UDO.
For transformers, screening will maintain a 3' distance on the sides for heat dissipation
and 10' clearance in front for safe operation.
6
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ACCESS AND CIRCULATION
The design of the Trackside development allows for a safe and adequate on-site
transportation circulation system. Plans will promote interconnectivity within the tract
and land use patterns that promote expanded opportunities for public transportation.
Planned roadways are consistent with the Town's Transportation Plan and Standard
Specifications and Construction Details and show required right-of-way widths and road
sections.
Please see the accompanying Traffic Impact Analysis prepared for the development by
Ramey Kemp & Associates. All recommendations as set forth in the Addendum to the
Traffic Impact Analysis addressing Town of Apex review comments will be incorporated
into future site plans.
The Town of Apex plans to construct the Apex Peakway from North Salem Street to New
Dover Road east of Laura Duncan Road. This project in combination with the active
project to construct the Peakway from Hillcrest Road to North Salem Street (right-of-way
being acquired) and the active project to construct the Peakway from Olive Chapel Road
to South Salem Street (under construction) will provide a minimum 2-lane contiguous
section of the Peakway from South Salem Street in the west to Center Street in the
east. The completion of these projects cumulatively is anticipated prior to 2009.
The Trackside project shall dedicate a 100' right-of-way corridor and permanent slope
easements and construction easements required to provide the grade separation of the
Apex Peakway over the railroad tracks based on the ultimate four-lane divided section.
This includes the portion of the Peakway through the proposed Trackside development
from the western railroad track (immediately east of Guy C. Lee) to Laura Duncan Road.
Trackside North includes collector streets on 60' right-of-way from the Apex Peakway in
the south to US 64 in the north. This project will upgrade the existing access at US 64
including:
(1) lengthen the existing right-turn deceleration lane on US 64 to 300' plus a 100'
taper and meet all additional NCDOT requirements in the driveway permit
issued August 22, 2005
(2) dedicate 40' additional right-of-way (for a total 60') along the existing paved
access road currently serving Bradley Carpets
(3) upgrade that access road to collector street standards.
The remainder of the roadway is designated as a new location collector street on 60'
right-of-way. Right-of-way will be increased to both north and south of the future Apex
Peakway to accommodate turn bays on the minor street approaches to the Peakway.
Trackside South will involve the construction of a new Town of Apex Public street from a
point opposite the Hunter Street entrance to the Town Hall campus north to a full access
intersection with the Apex Peakway. Another public street will connect this new road to
Laura Duncan Road in the east. Other minor street construction is anticipated as the
site plans are finalized.
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The development will also provide the following:
1. improvements on Laura Duncan Road. These include left turn lanes serving all
site driveways and curb and gutter with sidewalk along the development frontage
based on the Transportation Plan.
2. the dedication of additional right-of-way as needed along the property frontage to
provide at least half of a 65' R/W north of the Apex Peakway and half of a 75'
R/W south of the Peakway.
3. improvements on Hunter Street to provide diagonal parking along the street. Half
of a 43' back-to-back roadway with curb and gutter and sidewalk with dedication
of half of an 80' right-of-way will be provided along the property frontage on
Hunter Street.
4. turn lanes and signalization at the intersection of North Salem Street and the
Apex Peakway according to the recommendations in the Traffic Impact Analysis
when in excess of the Town's scope of work.
5. The development will contribute to design and construction of a roundabout,
subject to a development agreement with the Town of Apex, at the intersection of
Laura Duncan Road and Hunter Street prior to or during development of the
outparcel on the northwest corner of the intersection.
6. turn lanes and signalization at the intersection of Laura Duncan Road and the
Apex Peakway according to the recommendations in the Traffic Impact Analysis
when in excess of the Town's scope of work.
7. geometric improvements at the intersection of US 64 and Laura Duncan Road
during the first phase of the southern site according to the recommendations in
the Traffic Impact Analysis.
PARKING AND LOADING REQUIREMENTS
Parking and loading requirements will meet or exceed the requirements of Sec 8.3 of the
Apex UDO. All townhomes will be provided with a minimum ratio of 2 parking spaces
per unit with an additional 0.25 spaces per unit for guests.
Parking will be demonstrated in detail during Site Plan approval.
SIGNS
All signage will comply with Sec. 8.7 of the Apex UDO.
NATURAL RESOURCES AND ENVIRONMENTAL PROTECTION
The site lies within the Williams Creek Basin (Neuse River Basin) and therefore is part of
the Primary Watershed Protection Overlay District. As such, the proposed development
will comply with all state and local Watershed Protection Overlay District regulations.
There is no FEMA designated 100-year floodplain within the property. There is no
"Historic Structure" located on the site as defined by UDO Sec 12.2. Furthermore, this
plan will comply with all riparian buffer rules enforced by the State of North Carolina
(Neuse Rules) and the Town of Apex.
8

STORMWATER MANAGEMENT
Trackside North will comply with the Town's requirements for stormwater management.
• The developers will maintain all storm water facilities. Stormwater conditions shall meet
Sec. 2.3.4(F)(1)(h) and Sec. 6.1.7 of the Apex LIDO. All stormwater will drain to
proposed stormwater BMPs located throughout the site. The BMPs will capture and
settle 85% of the Total Suspended Solids (TSS) for the site, treat for Nitrogen, and limit
the post-development runoff rates to pre-development runoff rates for the 1-year, 10-
year and 25-year design storms.

PARKS AND RECREATION
• Trackside will incorporate the following amenities for active and passive recreation:
1. A Public Park dedication of 12.98 acres, as shown on the development plan
•
2. Provision of a 20 foot public greenway easement around the existing on-site
pond within RCA area 5 and construction of a 10 foot wide public greenway trail
built to Town standards within that public greenway easement.
3. Work with staff to design the park and greenway trail previously mentioned. Prior
to construction, the developer will present to the Town / Construction Mgt. a cost
estimate for the project to be certified by the Town and upon completion, the
developer will present invoices for the construction for certification by
Construction Management.
4. Based on maximum anticipated densities, the developer would receive a credit
for 454 units (12.98 acres divided by 1/35 acre) and pay a fee-in-lieu of
• $691,361.76 for 769 remaining units. The fee will be adjusted based on actual
number of units permitted.
. 5. The fee in lieu would then be used to design and construct a new public park on
• the 12.98 acres and the planned greenway trails. Once completed, the Town
would then be responsible for the maintenance of the completed public park and
• the public greenway trail.
0 6. The developer, builder or Home Owner's Association will maintain two flat open
' space areas within Trackside North (.75 and .43 acres) to lawn quality. Both
• areas are to be approved by the Town.
7. A section of public greenway at the corner of Hunter and Laura Duncan will be
i constructed within the existing 20' sewer easement. A building credit will be
provided to developer as part of recreation requirement.

• 8. All public park requirements and public greenway construction must be
completed at the time 50% of the Certificates of Occupancy for the entire
development are issued.

The Apex Parks and Recreation Advisory Committee unanimously approved the
preceding conditions at their February 28, 2007 meeting.

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PUBLIC FACILITIES
All improvements standards applicable to the public facilities that will serve the Trackside
• site shall comply with Article 7: Subdivision of the UDO. All on-site potable water and

i wastewater lines will be designed according to sound engineering standards and
provided by the developer. All easement acquisition will occur at the construction
• document submittal stage. Routing of other utilities, to include electricity, phone, cable

• and gas, will be in keeping with the Town of Apex standards, Sec. 2.3.4.(F)(1)(f) of the
UDO.

• The Trackside North development will be served by the proposed sewer system
extension and pump station, which will eventually serve the upper portion of the
• William's Creek drainage basin. The sanitary sewer system extension and pump station
are currently under design. The developer will be responsible for designing and
constructing the sanitary sewer outfall from the Trackside site to the existing Laura
Village pump station. The Town will be responsible for constructing the sanitary sewer
• outfall from the existing Laura Village pump station to the new William's Creek pump
station. Construction of the sanitary sewer infrastructure is anticipated to begin around
• February 2007, with a completion date of February 2008. Offsite potable water will be
i supplied by an existing 12" DI water line located to the north of Highway 64 and a new
"
12
DI water line to be constructed under the new Apex Peakway.
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i The Trackside South development will be served primarily by an existing Town of Apex
sanitary sewer outfall running through the southeast corner of the property. Portions of
i the site will be served by existing sanitary sewer lines along Laura Duncan Road and
new mains to be extended from the Trackside North development. Offsite potable water

i will be supplied by an existing 16" DI water line located under Hunter Street, an existing
"
"
12
DI water line under Laura Duncan Road and a new 12
DI water line to be
• constructed under the new Apex Peakway.
i The Applicant acknowledges that approval of this application does not indicate, imply or
otherwise suggest that sewer, water or other municipal utilities are or will be available to
the property. In addition, applicant acknowledges that any references in this application,
which anticipate completion of such utilities, do not imply or otherwise suggest that the
Town will build such utilities on any particular schedule or that the utilities will be built at
i all. The applicant assumes all risk that utilities will not be completed on schedule or may
never be completed.
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PHASING
A Master Subdivision Plan has been submitted along with this rezoning request for
Trackside North. It is anticipated that the completion of Trackside North will occur in
year 2011. Build out of Trackside North will take place in four phases. Phase 1 includes
collector streets on 60' right-of-way from the Apex Peakway in the south to US 64 in the
north and the private recreation facility.
Completion of Trackside South is anticipated to occur by 2015. The Applicant is
prepared to proceed with site plan submittal for Trackside South upon approval of
rezoning. Trackside South will not proceed to site plan approval stage until the Town of
Apex is ready to proceed with the approval and construction of the Apex Peakway.
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CONSISTENCY WITH LAND USE PLANS
Trackside North is consistent with the 2025 Land Use Plan of the Town of Apex.
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• COMPLIES WITH THE UDO
• Trackside North complies with all relevant sections of the Town of Apex UDO.
• RESOURCE CONSERVATION AREA
• The Resource Conservation Area is as identified on the PD Plan. The required RCA
• and buffers (equal to 20% of the total site acreage) is 33.58 acres. The provided RCA
and buffers is 37.78 acres or 22.5% of the site. The PD Plan for PUD is in compliance
• with Sec 8.1.2, Resource Conservation Area of the UDO.
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LANDSCAPING
The Landscape Plan, which will be submitted at the Site Plan stage, will demonstrate
compliance with the standards set forth in Sections 8.1 Resource Conservation and 8.2
Landscaping, Buffering and Screening, of the Town of Apex's Unified Development
Ordinance. Specifically as follows:
• Resource Conservation Area - Undisturbed forested area has been set aside,
delineated and described on the plans. It meets the required percentage of
overall land area. Proposed conceptual storm water retention ponds, while not in
the RCA, will be planted according to the Town's standards.
• Landscape Buffers - The east and west property lines, which are adjacent to
railroad tracks, will be provided with a 30' deep revegetated buffer planting consisting
of oak, maple, elm, pine, cedar, redbud, dogwood and wax myrtle located in the
Trackside property. The railroads' common boundary with our property is vegetated
as well. The existing Highway 64 buffer will be supplemented in similar fashion.
Trees of various installation sizes will be randomly planted on 8-10' centers.
• Streetscape Buffers - The Apex Peakway will be planted according to code for a
thoroughfare. Large maturing trees will be planted 30' o/c and will be interplanted
with small growing trees. Internal streetscapes without lot frontage will be planted 50'
o/c with large maturing trees. These locations will be typically adjacent to forested
RCA's.
-Buffers along Hunter Street will be Pedestrian-oriented streetscape buffers per UDO
Section 8.2.6 (Article 8, Page 31):
"Pedestrian-oriented streetscape buffers shall be allowed in lieu of
standard landscaped thoroughfare buffers when such buffers are located
inside the Apex Peakway. Pedestrian-oriented streetscape buffers shall
contain both hardscape elements (such as but not limited to sidewalks,
decorative lighting, street furniture, and fountains) and street tree
plantings which do not have to meet typical minimum island widths or
sizes."
• Building Landscaping Requirements - The streetscape for each building lot will
contain one tree per lot, and two trees for corner lots. In almost all cases the
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small lot size requires the use of a small maturing tree. Larger trees are used
where room allows. It is noted at the site plan submittal stage that all mechanical
units and utilities will be screened with evergreen shrubs.
• Single-Family Residential Grading and Topography Conservation- The application
of Section 8.1.5 of the UDO to the Subdivision Plan will be required and fulfilled by
the plan. Specifically, should Subsection (D) on Select Grading apply to the
proposed grading methodology, generic details will be provided, as per code,
showing supplemental plantings to be done on each residential lot impacted by
select grading.
• Standards for residential unit plantings will meet the UDO requirements.
12
• Permit Number
(to be provided by DWQ)
• OF W ATF9
A=&*A

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MAI
? NCDENR
i STORMWATER MANAGEMENT PERMIT APPLICATION FORM
• 401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
+• The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
011. PROJECT INFORMATION
Project name TRACKSIDE NORTH I VILLAGES OF APEX
o Contact name JAMES ALSBROOK
Phone number [phone]
0 Date April 8, 2008
i Drainage area number 1
0111. DESIGN INFORMATION'
0 Site Characteristics
Drainage area
0 644,688 ft2
2
Impervious area 359,806 ft
• Percent impervious 55.8%%
. Design rainfall depth 3.00 inch
Peak Flow Calculations
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1-yr, 24-hr runoff depth 3.00 in
0 1-yr, 24-hr intensity 0.12 in/hr
• Pre-development 1-yr, 24-hr runoff 10.08 ft3/sec
Post-development 1-yr, 24-hr runoff 32.42 ft3lsec
0 Pre/Post 1-yr, 24-hr peak control 22.34 ft3lsec
O Storage Volume: Non•SR Waters
• Design volume (temporary pool volume)
0 29,660.00 ft3 OK
• Depth of temporary pool/ponding depth (DP,ants) 10.00 in OK
0 Drawdown time 2.24 days OK
• Diameter of orifice 3.00 in OK
•
Coefficient of discharge (Co) used in orifice diameter
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60 (unitless)
0 calculation .
o Driving head (Ho) used in the orifice diameter calculation 0.42 ft OK
• Storage Volume: SR Waters Parameters
1-yr, 24-hr depth 31.32 in
OPre-development 1-yr, 24-hr runoff 48,794.00 ft3
• Post-development 1-yr, 24-hr runoff 87,592.00 ft3
Minimum volume required 38,798.00 ft3
3
Volume provided 81,237.00 ft
OK
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Form SW401-Wetland-Rev.2
0 Parts I and II. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
*Surface Area of Entire Wetland
.Shallow Land
The shallow land percentage is:
*Shallow Water
• The shallow water percentage is:
.Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
• Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
• Total of wetland zone areas
• Add or subtract the following area from the zones
.Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
• Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
.Design must meet one of the following two options:
• This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
• Deep Pool (shallowest)
. Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious (4inch diameter)
• Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
.Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious Winch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
0
• Form SW401-Wetland-Rev.2
•
Permit Number
(to be provided by DWQ)
36,273.00 ft2 OK
14,256.00 ft2 OK
0.39 %
14,121.00 ft2 OK
0.39%
4,411.00 ft2 OK
0.12%
3,485.00 ft2 OK
0.10%
36,273.00 ft2 OK
0.00 ft2
480.00 fmsl
473.50 fmsl
473.00 fmsl
471.25 fmsl
470.50 fmsl
n (Y or N)
na fmsl OK
y
4.00 in
10.00 in OK
6.00 in OK
21.00 in OK
30.00 in OK
n (Y or N) OK
1,092
728
182
1,637 OK
387 Higher density is recommended.
39 Higher density is recommended.
Parts I and Il. Project Design Summary, Page 2 of 3
•
• Permit Number
(to be provided by DWQ)
!Additional Information
!Can the design volume be contained? y (Y or N) OK
Does volume in excess of the design volume flow evenly n (Y or N) Excess volume must pass through filter.
distributed through a vegetated filter?
• What is the length of the vegetated filter? ft
.Are calculations for supporting the design volume provided in the y (Y or N) OK
application?
*Is BMP sized to handle all runoff from ultimate build-out? y (Y or N) OK
*Is the BMP located in a recorded drainage easement with a y (Y or N) OK
recorded access easement to a public Right of Way (ROW)?
!The length to width ratio is: 2.66 :1 OK
! Approximate wetland length 365.00 ft
Approximate wetland width 137.00 ft
• Approximate surface area using length and width provided 50,005.00 ft2 This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? y (Y or N) OK
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Form SW401-Wetland-Rev.2 Parts I and II. Project Design Summary, Page 3 of 3
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Permit No.
G'rLA N D (to be provided by DWQ)
Jill. REQUIRED ITEMS CHECKLIST .
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.
Initials Pagel Plan
Sheet No.
See. 1. Plans (1" - 50' or larger) of the entire site showing:
?•? ? - Design at ultimate build-out, Jj hix?# I
- Off-site drainage (applicable), per basin), ?Xh
- Delineated drainage basins include Rational C coefficient er basin ,
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
V?.J 2. Plan details (1" = 50' or larger) for the wetland showing:
ti (0 - Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland 0 " = 20' or larger) showing:
67" - Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
1-f- 1 4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
?//V ?1 s.q - A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
4A
44 f 6. The supporting calculations (including drawdown calculations).
A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required). W 417 -(1GJ P h4
9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
SW401-Wetland-Rev.2 Part III, page 1 of 1
WATERSHED DATA
WETLAND 9
IMPERVIOUSNESS, RATIONAL -C', AND SCS CN
PRE POST
Watershed Area 14.80 ac. 14.80 ac.
Pavement/Building Area 0.00 ac. 8.26 ac.
Natural Area 14.80 ac. 6.54 ac.

Percent Impervious 0.00% 55.81%
Rational C
: 0.30
T- 0.66
SCS Curve Number 74 1 1 87
NOTES:
Rational Runoff Coefficient -'C'
'C' for Pavement/Building Area = 0.95
'C' for Open Space and Lawns = 0.30
'C' for Wooded - Fair = 0.22
SCS Curve Number for Soil Group B - CN
CN for Pavement/Building Area = 98
CN for Open Space = 74
CN for Wooded = 77
EXTENDED DETENTION WETLAND VOLUME CALCULATIONS
WETLAND 1
CALCULATE IMPERVIOUS AREA:
Drainage area = 14.80 ac.
Impervious area = 8.26 ac.
Percent Impervious = 55.81%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 3.0 foot permanent pool depth
Use Table 1.1 in Stormwater Best Management Practices Manual (Piedmont) and interpolate.
Interpolated SA/DA = 2.20%
For Depth of Pool= 3.0 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.33 ac or 14,183 sf
Surface Area Provided = 0.60 ac or 25,158 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.55 DA = 14.80 ac
Volume = Rv x 0.0833 x Drainage Area = 0.68 ac.-ft. or 29660 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
DRAWDOWN CALCULATIONS
WETLAND 1
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 474.34 ft
Diameter of Drains = 3.00 in Ending Water Elevation = 473.50 ft
Orifice Coefficient = 0.60 Average Head = 0.42 ft
Elevation of Drains = 473.50 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.15 cfs
Vol of Storage Required = 29660 cf
Vol of Storage Provided = 29660 cf OK
Length of Drawdown = 193615 sec or 2.24 days OK

r
Hydrograph
Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17

wetland 1_ Routing
Hydrograph type = Reservoir
• Storm frequency = 1 yrs
Inflow hyd. No. = 9
Reservoir name = WETLAND 1
0
• Storage Indication method used. Wet pond routing start elevation = 473.50 ft
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Q (cfs)
35.00
30.00
r 25.00
20.00
15.00
• 10.00
5.00
0 00
wetland 1_ Routing
Hyd. No. 17 -- 1 Yr
Tuesday, Apr 8 2008, 5:28 PM
Peak discharge = 0.39 cfs
Time interval = 5 min
Max. Elevation = 476.31 ft
Max. Storage = 132,974 cuft
Hydrograph Volume = 87,381 cuft
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Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
17 33 50 67 83 100 117 133 150 167 183
Time (hrs)
Hyd No. 17 Hyd No. 9 [D= Req. Stor = 132,974 cult
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•
Hydrograph
Plot

• Hydraflow Hydrographs by Intelisolve

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Hyd. No. 17
• wetland 1_ Routing
Hydrograph type = Reservoir
• Storm frequency = 1 yrs
Inflow hyd. No. = 9
• Reservoir name = WETLAND 1
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• Storage Indication method used. Wet pond routing start elevation = 473.50 ft.
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is Elev (ft)
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• 478.00
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• 474.00
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• 473 00
Peak discharge
Time interval
Max. Elevation
Max. Storage
Hydrograph Volume = 87,381 cuft
Elev (ft)
478.00
477.00
476.00
475.00
474.00

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wetland 1_ Routing
Hyd. No. 17 -- 1 Yr
Tuesday, Apr 8 2008, 5:28 PM
= 0.39 cfs
= 5 min
= 476.31 ft
= 132,974 cult
17 33
1. WETLAND 1
50 67 83 100 117 133 150 167
- 1 473.00
183
Time (hrs)
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0 Pond Report
• Hydraflow Hydrographs by Intelisolve Wednesday, Apr 9 2008, 4:10 PM
Pond No. 1 - WETLAND 1
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Pond Data
Pond storage is based on known contour areas. Average end area method used.
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Stage / Storage Table
• ft
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cu
)
•
0.00 470.00 14,040 0 0
1.00 471.00 16,120 15,080 15,080
2.00 472.00 18,300 17,210 32,290
. 3.50 473.50 21,630 29,948 62,238
4.00 474.00 22,800 11,108 73,345
• 6.00 476.00 27,600 50,400 123,745
8.00 478.00 32,700 60,300 184,045
• 10.00 480.00 36,680 69,380 253,425
12.00 482.00 40,000 76,680 330,105
14.00 484.00 43,772 83,772 413,877
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [13] [C] [D]
Rise (in) = 30.00 3.00 0.00 0.00 Crest Len (ft) = 24.00 2.00 2.00 0.00
• Span (in) = 30.00 3.00 0.00 0.00 Crest El. (ft) = 479.43 477.00 477.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
• Invert El. (ft) = 470.50 473.50 0.00 0.00 Weir Type = Riser Rect Rect ---
Length (ft) = 95.00 0.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope (%) = 0.50 0.00 0.00 0.00
• N-Value = .013 .013 .013 .013
• Orif. Coeff. = 0.60 0.60 0.60 0.60
l
El
= 0
00 ft
Multi-Stage = n/a Yes No No Exfiltration = 0 .000 in/hr (Con water
ev.
tour) Tai .

_ Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
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• Stage (ft) Stage / Storage
• 15.00
• 12.00
• 9.00
• 6.00
3.00
• 0.00
• 0 80,000 160,000 240,000 320,000 400,000
• Storage
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Stage (ft)
15.00
12.00
9.00
6.00
3.00
0.00
480,000
Storage (cuft)

Pond Report

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Hydraflow Hydrographs by Intelisolve Wednesday, Apr 9 2008, 4:10 PM
i
Pond No. 1 - WETLAND 1

Pond Data
Pond stora ge is based on known contour areas. Average end area method used.
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Stage / Storage Table
• Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
• 0.00 470.00 14,040 0 0
1.00 471.00 16,120 15,080 15,080
2.00 472.00 18,300 17,210 32,290
3.50 473.50 21,630 29,948 62,238
4.00 474.00 22,800 11,108 73,345
• 6.00 476.00 27,600 50,400 123,745
8.00 478.00 32,700 60,300 184,045
• 10.00 480.00 36,680 69,380 253,425
12.00 482.00 40,000 76,680 330,105
• 14.00 484.00 43,772 83,772 413,877

Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 30.00 3.00 0.00 0.00 Crest Len (ft) = 24.00 2.00 2.00 0.00
• Span (in) = 30.00 3.00 0.00 0.00 Crest El. (ft) = 479.43 477.00 477.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
• Invert El. (ft) = 470.50 473.50 0.00 0.00 Weir Type = Riser Rect Rect ---
Length (ft) = 95.00 0.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope (%) = 0.50 0.00 0.00 0.00
• N-Value = .013 .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft

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Note: Culvert/ Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
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Stage (ft) Stage / Discharge Stage (ft)

15.00
• 12.00
• 9.00
6.00
• 3.00
• 0 00
15.00
12.00
9.00
6.00
3.00
0.00
• 0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00
Total Q Discharge (cfs)
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• Permit Number
DW
Q)
(to be provided by
• O?QF W ATF9OG

• NCDENR `

• STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
• WETLAND SUPPLEMENT
• This form must be filled out, printed and submitted.
• The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
,Project name TRACKSIDE NORTH / VILLAGES OF APEX
Contact name
. JAMES ALSBROOK
Phone number [phone]
.Date April 8, 2008
.Drainage area number 2
4011. DESIGN' INFORMATION
.Site Characteristics
Drainage area 243,936 ft2
.Impervious area 147,233 ft2
.Percent impervious 60.4%.%
Design rainfall depth 3.00 inch
Peak Flow Calculations
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1-yr, 24-hr runoff depth 3.00 in
01-yr, 24-hr intensity 0.12 in/hr
Pre-development 1-yr, 24-hr runoff 4.62 ft3/sec
3
Post-development 1-yr, 24-hr runoff 12.80 ft
/sec
1@Pre/Post 1-yr, 24-hr peak control 8.18 ft3/sec
.Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 12,054.00 ft3
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. Depth of temporary pool/ponding depth (Dpla,,tJ 7.30 in
Drawdown time 2.40 days
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• Diameter of orifice 2.00 in
• Coefficient of discharge (CD) used in orifice diameter

calculation 0.60 (unitless)
Driving head (Ho) used in the orifice diameter calculation 0.31 ft
Storage Volume: SR Waters Parameters
0
1 -yr, 24-hr depth 15.70 in
Opre-development 1-yr, 24-hr runoff 18,607.00 ft3
ost-development 1-yr, 24-hr runoff 34,650.00 ft3
"Minimum volume required 16,043.00 ft3
O/olume provided 34,565.00 ft3
•
•
•
•
•
•
• Form SW401-Wetland-Rev.2
•
OK
OK
OK
OK
OK
OK
Parts I and II. Project Design Summary, Page 1 of 3
•
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
• Shallow Land
The shallow land percentage is:
Shallow Water
• The shallow water percentage is:
• Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
• Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
• Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
• Design must meet one of the following two options:
• This design meets Option #1,
Deep pool is 6inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
• This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
• Topographic Zone Depths
Temporary Pool
Shallow Land
• Permanent Pool
Shallow Water
• Deep Pool (shallowest)
Deep Pool (deepest)
• Planting Plan
0 Are cattails included in the planting plan?
• Number of Plants in planting plan recommended:
• Herbacious (4inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
• Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious Winch diameter)
• Shrubs/small trees (1 gallon or larger)
• Trees (2.5" dbh)
Form SW401-Wetland-Rev.2
Permit Number
(to be provided by DWQ)
18,950.00 ft2 Insufficient wetland surface area.
6,765.00 ft2 OK
0.36%
7,822.00 ft2 OK
0.41 %
2,517.00 ft2 OK
0.13 %
1,846.00 ft2 OK
0.10%
18,950.00 ft2 OK
0.00 ft2
470.00 fmsl
466.00 fmsl
465.50 fmsl
463.75 fmsl
463.00 fmsl
n (Y or N)
na fmsl OK
y
4.00 in
7.30 in OK
6.00 in OK
21.00 in OK
30.00 in OK
n (Y or N) OK
570
380
95
718 OK
114 Higher density is recommended.
23 Higher density is recommended.
Parts I and II. Project Design Summary, Page 2 of 3
•
• Permit Number
(to be provided by DWQ)
• Additional Information
• Can the design volume be contained? y (Y or N) OK
Does volume in excess of the design volume flow evenly n (Y or N) Excess volume must pass through filter.
distributed through a vegetated filter?
i What is the length of the vegetated filter? ft
Are calculations for supporting the design volume provided in the
• Y (Y or N) OK
application?
Is BMP sized to handle all runoff from ultimate build-out? y (Y or N) OK
Is the BMP located in a recorded drainage easement with a y (Y or N) OK
recorded access easement to a public Right of Way (ROW)?
• The length to width ratio is: 3.20 :1 OK
• Approximate wetland length 275.00 ft
Approximate wetland width 86.00 ft
• Approximate surface area using length and width provided 23,650.00 ft2 This approx. surface area is within this number of square

• feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? y (Y or N) OK
•
•
i
•
•

•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•

Form SW401-Wetland-Rev.2 Parts I and II. Project Design Summary, Page 3 of 3
•
Permit No.
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST I
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.
Initials Pagel Plan
Sheet No.
SEE 1. Plans (1" - 50' or larger) of the entire site showing:
401-P t]r -Design at ultimate build-out,
- Off-site drainage (if applicable), ?
- Delineated drainage basins (include Rational C coefficient per basin), r. f.Ar 1 3
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
-Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
C7J?C? - Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
3- - Boundaries of drainage easement.
C7 3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
41 /1S, b 4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
The source nursery for the plants, and
We. ? 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
CS• (? - A variety of suitable species (not including cattails),
-Sizes, spacing and locations of plantings,
-Total quantity of each type of plant specified,
- A planting detail,
- Fertilizer and watering requirements to establish vegetation.
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
2 ?'8. A copy of the deed restrictions (if required). 5A?; plot
SW401-Wetland-Rev.2 Part III, page 1 of 1
WATERSHED DATA
WETLAND 2
IMPERVIOUSNESS, RATIONAL -C', A ND SCS CN
PRE POST
Watershed Area 5.60 ac. 5.60 ac.
PavementlBuilding Area 0.00 ac. 3.38 ac.
Natural Area 5.60 ac. 2.22 ac.

Percent Impervious 0.00% 60.36%
Rational C 0.30 0.69
SCS Curve Number 74 88
NOTES:
Rational Runoff Coefficient - 'C'
'C' for Pavement/Building Area = 0.95
'C' for Open Space and Lawns = 0.30
'C' for Wooded - Fair = 0.22
SCS Curve Number for Soil Group B - CN
CN for Pavement/Building Area = 98
CN for Open Space = 74
CN for Wooded = 77
EXTENDED DETENTION WETLAND VOLUME CALCULATIONS
WETLAND 2
CALCULATE IMPERVIOUS AREA:
Drainage area = 5.60 ac.
Impervious area = 3.38 ac.
Percent Impervious = 60.36%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 3.0 foot permanent pool depth
Use Table 1.1 in Stormwater Best Management Practices Manual (Piedmont) and interpolate.
Interpolated SA/DA = 2.40%
For Depth of Pool= 3.0 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.13 ac or 5,854 sf
Surface Area Provided = 0.32 ac or 14,000 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.59 DA = 5.60 ac
Volume = Rv x 0.0833 x Drainage Area = 0.28 ac.-ft. or 12054 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
DRAWDOWN CALCULATIONS
WETLAND 2
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 466.61 ft
Diameter of Drains = 2.00 in Ending Water Elevation = 466.00 ft
Orifice Coefficient = 0.60 Average Head = 0.31 ft
Elevation of Drains = 466.00 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.06 cfs
Vol of Storage Required = 12054 cf
Vol of Storage Provided = 12054 cf OK
Length of Drawdown = 207758 sec or 2.40 days OK

•
•
• Hydrograph Plot

• Hydraflow Hydrographs by Intelisolve
•

• Hyd. No. 18
• wetland 2-Routing
• Hydrograph type = Reservoir
• Storm frequency = 1 yrs

• Inflow hyd. No. = 10
Reservoir name = WETLAND 2
•
Peak discharge
Time interval
Max. Elevation
Max. Storage
Tuesday, Apr 8 2008, 5:29 PM
= 1.33 cfs
= 5 min
= 467.31 ft
= 50,085 cuft
• Storage indication method used. Wet pond routing start elevation = 466.00 ft.
•
•
•
•
•
• wetland 2_Routing
• Q (cfs) Hyd. No. 18 -- 1 Yr
• 14.00
•
• 12.00
•
•
• 10.00
•
•
• 8.00
•
• 6.00
•
•
• 4.00
•
• 2.00
•
•
• 0 00
Hydrograph Volume = 34,565 cuft
• 0 10 20 30 40 50 60 70 80
• Hyd No. 18 Hyd No. 10 Req. Stor = 50,085 cuft
•
•
•
•
90
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
-1- 0.00
100
Time (hrs)
•
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
•

• Hyd. No. 18
• wetland 2-Routing
• Hydrograph type = Reservoir
• Storm frequency = 1 yrs
Inflow hyd. No. = 10
• Reservoir name = WETLAND 2
•
• Storage Indication method used. Wet pond routing start elevation = 466.00 ft.
•
•
•
•
•
•
• Elev (ft)
Tuesday, Apr 8 2008, 5:29 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
wetland 2_Routing
Hyd. No. 18 -- 1 Yr
Hydrograph Volume = 34,565 cuft
Elev (ft)
469.00
468.00
467.00
= 1.33 cfs
= 5 min
= 467.31 ft
= 50,085 tuft
-ruv.vv
• 0
•
•
•
•
10 20 30
2. WETLAND 2
40 50 60 70 80 90
-1- 466.00
100
Time (hrs)
Pond Report
Wednesday, Apr 9 2008, 4:10 PM
• Hydraflow Hydrographs by Intelisolve
• Pond No. 2 - WETLAND 2
Pond Data
• Pond storage is based on known contour areas. Average end area method used.
•
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
00 463.00
0 7,938 0 0
• .
00 464.00
1 9,435 8,687 8,687
.
00 466.00
3 12,790 22,225 30,912
• .
00 468.00
5 16,410 29,200 60,112
.
7.00 470.00 19,000 35,410 95,522

Culvert / Orifice Structu res Weir Structures

[A] [B] [C] [D] [A] [g] [C] [D]

Rise (in) = 24.00 2.00 0.00 0.00 Crest Len (ft) = 20.00 2.00 0.00 0.00
• Span (in) = 24.00 2.00 0.00 0.00 Crest El. (ft) = 468.90 467.00 0.00 0.00
• No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 463.00 466.01 0.00 0.00 Weir Type = Riser Rect --- ---
• Length (ft) = 75.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
• Slope (%) = 1.30 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
• Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
• Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
•
•
•
•
• Stage (ft) Stage / Storage
8.00
S 6.00
• 4.00
• 2.00
• 0 00
Stage (ft)
8.00
6.00
4.00
2.00
0.00
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000
Storage (cuft)
• Storage
0
Pond Report
• Hydraflow Hydrographs by Intelisolve Wednesday, Apr 9 2008, 4:10 PM
• Pond No. 2 - WETLAND 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.

Stage / Storage Table
• Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
•
0.00 463.00 7,938 0 0
. 1.00 464.00 9,435 8,687 8,687
3.00 466.00 12,790 22,225 30,912
5.00 468.00 16,410 29,200 60,112
7.00 470.00 19,000 35,410 95,522

Culvert / Orifice Structu res Weir Structures
•
[A] [B] [C] [D] [A] [B] [C] [D]
•
• Rise (in) = 24.00 2.00 0.00 0.00 Crest Len (ft) = 20.00 2.00 0.00 0.00
Span (in) = 24.00 2.00 0.00 0.00 Crest El. (ft) = 468.90 467.00 0.00 0.00
• No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 463.00 466.01 0.00 0.00 Weir Type = Riser Rect --- ---
Length (ft) = 75.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
• Slope (%) = 1.30 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
• Multi-Stage = n/a Yes No No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 0.00 ft
• Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
•
•
•
•
•
• Stage (ft) Stage / Discharge
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00
• Total Q
Stage (ft)
8.00
6.00
4.00
2.00
1 0.00
40.00
Discharge (cfs)
A4
ONCDENR
Permit Number
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
o?oF_w a??rF9Q?
l ?Jw? -1
O Niii? r
T. PROJECT INFORMATION
Wroject name
ontact name
hone number
*ate
Drainage area number TRACKSIDE NORTH / VILLAGES OF APEX
JAMES ALSBROOK
[phone]
April 8, 2008
3
DESIGN INFORMATION ..
Wite Characteristics
ainage area 117,612.00 ft2
pervious area 68,389.00 ft2
Sercent impervious 58.1% %
ev esign rainfall depth 3.00 inch
0 eak Flow Calculations
yr, 24-hr runoff depth 3.00 in
S-yr, 24-hr intensity 0.12 in/hr
re-development 1-yr, 24-hr runoff
0 2.99 ft3/sec
0st-development 1-yr, 24-hr runoff 7.36 ft3lsec
Ore/Post 1-yr, 24-hr peak control 4.37 ft3lsec
Storage Volume: Non-SR Waters
lqesign volume (temporary pool volume) 5,617.00 ft3 OK
0
• Depth of temporary pool/ponding depth (Dpiant,) 7.80 in OK
Drawdown time 2.22 days OK

• Diameter of orifice 1.40 in OK
Coefficient of discharge (Cp) used in orifice diameter

S calculation 0.60 (unitless)
• Driving head (Ho) used in the orifice diameter calculation 0.32 ft OK
torage Volume: SR Waters Parameters
-yr, 24-hr depth 22.56 in
Ore-development 1-yr, 24-hr runoff 9,013.00 ft3
ost-development 1-yr, 24-hr runoff
'M 16,706.00 ft3
inimum volume required 7,693.00 ft3
Solume provided 16,606.00 ft3 OK

S

r
MW
Ask
Form SW401-Wetland-Rev.2 Parts I and H. Project Design Summary, Page 1 of 3

?urface Areas of Wetland Zones
Ourface Area of Entire Wetland
hallow Land
The shallow land percentage is:
hallow Water
The shallow water percentage is:
?eep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
• Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
• Total of wetland zone areas
Add or subtract the following area from the zones
topographic Zone Elevations
Oemporary Pool
Shallow Land (top)
?ermanent Pool
Shallow Water (top)
• Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Vesign must meet one of the following two options:
This design meets Option #1,
Deep pool is 6inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
• This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
topographic Zone Depths
eemporary Pool
t Shallow Land
rmanent Pool
Shallow Water
• Deep Pool (shallowest)
• Deep Pool (deepest)
4lanting Plan
re cattails included in the planting plan?
*umber of Plants in planting plan recommended:
Herbacious Winch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
umber of Plants in planting plan provided (several species o
each plant type are recommended):
Herbacious (4inch diameter)
• Shrubs/small trees (1 gallon or larger)
• Trees (2.5" dbh)
i
i
Form SW401-Wetland-Rev.2
Permit Number
(to be provided by DWQ)
8,650.00 ft2 OK
3,467.00 ft2 Insufficient shallow land area.
0.40%
3,526.00 ft2 OK
0.41 %
1,182.00 ft2 OK
0.14%
475.00 ft2 OK
0.05%
8,650.00 ft2 OK
0.00 ft2
478.00 fmsl
473.50 fmsl
473.00 fmsl
471.25 fmsl
470.50 fmsl
n (Y or N)
na fmsl OK
y
4.00 in
7.80 in OK
6.00 in OK
21.00 in OK
30.00 in OK
n (Y or N) OK
264
176
44
396 OK
112 Higher density is recommended.
14 Higher density is recommended.
Parts I and II. Project Design Summary, Page 2 of 3

• Permit Number

Additional Information (to be provided by DWQ)
Wan the design volume be contained? y (Y or N) OK
volume in excess of the design volume flow evenly n (Y or N) Excess volume must pass through filter.
distributed through a vegetated filter?
distributed
What is the length of the vegetated filter? ft
?re calculations for supporting the design volume provided in the y (Y or N) OK
application?
Os BMP sized to handle all runoff from ultimate build-out? y (Y or N) OK
40 s the BMP located in a recorded drainage easement with a
y
(Y or N)
OK
recorded access easement to a public Right of Way (ROW)?
Orhe length to width ratio is: 2.41 :1 OK
• Approximate wetland length 159.00 ft
Approximate wetland width
• 66.00 ft
Approximate surface area using length and width provided 10, 494.00 ftz This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? y (Y or N) OK

AIL

Ask
W
ARL
AML
1MV
An?
Form SW401-Wetland-Rev.2 Parts I and H. Project Design Summary, Page 3 of 3
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
•
wu%h%lO
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST . I
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.
Initials Pagel Plan
Sheet No.
IT7 I'
0'a
C3•0

es6
Cs.8

1. Plans (1" - 50' or larger) of the entire site slowing:
- Design at ultimate build-out, i5Xh&# 2
- Off-site drainage (if applicable), ' .
- Delineated drainage basins (include Rational C coefficient per basin), 5:xh,6?3
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
4" 6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
z1 Tot 8. o 1W
A copy of the deed restrictions (if required). 4ftG PD Vif
07
-P1-I1 Y J? 9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
SW401-Wetland-Rev.2
Part III, page 1 of 1
WATERSHED DATA
WETLAND 3
IMPERVIOUSNESS, RATIONAL -C', A ND SCS CN
PRE POST
Watershed Area 2.70 ac. 2.70 ac.
Pavement/Building Area 0.00 ac. 1.57 ac.
Natural Area 2.70 ac. 1.13 ac.

Percent Impervious 0.00% 58.15%
Rational C
1 0.30 0.68
1SCS Curve Number 74 88
NOTES:
Rational Runoff Coefficient -'C'
'C' for Pavement/Building Area = 0.95
'C' for Open Space and Lawns = 0.30
'C' for Wooded - Fair = 0.22
SCS Curve Number for Soil Group B - CN
CN for Pavement/Building Area = 98
CN for Open Space = 74
CN for Wooded = 77
i
EXTENDED DETENTION WETLAND VOLUME CALCULATIONS
WETLAND 3
CALCULATE IMPERVIOUS AREA:
Drainage area = 2.70 ac.
Impervious area = 1.57 ac.
Percent Impervious = 58.15%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 3.0 foot permanent pool depth
Use Table 1.1 in Stormwater Best Management Practices Manual (Piedmont) and interpolate.
Interpolated SA/DA = 2.39%
For Depth of Pool= 3.0 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.06 ac or 2,811 sf
Surface Area Provided = 0.15 ac or 6,571 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.57 DA = 2.70 ac
Volume = Rv x 0.0833 x Drainage Area = 0.13 ac.-ft. or 5617 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
DRAWD0WN CALCULATIONS
WETLAND 3
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 474.15 ft
Diameter of Drains = 1.40 in Ending Water Elevation = 473.50 ft
Orifice Coefficient = 0.60 Average Head = 0.32 ft
Elevation of Drains = 473.50 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.03 cfs
Vol of Storage Required = 5617 cf
Vol of Storage Provided = 5617 cf OK
Length of Drawdown = 191400 sec or 2.22 days OK

? HYd rograPh Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19

wetland 3_Routing
Hydrograph type = Reservoir
• Storm frequency = 1 yrs
Inflow hyd. No. = 11
0 Reservoir name = WETLAND 3
0

0 Storage Indication method used. Wet pond routing start elevation = 473.50 ft.
0
0
•
•
0
wetland 3-Routing
• Q (cfs) Hyd. No. 19 --1 Yr
Tuesday, Apr 8 2008, 5:30 PM
Peak discharge = 0.76 cfs
Time interval = 3 min
Max. Elevation = 475.15 ft
Max. Storage = 17,513 cuft
Hydrograph Volume = 16,640 cuft
Q (cfs)
8.00
6.00
4.00
2.00
. 0 7 14 21 28 35 42 49 56
. Hyd No. 19 Hyd No. 11 Req. Stor = 17,513 cuft
0
9
63
-1 0.00
70
Time (hrs)
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
• wetland 3_Routing
Hydrograph type = Reservoir
• Storm frequency = 1 yrs
Inflow hyd. No. = 11
Reservoir name = WETLAND 3
•
• Storage indication method used. Wet pond routing start elevation = 473.50 ft.
•
•
•
•
•
•
• Elev (ft)
477.00
•
•
•
•
. 476.00
•
•
•
• 475.00
•
•
•
•
• 474.00
•
•
•
• 00
wetland 3_Routing
Hyd. No. 19 -- 1 Yr
Tuesday, Apr 8 2008, 5:30 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 0.76 cfs
=3min
= 475.15 ft
= 17,513 cuft
Hydrograph Volume = 16,640 cuft
Elev (ft)
477.00
476.00
475.00
474.00
473.
0 7 14
• 9. WETLAND 3
•
•
•
•
21 28 35 42 49 56 Ed3
-L 473.00
70
Time (hrs)

Pond Report
Wednesday, Apr 9 2008, 4:9 PM
• Hydraflow Hydrographs by Intelisolve
Pond No. 9 - WETLAND 3
• Pond Data
ntour a
Average end area method used.
reas
Pond storage is based on known co .
•
Stage / Storage Table
lt
Stage (ft) Elevation (ft) Contour area (sgft) )
Incr. Storage (cult) Total storage (cu
•
. .00 470.50 1,760

840
2 0
450
3,450 3,
1
472.00
1.50
50
473 ,
4,185
5,269 8,719
• .
3.00
50 474.00
3
4,675
2,215 10,934
418
22
• .
5.50 476.00 6,809
650
8 ,
11,484
15,459 37,877
7.50 478.00 ,
Culvert / Orifice Structures Weir Structures
• [A] [B] [C] [D] [A] [B] [C] [D]
• Rise (in) = 12.00 1.40 0.00 0.00 Crest Len (ft) = 16.00 0.40 0.00 0.00
00
00 0
50 0
Span (in) = 12.00 1.40 0.00 0.00 .
.
Crest El. (ft) = 476.06 474.
00 0.00
33 0
33 3
= 3
• No. Barrels = 1 1
50
473 2
50
474 0
00
0 .
.
.
Weir Coeff.
Weir Type = Riser Rect
.
Invert El. (ft) = 470.50
00
00 0
= 90 .
0.00 .
0.00 Multi-Stage = Yes Yes No No
• .
.
Length (ft)
Slope (%) = 0.30 0.00 0.00 0.00
• N-Value = .013 .013 .013 .000
• Orif. Coeff. = 0.60 0.60 0.60 0.00
000 in/hr (Contour) Tailwater Elev. = 0.00 ft
filtration = 0
E
Multi-Stage = n/a Yes No No .
x
• Weir riser checked for orifice conditions.
t
l
ro
.
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet con
•
•
•

•
•
•
•
•
Stage / Storage Stage (ft)
Stage (ft)
8.00
6.00
4.00
2.00
0.00
J0
v vv 0 4,000 8,000 12,000 16,000 20,000 24,000 zt5,uuu D4,uvv -
Storage (cuft)
• Storage

• Pond Report
Wednesday, Apr 9 2008, 4:9 PM
• Hydraflow Hydrographs by Intelisolve
Pond No. 9 - WETLAND 3
• Pond Data
d
is based on known contour a
t
d .
reas. Average end area method use
orage
s
Pon
•
• Stage / Storage Table
ft
Stage (ft) Elevation (ft) Co ntour area (sqft) )
Incr. Storage (cult) Total storage (tu
•
0.00 470.50
00
472 1,760
840
2 0 0
3,450 3,450
.
1.50
00 473.50
3 ,
4,185 5,269 8,719
• .
3.50 474.00 4,675 2,215 10,934
418
4 22
• 5.50 476.00
0 6,809
650
8 ,
11,48
15,459 37,877
7.50 478.0 ,
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] IB] [C] [D]
• Rise (in) = 12.00 1.40 0.00 0.00 Crest Len (ft) = 16.00 0.40 0.00 0.00
0 Span (in) = 12.00 1.40 0.00 0.00 Crest El. (ft) = 476.06 474.50 0.00 0.00
No. Barrels = 1 1 2 0 Weir Coeff. = 3.33 3.33 0.00 0.00
• Invert El. (ft) = 470.50 473.50 474.50 0.00 Weir Type = Riser Rect
• Length (ft) = 90.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope (%) = 0.30 0.00 0.00 0.00
• N-Value = .013 .013 .013 .000
• Orif. Coeff. = 0.60 0.60 0.60 0.00
000 in/hr (Contour) Tai
tion = 0
filtr
E
lwater Elev. = 0.00 ft
Multi-Stage = n/a Yes No No .
x
a
ditions
ifi
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet con .
ce con
trol. Weir riser checked for or
•
•
•
•
•
•
•
•
•
Stage / Discharge Stage (ft)
. Stage (ft)
• 8.00
6.00
•
• 4.00
•
• 2.00
0 00
8.00
6.00
4.00
2.00
0.00
• 0.00 1.00 2.00 3.00 4.00 5.00 6.00 /.uu a.UJ
Discharge (cfs)
• Total Q
0
•
•
•
A IA
O-
•NCDENR
•
•
•
Permit Number
(to be provided by DWQ)
O?O? W ATF,9Q
G
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
Tonr'VQ1nr- n1nRTH t VII I AGES OF APEX
Project name
101contact name
hone number
Date
Wrainage area number
WSite Characteristics
`Drainage area
.Impervious area
Percent impervious
.Design rainfall depth
.Peak Flow Calculations
• 1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
• Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
• Storage Volume: Non-SR Waters
•
• Design volume (temporary pool volume)
• Depth of temporary pool/ponding depth (Dpia,ts)
• Drawdown time
• Diameter of orifice
• Coefficient of discharge (Co) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
• Storage Volume: SR Waters Parameters
• 1-yr, 24-hr depth
Pre-development 1-yr, 24-hr runoff
• Post-development 1-yr, 24-hr runoff
Minimum volume required
• Volume provided
•
•
•
•
•
•
• Form SW401-Wetland-Rev.2
JAMES ALSBROOK
[phone]
April 8, 2008
58,370.00 ft2
34,412.00 ft2
59.0%%
3.00 inch
3.00 In
0.12 in/hr
1.49 ft3lsec
3.65 ft3lsec
2.16 ft3lsec
2,823.00 ft3 OK
4.80 in OK
2.78 days OK
1.00 in OK
0.60 (unitless)
0.20 ft OK
20.64 in
4,473.00 ft3
8,291.00 ft'
3,818.00 ft3
7,954.00 ft3 OK
Parts I and II. Project Design Summary, Page 1 of 3
•
•
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
hallow Land
The shallow land percentage is:
Shallow Water
0 The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
• The forebay surface area percentage is:
Non-forebay portion of deep pool
• The non-forebay deep pool surface area percentage is:
• Total of wetland zone areas
. Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
• Shallow Land (top)
.Permanent Pool
Shallow Water (top)
Deep Pool (top)
• Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
0 Design must meet one of the following two options:
• This design meets Option #1,
• Deep pool is 6'inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
• Has a clay liner
If yes:
• Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
0 Shallow Land
• Permanent Pool
Shallow Water
Deep Pool (shallowest)
• Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
0 Number of Plants in planting plan recommended:
r? Herbacious (4'jnch diameter)
• Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
0 Number of Plants in planting plan provided (several species of
• each plant type are recommended):
Herbacious (4inch diameter)
Shrubs/small trees (1 gallon or larger)
• Trees (2.5" dbh)
• Form SW401-Wetland-Rev.2
Permit Number
(to be provided by DWQ)
8,731.00 ft2 OK
3,413.00 ft2 OK
0.39%
3,768.00 ft2 Insufficient shallow water area.
0.43%
1,092.00 ftZ OK
0.13%
458.00 ft2 OK
0.05%
8,731.00 ft2 OK
0.00 ft2
476.00 fmsl
472.50 fmsl
472.00 fmsl
470.50 fmsl
470.00 fmsl
n (Y or N)
fmsl
y
4.00 in
4.80 in OK
6.00 in OK
18.00 in OK
24.00 in OK
n (Y or N) OK
264
176
44
587 OK
162 Higher density is recommended.
20 Higher density is recommended.
Parts I and II. Project Design Summary, Page 2 of 3
LJ
• dditional Information
*an the design volume be contained?
*oes volume in excess of the design volume flow evenly
0 Istributed through a vegetated filter?
What is the length of the vegetated filter?
`1re calculations for supporting the design volume provided in the
application?
s BMP sized to handle all runoff from ultimate build-out?
es the BMP located in a recorded drainage easement with a
T0,ecorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
0 Approximate wetland length
• Approximate wetland width
• Approximate surface area using length and width provided
.Will the wetland be stabilized within 14 days of construction?
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 Form SW401-Wetland-Rev.2
y (Y or N)
n (Y or N)
ft
y (Y or N)
y (Y or N)
y (Y or N)
7.36 :1
265.00 ft
36.00 ft
9,540.00 ft2
y (Y or N)
Permit Number
(to be provided by DWQ)
OK
Excess volume must pass through filter.
OK
OK
OK
OK
This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
OK
Parts I and II. Project Design Summary, Page 3 of 3
III. REQUIRED ITEMS CHECKLIST
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
5Gf 1. Plans (1" - 50' or larger) of the entire site showing:
y" - Design at ultimate build-out, OKhjbOAf
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),/??? 3
C,a. ( - Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
?3. i 1 2. Plan details (1" = 50' or larger) for the wetland showing:
Ad - Wetland dimensions (and length to width ratio)
.J - Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
/JJ
,(6p_ 3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
`•r.6, 4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
ZS 5. A construction sequence that shows how the wetland will be protected from sediment until the entire
V, q - 8. A copy of the deed restrictions (If required). 5CC C?.C? EX-1) PIG.n
9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
drainage area is stabilized.
?'t'IC.cy?Etl? . The supporting calculations (including drawdown calculations).
6
. A copy of the signed and notarized operation and maintenance (0&M) agreement.
7
oinren-t 9 Part III, page 1 Of 1
WA TERSHED DA TA
WETLAND 4
IMPERVIOUSNESS, RATIONAL -C', AND SCS CN
PRE POST
Watershed Area 1.34 ac. 1.34 ac.
Pavement/Building Area 0.00 ac. 0.79 ac.
Natural Area 1.34 ac. 0.55 ac.

Percent Impervious 0.000 58.96%
Rational C 0.30 0.68
SCS Curve Number 74 88
NOTES:
Rational Runoff Coefficient -'C'
'C' for Pavement/Building Area = 0.95
'C' for Open Space and Lawns = 0.30
'C' for Wooded - Fair = 0.22
SCS Curve Number for Soil Group B - CN
CN for Pavement/Building Area = 98
CN for Open Space = 74
CN for Wooded = 77
EXTENDED DETENTION WETLAND VOLUME CALCULATIONS
WETLAND 4
CALCULATE IMPERVIOUS AREA:
Drainage area = 1.34 ac.
Impervious area = 0.79 ac.
Percent Impervious = 58.96%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 3.0 foot permanent pool depth
Use Table 1.1 in Stormwater Best Management Practices Manual (Piedmont) and interpolate.
Interpolated SA/DA = , 2.39%
For Depth of Pool= 3.0 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.03 ac or 1,395 sf
Surface Area Provided = 0.11 ac or 4,955 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.58 DA = 1.34 ac
Volume = Rv x 0.0833 x Drainage Area = 0.06 ac.-ft. or 2823 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
0
0 Pond Report
• Hydraflow Hydrographs by Intelisolve Wednesday, Apr 9 2008, 4:10 PM
`Pond No. 1 - WETLAND 1
Pond Data
0 Pond storage is based on known contour areas. Average end area method used.
• Stage / Storage Table
W Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0 0.00 470.00 14,040 0 0
0 1.00 471.00 16,120 15,080 15,080
2.00 472.00 18,300 17,210 32,290
3.50 473.50 21,630 29,948 62,238
4.00 474.00 22,800 11,108 73,345
6.00 476.00 27,600 50,400 123,745
8.00 478.00 32,700 60,300 184,045
• 10.00 480.00 36,680 69,380 253,425
12.00 482.00 40,000 76,680 330,105

•
Culvert / Orifice Structu res Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 30.00 3.00 0.00 0.00 Crest Len (ft) = 24.00 2.00 2.00 0.00
Span (in) = 30.00 3.00 0.00 0.00 Crest El. (ft) = 479.43 477.00 477.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
• Invert El. (ft) = 470.50 473.50 0.00 0.00 Weir Type = Riser Rect Rect --
Length (ft) = 95.00 0.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope (%) = 0.50 0.00 0.00 0.00
• N-Value = .013 .013 .013 .013

Orif. Coeff.
= 0.60
0.60
0.60
0.60 14.00 484.00 43,772 83,772 413,877
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
• Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
•
•
•
•
•
Iage (ft) Stage / Storage

0 80,000 160,000 240,000 320,000 400,000
• Storage
•
Stage (ft)
15.00
12.00
9.00
6.00
3.00
-L 0.00
480,000
Storage (cuft)
Permit No.
t , 1 GT N t (to be provided by DWQ)
1??J
tFD ITEMS `CHECKLIST- G l•r?V
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.
Initials Pagel Plan
Sheet No.
Ste' 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out, gwlxphibi? t
- Off-site drainage (if applicable), /
- Delineated drainage basins (include Rational C coefficient per basin),
C,a.l? (- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
C5. U 2. Plan details (1" = 50' or larger) for the wetland showing:
C1Z - Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland (1" = 20' or larger) showing:
Ulu- - Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
-0.6 4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
11215. $ - A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
es.as
*v. q 4W-T
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required). 56 Tl T t G ?t Vb PIG n
9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
O%AlAnd 1AIMI-4-0- 9 Part III, page 1 of 1
•
•
•
•
•
•
•
•
s
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
S
•
•
•
(u) 'q}daa goun21 = D
aagwnN anunO = NO
(u) '96eaols IIos alewlin = S
(u) 'gldaa uo!lepd!oWd = d
:A9OIONIWN31
'10 Mg Jo .4--oe £6.0 = easy a6euleJa x EE80'0 X AN = awnloA
oe 0f Z = VG LTO = Ad
WNO1S..6 WONA 031IO211NOO 38 Ol 3wn-iOA aNid
)10 is 6L9`9 ao 0e 96'0 = paplnoJd UGIV ooe}jnS
is mt Jo oe 90'0 = pannbaH eaay ooepnS
easy a6eulej4 x y(i/ys = ee iy ooe}ins
:v3uv 3Ot/321ns a2minD321 ONld
61 0'E = Iood ;o gldap and
%6£'Z = daMS polelodialul
•alelodialul pue (luowpald) lenuelN sa0113ead lu9w96euelN }sag aalemwJolS ul 6' 6 elgel asa
gldap lood lueuewiad loo; O-E pue Aoualo}13 lenowa2{ luelnllod %98 awnssy
:JNIZIS IOOd 1N3NVIA[Ugd 2104 VOIVS aNl3
%56'89 = snovuadwl lu9019d
*oe Lg* 6 = eaje snouuadwl
'oe OL'Z = ease a6eulea4
:v3uv snOIANEIdW13ivinOlt/O
!; ONVU3M
SNO/l V7n07VD 3Wn'IOA ONV713M NOUN3130 O3ON31X3
DRAWDOWN CALCULATIONS
WETLAND 4
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 472.90 ft
Diameter of Drains = 1.00 in Ending Water Elevation = 472.50 ft
Orifice Coefficient = 0.60 Average Head = 0.20 ft
Elevation of Drains = 472.50 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.01 cfs
Vol of Storage Required = 2823 cf
Vol of Storage Provided = 2823 cf OK
Length of Drawdown = 240344 sec or 2.78 days OK

• Hydrograph Plot

• Hydraflow Hydrographs by Intelisolve
Hyd. No. 20
wetland 4_ Routing
• Hydrograph type = Reservoir
Storm frequency = 1 yrs
0 Inflow hyd. No. = 12
Reservoir name = WETLAND 4

wetland 4_ Routing
Hyd. No. 20 -- 1 Yr
Tuesday, Apr 8 2008, 5:37 PM
= 0.03 cfs
= 3 min
= 474.10 ft
= 11,259 tuft
Storage Indication method used. Wet pond routing start elevation = 472.50 ft.
•
•
Q (cfs)
4.00
i
i
•
3.00
•
• 2.00
40
•
• 1.00
•
0 00
Q (cfs)
4.00
Peak discharge
Time interval
Max. Elevation
Max. Storage
Hydrograph Volume = 8,198 cuft
0 15 29 44 58
Hyd No. 20 Hyd No. 12
•
3.00
2.00
1.00
73 87 102 116
® Req. Stor = 11,259 cuft
131
- L 0.00
145
Time (hrs)
•
•
Hydrograph Plot
•

• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 20
wetland 4_ Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 12
Reservoir name = WETLAND 4

• Storage Indication method used. Wet pond routing start elevation = 472.50 ft.
•
•
•
•
Elev (ft)
476.00
•
•
475.00
•
•
474.00
•
s
•
•
473.00
•
•
472 00
wetland 4_ Routing
Hyd. No. 20 --1 Yr
Elev (ft)
476.00
Tuesday, Apr 8 2008, 5:37 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 0.03 cfs
= 3 min
= 474.10 ft
= 11,259 cuft
Hydrograph Volume = 8,198 cuft
• 0 15 29 44
• 4. WETLAND 4
•
475.00
474.00
473.00
58 73 87 102 116 131
-1 472.00
145
Time (hrs)
• Pond Report
lve
li
I
t
b Wednesday, Apr 9 2008, 4:9 PM
so
n
e
y
Hydraflow Hydrographs
Pond No. 4 - WETLAND 4
Pond Data
Pond storage is based on known contour areas. Average end area method used.

Stage / Storage Table
• Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
. 0.00 470.00
00
472 725
350
2 0 0
3,075 3,075
S .
2.00
50 472.50
2 ,
3,000 1,338 4,413
.
00 474.00
4 5,203 6,152 10,565
• .
6.00 476.00 8,731 13,934 24,499
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 15.00 1.00 0.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
• Span (in) = 15.00 1.00 0.00 0.00 Crest El. (ft) = 474.33 474.30 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 470.00 472.50 0.00 0.00 Weir Type = Riser Rect
• Length (ft) = 65.50 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope (%) = 0.76 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00
N 0.00
No
000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Exfiltration = 0
Multi-Stage = n/a Yes o .
0 Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage / Storage
- I- I- I X =I 1 -I I_ I I_ L 1
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
. ?.??
0
•
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,00
Storage (cuft)
Storage
•
Pond Report
•

• Hydraflow Hydrographs by Intelisolve
Pond No. 4 - WETLAND 4
Pond Data
• Pond storage is based on known contour areas. Average end area method used.
•
Stage / Storage Table
• Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
•
0.00 470.00 725 0 0
• 2.00 472.00 2,350 3,075 3,075
2.50 472.50 3,000 1,338 4,413
• 4.00 474.00 5,203 6,152 10,565
6.00 476.00 8,731 13,934 24,499
•
Culvert / Orifice Structu res
•
• [A] [B] [C]
Rise (in) = 15.00 1.00 0.00
Span (in) = 15.00 1.00 0.00
No. Barrels = 1 1 0
Invert El. (ft) = 470.00 472.50 0.00
Length (ft) = 65.50 0.00 0.00
,• Slope (%) = 0.76 0.00 0.00
N-Value = .013 .013 .000
• Orif. Coeff. = 0.60 0.60 0.00
• Multi-Stage = n/a Yes No
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Stage (ft)
6.00
• 5.00
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• 4.00
3.00
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2.00
•
• 1.00
• 0 00
Weir Structures
[D] [A] [B] [C] [D]
0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
0.00 Crest El. (ft) = 474.33 474.30 0.00 0.00
0 Weir Coeff. = 3.33 3.33 0.00 0.00
0.00 Weir Type = Riser Rect -- ---
0.00 Multi-Stage = Yes Yes No No
0.00
.000
0.00
No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage / Discharge
. 0.00 1.00
• Total Q
•
Wednesday, Apr 9 2008, 4:9 PM
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00
Discharge (ds)
Permit Number
• (to be provided by DWQ)
?? ??F W ATF9Q
O `~C
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
. 401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
oil. ' PROJECT INFORMATION -
Project name TRACKSIDE NORTH/ VILLAGES OF APEX
I* Contact name JAMES ALSBROOK
• Phone number [phone]
Date
Drainage area number April 8, 2008
5

II'DESIGN;INF.ORMATION
Site Characteristics
Drainage area 679,536.00 ft2
i Impervious area 405,108.00 ft2
Percent impervious 59.6% %
Design rainfall depth 3.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth 3.00 in
1-yr, 24-hr intensity 0.12 in/hr
-
'
Pre-development 1-yr, 24-hr runoff 13.40
ft
/sec
• Post-development 1-yr, 24-hr runoff 35.65 ft3lsec
0 Pre/Post 1-yr, 24-hr peak control 22.25 ft3lsec
. Storage Volume: Non-SR Waters
• Design volume (temporary pool volume) 33,201.00 ft3 OK

Depth of temporary pool/ponding depth (DPI,.) 12.50 in Insufficient depth of temp. pool.
Drawdown time 2.25 days OK
•
Diameter of orifice 3.00 in OK
48
Coefficient of discharge (CD) used in orifice diameter
•
0.60 (unitless)
calculation
Driving head (H(,) used in the orifice diameter calculation 0.52 ft OK
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth 23.52 in
Pre-development 1-yr, 24-hr runoff 51,431.00 ft3
3
Post-development 1-yr, 24-hr runoff 96,525.00 ft
Minimum volume required 45,094.00 ft3
Volume provided 96,410.00 ft3 OK

• Fnrm gVJAn1_WPf1anri-R Pv 9 Pnrfc I and 11 Prni-f nacinn Ci imm- Pnn> 1 of 4
•
• Permit Number
• (to be provided by DWQ)
prface Areas of wetland Zones
rface Area of Entire Wetland 39,960.00 ft2 OK
allow Land 16,118.00 ft2 Insufficient shallow land area.
•The shallow land percentage is: 0.40%
Oallow Water 16,503.00 ft2 OK
The shallow water percentage is: 0.41 %
46ep Pool
p Forebay portion of deep pool (pretreatment) 5,207.00 ft2 OK
The forebay surface area percentage is: 0.13 %
• Non-forebay portion of deep pool 2,132.00 ft2 OK
• The non-forebay deep pool surface area percentage is: 0.05%
p Total of wetland zone areas 39,960.00 ft2 OK
• Add or subtract the following area from the zones 0.00 ft2
pographic Zone Elevations
emporary Pool
Shallow Land (top) 470.00 fmsl
permanent Pool
Shallow Water (top) 467.00 fmsl
50 fmsl
466
Deep Pool (top) .
Most shallow point of deep pool's bottom 464.75 fmsl
Deepest point of deep pool's bottom 464.00 fmsl
Ksign must meet one of the following two options:
• This design meets Option #1, n (Y or N)
• Deep pool is 6'inches below SLWT, If yes:
SLWT (Seasonally Low Water Table) fmsl
This design meets Option #2,
• Has a clay liner y
• If yes:
Depth of topsoil above clay liner 4.00 in
.'opographic Zone Depths
Temporary Pool
• Shallow Land
12.50 in
Insufficient shallow land depth.
permanent Pool
Shallow Water 6.00 in OK
OK
Deep Pool (shallowest) 21.00 in
Deep Pool (deepest) 30.00 in OK
Wanting Plan
pyre cattails included in the planting plan? n (Y or N) OK
Number of Plants in planting plan recommended:
• Herbacious (4-inch diameter) 1,200
• Shrubs/small trees (1 gallon or larger) 800
Trees (1.5" dbh)
f
i 200
es o
umber of Plants in planting plan provided (several spec
each plant type are recommended):
Herbacious (4inch diameter)
Shrubs/small trees (1 gallon or larger) 1,331
193 OK
Higher density is recommended.
Trees (2.5" dbh) 36 Higher density is recommended.
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P- R1AIdn1-vUP.11nnr1-RPv2
• Parts I and 11. Project Design Summary, Page 2 of 3
ditional Information
Ca •
n the design volume be contained?
Does volume in excess of the design volume flow evenly
*stributed through a vegetated filter?
What is the length of the vegetated filter?
*re calculations for supporting the design volume provided in the
plication?
:.the BMP sized to handle all runoff from ultimate build-out?
BMP located in a recorded drainage easement with a
corded access easement to a public Right of Way (ROW)?
16 Approximate length to width ratio is:
Approximate wetland length
* Approximate wetland width
* Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
*
*
*
*
*
• Fnrm SW401-Wetland-Rev.2
Permit Number
(to be provided by DWQ)
y (Y or N) OK
n (Y or N) Excess volume must pass through filter.
ft
y (Y or N) OK
y (Y or N) OK
y (Y or N) OK
5.11 :1 OK
445.00 ft
87.00 ft
This approx. surface area is within this number of square
38 ,715.00 ft2 feet of the entire wetland surface area reported above:
y (Y or N) OK
Parts I and It. Project Design Summary, Page 3 of 3
ECKLIST.
Permit No.
klj5 ! Yr • v? S (to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out, Ibvi
- Off-site drainage (if applicable), y ,
- Delineated drainage basins (include Rational C coefficient per basin),,<,, xh/ /f
C3,Lj - Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
M13 2. Plan details (1" = 50' or larger) for the wetland showing:
L?3.??1 - Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
l??• ?3 3. Section view of the wetland 0" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
Yfl G 4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species (not including cattails),
T - Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.

ft"
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
A -14 8. A copy of the deed restrictions (if required). L? } -.?-? Q
9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
^ ,) Part III, page 1 of 1
his
WATERSHED DATA
WETLAND 5
IMPERVIOUSNESS, RATIONAL -C', AN D SCS CN
PRE POST
Watershed Area 15.60 ac. 15.60 ac.
Pavement/Building Area 0.00 ac. 9.30 ac.
Natural Area 15.60 ac. 6.30 ac.

Percent Impervious 0.00% 59.62%
Rational C 0.30 0.69
SCS Curve Number 74 88
NOTES:
Rational Runoff Coefficient -'C'
'C' for Pavement/Building Area = 0.95
'C' for Open Space and Lawns = 0.30
'C' for Wooded - Fair = 0.22
SCS Curve Number for Soil Group B - CN
CN for Pavement/Building Area = 98
CN for Open Space = 74
CN for Wooded = 77
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EXTENDED DETENTION WETLAND VOLUME CALCULATIONS
WETLAND 5
CALCULATE IMPERVIOUS AREA:
Drainage area = 15.60 ac.
Impervious area = 9.30 ac.
Percent Impervious = 59.62%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 3.0 foot permanent pool depth
Use Table 1.1 in Stormwater Best Management Practices Manual (Piedmont) and interpolate.
Interpolated SA/DA = 2.40%
For Depth of Pool= 3.0 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.37 ac or 16,309 sf
Surface Area Provided = 0.51 ac or 22,192 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.59 DA = 15.60 ac
Volume = Rv x 0.0833 x Drainage Area = 0.76 ac.-ft. or 33201 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
DRAWDOWN CALCULATIONS
WETLAND 5
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 468.04 ft
Diameter of Drains = 3.00 in Ending Water Elevation = 467.00 ft
Orifice Coefficient = 0.60 Average Head = 0.52 ft
Elevation of Drains = 467.00 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.17 cfs
Vol of Storage Required = 33201 cf
Vol of Storage Provided = 33201 cf OK
Length of Drawdown = 194781 sec or 2.25 days OK

•
•
Hydrograph Plot

• Hydraflow Hydrographs by Intelisolve
•

• Hyd. No. 21
wetland 5-Routing
Hydrograph type = Reservoir
• Storm frequency = 1 yrs

• Inflow hyd. No. = 13
Reservoir name = WETLAND 5
•
Peak discharge
Time interval
Max. Elevation
Max. Storage
Tuesday, Apr 8 2008, 5:37 PM
= 8.58 cfs
=5min
= 469.15 ft
= 87,193 cult
• Storage Indication method used. Wet pond routing start elevation = 467.00 ft.
•
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•
wetland 5_Routing
• Q (cfs) Hyd. No. 21 -- 1 Yr
Hydrograph Volume = 96,431 cuft
Q (cfs)
40.00
30.00
20.00
10.00
• 0 5 10 15 20 25 30 35 40 45
• Hyd No. 21 Hyd No. 13 ® Req. Stor = 87,193 cuft
•
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50
0.00
55
Time (hrs)
•
•
Hydrograph Plot
•

• Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
• wetland 5_Routing
Hydrograph type = Reservoir
• Storm frequency = 1 yrs
Inflow hyd. No. = 13
. Reservoir name = WETLAND 5
• Storage Indication method used. Wet pond routing start elevation = 467.00 ft.
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wetland 5_Routing
Elev (ft) Hyd. No. 21 --1 Yr
471.00
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• 470.00
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469.00
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468.00
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• 467 00
Tuesday, Apr 8 2008, 5:38 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 8.58 cfs
=5min
= 469.15 ft
= 87,193 cuft
Hydrograph Volume = 96,431 cuft
• 0 5 10 15
• 3. WETLAND 5
•
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Elev (ft)
471.00
470.00
469.00
468.00
20 25 30 35 40 45 50
' 467.00
55
Time (hrs)
0
0 Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 9 2008, 4:9 PM
•
Pond No. 3 - WETLAND 5

Pond Data
Pond storage is based on known contour areas. Average end area method used.
•
Stage / Storage Table
• Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
• 0.00 464.00 10,013 0 0
• 2.00 466.00 15,062 25,075 25,075
3.00 467.00 17,700 16,381 41,456
• 4.00 468.00 20,390 19,045 60,501
6.00 470.00 26,000 46,390 106,891
• 8.00 472.00 31,820 57,820 164,711
10.00 474.00 35,837 67,657 232,368
0 12.00 476.00 39,960 75,797 308,165
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 24.00 1.00 1.00 0.00
Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 470.78 468.00 468.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
• Invert El. (ft) = 464.00 467.00 0.00 0.00 Weir Type = Riser Rect Rect --
• Length (ft) = 90.00 0.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope (%) = 1.25 0.00 0.00 0.00
• N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
0
000 i
/h
C
il
t
T
El
t
= 0
00 ft
Multi-Stage = n/a Yes No No Exfiltration = .
n
r (
o n
our)
a
wa
er
ev. .
Amok
W Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
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• Stage (ft) Stage / Storage
• 12.00
10.00
• 8.00
• 6.00
• 4.00
• 2.00
0 0.00
9 0 60,000 120,000 180,000 240,000 300,000
. Storage
0
Stage (ft)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
360,000
Storage (cuft)

• Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 3 - WETLAND 5
Pond Data
Pond storage is based on known contour areas. Average end area me thod used.
•
41 Stage I Storage Table
• Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
• 0.00 464.00
00 466.00
2 10,013
15,062 0
25,075 0
25,075
.
00 467.00
3 17,700 16,381 41,456
• .
00 468.00
4 20,390 19,045 60,501
.
00 470.00
6 26,000 46,390 106,891
• .
00 472.00
8 31,820 57,820 164,711
0 .
00 474.00
10 35,837 67,657 232,368
.
12.00 476.00 39,960 75,797 308,165
•
Culvert / Orifice Structu res

• [A] [B] [C] [D]
0 Rise (in) = 24.00 3.00 0.00 0.00
Span (in) = 24.00 3.00 0.00 0.00
• No. Barrels = 1 1 0 0
Invert El. (ft) = 464.00 467.00 0.00 0.00
• Length (ft) = 90.00 0.00 0.00 0.00
• Slope (%) = 1.25 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
0 Orif. Coeff. = 0.60 0.60 0.00 0.00
9 Multi-Stage = n/a Yes No No
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Stage (ft)
• 12.00
• 10.00
8.00
6.00
4.00
2.00
•
0 00
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage / Discharge

Stage (ft)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
• 0.00 5.00
Total Q
Wednesday, Apr 9 2008, 4:9 PM
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 24.00 1.00 1.00 0.00
Crest El. (ft) = 470.78 468.00 468.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Riser Rect Rect --
Multi-Stage = Yes Yes Yes No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Discharge (cfs)
r1
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Permit No.
(to be provided by DWQ)
O?OF W A TF9QG
MA-suMA:n?.
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
'PROJECT INFORMATION
TRACKSIDE NORTHNILLAGES OF APEX
Project name JAMES ALSBROOK
Contact person
Phone number [phone]
Date 8-Apr
Drainage area number 6
II "DESIGWINFORMATION
Site Characteristics
Drainage area 378,972.00 ft2 -

Impervious area ft'
228,254.00

% impervious
0.23 %
60.23
Design rainfall depth 3.00 in
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: I-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
Form SW401-Wet Detention Basin-Rev.4
na to
na ft3
4.30 in
28,683.00 ft3
53,831.00 ft3
25,148.00 ft3
48,874.00 ft3
15.20 in
0.30 (unitless)
0.70 (unitless)
0.10 in/hr
6.60 ft3/sec
23.70 ft3/sec
17.10 ft3/sec
469.00
470.00
472.75
472.75
472.75
473.75
474.02
ft
ft
Parts 1. & II. Design Summary, Page 1 of 2

II DESIGN INFORMATION
lations
l
C
cu
a
Volume and Surface Area
• SA/DA ratio 0.02 (unitless)
Surface area at the bottom of shelf 34,870.00 ft2
Volume at the bottom of shelf 115,284.00 ft3
• Permanent pool, surface area required 8,125.00 ft2
2
Permanent pool, surface area provided 34,870.00 ft
Permanent pool volume 115,284.00 ft3
• Average depth for SA/DA tables 3.31 ft
2
Surface area at the top of shelf 43,250.00 ft
• Volume at the top of shelf 162,390.00 ft3
• Forebay volume 24,520.00
21
27 ft3
%
Forebay % of permanent pool volume .
• Temporary pool, surface area provided 46,143.00 ft2
• Drawdown Calculations
Treatment volume drawdown time 3.10 days
Treatment volume discharge rate 0.07 ft3/s
• Pre-development 1-yr, 24-hr discharge 6.60 ft3/s
3
Post-development 1-yr, 24-hr discharge 0.17 ft
/s
Additional Information
. Diameter of orifice 2.5 in
Design TSS removal
l 85
3.00 %
:1
opes
Basin side s
• Vegetated shelf slope 10.00 :1
Vegetated shelf width 10.00 ft
Length of flowpath to width ratio 3.00 :1

• Length to width ratio 2.00 :1
N
Y
Trash rack for overflow & orifice? y or
)
(
Freeboard provided 5.25 ft
• Vegetated filter provided? y (Y or N)
N)
Y
Recorded drainage easement provided? y or
(
• Capures all runoff at ultimate build-out? y (Y or N)
• Drain mechanism for maintenance or emergencies y

w
• Form SW401-Wet Detention Basin-Rev.4
•
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Permit
(to be provided by DWQ)
Parts I. & II. Design Summary, Page 2 of 2
•
• Permit No.
• (to be provided by DWQ)
• Ill. REQUIRED ITEMS CHECKLIST
• Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
• result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
• indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
_ requirement has not been met, attach justification.
Pagel Plan
Initial Sheet No.
5C(- 1. Plans (1" - 50' or larger) of the entire site showing:
C?_ A Design at ultimate build-out, 15< 1 j? 7
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin), ?x y
CJ? t5 Basin dimensions,
- Pretreatment system,
High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
Overflow device, and
- Boundaries of drainage easement.
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2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
- Filter strip.
3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
A copy of the signed and notarized operation and maintenance (0&M) agreement.. _ '
A copy of the deed restrictions (if required). J,gC, &X#0 ? ! F /
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4
Part III. Required Items Checklist, Page 1 of 1
WATERSHED DATA
POND 6
IMPERVIOUSNESS, RATIONAL -C', AN D SCS CN
PRE POST
Watershed Area 8.70 ac. 8.70 ac.
Pavement/Building Area 0.00 ac. 5.24 ac.
Natural Area 8.70 ac. 3.46 ac.

Percent Impervious 0.00% 60.23%
Rational C 0.30 0.69
SCS Curve Number 74 88
NOTES:
Rational Runoff Coefficient - 'C'
'C' for Pavement/Building Area = 0.95
'C' for Open Space and Lawns = 0.30
'C' for Wooded - Fair = 0.22
SCS Curve Number for Soil Group B - CN
CN for Pavement/Building Area = 98
CN for Open Space = 74
CN for Wooded = 77
EXTENDED DETENTION WETLAND VOLUME CALCULATIONS
POND 6
CALCULATE IMPERVIOUS AREA:
Drainage area = 8.70 ac.
Impervious area = 5.24 ac.
Percent Impervious = 60.23%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 3.0 foot permanent pool depth
Use Table 1.1 in Stormwater Best Management Practices Manual (Piedmont) and interpolate.
Interpolated SA/DA = 2.01%
For Depth of Pool= 4.0 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.17 ac or 7,617 sf
Surface Area Provided = 1.02 ac or 44,497 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1"STORM
Rv = 0.59 DA = 8.70 ac
Volume = Rv x 0.0833 x Drainage Area = 0.43 ac.-ft. or 18691 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q" = Runoff Depth, (in)
DRAWDOWN CALCULATIONS
POND 6
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 473.11 ft
Diameter of Drains = 2.50 in Ending Water Elevation = 472.75 ft
Orifice Coefficient = 0.60 Average Head = 0.18 ft
Elevation of Drains = 472.75 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.07 cfs
Vol of Storage Required = 18691 cf
Vol of Storage Provided = 18691 cf OK
Length of Drawdown = 268376 sec or 3.11 days OK

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Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Apr 8 2008, 5:38 PM
Hyd. No. 22
wetland 6_Routing
Hydrograph type = Reservoir Peak discharge = 0.17 cfs
Storm frequency = 1 yrs Time interval = 3 min
Inflow hyd. No. = 14 Max. Elevation = 473.94 ft
Reservoir name = POND 6 Max. Storage = 161,867 cuft
Storage Indication method used. Wet pond routing start elevation = 472.75 ft. Hydrograph Volume = 48,874 cuft
Q (cfs)
24.00
wetland 6_Routing
Hyd. No. 22 -- 1 Yr
20.00
16.00
12.00
8.00
4.00
0.00 '
0 15
Hyd No. 22
29 44 58 73 87 102 116
Hyd No. 14 FFI= Req. Stor = 161,867 cuft
131
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
--L 0.00
145
Time (hrs)

• Hydrograph Plot
is
Hydraflow Hydrographs by Intelisolve
Hyd. No. 22
wetland 6_Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
• Inflow hyd. No. = 14
Reservoir name = POND 6
• Storage Indication method used. Wet pond routing start elevation = 472.75 ft.
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• Elev (ft)
475.00
474.00
473.00
472 00
wetland 6_Routing
Hyd. No. 22 -- 1 Yr
= 0.17 cfs
=3min
= 473.94 ft
= 161,867 cuft
Hydrograph Volume = 48,874 cuft
Elev (ft)
475.00
474.00
473.00
• 0
0
0
0
15 29
5. POND 6
Tuesday, Apr 8 2008, 5:38 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
44 58 73 87 102 116 131
1 472.00
145
Time (hrs)
Pond Report
• Hydraflow Hydrographs by Intelisolve Wednesday, Apr 9 2008, 4:8 PM
• Pond No. 5 - POND 6
Pond Data
• Pond storage is based on known contour areas. Average end area method used.

• Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
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0.00 469.00 26,750 0 0
• 1.00 470.00 28,819 27,785 27,785
3.00 472.00 33,167 61,986 89,771
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3.75 472.75
34,870
25,514
115,284
5.00 474.00 43,544 49,009 164,293
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6.00 476.00
48,761
46,153
210,446
00 478.00
8 54,228 102,989 313,435
Ak .

• Culvert / Orifice Structu res Weir Structures
[A] [B] [C] [D] [A] II3l [C] [D]
• Rise (in) = 18.00 2.50 0.00 0.00 Crest Len (ft) = 16.00 1.00 0.00 0.00
Span (in) = 18.00 2.50 0.00 0.00 Crest El. (ft) = 474.87 474.00 0.00 0.00
• No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
• Invert El. (ft) = 469.00 472.75 0.00 0.00 Weir Type = Riser Rect --- ---
Length (ft) = 70.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
• Slope (%) = 0.70 0.00 0.00 0.00
• N-Value = .011 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
• Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
• Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
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Stage / Storage
• Stage (ft)
• 8.00
• 6.00
• 4.00
• 2.00
• 0.00
• 0 60,000 120,000 180,000 240,000 300,000
• Storage
Stage (ft)
8.00
6.00
4.00
2.00
0.00
360,000
Storage (cuft)

Pond Report
•
Wednesday, Apr 9 2008, 4:8 PM
Hydraflow Hydrographs by Intelisolve
• Pond No. 5 - POND 6
• Pond Data
d
d
Pond storage is based on known contour areas. Average end area me .
use
tho
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• Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
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• 0.00 469.00
1.00 470.00 26,750
28,819 0
27,785 0
27,785
00 472.00
3 33,167 61,986 89,771
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3.75 472.75 34,870 25,514 115,284
00 474.00
5 43,544 49,009 164,293
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6.00 476.00 48,761 46,153 210,446
00 478.00
8 54,228 102,989 313,435
Ask .

• Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
• Rise (in) = 18.00 2.50 0.00 0.00 Crest Len (ft) = 16.00 1.00 0.00 0.00
Span (in) = 18.00 2.50 0.00 0.00 Crest El. (ft) = 474.87 474.00 0.00 0.00
• No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 469.00 472.75 0.00 0.00 Weir Type = Riser Rect --- ---
• Length (ft) = 70.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
• Slope (%) = 0.70 0.00 0.00 0.00
N-Value = .011 .013 .000 .000
• Orif. Coeff. = 0.60 0.60 0.00 0.00
• Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
• Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
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• 8.00
T
6.00
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• 4.00
. 2.00
• 0 00
Stage (ft)
8.00
6.00
4.00
2.00
0.00
• 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00
Discharge (cfs)
. Total Q
.w+`.tX
NCDENR
ft2
ftZ
cfs
min
in/hr
cfs
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
I. PROJECT INFORMATION
Project name TRACKSIDE NORTH 1 VILLAGES OF APEX
Contact name JAMES ALSBROOK
Phone number [phone]
Date January 16, 2008
Drainage area number 6
II: DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP wet detention basin
Drawdown flow from the BMP 0.16 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
is a bypass device provided?
pl???W?aT FRIG
> I IJW`?V r
O111? C
Do not complete this section of the worksheet.
Do not complete this section of the worksheet
Do not complete this section of the worksheet.
Do not complete this section of the worksheet
Do not complete this section of the worksheet
Do not complete this section of the worksheet
Do not complete this section of the worksheet
Do not complete this section of the worksheet
(Y or N)
(Y or N)
(Y or N)
y (Y or N) Please complete filter strip characterization below.
Grassed Filter strip to PSRM lined ditch to culvert
50.00 ft
ft
ft
50.00 ft
472.00 fmsl
470.00 fmsl
4.00 % OK
n (Y or N) OK
sq ft No forebay is needed.
13 ft/cfs
y (Y or N)
n (Y or N)
n (Y or N)
0.16 cfs
y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and H. Design Summary, page 1 of 2
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Length of the level lip 13.00 ft
Are level spreaders in series? n (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? n (Y or N)
Does the channel enter the stream at an angle? INTO CULVERT (Y or N)
Dimensions of the channel (see diagram below):
M 2.00 ft
B 1.00 ft
W 5.00 ft
y 1.00 ft
Peak velocity in the channel during the 10-yr storm 1.13 cfs
Channel lining material PSRM
#VALUE!
t w

1 77 Y 1
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------
M
M

1 B 1
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Parts I. and II. Design Summary, page 2 of 2
?Co? ? ?-E''a- SPQR
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Init' Is Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out, ?/Jbi f 1
Off-site drainage (if applicable),
-Delineated drainage basins ?dude Rational C coefficient per basin), ?,,?(lhf_
- Forebay (if applicable), /,
c3.15 - High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM, and
- Boundaries of drainage easement.
0-

C7. I
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
- Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
C7,
7 7. A copy of the signed and notarized operation and maintenance (O&M) agreement.
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
8. A copy of the deed restrictions (if required). J???Gv fv A4001
Part III, page 1 of 1
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5

•
w Channel Report
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• Hydraflow Express by Intelisolve
w <Name>
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• Trapezoidal
• Botom Width (ft) = 1.00
Side Slope (z:1) = 2.00
Total Depth (ft) = 1.00
• Invert Elev (ft) = 468.50
w Slope (%) = 0.70
N-Value = 0.030
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• Calculations
• Compute by: Q vs Depth

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w Elev (ft)
w
• 470.00
w
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469.50
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• 469.00
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468.50
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0 1
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• 1\1r) Increments = 10
Section
Reach (ft)
Wednesday, Jan 16 2008, 11:49 AM
Highlighted
Depth (ft) = 0.10
Q (cfs) = 0.094
Area (sqft) = 0.12
Velocity (ft/s) = 0.79
Wetted Perim (ft) = 1.45
Crit Depth, Yc (ft) = 0.01
Top Width (ft) = 1.40
EGL (ft) = 0.11
Depth (ft)
1.50
1.00
0.50
0.00
-0.50
2 3 4 5 6 1
s
Depth Q Area
Veloc
Wp
Yc
(ft) (cfs) (soft)
? (fus) (ft) (ft)
0.10 0.094 0.120 - 0.79 1.45 0.01
0.20 0.324 0.280 1.16 1.89 0.07
0.30 0.691 0.480 1.44 2.34 0.14
0.40 1.209 0.720 1.68 2.79 0.22
0.50 1.893 1.000 1.89 3.24 0.30
0.60 2.759 1.320 2.09 3.68 0.38
0.70 3.821 1.680 2.27 4.13 0.46
0.80 5.093 2.080 2.45 4.58 0.55
0.90 6.591 2.520 2.62 5.02 0.63
1.00 8.326 3.000 2.78 5.47 0.72
Hydraflow Express - Channel Report - 01/16/08,11:50 AM
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(ft) (ft)
1.40 0.11
1.80 0.22
2.20 0.33
2.60 0.44
3.00 0.56
3.40 0.67
3.80 0.78
4.20 0.89
4.60 1.01
5.00 1.12
Hydraflow Express - Channel Report - 01/16/08,11:50 AM 2
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Permit Number
(to be provided by DWQ)
WV-
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
o?OF W ATF9QG
> y
L PROJECT INFORMATION
Project name TRACKSIDE NORTH I VILLAGES OF APEX
Contact name JAMES ALSBROOK
Phone number [phone]
Date April 8, 2008
Drainage area number 7
11. -DESIGN INFORMATION

Site Characteristics
Drainage area 204,732.00 ft2
Impervious area 123,275.00 ft2
Percent impervious 60.2%%
Design rainfall depth 3.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth 3.00 in
1-yr, 24-hr intensity 0.12 in/hr
Pre-development 1-yr, 24-hr runoff 6.31 ft3lsec
Post-development 1-yr, 24-hr runoff 12.81 ft3lsec
Pre/Post 1-yr, 24-hr peak control 6.50 ft3lsec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 10,095.00 ft3 OK
Depth of temporary poollponding depth (DPIa,ts) 10.00 in OK
Drawdown time 2.25 days OK
Diameter of orifice 1.75 in OK
Coefficient of discharge (CD) used in orifice diameter 0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 0.41 ft OK
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth 18.48 in
Pre-development 1-yr, 24-hr runoff 15,772.00 ft3
Post-development 1-yr, 24-hr runoff 29,081.00 ft3
Minimum volume required 13,309.00 ft3
Volume provided 29,017.00 ft3 OK
P-m g1A1An1_\A1Pt1nnr1-RP..v 9
Parts I and II. Project Design Summary, Page 1 of 3
•
Surface Areas of Wetland Zones
• Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
• Shallow Water
The shallow water percentage is:
Deep Pool
• Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
• The non-forebay deep pool surface area percentage is:
• Total of wetland zone areas
• Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
i Permanent Pool
Shallow Water (top)
Deep Pool (top)
• Most shallow point of deep pool's bottom
• Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6'inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
• Has a clay liner
• If yes:
• Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
. Permanent Pool
• Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
• Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious Winch diameter)
• Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
Number of Plants in planting plan provided (several species of
• each plant type are recommended):
Herbacious (4'inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
;:-- S1A1An1-Wetland-Rev.2
Permit Number
(to be provided by DWQ)
12,240.00 ft2 OK
4,063.00 ft2 OK
0.33%
3,613.00 ft2 Insufficient shallow water area.
0.30%
1,653.00 ft2 OK
0.14%
613.00 ft2 OK
0.05%
9,942.00 ft2 Enter data into the shaded cells in this section.
-2,298.00 ft2
468.00 fmsl
464.00 fmsl
463.50 fmsl
461.75 fmsl
461.00 fmsl
n (Y or N)
fmsl
y
4.00 in
10.00 in OK
6.00 in OK
21.00 in OK
30.00 in OK
n (Y or N) OK
372
248
62
953 OK
191 Higher density is recommended.
23 Higher density is recommended.
Parts I and II. Project Design Summary, Page 2 of 3
•
. Additional Information
Can the design volume be contained?
Does volume in excess of the design volume flow evenly
• distributed through a vegetated filter?
What is the length of the vegetated filter?
Are calculations for supporting the design volume provided in the
• application?
. Is BMP sized to handle all runoff from ultimate build-out?
Is the BMP located in a recorded drainage easement with a
. recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
Approximate wetland length
r. Approximate wetland width
Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
Permit Number
(to be provided by DWQ)
y (Y or N) OK
n (Y or N) Excess volume must pass through filter.
ft
y (Y or N) OK
y (Y or N) OK
y (Y or N) OK
3.39 :1 OK
234.00 ft
69.00 It
00 ft2
146
16 This approx. surface area is within this number of square
,
. feet of the entire wetland surface area reported above:
y (Y or N) OK
Pohc i -i ii Pmienf fleeinn Si -, P.- 8 of a
w0fl,HO 7
111. REQUIRED ITEMS CHECKLIST
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials
114-
OP
0
0 e3.1

Pagel Plan
Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
!1? - Design at ultimate build-out, 2E?Chib/;p I
fS - Off-site drainage (if applicable), 2
- Delineated drainage basins (include Rational C coefficient per basin),ZWiAV1 J
Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
F 11
C3. t$

a 0-
0-61
C3.15
4 AL?el
-ft
fee-lam
7"4
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement,
3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation,
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required). )!c-e Ifff-461v * IdI4. t
9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
SW401-Wetland-Rev.2 Part III, page 1 of 1
WATERSHED DATA
WETLAND 7
IMPERVIOUSNESS, RATIONAL'C', AND SCS CN
PRE POST
Watershed Area 4.70 ac. 4.70 ac.
Pavement/Building Area 0.00 ac. 2.83 ac.
Natural Area 4.70 ac. 1.87 ac.

Percent Impervious 0.00% 60.21%
Rational C 0.30 0.69
SCS Curve Number 74 88
NOTES:
Rational Runoff Coefficient - 'C'
'C' for Pavement/Building Area = 0.95
'C' for Open Space and Lawns = 0.30
'C' for Wooded - Fair = 0.22
SCS Curve Number for Soil Group B - CN
CN for Pavement/Building Area = 98
CN for Open Space = 74
CN for Wooded = 77
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EXTENDED DETENTION WETLAND VOLUME CALCULATIONS
WETLAND 7
CALCULATE IMPERVIOUS AREA:
Drainage area = 4.70 ac.
Impervious area = 2.83 ac.
Percent Impervious = 60.21%
FIND SAIDA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 3.0 foot permanent pool depth
Use Table 1.1 in Stormwater Best Management Practices Manual (Piedmont) and interpolate.
Interpolated SAIDA = 2.40%
For Depth of Pool= 3.0 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SAIDA x Drainage Area
Surface Area Required = 0.11 ac or 4,914 sf
Surface Area Provided = 0.19 ac or 8,200 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.59 DA = 4.70 ac
Volume = Rv x 0.0833 x Drainage Area = 0.23 ac.-ft. or 10095 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
DRAWDOWN CALCULATIONS
WETLAND 7
Storage Pool Drawdown
Pond must detain the first V of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 464.83 ft
Diameter of Drains = 1.75 in Ending Water Elevation = 464.00 ft
Orifice Coefficient = 0.60 Average Head = 0.41 ft
Elevation of Drains = 464.00 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.05 cfs
Vol of Storage Required = 10095 cf
Vol of Storage Provided = 10095 cf OK
Length of Drawdown = 194817 sec or 2.25 days OK

Hydrograph Plot
W
•
Hydraflow Hydrographs by Intelisolve
Hyd. No. 23
wetland 7_Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
inflow hyd. No. = 15
Reservoir name = WETLAND 7
•
• Storage Indication method used . Wet pond routing start elevation = 464.00 ft.
•
•
•

wetland 7_Routing
. Q (cfs) Hyd. No. 23 -- 1 Yr
14.00

12.00

10.00

8.00

•
6.00
0
4.00

all 2.00

0 00
Tuesday, Apr 8 2008, 5:39 PM
Peak discharge = 3.59 cfs
Time interval = 3 min
Max. Elevation = 465.65 ft
Max. Storage = 28,138 cuft
Hydrograph Volume = 29,024 cuft
• 0 6 11 17 22 28 33 39 44
Hyd No. 23 Hyd No. 15 DI= Req. Stor = 28,138 cuft
50
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
55
Time (hrs)
•
•
Hydrograph Plot
•

• Hydraflow Hydrographs by Intelisolve
Hyd. No. 23
• wetland 7_Routing
Hydrograph type = Reservoir
• Storm frequency = 1 yrs
Inflow hyd. No. = 15
• Reservoir name = WETLAND 7
• Storage Indication method used. Wet pond routing start elevation = 464.00 ft.
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Elev (ft)
467.00
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466.00
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• 465.00
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•
•
•
• 464 00
Tuesday, Apr 8 2008, 5:39 PM
Peak discharge = 3.59 cfs
Time interval = 3 min
Max. Elevation = 465.65 ft
Max. Storage = 28,138 cuft
Hydrograph Volume = 29,024 cuft
Elev (ft)
467.00
466.00
465.00
• 0 6 11
• 6. WETLAND 7
•
•
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•
wetland 7_Routing
Hyd. No. 23 -- 1 Yr
17 22 28 33 39 44 50
-1 464.00
55
Time (hrs)

Pond Report
•

• Hydraflow Hydrographs by Intelisolve Wednesday, Apr 9 2008, 4:8 PM
Pond No. 6 - WETLAND 7

Pond Data
Pond storage is based on known contour areas. Average end area method used.
•
Stage / Storage Table
• Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
•
0.00 461.00 3,060 0 0
• 1.00 462.00 4,200 3,630 3,630
3.00 464.00 6,780 10,980 14,610
0 5.00 466.00 9,650 16,430 31,040
7.00 468.00 12,240 21,890 52,930

•
Culvert / Orifice Structures Weir Structures
0
• [A] IB] [C] [D] [A] IBl [C] [D]
• Rise (in) = 18.00 1.75 0.00 0.00 Crest Len (ft) = 16.00 2.00 0.00 0.00
Span (in) = 18.00 1.75 0.00 0.00 Crest El. (ft) = 466.55 465.00 0.00 0.00
• No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 461.00 464.00 0.00 0.00 Weir Type = Riser Rect --- ---
• Length (ft) = 63.50 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
• Slope (%) = 4.62 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
• Orif. Coeff. = 0.60 0.60 0.00 0.00
• Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
• Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
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• Stage (ft)
• 8.00
• 6.00
• 4.00
• 2.00
• 0 00
Stage / Storage
Stage (ft)
8.00
. 0
r1
6.00
4.00
2.00
0.00
5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage Storage (cuft)

Pond Report
Wednesday, Apr 9 2008, 4:8 PM
• Hydraflow Hydrographs by Intelisolve
Pond No. 6 - WETLAND 7
• Pond Data
Pond storage is based on known contour areas. Average end area method used.
•
Stage / Storage Table
e (ft) Elevation (ft) Contour area (sqft)
Sta Incr. Storage (cult) Total storage (tuft)
• g
• 0.00 461.00
00
462 3,060
200
4 0 0
3,630 3,630
• .
1.00
3.00 464.00 ,
6,780 10,980 14,610
430 31,040
16
5.00 466.00
00
468 9,650
240
12 ,
21,890 52,930
.
7.00 ,
•
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] IBl [C] ID]
• Rise (in) = 18.00 1.75 0.00 0.00 Crest Len (ft) = 16.00 2.00 0.00 0.00
Span (in) = 18.00 1.75 0.00 0.00 Crest El. (ft) = 466.55 465.00 0.00 0.00
• Barrels = 1 1
No 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
• .
Invert El. (ft) = 461.00 464.00 0.00 0.00 Weir Type = Riser Rect - -
Length (ft) = 63.50 0.00 0.00 0.00 Multi-Stage = Yes Yes No N
No
• Slope (%) = 4.62 0.00 0.00 0.00
. N-Value = .013 .013 .000 .000
• Orif. Coeff. = 0.60 0.60
Yes 0.00
No 0.00
No
Exfiltration = 0.000 in/hr (Contour) Tai
lwater Elev. = 0.00 ft
Multi-Stage = n/a
• Note: Culvert/Orifice outflows have been analyzed under inlet and outlet con trol. Weir riser checked for orifice conditions.
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• Stage (ft)
• 8.00
• 6.00
•
• 4.00
• 2.00
Stage / Discharge

Stage (ft)
8.00
6.00
4.00
2.00
0.00
• 0.00
2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Total Q
I I ' 0.00
18.00 20.00 22.00
Discharge (cfs)
•
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Permit Number
(to be provided by DWQ)
r.?r??WA
NCDENR
O?O? W ATF9QG
o <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
L ;PROJECT INFORMATION
Project name TRACKSIDE NORTH I VILLAGES OF APEX
Contact name JAMES ALSBROOK
Phone number [phone]
Date April 8, 2008
Drainage area number 8
II.' DESIGN INFORMATION

Site Characteristics
Drainage area 261,360.00 ft2
Impervious area 155,074.00 ft2
Percent impervious 59.3%%
Design rainfall depth 3.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth 3.00 in
1-yr, 24-hr intensity 0.12 in/hr
Pre-development 1-yr, 24-hr runoff 7.02 ft3lsec
Post-development 1-yr, 24-hr runoff 16.35 ft3lsec
Pre/Post 1-yr, 24-hr peak control 9.33 -ft'/sec
Storage Volume: Non-SR Waters
Design volume (temporary pool volume) 12,714.00 ft3 OK
Depth of temporary poollponding depth (Dp1.,t,) 7.20 in OK
Drawdown time 2.56 days OK
Diameter of orifice 2.00 in OK
Coefficient of discharge (Co) used in orifice diameter 0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 0.30 ft OK
Storage Volume: SR Waters Parameters
1-yr, 24-hr depth 14.52 in
Pre-development 1-yr, 24-hr runoff 19,781.00 ft3
Post-development 1-yr, 24-hr runoff 37,125.00 ft3
Minimum volume required 17,344.00 ft3
Volume provided 36,802.00 ft3 OK
Form SW401-Wetland-Rev.2
Parts I and II. Project Design Summary, Page 1 of 3
•
• Surface Areas of Wetland Zones
• Surface Area of Entire Wetland
Shallow Land
• The shallow land percentage is:
• Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
. The non-forebay deep pool surface area percentage is:
• Total of wetland zone areas
• Add or subtract the following area from the zones
• Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
• Permanent Pool
Shallow Water (top)
Deep Pool (top)
• Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
• Deep pool is Onches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
• If yes:
• Depth of topsoil above clay liner
• Topographic Zone Depths
Temporary Pool
Shallow Land
• Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
• Planting Plan
Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious Winch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
Number of Plants in planting plan provided (several species of
• each plant type are recommended):
Herbacious Winch diameter)
Shrubs/small trees (1 gallon or larger)
• Trees (2.5" dbh)
• Form SW401-Wetland-Rev.2
Permit Number
(to be provided by DWQ)
22,850.00 ft2 OK
8,491.00 ft2 OK
0.37%
9,568.00 ft2 OK
0.42%
3,412.00 ft2 OK
0.15%
1,379.00 ft2 OK
0.06%
22,850.00 ft2 OK
0.00 ft2
460.00 fmsl
456.00 fmsl
455.50 fmsl
453.75 fmsl
453.00 fmsl
n (Y or N)
fmsl
y
4.00 in
7.20 in OK
6.00 in OK
21.00 in OK
30.00 in OK
n (Y or N) OK
690
460
115
1,524 OK
281 Higher density is recommended.
25 Higher density is recommended.
Parts I and II. Project Design Summary, Page 2 of 3
• Additional Information
Can the design volume be contained?
S Does volume in excess of the design volume flow evenly
distributed through a vegetated filter?
What is the length of the vegetated filter?
Are calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build-out?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
Approximate wetland length
• Approximate wetland width
• Approximate surface area using length and width provided
• Will the wetland be stabilized within 14 days of construction?
• Form SW401-Wetland-Rev.2
Permit Number
(to be provided by DWQ)
y (Y or N) OK
n (Y or N) Excess volume must pass through filter.
ft
y (Y or N) OK
y (Y or N) OK
y (Y or N) OK
2.78 :1 OK
278.00 ft
100.00 ft
27 ,800.00 ft2 This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
y (Y or N) OK
Parts I and 11 Prninm nocinn q, im-, Pono 4 of q
Permit No.
(to be provided by DWQ)
111. REQUIRED ITEMS CHECKLIST W
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.
Initials Pagel Plan
Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out, h 1h# I.
- Off-site drainage (if applicable), •/
22 - Delineated drainage basins (include Rational C coefficient per basin), 1 ?-}
Wetland dimensions (and length to width ratio),
Pretreatment system,
- Maintenance access,
Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
5. 10 4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
n z q - Fertilizer and watering requirements to establish vegetation.
W. G 5. A construction sequence that shows how the wetland will be protected from sediment until the entire
,4 V 14 drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
?j 8. A copy of the deed restrictions (if required).
_ _ l/ H 9. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Part III. naae 1 of 1
WA TERSHED DA TA
WETLAND 8
IMPERVIOUSNESS, RATIONAL -C', AND SCS CN
I--?
Watershed Area PRE-?

6.00 ac. POST

6.00 ac.
Pavement/Building Area 0.00 ac. 3.56 ac.
Natural Area 6.00 ac. 2.44 ac.

Percent Impervious 0.00% 59.33%
Rational C 0.30
L 0.69
SCS Curve Number EE 74 88
NOTES:
Rational Runoff Coefficient - 'C'
'C' for Pavement/Building Area = 0.95
'C' for Open Space and Lawns = 0.30
'C' for Wooded - Fair = 0.22
SCS Curve Number for Soil Group B - CN
CN for Pavement/Building Area = 98
CN for Open Space = 74
CN for Wooded = 77
EXTENDED DETENTION WETLAND VOLUME CALCULATIONS
WETLAND 8
CALCULATE IMPERVIOUS AREA:
Drainage area = 6.00 ac.
Impervious area = 3.56 ac.
Percent Impervious = 59.33%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 3.0 foot permanent pool depth
Use Table 1.1 in Stormwater Best Management Practices Manual (Piedmont) and interpolate.
Interpolated SA/DA = 2.40%
For Depth of Pool= 3.0 ft
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.14 ac or 6,273 sf
Surface Area Provided = 0.35 ac or 15,074 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.58 DA = 6.00 ac
Volume = Rv x 0.0833 x Drainage Area = 0.29 ac.-ft. or 12714 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
DRAWDOWN CALCULATIONS
WETLAND 8
Storage Pool Drawdown
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 456.60 ft
Diameter of Drains = 2.00 in Ending Water Elevation = 456.00 ft
Orifice Coefficient = 0.60 Average Head = 0.30 ft
Elevation of Drains = 456.00 ft

OUTPUT
By the Orifice Equation:
Average Flow = 0.06 cfs
Vol of Storage Required = 12714 cf
Vol of Storage Provided = 12714 cf OK
Length of Drawdown = 220959 sec or 2.56 days OK

M Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
Hyd. No. 24
wetland 8_Routing
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 16
Reservoir name = WETLAND 8

Storage indication method used. Wet pond routing start elevation = 456.00 ft.
• Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Peak discharge = 1.16 cfs
Time interval = 3 min
Max. Elevation = 457.18 ft
Max. Storage = 61,366 cuft
Hydrograph Volume = 36,704 cuft
0 12 23
Hyd No. 24
•
wetland 8_Routing
Hyd. No. 24 -- 1 Yr
35
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
46
Hyd No. 16
58
Tuesday, Apr 8 2008, 5:39 PM
0.00
69 81 92 104 115 127
[I=j Req. Stor = 61,366 cuft Time (hrs)
•
•
• Hyd
• Hydraflow
• Hyd.
• wetlan
• Hydro
• Storm
• I nflow
Rese
•
•
•
•
•
•
•
• Elev (ft)
• 459.00
•

•
•
•
• 458.00

•
•

•
• 457.00
•
•
•
•

• 456.00
s °

•
•
•
rograph Plot
Hydrographs by Intelisolve
No. 24
d 8-Routing
raph type = Reservoir
frequency = 1 yrs
hyd. No. = 16
oir name = g
WETLAND 8
rv
Tuesday, Apr 8 2008, 5:39 PM
= 1.16 cfs
= 3 min
= 457.18 ft
= 61,366 cuft
Storage Indication method used. Wet pond routing start elevation = 456.00 ft.
wetland 8_Routing
Hyd. No. 24 -- 1 Yr
Peak discharge
Time interval
Max. Elevation
Max. Storage
Hydrograph Volume = 36,704 cuft
Elev (ft)
459.00
458.00
457.00
12 23
7. WETLAND 8
35 46 58 69 81 92 104 115
' 456.00
127
Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 9 2008, 4:7 PM
Pond No. 7 - WETLAND 8
Pond Data
Pond storage is based on known contour a reas. Average end area method used.

Stage / Storage Table
• Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 453.00 10,810 0 0
1.00 454.00 12,451 11,631 11,631
• 3.00 456.00 16,060 28,511 40,142
5.00 458.00 20,054 36,114 76,256
7.00 460.00 22,850 42,904 119,160

Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 24.00 2.00 0.00 0.00 Crest Len (ft) = 16.00 2.00 2.00 0.00
• Span (in) = 24.00 2.00 0.00 0.00 Crest El. (ft) = 458.63 457.00 457.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 0.00
• Invert El. (ft) = 453.00 456.00 0.00 0.00 Weir Type = Riser Rect Rect ---
Length (ft) = 66.50 0.00 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope (%) = 1.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
. Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
• Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
•
•
•
•
•
Stage (ft)
Stage / Storage
Stage (ft)
8.00
6.00
4.00
2.00
0
•
Storage
20,000 40,000
60,000 80,000 100,000
1 0.00
120,000
Storage (cuft)

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 7 - WETLAND 8
Pond Data
Pond storage is based on known contour areas. Average end area method used.

Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 453.00
1.00 454.00 10,810
12,451 0
11,631 0
11,631
00 456.00
3 16,060 28,511 40,142
.
5.00 458.00 20,054 36,114 76,256
7.00 460.00 22,850 42,904 119,160

Wednesday, Apr 9 2008, 4:7 PM
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise (in) = 24.00 2.00 0.00 0.00
Span (in) = 24.00 2.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 453.00 456.00 0.00 0.00
Length (ft) = 66.50 0.00 0.00 0.00
Slope (%) = 1.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 16.00 2.00 2.00 0.00
Crest El. (ft) = 458.63 457.00 457.00 0.00
Weir Coeff. = 3.33 3.33 3.33 0.00
Weir Type = Riser Rect Rect ---
Multi-Stage = Yes Yes Yes No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
•
•
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• 8.00
•
6.00
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•
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